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HomeMy WebLinkAboutTrussTRUSSES FOR THE FIRST MODEL S�OULD BE SHIPPED AND SUCCESSFULLY SET BEFORE ANY MORE TRUSSES ARE BUILT FOR THAT MODEL. _ �► ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR SPREADER BAR OF 18' - 24' IN LENGTH A Do not stand on trusses until they are braced per BCSI & properly nailed to straps & hangers,ES ABRfCAT InONAGREEMENT I AGREEMENT IS SIGNED & RETURNED The legal description of the property where the images will be Installed Is - ^ 19'-9" 19'-9" 15'-3" l C' I' The undersigned acknowledges and agrees: 5p1 !"lr ull V lG NOTE IOTL I I I _ _ _Y t; Trusses will be made In strld accordance w{th this Wss placement diagram layout, which is the sole suthodty for detennlning.guccegaful tebdcetlo Jim ALL TRUSSES ARE TO BE SET AT 2'-0: ON CENTER - EXCEPT AS NOTED MULTIPLE PLY TRUSSES MUST BE ASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Span Ior less A& 30' to 60' Span 60 degrees Spreader Bar or less f— r 2 _-. ag ',_Approx 2/3 to, Tog Line spc opprox. e /2 of Spon REFER TO BCSI REFER TO BCSI Truss must be set this way if crone used. Truss must be set tms way if crane used 'rLss is m example, your ;runs may not match: This Is an example, truss may not match. Insist crone operator sets truss this way, Insist crone operator sets truss this way. AIR 1--IAN�L�F� NOTE UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR ANY OTHER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT 4 WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS. CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR. " Carrying Girder For Truss to Truss Connections see hanger/connector Nails must be as shown. Guide tabs o schedule in engineering Dome angle nails. package. it Carried Truss w SEAT PLATES BY CHAMBERS -P CARMEN LWAiED AS DIMENSIONED ON NIWT tj NuSINC r oa,T %so t.-o.C. iHRL DDR ER AD a ,. 12 o L. . _CORNER DETAIL 4.00 — OVERHANGS NOT SHOWN FOR CLARITY - ifl 8' r Cl) v 1' upset=1/4" heel=315/16" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' TYPICAL END DETAIL 12 4.00 Liz:1 iz 2.oa {Y 6+� I®IMI®I®I®I®I® IIIIIIIIIIIIIIIIIIIN �., _y I I � yl I � , — / ® ®4111 0 P AP MEN IVA Film ®P* 01000 if im Ewagis 111011 000 — — ---- PAP -, pegississilliI 184 520 MINA 1111, ® IN : ;_ 110 INVERTED "V"WEBS AT CENTER 50# POINT LOADS PER TRUSS FOR Ai r- 1 IN 0040 1001 �■e —� dltititititit■� �� SETBACKBHA ,� — 118101 !�I\ / Ir//I� i%///�/i/ , �/t�iv//il//i III®I®I®I�I�I�I�I�I®ICI®I®I®I®I®I//®I� I 14'-4" 6 -4- - upset=1/4" heel=3 15/16" INDICATES LOAD BEARING PLUMB CUT END REQUIRED BY TRUSSES 2 x 4 Top Chord SUPPLIED TF8'.0"BUILDER PORCH RIGHT AT A HEIGHT OF 8'�" WALL HEIGHT 8' ABOVE FINISHED F600R END DETAIL: TYPICAL VAULT I 2rAll dlmenslons b file layout have been verified by the undenAgnedNssas, I ^ ^ ^ ^ n N rn l .3. Unlace written notice h provided by certified mall to Chambers Truss within ten (70) _ _ > > days of delivery the undersigned agrees that no backchargog will be allowed..ln the avant — such written notice Is furnished Chambere Trues shall have three (3) bug�nesa daya In which Jt to begin repairs required, or to subsdtlde alias Wcses, et Chamber. opg n, 4.Thundersigned s un nett ackn owed B es re B cal of "B Pt CSI 1-03'sum me a he al etb ' 6 ry rPl J Delivery la to Job Nte. It h the buyer's'respon terms t t make the Job site sortable j r delNery. Chambers Truce has fie sole authority to detennlne the sultabllity of the Job site or a portion of the Job site for delivery. Chambers Truss will be responsible fa dump delivery only. J3 The buyer la responsible for additlanal delivery expenses I(Chemtrars Truss has to redeliver t` I because Job stte la riot prepared for delivery or buyer la not prepared for delivery of aImages, ve J Buyer IS responsible to Chambere Truac for tow ng costs duo to she candltiona. e. Pike es shown In paragraph 7 below Is subject ,a change If any changes are. made In J5 I this. layout A $50 per hour tea for revile Ions b I -1� GRA 0414 N h S liffil Oman 11111 .7; This is a PURCHASE ORDER to Chambers Truss of the sum agreed to„ or If nq; agreement a reasonable price. Invoice will be made on dellvery and paid within forms of not 'on dellvery. Involve may. be made at scheduled date of dellvery If buyer cannot accepi, delivery of fabricated trusses, The undersigned agrees to pay Chambere.TNss reasonable attorneys fee for cohectlbns In event of payment not timely made. 1.1r2 % par month son ale ' vhaiga wftl be added for all Bums not paid-wlthln terms. 6. Signature or Initials anywhere on this sheet constitutes agreement to all terms herein. B: In co ono or 'I 'a of Chambers Truss extending credit for this materiel the undersigned uncondPoonally guarantees payment when due of any and all Indebtedness owed to _ Chambers True, by any entity receiving material and the undersigned agree, to pay such Indebtedness Including attorneys fees, If defaul rpnt In payment for material be made by the adlet 10, In the event of any Iltigat(on concerning this agreement. the items fumished hereunder or peymente referred to herein, the. panics agree that the sole venue for any such action will be Saint luole County, Florida. 