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Home My WebLink AboutTruss,&—LIFE SAFEI This symbol identifies Life Safe _ given special attention by all,pii e VARNING �nings that should be read installing trusses. 5PAGIN IG NOTE ALL TRUSSES Al TO BE SET AT 2"-0: IN ENTER EXCEPT AS OTED MULTIPLE PLY TRL SSES MUST BE ASTENED TOGETHER PER ENGINEERIN( BEFORE SETTIN . REFER TO ENGINEERING DRA V11I�4G TO DETERMINE IF MULTiIPl E PLY. II I' II DON'T LIFT, T WITH SPANS LOf 30' BY THE CONSULT 30' Spanl,or less A 60 degrees or less 2 Tag 'Line span , PP REFER TO BCSI Truss must be set this wcy 'r crone usetl Tru. u 's a r yo t ay et etch T Insist crane operator sets truss this way. All load bearing'(" beams & lintels ml at indicated height Q are inst-C I AIR HAN Ill IL UNLESS NOTED ELSEWHEREuOh ARE NOT DESIGNED FOR A14 H, e ANY OTHER A/C REQUIREMEN WITH BUILDING CODE AND P CONSULT WITH BUILDING DEPAI For Truss_to Truss, Connections see hanger/connector; schedule in engineering package. I t SEAT PLATES E I M1P CgggIER I0CA1ED AS DIMENSIONED ON tpVWT I u =w a I sa 77 00 rNRu GORY RJ�S� CORNER DETAIL (� OVERHANGS NOT SHOWN FOR GIARITY c I! I� I II i i 12 I' 4.00CID p rl 12 12.00 M �I upset=1/4" heel=315/16' PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' END DETAIL: TYPICAL A L I I I I THAN 30' to 60' Span Spreader Bar Approx 2/3 to ---4,, 1/2 of Span T BCSI REFER 0 cost be set this way If crone used. is an example, truss may not match. st crone operator sets truss this way.. Ils, headers, I•t be in place efore trusses 'd• A � R N O T Ill HIS LAYOUT, THESE TRUSSES IDLERS IN THE ROOF OR FOR i. THIS MAY BE IN CONFLICT DESIGN REQUIREMENTS. MENT AND A/C CONTRACTOR. Carrying Girder ails must be as Shown Guide tabs o Dome angle nails. Carried Truss The Architect's or Architect's representative's shop drawing approval is NOTa "double check" of the contractor. tractor shall rernain responsible The can ra TRUSSES FOR THE FIRST MODEL SHOULD BE SHIPPED AND SUCCESSFULLY SET BEFORE ANY MORE TRUSSES ARE BUILT FOR TdAT MODEL. far checkingield rneeria. entsand other construction on creterra. Architect's p — — 1 approval roll ers general roof shape, ARRANGE WITH CRANEOPERATOR IN ADVANCE FOR A SPREADER BAR OF 18' - 24° IN LENGTH structure a review their eras Strapping, loading on structure from gr ity and uplift loads and I I their re a five tocatio Is.., V L s r I - .. _ eP_Prova JIl - Date: _ � DO not vtand On trusses until they are braced per BCSI & properly Walled t0 straps &hangers ErradQeiEBradenA.1.A.P: �., IL 15' 3" - - 19' 9" 19' 9" +-- 15 -3" _ _ _ _� FABRICATION AGREEMENT I ; TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT is SIGNED & RETURNED The legal description of the properly where the trusses will be Installed is: I .. .The undan;lgned ecknowledgea end agrees: J1 J7 1: TNssea will ba made In stdd eccordenee with this truss placement. diagram layout, J1 J 2: Nhd�mensllons b this layout haute Ibsen varifisad by the uUl oderal9 edNss6s. . .3. Unless wdtten notice rm Is prevlded by cergfiad mall to Chambers Truss within ten (10) J3 J3 days of delivery the undersigned agrees that no backchen;es will be allowed. In the event - �. I such writer nogce Is (umlehed Chambers Trues shall have three (3) bu nose days In which J3 r` r` �e J : 'lo begin repairs required, or to substitute other trusses, at Chambers opt It. 70 4. The undersigned acknowledges recelep� o(BBCS e' A3" �o make the job site (suitable for 6. Dellvary Is to Job site. It ie the buy, on to dete a the sultabllity of the job site or a u the sole her h b tubers T N68 ha only. . C or um delivery INo f d de responsible ry J5 - J5 rY res anal PI e O O portion of the Job site for delivery. Ch6mbers Truss will b p JS J The buyer is responsible for additional delivery expenses If Chambers Truss has to redeliver 1 because Job site is riot prepared for delivery or buyer is not prepared far delivery of trusses �✓ Q- �� %� Buyer is responsible to Chambers Truss for towing costs due toe teaconditi ngea are, made In o change Y subject 7 below s su 9 era re h 1 Hce as shown p 9 8. P Chambers Truss, cha ed b C ham b ru GRA GRA this IayouL A S50 per hour fee for revlslons may be rg y Is a PURCHASE ORDER to 111 be made on delivery and paid within terms of no bo dw. Involca wl a Bona I e re P e arc ern not re If buyer can a Iva P I g of dell Y tech edu led data ry .. be made a A .on delivery. Involoe may. A delivery of tabdcate'I Wssea, The undersigned ag yes to pay e. 14 %. per s reasonable _ _ _ allomey's tee for colledl'ons In event of payment not timely made. 1.12 %, par month servJce I charge will S added for all sums not Psi d within