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HomeMy WebLinkAboutTruss®=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. 000 JF,,SPAGING NOTE ALL TRUSSES ARE TO DE SET AT 2'-0: ON CENTER L� EXCEPT AS NOTED MULTIPLE PLY TRUSSES MUST BE ASTENED TOGETHER PER ENGINEERIN( BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE ® IF MULTIPLE PLY. DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Span or less 30' to 60' Span `I 60 degrees Spree er Bar or less 7-1 1 /2_ lT ag F_Approx 2/3 to_,, Tag Line span approx. a^e 1/2 of span If REFER TO BCSI REFER TO BCSI .Truss must be set. this way. if crane used. Truss must be set this way if crane used. Truss Is on example, your truss may not match. This is on example, truss may not match. Insistcrone operator sets truss this way. Insist crane operator sets truss this way. U REPRESENTS A HANGER F SEAT PLATES BY CHAMBERS INDICATES LOAD BEARING WALL REQUIRED BY TRUSSES . ' SUPPLIED BY BUILDER AT A HEIGHT OF 8'-1" ABOVE FINISHED FLOOR 12 4.00 — to � � M q upset=1/4" hee1=315/16" PLUMB CUT END 1' 2 x 4 Top Chord WALL HEIGHT 8'-1" TYPICAL END DETAIL 12 a.00 8� 2.00 12 M upset=1/4" hee1=315/16" PLUMB CUT END k 1, 2 x 4 Top Chord t t WALL HEIGHT 8'-1" + END DETAIL: A �m Y , AL ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF, 17'- 23'IN I -_NGTH L-. . • not stand on trusses until theyare braced per BCSI & properly nailed straps & hangers GARAGE LEFT FABRICATION AGREEMENT . TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED The legal description of the property where the trusses vdll be Installed Is: The undersigned acknowledges and agrees: - t:. Trusses will be made In strictaccordance with this use placement diagram layout, whkhls 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 certhled mall to Chambers Trues within ten (1D) days of delhrery the undersigned agrees that no backcharges will be allowed..ln the event such written notice is furnished Chambers Truax shall have three (3) buaajjrose days in which to begin repairs required, or to substitute other trusses, at Chambers optl�n. 4. The undersigned acknowledges reosipt of -BCSI 1.03" summary sheet by TPI & WrCA. b. Delivery b to Job site. It Is the buyefe'rosponelblltty to make the job one suitable for delivery, Chambers Truss has the sole authority to detertnlne the eultablihy of the job site or a portion of the job she for delivery, Chambers Truss will be responalble for dump delivery only. The buyer Is responsible for additional dellvary expenses H Chambers Truss has to nedellver ' because job she Is not prepared for delivery or buyer Is not prepared for delivery of trusses. Buyer to responsible to Chambers Trues for towing coats due to she conditions. S, Price as shown Io paragraph 7 below is subject to change If any changes are. made In 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 no agreement a reasonable price, Invoice will be made on delivery and paid within terms of nei ,on delivery. Invoice may, be made at scheduled date of delivery If buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers,Tfuas reasonable attorneys fee for colledlbns In event of payment not timely made. 1.12 % per month seMce charge will be added for all sums not paid within terms, I - S. Signature or Initials anywhere on this sheet constitute& agreement to all terms herein. 0. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees payment when due of any and all Indebtedness owed to Chambers Truss by any entity receiving material and the undersigned agrees to pay such Indebtedness Including attorneys fees, If default In payment for material be made by the recipient. r 10. In the event of any Ihlgatlon concerning this agreement, the hems furnished hereunder or payments referred to herein, the. parties agree that the sole venue for any such actlon will be Saint Lucie County, Florida. 11. Design responsibilities are per -National Standard And Recommended Guidelines On Responsibilities For Construction Using Metal Plate Connected Wood Trusses ANSI/fP1ANTCA 4 - 2002- DATED SIGNED FOR TITLE i Aspreader barmay be re" par'"BCSI I -We to plaaerRiry'tsy $ damage. . Multiple ply trusses must be fastened together per engineering before they are set; failure to do so can resuitln roof collapse. Temporary and permanent bracing are required and can save life and property and Is the responsibility of the truss erector. 