Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Truss
$, j;* i A=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. SPACING NOTE ALL TRUSSES ARE TO BE SET AT 2'-0ON CENTER EXCEPT AS NOTED MULTIPLE PLY TRUSSES MUST BE ASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE A IF MULTIPLE PLY. DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. rnnlel u T Rrcl 30' Span�or less ® / Fo degrees �or iess 30' to 60' Span Spree er Bar Fag -- APprox 2/3 to_i une 1/2 of Soon `i/12 10 dg .. Ir12 sper^ .Caarox. REFER TO BCSI Truss must be set this way if crane used. This Is an example, truss may not match. Insist crone operator sets truss this way. REFER T1D BCSI 'russ must be set this way ` crone used truss s on example, your voss troy rot notch Ins st croneoperator sets truss this way. TRUSSES FOR THE EIRST fv101Lj'r I_ SHO LD BE SNIPPED AND SUOUESSFUL.LY SET BEEORE ANY MORE TRUSSES ARE BUILT FOR THAT MODEL_. ® ARRANJE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 18' - 24' II LENGTH A I ® Do not `tend on trusses until they are braced per BCSI &properly nailed to straps &hangers FABR►CAT,ONAGRE TRUSSE8 CANNOT BES7ARTEp U EMENT I I The lapel description of the Properly where the Iruesea will be 1 stalled is; a RE TURNED , I �+ LTht TNalea wtlll bra "wledpne end apnea: 15'-3" _ _ �— - __-- 19'-9' -- _--- — 19'-9" _ _.__--- -- ---- 15'-3" — which is the sole eutho date minsdence w th this t use placeme _—_ / J p uccess'tabrlcail nt diagram la I I 1 _ — — 2. All dlmenslona b this layout h a — SEAT PLATES BY CHAMBERS a 12 4.00 F__ to $ I 1, upset=1/4" heel=315/16" PLUMB CUT END 2 x 4 Top Chord t WALL HEIGHT 8' TYPICAL END DETAIL r i� 12 4.00 — r U — 2.00 08— e Cl)12 i 7/.i%/91ti,// �II �II I; =11101 1 II 11"0001 A5 i AS 2 21 1 112 A5 r 1 04 N AS 1 FV Wr IPA, MI PMAP I t , upset=1/4" hee1=3 15/16" INDICATES LOAD BEARING a PLUMB CUT END REQUIRED BY TRUSSES SUPPLIED BY BUILDER 2 x 4 Top Chord AT A HEIGHT OF 8'-0" ,I WALL HEIGHT 8' ABOVE FINISHED FLOOR END DETAIL: TYPICAL VAULT 4 a t ,4: q1 R q ,111■I1IN11%11 1MIN!/®�� !N11 ' 181�1■I�IB�t®I�I�I�I®IB -� 6 -4 V 14 -4" PORCH RIGHT it- -\� 101 jl 11� Ij No- � 1 �INSA IItsgo :INS INS • e \ MEIN \\� Slow- 14 —\ 101 • : e __ irm e°SON `®o® ��a c • • r.� i �^ � 1 1IRWIN I111, I !� M�I�I�I�I■1�18�1®III®I®ICI®!�►� I I i' CLOUZSED AREAS ARE OF / SPECIAL CONCERN & MUST BE t CHECKED CAREFULLY & MAY t INDICATE DEVIATION FROM %_..PLANS.,\ .3. Unleae written notice is eve been led "d by the derail a. yout, days of delivery the underelgnedvagB ee themae ye all to Chambers TNss within tan10 such written no0ce la Nmished Chambere h pSn ahe11*heVe t}u°.ae II be allow ^t 9 or to subetltute other s• In the e I �aeTno undersigned adcnowlsd huaees, et Chamber pb nesa days in pn'C b. Delivery b to Job alto, It le 8ha buye�a� eponab aY toUM make th sob stteault` delivery. Chambers TNss has the sole authority to date poitlon o(thelob she for deMery. Cemba far The buyer la responsible for additional dellvs7Nsa will be responalbne folr dumd1e lob site o'r a bacauae Job ette la not Prepared for delivery or a GE buyer Is not haapared fort delivery s tol B alive 6uyar le reaponel I Ceemen TNss for towing costa due to she w S. Pike ae ah p p repreph 7 below la in ry of trusses, i Ihie leybut A $60 per hour fee for revfalons Ject to change H enYnchan e 7hls la a PURCHASE ORDER to may be charged by Chambers g s are. made 1, epraement a reasonable pdca. "DER Chambers• TNss od the sum agrees 'on delivery. Involve m dhedutan ed tlate tlelivary end geed t0. ero�netj delryery of (abdcated sY. be made at s paid within tens sttpmey's tee for',`adMlbsue In avant odes I n of delivery It bu er g ed agrees to pay Chamba Y cannot accept charya will be added for all auma not IC Yment not time 4 Trues reasonable S. Signature or InlUals a-vAthln terms. made, 1.1Q >/, per month aervJce cons wnalderatlon of Chem era TNss sheet Constltutee a unconditionally Mendin greement to all terms hereinChambers. Indebted see ^Guerany an, �"Bn nwhen dla od e�Y tend cell' Indebtedness d wed y any an, reigned recipient. Unp attorneys teas, fl defeull In the undersigned all to p Yip In the event of any lhl at n - Payment for metadal be P Y such g to con, a Me, a by the or payments referred to herein, the g this agreement, Ne Items furnished hereunder Is. Saint Eliole Coumy, Pbdda genies agree that the sole venue. for any such argon will 71. Design respore lbllldes are per "Nationa18 tandard And Ra ! Rabponslbllltlea For 20D2- dtldn Uaing Metal Plate Connected W ANSI?PIAN7CA 4 - z00z'. bond ended Guidelines On . add TN6ae8 DATED Sft3NE0 'Ilk FOR AsPrOadbrbarmaybe P Multije 1topreveritiafuay8darPly trusses na must be ►astened together Per engineering before they are set; failure to do so can result.ln roof Collapse Te POTBry and Property Permanent bracing are required and can save llfe and Is the res ° 'Study