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HomeMy WebLinkAboutTrussA, r s u, f� a DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Span or less 30' to 60' Span so degrees Sprea er Bar or less F— 1 /2 _� og f--Approx 2/3 to e Tog Line sport approx. 1/2 of sport REFER TO SCSI REFER TO SCSI Truss must be set this way If crane used Truss must be set this way if crane used. Truss is an example your truss may not motch This is on example, truss may not match. Insist crone operator sets truss this way. Insist crane operator sets truss this way. AIFR 1—iANE=1111I—lR IVail TF= UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR ANY OTHER A/C REQUIREMENTS, THIS MAY BE IN CONFLICT WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS. CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR. U REPRESENTS A HANGER Carrying Girder For Truss to Truss Connections see hanger/connector Nails must be as shown. Guide tabs o schedule in engineering Dome angle nails. package. Carried Truss SEAT PLATES BY CHAMBERS INDICATES LOAD BEARING WALL REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 8'-1" ABOVE FINISHED FLOOR i I 12 4.00 Cl) upset l/4" heel=315/16" PLUMB CUT END 1' 2 x 4 Top Chord WALL HEIGHT ll TYPICAL END DETAIL 12 4.00 T­— CD 2.00 8. M 2 1 a' y upset=1/4" 11115/16" PLUMB CUT END 1' 2 x 4 Top Chord WALL HEIGHT 8'-1" END DETAIL: A Y q ARRANGE WITH CRANE OPERATOR IN AUVANCE • A SPREADER BAR •: '.. . . • stand on trusses until they a a braced ..c e.* per BCSI • properly •• nailed to straps :: hangers N LENGTH %% A _■ ■ i /� �- --- 1 ------- WNW INS —�' \ 0 1101 000040 %� Is -- or ■ —•— —i 010 ■10 .. �I���III ■■■ 010 oil101 I, I ■� /� '• i//%II"Y//i/ii///I�//��ii//i/.i/ 'i , li 1 I r The Architect's or Architect's. representative's Shop drawing. approval Is NOT a "double. check" of the Contractor', The . contractor shelf remain responsi4le for checking field measurements and other construction criteria. Architect+ approval covers general roof shape, reviewof truss stra l3pingstructure frAgrand and loading an y and uplift to ds anq theive, tocatinsApprovetl parc,dra "AJ.A. $.A. FABRICATION AGREEMENT . TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED The legal description of the property where the trusses will be Installed Is: The undersigned acknowledges end agrees: ---�_ 1. Trusses will be made In strict accordance with this truss placement diagram layout, which is the sole authority for determining.successful fabrication of the trusses. 2.All dimensions In this layout have been verified by the undersigned. .3, Unless written notice Is provided by ceri fled mail to Chambers Truss within ten (10) de; of delivery the undersigned agrees that no backoharges will be allowed In the event such written node Is furnished Chambers Truss shell have three (3) bu ass days In which > to begin repalre required, or to substitute other trusses, at Chambers opti n. 4. The undersigned acknowledges r8mlpt of'BCSI 1.03" summery sheet by TPI & WTCA, 6, Delivery Is to Job site, It Is the buyees'nesponelblllty to make the jab site I dellve Ch b T ry. am era rasa has the sole authority to determine the suitability of the job su table site or a Thportion buyer Issreo responsible for adb site for ditional deliver. C113Mbers y exp expensesIfI( Chambers onsible Twa hade s toi eery only. bemuse job eh9 is not prepared for delivery or buyer Is not prepared for delivery of Buyer Is responsible to Chamber, Trues for towing coal due to site Conditions. trusses. 6, Firm as shown In paragraph 7 below Is subject to change If any changes are, made Ili this. layout. 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 to, or if agreement a reasonable price, Involcs will be made on delivery and paid within terms of Her on delivery. Invoice may, be made at scheduled date of dell vary If buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers, 7Nas reasonable j apomeys fee for collections In event of payment not timely made. 1.12 Yo, 6p charge will be added for all sums not paid within terms. per month se vice 1 . S. Signature or Initials anywhere on this sheet constitutes egr"Maril o all terms herein. @. In consideration of Chambers Truss extending credit for this material the undereigned uncondltioTnaliy guarantees payment when due of any and all Indebtedness owed to Chambere rues by any entity recall material and the undersigned agrees to pay such Indebtedness Including a radplent, hp�. meys fees, If default In payment for material be made by the � 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to herein, the. parties agree that the sole venue for any such action will be Saint L Ie County, Florida. 