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=LIFE SAFETY WARNING & Do not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers !! This symbol identifies Life Safety Warnings that should be read and given special attention to all ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 35' - 410' IN LENGTH!! persons installing trusses. SPACING NOTE METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN. All trusses are to be set 2'-0" on center except as noted AIR HANDLER NOTE MULTIPLE PLY TRUSSES MUST BE FASTENED Unless noted elsewhere on this layout, these trusses are not 30' Span or less TOGETHER PER ENGINEERING BEFORE designed for air handlers in the roof or for any other A/C Al SETTING. REFER TO ENGINEERING DRAWING requirements. This may be in conflict with building code and A/C 60 degrees TO DETERMINE IF MULTIPLE PLY. A Design requirements. Consult with Building Department and A/C or less ZLNContractor. L WARNING �aan .- ••\ {� r m I Tag IIne. _ approx. The size of these trusses makes it necessary that the a set b a rofeeslonal builder , familiar with and experienced in the problems nd dangers of setting large span trusses.) - - --- - -- -' DON'T LIFT TRUSSES !I REFER TO SCSI : WITH SPANS LONGER THAN The builder and erector St10Uld COnSUIt with an engineer licensed In Florida specializing 1 30' BY THE PEAK.. Truss must be set this way d crane is used. in wood roof trusses about the safe erection of these trusses. The engineer should be at ,! Tmss is an example, your truss may not math. coNsulracsl the job site when trusses are erected to provide supervision and advice. Insist crane operator sets truss this way. SO' fo S Spam Spreader Bar! All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses - - are installed. Tag IleaAppro. W to II }> 1/2 of Span REFER TO BCSIr�'. Truss an ebe SetxampetyouNr truso4ay is used. _ SEAT PLATES BY CHAMBERS TRUSS Insist crane operator sets truss this way. I: HIP °MRIERWommAS MENBPJNMOil —T = FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED co s2i, 'I. The undersigned acknowledges and agrees: I 1. Trusses will be made in strict accordance with this truss placement diagram layout, which:is the authority for,/ o¢ a sole determining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice is provided by certiried mail to Chambers Truss within ten (10) days of delivery the undersigned agrees that no backcharges will be allowed. In the event such -written notice is furnished Chambers Truss ! shall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. After 10 days of delivery remedy will be according to Florida statute 558. '. �... 4. The undersigned acknowledges receipt of "BCSI" summary sheet by TPI & WTCA. 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has the sole authority to determine the °., suitability of the job site or a portion of the job site for delivery. Chambers Truss will be responsible responsible for dump deliveryonl . The buyer is responsible for additional delivery expenses if Chambers Truss has COIRNER DETAIL to redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer Is responsible to Chambers Truss for towing costs due to site conditions. o ERawa°eo uowxroa°u 6. Price as shown in paragraph 7 below is subject to change If any changes are made in this layout. A $50 per hour fee for revisions may be charged by Chambers Truss. 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price, Invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled data oft delivery 'rf buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss 'reasonable attorneys fee for collections in event of payment not timely made. 1-112 % per month service charge will be - ,added for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees 11 payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the Undersigned agrees to pay such indebtedness including attorney's fees, if default in payment for material be made by the I recipient. 