the contents of the Inf P—nslblllty of the truss erector. before settl�tiOn Packet Included on delivery 7h�esmustbssetandbracedPsr g trusses. Trusses must be set Plumb : Pnivnd sagtirre Sdamage. Do notset bunks �Hi! I stack oiPllyywood, ,roofing Matelrial or any . Other coYicentrntgd loads on trusses, . GiO NOT Sto T rRUSSES USING TH/SCan u�se collaPae, --.USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUOUT "AMBERS TRUSS INC ganer AVenue Fort Plece I Flo�tlda 34982-6423 800-55'1-45932 Fort Pierce 772.465-2p12 Vero (Beach 772�568-2012 Fax n2-46ti-8711. ^ .vsoeectSe,representative's r ueaaGco approve s:ftbPR�■i9�. aPProva Is NOT $ "double check" of the conlrecttar. The contractor shall remain hot 9pon'slbl@ ' for checking field measurements $nd other construction criteria. Architect's approvalcovers general roof shape, . x review of truss strapping, and loading on structure from gr y and uplift loads and " their re, ec iv locatio Y Approved$y: i i> Date: _ �. Braden 8 Braden A.I.A. P.A. 92.0/93.2 MITEK 4.2 DESIGN CRITERIA County SAINT LUCIE Building Department ST LUCIE COUNTY Wind Design Criteria ASCE 7-2010 Wind Design Method MWFRS/C-C hybrid Wind ASCE 7-10 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. '� 0 To Chord Live P 20 � Top Chord Dead 7 42 H c Bottom Chord Live 10 Non -Concurrent 'o Bottom Chord Dead 10 3 c TOTAL Load 37 72 H Duration Factor 1.25 r() Wind Speed 165mph to 0 Top Chord C.B. Sheeting by builder. m Bottom Chord C.B. Sheeting by builder. 4 tcc Highest Mean Height 15'-0" Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2017 l-W.L.=itestralnmg Dead Load C.B.=Continuous Bracin Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record. LaL Chambers Truss Inc. Drawing Name: M11392 Scale: 1/4 = 1' Uj 82 total trusses, 15 different trusses. MI 4: RLC ACAD: RLC Reviewed By:, Date:10107/15 Revised:03/21/18 FOR REv'Ew►E® FOR s' a" yam_. 14' a" • " QQ� COMPLIANCE WYNNE BUILDING C4R •UCIE COUNTY DESCRIPTION: BOCC PORCH LEFT 71' CARLTON 3BED REAR PORCH PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 15 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT M 11392 3 3 9 i pe G� RE: M11392. THE WINDSOR -Site Information: Customer: -Wynne Dev Corp Lot/Block: Address: unknown City: St. Lucie County MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Project Name: M11392 Model: -71 Carlton 3 Bedroom Rear Porch Subdivision: State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): .Design Code: FBC2017fTP12014 Design Program: MiTek 20/20 8.1 Wind Code:. ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package. includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board. of Professional Engineers. Rules. No. Seal#, Truss Name Date 1 T16686490 a 4/3/2019 2 T16686491 al 4/3/2019 3 T16686492 a2 4/3/2019 4 T16686493 a3 4/3/2019 5 . T16686494 a4 4/3/2019 6 T16686495 a5 4/3/2019 7 T16686496 ata 4/3/2019 EIVED 8 T16686497- b 4/3/2019 9 T16686498 bha 402019 6 2..019 10 T16686499 gra 4/3/2019 NOV 11 T16686500 jl 4/3/2019 12 T16686501 j3 4/3/2019 SST• Wcle, CpuClty; PgrQ 13 14 T16686502 T16686503 j5 j7 4/3/2019 4/3/2019:i p 15 T16686504 kj7 4/3/2019 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 jurisdiction(s) 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. .. F-1,EA EWAYE FOR C I a ri �e LIANCE Spa 1-If'13CM COUNTY OCC ER P F/ E A/ S��ti No 22839 9 STATE OF : 41/ + i0 •�♦♦ ��pR1OP•�N.7. �I s • ....•.• �.,� fit ItO Walter P. Finn PE No.2P639 MiTek USA; Inc. fL Cert 6634 6904 Parke East BIJd. TahioifL 33610 April 03, 2019 1 ot'l Finn, Walter Job , Truss Truss Type Qty Ply THE W INDSOR T16686490 M11392 A HIP 1 1 Job Reference (optional) unamoers I russ, Inc.,, rori rlerce, M t3.z4u s uec a zU its ivii I eK rnuusirles, Inc. -vveu mpr 3 , u:, o:4s za,a raye , ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-j516o6uNUlw752lcX?ocWyM5YnfBOhBOwcl W RozUScg T1-0-Q 6-10.14 9-0.0 , 14-11-0 20-2-13 26-0.0 28-1-2 , 35.0-0 _ 16-0-Q 1-0-0 6-10-14 2-1-2 5.11-0 5-3-13 5-9-3 2-1-2 6-10-14 1-0-0 �1 6 4x8 = 2x3 I 3x6 = 4x4 = 4.00 F12 2x3 \\ 4 26 5 6 7 27 4x8 = 2x3 8 9 Scale = 1:60.5 16 13 3x4 — 3x4 = 3x6 — 6x8 = 3x4 = 3x6 — 3x4 = 3x5 — 9-0.0 14-11-0 20-2-13 26-0-0 35-0-0 9-0-0 5-11.0 5-3-13 5-9.3 9-0-0 rn C6 1 t2 Ic, 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.37 12-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight:161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max Horz 2=-97(LC.10). . Max Uplift 2= 235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max Gram 2=467(LC 17), 15=1'596(LC 1), 10=685(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 639/108, 3-4=-396/0, 4-5=-967l776, 5-7=-967/776, 7-8=-454/938, 8-9=-1009/1884, 9-10=-1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430,:14-15=-704/454, 12-14=-1586/938, 10-12— 1971/1174 WEBS 3-17=-372/461, 4-17=-272/451, 4-15=-1087/1002, 5-15=-336/386, 7-14=-766/399, 8-14=-580/997, 8-12=-958/447, 9-12=-358/600, 7-15=-1329/2190 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 4-5-1 oc bracing. 