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Home My WebLink AboutTruss249 Maitland Avenue, Suite 3000 5�D S P: (32onte)97 Springs, Florida 72-01 P:(bsite: ww.f F:(321)972-0484 E:info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES February 14, 2020 Building Department Ref: Adams Homes Lot: Lot 2 Blk 76 Sec 9 Subdivision: Indian River Estates Address: 5612 Raintree Trail Model: 1755 A LHG ICA # 20-0962 Truss Company: Builders First Source Date of drawings: 2/11/20 Job No.: 2243974 Wind Speed: 160 Exposure: C Truss Engineer: Walter P. Finn To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. ```,ueulletel,I If you have any questions, please do not I A iit* 1c�11Tp 's,� `.° QX.•��GENgF99�� Sincerely, . N No 87864 :11 Seu T * 1ti OF . ip� �< 2v ORIQ.' i;1e1Ae ilil`%�`• Carl A. Brown, P.E. Luis Pablo TorreE. FL. # 56126 FL. # 87864 2/14/2020 Todd M. Born, P.E. FL. # 82126 "Doing Business with a Service Mindset and an Eye for Detail" mill j '; ', ■Ifi iil■ ��;�! �. ��lll■■ll�■'�I�� MAINE iil■ �. M7 \: II�� I 9�� il■ iil■ IMAINE � iil■ I■1�� mil■ ■1�� t�.1;`Is`II is Elm �NMI 1-- 1 bREVIEWED ❑ REVISEAND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPLANATION) Corrections or comments made on equipment submittab or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and corelating all quantities and dimen- sions, selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work in a safe and tisfactory manner. FLORIDA DESIGN SOLUTIO'p , INC. Date If Submittal 80. Project No. Projea Eng. Project Name- VBAIY4 PIE ./.M..UIO:bIBncaam1FPROV4 apScVUna FauaW S0U WFEIn Br Baccm a uessesea'...snrew FnrBAcc Hrw ...cO.w IMPORTANT uswu:¢ ureamr c anvacru. r This Dewing Must Be APPovetl And wawLenrwrwx Returned Before Fabrication Will twN9Deca°ssewrw �`oBsiB nrw Aw onr eorrea aW C..L For Your Condition Check All xcm:axrwmun m:anLM ereBegin. Dimeneiond And CondNOne Prier To Dam Pll APBELO Or DIC SIGNATURE BELOW INDICATES ALL ROOF LOADINGrT.TAL LOADING NOTES ITED.ONS RA� TCLL 20 PSF a0 PSF BEEN ACCEPAND TCDL: OT PSF t0 PSF B•/ Dah_ BCDL• 10 PSF 5 PSF TOTAL 37 PSF 55 PSF DURATION: 13 1.00 CAUTION!!! NOT ATTEMPT TO ERECT SES WITHOUT REFERRING TO NGINEERING DRAWINGS AND ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (id. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FlNAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS OF REQUIRED) et UPLIFT AND GRAVITY REACTIONS. WARNING Backchames Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within d5 Hours And Investigation By Builders Flmt Source. NO 9ECPTIONS. For All Connections Other Than Truss to Truss, Gable Shaer Wall, And Connections. Temporary and Pennanerd Bracing, And Ceiling And Roof Diaphragm Connections ROOF PITCH: 6112 CEILING PITCH: U12 TOP CHORD SIZE: 2 X a BOTTOM CHORD SUE: 2 X d OVERHANG LENGTH: 16- ENDCUT: Plumb CANTILEVER: — MUSS SPACING: 24" BUILDING CODE: FM2017 BEARING HEIGHT SCHEDULE PLAN DATE: 1 2020 REWSIONS: a Builders FtstSoulme "IN Airport Road Plant City, FL 33563 Ph.(013) 3054300 Fee (813)305-1301 Site Information: Customer: Adams Homes Port St Lucie Project Name: 2243974 Lot/Block: 2/76/9 Model: 1755 A 10x20 LANAI Address: 5612 RAINTREE TRAIL Subdivision: INDIAN RIVER EST/FT PIERCE City: FORT PIERCE 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 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 32 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 No. Seal# Truss Name Date. 1 T19379437 A01 2/11/2020 21 T19379457 C3 2/11/2020 2 T19379438 A02 2/11/2020 22 T19379458 C3P 2/11/2020 3 T19379439 A03 2/11/2020 23 T19379459 C5 2/11/2020 4 T19379440 A04 2/11/2020 24 T19379460 C5P 2/11/2020 5 T19379441 A05 2/11/2020 25 T19379461 D01 2/11/2020 6 T19379442 A06 2/11/2020 26 T19379462 D02 2/11/2020 7 T19379443 A07 2/11/2020 27 T19379463 E7 2/11/2020 8 T19379444 A08 2/11/2020 28 T19379464 E7P 2/11/2020 9 T19379445 A09 2/11/2020 29 T19379465 H7 2/11/2020 10 T19379446 A10 2/11/2020 30 T19379466 H7P 2/11/2020 11 T19379447 All 2/11/2020 31 T19379467 L03 2/11/2020 12 T19379448 Al2 2/11/2020 32 T19379468 L04 2/11/2020 13 T19379449 A13 2/11/2020 14 T19379450 A14 2/11/2020 15 T19379451 A15 2/11/2020 16 T19379452 B01 2/11/2020 17 T19379453 B02 2/11/2020 18 T19379454 B03 2/11/2020 19 T19379455 Cl 2/11/2020 20 T19379456 C1P 2/11/2020 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). 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 ANSI1FPI 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/rPI 1, Chapter 2. IofI Walter P. Rnn PE No.22639 MiTek USA, Inc. R. Carl 6634 6904 Parke East Blvd. Tampa R.33610 February 11, 2020 nma Finn, Walter Job Truss Truss Type r t) Oty Ply LOTPJ76/9 T19379437 2243974 A01 Roof Special 3 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:00 2020 I D:UFLsKgoi2lTgRmwkSGPzBAGN-1 GteSxla4jwcg5l rTMk7j7n6wORmMsml vDf5L Scale: 3/16'=1' 6.00 rl2 4.10 MT20HS= 5x8 3.00 12 �xn ii _21 II 14-8-12 is y,g 6x8 J\ 5x6 - 2x4 II 3x8 MT20HS II 232A2 1' 2 10.137-0 22-5-2 1 2840 6-0 33-0-0 610.2 ]314 N. 2-9-10 4-94 0-3-7 Plate Offsets (X Y)- f2:0-2-3 Edge] 12:0-4-6 Edgel 16:0-4-0,0-3-01 18:0-0-4 Edge] [B:0-0-4 Edge] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL L25 TC 0.89 Ver (LL) 0.51 12-13 >786 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -0.6511-12 >614 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horii 0.35 8 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 186 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Lett: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4-0-0 oc bracing: 10-11 WEBS 1 Raw at midpt 5-12, 6-12 REACTIONS. glitsize) 2=1305/0-8-0, 8=1305/0-8-0 Max Harz 2=-276(LC 15) Max Uplift 2=-785(LC 10), 8=-785(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4021/4287, 34=-3844/4091, 4-5=-3029/3266, 5-6=-203612314, 6-7=-2600/2883, 7-8=-2342/2614 BOT CHORD 2-13=-3619/3647, 12-13=-3101/3270, 11-12= 2170/2362, 10-11=-2090/2126, 8-10=-2055/2070 WEBS 3-13=-166/362,4-13=-273/469, 4-12=-599/964, 5-12=-1993/2081, 6-12=-628/834, 7-11=-68/269, 7-10=-429/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-1-10, Exterior(2) 4-1-10 to 11-2-6, Comer(3) 11-2-6 to 22-1-10, Exterior(2) 22-1-10 to 29-2-6, Comer(3) 29-2-6 to 34-8-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 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 Ib uplift at joints) except (jt=lb) 2=785, 8=785. Waiter P. Finn PE No.22839 MiTek USA, Inc FL Cent 6634 6904 Padre East Blvd. Tampa FL 33610 Date: February 11,2020 AWARNING -VerityEeslgnpardmel sod READ NOTES ONMIS AND INCLUDED AriREFERANCEPAGE M/F1473rev.1n213QU15BEFORE USE Design valid for use only with Mlrsi connectors. Wit design 6 based only upon parameters shown, and Is for an Individual building component, not a 4uss system. Before use. Me building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of IndNidual trussweb and/or chord members only. Mcilional 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 Me fabrication, storage, delivery, erection and bracing of husses and huss systems, seeANSU ill QuamIpyCdteda, DSB49 and SCSI Building Component Sabp Infermafbnavallabie from Truss Nate Institute. 218 N. Street Sulfa 312 6904 Parke East Blvd. Temp., FL 33610 Lee Alexandria. VA 22314. Job Truss Truss Type 1 '1 Oty Ply LOT 206/9 T79379438 2243974 A02 Roof Special 1 1 Job Reference (options]) Builders FustSourCe (Piero Lilly, FL), VIM Lity, FL-33567, 8.240 a Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:02 2020 Scale: 3/16'=1' 6.00 F12 4.10 MT20HS= 5x8 3.0 12 1 zx4 II 2 4 13-10-145xIt q p 6xe \1 2x4 It 3x8 MT20HS II 231E-12 e10.2 14Lo 2e52 22-52 1 26-0 9 Asa_ 510.2 7.614 6-14 2-0 494 540 a3 7 Plate Offsets (X,Y)- (2:0-2-3 Edger 12:04-6 Edger (6:04-00-3-0] (B:0-0-4 Edcel 18:0-0-4 Edcel LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.51 12-13 >786 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -0.65 11-12 >614 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.35 a Na Na BCDL 10.0 Code FBC2017/rPI2014 Matrix-MSH Weight: 184 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEDGE WEBS Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1305/0-8-0, 8=1305/0-8-0 Max Horz 2=-276(LC 15) Max Uplift 2=-785(LC 10), 8=-785(LC 11) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=4021/4287, 34=-3844/4091, 4-5=-3029/3266, 5-6=-2036/2314, 6-7= 2600/2883, 7-8=-2342/2614 BOT CHORD 2-13- 3619/3647, 12-13=-3101/3270, 11-12=-2170/2362, 10-11=-2090/2126, 8-10=-20W2070 WEBS 3-13=-166/362, 4-13=-273/469, 4-12=-599/964, 5-12=-1993/2081, 6-12=-628/834, 7-11=68/269, 7-10=-429/502 Structural wood sheathing directlyapplied or2-9-6 oc puffins. Rigid ceiling directly applied or 2.2-0 oc bracing. Except: 4-0-0 oc bracing: 10-11 1 Row at midpt 5-12, 6-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-1-10, Exterior(2) 4-1-10 to 11-2-6, Corri 11-2-6 to 22-1-10, Exterior(2) 22-1-10 to 29-2-6, Comer(3) 29-2-6 to 34-8-0zone;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 20.0psf 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. 6) Bearings are assumed to be: Joint 2 SYP No.2 crashing capacity of 565 psi. 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 1001b uplift at joint(s) except (jt=lb) 2=785, 8=785. Water P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 11,2020 Q WARNNG-Verityda190param.hvs.dBEAD NOTES ON WISANDNCLUDED MDEKREFERANCEPAGEMD-74n rex. 10Q 015 BEFORE USE. Design valid for use only wih Mrelda connectors. This design Is owed only upon parameters shown, and Is for on Individual bullding component, not ��- a truss system. Before use, the building designer must veafy the applicability of design parameters and properly incorporate this design Into me overall building design. Brocing Indicated is to prevent bucWhg of Individual trussweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse Win passable persorml injury and properly damage, For general guidance regarding the fabrication storage. delNery, erection and bracing of trusses and Muss systems, seeANSVrFII Cualny CMadp, DSB-69 and BCSI Building Companont 6904 Parke East Blvd. Sohty Imormatio avollable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type . ) Dry Ply LOT 2f76/9 T19379439 2243974 A03 Root Special 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Dec 6 2019 MiTek Industries. Inc. Tue Feb 11 10:42:04 2020 Scale: 3/16'=1' 6.00 12 4.10 MT20HS= 5x8 3.00 12 11-10.�� 6x8 \\ _ 2x4 II 3xe MT20HS II 6-10.2 14.4-0 22-&2 221 -5 28.0.0 33-0-0 6-10-2 ]-5-14 B-1-2 0.6. 5.0.11 5. 0 Plate Offsets (X,Y)-- f2:0-2-3,Edge), (2:0-4-6,Edael, f6:0-4-0,0-3-01 fe:0-0-4,Edgel, f8:0-0-4.Ed0el LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.89 Vert(LL) 0.51 12-13 >786 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.65 11-12 >614 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.35 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 179 In FT=20% LUMBER - TOP CHORD 2x4 SP No.1 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4-0-0 oc bracing: 10-11 WEBS 1 Row at midpt 5-12, 6-12 REACTIONS. (Ialsize) 2=1305/0-8-0,8=1305/0-S-0 Max Horz 2=-276(LC 15) Max Uplift 2=-785(LC 10). 