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HomeMy WebLinkAboutTrussi a r =LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. 5PAGING NOTE ALL TRUSSES ARE TO 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 A IF MULTIPLE PLY. DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. r`rIAICI II T RCCI 30' Span!lor less A 30' to 60' Span 60 Spreader Bar degrees or less i/2 ag--APprox 2/3 to / 1Cg Lime Sport --p O .. Line 1/2 of Span.. REFER TO BCSI REFER TO BCSI f Truss must be set this way if crane used. Truss must be set this way if crane used. Trmss Is an example. r yo truss not match. This is bn example, truss may not match. Insist crane operator sets truss this way. Insist crone operator sets truss this way. All load bearing walls, headers, beams & lintels must be in place at indicated height before trusses Q are installed. A AIR HAN F=31` UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR ANY OTHER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS. CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR. TRUSSES FOR THE FIRST MODEL SHOULD BE SHIPPED AND SUCCESSFULLY SET BEFORE ANY MORE TRUSSES- ARE BUILT FOR T-IAT MODEL. A ARRANJE WITH CRANE:. OPERATOR IN ADVANCE FOR A SPREADER BAR OF 18' - 24'11N LENGTH A Do not c-tand on trusses until they are braced per BCSI & properly nailed to straps & hangers I 15'-3N C L �I n SEAT PLATES BY CHAMBERS .MIEN'.00PiEOh501MENSIONE00N UYWt o> k85 xo c. rvau ��" I. 12aNLYYE"�--I,, P %E E 4.00 7-- CORNER DETAIL OVERHANGS NOT SHOWN FOR CLARITY cc in 8"0, 8 1' upset=1/4" hee1=315/16" h PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' TYPICAL END DETAIL 12 4.00 to 12 2.00— I I �1 upset=1/4" heel=315/16" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' END DETAIL: TYPICAL VAULT INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 6,-0- ABOVE FINISHED FLOOR ®I I® ®I I=ICI®I®I® I I I r I % � , 1" I I / r' 1 1 r I I / � I e I iI I I III/� I i 11 I I 1 I I II ®iced 1, A Is rim I wwv A� JA ® �IIIi W, m WPM PP IPA,®�1P1_ ��r ,MAP MISSION teee Poll 111041 11101,001,0WE I viol' WdJ- `%e INN IN h q- N"N�— ps moil 1 I' �• ••. 7� 1 POINT .. OAF 01001 �PON P0001 �.�� / 1/ '/ 1✓ I/ '/ / 1✓ 1; IN /001 1 41 I 1%lo" 1✓ II'/ /®I®I®ICI®ICI®ItBI�I■I®ICI®I®IMimi ®1®1©► o O ®I®I®ICI®ICI®ICI®I.I�I���I®I®I�I�I®I® 1 1 1 \\ 1 � 1' 1 1 1111000' I \' I 1 1 1 \ \ I 1 II` ► I_ I ®\ \ 4 1 1 NON -_0 INN =APO, ffr 0 1211 401 Who, Own 01 INS NJ ILI \ . . o� \ l \I \\\ ®I®ICI®ICI®ICI®I■1�18�1®III®I®I I\®I I I I 1 i' CLOU'SED AREAS ARE OF �e / SPECIAL CONCERN & MUST BE CHECKED CAREFULLY & MAY t INDICATE DEVIATION FROM .PLANS.�, — —1 FABRICATION AGREEMENT` TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED The legal descdpflon of the property where the trusses Y411 be Installed Is: The underslgnad acknowledges end agrees: Trusses will be made In stdd accordance with this truss placement diagram layout, which Is the sole authodry for de term Iningsuccessful fab5catlon of the trusses. 2.AII dlmenslone n this layout have been varifled by the undersigned. .3. Unless written notice Is provided by certlflerf mall to Chambers Truss within ten (10) days of dellvery the undersigned agrees that no bar charges will be allowed. In the event such mitten notice k fumlahed Chambers Trues shall have three (a) business days In which to begin reDalrs requlred, or to subsUN(e other Wsses, at Chambers opU n. e eat b 'fPl & WTCA. d cal t of "B SI A3" comma h 4. Tha undersigned ecknowla gas re p C 1 ry Y 5. Deli very Is to Job rit. . It Is the buyers' recponalblllry to make the job site suitable for dellvery. Chambers Truss has the sole authority to detertnlne the suitability of the Job site or a potion of the Job site Tor dellvery, Chambers Truss will be responsible for dump dellvery only. The boyar Is responsible for addltlaneI delivery expenses If Chambers Truss has to redeliver because Job she Is not prepared for dellvery or buyer Is not prepared for delivery of trusses. Buyer Is responsible to Chambers Truss for towing vests duo to:, condition. 51 Price as shown Iq paragraph 7 below Is subject to change If any changes are. made In the III A $50 per hour fee for revisions may be charged by Chambers Truss. 7: This Is a PURCHASE ORDER to Chambers, Truss of the sum agreed I% or If nQ; agreement a reeaoriable pdae. Invoice will be made on delivery and paid vdthln terms of not on dellvery. Involve may, be made at scheduled data of dellvery U buyer cannot accept dellvery of fabricated truscec, The undersigned agrees to pay Chambers.TNss reasonable altomeys fee for oolleotlbns In event of payment not timely made. 1.12 % per month sei charge wiU be added for ell coma not pold'1hln terms. as Slgnature or InlUals anywhere 'n this sheet conthutes agreement to ail terms herein. 