'Study the contents of the Information packet Included on delivery n, before setting trusses. Trusses must bo setand braced perde4gn to prevent hJury8i darnal Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other coficentrated loads on trusses, this can cause cqllapso. D� O O T TRUSSES USING THIS LAYOUT USB LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC II ON 11K, -400 l 3106 Oleander Avenue Fort Plerde; Florida 34982-8423 800-551-5932 Fort Pierce 772-05-2012 Fax 772465-8711 Vero Beach T72-569.2012 Stuart '772-286-3302 ' /-YAUDCDQTDItQ¢ r'•11a1aa Trre APCRitecYs or. Arehitectfs representative -is �. .shop dra+jving approv l Is NOT,a "double check" of the contractor: The eontractorshall remain responsible for chedking field meas, rements and other construction criteria. Architect's approv4t severs geherait roof shape, review of Muss strapping,': and loading on structure from - it and,uplift loads and 92.0/93.2' MITEK 4.2 their re pre live lecations. DESIGN CRITERIA Approve County SAINT LUCI en & Braden Ail . P.A. Building Department SAINT LUCIE COUNTY Wind Design Criteria ASCE 7-2010 Wind Design Method MWFRS/C-C hybrid Wind ASCE 7-10 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. �. _ . Top Chord Live 20 U) Top Chord Dead 7 4.2 s c Bottom Chord Live 10 Non -Concurrent E N r Bottom Chord Dead 10 3 o c TOTAL Load 37 7.2 d , Duration Factor 1.25 o' Wind Speed 165mph @.' R Top Chord C.B. Sheeting by builder. w y 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 WA Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the al IChambers Truss Inc. Drawing Nam 1 tt 3 LLJ Scale: 1 /4 = 1' "h6VI WED FOR 72 total trusses, 13 different trusQPDE COMPLIANCE MI 4: SAE ACAD: SAE Reviewed%C LUCIE COUNTY U) Date: 04/24/12 Revised: 02/21wocc QFOR WYNNE BUILDING CORP. DESCRIPTION: 62' GRAND CARLTON III PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE '13 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT M 11323 e i MiTe.k. RE: M11323 , Inc. MiTek USA M11323 6904 Parke East Blvd: Tampa, FL 33610-4115 Site Information: Customer: WYNNNE DEVELOPEMENT.CORP Project Name: M11323 Lot/Block: Model: M111323 - 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: FBC201:7/TP12014I ,A Design Program: MiTek 20/2&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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T16686477 a 4/3/2019 2 T16686478 a5 4/3/2019. 3 T16686479 a6 4/3/2019 4 T16686480 a7 4/3/2019 5 T16686481 a8 4/3/2019 6 T16686482 ,a9 4/3/2019 7 T16686483 gra 4/3/2019 8 T16686484 grb 4/V2019 9 T16686485 j2 4/3/2019 . 10 T16686486 j4 4/3/2019 11 T16686487 j6 4/3/20119 o 12 T16686488 j8 .4%3%2019 13 T16686489 kj8 4/3/2019 D� ® PLIA CE - �® �OUTY LIJC'F'C The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named:is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are !based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. l of 1 .FILE Cuey 1r S" •�G:EN"S •:; L �i� Alo 22839 • I J3 '. STATE OF �ss� N A` 'cV, Walter P. Hhh PE Nd 22839 MITek USA, Inc: FI L Cet 6634 6904 Parke East'Blvd. Ta ipa FL 33610 April 03, 2019. Finn, Walter Job Truss Truss Type Qty Ply M11323 T16686477 M11323 A COMMON 9 1 _ Job Reference o tional unamoers i russ, mc., . ran rierce, rL o.cvu s veu O Lu 1 O 1- 1 CR 11IUOSIIICJ, 111 . Y p . oy. , ID:a3B4PavKnnZweXyJckSFBgyuFUN-kOkXHQZWOZO?DxoyUSuMQA?ITK6PpgxhvzgOggzUSgy r1-0-0 6-7-13 12-4-13 17-0-0 21-7-3 27-4-3 34-0-0 35-0.0 1-0-0 6-7-13 5-9.0 4-7-3 4-7-3 5-9-0 6-7-13 1-0.0 Scale = 1:57.8 i �1 6 4.00 F12 4x5 = 6 27 1 In Im 6 17 15 -- - 14 - 12 3x6 — 2x3 11 4x6 = 3x8 = 3x8 = 4x6 = 2x3 11 3x6 = 6-7-13 12.4-13 21-7-3 27-4-3 34-0.0 6-7-13 5-9-0 9-2-7 5-9-0 6-7-13 LOADING (psf) SPACING- 2-0-0 . CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip. DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 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 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. (lb/size) .2=1362/0-8-0, 10=1362/0-8-0 PLATES GRIP MT20 244/190 Weight: 163 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250'(lb) or less except when shown. TOP CHORD 2-3=-341.9/2395, 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=-669/499 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=5211; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4,-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 20-4-13, 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 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 100 lb uplift at joint(s) except at=lb) 2=832, 10=832. 