8=-785(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4021/4287, 3A--3844/4091, 4-5=-3029/3266, 55=-2036/2314, 6-7=-2600/2883, 7-8=-2342/2614 BOT CHORD 2-13=-3619/3647, 12-13=-3101/3270, 11-12=-2170/2362, 10-11=-2090/2126, 8-10= 2055/2070 WEBS 3-13=-166/362, 4-13=-273/469, 4-12=599/964, 5-12=-1993/2081, 6-12=628/834, 7-11=-68/269, 7-10=-429/502 NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-1-10, Exterior(2) 4-1-10 to 11-2-6, Corri 11-2-6 to 22-1-10, Exterior(2) 22-1-10 to 29-2-6, Comer(3) 29-2-6 to 34-8-0 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 20.0ps1 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except Qt=lb) 2=785, 8=785. Wafter P. Finn PE No.22839 MITek USA, Inc. FL Deft 6637 6904 Parke East Blvd. Tampa FL 33810 Date: February 11,2020 AWARNING -VerflydeslgnparamefefaendREADNOTESONMSANDWCLUDEDMREKREFERANCEPAGEMM174mmx7GN4Q015BEFOFEUSE Desgn valid for use only with MOek0 connectors. This design Is based only upon parameters shown and Is for on Indviducl bulding component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incoiporole this design Into the overall building design. Bidding Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse w M possible personal injury and properly damage. For general guidance regarding the fabrication storage, callvary. erection and bracing of trusses and huss systems. seeANSVTPII Quail! CrBedn; D3349 and SCSI Building Component Safety Infemlatiorgva0able ham Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 2/76/9 T79379440 2243974 A04 Common 5 1 Job Reference (optional) Builders RrstSourcB (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Too Feb 11 10:42:05 2020 3.00112 46 6.00 F12 axis Scale=1:57.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.81 Vert(LL) 0.42 10-11 >811 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.73 9-10 >468 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.22 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-MSH Weight: 1451b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-14 oc purins, BOT CHORD 2x4 SP No.1 'Except' except end verticals. 8-9:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-10 REACTIONS. (lb/size) 2=1126/0-M.8=1050/0-7-0 Max Horz 2=394(LC 10) Max Uplift 2=-700(LC 10). 8= 566(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3349/2270, 3-4=-3120/2128, 4-5=-2277/1644,5.6=-1555/1191, 6-7=-1261/921, 7-8=-1018/801 BOT CHORD 2-11= 2294/3012, 10-11=-1803/2588, 9-10=-936/1315 WEBS 3-11=-192/355,4-11=-244/478,4-10=-6031716,5-10=-979/1502, 6-10=-106/330, 6-9--531/550, 7-9=-650/1058 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) -1-4-0 to 4-1-10, Intedor(1) 4-1-10 to 11-2-6, Exterior(2) 11-2-6 to 224-0, Intedor(1) 22-4-0 to 22-11-10, Extedor(2) 22-11-10 to 283.4 mne;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 nonconcument with any other live loads. 4) ' This truss has been designed for alive 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. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) 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. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=700, 8=566. Waller P. Finn PE No.22039 Mriek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Bate: February 11,2020 QWANNING- Ventytleslgnparamelers and NEAONOTES ON MIS AND INCLUDED MREKNEFENANCE PAGE MX74nnn, 1112t22015 BEFORE USE. Design volid for use orgy with MiTek0 comedians. This design is based only upon parameters shown, and Is for on Individual bulling component, not ��- a hum system. Before use, the building designer must verify the opplicability of design parameters and properly Incorporate Ina design Into Me overall building design. Bracing Indicated is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requked 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 Qua, y Cdbda, DS549 and SCSI Building Component fi90a Parke East Blvd. Tampa, FL 33610 rm Safety hilaallonctaiiobie from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Mmasrndro. VA 21M. Truss rus Ts Type ) City Ply LOT 2/76/9 T19379441 LJub 2243974 A05 Roof Special 2 7 Job Reference (optional) Builders FiredSource (Plant City, FL), Plant City, FL- 33567, Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:06 2020 <I' 0 5x6 4 6.00 12 �• �I' it 3xit 4vI9 — 61 12 66--1100.-2 227115-5 -10 2 -04 310-1.01 �INNq 342.-0.0.0 Scale=1:58.6 Plate Offsets (X Y)-- [2:0-0-10 Edge] 14:0-3-0 0-3-41 [5:0-3-8 0-2-e1 16:0-3-0 0-3-01 [9:Edge 0-8-12] [9:0-1-12 O-0-OI LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (too) I/i L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.87 Ved(LL) 0.51 13-14 >748 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.6513-14 >584 '180 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Hoa(CT) 0.32 9 n/a n/a BCDL 10.0 Code FBC2017[rP12014 Matrix-MSH Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-2-0 oc pudins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 2-13: 2x4 SP No.1, 9-11: 2x6 SP li BOT CHORD Rigid ceiling directly applied or 4-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at mill 6-13 REACTIONS. (lb/size) 2=1255/0-8-0, 9=1190/0-4-0 Max Horz 2=326(LC 10) Max Uplift 2= 760(LC 10), 9=-662(LC 11) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3835/2474, 3-4=-3619/2335, 4-5=-2818/1879, 5-6=-1904/1340, 6-7=-2254/1570, 7-8=-1854/1275, 8-9=-1117/846 BOT CHORD 2-14=-2370/3453, 13-14_ 1897/3074, 12-13=-1203/2060, 10-12=-1036/1636, 9-10=-221/260 WEBS 3-14=-178/350, 4-14=-227/460,4-13=-596/706,5-13=-1123/1910, 6-13=-475/556, 7-12— 194/489,8-10— 823/1356,7-10=-625/474 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; Irl Cat. II; Exie C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) -1-4-0 to 4-1-10, Interior(1) 4-1-10 to 11-2-6, Exterior(2) 11-2-6 to 22-1-10, Interior(1).22-1-10 to 26-4-10, Extedor(2) 26-4-10 to 31-10-4 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 pi bottom chord live load nonconcument 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-M wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Bearing at joints) 2 considers parallel to grain value using ANSUTPI 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 100lb uplift at joints) except (jt=lb) . 2=760, 9=662. Walter P. Finn FE No.22639 MITI USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33611 Date: February 11,2020 AWARNING -Velhydesi9nperametish, dREADNOTES ONTNISANUINCLUDED MMKREFERANCEPAGEMLL74"hin,1NAY2e15BEFOREUSE. Design valid for use only with Mi conni this design Is based only upon parameters shown and Is for on Individual bullding component, not a truss system. Before use, the building designer must verny me applicability of design parameters and properly Incorporate finis dedgn Into the overall building design. Bracing Indicated is to prevent buckling of Individual buss 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 trussas and truss systems. seeAN9/RII CupBly Criteria. DSB49. and BCSI BuSE110 Component 6e04 Parke East Blvd. Bally mformationavoilable from Truss Plate Insfltute. 218 N. We Sheet Suite 312 Alexandria VA 22314, Tampa, FL 33610 Job Truss Truss Type I City Ply LOT 27619 T19379442 2243974 A06 SPECIAL 1 1 Job Reference (optional) Builtlers FirsiSource (Plant City, FL), Plant City, FL-33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:08 2020 m b Scale=1:56.5 5x6 = 5x6 = 3x6 = 4x6 = 6.00 12 4 519 206 7 &a � 5x12 = 4x12 11 7-5-9 14.4-0 2211-3 26-10-0 32-0-0 ]-5-9 fnln-] fl4.A S1a.1A 49.a Plate Offsets (X,Y)- 12:0-0-10 Edgel. [3:0-4-003-01 [4:0-3.80-24] [5:0-3-0 03-01 18:0-5-e Edoel [12:0-2-12 0-3-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.48 12-13 >790 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Veri -0.6012-13 >640 180 BCLL 0.0 - Rep Stress Incr YES WB 0.98 Horz(CT) 0.30 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Marti Weight: 191 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-6-2 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 7-8, 6-11, 6-9, 7-9 2-12:2x4 SP No.1, 8-10: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 8=1196/04-0, 2=1256/0-8-0 Max Horz 2=574(LC 10) Max Uplift 8=-770(LC 7). 2=-703(LC 10) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3802/2661,3-4=-2851/2065, 4-5=-2320/1888, 5_-6=-1510/1124, 6-7=-689/495, 7-8=-1152/879 BOT CHORD 2-13=-2831/3421, 12-13=-2848/3433, 11-12=-1189/1593, 9-11=-521/733 WEBS 3-13=0/260, 3-12=-848/952, 4-12=-503/907, 5-12=-883/937, 5-11=-839/823, 6-11=-870/1137,6-9=-1111/957, 7-9=-897/1251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=158; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -14-0 to 4-1-10, Interior(1) 4-1-10 to 9-6-6, Extedor(2) 9-6-6 to 20-5-10, Interior(l) 20-5-10 to 264-10. Exterior(2) 264-10 to 31-10.4 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 psi bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= I 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. a) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=lb) 8=770, 2=703. Wafter P. Finn PE No.22839 MiTek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data; February 11,2020 Q WARl-Verify desfgnparsmetcn end RDID NOTES ON WXAN0/NCLUOEO MREKNEFENANCEPAGEsIX747a rev. f0la2015BEFOBEUSE. Design valid for use only with Mfli connectors. this design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verity the opplicablllfy of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Isruss to prevent buckling of individual tweb and/c, chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible porsorral Injury and property damage. For general guidance regarding the fobrical storage, delivery, erection and bracing of cusses and inns systems. seeANSVWII Quality CMsde, OSI-09 and SCSI Building Component Safety Infamalsonavo0oble from Truss Rate Institute. 218 N. We Sheet, Suite 312. Alexandria, VA 22314. ��- MiTek' 69N Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type s OtY Ply LOT 2/76/9 T79379443 2243974 A07 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plam City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:10 2020 Page 1 I D:UFLsKgoi2lTgRmwAjjSOPzBAGN-kBUOYLtrjnBC1 dom2TVL76CnfOlYIMBVCm4dIL2mESR -11A4--0 13-0-0 19-7-7 26-10-0 2-7 -O33 5-6-3 6-7-7 7-2-9 5-2P0 Scale = 1:56.5 4x6 = 6.00 12 3x4 = 5x6 = 3x6 = 4 18 5 196 7 3x8 5x12 = 4x12 11 7-3-13 14-4-0 21-6.0 I IT200 32-0-0 7-3-13 7. 3 71 5-4-0 5-2.0 Plate Offsets(X,Y)-- 12:0-0-0O,Edoel (3:0-3-0,0-3-4] (4:0-3-40-2-0] 16:0-3-00.3-0118:0-5-BEdge] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ven(LL) 0.49 12-13 >775 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.64 12-13 >594 180 BCLL 0.0 ' Rep Stress [net YES WB 0.92 Horz(CT) 0.33 8 n/a Ida BCDL 10.0 Code FBC2017/TP]2014. Matrix-MSH Weight: 1821b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-6-4 cc bracing. 