9' In mmideretion of Chambers Truss Wending Credit for this matedel the undersigned unoondldonally guarantees payment when due of any and all Indebtedness owed to Chambers Truss by any entity recelving matedel and the undersigned agrees to pay such Indebtedness Including ettomeys fees, If default In payment for material be made by the radplenL '10. In the avant of any litigation wnceming this agreement, the ttems fumished hereunder or payments referred to herein, the. parties agree that tie sole venue for any such action wdlf be Saint Maids County, Floride. 11. Design maponslblllUas are per "National Standard And Re'obmmended Guldellnes On RasponslblllUes For ConsWdlon Using Metal Plate Connected Wood Trusses ANSI/TPINJTCA 4 -20gr' . DATED .�..�... - SIGNED_ FOR TITLE F:,Ar bar maybe regt#ed per'BCSI 1-I1u pro ent Irytay & aamago. ply trusses must be fastened togethar per engineering hey are set, failure to do so can result.In roof collapse. roperty and is the responsibility of the truss erector. Study the contents of the Information packet Included on delivery before setting trusses. T rUSSGa mustbe setand braced per design t) prewd Nury & daft'at}a' Trusses must be set plumb and square t b ks or stack of I ood roofing material or any Do notes un p y r I other odncentTated loads on trusses this can cause collapse - DO NOT SET TRUSSES USING THIS LAYOUT USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC 3105 Oleander Avenue Fort Pierce; Florida 34982-6423 800-551-5932 Fort Pierce 772 -2012 Fax 772.466.8 11 Vero Beach 772-5 a-`" +'tact•sor7§teC772-286-3302 shop drawl r, �epresentativW. "double rheas .,al is NOT. The Contra all l the contra ctor, shall re star. fore eekin morn responsible Other 9 freld mgasurements and construction criteria, Architect's revapproval covers generalroof shape truct o/ truss strappipaI and loading on structure from 9ravit their res Y and uplift loads and CYive locatie, s. APProved By Date Braden a grad 92.0/93.2 MITEK 4.2 en A.l-q,.p.A• DESIGN CRITERIA County SAINT LUCIE Building Department ST LUCIE COUNTY Wind Design Criteria ASCE 7-2010 Wind Design Method MWFRS/C-C hybrid Wind ASIDE 7-10 � , c9 .Roofing Material Shingle or Shake 0,1 or I Loading in PSF Roof R.D.L. Top Chord Live 20 w o Top Chord Dead 7 4.2 E° �o Bottom Chord Live 10 Non -Concurrent o c Bottom Chord Dead 10 3 TOTAL Load 37 7.2 c Duration Factor 1.25 cc 2 > Wind Speed 165mph H H Top Chord C.B. Sheeting by builder. .n Bottom Chord C.B. Sheeting by builder. Highest Mean Height 15"1 Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2017 REVIEWED F®R R.D.L =Restrainin Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the O E COMPLIAN building department and your engineer. T. LUCIE COUN esign Criteria is the responsibility of the 110el, I BuildingDesigner and/or Engineer of Record. Chambers Truss Inc. Drawing Name: M11392 Scale: 1 /4 = 1' III 82 total trusses, 15 different trusses. MI 4: RLC ACAD: RLC Reviewed By; y ` Date:10/07/15 Revised:03/21/18 - I I FOR Revised:3/05/2020 _— s' a 14' a' l < WYNNE BUILDING CORP. DESCRIPTION_ : PORCH LEFT I WINDSOR ® 5® PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 15 TRUSS DRAWINGS AIRE ATTACHED TO LAYOUT M11392 �3 Y MiTek° RE: M 11392 THE WINDSOR Site Information: Customer: Wynne Dev Corp Project Name: M11392 Lot/Block: Model: THE WINDSOR Address: unknown City: St. Lucie County 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T19781803 A 10/9/2020 2 T1978180Al 10/9/2020 FIL17 3 T19781805 A2 � 10/9/2020 4 T19781806 A3 10/9/2020 5 T19781807 A4 10/9/2020 6 T19781808 A5 10/9/2020 7 T19781809 ATA 10/9/2020 8 T19781810 B 10/9/2020 9 T19781811 BHA 10/9/2020 2 /`� \U �0O 10 T19781812 GRA 10/9/2020 iffj v/�(v) 11 T19781813 J1 10/9/2020 12 T19781814 J3 10/9/2020 'REVIEWED FOR 13 T19781815 J5 10/9/2020 'ODE COMPLIANCE 14 T19781816 J7 10/9/2020 Co COMPLIANCE 15 T19781817 KJ7 10/9/2020 -ST. L C I E C O' e TY 0CC ft l�� 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 ,,`tII1111111/11�,, based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas ���`'�•rO ENS'<�e9�/i��� My license renewal date for the state of Florida is February 28, 2021. 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/TPI 1, Chapter 2. O:. STATE OF :�44/ 0 N A 11���,,� 11111 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 October 09, 2020 1 of 1 Albani, Thomas Job Truss Truss Type City Ply THE WINDSOR T19781803 M11392 A HIP 1 1 Job Reference (optional) „a ,...... r� riei co, r� o.z4u s mar to zuzu mi t ex mausmes, Inc. I ue mar z4 iz:04:urzuzu rage i ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-KTRK2jb7uXlhmgejamLw33G2phzq_UFBTsBBV6zXjH_ 1-0-0 610-14 9-0-0 14-11-0 20-2-13 26-0-0 28-1-2 35-0-0 6-0- -0-0 6 10-14 2-1-2 5-11-0 5 3-13 2-1-2 6-10-14 -0-0 4.00 12 4x8 = 2x3 II 2x3 4 26 5 3x6 = 4x4 = 4x8 = 2x3 6 7 27 6 9 Scale = 1:60.5 17 16 15 14 13 12 3x4 — 3x4 = 3x6 = 6x8 = 3x4 = 3x6 = 3x4 = 