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 15-0-0, and 50 lb 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. 7) 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: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb)_ . Vert: 26=-50(F) 27=-50(F) Walter P. Finn PE No. 21830. Mi rek USA, Inc: FLCart 6634 8904 Parke East Blvd. Tampa FL 33010 Date: April 3,2019 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 101=015 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 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, seeANSVMII Guallly Criteria, DSB-89 and SCSI Bulding Camponont 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T16686478 M11323 A5 SPECIAL 9 I �1011323 Job Reference (optional) cnamoers i russ, Inc.,, ron rlerce, M o.��� ,.,,, - '. ID:2GIScwwyY5hhGhX FA`UkuyuFUM-CalvVl_aBntWrr5NBlAPbyNYM7kNdYlrgBdPaM7zUSgx 11-0-Q 7-8-5 10-6-4 17-0-0 20-4-8 26.4-0 34-0-0 35-0-Q 1-0-0 7-8-5 2-9-15 6-5-12 3-4-8 5-11-8 7-8.0 Scale = 1:59.8 1 6 4.00 12 5x6 MT18HS 11 . 6 13 12 5x12 = 2x3 1 3x6 = 3x12 = 2.00 F12 Im 6 10.6-4 20-4-8 26-4-0 34-0-0 10-6-4 ' 9-10-4 5-11-8 7-8-0 Plate Offsets (X Y)-- [2:0-1-15 Edge] [4.0-3-0 Edgel [10.0-0-6 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 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 W9 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017[TP12d14 Matrix -MS Weight: 155 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 6-14: 2x4 SP M 30 OTHERS 2x4 SP.No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Harz 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) 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 Structural wood sheathing directly applied or 1-7-8 oc purlins. Rigid ceiling directly applied or 3-9-12 oc bracing. 1 Row at midpt 6-14 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 20-6-4, Intedor(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=1.66 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 20.0psf 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. (3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to. grain, formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=803,10=803. Walter P. Finn PE No.22839 Mi rek USA, Inc. Fl. Cert 6634 0004 Parke East Blvd. Tampa FL 33610 Date April 3,2019 © WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'Mi1-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with Mllek® 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 MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Criteria, DSO-69 and SCSI BuBding Component' 6904 Parke East Blvd. Salety Inlormationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 1 Job Truss Truss Type Qty Ply M11323 T16686479 M11323 A& SPECIAL 1 1 Job Reference (optional) L;namDers I russ, Inc.,. t-ort Mlerce, rL o.zvu 5 uuu O eu 10 IVII I CB 111-il IGJ, a Ic. v nNi o ayo , I D:2GIScWMY5hnGhXVARzUkuyuFUM-hmsHi5bmYBejTFyKbtwgVb5YO8jOHg9_NH97uZzUSgw 1-0- 8-11-11 16-0.0 18-0-0 20.4-8 25-11-15 34-0-0 5-0- -0-0 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 0-0 Scale = 1:81.9 6x10 MT18HS= 4.00 r12 5x6 = ` .5 6 5x6 .= 2x3 I I 3x12 = 2.00 12 10-6-4 15.2-0 16.0-Q 20-4-6 25-11-15 1n-6-4 4-5.12 -D- 4-4.8 . 5-7-7 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 20.0. Plate Grip DOL 1.25 TC, 0.81 Vert(LL) . 0.69 14 >590 360 TCDL 7.0 Lumber DOL 1.25 BC0.93 Vert(CT) -0.92 14-17 >443 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD; 3-5,6-7: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9= 803(LC 10) FORCES. .(Ib):- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 2-4=-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=-1707/2959, 5-13=-405/196, 6-13=-179/522, 8-12=-893/660, 8-11=0/303 N n 22 i 9 10I�2 In 6 3x6 = 34-0-0 8-0-1 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 157 lb FT = 0 Structural wood sheathing directly applied or 2-2=0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) _Wind: 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 & MW FRS for reactions.shown;: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom "chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 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 at joint(s) except Qt=lb) 2=8031 9=803. Walter P. Finn PE No.22839 MiTek USA, Inc. FL" Celt 6634 69.04 Parke East Blvd. Tampa FL 33810 Date: April 3,2019' Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. " _ Design valid for use only with MIIek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �* a truss system. Before use, the building designer