2-12: 2x4 SP No.1, 8-10: 2x6 SP M 26 WEBS 1 Row at midpt 7-8, 7-9 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1196/04-0, 2=1256/0-8-0 Max Horz 2=503(LC 10) Max Uplift 8= 784(LC 7), 2=-685(LC 10) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250.(lb) or less except when shown. TOP CHORD 2-3=-3785/2714, 3-4=-2922/2173, 4-5=-2965/2289, 5.6=-1692/1200, 6-7=-795/558, 7-8=-11501859 BOT CHORD 2-13=-2819/3402,12-13=-2835/3413,11-12=-158812132, 9-11=-607/871 WEBS 3-13=0/259,3-12=-746/822,4-12=-649/1061,5-12=-881/1061, 5-1 1=-101 11929, 6-11=-845/1185,6-9=-1162/958, 7-9=-916/1312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) -1-4-0 to 4-1-10, Interior(1) 4-1-10 to 74-12, Exterior(2) 7-4-12 to 18-5-10, Intedor(1) 18-5-10 to 26-4-10, Extedor(2) 26-4-10 to 31-10-4 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 fora 10.0 psf bottom chord live load nonconcument 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 chard and any other members. 6) All bearings are assumed to be SYP No.2 crashing capacity of 565 psi. 7) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity 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) . 8=784, 2=685. Waiter P. Finn PE No,22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 11,2020 AWANNWG-VedlydegnP..felsanSaEADNOTESONTN/SANDINCLUDEDMREKNEFENANCEPAGEMIP74)3re¢iN0.42a15BEFOBEUSE Design valid for use only with M6elklip connectors. This design h based only upon parameters shown, and a for on individual building component, not a truss system. Before use. the building designer must verify Me applicability of design parameters and propedy incorporate this design Into Me overall building design. Bracing Indicated s no prevent buckling of Individual truss web and/or chord members only. Additional temporary and permonenf bracing MiTek' Is always required for stonily 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 nwr systems, seeAN5VIP11 Qualify CRerda, DS5-09 and BC31 Balding Component 69N Parka East Blvd. Sappy Informationavoilable from Truss Plane Institute. 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type 1 0BY Ply LOT 217619 T79379444 2243974 A08 MONO HIP 1 1 Jab Reference (ootionall Builders FmmSOUrce (Plant City, FL), Plane City, FL - 33567, 8.240 S Dec 6 2019 MITek Industries, Inc. Tue Feb 11 10:42:13 2020 Scale=1:56.1 4x6 = 3x4 = 5z6 = 2x4 II 3x6 G 3x8 = 4z6 = 3z4 = 6ze = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014. CSI. TC 0.77 BC 0.84 WB 0.54 Matdix-MSH DEFL in (loc) Vdefl L/d Ven(LL) 0.32 11-14 >999 240 Ved(CT) -0.62. 11-14 >616 180 Horz(CT) 0.07 8 Na n/a PLATES GRIP MT20 2441190 Weight: 166 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc pudins, BOT CHORD 2x4 SP No.t - except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-7-4 oc bracing. WEBS 1 Row at midpt 5-11, 6-8 REACTIONS. (lb/size) 8=1177/0-4-0, 2=1252/0-8-0 Max Holz 2=432(LC 10) Max Uplift 8=-805(LC 7), 2=-822(LC 10) FORCES. (lb) - Max. Comp./Ma c Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2075/1481, 3-4=-1813/1332, 4-5=-1574/1237, 5-6=-1478/1027 BOT CHORD 2-11=-1592/1810, 9-11=-1328/1715, 8-9=-815/1079 WEBS 3-11=-356/515, 4-11=-362/613, 5-11=-304/366, 5-9=391/520, 6-9=3711711, 6-8=-1428/1094 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-0 to 18-8-12, Interior(1) 18-8-12 to 26-4-10, Extedor(2) 26-4-10 to 31-10-4 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 pending. 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearings are assumed to be: , Joint 8 SYP No.2 crushing rapacity of 565 psi. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=805, 2=822. Wetter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 11,2020 O WARNING -Verllydesi9n Psremeferssad READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMI1`7473 rev.1" MISBEFOREUSE Design valid tar use only with M8ely0connectots. This tlesign 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 bulldingdesign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Addltlonaltempororyandpennonentbrocing Welk' 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 musses and truss systems, seeANSVIPII Quality CMnN, D8649 and BCSI BuetlYig Component 69M Palle East Bald. Safety Informationavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 223M. Tampa, FL 33610 Job Truss Truss Type 1 Ory Ply LOT 2f76/9 T19379445 2243974 A09 Halt Hip 1 1 Job Reference o (tonal Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:14 2020 Sx8 = 2.4 II 5x6 = Scale = 1:56.1 46 = 4 5 16 6 17 7 3x6 = 3x4 = 3x4 = 4x6 = 3x6 II 3x6 = Plate Offsets (X )r)— 14:0-6-0 0-2-81 16:03-0 0-3-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.24 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Ved(CT) -0.36 12-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 1681b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-9 REACTIONS. (lb/size) 8=1177/0-4-0, 2=1252/0-B-0 Max Horz 2=361(LC 10) Max Uplift 8=-815(LC 7), 2=-822(LC 10) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2147/1513, 3-4=-1951/1416,4-5=-2125/1526,5-6=-2125/1526, 6-7=-1567/1073, 7-8=-1109/847 BOT CHORD 2-12=-1565/1881, 10-12=-1316/1718, 9-10=-1096/1591 WEBS 3-12=-252/370,4-12=-198/438,4-10=-487/574,5-10=-431/498,6-10=-595/627, 6-9=-761/719,7-9= 1225/1791 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=1 61 (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151 Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -14-0 to 16-8-9, Interior(1) 16-8-9 to 26-4-10. Exterior(2) 26-4-10 to 31-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grid DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 20.01 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 01=I1d) 8=815, 2=822. Water P. Finn PE No.22939 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 11,2020 AiIi NG-VeNIyde99. eremerereand REAONOTESONMISANOINCLUOEOMREKREFERANCEPAGEMIF14Tdrev. IGIUS016BEFOREUSE Design valid for use orgy with Mffek& connectors, Ws design is based only upon parameters shown, and Is for an IndNklual building component. not �'- a truss system. Before use, Me building designer must verify the applicability of design parameters and drapery Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual answeb and/or chord members only. Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, Si Infamsationovailable from Tmu Poole (Instituction and te, 218 N. Lee Sheet of hums and huss Suit 312, Alexandra, OVA 22314Ma� DSBA9 and aC31 Building Component 6904 Parke East Tampa, FL 3 610 Nd Job Truss Thus Type I Cry Ply LOT 2176/9 T79379446 2243974 A10 HALF HIP GIRDER 1 1 Job Reference (optional) auuuer5 nraaouree InGm • .1y, rr.l, r,anr lay, IL- JJbb/, b.Z4U 5 UeC b2UlU MI IeK IOC. I Ue Feb III U:42:115 2UZU 6x12 MT20HS = 3x6 II 6.12 MT20HS = 2x4 11 7x10 = 3x4 11 6.D0 12 3 6 5 78 6 7 8 5x8 = 6.12 M DHS = 2x4 11 6x12 MT2DHS = Scale=1:57.7 2x4 11 6xl2 MT20HS = 1 2.1-1 17a-0.70 ers8 277-0.l-10 3-0-0 -c Plate Offsets (X,Y)-- r2:0-1-10 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ve I(LL) 0.66 12-13 >582 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.6112-13 >622 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(CT) -0.21 9 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 171 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD 5-8: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 'Except' BOT CHORD 9-11: 2x4 SP No.2, 2-13: 2x4 SP No.t WEBS WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 9=2580/0-4-0, 2=2505/0-e-0 Max Hoe 2=290(LC 8) Max Uplift 9=-2170(LC 5), 2= 1944(LC 8) Max Gray 9=2782(LC 17), 2=2717(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-5460/3860, 3-4=-6308/4753, 4-5=-6308/4753, 5-6=-5408/4244, 6-7=-5408/4244, 8-9= 295/334 BOT CHORD 2-14=-3549/4815, 13-14=-3544/4826, 12-13=-4950/6461, 11-12=4950/6461, 10-11=-2632/3355, 9-10= 2632/3355 WEBS 3-14=0/414,3-13=-1616/1820,4-13=-731/856, 5-13=-371/272, 5-12=0/322, 5-11=-1297/1022,6-11=-648/755,7-11=-I985/2605,7-10=01336, 7-9=4080/3203 Structural wood sheathing directly applied or2-4-14 oc pudins, except end verticals. Rigid ceiling directly applied or 3-2-4 oc bracing. 1 Row at micipt 3-13, 7-11, 7-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument 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. Z) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=2170, 2=1944. 9) Girder caries hip end with D-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 709 lb down and 515 lb up at 7-0-0 on top 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). LOAD CASE(S) Standard Walter P. Finn PE No.22839 MTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 11,2020 AWARNWG-VertytleslgnparamefersenJNEADNOTESONTNISANOINCLUOEBMREKBEFE ANCEPAGEMX74"J v.iG2 a?sBEFONEUSE Design volid for use only w6h Wade 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 appllcobillty of design parameters and properly Incorporate this daslgn Into the overall bulldingdesign. Bracing Indicated Is to prevent buckling oflndividuolhussweband/or chord members only. Addltlonoltemporary and permanent bracing Is always requlred for stability and to prevent colloMe with possible personal Inlury and property damage. For general guldonce regarding the fabricatom storage, delivery. ere0on and bracing of husses and truss systems seeANSVTPII Quo py CMnb, DSB49 and BCSI Balding Component Safety Informationavailoble from Tsuss Plate Institute. 218 N. fee Sheet Sude 312, Alexontlrlo. VA 22314. MiTek' 69M Parka East Bind. Tampa, FL 33610 ob Toss Truss Type ' Oty Ply LOT 2/76/9 T19379446 43974 [22 A10 HALF HIP GIRDER 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 a Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:162020 Page 2 ID:UFLsKgoi2lTgRmwAjjSOPZBAGN-ZL ipPyc,ldxLJYFvPj01NNRgsn763COaD xw_MESL 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=-117(F=-63), 9-15=-43(F=-23) Concentrated Loads (Ib) Vert: 3=-347(F) OWARNWG-Vexllyd stgnp ere.hasand READNOTES ON MOMDWCLVBEBMREKBEFFAANCEFAGEM&74MMI 1MAY1015BEFONE USE Design valid for use only with MBek® connectors. ibis tleslgn 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 appllcoblllry of tleslgn parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated b to prevent bucWing of Individual trussweb and/or chord members only. Additional temporary cnd permanent bracing MiTek' is always reguimd for stability and to prevent collapse wide possible personal injury and property damage. For general guidance recording Me fi9p9 Parke East Blvd. tobrcotlon, storage. delivery, erection and bracing of trusses and buss systems, seeANSVIPit Quality CMab. DS049 and Bar Bidding Component Safety intonnatio avolloble from Man Fate Institute. 