3x5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (IDc) Vdefl Lid 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 FBC2017rrP12014 Matrix -MS Weight: 161 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 4-5-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 15=0-8-0, 10=0-8-0 Max Horz 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=-9671776, 5-7=9671776, 7-8=454/938, 8-9=-1009/1884, 9-10=-1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/464, 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=7011; 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(l) 13-11-6 to 26-0-0, Exterior(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 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 2, 1439 lb uplift at Printed copies of this 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 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 MII-7473 rev. 5/19I2020 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 r 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 ANSYTPH 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 Qty Ply THE WINDSOR T19781804 M11392 Al SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:08 2020 Page 1 ID:_kriGCA6bx7j2Syl HDXFw7ye3KXof?iF3blfgtYOgDv7Us9cGoCh5CAjz5KiVwkOzzxjGz 1-0-0 8-6-0 1 "D 14-9-0 19-8-14 24-0-0 14-7 35-0-0 6.0- -0-0 8-6-0 2-6.0 3-9-0 4-11-14 4-3-2 3-0-7 7-7-9 -0-0 4.00 12 3x6 = 9r7 \\ 5x6 = 2x3 11 21 5 13 12 3x5 = 5x8 MT18HS = 3x4 = 6 22 2.00 12 5x8 MT18HS = Scale = 1:61.3 3x12 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi L/d 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 Structural wood sheathing directly applied or 2-7-7 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 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=302212080, 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=-1034712, 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 Albanl, 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 a Digital Signature. 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 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. Alban! 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 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 t 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 ANSUTP/l Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Salefylnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply THE WINDSOR T19781805 M11392 A2 SPECIAL 1 1 Job Reference o floral Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:09 2020 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-HsZ4SPcOQ8?P?zo5hBO08ULMuVYnSPxUx9glY?zXjGy 1-0-0 8-6-0 13-0-0 14-9-0 22-0-0 2717 35-0-0 6-0- 0-0 8-6-0 4-6 0 1-9-0 7-3-0 5�-7 7-7-9 0-0 4.00 12 3x6 = 5x6 = 3x4 = 5x8 = 4 21 5 22 6 12 3x4 = 5x8 = 2.00 12 14-9-0 22-M Scale = 1;61.3 3x12 zz LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/detl L/d 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 FBC2017/TP12014 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 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) 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. 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 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. ®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 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 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/fP/14ualify 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. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 my MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply DSOR T19781806 FJobRWeference M11392 A3 SPECIAL 1 1 (optional) ers Truss, Inc., Fort coerce, I-L 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:10 2020 Page 1 ID:_kfiiGCA6bx7j2Sy1 HDXFw7ye3KX-127SgidOBS7Gd7NIFvvehhuYXvu2Bsnd9pPr4RzXjGx 1-0 8-6-0 15-0.0 20-0-0 24 6 8 27-4-7 35.0-0 6-0- 0-0 8-6-0 6 6-0 5 0-0 4-6 8 2-9-15 7-7-9 0-0 Scale = 1:62.3 4.00 12 5x6 = 4x5 = 14 13 3x5 = 2x3 II 5x6 = 3x12 2.00 12 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/rP12014 CSI. TC 0.60 BC 0.95 WB 0.83 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) 0.73 11 >572 240 Vert(CT) -0.97 11-20 >432 180 Horz(CT) 0.36 9 n/a We 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 WEBS 1 Row at midpt 7-12 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 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 2-4=-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 =-I 072/1939, 8-11 =-390/391 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=351t; 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 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) 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 will fit between the bottom chord and any other members. Printed copies Of this 7) Bearing at joint(s) 9 considers parallel to grain value using ANSIITPI 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 joints. on any electronic copies. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cott 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. 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 propedy Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11TP11 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 T19781807 M11392 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:112020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-DEhgt5eexIF7FHyUpcQtEvQjTIDGwGhnOT90du2:XjGw 1-0-0 8-6-0 14-9-0 17-0-0 18-0 24-6-8 27-_4 35.0-0 6-0 -0-0 8-6-0 6-3-0 2-3-0 -0-0 6-6-8 2-9-15 7-7-9 -0-0 4.00 12 5x6 = 4x6 = 20 11 6 7 Scale = 1:62.3 16 15 6x10 3x5 2x3 II 5x8 = 3x12 2.00 12 24.M 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/TPI2014 CS1. TC 0.59 BC 0.95 WB 0.98 Matrix -MS DEFL. in Vert(LL) 0.80 Vert(CT) -1.05 Horz(CT) 0.39 (loc) I/defl L/d 13 >528 240 13 >400 180 11 n/a n/a PLATES MT20 MT18HS Weight: 172 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 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 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. (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: 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 This item has been 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 by2-0-0 wide Printed will fit between the bottom chord and any other members. Copies of this 7) Bearing at joint(s) 11 considers parallel to grain value using ANSUTPI 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. 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 Mil-7473 rev. 5119t202O 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 HT building design. Bracing Indicated Is to prevent buckling of individual truss web and/or 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 ANSLITPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Oty Ply THEWINDSORT19781808 �SruEssType M11392 A5 IAL 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:_kflGCA6bx7j2Syl HDXFw7ye3KX-9dpbinfuTN VrUb6twl SLJKWOV6vFOEp3meVhmzXjGu 1-0-0 8-6-0 14-9-0 17-6-0 24-6-8 27-4-7 35-M 6-0 -0-0 8-6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 -" Scale = 1:60.3 3x5 = 5x8 MT18HS 11 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 FBC2017rrP12014 LUMBER - TOP CHORD 2x4 SP M 31 'Except' 1A,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) 3x12 2.00 12 CSI. DEFL. in (loc) I/deft 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 2441190 WB 0.74 Horz(CT) 0.36 10 n/a n/a Matrix -MS Weight: 160 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 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 Extedor(2) -1-0-0 to 2-6-D, Interjor(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 atjoint(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. 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.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 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 property incorporate this design Into the overall r building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and 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 I� O Job Truss Truss Type Qty Ply �THEWINDSOR T19781809 M11392 ATA COMMON 5 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:14 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-dpMzW7gWEgdi6lg3UkzarX2EkWJA7jTD4RN3DCzXjGt 1-0-0 8-4-0 12-11-0 17 6 0 22-1-0 26-8-0 35 0-0 6-0- -0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7- 8-4-0 -0-0 �1 0 4.00 12 45 = Scale = 1:59.5 17 '" 15 "" "' 14 '" 12 3x6 — 24 II 4x6 = 3x8 = 2x3 II 3x6 = 3x8 = 4x6 = 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 0.59 BC 0.68 WB 0.59 Matrix -MS DEFL. in (loc) Udefl Lid Vert(LL) 0.33 14-15 >999 240 Vert(CT) -0.64 14-15 >652 180 Horz(CT) 0.13 10 n/a n/a PLATES GRIP MT20 244/190 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 Horz 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) Max Grav 2=1399(LC 1), 10=1399(LC 1) FORCES. (lb) -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) 100.01b 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 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, with BCDL = 10.Opsf. 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 Printed copies of this 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 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 24,2020 ®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 andlor 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 ANS11TP/1 quality Criterla, 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 1 I"7 0 Job Truss Truss Type Qty, Ply THE WINDSOR T19781810 M11392 B COMMON 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:15 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-5OwLjShB?