11. Design responslWlltles are per as Standard And Racbmmended Guidelines on Responsibilities For Construction Using Metal Plate Connected Wood Trusses ANSI/rPVNTCA 4 - 2002 DATEp SIGNED FOR TITLE Aspreader barmaybe raI per "BCSI 1-03°'to pre+sM lrgury & tivrtage. Multiple ply trusses must be fastened togethar per engineering before they are set, failure to do so can result In roof collapse. Temporary and permanent bracing are required and can save life and property and Is the responsibility of the truss erector. Study the contents of the Information packet Included on delivery before setting trusses. Ttt,aases must be setarld braced per design to prevent Injury 8, damage• Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT SET TRUSSES USING THIS LAYOUT USF. LAYOUT DELNERED WITH TRUSSES TO SET TRUSSES l A5 CHAMBERS TRUSS IN A5 13"1 14tg• ' ' AS 3105 Oleander Avenue A5 FortPlerde; Florida 34982-6423 M 800-551-5932 A5 Fort Pierce 772.465-2012 Fax 772 465 8711 Vero Beach 772-569-2012 Stuart "772.286J302 WWI—/•„ yxs. The prohltect's oaArchlteet's representative's f ErruK., 'drawing approval is NOT 1lA A "double check" of the contractor. N O, E COMANCE The contractor shall remain responsible t - for checking field measurements and LOCI OUN1 i other construction criteria. Architect's ;WKOCC approval covors general roof sh�ipe, review of truss strapping, and loading on rJ structure from gravity and uplift loads and their re etive localn Approve Z Date ' 92.0/93.2 MITEK 4.2 , - ew, T1RIenA.LA.,p.p. DESIGN CRI - County SAINT LUCIE Building Department ST LUCIE COUNTY Wind Design Criteria ASCE 7-2010 t Wind Design Method MWFRS/C-C hybrid Wind ASCE 7-10 r�p Roofing Material Shingle or Shake o oird I Loading in PSF Roof R D L `—° Top Chord Live 20 rA H o Top Chord Dead 7 4.2F:11E COPY E I .2, of Bottom Chord Live 10 Non-ConcurreNF' o c Bottom Chord Dead 10 3 INVERTED "v" WEBS AT CENTER " TA w/9' B.C. PANNEL. LOAD W/ (2) 50# POINT LOADS PER TRUSS FOR A/H/U o r w" r H • TOTAL Load 37 7.2 •+. 2 'o Duration Factor 1.25 T" 2 R Wind Speed 165mph Top Chord C.B. H H Sheeting by builder. rA w• Bottom Chord C.B. Sheeting by builder,. Highest Mean Height 15'-0" Building Type ENCLOSED TA Building Category ry II: Non Restrittve Exposure Category C Barrier Island No. N Conforms to FBC 2017 R.D.L.=Restrainin Dead Load C.B.=Continuous Brattin Verify DESIGN CRITERIA shown above with the T SETBACKK BSTON HIP 13HA building department and your engineer. 15 J Design Criteria is the responsibility of the ti. -Building Designer and/or Engineer of Record. J3 Chambers Truss Inc. Drawing Name: M11392 Scale: 1 /4 = 1' J1 J W 82 total trusses, 15 different trusses. MI 4: RLC ACAD: RLC Reviewed By: Date:10/07/15 Revised:03/21/18 > > > " ' > I U) FOR Revised:3/05/2020 ,4'4• 6'�" 14'4• WYNNE BUILDING CORP. cLou2SED ARI.As ARE of DESCRIPTION: SPECIAL CONCERN PORCH LEFT MUST BE t � CHECKED CAREFULLY &MAY � WINDSOR t INDICATEDEVIATION FROM ^i PLANS.^ ��-•,�� 15 TRUSS DRAWINGS ARE ATTACHED TO L PAGE1of1CUSTOMERINITIALSEACHPAGE ���s9 YOU`T M 11392 MiTek' RE: M 11392 THE WINDSOR Site Information: Customer: Wynne Dev Corp Lot/Block: Address: unknown City: St. Lucie County Project Name: M11392 Model: THE WINDSOR Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T19781803 A 7/7/2020 2 T19781804 Al 7/7/2020 3 T19781805 A2 7/7/2020 4 T19781806 A3 7/7/2020 5 T19781807 A4 7/7/2020 6 T19781808 A5 7/7/2020 7 T19781809 ATA 7/7/2020 8 T19781810 B 7/7/2020 9 T19781811 BHA 7/7/2020 10 T19781812 GRA 7/7/2020 11 T19781813 J1 7/7/2020 12 T19781814 J3 7/7/2020 13 T19781815 J5 7/7/2020 14 T19781816 J7 7/7/2020 15 T19781817 KJ7 7/7/2020 This item has been electronically signed and sealed by Albani, Thomas using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision ,`r�� r, based on the parameters provided by Chambers Truss. A. Truss Design Engineer's Name: Albani, Thomas `OEMy license renewal date for the state of Florida is February 28, 2021. F Florida COA: 6634 No 39380 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/fPI 1, Chapter 2. O:• STATE OF :�44/ Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 July 07, 2020 1 of 1 Albani, Thomas Job Truss Truss Type city, Ply THE WINDSOR T19781803 M11392 A HIP 1 1 Job Reference (optional) vnamunra r ruaa, u—, run rrorce, rL o.G9V s Mar u LULV MI Iex mclusules, Inc. Iue..,. ,:74:u, ZULu rage -I ID:_kf.GCA6bx7j2Syl HDXFw7ye3KX-KTRK2jb7uXlhmgejamLw33G2phzq_UFBTsBBV6zxH_ 1-0-0 6-10-14 9-0-0 1441-0 20-2-13 261 28-1-2 35-0-0 6-0- OO- 6-10-14 2-1-2 5.11-0 5-3-13 5 9-3 2-1-2 6-10-14 0-0 4.00 12 4x8 = 2x3 II 3x6 = 4x4 = 4x8 = 24 2x3 4 26 5 6 7 27 8 9 Scale = 1:60.5 17 16 15 14 13 12 3x4 — 3x4 = 3x6 = 6x8 = 3x4 = 3x6 — 3x4 = 3x5 — LOADING (psi) 