11. Design responsibilities are per. `National Standard And Recommended Guidelines on Responsibilities For Construction Using Metal Plate Connected Wood Trusses ANSI1rP1/NTCA 4 .2002 DATED SIGNED For Trrl_E r,apru"wr war rsray oe rsqu4!w per•Bcsj 1-03" to prevent Injury& dams = Multiple ply trusses must be fastened together Per engiaeeril before they are set, failure to do so can result In roof collap&i� Temporary and permanent bracing are required and can save I and property and Is the responsibility of the truss erector. Study the contents of the Information packet Included on dellvl before setting trusses. TrUsses must besetand braced p;deslgn to prevent Ill Fx darflage, Trusses must be set plumb and square Do notset bunks or stack of plywood, roofing material or any Will co'ticentrated 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 Plercei Florida 34982.6423 800-551-5932 Fort Pismo 772-465-2012 Fax 772-465-8711 Vero Beach 772-569.2012 Stuart 772-2863302 92.0/93.2 MITEK 4.2 DESIGN CRITERIA - ' County SAINT LUCIE Building Department SAINT LUCIE COUNTY z Wind Design Criteria ASCE 7-2010 Q Wind Design Method MWFRS/C-C hybrid Wind ASCE 7-10 .. o 'o`, p I Roofing Material Shingle or Shake 0 =' N Loading in PSF Roof R.D.L. (4 s Top Chord Live 20 s� . ,I �? Top Chord Dead 7 4.2 c = Bottom Chord Live 10 Non -Concurrent Bottom Chord Dead 10 3 CAI 3 yJ TOTAL Load 37 7.2 R 0 Duration Factor 1.25 C9 Wind Speed 165mph N y Top Chord C.B. Sheeting by builder. Z� J .� Bottom Chord C.B. Sheeting by builder. Highest Mean Height 14'-0" Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2017 Ify tt.u.L.=r2estreinina Dead Load C.B.=Continuous Bracin Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Buildina Desi ner and/or Engineer of Record. _ �e Chambers Truss Inc. Drawing Name: M11323 W Scale: 1/4 = 1' 72 total trusses, 13 different trusses. MI 4: SAE All SAE Reviewed By: C(I Date:04/24/12 Revised:02/21/18 REVIEWED -il /� of OMPL AhtC Y `, FOR Revised: 3/05/2020 IT. LUCIE C u�.�., WYNNE BUILDING CORP. —T DESCRLPTION: GARAGE RIGHT CARLTON PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 13 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT M 1 1323 13`g4l 69 MiTeko RE: M11323 MiTek USA, Inc. M11323 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Model: CARLTON Address: N/A Subdivision: City: PORT ST LUCIE State: FL 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 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T19884596 A 7/7/2020 2 T19884597 A5 7/7/2020 3 T19884598 A6 7/7/2020 4 T19884599 A7 7/7/2020 5 T19884600 A8 7/7/2020 6 T19884601 A9 7/7/2020 7 T19884602 GRA 7/7/2020 LE COPY 8 T19884603 GRB 7/7/2020 9 T19884604 J2 7/7/2020 10 T19884605 J4 7/7/2020 11 T1988460J6 7/7/2020 REED FOR 12 T19884607 VIEW J8 7/7/2020 REVIEWED 13 T19884608 KJ8 7/7/2020 CODE COMPLIANCE SST. LUCIE COUNTY R'OCC This item has been electronically signed and sealed by Velez, Joaquin 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 ����►��� based on the parameters provided by Chambers Truss. ♦♦OPC U I N Truss Design Engineer's Name: Velez, Joaquin `.4 �•'�\G E N3F�'?',�� My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 No 68182 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. Iof1 �:. STATE OF •:��/ OR N Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 July 07, 2020 Velez, Joaquin Job Truss Truss Type Qty Ply T19884596 M11323 A COMMON 9 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Apr 3 07:54:27 2020 Page 1 ID:a3B4PavKnnZweXyJckSFBgyuFUN-bAjL909k_1 Hpv5SDpc_pEKrtnVLQuvtwTtLrJ WzUUjw 6-7-13 12-4-13 17-0-0 21-7-3 27.4-3 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 3x6 = 4.00 12 45 = 27 17 - 15 '- "' 14 - 12 2x3 II 4x6 = 3x8 = 3x8 = 46 = 2x3 II Scale = 1:57.8 3x6 = 6-7-13 12�-13 21-7-3 27-4-3 34-0-0 6-7-13 5-9-0 9-2-7 5-9-0 6-7-13 _Plate Offsets (X,Y)— [2:0-0-2,Edge), [10:0-0-2,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 file