_IZjuFF2SVpOlbSRwk4sA4MJ57cmfzXjGs n1-0-0 8-3-5 140-0 17-6-0 21-0-0 26 8-11 35 0-0 -0-0 8-3-5 5 8-11 3 6-0 3-6-0 5-8-11 8-3-5 0-0 4.00 12 3x6 = Scale = 1:59.3 I � 0 3x4 = 17 "' 15 14 12 2x3 II 3x6 = 3z4 = 3x4 = 3x6 = 2x3 II 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. 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 FBC2017[TP12014 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. (Ib) -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; 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 This item has been 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 electronically signed and 3) 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 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Printed this 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at copies of joint 15, 453 lb uplift at joint 14 and 371 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 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ------- AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51192020 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 �t 1��' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Itll iTe k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and 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 Qty Ply �THEWINDSOR T19781811 M11392 BHA BOSTON HIP I 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:17 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-202688iPXb?HzCPe9tXHTAgmFjM1 K3EfmPcjgXzXjGq 15-6-0 21-6-0 1-0-0 7-0-0 9-6-0 11-6-0 13-6-01 - 17-6-0 19-6-0 21-0-0 23-6-0 25-6-0 28-0-0 35-0-0 6-0-0 -0-0 7-0-0 2-6-0 2-0-0 2-0-0 0-6 1.6-0 2-0-0 2-0-0 1.6-0 2-0-0 2-0-0 2-6-0 7-0-0 -0-0 Scale = 1:62.4 TOP CHORD MUST BE BRACED BY END ROOF DIAPHRAGM, OR PROPERLY COP PURLINS AS SPECIFIED. 3x6 548 5x12 =53 4 6 ,--_ 52 f+} 35 42 3x4 = 4.00 12 4x4 = 57 15 58 17 56 12 59 20 60 22 3x6 3x4 26 2431 5x12 19 1 23 6227 14 43 34 44 � 45 46 47 48 ' Z' 49 31 50 3x6 = 6x8 = 6x8 = 3x6 = 00 N n 28 29 ,2 N i 51 30 3x4 = 7-0-0 14-0-0 21 0.0 28-0-0 35-0-0 7-0-0 7-0-0 7-0-0 7-0-0 7-0-0 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 NO BCDL 10.0 Code FBC2017frP12014 CSI. DEFL. in (loc) Vdefi Ud TC 0.51 Vert(LL) 0.13 35-38 >999 240 BC 0.54 Vert(CT) -0.16 35-38 >999 180 WB 0.65 Horz(CT) 0.04 28 n/a n/a Matrix -MS PLATES GRIP MT20 244/190 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 Horz 2=179(LC 7) Max Uplift' All uplift 100 lb or less atjoint(s) 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 atjoint(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=1129/710, 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=4621454 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 3-6-0 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 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 purin 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 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 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 19-11-4, 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 25-11-4, and 158 lb 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 lb 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 23-114, and 69 lb down at 25-11-4, and 69 lb down at 27-11-4 on bottom chord. 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. Alberti PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 -The design/se ection oof sudh connection devicerJis the responsibility ofothers. --T - - -- - ---- - ---- - - ---- --- ®Q iMrlme��sQg )®®BAIOR��BdSrBp�Iei}i92' ofacadlheihwe pmfrt 1t7(f7) whetkABEFORE USE. Dt319ntiAwlardipie elvpi MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a tgi�y;teay��selly2t�ujldhg designer must verify the applicability of design parameters and property Incorporate this design into the overall bw7Tddin desi n^. g ( i 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 MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TF11 Quality Criteria, DSB-89 and BCS/Building Component Safety Information available 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 T19781811 M11392 BHA BOSTON HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:17 2020 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-202688iPXb?HzCPe9tXHTAgmFjM1 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(17) 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=-1 18(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 -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 'r 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/TP/f 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 Qty Ply • T19781812 M11392 GRA HIP 1 �THEWINDSCR 1 Job Reference (optional) %,namoers i russ, inc., ron rierce, rL d.Z4U s Mar 9 LUZU MI I eK industries, Inc. I ue Mar 24 12:54:19 ZUZU Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYbl?yXOVouLyEj5gvQzXjGc 1-0-0 7-0-0 14-11-0 21-5-2 28.0-0 35-0-0 6-0 7-11-0 6-6-2 6-6-1 i 7-0-0 -0-0 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 