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/TPI2014 CSI. TC 0.57 BC 0.47 WB 0.94 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Udell Ltd 0.42 12-23 >572 240 0.37 12-23 >659 180 0.03 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structuralmood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-1 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 15=0-8-0, 10=0-8-0 Max Hone 2=-97(LC 10) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max Grav 2=467(LC 17), 15=1596(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, 34=396/0, 4-5=-967/776, 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 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 9-0-0, Exterior(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Extedor(2) 26-0-0 to 30-11-0, 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 This item has been 3) Provide adequate drainage to prevent water ponding. electronically signed and 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Albani, Thomas, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed this 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 2, 1439 lb uplift at copies of joint 15 and 799 lb uplift at joint 10. document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/1912020 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 andlor chord members only. Additional temporary and permanent bracing r MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information avallable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR T19781804 M11392 Al SPECIAL 1 1 Job Reference (optional) a.nnmuers r rubs, mc., rort rierce, rL d.z4U s Mar S zuzu MI I eK maustnes, Inc. I Ue Mar z4 iz:o4:Utj zuzu rage f ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-of?iF3blfgtYOgDv7UsgcGoCh5CAjz5KiVwkOZ2XjGz 1-0-0 8-6-0 11-0-0 14-9-0 19.8-14 24-0-0 27-4-7 35-0-0 6-0- -0-0 8-6-0 2-2-0 3-9-0 4-11-14 4-3-2 3-_4 7-7-9 -0-01 5x6 = 2x3 II 4.00 12 4 21 5 5x8 MT18HS = 3x4 = 6 22 7 Scale = 1:61.3 13 12 3x6 = 3x5 = 5x8 MT18HS = 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 FBC2017rrP12014 CSI. TC 0.63 BC 0.91 WB 0.77 Matrix -MS DEFL. in (loc) I/defl Lid Vert(LL) 0.75 11-12 >563 240 Vert(CT) -1.21 11-12 >348 180 Horz(CT) 0.35 9 n/a n/a PLATES MT20 MT18HS Weight: 155 lb GRIP 244/190 244/190 FT = 20%, LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 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. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) Max Grav 2=1349(LC 1). 9=1349(LC 1) 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 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. This item has been 4) All plates are MT20 plates unless otherwise indicated. electronically Signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Sealed by Albani, Thomas, PE 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 using Digital Signature. g a g g will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify Printed copies of this capacity of bearing surface. document are not considered 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 signed and sealed and the joint 9. signature must be verified on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 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 ANSBTP11 Quality Criferla, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safetylnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply THE WINDSORT19781805 M11392 A2 SPECIAL �ty 1 Job Reference (optional) V ......wb . rube", Inc., rurl tierce, rL ,1-M, 8.6-0 'n1 4.00 12 1-9-0 5x6 = 3x4 = 4 21 5 7-3-0 ri.Z4U S mar v zuzu mi I eK InaUSmes, Inc. I ue Mar z4 12:S4:u8 Zulu 5x8 = 22 6 12 30= 5x8 = 3x12 3x6 = 2.00 12 Scale=1:61.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 160 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) Max Grav 2=1349(LC 1), 8=1349(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 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 atjoint(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. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Data: March 24,2020 ------- AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5(1912020 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 verily 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 rliitTe 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 ANSUfPH Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply THE WINDSOR T19781806 M11392 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:10 2020 Page 1 8-6-0 6-6-0 6-0-0 4-6-8 2-9-15 7-7-9 Scale = 1:62.3 4.00 12 5x6 = 4x5 = 5 6 14 13 3x5 = 2x3 II 5x6 = 3x12 = 2.00 12 8 6-0 14-9-0 20-0-0 24-0-8 35-0-0 8.6-0 6-3-0 5-3-0 4-6-8 10-5-8 Plate Offsets (X,Y)— [2:0-1-6,Edge], [3:0-3-0,Edge], [8:0-3-0,0-3-4], [9:0-1-15,Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud 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 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a file BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Weight: 160 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 WEBS REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) Max Grant 2=1349(LC 1). 