n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 163 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD 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 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) Max Grav 2=1362(LC 1), 10=1362(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3419/2395, 3-5=2771/2031, 5-6=-2770/2152, 6-7=-2770/2152, 7-9=-2771/2031, 9-10=3419/2395 BOT CHORD 2-17=2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, 10-12=-2132/3213 WEBS 6-14=-635/983, 7-14=-313/362, 9-14=-689/499, 6-15=-635/983, 5-15=-313/362, 3-15=-689/499 Structural wood sheathing directly applied or 3-7-12 oc purlins. Rigid ceiling directly applied or 4-11-7 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2)13-7-3 to 204-13, Interior(1) 20-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This item has been 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. electronically signed and 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift atjoint(s) except Qt=lb) sealed by Velez, Joaquin, PE 2=832,10=832. using a Digital Signature. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 lb up at Printed copies of this 15-0-0, and 50 Ib down and 47 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. document are not considered 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signed and sealed and the signature must be verified LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 on any electronic copies. Uniform Loads Joaquin Velez PE No.68182 =- Vert: 1-6=-54, 6-11=-54, 18-21=-20 MiTek USA, Inc. FL Cart 6634 Concentrated Loads (lb) 6904 Parke East Blvd. Tampa FL 33610 Vert: 26=-50(F) 27=-50(F) Date:April 3,2020 ®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 MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and thus systems, see ANSIITP11 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 r Qty Ply 1323 T19884597 M11323 A5 SPECIAL 9 1�Joob' Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Apr 3 07:54:28 2020 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-3MHjMkAMIKQgXE1 PNJV2mXOxRucedNo4iX50ryzUUjv 1-0-0 7-8-5 10-64 17-0-0 20.4-8 264-0 34-0-0 5-0 0-0 7-8-5 2-9-15 6-5-12 134-8 15-11-8 7-8-0 -0-0 5x8 MT18HS 11 4.00 12 Scale = 1:59.8 13 12 5x12 = 2x3 II 3x6 = 3x121 = 2.00 12 Plate Offsets (X,Y)— [2:0-1-15,Edge], [4:0-3-0,Edge] [10:0-0-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 155 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) Max Grav 2=1312(LC 1), 10=1312(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, 9-10=3195/2210 BOT CHORD 2-14=-3466/5266, 13-14=-1305/2115, 12-13=-1948/2995, 10-12=-1948/2995 WEBS 3-14=-355/314, 5-14=-293/354, 6-14=-2175/3326, 6-13=-279/534, 7-13=-237/277, 9-13=786/560, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 24-13 to 13-7-3, Exterior(2) 13-7-3 to 20-64, Interior(1) 20-6-4 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI1TPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 2=803, 10=803. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2020 A 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 Well( � building design. Bracing indicated is to prevent buckling of individual truss web andlor 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/TP/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 Jab Truss Truss Type Oty Ply T198B4598 M11323 A6 SPECIAL 1 1 �M`11121 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Apr 3 07:54:29 2020 Page 1 I D:2GIScwwyY5hnGhXVARzUkuyuFUM-YYr6a4 B_WeYX90cbw00HJlx7i lyP Mm6DxBgy00zUUj u 1-0-0 8.11-11 16-0-0 18-0-0 20� 8 25-11-15 34-0-0 35-0-q -0-0 8-11-11 7-G-5 2-0-0 2 4-8 5-7-7 8-0-1 0-0 4.00 12 �2 3x12 = 2.00 12 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 30 `Except' 3-5,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) Max Grav 2=1312(LC 1), 9=1312(LC 1) 6xl0 MT18HS = 5x6 = 5x6 = 3x6 = Scale=1:61.9 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 BC 0.93 Vert(CT)-0.9214-17 >443 240 MT18HS 244/190 WB 0.86 Horz(CT) 0.34 9 n/a n/a Matrix -MS Weight: 157 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 24=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=2398/1533, 8-9=-3199/1981 BOT CHORD 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-1123/2199, 11-12=-1731/3001, 9-11=-1731/3001 WEBS 4-14=492/513, 5-14=-170712959, 5-13=-405/196, 6-13=-179/522, 8-12=-893/660, 8-11=0/303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf,, h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=1b) 2=803, 9=803. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19l2020 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 propedy 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 fabdeation, storage, delivery, erection and bracing of trusses and truss systems, see ANS11fP11 Quality Criteria, DSB-99 and BCS/ Building Component 6904 Parke East Blvd. Safetylnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type city Piy M11323 [Trmss T19884599 M11323 SPECIAL 1 ]Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Apr 3 07:54:30 2020 Page 1 ID:WSJgpGwal Ppeur6hk9UjG5yuFUL-OIPUnQCcHygOmYBnUkXWryTI Fil45CtN9gaVwrzUUjt 1-0-0 14-0-0 20-0-0 25.11-15 34-0-0 5-0- -0-0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 -0-0 �1 6 Ann Fio 3x12 = 2.00 12 5x8 = 5x6 = lu 5x12 = 2x3 11 3x6 = Scale = 1:60.8 10.6-4 14-0-0 20-4-8 25-11-15 34-0-0 10-6-4 3-5.12 6-4-8 5-7-7 8-0-1 Plate Offsets (X,Y)— [2:0-1-15,Edge), [4:0-4-0,0-2-3), [7:0-0-2,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.10 10-11 >369 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 147 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) Max Grav 2=1312(LC 1), 7=1312(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5484/3370, 3-4=-5116/3126, 4-5=2229/1544, 5-6=-2448/1599, 6-7=-3169/1993 BOT CHORD 2-11=-3071/5219, 10-11=-1590/2874, 9-1 0=-1 738/2968, 7-9=-173812968 WEBS 3-11=-419/443, 4-11=-1466/2647, 4-10=-812/448, 5-10=-205/487, 6-10=-7851575, 6-9=0/272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interjor(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 This item has been will fit between the bottom chord and any other members. electronically Signed and 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify sealed by Velez, Joaquin, PE capacity of bearing surface. using a Digital Signature. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Printed this 2=803, 7=803. copies of p document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 andfor chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality 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 M11323 T19884600 M11323 A8 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8-8-4 4.00 12 8.240 s Mar 9 2020 MiTek Industries, Inc. Fn Apr 3 07:54:31 ZUZU 3-3-12 3-8.4 4-8.4 1-7-8 ' 2-8-12 5x6 = 3x4 2x3 II 5.8 = = 4 21 5 6 22 7 Oyt /i 12 11 3x12 2.00 12 5x12 = 3x4 = 4x5 = = 10-6-4 9-10-4 1-7-8 Plate Offsets (X,Y)— (2:0-1-15,Edge), [7:0-5-8,0-2-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.65 12-13 >624 360 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-", 9=0-8-0 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) Max Grav 2=1312(LC 1). 9=1312(LC 1) Scale = 1:60.6 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 154 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5488/3444, 3-4=-5117/3183, 4-5=-3911/2497, 5-6=-2576/1770, 6-7=-2586/1779, 7-8=-2663/1762, 8-9=-3021/1971 BOT CHORD 2-13=-3143/5224, 12-13=-1956/3292, 11-12=-1369/2481, 9-11 =-1 70512827 WEBS 3-13=396/420, 4-13=-1028/1721, 5-13=-300/797, 5-12=-894/601, 6-12=-2651263, 7-12=-2941391, 7-11=-374/691, 8-11=-5351502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 24-13, Interior(1) 24-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 2=803, 9=803. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2020 ® 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 � 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 ANS11TFll 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 M11323 T19884601 M11323 A9 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Apr 3 07:54:32 2020 Page 1 ID:_etC1 cxC3ixVV?huts?ypJyuFUK-y7XEC6DspZw6OsKAc9Z_xNZ18W4CZ7Mfd83c?jzUUjr 1-0-0 6-7-15 10-0-0 15-2-14 20-0-0 240-0 27-4-1 34-0-0 5-0- -0-0 6-7-15 3 4-1 5-2-14 5-1-2 3-8-0 3 4-1 6-7-15 -0-0 4.00 12 3x5 = 4x4 = 3x4 2x3 II 4x8 = = 4 24 525 26 6 27 7 15 14 13 12 11 3x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 TCDL 7.0 Lumber DOL 1.25 BC 0.54 BCLL 0.0 Rep Stress Incr YES WB 0.89 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0, 13=0-8-0 Max Horz 2=109(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) 6x8 = 3x6 = 3x4 = Scale=1:58.6 