terns. B. SI nature or Initlala anywhere on this sheet constitutes agreement to all tarma herein. - -. Al 1 Al unwndlUonell guarantees payment when due of any end all Indebtedness owed to 1consideration of Chambers Truss extending uedit for this matedel the undemigned y on recelving mate end the undersigned agrees to pay such { b en ss dY the Tru Y. Y made b tube material b Y e met 1 1\ 1 1 0 Indebtedness Induding attorneys tees, If default In payment f A2 1 I redplentt c10. In the avant o1 any Iltigation concerning this agreement, the items furnished hereunder or payments referred to hareln, the, parties agree that the sole venue for any such ectlon will be Saint l:ude Count'. Flodde. ' 11. Design responslblllges are per -National Standard And Rebommanded Guldallnes On A3 ANSI/TPt ITCA 4 r 2006 on Using Metal Plate Connected Wood Trusses `....: D �. ATE , A4 . A4 SIGNED o _ TITLE—_-- . ip iD FOR .: Aspteaderbarmaybele9yfredPer A5 .. A5 BCSI 1-03" M ptevorttfryury & damage. Multiple ply trusses must be fastened togithar per engineering A5 are set, failure to do so can result in roof collapse. A5 before they 1 1 Temporary and permanent bracing are required and can save Ilfe and roPe1tY end fa the responslblllty of the truss erector. P delivery do ed on pack et Inc luded lu d rY A5 1 � 1 A5 Study the contents of the lnformatlon p ( 1 before setting trusses. A5 T mtaTro� �ust b spot P idesign to b and s9uare ury& darraga 1 1 Do not set bunks or stack of PlYwood, roofing material or any A5 1 other concentrated loads on trusses this can cause collapse, DO NOT SET TRUSSES USING THIS LAYOUT { o' USE LAYOUT DELNERED WITH TRUSSES T�+O SET TRUSSES I A5 14' 9" 19t 113"I 14' 9" `/�� f'1M� BERS TRUSS INC A5 1 1 - A5 - A5 �� 1 2. 21 112 /12 /1 S. 1 nue �IA5 , I - - ----- - A5 " 310riOleander Fort Pie , Florida 34982-6423 , w,. �., w ,, . / \ \ \ I I' CHAMBERS 12 4.00 f 8, upset=1/4" heel=315/16 PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT 8' TYPICAL END DETAIL INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 8'-0" ABOVE FINISHED FLOOR T v '-1 '-1 J-- �%,,w-M'� i' CLOU" SED ARIAS ARE OF %� SPECIAL CONCERN & MUST BE t CHECKED CAREFULLY & MAY IF t INDICATE ' DEVIATION FROM--�� ._-PLANS.'^ Ib, A" PORCH L.EFT B00-551-5932 Fort pierce 772-466-2012 Fax 772.466-8711 Vero Beach 772569.2012 Stuart 772.286-3502 92.0/93.2 MITEK 4.2 DESIGN CRITERIA County SAINT LUCIE Building Department ST LUCIE COUNTY Wind Design Criteria ASCE 7-2010 Wind Design Method MW Wind ASCE 7-10 RoofingMaterial l T C Loading t� r y Top Chord Live UCII•IT' H c Top Chord Dead 7 2 � E I °,,o I Bottom Chord Live 10 Non -Concurrent o c — Bottom Chord Dead 10 3 (�I c N I TOTAL Load 37 7.2 «' Duration Factor 1.25 ;v Wind Speed 165mph N to Top Chord C.B. Sheeting by builder. y Bottom Chord C.B. Sheeting by builder. v \7� Highest Mean Height 15'-0" FILE COPY Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2017 W F- (n Q 15 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT Verify DESIGN CRITERIA shown above with the building department and your engineer. , Design Criteria is the responsibility of the Chambers Truss Inc. Drawing Name: M11392 Scale: 1 /4 = 1' 82 total trusses, 15 different trusses. MI 4: RLC ACAD: RLC Reviewed By: Date:10/07/15 Revised:03/21/18 FOR Revised: 3/05/2020 WYNNE BUILDING CORP. DESCRIPTION: WINDSOR - PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE M11392 ��S MiTek' RE: M11392 THE WINDSOR Site Information: Customer: Wynne Dev Corp Lot/Block: Address: unknown City: St. Lucie County �-S Project Name: THE WINDSOR Model: THE WINDSOR Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 General Truss Engineering Criteria 8r 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 11/3/2020 2 T19781804 Al 11/3/2020 3 T19781805 A2 11/3/2020 4 T19781806 A3 11/3/2020 5 T19781807 A4 11/3/2020 6 T19781808 A5 11/3/2020 7 T19781809 ATA 11/3/2020 8 T19781810 B 11/3/2020 9 T19781811 BHA 11/3/2020 10 T19781812 GRA 11/3/2020 11 T19781813 J1 11/3/2020 12 T19781814 J3 11/3/2020 13 T19781815 J5 11/3/2020 14 T19781816 J7 11/3/2020 15 T19781817 KJ7 11/3/2020 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 ``�1111111II�� based on the parameters provided by Chambers Truss. ��PS.; 4 . A4 !il Truss Design Engineers Name: Albani, Thomas �� O B i� My license renewal date for the state of Florida is February 28, 2021. ��'-'v� G E N SF. q2� •�� 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 judsdiction(s) identified and that the designs comply with ANSIITPI 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. 