9=1349(LC 1) FORCES. (lb) -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 Structural wood sheathing directly applied or 2-6-15 oc puffins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 7-12 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 Exterlor(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) 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 lb uplift at joint 2 and 825 lb uplift at joint 9. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119/2020 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 chard members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply THEWINDSOR T19781807 M11392 A4 SPECIAL 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6-3-0 ' 2-3-0 4.00 12 5x6 = 4x6 = 2x3 II 6 7 t3.24U S Mar y "LUZU MI I eK Inaustnes, Inc. I ue Mar 24 IZ:b4:11 2UZU i2Syl HDXFw7ye3KX-DEhgt5ee)dF7FHyUpcQtEvOjTIDGwGhnOT90d i-8 1 274-7 35-0-0 36- Scale = 1:62.3 m 2In " O 16 15 6x10 3x5 = 2x3 II 5x8 = 3x12 = 2.00 12 8-6-0 14-9-0 180-0 24-M 35-0-0 8.6-0 6-3-0 3-3-0 6-6-8 10-" ' Plate Offsets (X Y)— [2:0-1-6 Edge] [9:0-3-0 Edge] [11:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 cSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 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 FBC2017lrP12014 Matrix -MS Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc pudins. 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 8-14 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) Max Grav 2=1349(LC 1), 11=1349(LC 1) FORCES. (Ib) -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, 8-1 0=-5361/3228, 10-11 =-5716/3480 BOT CHORD 2-1 6=- 1776/3045, 15-16=-177613045, 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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6.0, Interlor(1) 2-6-0 to 36-0-0 zone;C-C for This item has been members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. electronically Signed and 4) All plates are MT20 plates unless otherwise indicated. Sealed by Albani, Thomas, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members. 7) Bearing atjoint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify document are not considered capacity of bearing surface. signed and sealed and the 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 signature must be verified joint 11. on any electronic copies. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 511912020 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 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 ANSIITP11 Quality Crlferta, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss TrussType Qty Ply THE WINDSOR T19781808 M11392 A5 SPECIAL 16 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:13 2020 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-9dpbinfuTNVrUb6twl SLJKWOV6vFOEp3meVhmzXjGu nt-0-0i 8-6-0 14-9-0 17-6-0 24-6-8 27-4 7 35-M 8.6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 i-0-0' Scale = 1:60.3 �1 0 3x5 = 4.00 12 14 13 2x3 II 5x10 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017frP12014 LUMBER - TOP CHORD 2x4 SP M 31 'Except' 1.4,8-11: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) Max Grav 2=1349(LC 1), 10=1349(LC 1) 5x8 MT18HS 11 2.00 12 35-0-0 3x12 zz CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC 0.81 Vert(LL) 0.8012-13 >526 240 MT20 244/190 BC 0.92 Vert(CT) -1.2812-13 >329 180 MT18HS 244/190 WB 0.74 Horz(CT) 0.36 10 n/a n/a Matrix -MS Weight: 160 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-12 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. 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load non concurrent 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/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 825 lb uplift at joint 2 and 825 lb uplift at joint 10. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/19/2020 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 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 ANS11TPH quality Criteria, DSB-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 MiTek° 6904 Parke East Blvd. Tampa, FL 36610 I� 0 Job Truss Truss Type Oty Ply THE WINDSOR T19781809 M11392 ATA COMMON 5 1 Job Reference (optional) L,namoers I russ, Inc., ran rlerce, rL "'fu s mar `a LVLU Ivu I eK Inuusines, Inc. I ue mar 4'1 14:09:14 LVZV ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-dpMzW7gWEgdi6lg3UkzarX2EkWJA7jTD4RN3C 4-7-0 4.00 12 4x5 = 6 4-7-0 4-7-0 Scale=1:59.5 1 N I� 0 17 '" 15 "" "' 14 "" 12 3x6 — 2x3 II 4x6 = 3x8 = 2x3 II 3x6 = 3x8 = 4x6 = 84-0 12-11-0 22-1-0 26-8-0 35-0-0 8.4-0 4-7-0 9-2-0 4-7-0 84-0 Plate Offsets (X,Y)— [2:0-0-2,Edge], [10:0-0-2,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Lid 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 file n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Harz 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) Max