218 N. Lee Street Suite 312, Alexandra VA 22314. Tam pa, F L 33610 Jab Truss Truss Type City Pfy LOTOf69 T19379447 2243974 All ip 1 1Re eece (optional) Builders FlrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 62019 MiTek Industries, Inc. Tue Feb 11 10:42:192020 Page 1 ID:UFLsKgoi2lTgRmwAjISOPzBAGN-z WgRQ_UcYJwcOU4saS??3LA2WAJYzgGgmbWJmES1 -114i 51-13 tSd6d ~ 415-5a430 116--B8 84-e 5080I2-020--0 3-0 3 -01-8-0 41-0 2--0 3 Scale=1:64.7 5x6 = 6x12 MT20HS C 6 6.00 12 5 3x4 i 4 31 Sx12 MT20118i 3 30 14 1.5xB STP = 6x8 = 5 2x II 13 2 3x4 1 3x4 5x8 % 3.00 12 20 II 2x4 II 6xS \\ 6x12 MT20HS,1 32 2x4 II 6 � 33 3x4 C 12 5x6 = 2x4 11 21 610 alas laau 19-74 1 22e-z 2eoo sa:" r alas { 7-se F 534 t-z-1z—E111 sae 0-7-10 Plate Offsets (XY)— f2:0-2-3,Edgel,12:0-4-6,Edoel, I5:0-3-0,0-2-71, (6:0-9-0,0-3-01, (10:0-3-10,0-0-01, f10:0-2-8,0-1-91 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Udef1 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.48 14-15 >840 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -0.64 14-15 >629 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.44. Horz(CT) 0.34 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 1951b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 1-3: 2x4 SP No.2, 5-6: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER Right 2x4 SP No.3 2-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4-0-0 oc bracing: 12-13 REACTIONS. (lb/size) 2=1292/0-8-0, 10=1319/0-8-0 Max Harz 2=250(LC 10) Max Uplift 2=-759(LC 10), 10=-772(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3974/4198, 3-4=3793A000, 4-5= 2978/3119, 6-7=-2387/2631, 7-8=-2106/2437, 8-10=-2155/2369, 5-6— 2421/2723 BOT CHORD 2-15=-3540/3608, 14-15=-2942/3194, 13-14=-1557/2021, 12-13=-2150/2237, 10-12= 1790/1887 WEBS 3-15=-175/402, 4-15=352/490,4-14=-541/934,5-14--1130/1155, 6-14=-462J727, 6-13=-341/354,7-13=-169/506,7-12=465/514 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-1-10, Exterior(2) 4-1-10 to 9-6-6, Corri 9-6-610 23-9-10, Exterior(2) 23-9-10 to 29-2-6, Comer(3) 29-2-6 to 34-8-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcum nt 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ib uplift at joint(s) except (jt=1b) 2=759, 10=772. Walter P. Finn PE 11o.22839 M'Tek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 11,2020 Q WARNING -Verify Eeagnp MMO MMdREADNOTESONTNISAND/NCLUDEDMREKREFERANCEPAGEMR-74MMV. rGN12015aEF0REUSE Design valid for use odywlth MRek® connectors. This design Is based only upon parameters shown. and Is form Individual buldIng component not a muss system. Before use, the Wroing designer must verify the applicability of design parameters and properly Incorporate tints design Into tine overall buildingdesign. Bracing Indicated is to prevent bucking of Individual trussweband/or chord members only. Additional temporary and bracing MiTek' permanent Is always required for stabllHy and to prevent collowe with possible personal hjury and property damage. For genorol guidance regarding the fobrlawtlon. storage. delivery, erection and bracing of husses and truss systems. seeANSVMII Quality CMnb, DSB49 and BCSt Building Component 69N Parke East 8W. Safety m/ormafbnavolloble from Truss Rote Institute, 218 N. We Street, Sune 312. Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type ' City Ply LOT 276/9 ];At2 T79379448 LJob 2243974 �Hip 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MiTek Inc. Tue Feb 11 10:42:22 202U Scale = 1:62.4 6x12 MT20HS 6.00 12 15,02 MT20HS = 9,,d II 3.00E218 zxe II iu i -7.4 14-8-12 v, - 3x6 p 5xB I 2x4 II 8-8-15 14-4-0 22-0.0 28.0.0 33.4.0 8.8-15 5.7.1 F 7-8-054.0 Plate Offsets (X Y)- f2:0-2-6 Edqel f5:0-9-00-2-0I f7:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.52 12-13 >773 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.6011-12 >668 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) 0.35 8 rile n/a BCDL 10.0 Cade FBC2017/TPI2014 Matrix-MSH Weight: 182 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 5-7,7-9: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 2-12: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-11-3 oc bracing. Except: 4-0-0 oc bracing: 10-11 REACTIONS. (lb/size) 2=1305/0-8-0, 8=1305/0-8-0 Max Hors 2=220(LC 14) Max Uplift 2= 735(LC 10), 8=-735(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4040/4348, 3-4=-3666/3738, 4-5=-3190/3270, 5-6=-2525/3028, 6-7=-2572/2717, 7-8=-2379/2604 BOT CHORD 2-13=-3692f3650, 12-13=-2312/2946. 11-12=-1695/2202, 10-11=-2122/2158, 8-10=-2067/2086 WEBS 3-13=-364/921, 4-13=-707/557, 4-12=553/888, 5-12=-918/1207, 5-11=-776/450, 7-11=-123/301.7-10=-424/547. 6-11=233/680 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3)-1-4-0to 4-1-10, Exterior(2) 4-1-10 to 7-6-6, Comer(3) 7-6-6 to 25-9-10, Extedor(2) 25-9-10 to 29-2-6, Comer(3) 29-2-6 to 34-8-0 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 fora 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 91 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=11a) 2=735, 8=735. WalterP. Finn PE No.22939 MiTek USA, Inc. FL Can 0634 6904 Parke East BNB Tampa FL 33010 Data: February 11,2020 Q WARNWO. Vend Oeslgnparametera and READNOTES ON TNISANDWCLUDEDMREKREFERANCEPAGEM674Mev. ihAsavISBEFORE USE Design valid for use only with MOek@ connectors. This design Is based oNy upon parameters shown. and Is for an Individual building component, not a muss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall buadlnDd9dgn. Bracing Indicated is to prevent buckling of lndMdual lass web and/or chord members only. Additional temporary and permanent brocing 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 true systems seeANBUrPII Quality Cdbdp. D3549 and SCSI Su9dbB Component Safety InformallorWalloble from Two; Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type t City Ply LOT 2/76/9 T19379449 2243974 A13 Hip 1 1 Job Reference a tionel launders rlrstbource triam Illy, rw, nent Illy. rt- aaoel, proru s rTec o zu, O mu ex inausmes, inc. i us rea I. m:rcu mcv J 6 5x6 = 2x4 II 5x6 = 5 6 Scale=1:59.6 lz 3x4 = 3x4 = 3x8 = 3x4 = 3x4 = 3x6 = axe = Plate Offsets (X,Y)-- f4:0-4-0,0-2-81, [6:0-4-0,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.74 Vert(LL) 0.20 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.3710-12 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.37 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 168 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-0 oo bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1305/0-8-0, 8=1305/0-8-0 Max Horz 2=-189(LC 15) Max Uplift 2=-804(LC 10), 8=-804(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 2372/1889, 3-4=-2121/1666, 4-5=-1892/1633, 56=-1892/1633, 6-7=-2121/1666, 7-8=-2372/1889 BOT CHORD 2-14=-1509/2100, 12-14=-967/1634, 10-12=-967/1634, 8-10— 1509/2100 WEBS 3-14=-342/528,4-14=-242/460,4-12=-303/476, 5-12=-342/401, 6-12=-303/476, 6-10=242/460, 7-10=-342/528 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.Opsf; h=15ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exledor(2) zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber COL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) 2=804, 8=804. Walter P. Finn PE No22839 hLTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 11,2020 Q WARNING- Verily Ceslgnperamefenend BEAD NOTES ON TNLSAND MCLUDED afREKREFENANCEPAGEM1-T9TJrev. 1eT32015BEFOREUSE Design valid for use only with MRekS connectors. This design Is based only upon parameters shown, and Is for an Individual buldeng component, not a muss system. Before use, the building designer must verify the appllcabllity, of design parameters and properly Incorporate th@ design Into the overali WMIng design. Bidding lndlcoted Is to prevent buckling of he Mdual truss web and/or chord members only. Additional temporary and permanent biocing M!Tek' is always required for slabllity and to prevent collapse Win possible persona? Injury and property damage. For general guidance regarding the fobrlcotlon, storage, dellvery, erectlon and bracing of busses and truss systems. seeANSVTpli Quollly Create. BSBd9 and SCSI Building Component Pella East Blvd. Safetybltormptbrgvaaobte from Truv Plate InsANte. 218 N. Lee Sheet. Suite 312 Alexondrlo. VA 22314. Tampa, 1 33610 Job Thus Type r Oty Ply LOT PJ76/9 T19379450 2243974 Ps Hip 1 1 Job Reference (optional) oulmem Fes twurce (plant Uny, 1-L), pram Ulty, psi - 33567, 8.240 s Dec 6 2019 M, Tax Industries, Inc. Tue Feb 11 10:42:28 2020 page 1 Scale=1:59.6 5x8 = 4 2x4 II 5 5x8 = 6 I. I 1V 3x6 = 3x4 = 3x4 = 3x8 = 3x4 3x4 = 3.6 = Plate Offsets (X,Y)— r4:0-6-00-2-81 r6:0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Ved(LL) 0.24 12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.37 14-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 163 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1305/0-8-0,8=1305/0-8.0 Marc Horz 2=-159(LC 15) Max Uplift 2=-809(LC 10), 8=-809(LC 11) FORCES. (lb) -Max. ComplMax. Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 2-3=-2265/1745, 3-4=-2068/1646, 4-5=-2331/1929, 5.6=-2331/1929, 6-7=-2068/1646, 7-8=-2265/1745 BOT CHORD 2-14=-1335/1986, 12-14=-1081/1821, 10-12=-1081/1821, 8-10=-1335/1986 , WEBS 3-14=-258/379,4-14=-206/440,4-12=-539/690, 5-12=-478/569, 6-12=-539/690, 6-10=206/440, 7-10>25B/379 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and fames 8 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 1001b uplift at joint(s) except (jt=lb) 2=809, 8=809. WdkerP. Finn PE No22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 11,2020 Q WMAm- Verity design psvmehmr,.md READ NOTES ON TN/SANO/NCLUDED M7TEKREFERANCEPAGEMO-74r3 re¢IGTY10166EF08E USE assign valid for use only with Mirada connectors. This Design Is based only upon parameters shown. and Is for an Individual building component, not ��- a muss system. Before use. Me building designer must verify Me applicability of design parameters and property Incorporate this Design Into Me overall bufldingdeslgn. Bracing Indicated 8 to prevent bucking of Individual muss web and/or chord members only. AddBbnol temporary and permanent bracing Is always recruited for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding Me fabdcanon, storage, delivery, erection and bracing of musses and truss systems seeANSi/1PI7 Oua1M8yy CModa, DS149 and BCS1 BuldY g Compani,nl Sabry mlerma8orxrvollable mom Truss Rate InsliNte, 218 N. Lee Street. Suite 312. AlexVA 22314. M!Tek' 69N Parke East Blvd.ontlrlo, Tampa, FL 33610 Job Truss Type � ' Ory Ply LOT2f/6/9T19379451 FH7 irder 1 1 Jab Reference (optional) Builders FrstSource (Plant City, FL), Plant City, FL-33567, 8.240 a Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:30 2020 6x12 MT20HS = 6.00 12 6x8 = 4 7x70 = 6xB = 5 6 6x12 MT20HS Scale=1:59.6 1,1 12 11 lu 1.5.8 STP= 4x6 — 8x14 MT20HS = 8x14 MT20HS = 4x6 — 1.5x8 STP= 5x8 = 5x8 = 7-0.0 12-8-14 20-7-2 26.4-0 33-40 7-0-0 S-B-14 7-10.3 &&/4 7-0.0 Plate Offsets (XY)-- 12:0-1-10 Edger 13:0-5-2,Edgel 15:0-5-0 0.4-121 17:0-5-2 Edge] 18:0-1-10 Edge] 111:0-7-0 0-4-8] 112:0-7-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.52 11-12 >769 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.5311-12 >760 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 Hom(CT) -0.14 8 nta n/a BCDL 10.0 Corte FBC2017/TPI2014 Matrix-MSH Weight: 198 lb FT a20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 3-5,5-7: 2x6 SP M 26 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing. REACTIONS. (lb/size) 2=2578/0-e-0, 8=2578/0-8-0 Max Ham 2=-126(LC 9) Max Uplift 2=-1988(LC 8), 8=-1988(LC 9) Max Gmv 2=2775(LC 18). 