must verify -the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality CrRoda, DSB-69 and SCSI BuBding Component 6904 Parke East Blvd. Safoty Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 job Truss Truss Type Qty Ply M11323 T16686480 M11323 A7 ' SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FIL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:12 2019 Page 1 ID:W SJgpGwal Ppeur6hk9UjG5yuFUL-9ZQfwRCOJUma4PXW 9bR31 odjxX3306w7bxugQ7zUSgv 1-0• 8-10-10 14.0-0 20-0-0 25-11-15 34-0-0 5.0- 1-0- 8-10-10 5-1.6 6-0-0 5-11-15 8-0-1 -0- Scale = 1:60.8 dJ 6 Rr EEV 3x12 = 2.00 12 14-0-0 5x8 = 5x6 = iu 9 5x12 = 2x3 II 3x6 = Imo, 1--1 6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 `- BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017[TP12014 CSI. TC 0.83 BC 0.90 WB 0.95 Matrix -MS DEFL. in (loc) I/dell Ud Vert(ILL) 0.66 11 >616 360 Vert(CT) -1.10 10-11 >369 240 Horz(CT) 0.34 7 n/a n/a PLATES MT20 MT18HS Weight: 147 lb GRIP 244/190 244/190 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. (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Harz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) 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, 9-10=-1738/2968, 7-9=-1738/2968 WEBS 3-11=-419/443, 4-11=-1466/2647, 4-10— 812/448, 5-10=-205/487, 6-10=-785/575, 6-9=0/272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=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, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; LumberDOL=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 ANSVTPI 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 at joint(s) except Qt=lb) 2=803, 7=803. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 1WO312015 BEFORE USE. Design valid for use only with Mfrek® 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, seeANSVIPII Quality Criteria. DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infomlationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T16686481 M11323 AB SPECIAL 1 1 �M`11323 Job Reference (optional) unamoers I russ, Inc., ron r-lerce, rL 8-8-4 5x6 = 4.00 12 4 21 V.L4V.— u— l u Iva, un,i,Vum, 1—, 11 11. •r .._F. . val Ppeur6hk9UjG5yuFUL-d9_27ndO4ovRiZ6jj IylaOAuPxPJIdHGgbeEzS: 1-0 24-8-12 34-0-0 �5-0-Q 8 2.8-12 9-3-4 -0-0 3x4 = 2x3 11 5x8 = '5 6 22 7 12 11 5x12 = 3x4 = 4x5 = 3x12 = 2.00 12 10-6.4 34.0-0 Scale = 1:60.6 0 m Ic, 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.78 BC 0.90 WB 0.69 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in' (loc) Vdefl Ud 0.65 12-13 >624 360 -1.08 12-13 >379 240 0.33 9 n/a n/a PLATES MT20 MT18HS Weight: 154 lb GRIP 2441190 244/190 FT = 0 LUI IBER- 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 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Harz 2=-129(LC 8) Max Uplift 2— 803(LC 10), 9=-803(LC 10) 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=-1705/2827 WEBS 3-13=-396/420, 4-13=-1028/1721, 5-13=-300/797, 5-12=-894/601, 6-12=-265/263, 7-12= 294/391, 7-11=-374/691, 8-11=-535/502 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIfTPI 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 at joint(s) except Qt=lb) 2=80319=803. Walter P. Finn PE No.22639 MTek USA, Inc. FL CeR 6634 690,4 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ,• a truss system. Before use, the building designer must verify the appllcabllity of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSV1Pl1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Informationovaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply M11323 T16686482 M11323 A9 HIP 1 1 Job Reference (optional) cnamoers i russ, inc., ron rierce, r-L 0.44U 5 ueU O LU 10 IVII I CK 111UU511105, n— VV tlU Mla J I V. IY. IY cU I a Kayo I ID:_etC1 dxC3ixW?huls?ypJyuFUK-5LYQL7der61 IKihvG?UX7DjAgLgCU1 QQ3FNnVuzUSgt r1-0-Q 6-7-15 10-0-0 15-2-14 20-4-0 24-0-0 27-4-1 34.0.0 95-0-Q 1.0.0 6-7-15 3-4-1 5-2-14 5-1-2 3-8-0 3-4-1 6-7-15 1-0-0 �1 6 4.00 12 4x4 = 3x4 2x3 I 4x8 = = 4 24 525 26 6 27 7 Scale=1:58.6 m 0 t2 I6 6 15 14 13 12 11 3x5 = 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 10.0-0 24-0.0 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 YES Code FBC2017ITP12014 CSI. TC 0.35 BC 0.54 WB 0.89 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/dell Ud -0.18 11-21 >917 360 -0.3811-21 >432 240 0.02 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 156 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 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 REACTIONS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Harz 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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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=-104/278, 8-9=-341/235 BOT CHORD 2-15= 836/1187, 13-15=-34/309, 11-13= 256/348, 9-11=-124/304 WEBS 3-15=-425/501, 5-15= 444/665, 5-13=-1215/1079, 6-13=-264/300, 7-11=-255/396, 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. 