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design responsibilities are per ""National Standard And Recommended Guidelines On. Responsibilities For Construction Using Metal Plate Connected Wood Trusses ANSI/TPl1WTCA 4 - 2002"" 12. Warranty is per Chambers Truss Warranty attached. DATED ! SIGNED I li n: n d Q: w Q m ,' Q F. v Q $;. n Q (c d n.-n Q r� '. d n U Q+ n H Q ¢I n Q n t1 d [! n i3 Q ,fi n' Q¢ n 'I Q .::, sir s n .: n Sid °,'r 'Q (; r e,Q ux n vQ i, r .Q 1? n ran n n 'er n :?n Q Q n ;Qd &n �Fn ':'fin Q Q Fn m 9d ayQI�Q'� rn Q Q rn cn -a =i >.< rQ IQ I I y :a r � rR - 'a E 's ;• , g '„ la a I; � ! 11 � Jt p , t� a' �' g,: S J3 t: g $ � irr, e >� 'S i J3 J5I ✓� H II � a A a; I ��^ R � F. � " " rA I & _ �9e .. 0 Fh,, @a 9 R � 35 rs, '. P � V � ;a' �; ,< 55.. -J7 C 11 i IF.. "e I! - N rs+! 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' Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. r„ Temporary and permanent bracing are required and can save life and property 11 and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before setting trusses. Trusses must be set and braced per design to prevent injury & damage. Trusses must be setlumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses this can cause collapse. ps I DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES HAMBERS TRUSS !IIIIINC I I 3105 I_ I Oleander Avenue I Fort Pierce, Florida 34982.6423 800-551.5932 Mi v Fort ' Pi erce 772.465.2012 Fax 772.465.8711 I Vero Beach 772-569.2012 Stuart 772-286.3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC I MMKVER a�R .4.141fL CD - — -- I ESIGN CRITERIA REDUCIBLE i R C E SUCH AS SBC 16aA 61 I DESIGN CRITERIA County ST. LUCIE Building Department ST. LUCIE COUNTY Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Roofing Material METAL Loading in PSF Roof R.D.L. Floor To Chord Live P 30 0 To Chord Dead 15 P 4.2 0 Bottom Chord Live '10-Non Conccurent p Bottom Chord Dead 10 3 0 .Total Load 65 7.2 0 j 'Duration Factor 1.33 0 Wind Speed 170mph To p Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 22' Building Type Enclosed Building Category II: Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2017 R.D.L.PRestraining Dead Load C. B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building/ department and your engineer. Design 'ICriteria is the responsibility of the Buildini Designer and/or Engineer of Record Chambers Truss Inc. Drawing Name: 75963 SCALE: 1 /4" _ 1'-011 108 total trusses, 14 unique designs Designer: RLC Reviewed by: RLC Date: 04/29/19 FOR JAVIER PEREZ DESCRIPTION: GARAGE Page 1 of 1 CUSTOMER INITIALS EACH PAGE 75963 0 BUILDING INFORMATION Design Wmd Speed Ultimate Wind Velocity (mph) 170 Exposure B Internal Pressure Enclosed Height above ground x -If .) 0.0 standard Wall Hai ht- ft. 18.0 Mean Roof Height h) - (fL 22.0 Building Width (ft.) 40.0 Building Length (ft.) 80.0 Roof Sloe (x:12) 5.0 Roof An aidegreos 22.62 a Edge strip ft) 4.00 End Zone 1%) 8.00 W INDLOADCALC.com ASCE 7-16 Wall dom,Opedo ,s FILE "®rT (all wall openings: windows, dotes, shutters, eta) Wind Load Program 2001-2018 inWindloadcalc.comc rwrvnwow.s - WIND LOAD DESIGN INFORMATION JOB INFORMATION client PEREZ RESIDENCE -DETACHED GARAGE Address FORT PIERCE, FLORIDA Company Job Number 17-A217 Prepare, JAMES E GILGENBACH ARCHITECT AR-7457 TOPOGRAPHIC FACTOR Hill sha o Flat - No Hill H ft 0.0 Ih, (ftj 0.0 x ft. 0.0 t ft. 0.0 d z APPLYING WIND LOAD FOR: ZONE OPENING ELEVATION (ft) WIDTH (ft.) LENGTH (ft.) EFFECTIVE WIND AREA (sq.ft.) Ultimate Wind Load Pressures NOA Approval Number Max Pressure Per NOA Manufacturer Model Number MAXIMUM POSITIVE PRESSURE (psf) MAXIMUM NEGATIVE PRESSURE (psf) 3080 MTL DR 5 4 3.0 8.0 24.0 49.0 -63.7 H33 S.H. WDW 5 5.5 6.0 5.2 31.2 48.1 -61.9 24 S.H. WDW 4 14 5.0 5.2 26.0 48.9 -53.2 z O 120120 O.H. GAR DR 4 6 12.0 12.0 144.0 43.0 -47.4 120120 O.H. GAR DR 5 6 12.0 12.0 144.0 43.0 -51.6 K O LL z t7 z z W d O J J a 3 t i z O Q www.windloadeale.com IBM MiTek.. ` RE: Q57243 MiTek USA, Inc. PEREZ GARAGE 6904 Parke East Blvd. Tampa, FL 3 36 104115 .Site Information: Customer: JAVIER PEREZ Project Name: Q57243 Lot/Block:. Model: Address: BRIDLEWOOD WAY Subdivision:. City: FORT PIERCE State: FL General Truss Engineering; Criteria &'Design Loads .