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=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Extedor(2) 26-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 2, 1439 lb uplift at joint 15 and 799 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WARNING - Vedly design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2Df5 BEFORE USE. Design valid for use only with M,TeW 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, seeANSUIPII Quality Criteria, DSB-89 and SCSI SuBding Component 6904 Parke East Blvd. Safety Infonnationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job . Truss Truss Type Qty Ply THE WINDSOR T16686491 M11392 At SPECIAL 1 1 Job Reference (optional). Chambers I russ, Inc., Fort Fierce, F-L t1.z4u s uec b zu1ts rvu i eK maustnes,, Inc. :vveu mpr o , a. 1 o:yv ca, a raye , ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-BIsU?Su?F32-jCKo5jKr39uFQBuXI919BGn4_EzUScf T1-0-Q 8-6-0 11-0-0 14-9-0 19-8-14 24-0-0 27-4-7 35-0.0 Q6-0-Q -0- 8-6.0 2-6.0 3-9.0 4-11-14 4-3-2 3-4-7 7-7-9 1-0-0 Scale = 1:61.3 5x6 = enn111-9 2x3 I 3x4 5x8 MT18HS = = , �2 T Im Ch 0 t2 n Ich 6 13 12 3x6 = 3x5 = 5x8 MT18HS= 2.00 3x12 = 12 10.0-0 14-9.0 24.6-8 35-0-0 10-0.0 4-9-0 9-9-8 10-5-8 Plate Offsets (X Y)-- [2.0-0-2 Edge] [7.0-4-0 0-2-31 [9.0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.21 11-12 >348 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 155 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3. REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Harz 2=-117(LC 10) Max Uplift 2=-825(1_C 12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3209/2102, 3-4= 3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=4643/2994, 7-8=-5324/3364; 8-9=-5751/3700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=-3442/5478 WEBS 3-13=-425/410, 4-13=-354/571, 4-12=-362/617, 5-12= 269/279, 6-12=-10341712, 6-11=-373/892, 7-11=-897/1523, 8-11=-404/435 Structural wood sheathing directly applied or 277-7 be purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6=0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. . 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 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) 9 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 825 Ili uplift at joint 2 and 825 lb uplift at joint 9. Walter P. Finn PE N6.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE 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 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, seeANSVrPII Quality CtBeda,'DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Inlonnationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223314. Job , Truss Truss Type City Ply THE WINDSOR T16686492 M11392 A2 SPECIAL 1 1 Job Reference o tional • cnamoers i russ, inc., ron rrerce, rL 0.4%U b uec O LU 1 O IVII I CIS II1-LI-b, 1. ". Y 11F l V. , I D _kfiGCA6bx7j2Sy1 HDXFw7ye3KX-fUQsDnveONArLMv_eOr4bNRPdbEBUbsJNvW dW hzUSce r1-0•Q 8-6.0 13-0.0 14-9-0 22-0-0 27-4-7 _ _ 35-0-0 36.0-0 0• 8-6.0-9.0 7-3-0 5-4-7 7-7-9 i-0-0' Scale = 1:61.3 5x6 = 3x4 = 5x8 — 4.00 '12 4 21 5 22 6 12 3x4 = 5x8 = 3xl2 3x6 = 2.00 12 10-0-0 14-9.0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL , 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.66 BC 0.95 WB 0.86 Matrix -MS DEFL. in (loc) Vdefi Ud Vert(LL) 0.72 10 >585 240 Vert(CT) -0.94 10-19 >447 180 Horz(CT) 0.34 8 n/a n/a PLATES MT20 MT18HS Weight: 160 lb GRIP 244/190 244/190 FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Harz 2=136(LC 11) Max Uplift 2=-825(LC 12), 8==825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3211/2064, 3-4=-3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13=-1847/3008, 12-13— 1403/2418, 11-12=-1552/2629, 10-11=-1990/3441, 8-10=-3410/5485 WEBS 3-13=-420/418, 4-13=-427/688, 4-12=-337/551, 5-12= 777/605, 5-11=-465/925, 6-11=-391/277, 6-1 0=-1 318/2268, 7-10=-503/530 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=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 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) 8 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 825 lb uplift at joint 2 and 825 lb uplift at joint 8. t2 n v �C? h 0 Walter P. Finn PE N6.22639 MiTek USA, Inc. FL.Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Mill REFERANCE PAGE Ma-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITekO connectors, This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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, seeANSIMII Quo' IBMy Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnafionovollobie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ' Truss Truss Type City Ply THE WINDSOR T16686493 M11392 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL aI 6 6-6-0 4.00 12 5x6 5 0.L9a b UeU O'LV 10 IVII I CR II I—LI 1-, II IV. - Mu -P. � ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-7g_FQ7wGngliyWTBC7MK8a_bG_aPD3iScZGA27 20-0-0 24.6-8 27-44. 