3 S TAT E O F : 44/�/` �O N A " �% 11111 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 November 03, 2020 1 of 1 Albani, Thomas t Job Truss Truss Type Qty Ply THE WINDSOR T19781803 M11392 A HIP 1 1 Job Reference (optional) t.namuerb r rubb, mu., rort nerve, rL 6.Z4U s Mar U ZUZU MI I eK Inausmes, Inc. I ue Mar 24 12:54:U7 ZUZU Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-KTRK2jb7uXlhmgejamLw33G2phzq_U FBTsBBV6zXjH_ 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 5-9-3 2-1-2 6-10-14 0-0 4.00 12 48 = 2x3 II 3x6 = 44 = 4x8 = 2x3 2x3 \\ 4 26 5 6 7 27 8 9 Scale=1:60.5 V A A 1 � IA a �o r� 3x4 — 3x4 = 3x6 — 6x8 = 3x4 = 3x6 = 3x4 = 3x5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 2441190 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 FBC20171TP12014 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 purling. 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=-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=-132912190 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, 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 - Vedfy 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® parameters 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/TPH Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply THE WINDSOR T19781804 M11392 Al SPECIAL 1 1 Job Reference (optional) onambers I cuss, Inc., i-ort coerce, FL u.zqu s mar a zuzu mu t etc Inausmes, Inc. i ue mar zq iz:oq:uo zuzu 4-3-2 3-0-7 7-7-9 Scale=1:61.3 5x6 = 2x3 11 3x4 = 5x8 MT18HS = 4.00 12 4 21 5 6 22 7 13 12 3x6 = 3x5 = 5x8 MT18HS = 3x12 zz 2.00 12 10-M 14-9-0 24-6.8 35-0-0 10-0-0 4-9-0 9-9-8 10-5-8 Plate Offsets (X,Y)— [2:0-0-2,Edge), [7:04-0,0-2-3), [9:0-1-15 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 0.63 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 Cade FBC2017rrP12014 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 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=-89711523, 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(l) 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. 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 Alban!, 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 atjoint(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. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 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 MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not 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 ANSIITP11 quallty 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 T79781805 M11392 Ara SPECIAL 1 1 �THEWINDSOR Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:09 2020 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-HsZ4SPC008?P?zo5hBO08ULMuVYnSPxUx9glY?zXjGy �1-0-0 8-6-0 13-0-0 14-9-0 22-0-0 27-4-7 35-0-0 a6-0-O -0-0 8-0-0 4-6-0 1-9-0 7-3-0 5.4-7 7-7-9 -0-0 Scale = 1:61.3 5x6 = 3x4 = 5x8 = 4.00 12 4 21 5 22 6 3x4 = 3x6 = 2.00 12 3x12 10-0-0 14-1-0 22-M 241 35.0-0 10-0-0 4-9-0 7-3-0 2-0 8 10-5-8 Plate Offsets (X Y)— [2:0-0-6,Edge] [6:0-4-0,0-2-3], [8:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi 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 FBC2017/rPI2014 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 Harz 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=4651925, 6-11 =-391/277, 6-1 0=-1 318/2268, 7-1 0=-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 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 Printed Copies Of this will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSl1TPI 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 8. on any electronic copies. Thomas A. Albani 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 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 Ra 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 MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 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 Job Truss Truss Type City Ply THE WINDSOR T19781806 M11392 A3 SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:10 2020 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-127SgIdOBS7Gd7NIFvvehhuYXvu2Bsnd9pPr4RzXjGx 1-0-0 8.6.0 15-0-0 20-0-0 24 6-8 27-% 35-0-0 6-0 - 8.6-0 6-6-0 5-0-0 4-6-8 2-9-15 7-7-9 0-0 Scale = 1:62.3 3x5 = 4.00 12 14 2x3 11 5x6 = 13 5x6 = 4x5 = 2.00 12 3x12 Zz LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 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 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 =-1 072/1939, 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=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & 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 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 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 BCS1 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 