8=2775(LC 17) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5738/4060, 3A--5146/3763, 4-5=-6827/5036, 5.6=-6826/5035, 6-7=-5145/3761, 7-8=5737/4059 BOT CHORD 2-13=-3582/5232, 12-13=-4687/6532, 11-12=-552417388, 10-11=-4616/6437, 8-10=-3511/5137 WEBS 3-13=-1122/1685, 4-13=-1845/1670, 4-12=508/946, 5-12= 726/851, 5-11= 726/851, 6-11=-508/946,6-10=-1844/1669, 7-10=-1122/1685 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; 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 35-0 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 100 lb uplift at joints) except at=lb) 2=1988, 8=1988. 8) Girder carries hip end with 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7091b down and 515lb up at 26-4-0, and 709Ib down and 515 lb up at 7-0-0 on top 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, 3-7=-112(F= 59), 7-9=-54, 2-8=-42(F=22) Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6994 Parke East BNB Tampa FL 33610 Date: February 11,2020 O IVANN/NG - Verity designperzmeten end NEAGNOTES ON TMSANO wCLUOEO MIrEKREFEWNCEPAGEM67=MK leadIWfSBEFOflE USE Design valid for use only with MBed) connectors. This design Is based only upon parameters shown, and s for an Individual building component not ��- a buss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate tins design Into me overall buildingdesign. Bracing indicated Is to prevent buckling ofindividual muss web and/or chord members only. Addinonaltemparcryondpe onentbracing 6 always required for stability and to prevent collapse with possible personal Injury and Property damage. For general guidance regarding the fabriootlpn storage, delivery, erection and bracing of musses and from systems. see,ANSVIPII Quay Cdbdu, DS549 and BCSI Building Compan�nt a1Ny Shformolbmvoaoble mom Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Job Truss Truss Type ' ' City Ply LOT 2176/9 T79379451 2243974 A15 Hip Girder 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567. 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:30 2020 Page 2 ID:UFLsKgoi2lTgRmwAjjSOPzBAGN-B1 tLIB70OW MRiKcDgG1 sd(116UnKOSESotwhPB=ES7 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-347(F) 7=-347(F) Q WARNWG-VeritydesFq perzmeter*adREAD NOTES ON TN ANUWCLUDEDMATEKREFERANCEPAGEM674M.V.. 10=015BEFOREUSE. Wit valid for use only with Mgek® connectors. This design Is based only upon parameters shown, and Is for on IndNWuol building component, not a truss system. Before use, the building designer muty M must verify applicability of design parameters and properly Incorporate this designInto e overall budingdosign. Bracing indicated is to prevent buckling of irctildual thus, web and/or chord members only. Addlllonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personol Injury and property damage. For general guidance regarding the fobdcationn, storog9, delivery, erection and bracing of trusses and truss systems, seeAWSl71Plt Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East BNd. Safety Nfomlatbmvallable from Truss Rate Institute. 218 N. Lee Street, Suite 312 Alexanddim VA 22314, Tampa, FL 33610 Job Thus Truss Type ' ' Oty Ply LOT 076/9 T79379452 2243974 B01 GABLE 1 1 Job Reference [optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 6.240 a Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:33 2020 Scale = 1:58.3 4x6 i 6.00112 6x8 = 12 3x4 = 3x4 = 3x4 = 3x4 = &10-0 &f}0 76.0-10 22-101 29-4-0 8-10-0 0- -0 TA-10 I 6-9-7 L 1, Plate Offsets(X,Y)-- 12:0-2-9,0-1-81.[4:0-2-0,0-0-0].14:03-2,0-2-01 f5:0-4-0,0,MI f12:0-3-8,0-3-01.f14:0-2-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vital L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.12 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.20 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.65 Horz(CT) 0.03 12 n/a file BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2051b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc puffins. 4-5: 2x4 SP No.i BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.2 *Except* 6-10-0 oc bracing: 9-11 3-12:2x4 SP No.3 5-11-10 oc bracing: 7-9. WEBS 2x4 SP No.3 6-0-0 oc bracing: 12-13 OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 4-12 REACTIONS. All bearings 8-8-0 except Qt=length) 7=0-8-0, 12=0-8-0. (Ib) - Max Hoe 7=-356(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 14,16 except 7=-551(LC 11), 12=-677(LC 11), 2=-202(LC 10), 17=-334(LC 10) Max Grav All reactions 2501b or less atjoint(s) 2, 14, 15, 16, 2 except 7=819(LC 1). 12=1015(LC 1). 17=293(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-645/659, 5-6- 11601867, 6-7=-1301/918, 2-3= 156/304, 3-0=-177/505 BOT CHORD 11-12=-124/296, 9-11=-743/893, 7-9=-967/1136, 12-13=381/593, 3-13=365/523 WEBS 5-9=-109/343,5-11=-562/648, 4-11=AIO/590,4-12=-645/386 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ff; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-0 to 4-1-10, Interior(1) 4-1-10 to 7-2-6, Exterior(2) 7-2-6 to 18-1-10, Interior(1) 18-1-10 to 25-2-6, Exterior(2) 25-2-6 to 30-8-0 zone; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 ad. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7•) ' 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. 8) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 14, 16 except (jt=lb) 7=551, 12=677, 2=202, 17=334, 2=202. Walter P. Finn PE No.22839 MITekUSA, Inc. FL Cad 66M 6984 Parke East ENd. Tampa FL 3361D Data: February 11,2020 Q WARNING-Vedydestge peramelera4Ad REAR NOTES ON TH/SANO MCLUOEOMNEKREFERANCEPAGEMO-74mmi, favatalls BEFORE USE Of valid for use only with MrekS connectors. fib design B based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall buedingdeslgn. Bracing lndicoad is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcanon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Safety Inlormalbmvallable from Truss, Plate InstMe, 218 N. Lee 5freet, Salta 312 AexatlrW, VA 22o-0tx lOua 14. 69U Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type ' ' Oty Ply LOT 2,7619 T79379453 2243974 B02 SPECIAL 2 1 Job Reference (optional) dualisrs FustSDUres (I'lem Ulty, FL), Vlam Uty, FL - 33567, 624u s Use 5 2U19 Mi Iek Indusme5, Inc. Tue Feb 11 10:42:36 ZOZO Scale=1:59.3 5z6 i 5 6.00112 14 1i 3.6 = 3z0 = 3z4 = 3x4 = 1.SxB STP= Us = LOADING (psl 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 Inor YES Code FBC20171TPI2014 CSI. TC 0.84 BC 0.58 WB 0.65 Matrix-MSH DEFL Veil Vert(CT) Horz(CT) in (too) Weil L/d 0.42 15-18 >256 240 0.3415-1IS >318 180 0.02 13 n/a n1a PLATES GRIP MT20 244/190 Weight: 1591b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 cc pudins. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 6-4-5 cc bracing. Except: 4-13:2x4 SP No.2 6-0-0 cc bracing: 13-15 WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-13 REACTIONS. (Iblaze) 13=1121/0-8-0, 2=384/0-8-0, 8=816/0-8-0 Max Horz 8=-356(LC 11) Max Uplift 13=-524(LC 11), 2=-378(LC 10), 8=-558(LC 11) Max Grav 13=1121(LC 1), 2=368(LC 21). 8=816(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 5-6=-639/615, 6-7=-1153/820, 7-8=-1293/869, 2-3=-253/430, 3-4=-110/301, 4-5=-137/425 BOT CHORD 11-13=-139/315, 10-11=-757/877, 8-10=-976/1127, 13-15=-438/749 WEBS 6-10=-106/344, 6-11=-562/647, 5-11=-413/587, 5-13=-699/423, 3-15=-301/474 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpt=0.18; MW FRS (envelope) gable end zone and C-C Extedcl -14-0to 4-1-10, Interior(1) 4-1-10 to 7-2-6, Exterior(2) 7-2-6 to 18-1-10, Intenor(1) 18-1-10 to 25-2-6, Exterior(2) 25-2-6 to 30-8-0 zone; end vertical left exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' 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, with BCDL = 10.Opsf. 5) Bearings are assumed to be: Joint 8 SYP No.2 crushing capacity of 565 psi, Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 13=524, 2=378, 8=558. Wafter P. Finn PE No.22839 MTek USA, Inc. FL Can 66M 69114 Parke East Blvd. Tampa FL 23610 Date: February 11,2020 AWARNING -VedNdeslgn mmmefemandREADNOTESONTN/SANDWCWDEDMIFEKHEFEHANCEPAGEM67Mmv. f rla'T0f59EFOFEUSE Design valld for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a muss system. Before use, the building designer must verify the appllcobllity of design parameters and properly Incorporate this design Into the overall bulltlingdoslgn. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members only. Mciffional temporary and permanent bracing Is always required for stobllity, and to prevent collapse Win p xW hIa personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and huss systems. seeANSVTPII Qua" Criteria. D53.89 and I= Building Component Sably h/prmatbflovallable mom Truss Plate Insihute, 218 N. Lee Sheet Suite 312, Aiezantlrla, VA 22 14. MiTek- El Parke East BNd. Tampa, FL 33610 Job Truss Truss Type ' ' Oty Ply LOT 2176/9 T19379454 2243974 B03 MONO TRUSS 2 1 Job Reference (optional) Builders FlrslSource (Plant Gity, Fly, Plant city, FL - 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:38 2020 Page 1 ID:UFLsKgoi2lTgRmw/yjSOPzBAGN-vaA00wDP7gDOxx8hLPvGOMgRjSDGCide7s6hjzmES7 _ -1-40 6-4-1 9.4-0 7-4.0 641 2-11.15 Scale=1:29.4 1.Sx8 STP = 6xB = 3x6 = Plate Offsets (X,Y)-- f2:0-9-12 0-2-01 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(ILL) 0.32 5-7 >349 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Ved(CT) 0.27 5-7 >408 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 HOrz(CT) -0.01 5 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matdx-MSH Weight: 52 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 5=335/0-3-8, 2=417/0-8-0 Max Ham 2=366(LC 10) Max Uplift 5=-316(LC 10), 2= 236(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-271/195 BOT CHORD 2-5=-464/207 WEBS 3-5=-282/612 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-1-7 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.I S; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; porch left exposed;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 fora 10.0 par 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=316, 2=236. Waiter P. Finn PE No.22839 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 11,2020 O