35-0-0 46-0-9 4x5 = 6 Scale=1:62.3 14 13 3x5 = 2x3 I 5x6 = 3x12 = 2.00 12 20-0-0 35-0-0 ch N I� 6 Plate Offsets (X Y)-- [2.0-1-6 Edgel [3.0-3-0 Edgel [8.0-3-0 0-3-4] [9.0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip, DOL 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.97 11-20 >432 180 MT18HS 244/190 BCLL 0.6 * Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a n/a. BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Harz 2=-155(LC 10) . Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9=-5720/3554. BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12=-2935/5103, 9-11=-3302/5445 WEBS 4-14=0/329, 4-13=-897/636, 5-12=-316/661, 6-12=-317/616, 7-12= 2727/1643, 7-11=-1072/1939, 8-11=-390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind' ASCE 7-10; Vult=165mph (P-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2) =1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 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 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. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/fPI 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 825 lb uplift at joint 2 and 825 lb uplift at joint 9. Walter P. Finn PE No.22339 MiTek USA, Inc. FL Celt 034 B9D4 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010=015 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 bullding designer must verify the applicabllity 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, seeANSV1P11 Quality Cdtoda, DSB-89.and BCSI Bunding Component 6904 Parke East Blvd. Safety Informattonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job , Truss Truss Type City Ply THE WIND OR T16686494 M11392 A4 SPECIAL 1 1 Job Reference (optional) L namders t russ, Inc.,, rori rlerce, t-L. 8.24U S uec 6 2ul6 MI I eK Industries, Inc. vvea Apr 3 1 U:18:4/ 2U1 y Vage 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-bsYdeTxuY_QZaf2NmrtZhoWmCOwdyTccgD?kaZzUScc 11-0-Q 8.6.0 14-9-0. 17-0-0 je-O-Q 24.6-8 27-4-7 35-0-0 $6-0-Q i-0-d 8.6-0 6-3-0 2-3-0 0- 6.6-8 2-9-15 7-7-9 -0-0 Scale = 1:62.3 1 �1 6 4.00 F12 5x6 — 4x6 = 2x3 11 6 7 16 15 6x10 = _ 3x5 = 2x3 I 5xB = 3x12 = 2.00 F12 � 2' CP Ic; I 0 t2 N 8-6.0 14-9-0 18-0.0 24.6-8 35-0-0 8-6-0 6-3.0 3-3-0 6-6-8 10-5-8 Plate Offsets (X,Y)-- [2:0-1-6,Edgel, [9:0-3-0,Edge1, [11:0-1-15,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL20.0 Plate Grip DOL _ 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 172 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 . REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-'14 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS' 1 Row at midpt' 8-14 Max Harz 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3253/1989, 3-5= 2435/1560, 5-6=-2399/1639, 6-7=-2217/1501; 7-8=-2380/1519, 8-10= 5361/3228, 10-11=-5716/3480 BOT CHORD 2-16=-1776/3045, 15-16=-1776/3045, 14-15=-1117/2168, 13-14=-2920/5154, 11-13=-3232/5441 WEBS 3-16=0/334, 3-15=-882/614, 5-15=-238/254, 7-14=-163/427, 6-14=-309/604, 6-15=-315/409, 8-14=-3146/1901, 8-13 1034/1946, 10-13=-343/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II;, Exp C; Encl., GCpi=0..18;:MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live joad 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) 11 considers parallel to grain value using ANSYTPI 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 825 lb upjiftat joint 2 and 825 lb uplift at joint 11. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTFEK REFERANCE PAGE 111II-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 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, seeANSVIPII Qua10y CrBerla, DSB-89 and Ill BuOdInD Componont 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job . Truss Truss Type Qty Ply THE WINDSOR T16686495 M11392 A5 SPECIAL 16 1 Job Reference (optional) unamoers I russ, Inc., ron rierce, rL ta.z4u S uec a zu1 t1 mi I eK Inauslnes, Inc. vvea Apr ;j i u:f a:4n zui a rage 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-435?rpyWJIYQCpdZKYOoD?3uUoGOh_Vl3tlH7?zUScb t1-0 Q 8.6-0 14-9-0 17-6.0 24-6.8 27-4-7 35-0-0 Q6.0-Q -0-0 8.6-0 6-3-0 2-9-0 7-0.8 2-9.15 7-7-9 -0-0 6 Scale = 1:60.3 5x8 MT1BHS II 4.00 12 6 I 1 - n , 6 14 13 3x5 = 2x3 II 5x10 = 3x12 = 2.00 12 24-6-8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC. 0.81 BC 0.92 WB 0.74 Matrix -MS DEFL. in (loc) I/defl Lid Vert(LL) 0.80 12-13 >526 240 Vert(CT) -1.28 12-13 >329 180 Horz.(CT) 0.36 10 n/a n/a PLATES MT20 MT18HS Weight: 160 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Harz 2=-179(LC 10) Max Uplift 2= 825(LC 12). 