(individual Truss Design Drawings ShoW Special. Loading .Conditions): :.Design Code: FBC20.17/TP12014 Design, Program: MiTek 20/20 8.2 Wind Code: ASCE -10. Wind Speed:. 170 mph Roof Load:. 55.0: psf Floor Load: N/A.psf This package includes 14 individual, dated Truss Design, Drawings and 0 Additional. Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss. Design Engineer and this. index sheet _conforms to 61 G15-31.003, section 5 of the. Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T16904825 a 4/29/2019 2 - T16904826 at 4/29/2019 3 ..T16904827 a2: 4/29/2019 4 T16904828 a3 . 4/29/2019 5 T16904829 a4 4/29/2019 REVIEWED FOR., 6 T16904830 a5 4/29/2019 7 : T16904831 a6 4/29/2019 CODE COMPLIANCE 8 T16904832 .... 29/2019a 9 T16904833.ga 4/29/2019 ST. LU C I E COU NTH(.:: ' 10 T16904834 jl 4/29/2019 BOCC 11 . 316904835 j3: 4/29/2019 12:. T16904836 j5 4/29/20,19 13 T16904837 .. j7 4%29/2019 RECEIVED 14 T16904838._ kj7 4/29/2019 . OCT .1.1 7.019 ST Lucie County; Permitting FILE C®ry The truss drawing(s) referenced above have been prepared by MiTekUSA, Inc under my direct_ supervision based on the parameters provided by Chambers Truss.". Truss Design Engineer's Name: Albani, Thomas 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 jurisdictions) identified and that the . ' : .'designs comply with ANSI/TPI 1. These designs are based upon parameters shown. (e.g., load's, 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 .y these'designs. MiTek has not independently verified,the applicability of the design parameters or the designs for any particular building:. Before use, the building designer should verify applicability.of design parameters and'properly incorporate these'designs into the overall building design per. ANSI/TPI 1, Chapter 2. 1 6f l r Q .'9 No 39380 4/ 0:.� STATE OF '.io Thomas A. AIWnl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 April 29, 2019 Albarii; Thomas r J013 r Truss Truss Type Oty Illy PEREZ GARAGE T16901 957243 .. A: HIP: 2 1. Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s• Dec6 2018 MiTek Industries, Inc. Mon Apr 29 08:57:27 2019 Page 1 ID:rOpxgJW GcWiT9wRivQKELy7mx7-gVwfYxgiR4J_zEKbk5El?2VXujT_srVkZVG62gzLvMs -2-0-0 , 5 8-12 9-0-0 15-9-14 22-5-0 29-2-2 36-0-0 39-3-4 45-0.0 47-0-0 2-0-0 ' S-B-12 6-9-14 6-8,2 6-8-2 6-9-14 :3-3-4 5.8-12 2-0-0 .. . Scale 1:80.2 :. 5x8 MT18HS = 3x8. 5x8 MT18HS 5.00 12 4x5 =" -. - - 5x8 MT18HS = 45 = 4 523 26 6 72T 828 .9.:. 3x4 3x4 i 24 29 o.. ... .1.7 - o 16 .. 15 14. 13 - 4x8 — 4xl0 = 5x12 MT18HS = 3x4 I I 5x12 MT18HS = 4x10 = 4x8 — 15-9-74 22-6-0 29-2-2 36-0-0 45-0-0 9-0-0 6-9-14 6-8-2 .6,8-2 6-9-14 .. 9-0.0 Plate Offsets (X,Y)-- [2:0-0-0,0-0-41, [4:0-4-0,0-1-13], [6:0-4-0 Edge] [9:0-4-0 0-1-131 I'll 1:0-0-0 0-0-41[14:0-6-0 0-3-01[16:0-6-0 0-3-01 LOADING (psf) SPACING- 2-0-0• • CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0. Plate Grip DOL 1.33 TC . 0.84 Vert(LL) -0,74 . 15 >727 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC .. 0,94 Vert(CT) .. -1.37 15-16 >395 240 MT18HS 244/190 BCLL 0.0: Rep Stress Incr . YES WB . 0,89. Horz(CT) . . 