3x5 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.18 11-21 >917 360 MT20 244/190 Vert(CT) -0.38 11-21 >432 240 Horz(CT) 0.02 13 n/a n/a Weight: 156 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4=-913/708, 4-5=-829/705, 5-6=-565/807, 6-7=-565/807, 7-8=-1041278, 8-9=-341/235 BOT CHORD 2-15=-836/1187, 13-15=-34/309, 11-13=-256/348, 9-11 =-1 241304 WEBS 3-15=-425/501, 5-15=-444/665,5-13=-121511079,6-13=-264/300, 7-11=-2551396, 8-11=-461/521, 7-13=837/703 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 24-13 to 5-2-5, Exterior(2) 5-2-5 to 14-9-11, Interior(1) 14-9-11 to 19-2-5, Exterior(2) 19-2-5 to 28-9-11, Interior(1) 28-9-11 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 2=430, 9=249, 13=928. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa, FL 33610 Date: April 3,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with 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 ANSI1fPl1 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 M11323 T19884602 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 ZUZU MI FeK Industries, Inc. t-n Apr 3 Uf:b4:3-3 ZUZU rage i ID:_etC1 cxC3ixVV?hu Is?ypJyuFUK-QK4cPSEUat2zdOvM9s4DTb5n5vPvlY6proo9XAzUUjq �1-0-0 8-0-0 11-1-1 17-0-0 18 6-0 22-2-2 26-0-0 34-0-0 -0-0 8-0-0 3-1-1 5-10-15 1-6-0 3-8-2 3-9-14 8-0-0 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4x4 = Scale = 1:60.6 3x5 —_ 3x6 II 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 6x8 = TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE, OR CONSULT QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1. 8-0-0 11-1-1 18-&0 26-0-0 34-0.0 , 8-0-0 3.1-1 7-4-15 7-6-0 8-0-0 Plate Offsets (X,Y)— [2:0.2-2 Edge] [3:0-3-8 Edge] [21:0-3-8,Edge] [24:0-3-8 0-3-0], [27:0-3-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-351(LC 8), 27=1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-621/387, 3-5=-304/838, 5-7=-588/1209, 7-8=-588/1209, 8-12=-588/1209, 12-13=-588/1209, 13-15=-588/1209, 15-16=-588/1209, 16-18=-588/1209, 18-20=-2230/1280, 20-21=-2230/1280, 21-22=-2271/1263, 6-9=-126/305, 9-11 =-1 06/363, 11-14=-193/412, 14-17=-94/271, 19-21=-143/272 BOT CHORD 2-29=-247/677, 27-29=-189/540, 26-27=-779/446, 24-26=-411/653, 22-24=-1083/2108 WEBS 3-29=-500/1176,3-27=-1766/911, 5-27=-748/622, 5-26=-546/351, 13-26=-946/617, 18-26=-2412/1474, 18-24=-846/1780, 21-24=-35/351, 4-5=608/514, 19-20=335/305, 14-15=-556/407, 11-12=-254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. This item has been 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. Sealed by Velez, Joaquin, PE 4) All plates are 2x3 MT20 unless otherwise indicated. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . Printed copies of this 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at signed and sealed and the joint 27, 1495 Ib uplift at joint 26 and 625 lb uplift at joint 22. Signature must be Verified 8) Girder carries hip end with 8-0-0 end setback. on y electronic copies. an 9) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. Joaquin Velez PE No.68182 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at MiTek USA, Inc. FL Cert6634 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the 6904 Parke East Blvd. Tampa FL 33610 responsibility of others. Date: 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). April 3,2020 andard ®WARNING -Verify design parametersand 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 ANSUTPII 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 M11323 T19884602 M11323 GRA HIP 1 1 Job Reference (optional) cnamoers i russ, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Apr 3 07:54:33 2020 Page 2 ID:_etC1 cxC3ixVV?huts?ypJyuFUK-QK4cPSEUat2zdOvM9s4DTb5n5vPvlY6proo9XAzUUjq LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 21-23=54,29-30=-20, 24-29=47(F=-27), 24-33=-20, 3-11 =-1 26(F=-72), 11-21 =-1 26(F=-72) Concentrated Loads (lb) Vert: 29=-641(F) 24=-641(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSVTP/1 Quality Criteria, DSB-89 and BCS/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 Truss Type Ply M11323 T19884603 M11323 GRB HIP �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Apr 3 07:54:34 2020 Page 1 ID:SrRaEyyrgO4M78G4raWBLWyuFUJ-uWe7doF7LAApF9UZjacSOoe_iJjP 1 Oby4SYj3czUUjp �1-0-0, 8-0-0 13-8-0 17-0-0 20.4-0 26-0-0 34.0.0 35-0-q h-0-0' 