10=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD. 2-3= 3247/2112, 3-5=-2449/1679, 5-6=-2397/1763, 6-7=-5452/3624, 7-9=-5398/3482, 9-10=-5732/3689 BOT CHORD 2-14= 1865/3040, 13-14=-1865/3040, 12-13=-1223/2137, 10-12=-3431/5459 WEBS 3-14=0/303, 3-13=-861/619, 5-13= 216/264, 6-13=-300/527, 6-12=-2247/3526, 7-12=-323/388, 9-12=-321/306 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=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 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 a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/fPI 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 825 lb uplift at joint 2 and 825 lb uplift at joint 10. Walter P. Finn PE No.22839 Mt rek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date:' April 3,2019 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPII Quality Criteria, DSB-89.and SCSI BuDding Component 6904 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 . Job, Truss Truss Type Crty Ply THE WIND SOR • T76686496 M11392 ATA COMMON 5 1 Job Reference (optional) Chambers Truss, Inc.,. Fort coerce, rL 8.240 s Uec 6 2018 Mi I ek Industries,. Inc..WeCl Apr 3 10:18:49 Z019 Page 1 I D:_kfi GCA6bx7j2Syl HDXFw7ye3KX-YFfN29y84bgHpzCmtGvl mDc6jCfJQT9uIXUrfSzUSca T1-0-Q 8-4.0 12-11-0 17-6.0 22-1-0 26-8.0 35-0-0 06-0-Q 1-0-0 8-4.0 4-7-0 4-7-0 4-7.0 8-4.0 i-0-0 Scale = 1:59.5 4.00 F1 2 4x5 = 6 . rI' 6 17 15 14 12 3x6 —_ 2x3 11 4x6 = 3x8 = 2x3 11 3x6 = 3x8 = 4x6 = 8-4-0 12-11-0 22-1-0 _6 11-0 35-0-0 8-4-0 4-7-0 9-2-0 4-7-0 8-4-0 Plate Offsets (X.Y)-- I2:0-0-2.Ec1ae1. 110:0-0-2.Edae1 1 '2 Im 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip, DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 180 BCLL 0.0 '. Rep Stress Incr YES WB 0.59 Horz(CT) - 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 166 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD" 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Harz 2=-179(LC 10) " Max Uplift 2= 775(LC 12); 10=-775(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6= 2801/1739, 6-7=-2801/1739, 7-9= 2807/1637, 9-10=-3404/1963 BOT CHORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15=-966/2053 12-14=-1739/3188, 10-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524 Structural wood sheathing directly applied or 371-15 oc purlins. Rigid ceiling directly applied or 5-2-15 oc bracing. 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=4.20sf; BCDL=3.Opsf;,h=15ft; B=70ft; L=35ft; eave=6ft;.Cat. 11; Exp C; Ef1Cl., GCpi=0.18; MWFRS (directional) and I Exterior(2)-1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions' shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at joint 10. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MIP7473 rev. 1010312016 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. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Guallty CM®da, DS6-89 and BCSI Building Componont 6904 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job . Truss Truss Type City Ply THE WINDSOR - T16686497 M11392 B COMMON 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:51 2019 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-UenBTr_PcDw_3HM8?hyVrehWA?QSuN?Blrzx KzUScY 11-0-( B-3-5 14-0-0 17.6-0 21-0-0 26.8-11 35.0-0 �6-0-Q 1 0 0 8-3-5 5-8.11 3-6.0 3.6-0 5.8-11 8-3-5 1-0-0 Scale = 1:59.3 4.00' 12 3x6 = 6 ' 1 t2 Ic, 6 3x4 = 2x3 11 3x6.= 3x4 = 3x4 = 3x6 =2x3 11 3x4 = 8-3-5 14-0-0 21-0-0 26-8-11 _ 35-0.0 8-3-5 5.8-11 7-0-0 5-8.11 8-3-5 Plate Offsets (X Y)-- [2:0-2-6 Edge] [6:0-3-0 Edge] [10:0-2-6 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 17-20 >715 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 149 lb 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. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=-179(LC 10) Max Uplift All uplift 100 lb or less at joints) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-945/572, 5-6= 181/256, 6-7=-181/258, 9-10=-945/574 BOT CHORD 2-17=-407/878, 15-17=-407/878, 12-14=-393/858, 10-12=-393/858 WEBS 3-17=-5/301, 3-15=-819/591, 5-15— 277/325, 7-14=-277/326, 9-14=-819/592, 9-12=-5/301 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=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18;'MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the -bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.22639 Mi rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 , WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE 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 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, seeANSVWII Quail Cdtoda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatbnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job, Truss Truss Type City Ply THE WINDSOR T166B6498 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FIL 8.240 s Dec 6 2018 MiTek Industries,. Inc. Wed Apr 3 10:18:52 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ygLWhB?l MW2rgRxLZOTkOrEfFPjAdpvL_VjVGnzUScX 15-6-0 21-6-0 1-0- 9-6-0 11-6-0 73-6-0 1 -0 0 17-6-0 19-6-0 21-0-0 23-6-0 25-6-0 28-0-0 35-0-0 6-0- 1-0-0 7.0-0 2-6-0 2-0-0 2-0-0 -6- 