WARNING-Vemrydesfgnpemmetersand ROIDNOITS ON TNISANOPICLUOEOFUfEKFEFERANCEPAGEMIP74Mmv. faNY10158EFORE USE Design valid for use only with M0ek0 connectors. Thh design Is based only upon parameters shown, and Is for an Individual building component, not a Truss system. aetore use, the building designer must verity the applicability of design parameters and properly Incorporate tills design Into the overall bulldmg design. Bnacing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brocing MOWb always required for stability and to prevent collapse with possible personal injury antl property damage. For general guidance regarding the fabrication, storage. delNery, erection and bracing of trusses and truss systems. seeANSIM11 Qua, CModa, DSB-09 and BCSI Building Component 6904 Parke East BNB. Safety Ieformatbrpvoaable from Truss Plate Insfifule, 218 N. tee Street Suite 312. Alexcndrlo. VA 22 14. Tampa, FL 33610 Job Truss Truss Type ' ' Oty Ply LOT 076/9 T19379455 2243974 C1 Jack -Open 6 1 Job Reference (optional) Builders FirstSourae (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:39 2020 Page 1 I D:UFIsKgoi2lTgRmwAjjSOPzBAGN-OmkOdGE1 uhr405W KF3xeoDuxe6z6?homtncf E9=ES_ -1-4-0 0-11-4 1-0-0 0.11-4 Scale =1:7.B o-n-4 n-t va Plate Offsets (X,Y)-- 12:0-1-4,0-0-21 LOADING (Pat) SPACING- 2-M CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.20 Vett(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 5 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Horz 2=73(LC 10) Max Uplift 3=-3(LC 1), 2=-148(LC 10), 4=-15(LC 1) Max Gmv 3=14(LC 6), 2=158(LC 1), 4=31(LC 14) FORCES. (Ib) - Max. Comp/Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone 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 fora 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 wham a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Beatings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except Qt=lb) 2=148. Walter P. Finn PE No.22839 Mt ek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610, Date: February 11,2020 QWARN02G-Vedryd.eg9 perameremend REAONOMS ON 7NISMDWCLUDWD KREFERANCEPAGEW74Ma v. 101mal,159EFORE USE Design valid for use only with Mnek® connectors. this design Is based only upon parameters shown, and a for an IndMtlual building component, not a ruse system. Before use, Me building designer must vedy ire applicability of design parameters and properly Incorporate Mk design Into Me overall building design Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' h always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrcation storage, calvary, erection and bracing of Morse and hum systems. seeANSUM11 CuaT Criteria, DSB49 and BC91 Building Component 69N Parke East BNd. Safety Inlarmalbnwalloble from Twos Plate Institute. 218 N. Lee Shontlrlo. Street. Suite 312. NexVA 22314. Tampa, FL 33610 bTruss Truss Type ' City !/6/9 T19379456 [2243974� CiP JACK-OPEN 4 �J,b eference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:41 2020 Page 1 ID:UFLsKgoi2lTgRmwAjjSOPzl3AGN-K8r82yFIOJ5oFOgjMTzcue_GMweaTbl3K55mH2zmERy -14-0 I 1-4-0 1 (LN 'I LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (roc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ve art -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=3/Mechanica1, 2=158/0-3-0, 4=-15/Mechanical Max Horz 2=73(LC 10) Max Uplift 3=4(LC 7), 2=-148(LC 10), 4= 15(LC 1) Max Grav 3=12(LC 14). 2=158(LC 1).4=31(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:7.6 PLATES GRIP MT20 244/190 Weight: 5 Its FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-114 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0pst h=15f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left exposed;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 fora 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except 61=1b) 2=148. Walter P. Finn PE No12839 MiTek USA, Inc. FL Can 6634 6904 Parke East BNd.Tampa FL 33610 Date: February 11,2020 AWARNING -VcmWdcelSnperametcnendREADNOTESONWISANDINCLUUEDMIFEKNEFENANCEPAGEW74]Jrev.faNa2015BEFGFEUSE Design volid for use only with MiTek® connectors. this design Is based only upon parameters shown. and Is for an IntlMdual bulldIng component, not a truss system. Before use. the building designer must verity Me oppllcablity of design parameters and properly Incorporate this design Into Me overall bulldingdesign. BracingIndicated Istoprevent bucking oflndMdualtruss web and/or chord members only. Additional temporary and permanent bracing MiTek' b always required for stabalD' and to prevent collapse wiM posbbie personal Injury and property damage. For general guldcnce regording Me fabrication, storage, calvary, erection and bracing of busses and truss systems. seemstmil QUIT y CM�M, DSB49 and BCSI Building Compamint Nf Say Mml faatbrnvaabi oe from Truss Rate Institute, 218 K Lee Street. Sulte 312. Alexondrio. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ' Ory Ply LOT 21/6/9 T19379457 2243974 C3 Jack -Open 6 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8240 s Dec 6 2019 MTek Industries. Inc. Tue Feb 11 10:42:42 2020 2.11A 2.1 IA Scale=1:12.7 Plate Offsets (X,Y)-- f2:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a ri BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (IWsize) 3=60/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Hoa 2=142(LC 10) Max Uplift 3=-81(LC 10), 2=-139(LC 10), 4=-36(LC 7) Max Grav 3=60(LC 1), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left exposed;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 nonconcument 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 3, 4 except (t=lb) 2=139. Walter P. Finn PE No.22839 Mil USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 11,2020 AWARNING -Vedlyd44/5npsmmr feraandREADNOTESONTNLSANDWCLUDEDUREKREFERANCEPAGEM674m.r ..1bAY10156EFOREUSE Design valid for use only with Meek® connectors. This design a based only upon parameters shown, end Is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall building design. &acing Indicated a to prevent buckling of individual trul and/or chord members only. Additional temporary and permanent bracing WOW Is always required for Mobility and to prevent collapse with p sable persond injury and property damage. For general guidance regarding Me fabricoflon, storage, delivery, erection antl bracing of Mates and truss systems, SeeANSVWII Qua ly Crib 1111419 and SCSI Suldbp Component Sooty Inform,airkman o0oble from Truss Plate Insil 218 N. Lee Street, Suite 312, Alexandre, VA 22314. 6904 Parke East BNd. Tampa, FL 33610 Job Truss Thus Type' City Ply LOT 2/7619 T79379458 2243974 C3P JACK -OPEN 4 1 Jab Reference (optional) aallaer$ "musource trlam l ,ry, rL), nCm Vary, IL- ITIDUT, o.ZVUS Vec o Nra mire. UNUSmCJ, mG. .Ue ream u:4Z:99 zuzu Scale = 1:12.7 2.114 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Ven(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-3-0, 4=30/Mechanical Max Horz 2=142(LC 10) Max Uplift 3=-81(LC 10), 2=139(LC 10), 4=.36(LC 7) Max Grav 3=60(LC 1). 2=191 1), 4=49(LC 3) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=158; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(?) zone; porch left exposed;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 nonconcument 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) All beatings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011a uplift at joints) 3, 4 except Qt=lb) 2=139. Walter P. Finn PE No.22839 MITek USA Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 11,2020 Q WARNING -VeNlydes/gn peremefehrend HEAD NOTES ON 7111SAND wCLUDWWEKBEFENANCEPAGEAmF74 .s,.. I(TOM2015BEFOBE USE Design volid 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 bWtling de5lgn. 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 sIvIomy and to prevent collapse wnh possible personal injury and property damage. For general guidance regardIng Me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/IPII Quality Criteria, DS549 and SCSI adding Component 69M Parke East Blvd. Safety N/ormafbrevcllable from Truss Rate Insinri 218 N. We Street Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Truss Truss Type r OIY Ply LOT 2/76/9 T19379459 L243974 C5 Jack -Open 6 1 �JobRoference (optional) Builders FirslSource (Plant City, FL), Plant City, FL- 33567, 8.240 S Lilac 6 2019 MITek Industries, Inc. Tue Feb 11 10:42:45 2020 3x4 = Scale=1:17.6 Plate Offsets(XY)— 12:0-1-40-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vast L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ved(LL) 0.05 4.7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06. 4-7 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: IS It, FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=112/Mechanical, 2=262/0-8-0, 4=59/Mechanical Max Holz 2=213(LC 10) Max Uplift 3=-153(LC 10). 2=-165(LC 10), 4=-7(LC 10) Max Gmv 3=112(LC 1), 2=262(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 3=153, 2=165. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 11,2020 O IVARNDlG- Ver/lydesign pemmetemand READNOTES ON MIS AND INCLUDEDANTSKBEFERANCEPAGE41.74Mm.. 1G032G15BEFOBE USE Design valid for use only with M7elg connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a hues system. Before use. Me building designer must verity the applicability of desgn parameters and properly Incorporate this design Into Me overall builtling design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent coilopse wIM possible personal Injury and properly damage. For generol guidance regarding Me fabucaflon, storage. delivery. erection and bracing of busses and buss systems. seeANSVrPII Quo" v CdMM, D3349 and BCSI Building Component 69D4 PaAe East Blvd.Soo en Sooty Infoefloncvaspble from Truss Rate Institute, 218 N. Lee street Suae 312 Ajexantlrla. VA 22914. Tampa, FL 33610 Truss Truss Type Oty Ply LOT 2l76/9 [22473974 T19379460 CSP JACK -OPEN 4 1 Job Reference (optional) owmers ruslbource trlam ury, rr.), riam uly, FL-33btt7, 6.24U s UeC a LUl a MI I eK Industries, Inc. 11.9 Feb 11 10:42:40 2UZU Fage 1 U LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ved(LL) 0.12 4-7 >486 240 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Ved(CT) 0.11 4-7 >556 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 We Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 DOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=112/Mechanical, 2=262/0-3-0, 4=59/Mechanical Max Horz 2=213(LC 10) Max Uplift 3=453(LC 10), 2=-165(LC 10), 4=-66(LC 7) Max Gray 3=112(LC 1), 2=262(LC 1), 4=87(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale=1:17.6 Ia PLATES GRIP MT20 244/190 Weight: 16 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left exposed;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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except 61=11b) 3=153,2=165. Walter P. Finn PE No.22939 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 11,2020 Q WARNING- Venlydedgnparemefereend READ ND7E5 ON TNISAND INCLUDED MUIEKREFERANCEPAGEMO.741 MV.. IDUSU DiSREFOREUSE DesIgn valid for use only with M6ekO connectors. This design Is based only upon parameters shown, and Is for an IndNlduol bull6ing 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 burdingdesign.Bracing indicated is to prevent buckling of lndivldual two web and/or chord members only. Additional temporary and permanent bracing M)Tek' B always required for stability and to prevent collapse Wm possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of fosses and two systems, seeANSVIP11 QualMMyy Creedal, DSB49 and SCSI Building Component 69U Parke East Blvd. Saba Nfismun oncyciloble from Truss Plate Institute. 