Grav 2=1399(LC 1), 1 0=1 399(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) 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, 10-1 2=-1 739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524 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) 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 This item has been 3) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. electronically signed and 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads, sealed by Albani, Thomas, PE 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.0psf. Printed copies of this 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. document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Alban! PE No.39380 MiTsk USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MrekO 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 ANSVTPlf Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty, Ply THE WINDSOR T19781810 M11392 B COMMON 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FIL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:15 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-5OwL]Sh8?_IZuFF2SVp01bSRwk4sA4MJ57cmfzXjGs nt-0-0, 8-3-5 140-0 17.6-0 i 21-0-0 26-8-11 35-0-0 h-0-0' 8-3-5 5 8-11 3-6-0 3 6-0 5 8-11 8-3-5 0-0 �1 O 4.00 12 3x6 = Scale = 1:59.3 3x4 = 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 = t N O Plate Offsets (X,Y)— [2:0-2-6,Edge], [6:0-3-0,Edge], [10:0-2-6,Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid 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 FBC20171TP12014 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 Horz 2=-179(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 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.Opsf; h=15ft; B=70ft; L=35ft; save=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) 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, 453lb uplift at joint 14 and 371 lb uplift at joint 10. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 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 is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type oty Ply THE WINDSOR T19781811 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) i.namuers i rues, Inc., ran r-terce, rL mz40 S mar u zuzu mi I eK InOUSineS, Inc. I ue Mar 24 i2:b4:i t zuzu rage i ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-202688iPXb7HzCPe9tXHTAgmFjM1 K3EfmPcjgXzxjGq 15-6-0 21.6-0 1-0-0 7-0-0 9-6.0 It-" 13-6-0 1 17-6.0 19-6-0 21-0-0 23-6425-6-0 28-0-0 35-0-0 6-0-0 2-6-0 2-0-0 2-0-0 0 1_. 2-0-0 - 1-6-0 2-0-0 2-" 2-6-0 7-0-0 -0-0 Scale = 1:62.4 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTE 4.00 12 4x4 = PURLINS AS SPECIFIED. 57 15 58 17 56 12 59 3x6 55 9 20 30 54 8 60 22 5x12 =53 4 6 x6 = 3x4 24 5x12 26 • 3 11 18 19 1 23 697 95 63 14 52 2 r; 28 N at 29 m dI IA c 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 6 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = 28-0-0 35-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 Incr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017rrP12014 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 oc 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 joints) except 2=-565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8), 28=-434(LC 8) Max Grav All reactions 250 lb or less at joints) 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=-1051259, 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=810r782, 19-32=772r745, 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. This item has been 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. Sealed by Albani, Thomas, PE 4) All plates are 2x3 MT20 unless otherwise indicated. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed this 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 copies Of will fit between the bottom chord and any other members. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 2, 1269 lb uplift at signed and sealed and the joint 33, 1017lb uplift at joint 32 and 434 lb uplift at joint 28. signature must be Verified 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. on any 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 electronic copies. 7-0-0, 158 Ib down and 206 Ib up at 9-0-12, 158 Ib down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 Ib Thomas A. Albani PE No.39380 down and 206 lb up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 Ib down and 206 lb up at 17-11-4, 158 lb down and 206 MiTek USA, Inc. FL Cart 6634 lb up at 19-11-4. 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 lb down and 206 lb up at 0904 Parke East Blvd. Tampa FL 33610 25-11-4, and 158 Ito down and 206 lb up at 27-11-4 on top chord, and 373 Ib down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 Date: lb down at 11-0-12, 69 Ib down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 Ito down at 17-11-4, 69 lb down at March 24,2020 19-11-4, 69 lb down at 21-11-4, 69111 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 esigNseleotiori of siich connectibn tlevlce(s) is the'respohsibilityof other§ --`-- - ..