0.36 11 n/a n/a . BCDL 10.0 Code :FBC2017frPI2014 Matrix -MS Wind(LL) 0.79 ' 15 : >681 240 Weight:.224 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD. 2x4 SP M 30 "Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-16: 2x4 SP. M 31. WEBS 1 Row at midpt 5-17,.8-13 . WEBS 2x4 SP No.3' REACTIONS. (lb/size) ' 2=2660/0-8-0, 11=2660/0-8-0 Max Hors 2=194(LC 11) Max Uplift 2=-1341(LC 12), 11=-1341(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown... TOP. CHORD 2-3=-5548/3362, 3-4=-5149/3110, 4-5- 4757/2962, 5-7=-6762/4076; 7-8=-6762/4072, 8-9=-4757/2958, 9-10=-5149/3.105, 10-11=-5548/3355 BOT CHORD.' 2-17=-2908/5040, 16-17=-3676/6740, 15-16=-4014/7371, 14-16= 4014/7371, 13-14= 3687/6740, 11-::13=-2940/5040 WEBS 3-17=440/474, 4-17=-852/1528, 547=-2389/1.392, 5-16=-155/527, 7-16=-804/382, 7-15=0/268; 7-14=-804/382, 8-14=-155/527, 8-13=-2389/1392, 9-13=-850/1528, 10-13=-441/470 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-Mrinph (3-second gust) Vasd=1212mph; TCDL=4.2psf; BCDL=3,Opsf; h=22ft; B=45ft; L=45ft;, eave-6ft; Cat. II; Exp C; Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-5-5; Interior(1) 2-5-5 to 9-0-0, Exterior(2),9-0-0 to 15-4-6,;Interior(1) 15-4-6 to 36-0-0, Exterior(2) 36-0-0 to 42-4-6, Interior.0) 42-4-6 to 47-0-11 "zone;C-C for members'and forces &. MWFRS far:reactions shown; Lumber DOL=1-60_ plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates, unless otherwise indicated. . 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0:tall by 2-0-0 wide will fit between .the :bottom chord and ahy other members. 7) Provide mechanidal connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except at=lb) 2=1341:, 11=1341: Thomas A. Alban[ PE N6:39380 MiTek USA, Inc. FL CM 6834 690.4 Parke East Blvd. Tampa FL 33610. Date:. April 29,2019 Q ;WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. f0/03/2015 BEFORE USE. Design valid for use only. with MRekD connectors. This design is, based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and.property damage. For general guidance regarding the ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMIT Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job r Truss Truss Type Qty . Ply PEREZ GARAGE 16904826 Q57243 •. Al HIP. 2. 1 Job Reference (optional) Gnambers I russ, Inc., tort tierce, t-L MelfU s uec D zu I D rvu I eK rnuuscnes, 1F1a. rwun r+pr ca u0a1:4y eu r n Faye r " I D:rOpxgJ W GcW iT.9vvRivQKELy7mx7-cul QzdsyziaiDYUzrW Gm5TatAXBBKmBl l pID7YzLvMq 2-0-0 5-9-14 11-0.0 18-8-9 26-3-7 34-0-0 39-2-2 45-0-0 47-0-0 2-0-0 . 5-9-14 5-2-2 " 7-B-9 7-6-13 7-8.9 5-2.2 5-9-14 " 2 ...... Scale=1:80.2... . 6x8 MT18HS= 5xB MT18HS = 4x4 — -Sx6WB = 4x8 = .. 5.00 127' .. 4 28. 5. . 29 .. 6 . _ 30. 7 31. .. 8 YT ' 0 45^0-0 rlaie onsets to T)-- IZ:U-J-U U-I-DJ t4:U-4-U U-I-IJJ Ia:U-J-U CugeJ I5:u-4-U u-I-IJJ I IU:U-u-u,u-u-y1 - LOADING (pso SPACING- 2-0-0. CSI. DEFL. in (loc) Well Ud PLATES: GRIP TOLL : 30.G :. Plate Grip DOL . 1,33 TC : 0.85 ' Vert(LL) .-0.57" 15-16 >946 360.'. MT20 244/190 TCDL 15.0. Lumber DOL . ". 1.33 BC' .. 0.83 ". Vert(CT) -.1.0815-16 >501 240. MT18HS 244/190 BCLL 0.0, ' Rep Stress [nor. YES W B ..0.76' Horz(CT) . 0.32 : 10 ' n/a n/a .. . BCDL 10.0 ',Code" FBC2017rrP]2014 Matrix -MS Wind(LL) 0.61 15-16 . >88.9 : 240 Weight:.232 lb FT = 20 LUMBER- BRACING - TOP CHORD:, 2x4.SP M 30 'Except' TOP CHORDStructural wood sheathing directly applied. .4-6,6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or:4-1-4 oc bracing. ' BOT CHORD - 2x4 SP.M 30 WEBS 1 Row at midpt " 5.18,.7716, 7-13 . WEBS 2x4SPN0.3 - OTHERS 2x4 SP No.3 WEDGE .... Left: 2x4 SP. No.3 REACTIONS. (lb/size) : 2=2660/0-8-0, 10=2660/0-8-0 Max Harz 2=-229(LC 10) Max Uplift 2=-1341(LC 12), 10=-1341(LC 12). ..: . FORCES._ (lb) -.Max. Comp./Max. Ten. = All *forces, 250 (lb) or less except when shown. TOP CHORD .. 