218 N. Lee Street Suite 312, Arad VA 22314. Tempe, FL 33610 Job Truss Truss Type Oty Ply LOT 2176/9 T19379461 2243974 DO1 Common 7 1 Job Reference foot o al1 uuuuc.o,-.....YY11, r,a, ,,,f- 0.e4U 3 WOC o [Ul a run ex mau9me9, Inc. I ue Yea 11 I JAZ:49 2U2U 11-4rT 3x4 i 4 3x4 4 3x4 C 3 S 6.00 12 18 17 1.5xil STP= �1 2 / 10 21 22 23 4x6 =/ 2x4 // 9 8 24 axis = 2x4 \\ 19 20 6 4x6 = Scale = 1:38.5 7 Io Plate Offsets (X,Y)— f4:0-2-15 0.1.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.51 8-10 >483 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.78 8-10 >318 180 BCLL 0.0 ' Rep Stress Mar NO WB 0.60 Horz(CT) 0.D4 6 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 90 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOTCHORD 2x4SPM31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1101/0-8-0, 6=1109/0-8-0 Max Horz 2=-179(LC 11) Max Uplift 2=-703(LC 10). 6=-708(LC 11) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2037/1485, 5-6=-2049/1495 BOT CHORD 2-1 0=-1 065/1737, 8-10=-897/1364, 6-8=-1072/1746 WEBS 3-5=-1466/1585, 5-8=-3121758, 3-10=-298l742 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 7.1-5 no bracing. NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-0 to 4-1-10. Interior(1) 4-1-10 to 4-10-6, Exterior(2) 4-10-6 to 15-9-10, Interior(1) 15-9-10 to 16-6-6, Extedor(2) 16-6-6 to 22-0-0 zone;C-C for members and tomes & 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-" wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=703,6=708. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4= 54, 4-7=-54, 10-11= 20, 10-21=-60, 8-21=-75, 8-24=-35, 14-24=-20 Walter P. Finn PE No82839 I USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 11,2020 OWARNWG-Veit dealgn pa/ameten and REAO NOTES ON 7RISM11 WCLUGEG MMEK REFERANCE PAGE W7478 rev.1M 015 BEFORE USE Design valid for use only with MRekS) connectors. This design 6 based only upon parameters shown and Is for an individual building component, not a truss system. Before use, the building designer must verlty the appllcablllty of design parameters and properly Incorporate this design Into me overall building design gracing Indicated is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability, one to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, esecnon and bracing of trusses and truss systems, seeANSInPIl QualMy CMeda, OS0419 and IICSI Building Component Sably hfaenatbrxrvallable from Truss Plate Irutltute, 218 N. Lee Street. Suite 312. Nexantlrla. VA 22314. ��- MOW 69M Parke East BNO. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 217619 T79379462 2243974 D02 GABLE 1 1 Job Reference (Optional) Bwlders FirslSource (Plam City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:50 2020 Page 1 ID:UFLsKgoi2lTgP[ wAjjSOPzBAGN-Z1UYxI Mxl4DWgmSOsdjlxsn7Yhf4e9OP?mk5O=ERp -1-4-0 104.0 20-0-0 22-0.0 1-4-0 10-4-0 10-4-0 F1-4-0 axe o Scale = 1:41.1 I Ia 19 18 17 16 15 14 13 12- 2x4 II 2x4 II 20 II 2x4 II 3,01 = 2x4 II 2x4 II' 2x4 II 20-8.0 20.8.0 Plate Offsets (XY)-- f6:0-3-2,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udetl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 11 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Ved(CT) 0.01 11 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) 0.01 10 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 104 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc puffins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-e-0. (lb) - Max Horz 2= 179(LC 15) Max Uplik All uplift 1001to or less atjoint(s) 18,13 except 2=-112(LC 10), 17=-160(LC 10). 19=-284(LC 10), 14=-158(LC 11), 12=-283(LC 11), 10= 147(LC 11) Max Grav All reactions 250 lb or less at joint(s) 2, 16,17, 18, 14, 13. 10 except 19=305(LC 21), 12=305(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-62/302, 5-6=-99/453, 6-7=-99/453, 7-8=-62/302 BOT CHORD 2-19=-36/261, 18-19=-36/261, 17-18=-36/261, 16-17=-36/261, 14-16=-36/261, 13-14=-36/261, 12-13=-36/261, 10-12=36/261 WEBS 5-17=-12W319, 3-19=-210/510, 7-14=-126/319, 9-12=-210/510 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=S.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-4-0, Exterior(2) 4-4-0 to 4-10-6, Comer(3) 4-10-6 to 15-9-10, Exteriar(2) 15-9-10 to 16.4-0, Comer(3) 16-4-0 to 22-0-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8# Lumber designated with a °P' is pressure -heated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this ,design. Building designer to verify suitability of this product for its intended use. Walter P. Finn PE No.22839 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. Mfrek USA Inc. FL Cad 6SU 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) 18, 13 except fi984 Parke East Blvd. Tampa FL A1818 Qt=1b) 2=112, 17=160, 19=284, 14=158, 12=283. 10=147. Bale: February 11,2020 Q WARNING- Vergydesfgnperemeters end READ NOTES ON 7NISANDwCLUDED arEKREFERANCEPAGEAUP74nnex 1a9Y1015 BEFORE USE Design valid for use only calm Miller connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulldingdespn. Bracing Indicated Istoprevent buckling ofindividual hussweband/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stabilty ontl to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobriconon, storage. delivery, erection and bracing of trusses and husssysfems see/WSI/tpll peapdy Cril DS349 and BCSI Bidding ComWment 69M Parke East Blvd. safely N/armalblpva0able ham muss Plate InsfiNte. 218 N. Lee Sheet. Sulfe 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Tr ss, Type L pry Ply LOT 2/76r9 T79379463 2243974 E7 JACK -OPEN 24 1 Job Reference (optional) Builders FirstScume (Plant City, FL), Plant City, FL - 33567. 8.240 s Dec 6 2019 MTek Industries, Inc. Tue Feb 11 10:42:51 2020 Page 1 ID:UFLsKgoi2TgRmwAjjSOPzBAGN-14Sw9NNZ3NLNSxOeyaeyllOrwyuGp6mXdfwleT=ERo -1-4-0 3-2-0 7.0.0 1-4-0 3.2 O 3-10.0 Scale=1:22.6 7.0-0 Plate Offsets (X,Y)-- f2:0-2-10 0-1-81 LOADING (fast) SPACING. 2-0-0 CSI. DEFL. in (too) Vdetl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.20 4-7 >411 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 ate n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 24 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directlyapplied or 10-M oc bracing. REACTIONS. (lb/size) 3=166/Mechanical, 2=336/0-8-0, 4=83/Mechanical Max Ho¢ 2=287(LC 10) Max Uplift 3=-228(LC 10), 2=-197(LC 10), 4=9(LC 10) Max Gmv 3=166(LC 1), 2=336(LC 1), 4=124(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone 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 tress 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 343-0 tall by 2-" wide Will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to tress connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4 except (jt=lb) 3=228, 2=197. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Bind. Tampa FL 33610 Date: February 11,2020 AWA/iNING-VedyydesrgnPerorrobsaenCREADNO7ESONTNISAND1NCLUOEDhVTEKNEFEF?MCEPAGEM474M.x1WAY10159EFOREUSE Design valid for use only with MOe'.� connectors. This design Is based only upon parameters shown, and a for on Individual building component, not �t a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this coach Into the overall WWII Bracing Indicated Is to prevent bucicing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MTek' 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 Intl bracing of trusses antl hura systems, saeAN91/IPII Cua®v6tb Cr, D5349 and SCSI Building Component 69" Parke East Blvd. Safety Informa6onovallable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss; ruseTpe ILA Oty Ply LOT 2176/9 T79379469 2243974 E7P 4 1 Job Reference (optional) Builders RrslSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Dec 62019 MTek Industries, Inc. Tue Feb 11 10:42:522020 Scele=1:22.6 Plate Offsets (Y Y)-- f2:0-2-12 0-1-01 LOADING (psi) SPACING- 2-0-0 C51. DEFL. in (loc) Vital L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.18 4-6 >453 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) 0.16 4-6 >519 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 301b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (lb/size) 3=142/Mechanical, 2=33610-3-0, 4=107/Mechanical Max Hom 2=287(LC 10) Max Uplift 3— 204(LC 10), 2=-204(LC 7), 4=-115(LC 7) Max Gray 3=142(LC 1), 2=336(LC 1), 4=141(LC 3) FORCES. (lb) -Max. Comp./Maxi. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or B-9-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterioll zone; porch left exposed;C-C for members and forces & MW FRS 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) All bearings am assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 3=204, 2=204, 4=115. Walter P. Finn PE No.22639 MTek USA, Inc. FL 16634 6904 Parke East Blvd. Tampa FL 33610 Data: February 11,2020 Q WAFINING-Verlrydeslgnpa CIOmand RaDNOTES ON TNISANOWCLUDMU9 KREFFAANCEPAGEM1474Mmv. 1Q=2Uf59EF0REUSE. Design volld for use only vAh MTTek® connectors. This design Is based only upon parameters mov 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 Me overall building design. Bracing Indicated u to prevent buckling of IndMdual muss web and/or chord members only. Additional temparary and permanent bracing Is always required for stability and to prevent collapse wmi possible personal Injury and property damage. For general guidance regarding the MiTek' tobricotioa storage, delivery. erection and bracing of susses and muss systems seeµSUlPlt Quality CMeM, DSB49 and I= hull Component 69M PeMe East EA. Sorely mformatbnavoliabie from Tnas Plate Institute, 216 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Thus Type - Cry Ply LOT 2176/9 T193794fi5 2243974 H7 DIAGONAL HIP GIRDER 3 1 Job Reference (opionall builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MTek Industries, Inc. Tue Feb 11 10:42:53 2020 Page 1 ID:UFLsKgoi2lTgRmwAjjSOPzBAGN-z5aha2Opb?c5hEaO3?BONAUHVme5Hz1g5y?OIL2mERm -t-10-10 6-3-7 9-10.13 1 1-10-10 1 6-3-7 1 3-7-6 r Scale = 1:22.2 aza = 6xB = Plate Offsets (X,19— [2:0-2-4 0-0-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(L-) 0.12 7-10 >995 240 MT20 244/190 TCDL 7.0 Lumber IDOL 1.25 BC 0.50 Vert(CT) 0.09 7-10 >999 180 BCLL 0.0 Rep Stress [nor NO WE 0.25 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 421b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=165/Mechanical, 2=410/0-M, 5=422/Mechanical Max Horz 2=374(LC 4) Max Uplift 4=-237(LC 8), 2=-473(LC 4), 5=-442(LC 4) Max Grev 4=219(LC 18). 