-. ....... -- -- - ..-.__.."_ ... _.__.. . ® tMWtleVtQ{� g Ee)�@�mfd rBpptl@itlB NIYID faCell➢f�D1e11UFIS8 F8��Qmt7(F'� 00MUj2p)BEFORE USE. DO'=tt ♦W1drgpR &Lh MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component. not at designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall ','pa�ptylging bw in esi r a I t lgtf l3'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 ANSLITP11 quality Criteria, DSB-69 and BCSI Building Component Safety Informadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type 0ty Ply THE WINDSOR i T19781811 M11392 BHA BOSTON HIP 1 1 Job Reference o t onal Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:17 2020 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-202688iPXb7HzCPe9tXHTAgmFjM1 K3EfmPcjgXzXjGq 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=-54 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=-118(F) 54=-118(F) 55=-118(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 -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 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 chard members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the n / iTe k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply THE WINDSOR T19781812 M11392 GRA HIP 1 1 Job Reference o tional linamoers I russ, Inc., r-on Nlerce, FL t1.z4U s mar v zuzu MI I eK maustneS, Inc. I ue mar z4 1z:b4:19 zuzu rage 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYb17yXOVouLyEj5gvQzXjGo i1-0-0, 7-0-0 14-11-0 21-5-2 28-0-0 35-" 1-0-0' 7-0-0 7-11-0 6-6-2 6-6.14 7-0-0 -0-0 Scale = 1:60.3 5x12 MT18HS = 4.00 12 3x5 II 3x6 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 4x8 = 32 7 — JY rY of Jo J/ Jo Je II 4U 41 3x4 = 24 11 3x6 = 5x14 = 3x4 = 4x6 = 2x3 11 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.30 10-12 >812 180 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-13: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 13=0-8-0, 8=0-8-0 Max Horz 2=-78(LC 6) Max Uplift 2=-048(LC 8), 13=2442(LC 8), 8=-1159(LC 8) Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 153 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 1 Row at midpt 6-13 2 Rows at 1/3 pis 3-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-15341729, 34=-105211347, 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=-235912830, 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 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); 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 8. 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 11-0-12, 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 lb up at 19-11-4. 90 lb down and 155 lb up at 21-114, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up at 25-114, 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 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down and 3 lb up at 15-0-12, 63 lb down and 3 lb up at 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 lb up at 23-114, and 63 lb down and 3 lb up at 25-11-4, and 452 lb 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). ALGA04CASEPj s1¢tpslydapdrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. V1912020 BEFORE USE. D6'6ry8+q(i igrMpWev2h MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Bef re se, 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 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 ANS11TPII QuaI4 Criteria, DSO.89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 Date: March 24,2020 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 m N d Job Truss Truss Type Oty Ply THE WINDSOR T79781812 M11392 GRA HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL S.24U S Mar 9 ZUZU MI I eK Inausmes, Inc. I ue Mar Z4 1Z:b4:19 ZUZU Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYbl?yXOVouLyEj5gvOzXjGo 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) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 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 r� Ar building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i1AiTe 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 ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply THE WINDSOR T19781813 M11392 J1 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:19 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYblBwXAho7vyEj5gvQzXjGo -1-0-0 1-0-0 3x4 = Scale = 1:6.1 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 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 n1a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf,, BCDL=3.Opsf; h=15ft; B=701t; L=35ft; 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 4 lb uplift at joint 3 and 140 lb uplift at joint 2. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 i�niTek' 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 BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply THE WINDSOR T79781814 M11392 J3 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL r*f 3x4 = 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:20 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-SzkEmAIHgWOrgg8Dq74_5oIMZxUHXa95SNgNRszXjGn Scale = 1:9.4 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 FBC2017/TP12014 Matrix -MP Weight: 11 lb 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. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 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 lb uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift at joint 4. This item has been electronically signed and sealed by Alban!, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Alberti PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 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 �s 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 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 ANSUTP11 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply THE WINDSOR T79781815 M11392 J5 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:212020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wAHc_W IvbgWiRpjPOibDeOrOoKiYG1 PFhl av,zlzXjGm LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 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/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 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. Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 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 4-11-8 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 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 lb uplift at joint 4. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Alban! PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with M7parameters ek® connectors. This design is based only upon pameters 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 ANSI/7P/1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type ply Ply THE WINDSOR T19781816 M11392 J7 MONO TRUSS 24 1 Job Reference o tional Lonamoers I russ, inc., t-on Pierce, t-L 3x4 = 6.24U S Mar 9 ZUZU MITeK industries, Inc. Tue Mar 24 12:54:21 2U2U Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wAHc_Wlvbq WiRpjPOibDeOrSnKmPG1 PFhl awzlzXjGm 7-M Scale: 3/4-=l' 7-0-0 7-0-0 Plate Offsets (X,Y)— 12:0-1-14,Edgej LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d 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/TP12014 Matrix -MP Weight: 23 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 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 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. CompJMax. 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 Extedor(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. This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119/2020 BEFORE USE. Design valid for use only with Mirek® 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 Iva� building design. Bracing Indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing Mirek` 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 ANSVTPif Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply THE WINDSOR T19781817 M11392 KJ7 MONO TRUSS 4 1 Job Reference o tianal Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:64:22 2020 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-OMr_BsmXM7eZ3zlbyQ7SADNhnk9g?RvOwhJUWIzXjGI -1-5-0 6-8-12 9-10-1 1-5-0 6-8-12 3-1-5 Scale = 1:20.6 3x4 = uo 5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi 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: 38 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 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-11-5, 5=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=-487/798, 6-7=-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. 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 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=0(F=10, B=10)-to-5=-49(F=-15, B=-15) This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall r building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek* I 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 ANSVTPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 6. Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 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. Ole For 4 x 2 orientation, locate plates 0- Vid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available In MITek 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. 1 W-1% Ill 407AW-RUL91ki [C-0ZOT-11"Rl! Indicated by symbol shown and/or by text in the bracing section of the �r 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 ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS O of O 2 U 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. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTekO All Rights Reserved g� MiTek� MITek Engineering Reference Sheet: Mll-7473 rev. 5/1912020 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 ANSUrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.