8904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 m� MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply �THEWINDSOR T19781807 M11392 A4 SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:11 2020 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-DEhgt5eexIF7FHyUpcQtEvQjTIDGwGhnOT90duzxiGw i1-0-0 8-6-0 14-9-0 17-0-0 18 0 q 24 6 8 , 27-4-7 , 35-0-0 46-0 q i-0-0' 8-6-0 6.3-0 2-3-0 1-0-0 6-6-8 2-9-15 7-7-9 0-0 Scale = 1:62.3 4.00 12 5x6 = 46 = 2x3 II 6 7 16 15 6x10 3x5 = 2x3 II 5x8 = 3x12 2.00 12 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 CSI. DEFL. in (loc) Udefl L/d 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 FBC20171rP12014 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 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. 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) 11 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 11. 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 deslgn 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 � 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 ANS11Tp/f Quality Criteria, OSB-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 Truss Type 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:_kriGCA6bx7j2Syl HDXFw7ye3KX-9dpbinfuTNVrUb6twl SLJKWOV6vFOEp3meVhmzXjGu it-0-0i 8.6-0 14-9-0 17-6-0 i 24-6-8 1 27-4-7 35-0-0 46-01 ti-0-0 8.6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 -0-0 Scale = 1:60.3 �1 0 5x8 MT18HS 11 4.00 12 14 13 3x5 = 2x3 II 5x10 = 2.00 12 3x12 lm1 � r 0 8-6-0 14-9-0 24-6-8 35-0-0 8.6-0 6-3-0 9-9-8 10-5-8 Plate Offsets (X Y)-- [2:0-1-6,Edgel, [8:0-3-O,Edgel, [10:0-1-15 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 10 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (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) 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=01303, 3-13=-861/619, 5-13=-2161264, 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. This item has been 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 electronically signed and 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 sealed by Albani, Thomas, PE DOL=1.60 using a Digital Signature. 3) All plates are MT20 plates unless otherwise indicated. Printed this 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. copies of 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 document are not considered will fit between the bottom chord and any other members, with BCDL=10.Opsf. signed and sealed and the 6) Bearing atjoint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signature must be verified capacity of bearing surface. on any electronic copies. 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. 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. 5/19/2020 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 Nil 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 MiTek' 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 T19781809 M11392 ATA COMMON 5 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:14 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-dpMzW79WEgdi61g3UkzarX2EkWJA7jTD4RN3DCzXjGt 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 4-7-0 8-4-0 -0-0 c5 3x6 = 4.00 12 4x5 = 17 — 15 "v ", 14 — 12 2x3 11 4x6 = 3x8 = 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 FBC2017/TP12014 3x8 = 2x3 II 4x6 = CSI. DEFL. in (loc) I/defi Ud TC 0.59 Vert(LL) 0.33 14-15 >999 240 BC 0.68 Vert(CT) -0.64 14-15 >652 180 WB 0.59 Horz(CT) 0.13 10 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD 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, 10-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524 Scale = 1:59.5 3x6 = PLATES GRIP MT20 244/190 Weight: 166 lb FT = 0% Structural wood sheathing directly applied or 3-1-15 oc pudins. Rigid ceiling directly applied or 5-2-15 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; 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 3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift atjoint 2 and 775 lb uplift at joint 10. ®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 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 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. 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 1 N I� Jab Truss Truss Type Oty Ply THE WINDSOR T19781810 M_11392 B COMMON 2 1 Job Reference o tional Chambers Truss, Inc., Fart Pierce, FL 8.240 a Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:15 ZUZU Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-5OwLjSh8?