Scale=1:60.3 N N N Ii 33 34 14 3b 3ti 3l 36 --39 11 40 41 3x4 = 2x3 I1 3x6 = 5x14 = 3x4 = 46 = 2x3 11 3x5 = 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 NO Code FBC2017/rP12014 CSI. TC 0.94 BC 0.67 WB 1.00 Matrix -MS DEFL. in (loc) Udefl Ud Vert(LL) 0.30 10-21 >792 240 Vert(CT) -0.30 10-12 >812 180 Horz(CT) 0.09 8 file n/a PLATES MT20 MT18HS Weight: 153 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-13 4-13: 2x6 SP No.2 2 Rows at 1/3 pts 3-13 REACTIONS. (size) 2=0-8-0, 13=0-8-0, 8=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=-1534/729,3-4=-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=-2359/2830, 8-10=-2329/2789 WEBS 3-15=-159/733,3-13=-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. 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 a Digital Signature. 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 Printed copies of this joint 13 and 1159 lb uplift at joint 8. document are not considered 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 signed and sealed and the 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 Ib down and 155 lb up at 13-0-12, 90 lb down signature must be verified 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 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and on any electronic copies. 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 Thomas A. Alban! PE No.39380 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 MiTek USA, Inc. FL Cart 6634 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 6904 Parke East Blvd, Tampa FL 33610 3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-114, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The Date: design/selection of such connection device(s) is the responsibility of others. March 24,2020 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). AI6@t✓ 04CAfiE(%s rpt1361dao&rs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/1912020 BEFORE USE. D�j�KA f®rgBf?aWev2h MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, note Val' a truss system. Bef re as, 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 M('1 ®k' Isalways 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 busses and truss systems. see ANSI/fPH quality Criteria, DSB-89 and BCS/ Building Component Safety/nformadon available 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 T19781812 M11392 GRA HIP 1 1 Job Reference (optional) L;hambers I russ, Inc., tort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:19 2020 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYbI7yXOVouLyEj5gvQzxGo 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(121) 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(13) 35=-40(B) 36=40(13) 37=-40(B) 38=40(B) 39=-10(B) 40=-40(B) 41=40(B) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 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 r 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 ANSUTP/1 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 Qty Ply THE WINDSOR T19781813 M11392 J1 MONO TRUSS 8 1 Job Reference o tiorial 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:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYblBwXAho7vyEj5gvQzXjGo 3x4 = 1-0-0 Scale = 1:6.1 1-0-0 1-0-0 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/TP12014 Matfix-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. 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 Extefior(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 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. 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 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 ANS11TPlf 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 T19781814 M11392 J3 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:20 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-SzkEmAIHgWOrgg8Dg74_5oIMZxUHXa95SNgNRszXjGn -3-0-0 M1-0-00 3-0-0 Scale = 1:9.4 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 0.18 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 lb FT = 0% 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=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. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 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. 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 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 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 ® 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 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 MiTek* 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 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 City Ply THE WINDSOR T19781815 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 12:54:21 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wAHc_WlvbgWiRpjPOibDeOrOoKiYG1 PFh1 awzlzXjGm 5-0-0 Scale = 1:12.7 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 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 FBC20171TPI2014 Matrix -MP Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 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=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. 