11; 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 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 & MW FRS 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 jive 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 at joint(s) except Qt=1b) 2=430, 9=249, 13=928. Walter P. Finn PE No.22639 MiTek USA, Inc: FL Cart 6634 890.4 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M/1-7473 rev. faf=015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M ffek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safcfy Infomlatlonavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply M11323 T16686483 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc.,, Fort Pierce, FIL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:15 2019 Page 1 . ID:_etC1 cxC3ixVV?huls?ypJyuFUK-ZX6oYTeGbP99ysG5gi?mfRFCnIAvDSAZlv7L1 KzUSgs 1-0- 8-0.0 11-1-1 17-0-0 18-6-0 22-2-2 26-0.0 34-0-0 5-0- -0-0 8-0-0 3-1-1 5-10.15 1-6-0 - 3.8-2 3-9.14 8.0-0 1-0-0 N, 6 Scale = 1:60.6 4x4 = 11 14 t2 N 3 N d 3x5 — 3x6 II 3x6 = 6x8 = 3x6 = 6x8. _ 4x4 = 6x8 = 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC- 0.91 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 FBC2017fTP12014 Matrix -MS Weight: 194lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. 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 Harz 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 at joint(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=-58B/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. 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); 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 351 lb uplift at joint 2, 1168 lb uplift at joint 27, 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 26-0-0, and 967 lb down and. 4.61 lb up at 8'-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22830 MiTek USA, Inc. FL Cert 6634 8804 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MF7473 rev. r0/0320r5 BEFORE USE. Design valid for use only with Mrrek® connectors, This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always. required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnationovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply M11323 T16666463 M11323 GRA HIP 1 1 Job Reference (optional) unamoers i russ, Inc.,, ron rierce, r-L e.zyv ti vec o cv i o rvu i en muuaweb, 111U. vv ou nNr o %. ID:_etC1 bxC3ixVV?huls?ypJyuFUK-ZX6oYTeGbP99ysG5gj?mfRFCnIAvDSAZlv7L1 KzUSgs 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=-126(F=-72),11-21=-126(F=-72) Concentrated Loads (lb) Vert: 29=-641(F) 24= 641(F) © WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use onlywith MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters. and properly Incorporate this design Into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSLITPII Cuallty Crllerla, DSO.69 and BCSI Buldtnp Component 6904 Parke East Blvd. Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply M11323 T16686484 M11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MfTek Industries, Inc. Wed Apr 3 1U:T4:i7 213i9 rage i ID:SrRaEyyrgO4M78G4raW BLW yuFUJ-VwDYz9gX71 Pt1BAPUy81 EksLaBYgehNuslDcR6DzUSgq r1-0-q B-0-0 13-8-0 17-0-0 20-4-0 26-0.0 34-0-0 35.0-0 1 0 0 8-0-0 5-8-0 3.4-0 3-4-0 5.8-0 8-0.0 1-0-0 5x12 MT18HS = 4x10 = 4.00 12 2x3 I I 4x6 = 2x3 II 3 23 4 5 6 7 24 5x12 MT18HS = Scale=1:58.6 la ,c 4x6 — 3x6 II 5x6 = 6x12 = 6x12 = 5x6 = 3x6 II 4x6 — 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 *Except* 4-14,7-13: 2x6 SP No.2 20-4-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.80 Vert(LL) 0:2216-19 >999 360 MT20 244/190 BC 0.68 Vert(CT)-0.3016-19 >820 240 MT18HS 244/190 WB 0.90 Horz(CT) 0.06 9 n/a n/a Matrix -MS Weight: 153 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 1 Row at midpt 3-14, 8-13, 6-13 REACTIONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Harz 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 (lb) 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— 1296/9589, 8-9=-751/370 BOT CHORD 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-262/733, 