_IzjuFF2SVpOlbSRwk4sA4MJ57cmfzX)Gs 1-0-0 8-3-5 14-0-0 17-6-0 21'D 0 26-8-11 35-0-0 6-0 O-0 8-3-5 5.8-11 3 6-0 3-0-0 5 8-11 8-3-5 0-0 �1 0 4.00 12 3x6 = Scale = 1:59.3 3x4 = 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 17-20 >715 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 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 at joint(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; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. ® WARNING - Verify deslgn 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 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 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 ANSYTPlf 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. Albani PE No.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 I N 0 Job Truss Truss Type Oty Ply THE WINDSOR T79781811 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:17 2020 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-2026BBiPXb7HzCPe9tXHTAgmFjM1 K3EfmPcjgXzXjGq 15-6-0 21.6-0 1-0-0 7-0-0 9-6-0 11-6-0 13-6-0 1 17-6.0 19-6-0 21-0-0 23-6-0 25-8-0 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 2:2- 7-0-0 -0-0 Scale = 1:62.4 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED--- PURLINS AS SPECIFIED. 3x6 648 5x12 =53 4 6 3 52 3x4 = 4.00 12 4x4 = 57 15 58 17 56 12 /\ 59 35 42 43 34 44 45 33 3x6 = 6x8 = 223x6x6 M20 = 2�1 5x122616 627 63 14 28 29 cS tW i� 46 47 48 32 49 31 50 51 30 6x8 = 34 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 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 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 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=-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=4361614, 16-18=-4361514, 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=-56811039 WEBS 3-35=-191/649, 27-30=0/451, 3-33=-2090/1523, 11-33=8101782, 19-32=772/745, 27-32=-148411044, 9-10=463/453, 20-21=-462/454 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0, 158 lb down and 206 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 Ill down at 23-114, and 69 lb down at 25-11-4, and 69 lb down at 27-11-4 on bottom chord. e eslg se action o 'such conhection eirice(s)`is the responsibilityof others: "--`-----"---` ®Q 2kNMieV� stag )dteadlORF„ItQad3rapp1fe7t-tie fimfoceLdtih®Iame; 6tffiFBSfr=t7( )G&bgd2ABEFORE USE. DelgntfnWVartlile evp MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a trNpq Aygt��isggtgjng designer must verify the applicability of design parameters and property incorporate this design into the overall bull, i esi n. g i i Mot. 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 ANSIITP11 Quality Criteria, DSB-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 Cert 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 THE WINDSOR T79781811 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(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 M11.7473 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 ��T2 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/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 Qty Ply T79781812 M11392 GRA HIP 1 1 �THEWINDSOR Job Reference (optional L;namoers I russ, Inc., Fort Fierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:19 2020 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYbI7yXOVouLyEj5gvQzXjGo 1-0-0 7-0-0 14-11-0 21-5-2 28-0.0 35-M 6-0- -0-0 7-0-0 7-11-0 6-6-2 6-6-14 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 32 4x8 = 7 Scale = 1:60.3 15 33 34 14 35 13 36 37 38 1239 11 40 41 10 3x4 = 2x3 11 3x6 = 5x14 = 3x4 = 4x6 = 24 11 3x5 = 35-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 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 n/a n/a PLATES MT20 MT18HS Weight: 153 lb GRIP 2441190 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 jive 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 USIn Digital Signature. g a g g 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 lb 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 25-11-4, 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). .......... _........... ........ ... ........ ...... ._... ALQAi I1NCASE(SIj;si§rtp0dar&rs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. DeiigntPnWgrg MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ?a�e"2h a truss system. Bef re ,as, 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 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 ANS11nPH 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 City Ply THE WINDSOR T19781812 M11392 GRA 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 12:64:19 2020 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-_nAsZgkf3CG_CWZOHIZIYb17yXOVouLyEj5gvCizXjGo 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=-10(B) 35=40(13) 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. 