8-0-0 5-8-0 3 4-0 ' 3 4-0 5-8-0 8-M -0-0 Scale = 1:58.6 .c b t7 5x12 MT18HS = 4x10 = 4.00 12 2x3 II 46 = 2x3 II 3 23 4 5 6 7 24 5x12 MT18HS = 4x6 — 3x6 II 5.6 = 6x12 = 6x12 = 5x6 = 3x6 II 4x6 8-0-0 13-8-0 20 4 0 26-0-0 34-0-0 8-0-0 5-8-0 6-8-0 5-8-0 8-0-0 Plate Offsets (X,Y)— [3:0-9-0,0-2-8), [5:0-3-0,Edge), [8:0-9-0,0-2-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 16-19 >820 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 153 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 `Except WEBS 4-14,7-13: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 13=0-8-0, 9=0-8-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3625/1950, 3-4=-2080/1236,4-6=-2080/1236, 6-7=-1296/2589, 7-8=-1296/2589, 8-9=-751/370 BOT CHORD 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-262f733, 9-11=-241/668 WEBS 3-16=-435/1209, 3-14=1552/774, 4-14=-837/691, 7-13=-878/713, 8-13=-3635/1919, 8-11=-432/1204,6-14=-1453/2814,6-13=-3198/1807 Structural wood sheathing directly applied or 3-1-14 oc purlins. Rigid ceiling directly applied or 5-3-14 oc bracing. 1 Row at midpt 3-14, 8-13, 6-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pelf 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 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries hip end with 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-131(F=-77), 8-10=-54, 16-17=-20, 11-16=49(F=-29), 11-20=-20 This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall : building design. Bracing Indicated is to prevent buckling of individual truss web andfor 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 ANS117PI1 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 11323 T19884603 M11323 GRB HIP 1 1 �JmobReference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Apr 3 07:54:35 2020 Page 2 I D:SrRaEyyrg04M78G4raW BLWyuFUJ-MiCN g7G16 U IgtJ31HH7 hYOB9Sj 3emSr6J6HGb2zU Ujo LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with 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 1 V I Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �giTe k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/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 oty Ply T19884604 M11323 J2 MONO TRUSS 8 1 �M`11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Apr 3 07:54:35 2020 Page 1 ID:xl?zSlzTbJCDIIrGPH1 QukyuFUI-MiCNg7G16UIgtJ31HH7hYOBJ7jCDmgz6J6HGb2zUUjo -1-0-0 2-0-0 1-0-0 2-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 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=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.8 2-0-0 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 7 >999 360 MT20 244/190 Vert(CT) -0.00 7 >999 240 Horz(CT) -0.00 3 n/a n/a Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 Ito uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2020 ®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 ANS1,1P11 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 Ply T19884605 1�111323 J4 MONO TRUSS �Qty 8 1 �M`11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Apr 3 07:54:36 2020 Page 1 ID:PDYLfd_5MdK4MSQTz?ZfRxyuFUH-gvml2TGNtoQXUTexRew5DjQW7UmV7DFYml p8UzUUjn -1-0-0 4-0-0 1-0-0 4-0-0 Scale = 1:11.1 3x4 = 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SIR 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=104(LC 10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) -Max. 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2020 ®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 of 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/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 M11323 T19884606 M11323 J6 MONO TRUSS 8 1 Job Reference t, floral Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Apr 3 07:54:36 2020 Page 1 ID:tP6jtzj7xSx_c_fXi4uz9yuFUG-gvm12TGNtoQXUTexRew5DjR?7MUV7DFYml p8UzUUjn 6-0-0 Scale = 1:14.6 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. 