2=41O(LC 1).5=422(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-638/451 BOT CHORD 2-7=695/576, 6-7=-695/576 WEBS 3-7=-176/306, 3-6— 707/852 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pull BOT CHORD Rigid ceiling directly applied or6-6-12 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) gable end zone; porch left exposed; 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) Bearings are assumed to be: , Joint 5 SVP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 011=11c) 4=237, 2=473, 5=442. 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 (pIQ Vert: 1-2=54 Trapezoidal Loads (pIQ Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) Water P. Finn PE No.22839 MRek USA, Inc FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 11,2020 QWARNWG-Verd7desrdnperamefereand 1E4DN07ES ON M6ANDMCLUDWMREKREFERANCEPAGEM67473rev. faNY10f50EFOREUSE Design valid for use only with M6eLS connectors. This design Is based only upon parameters shown. and b for an Indivltlual building component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and papery 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 requlred for stability and to prevent collapse with possible personal Injury end property damage. For general guidance regarding Me fobrcation, storage, delivery. erection and bracing of musses and truss systems, seeANSVIPII Quality Cmedu, DSI1419 and SCSI 50dhD Component 6904 Pare East SNd. Safety Informaeortovailabie from Truss Plate Ireffli 218 N. Lee Street. Suee 312 Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type City Ply LOT 2/76/9 E2243974 T19379466 H7P DIAGONAL HIP GIRD ER 2 1 Job Reference (optional) Builders FirslSuurce (Plan) City, FL), Plant City, FL- 33567, 8.240 a Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:54 2020 Page 1 ID:U FLsKgoi2lTgRmwAjjSOPZBAGN-Rf83nOPRM IkyJO9DdiitvN0O09zi0Oy_JckyEn=ERI Scale=1:22.2 a o 3x4 = 5-2-5 9.10-13 ♦— 5-2.5 4-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.08 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 8C 0.48 Ved(CT) -0.07 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Hors(CT) -0.01 5 n/a rda BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 43111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-7 oc bracing. WEBS Px4 SP No.3 REACTIONS. (lb/size) 4=227/Mechanical, 2=412/0-4-4, 5=364/Mechanical Max Horz 2=376(LC 4) Max Uplift 4=-321(LC 4). 2=-475(LC 4), 5=-358(LC 4) Max Grev 4=280(LC 18), 2=412(LC 1), 5=364(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-751/575 BOT CHORD 2-7=-836/696, 6-7=-836/696 WEBS 3-7=-110/271, 3-6=-755/908 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=15ff; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 5 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 4=321, 2=475, 5=358. 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 (pig Vert: 1-2= 54 Trapezoidal Loads (plf) • Vert: 2=0(F=27, B=27)-to-4=-134(F=-40, 8=-40), 8=0(F=10, S=10)-to-5=-49(F=-15, B=-15) Walter P. Finn PE No.22839 III ek USA, Inc. FL Cert 6634 6904 Parke East Bind. Tampa FL 33610 Date: February 11,2020 O WARNING-yedry Oeaign Parameters an4REAp NOTES ON TNISANOINCLUOEOMREKREFEBANCEPAGEMIP74MJ v. 101132015BEFOREUSE Design valid for use only with MgekS, contractors. This design Is based only upon parameters shown, and 6 for an Individual building component, not ��- a tnrss system. Before use, the building designer must verity the opplloability of design parameters and properly incorporate this design Into the overall building design.&acing Indicated is to prevent buckling of lndlMdual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' h 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 musses and hum systems seeANSVTPII GualBy Cdfedu, DSB49 and BCSI BWtlkrg Component 6904 Parke East BNtl. Safely Informatbrgvoiloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 217619 T19379467 2243974 L03 HIP TRUSS 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:55 2020 Page 1 ID:JR51SNiTSiaXAOM8FKU9owzAhiT-wHF k047cspxYkPBODuSbZULZCFIsR7YGUVnE=ERk -1-4-0 9-0-0 1--00 + 6 20--0I21.4-0 1-4-0 4fi0 45-6 120-0 T- 46--0 1-4-0 a 4x6 = 18 46 = 4x6 = 3x4 = 4x6 = 3x4 = 4x6 = Scale=1:36.9 Io 9.0-0 2-0-6 9.0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.46 11-14 >522 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 '.BC 0.91 Vert(CT) 0.3811-14 >627 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) -0.04 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 95 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=812/0-4-0, 7=812/0-4-0 Max Horz 2=159(LC 10) Max Uplift 2=-591(LC 7), 7=-591(LC 6) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3= 1273/2336, 3-4=-980/1947, 4-5=-826/1827, 5-6=-980/1947, 6-7=-1273/2336 BOTCHORD 2-11=-1962/1124,9-11=-1390/826,7-9=-1962/1124 WEBS 3-11=-362/655, 4-11=-6821285, 5-9= 682/285, 6-9=a62/655 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15D; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This Bruise has been designed for a 10.0 psi 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=591, 7=591. Waiter P. Finn PE.No.22839 MiTek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610. Date: February 11,2020 O WARNING-Veriydaslgnparava.mrsend READNOTES ON TN/SAND/NCLUDWMREKREFERANCEPAGEMX74".,.. 1114X32015BEFOREUSUE Design valid for use only with MReltw connectors. IDa design Is based only upon parameters shown and Is for an Individual bullding component not a trust system. Before use, Me building designer must verity Me applicability, of design parameters and properly Incorporate this design Into Me overall bulldingdesign. Bracing Indicated Is to prevent buckling ofhdNiduoltruss web and/orchord members only. Additional temporary and permanent bracing isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regordhg Me fabrication, storage, delivery. erection and bracing of musses and truss systems. seeANSUnPII QuallMyy CrNuda, DSB-69 and SCSI Bulding Component lafaty Informallonsvailable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexondna, VA 22314, MiTek- 6904 Parke East Blvd. Tempe, FL 33610 b Truss Truss Type C�Zk T 2176/9 L2�43974 T19379468 L04 Hip Truss 1 Reference (optional) cunuers rimatiource (ream ury, rr.1, ream uny, rL- 33567, 8.240 a Dec 6 2019 MiTek Industries, Inc. Tue Feb 11 10:42:56 2020 ID:JR51SNiTSiaXAOM8FKU9owzAhiT-01FDC4Riuw aYiJb17k77a6oTzYBUUHnvr03 a Gx8 = 1B 3xB = 4x6 = 3x4 = 4x6 = qx6 Scale=1:36.9 LOADING lips, TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017ITP12014 CSI. TC 0.85 BC 0.93 WB 0.17 Matrix-MSH DEFL. in Vert(LL) 0.22 Vert(CT) -0.21 Hom(CT) -0.09 (too) Vdefl L/d 9-17 >999 240 9-17 >999 180 7 n1a n/a PLATES GRIP MT20 2441190 Weight: 981b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-11-13 oc pur ins. 4-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-9-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1581/0-4-0, 7=1581/0-4-0 Max Horz 2=-128(LC 9) Max Uplift 2=-1348(LC 5), 7=-1348(LC 4) Max Gray 2=1718(LC 18), 7=1718(LC 17) FORCES. (Its) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3328/2651, 3-4=-3244/2613, 4-5=-2880/2397, 5-6=-3243/2612, 6-7=-3329/2651 BOT CHORD 2-11=-2365/3085, 9-11 =-2231/2962,7-9=-2295/2991 WEBS 4-11=-91/456,5-9=-109/456 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15N; Cat. II; Exp C; Encl., GCpi=0.18; MWFBS (envelope) gable end zone; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Owb) 2=1348,7=1348. 8) Girder carries hip end with 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 709 lb down and 515 Ib up at 13-0-0, and 709 Ib down and 515lb up at 7-0-0 on top chord. The designtselection 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: l-4=-54,4-5=-117(F=-63), 5-8=-54, 12-15=-43(F=-23) Concentrated Loads (Its) Vert: 4=-347(F) 5=-347(F) Walter P. Finn PE No.22839 MBek USA Inc. FL Cad 663E 8904 Parke East Blvd. Tampa FL 33610 Data: February 11,2020 QWARN/NG- VedrytlesignparametersenENEAONOTIES ON TNIS AND INCLUDWUI KNEFEHANCE PAGE MM174Mhv. fatkva)158EFOBE USE Design valid for use only with Mrelsts connectors. ibis di 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, Brocing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M(Tek' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regartling the fabrication, storage, delivery. erection antl bracing of trusses and muss systems seeMStRipil Quality Cmedu, DS349 and SCSI Building Component 6904 Parke East Blvd. Safety Infoeno6anovoilable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alesandbo. VA 22314. Tampa. FL 33610 Symbols PLATE LOCATION AND ORIENTATION S ' Center plate on joint unless x, y ' /4 offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss fully embed teeth. 1 O'/1dr T For 4 x 2 orientation, locate Numbering System 6-4-8-8 J dimensions shown In ft-in-sixteenths I I (Drawings not to scale) 1and 2 3 TOP CHORDS a-2 c2a 0 WEBS c 4 O y, �' p y 3 Of a�S°p C) 0 a- General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal orX-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 cra co- cse �. plates 0-'h4' from outside BOTTOM CHORDS all other Interested parties. edge of truss, 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE Joint and embed fully. Knots and wane at Joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from ' Plate details available in Mill 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/[PI 1. softwareoOr f upon request. NUMBERSAETTERS. B. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 10. Camber is a non-structurol consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13, Top chords must be sheathed or purlins provided at Output. Use T or I bracing spacing Indicated on design. If Indicated. Lumber design values are in accordance with ANSI/TPI 1 m chords require 14. Bette lateral bracing of 10 fi .spacing. section 6.3 These truss designs rely on lumber values of less if no ceiling installedunless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown Is for Crushing only. mm0 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards W1 ANSI7TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.and pictures) before use. Reviewing pictures alone Is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, �® M 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ITe ANSI/rPI 1 Quality criteria. Installing & Bracing of Metal Plate Cognected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015