1-6-0 2-0-0 2-0-0 1-6-0 -6- 2-0-0 2-0-0 2-6-0 7-0-0 1-0-0 Scale = 1:62.4 3x4 = 4.00 FlY 4x4 = 57 15 58 17 r; 9t2N ]Chi O 35 33 " 'a 32 " ", - 30 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 21-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BCLL 0.0 Rep Stress ]nor NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix -MS Weight: 208 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. .WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32 .JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) Max Harz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-565(LC 8), 33=-1269(LC 8), 32= 1017(LC 8), 28=-434(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1692/1103, 3-4=-105/259, 27-28=-11291710, 3-5=-441/520, 5-7=-436/514, 7-10=-436/514, 10-11=-436/514, 11-13=-436/514, 13-16=-436/514, 16-18=-436/514, 18-19= 436/514, 19-21=-382/412, 21-23= 382/412, 23-25=-382/412, 25-27=-387/418 BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568/1039 WEBS 3-35= 191/649, 27-30=0/451, 3-33=-2090/1523, 11-33=-810/782, 19-32=-772/745, 27-32=-1484/1044, 9-10=-463/453, 20-21=-462/454 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=15ft; B=70ft; L=35ft; 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 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 3-670 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 565 lb uplift at joint 2, 1269 lb uplift at joint 33, 1017 lb uplift at joint 32 and 434 lb uplift at joint 28. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or -bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0, 158 lb down and 206 Ib up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 Ito up at 13-6-12, 158 lb down and 206 lb up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 lb down and 206, lb up at 19-1.1-4, 15B lb down and 206 lb up at 21-11-4, 158 Ib down.and 206 lb up at 23-11-4, and 168 lb down and 206 lb up at 25-11-4, and 158 Ito down and 206 lb up at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 Ito down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 19-11-4, 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at 25-11-4, and 69 lb down at 27-11-4 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). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Sialloara ®'WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. IWO&2015 BEFORE USE. Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Clt la, DSB69 and BCSI BuDding Component 6904 Parke East Blvd. Safety Infonnatlanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THEWINDSOR" T166B6498 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) chambers -I russ, Inc., Fort I'lerce, FL 8.24o.S Uec 8 2uid MI I eK Inaustnes, Inc.:vvea Apr 3 iu:l B:b3 zuiu I'age Z ID:_kfiGCA6bz7j2Syl HDXFw7ye3KX-QOvuuX7f7gAiIaWX65_zw3mq—p3PMG9UD9S2oDzUScW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 36-39=-20, 1=3=-54, 3-15=-54, 15-27=-54, 27-29=754 Concentrated Loads (lb) Vert:35=-373(F) 30=-23(F) 42=-23(F) 43=-23(F) 44=-23(F) 45=-23(F)46=-23(F) 47=-23(F) 48— 23(F) 49=-23(F) 50=-23(F) 51= 23(F) 52= 169(F) 53=-11'8(F) 54=-118(F.) 55=-1.18(F) 56=-118(F) 57= 118(F) 58— 118(F) 59- 118(F) 60- 118(F) 61— 118(F) 62=-118(F) 63=-118(F) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED. MITEK REFERANCE PAGE MU-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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the I . 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVM11 Gualih CrBerla, DSB49 and SCSI BuCding Component Tampa, FL 33610 Safety Infonnaflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Job . Truss Truss Type Qty Ply THE WINDSOR T16686499 M11392 GRA HIP 1 1' Job Reference (optional) Gnamaers I russ, Inc., ton tierce, tL _ t7.z4u s Uec 6 zuib MI i eK Inausines, inc. vvea Apr J iu:It5:a4 eu iv rage I ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJuxDNe5eleRpCcKfzUScV ti-O-Q 0 14-11-0 21.5-2 28-0-0 35-0-0 36 0 Q 1-0-0 7-0.0 7-11-0 6-6-2 6-6-14 7-0-0 1-0.0 Scale = 1:60.3 5x12 MT18HS = 4.00 12 3x5 11 3x6 = 4x8 4xB = J:7 J4 14 JD JO J/ JO Jtl II 4u 41 3x4 = 2x3 3x6 = 5x14 = 3x4 = 4x6 = 2x3 11' 3x5 = - 7-0.0 14-11-0 21-5-2 2%0.0 35-0-0 0 7-0-7-11-0 6-6-2 6-6-14 7-0.0 Plate Offsets (X 1)-- 13:0-9-0,0-2-81T6:04-8,0-2-01,[7:0-5-4,0-2-41,[13:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL : 1.25 TC 0:94 Vert(LL) 0.30 10-21 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 6.67 Vert(CT) -0.30 10-12 >812 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 153lb FT=20% LUMBER- BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=750/0-8-0, 13=322310-8-0, 8=1225/0-8-0 Max Horz 2=-78(LC 6) Max Uplift 2=-448(LC 8),'13==2442(LC 8), 8=-1159(LC 8) Max Grav 2=755(LC 17), 13=3223(LC 1),'8=1225(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-15341729, 3-4=-1052/1347, 4-6=-1052/1347, 6-7=-1946/1834, 7-8=-2978/2565 BOT CHORD 2-15=-586/1423, 13=15=-596/1464, 12-13=-1710/1946, 10-12=-2359/2B30, 8-10=-2329/2789 WEBS 3-15=-1591733, 3-13=-2917/1869, 4-13=-848/801, 6-13=-3504/3050, 6-12=-430/666, 7-12=-940/731. 