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=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10), 4=8(1_C 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 lb uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2020 ®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 Nat building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality 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 M11323 T19684607 [Job 11323 J8 MONO TRUSS 20 1 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-0-0 3x5 = 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Apr 3 07:54:37 2020 Page 1 ID:tP6jtzj7xSx c_fXi4uz9yuFUG-J5K7FpH?d5YO6dD8Oi99eRGYgXquEaTPmQmNgxzUUjm LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.4 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 24-13, Intedor(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 3, 228 lb uplift at joint 2 and 15 lb uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2020 ®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 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 p� building design, Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV IiTek• 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 ' Qty Ply M11323 T19884608 M11323 KJ8 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Apr 3 07:54:38 2020 Page 1 ID:Lcg 54J?LuEancmZr4Qb7 W MyuFUF-nHuVT9ldOPgFknoKyPgOAeooawBGzwZY?4WwCNzU Ujl Scale=1:20.3 3x4 = 5 3x4 = 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 FBC2017/TP12014 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, 6=Mechanical Max Horz 2=244(LC 8) Max Uplift 4=205(LC 8), 2=305(LC 8), 6=-286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC.13) CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 BC 0.30 Vert(CT) -0.12 7-10 >999 240 WB 0.46 Horz(CT) 0.02 6 n/a n/a Matrix -MS Weight: 44 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1151/523 BOT CHORD 2-7=687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-1236/755 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 286 lb uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard This item has been 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 electronically signed and Uniform Loads (plf) sealed by Velez, Joaquin, PE Vert: 1-s using a Digital Signature. Trapezoidal Loads plplf) ( Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B=-49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2020 ®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 ANSYTP11 quality Criteria, DSB-89 and BCS1 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 PLATE LOCATION AND ORIENTATION 14-1 3/4' 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. 0-116' For 4 x 2 orientation, locate plates 0- 'cis' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. 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/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C7-2 C2.3 S7b 4 WEBS V �v6 D O ~ C7.8 C6.7 c" BOTTOM 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 ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved � 1♦ Nil MiTek® MiTek Engineering Reference Sheet: Mll-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 ANSIrrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or 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 ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. AUGUST 1, 2016 I LATERAL TOE -NAIL DETAIL _ J MII-TOENAIL_SP OD (R) MiTek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. U 2. THE END AST TO UNUSUEDGE DISTANCE, AND AL SPACING OF NAILS SHALL BE SUCH AL SPLITTING OF THE WOOD. MiTek USA, Inc.. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES nc. cweeneo(� � FOR MEMBERS OF DIFFERENT SPECIES. A MITek A1011al° THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW OE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SP DF HF SPF SPF-S C4 .131 88.0 80.6 69.9 68.4 59.7 p .135 1 93.5 85.6 74.2 72.6 63.4 J L, .162 108.8 99.6 86.4 I 84.5 73.8 ri z z .128 74.2 67.9 1 58.9 57.6 50.3 0 .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 1 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) - 291.5 lb Maximum Capacity ANGLE MAY ANGLE MAY VARY FROM VARY FROM 30° TO 60 ° .300 TO 600 45.00 ° VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) . 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE \ NEAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30°TO 600 �'. 45.000 45.000 JANUARY 20, 2020 TYPICAL HIP/ KING JACK CONNECTION STDTL Attach E w/ (4) 16d & (3) 16d CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Chambers Truss, Inc. 3105 Oleander Ave. Ft. Pierce Fl. 34982 Ph: 772-465-2012 PAUL WELCH INC. MECH-ELECT-CIVIL ENG $114 ' �\ ' 1984 BILT MORE ST. k PORT ST. LUCIE, FL 34984 -PA{1. WELCH, P.E. FLA REG NO 29945