2-3=-5586/3337, 3-4=-4914/2975,:4-5=-4494/2860, 567= 5919/3627, 7-8=-4494/2860, 8-9=-4914/2975, 9-10=-5586/3337 BOT CHORD 2-19=-2899/5074, 18-19= 2899/5074, 16-18=-3,187/5919, 15-16=-3193/5918, 13-15=-3193/5918; 12-13=-2937/5074; 10-12=-2937/5074. WEBS 3-18=-723/587, 4-18=-688/1311; 5-18=-1831/1026, 5=16=-11/306, 7-15=0/305, 7-13— 1829/1026, 8-13=-688/1311:, 9-13=-724/587 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;.Vu1t=170rnph (3-second. gust) Vasd=132rnph; TCDL=4.2psf; BCDL=3.0psf; h=2.2ft; B=45ft; L=45ft; eave=6ft; Cat; . ll; Exp 6; Fncl.;:GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2=0-1.1 to 2-5-5, Interior(1) 2-5-5 to:11-0-O, Exterior(2) 11-0-0. to 17-4-6, Interior(1) 17-4-6 to 34-0-0, Extedcr(2) 34-0-0 to 40-4-6, Interior(1) 40-4-6 to 47-0-11 zone;C-C for members and forces &" " MWFRS for reactions shown; Lumber DOL=1.60 plate'grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. ' 4) All plates are MT20 plates unless: otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load rionooncureent with any other live loads, ; 6) ' 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:bottam chord and any other.members. :.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) - 2=1341,10=1341. Thomas A: Albani PE N6,36360 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa ampa FL 33610 .: Date: .... pr129, Q :WARNING - Verify design parameters and READ NOTES ON: THIS AND INCLUDED MITEKREFERANCE PAGE'MIP7473 rev. 1W03/2015 BEFORE USE. Design valid for use only with connectors. This design is. based only upon parameters shown, and is an individual building component, WWII) cnot a, truss system. Before use, the building designer must verify, the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOWis always requiredfor stability and to prevent collapse with possible personal Injury and.properfy damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPt1 Quality Cdtorla,"DSB-69.and SCSI Bullding Component. 6904 Parke East Blvd. Safety Infonnationavailabie from Truss Plate Institute; 218 N. Lee Street, Suite.312; Alexandria, VA 22314. Tampa, FL 33610 Job r Truss Truss Type Qty Ply PEREZ GARAGE T16904827 Q57243 A2 . HIP. 2 1 Job Reference (optional) onamoers I russ, Inc., ron rrerce, rL o•�.� ^r �a� ID:rOpxgJW GcWiT9vvRivQKELy7mx7-44boAzsaj?iZgi3APDn?dh753xYd3BdAFTUmf_zLVMp -2-0-0 6-9-14 13-0-0 19-4-9 25.7-7 32.0-0 3B-2-2 45-0-0 47-0-0 2-0-0' 6-9-14 6-2-2 6-.4-9 " 6-2-13 6-4-9 6-2-2 6-9-14 Scale.=1:81.5 5.00 125z6= 3x4 - 4x6 3x8 . ?. 6 29 '..7.: 830 Sx6 = 9' .2u ltl 5x8 MT18HS = 3x10 - 3x4 11 3x4 = 3x4 3x8 = 3x4, 1I . &B = 5xB MT18HS = 6-9-14 1 6-2-13 rn N. 31 0 4X8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES_ GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.65 Vert(LL) . -0.48 17-18 >999 360: MT20 244/190 TCDL 15.0. Lumber DOL 1.33 BC . 0.75 Vert(CT) -0.89 17-18 >605 240 . MT18HS - 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.29 . 12 n/a n/a BCDL 10.0 Code. FBC2017lrP12014 Matrix -MS Wind(LL) 0.51 17-18 >99.9 . 240 Weight: 238 lb FT= 20% LUMBER- BRACING - TOP CHORD.2x4 SP M 30 TOP CHORD ...:Structural wood sheathing directly applied or 2-8-3 oc purlins: BOT CHORD:. 2x4 SP M 30 BOT CHORD . Rigid ceiling directly_ applied or 4-4-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 16-20, 8-18, 8-15 WEDGE Left: 2x4 SP No.3 REACTIONS.. (lb/size) 2=2660/0-8-0, 12=2660/0-8-0 Max Harz 2=264(LC 11) Max Uplift 2=-1341(LC 12), 12= 1341(LC 12). FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (10) or less except when shown. TOP CHORD 2-4=-5543/3265, 4-5=-4652/2825,:5-6=-4218/2729, 6-8=-5029/3154, 8-9= 4218/2729, 9-10=-4652/2825, 10-12=-5543%8265 BOT CHORD 2-21= 2822/5025, 20-21=72822/5025, 18-20=-2657/5029, 17.18=-2666/5029, 15-17=-2666/5029, 14-15=-2861/5025, 12-.14=-2861/5025 WEBS 4-21=0/261; 4-20=-957/701, 5-20= 644/1229, 6r20=-1260/696, 8-15— 1260/697; 9-15=-645/1229, 10-15=-958/701, 10-14=0/261 NOTES- 1) Unbalanced roof live loads have been considered for this.design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=22ft; B=45ft; L=45fi;. eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 2-5-5, Intehor(1) 