7-10=-489/690 Structural wood sheathing directly applied or 3-9-5 oc purlins. Rigid ceiling directly applied or 4-6-8 oc bracing. 1 Row at midpt 6-13 2 Rows at 1/3 pts 3-13 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=15ft; B=70ft; L=35ft; pave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2, 2442 lb uplift at joint 13 and 1159 lb uplift at joint B. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 1.1-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down and 155 lb up at 15-0-12, 90 lb.down and 155 lb up at 17-0-12, 90 lb down and 155 lb up at 17-11-4, 90 lb down and 155.Ib up at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 Ib down"and 155 lb up at 23-11-4, and 90 lb down and 155 lb upat 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and'452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3.lb up at 11-012, 63 Ib down and 3 Ib up at 13-0-12, 63 lb down and 3 Ib rip at 15-0-12, 63 Ib down and 3 Ib up.at 17-0-12, 63 Ib down and 3 Ib up at 17-11-4, 63 Ib down and 3 Ib up,at 18=11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 Ib'down and 263 lb up at 27-11-4 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 (B). LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ceit 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 WOW. 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, seeANSIMI1 Cualkr Criteria, DSB49 and BCSI Bu6dkrg Component 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Ply THE WINDSOR Ti6686499 M11392 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., , Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries,, Inc. Wed Apr 3 10:1 B:54 2019. Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-uDTG6sOHuBIZwk5jgpVCTGJuxDNe5e1 eRpCcKfzUScV LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7= 54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert:3=-147(B) 7=-147(B)15=-452(B) 13=-40(B) 4=-90(B) 10=-452(B) 22=-90(B) 23=-90(B) 24=-90(B) 26=-90(B) 27=-90(B) 28=-90(B) 30=-90(B) 31=-90(B) 32=-90(B) 33=-40(B) 34=-40(B) 35= 40(B) 36=-40(B) 37=-40(B) 38=-40(B) 39=-40(B)40=-40(B) 41=-40(B) Job . Truss Truss Type City Q WARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Job . Truss Truss Type Qty Ply THE W INDSOR T16686500 M11392 J1 MONO TRUSS 8 1 Job Reference (optional) i,namuers r russ, inc., r-on rlerce, t-L a.240 s Uec 6 2018 MI I el( Industries, Inc. Wed Apr 3 10:16:55'Lo19 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-M POeJC1 vfRQQXufvEW OR?UrEfds3pKmgTx9t6zUScU -1-0.0 1-0-0 1-0.0 1.0-0 3x4 = 1-0-0 1-0-0 Scale =1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4'SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Harz 2=48(LC 12) Max Uplift 3= 4(LC 9), 2=-140(LC 12) Max Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc p.urlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C;, Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been, designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) Hof truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 140 lb uplift at joint 2. Walter P. Finn PE No.22639 Mi rek USA, Inc, FL Ced 6634 6994 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. f0/03/2015 BEFORE USE Design valid for use only with Mlrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a,truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing Indicated is to prevent,buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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, seeANSI/TPlt Cua1Hv Cdterlo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job. Truss Truss Type Qty Ply THE WINDSOR T16686501 M11392 J3 MONO TRUSS 8 1 Job Reference o tional urmnruerb i rubs, mu.,. run rierce, rL ts.z4u s uec b zulb MI I eK Industries, Inc...vved Apr J IU:lb:bb 2U19 rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-M POeJC1 vfRQQXufvE W OR?UrEYdgQpKmgTx9t6zUScU 1-0.0 3-0-0 1.0.0 3-0.0 Scale =1:9.4 3x4 = 3.0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP , Weight: 11 Ib FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Harz 2=85(LC 12) Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=-4(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1), 4=50(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=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-8 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 54 Ib uplift at joint 3, 147 Ib uplift at joint 2 and 4 Ib uplift at joint 4. Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MX7473 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!T®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, seeANSVIPII Quality Criteria, DSB-69 and BCSI BuIlding Component 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job • Truss Truss Type City . Ply THE WIND OR T16686502 M11392 J5 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc.,. Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:56 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-rbal WY2XQIYH92E6oEXgYhOGn02hYn5wv7hiPYzUScT -1-0.0 5-0.0 1-0-0 5-0.0 Scale=1:12.7 3x4 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.73 Vert(LL) 0.07 4-7 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.70 Vert(CT) -0.06 4-7 >964 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) . -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 17lb FT=O% LUMBER- I I . TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Harz 2=123(LC 12) Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4= 9(LC 12) Max Grav 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directiorial) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas'where a rectangle 3-6-0 tall by 2-0-0 wide will. fit between the bottom chord and any other members. . 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 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 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 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, seeANSIMII Qua1Hy Criteria, DSB-89 and SCSI BuOding Component 6904 Parke East Blvd. Safety Inlonnatlonavollabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T16686503 M11392 J7' - MONO TRUSS 24 1 Job Reference o tional unamuers I russ, Inc., ran rlerce, rL t7.24u s uec t) xui ti MI I eK InausmeS, Inc. vvea Apr o l U:lt1:bt zui v rage i ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-Jo8Pku29B3h8nCpl Lx2v5vxV W QSnHEL48nQGx_zUScS 1-0-0 7-0.0 1-0-0 7-0-0 Scale: 3/4'=1' 1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 - BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight:23 lb FT = 0% LUMBER- . TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Harz 2=161(LC 12) Max Uplift 3=-153(LC 12),, 2=-211(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1.), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-8 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 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 lb uplift at joint 4. Walter P. Finn PE N6.22839 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 312019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII-7473 rev. IW03/2015 BEFORE 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 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 MiT®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, seeANSUtPIt Guallfy Criteria, DSB-69 and BCSI Bullding Camponant y14. 6904 Parke East Blvd. Safety Infoenatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22 Tampa, FL 33610 Job , Truss Truss Type Qty . Ply THE WIND OR • T16686504 M11392 KJ7 . MONO TRUSS 4 1 Job Reference (optional) L;nambers I russ, Inc., tort Fierce, rL 0.44U s Uec 0 zu 10 rvn r eK muuscrms,. mu. vveu r+pr o r u: r o.oi cu r a raye i ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-JoBPku29B3h8nCplLx2v5vxZmQVpHBb48nQGx_zUScS 1-5-0 6-B-12 - 9-10-1 1-5-0 6-8.12 3-1-5 3x4 = 5 3x4 = Scale = 1:20.6 6-8-12 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 38lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 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. REACTIONS. (lb/size) 4= 1 27/Mechanical, 2=379/0-11-5, 5=46 1 /Mechanical Max Horz 2=192(LC 8) Max Uplift 4=-131(LC 8); 2= 262(LC 8), 5= 238(LC 8) Max Grav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 838/366 BOT CHORD 2-7=-487/79816-7=-487/798 WEBS 3-7=0/307, 3-6=-920/561. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 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 4, 262 lb uplift at joint 2 and 238 lb uplift at joint 5. 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— 133(F=-39, B=-39), 8=O(F=10, B=10)-to-5=-49(F= 15, B=-15) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:' April 3,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. fe/0312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not '- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSLMIJ QualHy Cdterb, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavollabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center on joint unless x, y offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-r/1Or - For 4 x.2 orientation, locate plates 0-1/0 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 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. 6-4-8 dimensions shown In ff-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 of O 2 O a_ O 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS 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. Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSIlTPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. established by others. © 2012 MiTekO All Rights Reserved MiTek ® MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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.