5/19/2020 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 HV 1 1• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSb7PH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T19781813 M11392 J1 MONO TRUSS 8 1 �THEWINDSOR Job Reference o tional 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 HDXFw7ye3KK-_nAsZgkf3CG_CWZOHIZIYbIBwXAho7vyEjSgvQzXjGo 1-0-0 1-0-0 3x4 = Scale = 1:6.1 1-0-0 1-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.18 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 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=3.0psf; h=15ft; B=70ft; 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 Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 24,2020 ®WARNING - Verity 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 IYI�'r fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVfPII 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 WINDSOR T19781814 M11392 J3 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL -0-0 3x4 = 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:20 2020 3-0-0 3-0-0 Scale = 1:9.4 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) 0.01 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 FBC2017frP12014 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 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. 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 HV at 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 ANSVTP/f Qualify 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 Job Truss Truss Type Oty Ply THE WINDSOR T19781815 M11392 J5 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 12:54:21 2020 Page 1 ID:_kflGCA6bx7j2Syl HDXFw7ye3KX-wAHc_WlvbgWiRpjPOibDeOrOoKiYG1 PFh 1 awzlzXjGm 5-0-0 1-0-0 5.0-0 3x4 = 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 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 2441190 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 9lb uplift at joint4. 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 MII-7473 rev. 5/192020 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 MiTek* iT®k• 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 iVI fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safetylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply THE WINDSOR T79781816 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-0-0 3x4 = 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 24 12:54:212020 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wAHc_WlvbgWiRpjPOibDeOrSnKmPG 1 PFh1 awzlzXjGm Scale: 3/4°=l' 7-0-0 7-0-0 Plate Offsets (X,Y)— [2:0-1-14,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 2441190 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 FBC2017frPI2014 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, Intedor(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 Aibani, 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 A WARNING - Vedfy 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 HV building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - MtTek* 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 Inlormatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T19781817 M11392 KJ7 MONO TRUSS 4 1 �THEWINDSOR Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Mar 2412:54:22 2020 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-OMr BsmXM7eZ3zlbyQ7SADNhnk9g?RvOwhJUWIzXjGI -11-10 6-8-12 9-10-1 -5.0 6-8-12 3-1-5 Scale = 1:20.6 3x4 = 5 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 2441190 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/TP12014 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 (Ib) 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 atjoint 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. Alban! PE No.39380 MiTek USA, Inc. FL Cart 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 Mil-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 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 ANSYTPlf Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Satetylnrormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols 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. Ogle For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MITek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. ❑ O 2 O EL O F- Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 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 [CC-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: MII-7473 rev. 5/19/2020 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 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 pudins 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 ANSI1TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.