2-5-5 to 13-0-0, Exterior(2):13-0-0 to 19-4-9; Jnterior(1) 19-4=9 to 32-0-0, Exterior(2) 32-0-0 to'38-2-2, Interior(1) 38-2-2 to 47-0-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) .This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed fogy a live load of 20.Opsf bn 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 arty other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb Uplift at joint(s) except (jt=lb) ' 2=1341:, 12=1341. Thomas A. Alban! PE No.39380 MiTek USA, Jnc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610, . Date: April 29,2019 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIi-7473 rev. 101MO1S BEFORE USE, • Design valid for use only with MIT" connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. ,Bracing Indicated is to, prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing f►/t IYI OTek• Is always required for stability and to prevent collapse with possible personal Injury and.property damage. For general guidance regarding the ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPI1 QuallBlyy Cdlerla,'DSB-89 and BCSI BuBding Component. 6904 Parke East Blvd. Safety Infonnafbnavallable from Truss Plate Institute; 218 N. Lee Street Suite.312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty . Ply PEREZ GARAGE .. T16904828 Q57243 A3 HIP: 2 Job Reference (optional) unambers I russ, inc., Yon Ylerce, M 0.44U s. Uee O ZU 19 rVrr r eK IMUSUMb, 111U. IWUrI Ain 4V VO:01:04 zu 1 a rays, r . I D:rOpxgJ W GcW iT9wRivOKELy7mx7-1 TYbeugFdyH40DY1IVep fi6CP_kDYXCjTjnztktzLvMn 2-0-0 7-7-0 15.0-0 22-6-0 30-0.0 37-5-0 45-0.0 7011 2.0.0 7-7-0 7-5-0 7-6-0 7-6-0 7-5-0 " 7-7-0 ... 2-0-0 . .. .. .. .. .. _ , . Scale— 1:81.5.. .. 5.00 12 5x8 _ 3x8 = 5x8 = .4 25 26. `�.. '27 28 ..6 .' : ." : 5x8 MT-18HS 8 MT18HS ' 3 .. >29 23 .. ... 30 B -. o o .. .. .. 16 :.15 14 31 .. 13.. 32 1211 10 ;. .. 3x4 5x8 MT18HS = � = 3x4 I : 3x8= 3x4 11 4x8 4x8 - .. . — . 3x8 = " 5x8 MT18HS = 7-7.0 15-0-0 22-6-0 30.0-0 37-5-0 riate Vnsets (A,Yjl-- tZ:U-U-U,U-U-4j, I:isU-4-U,U-J-4j, 14:U-4-U,U-1-1JI, tb:U-4-U,U-l-IOJ, I/:U-4-U,U-3-4J, It$:U-U-U,U-U-4I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl : Ud PLATES: GRIP TCLL 30.0 Plate Grip DOLT. 1.33 TC 0.81 . Vert(LL) -0.41: 13 >999 360' MT20 244/190 TCDL 15.0 Lumber DOL. .". 1.33 BC 0.79 Vert(CT) . -0.78 11-13 >696 240 . MT18HS 244/190 BCLL 0.0 Rep Stress Incr. ..'YES WB 0.45. Horz(CT) . ' 0.28 8 n/a n/a BCDL: 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.44 19 : >999 240 Weight:.231 lb FT = 20% LUMBER- BRACING - TOP CHORD . 2x4 SP M 30 *Except* . _ . TOP CHORD . ..Structural wood sheathing directly applied or 2-270 oc pudins. 3-4,6-7: 2x4 SP M 31 BOT CHORD.. Rigid ceiling directly applied or.4-4-3 oc bracing. BOT CHORD 2x4 SP.M 30. WEBS 1 Row at midpt 3-15, 5-15,.5-11, 7-11 WEBS 2x4SPNo.3'. REACTIONS. (lb/size) 2=2660/0=8-0, 8=2660/0-8-0 Max Harz 2=-299(LC 10) Max ,Uplift 2=-1341(LC 12), 8=-1341(LC 12) FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown.. TOP CHORD 2-3=-5498/3207, 3-4=-4408/2680, 4-5=-3963/2608, 5-6= 3963/2609, 6-7=-4408/2680, 7-8=-5498/3207 BOT CHORD 2-16=-2761/4975, 15-16=-2762/4970, 13-15=-2329/4483, 11-13=-2329/4483, 10-11=-2800/4970, 8-10=-2799/4975 WEBS 3-16=0/310; 3-15=71154/818, 4-15=-528/1047, 5-.15=-928/481, 5-13=0/349, 5-11=-928/481, 6-11=528/1047, 7-11= 1155/818, 7-10=0/310 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE-7-10; Vult=170mph (3-second gust)'Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=45ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=6.