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 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 © WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTFEK REFERANCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use onlywith 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, seeANSIM11 Cua1Br CrBgdo, DSB-89 and SCSI Bu9ding Component Safety Infotmationavallable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314. M!Tek° 6904 Parke East Blvd. Tampa, FL .33610 Jdb Truss Truss Type Qty Ply M11323 T16686484 M11323 GRB HIP 1 1 " Job Reference (optional). cnamoers I russ, Inc.; ron rierce, rL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) 0.49V S UeU 0 LU 10 IVII I UK II IUUJUICJ, II IU. VY UU Mtn 0 IV. I Y 1 / — IV r ayu c ID:SrRaEyyrg04M78G4raWBLWyuFUJ-VwDYz9gX71PtBAPUy81EksLaBYgehNuslDcR6DzUSgq A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. —.I., . 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 verlfy,the appllcablllty 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, seeANSVTP11 QualiIf�yy Criteria, DSB-89 and BCSI Bulldlnp Component 6904 Parke East Blvd. Safety Informatioravailoble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 job Truss Truss Type Qty Ply M11323 T16686485 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) L,namoers i russ, inc., ron rrerce, rL_ 0.—. — O —, O 1- I en „..U.I.—, 1,— 1, .4 _F. a oUo ID:x17zSlzTbJCDIIrGPH1 QukyuFUI-VwDYz9gX71 PtBAPUy81 EksLkpYzDhbOslDcR6DzUSgq -1-0-0 2-0.0 1-0.0 2-0-0 3x4 = 2-0-0 Scale = 1:7.8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 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/TP12014 Matrix -MP Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Harz 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. 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 psi bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a live load of 20.0psf 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 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc: FL Cert 6634 6904 Parke fast Blvd. Tampa FL 33816 Date: April 3,2019 Q'WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. " Design valid for use only. with Mlrek® connectors, This design Is. based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent . Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMIt Cual" Cdfodo, DSB-89 and Ill Building Component 6904 Parke East Blvd. Safety Infonnatlonavallable from Truss'Plote Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply M11323 T16686486 M11323 J4 MONO TRUSS 8 1 Job Reference (optional) unamDers I russ, Inc.; r-on rierce, t-I- -1 0 0 1-0.0 3x4 = 0.zvu s yec 0 eu 10 rvn r ert uwusms, u'U. v .e P' . I v.'v ..— ray. i I D: PDYLfd_5MdK4MSQTz?ZfRxyuFUH-z6nwAUg9uKXkpK—gVrYTH3trCyFmQ2GO_tL?efzUSgp 4-0.0 4-0-0 Scale = 1:11.1 4-0.0 LOADING (psf) SPACING- 24-0 CSI. DEFL. in (loc) I/dell 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 FBC2017fTPl2014 Matrix -MP Weight: 14lb 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 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Harz 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.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) ione;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. Walter P. Finn PE No.22639 MiTek USA, Itic: FL Cert 6634 850.4 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q'WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI14473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is. based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek°. prevent.buckling . Is always required for stability and to prevent collapse with possible personal.. injury and property damage. Forgeneral guidance regarding the ' fabrication; storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality CrNorla, DSB-69 and SCSI Bulldkrp Component 6904 Parke East Blvd. Safety Infonnatlanavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 job Truss Truss Type Qty Ply M11323 ' T16686487 M11323 J6 MONO TRUSS 8 1 Job Reference (optional) L;namoers truss, Inc., fort tierce, t-L b.241.1 s Uec ti 2u1 a Mi I eK Industries, Inc. vvea Apr j i u:r4:­i a zui a rage 1 ID:tP6jtz-j7xSx_c_M4uz9yuFUG-SJWOghnfefaQUZt3Z3igHQ1 RMTj9VW9.CX5YA5zUSgo -1-0-0:. 6.0-0 1.0.0 6.0-0 3x4 = Scale = 1:14.6 6.0-0 LOADING (psf) SPACING- 24-0 CSI. DEFL. in (loc) I/defl Ud 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 FBC2017fTP12014 Matrix -MP Weight: 20lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Harz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10), 4=-B(LC 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. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(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 five 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. Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: April 3,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev, fal=015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not ' o,lruss 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 10 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, seeANSVrpll Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonoatlanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i db Truss Truss Type Qty Ply M11323 T16686488 M11323 J8 MONO TRUSS 20 1 Job Reference (optional) L;nambers I russ, Inc., port Nlerce, I-L • -1-0.0 1-0-0 1 3x5 = 8.240 s Dec 6 2018 MIT ek Industries, Inc. Wed Apr 3 10:14:19 2019 f age 1 ID:tP6jtz-j7xSx_c_fXi4uz9yuFUG-SJLJOghnfefa0UZt3Z3igHOzMMbu9vW 9CX5YA5zUSgo 8-0.0 . 8-0.0 Scale=1:17.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/190 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 10.01 Code FBC2017/TP12014 Matrix -MP Weight: 26 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30- TOP CHORD Sthrctural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Horz 2=180(LC 10) Max Uplift 3- 175(LC 10), 2=-22B(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. NOTES- 1) Wind: ASIDE 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 Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-6 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 Ib uplift at joint 4. Walter P. Finn PE No. 2639 MiTek USA, Inc: FL Cert 6634 690.4 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors, This design Is, based only upon parameters shown, and Is for an individual building component, not ' a truss system. Before use; the building designer must verify the applicability of design parameters. and properly Incorporate this design Into the overall building design. Bracing indicated is to 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, seeANSVMII Cuallty Cdfetla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job P Truss Truss Type Qty Ply M11323 T16686489 M11323 KJ8 ' MONO TRUSS 4 1 Job Reference (optional) Gnamoers I russ, Inc., .I-ort merce, t-L 8.24U S Ued 6 2U18 MI I eK Industries, Inc. Wed Apr 3 1 U:14:2U 2U19 rage 1 • I D:Lcg54J7LuEancmZr4Qb7 W MyuFUF-wVvhbAiPQynR2d83dGaxMUzDGmyGurcl RBg6iYzUSgn 11-3-0 , 1-5=0 7-3.4 3-11-12 Scale=1:20.3 3x4 = 5 3x4 = 7-3-4 11-3-0 7-3-4 3-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 44lb, FT=0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=20 1 /Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Harz 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) . 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 BRACING - TOP CHORD BOT CHORD Stfuctural wood sheathing directly applied or 6-0-0 oc purlins: Rigid ceiling directlyapplied or 8-9-6 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 3) ' This truss has,been designed 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 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'=-152(F=-49, 13=49), 8=0(F=10, B=10)-to-5=-56(F— 18, B=-18) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing . MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Quality Crltoda, DSB-89 and III Bulding Component 6904 Parke East Blvd. Safety Inlormallanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -Symbols PLATE LOCATION AND ORIENTATION 3�4 Center plate on joint unless x, y offsets are indicated: Dimensions are In ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. .. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the.brocing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but dle� 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 Trmsses. c O U a O Numbering System 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) 1 2 3 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 NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311; ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss. designs rely on lumber values established by others. © 2012 MiTekO All Rights Reserved MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® 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 SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. 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.