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) 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, 177lb 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. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 24,2020 ®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 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 r 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 ANS11TFl1 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 Qty Ply THE WINDSOR T19781816 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL A-0-0 3x4 = 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:212020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wAHc_W IvbgWiRpjPOibDeOrSnKmPG1 PFh 1 awzlzXjGm Scale: 3/4'=l' 7-0-0 Plate Offsets (X,Y)— [2:0-1-14,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 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 file 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. 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 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 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 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 property incorporate this design into the overall�e 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 ANS11TP/f 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 city Ply THE WINDS0R T19781817 M11392 KJ7 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:22 2020 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-OMr BsmXM7eZ3zibyQ7SADNhnk9g?RvOwhJUWIZXjGI -1-5-0 6-8-12 9-10-1 1-10 6-8-12 3-1-5 Scale = 1:20.6 3x4 = " 5 3x4 = 6-8-12 9-10-1 ' 6-8-12 3-1-5 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d 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 FBC2017rrP12014 Matrix -MS Weight: 38 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 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 Gram 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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); 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 (pig 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=1 0)-to-5=-49(F=-1 5, 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. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 24,2020 ® 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 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 ANSYTP/1 Quality Criteria, 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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. s-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. Apply plates to both sides of truss 1 2 3 diagonal or X-bracing, is always required. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer. For y Ole c1-2 c2-3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 4 �► WEBS c3 v 00 LH �� � _ 3O bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. On6 EL O 4. Provide copies of this truss design to the building O n- O0 designer, erection supervisor, property owner and For 4 x 2 orientation, locate c6a c5-6 all other interested parties. plates 0- yid' from outside P BOTTOM CHORDS 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSIfrPI 1. required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7, Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSIfrPI 1. `Plate location details available In MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. software or upon request. 9. Unless expressly noted, this design is not applicable for - PLATE SIZE PRODUCT CODE APPROVALS use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: 10. Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator. General practice is to width measured perpendicular 4 X 4 ESR-1311, ESR-1352, ESR1988 camber for dead load deflection. _ to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 11. Plate type, size, orientation and location dimensions the length parallel to slots. indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by Others. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports) occur. Icons vary but reaction section indicates joint © 2012 MITek® All Rights Reserved 17. Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: 19. Review all portions of this design (front, back, words ANSI/TPI1: National Design Specification for Metal and pictures) before use. Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, MiTek ANSIfrPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 21.The design does not take into account any dynamic Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 or other loads other than those expressly stated.