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-5-5, Interior(1) 2-5-5 to 15-0-0, Exterior(2) 15-0-0 to 21-4-6, Interior(1) 2174-6 to 30.0-0, Exterior(2) 30-0-0 to 36-4.'6, Interior(1) 36-4-6 to 47-0-11 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. . " 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'. This truss has been designed for a live load of 20.Opsf on the bottom chord in a11areas where a rectangle 3-6-0.ta11 by 2-0-0 wide .. . will :fit between the bottom chord and any other members,. with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable _of. withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=1341,' 8=1341. Thomas A. Albaoi PE No.39360 . MiTek USA, Inc. FL CeA 6634 • 6904 Parke East Blvd. Tampa FL 33610 . Date:. April 2 9,2019 " & :WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGE MIP7473 rev. 10/03/2015 BEFORE USE. • Design valid for use only with MiTek@ connectors. This design Is. based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify.the applicability of design parametersandproperly Incorporate this design Into the overall building design. ,Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the " fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Qua1By Criteria, DS11-89.and SCSI Buldkrp Component. 6904 Parke East Blvd. Safety Informallonovallable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314. Tampa, FL 33610' Job .. Truss Truss Type Qty Ply PEREZ GARAGE .. T16904829 Q57243 A4'. HIP. 2 .Il Job Reference (optional) Chambers I russ, Inc., I -on rleree, t-L - o.zvu s uec o zu r o rvn r erc Inaus[nes, rnc. swan r�pr za ao:arao za r y rage i . ' .. ID:rOpxgJWGcWiT9vvRivQKELy7mx7-.VfHwo_vTow48h9nk4LLiFJIeK8Z?GcadyRjQGJzLvMm 2-0-0 6-1-3 11-6-10 17-0.0 22-6.0 28-0.0 33-5-6 38-10-13 45-0-0 47-0-0 2-0-0' 6.1-3 5-5-6 5-5.6 5-6-0 5-6.0 5-5-6 5-5.6 6 .. ..... .. .. .. ..... ... ..... ..... Scale = 1:81.5' .. ..... w... 5x6 -. .. .5.00 12 3x8 = 5x6 = ...:: :. .:. ..6 29 30 7 _.31 32 8 .. . . .. . 46 3x4 .. 9x4 .. ..... .. .... 5 ..... .. 2g ".. 33. 4 10. 3x4 .�� .. . 3x4 !i 3 n- 27 34 3x4 = 5x8 MT18HS = 3x4 11 3x8 = 3x4 = . 3x8 = 5x8 MT18HS = 12 13I.T 4x8 = . B-9-14 17-0-0 22-6.0 28-0-0 36-2-2 45-0.0 8-9-14 8-2-2 5-6-0 5-6-0 B-2-2 8-9-14 Plate Offsets (X Y)-- [2:0-0-0 0-0-4] [4:0-3-0 Edde] [6:0-3-0 0-2-4] [8:0-3-0 0-2-4] [10:0-3-0 Edge] [12i0-0-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 30:0, Plate Grip DOL 1.33 TIC : 0.52 .. . Vert(LL) -0.40 17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.78 Vert(CT) . -0.73 . 17 >744 240, MT18HS .244/190 BCLL 0.0 " Rep Stress Incr. YES WB . .0.60 Horz(CT) . 0.26 . 12 n/a n/a BCDL. 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.42 17 -. >99.9 . 240 Weight:.248 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD' :Structural wood sheathing directly applied or 2-9-4 oc purlins: BOT CHORD . 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-4-9 oc bracing. ' WEBS 2x4 SP No.3 . . . WEBS 1 Row at midpt 5-18„7-18, 7-16, 9-16 REACTIONS. (lb/size) 2=2660/0-8-0, 12=2660/0-8-0 . Max Harz 2=334(LC 11), ,. Max: Uplift 2=-1341(LC 12),, 12=-1341(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown... . TOP CHORD 2-3=-5558/3190, 3-5=-5153/3044, 5-6=-4073/2556, 6-7=-3684/2462, 7-8=-3684/2462, 8-9=-4073/2556, 9=11=-5153/3043, 11-12=-5558/3189 BOT CHORD 2-20=-2756/5050, 18-20= 2365/4383, 17-18=-1976/3917; 16-17— 1976/3917, 14-16=-2402/4383, 12-i4=-2794/5050 WEBS 3-20= 523/376, 5-20=-225/600, 5-18=-976/737, 6-18=-613/1086; 7-18=-638/331, 7-17=0/251; 7-16=-638/331, 8-16=-613/1086, 9-16=-976/737, 9-14=-225/601.,.:: 11-14=-524/376 NOTES- .. . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE'7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45fi; L=45ft; eave=6ft; Cat.'' 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-5-6, Interior(1) 2-5-5 to 17-0-0, Exterior(2)17-0-0 to 23-4-6, Interior(1) 23-4-6 to 28-0-0, Exterior(2) 28-0-0 to 34-4-6, Interior(1) 34-4-6 to 47-0-11, zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1:60. plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been -designed for a live load of 20.Opsf on the bottom chord in all areas.where a rectangle 3-6-0.tall by 2-0-0 wide will fit between the bottom'chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=1341, 12=1341 Thomas X Albaoi PE N6:39360 MiTek USA, Inc. F.I. Ged 6634 69114 Parke East Blvd. Tampa FL 33610. - Date: April 29,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE;MII-7473 rev. 10103120 15 BEFORE USE. Design valid for use only, with MlTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• gtruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to. buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent is always required. for stability and to prevent collapse with possible personal Injury and. property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems,.seeANSVIPII CualHy Cdtoda, DSO-89 and SCSI Bullding Componant. ' 6904 Parke East Blvd.. . Safety Inlormallia vallable from Truss Plate Institute; 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - Tampa, FL 33610 Job ' Truss Truss Type City Ply PEREZ GARAGE T16904830 Q57243 A5 . HIP. 2 .1 Job Reference (optional) L:namDers I russ, Inc., run r,erce, rL --- _-,.. ...Y�,. ID:rOpxgJ W GcW iT9vvRivQKELy7mx7-R2PhDgwjYYKrxTx7CmNAKkqu5yEukXdvPICXKCzLvMk 2-0-0, 6-10-10 , 12-10-10 19.0-0 26-0-0 32-1-6 .38-1-6 45-0-0 47-0-0, 2 0 00 6-10.16 6-0-0. 6-1.6 7-0-0 6-1-6 6-0-0 6-10-10. 2 Scale = 1:81.5 . ... 5.00 12 5x8 = ...5x8 = ' ... ... .. ' .. 6 26 27" 28 7 29 .. m 217 0 ,o ,a 3x4 = - 5x8 MT18HS =.3x8 — 3x4 5x8 MT18HS = 3x4 = 4x8 = 3x10 �. .. — — .. .. . 35-2-2 45.0-0 Plate Offsets (X Y)-- [2:0-3-0 0-1-8] [4:0-3-0 Edge] [6:0-4-0 0-1-13] [7:0-5-4 0-2-4] [9:0-3-0 Edge] [11:0-0-0 0-041 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES : GRIP TCLL 30:0 Plate Grip DOL 1.33 TC . 0.89 Vert(LL) -0.41 16-18 >999 360 MT20 244/190 TCDL 15.0. Lumber DOL 1.33 BC . 0.81 Vert(CT) -0.80 13-15 >675 240 MT18HS .244/190 BCLL 0.0 Rep Stress Incr . YES WB. 0.56 Horz(CT) 0.26 . 11 We n/a BCDL 10.0 Code. FBC2017/TPI2014 Matrix -MS Wind(LL) 0.40 15 . >999 240 Weight: 237 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4.SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD. 2x4.SP M 30 BOT CHORD Rigid ceiling directly applied or.4-4-13 oc bracing. WEBS 2x4 SP.No.3 WEBS 1 Row at midpt 5-16, 7-16, 8-15 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=2660/0-8-0, 11=2660/0-8-0 Max.Horz 2= 369(LC 10) . Max Uplift 2=-1341(LC 12), 11- 1341(LC12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5499/3100, 3-5=-5046/2942, 5-6=-3811/2397, 6-7=-3429/2326, 7-8=-3810/2396, 8-10=-5047/2942, 10-11 =-5499/31 00 BOT CHORD 2-18=-2660/5061, 16-18=-2211/4250, 15-16=-1669/3428, 13-15=-2252/4219, 11-13=-2701/4987 WEBS 3-18=-593/429, 5-18= 2741764, 5-16=-1129/780, 6-16=-459/871, 7-16= 322/324, 7-15= 462/999, 8-15=-1129/780, 8-13=-274/763, 10-13=-593/429 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=45ft;, eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 2-5-5, Interior(1) 2-5-5 to 19-0-0; Extedor(2).19-0-0 to 25-4-6, Inte6or(1.) 25-4-6 to 26-0-0, Exterior(2) 26-0-0 to 32-1-6, Interior(1) 32-1-6 to 47-0-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60. 3) Provide adequate drainage to prevent water ponding. .4) All:plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) .' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other.members, with BCDL =10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1341,11=1341. Thomas A. Albaoi PE No;39380 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 . . bate:.' April 29,2019 Q WARNING- Verily design parameters and READ NOTES ON -THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. f0/0312015 BEFORE USE, Design valid for use only with MiTekO connectors. This design Is, based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify.the applicability of design parameters�ond properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing, MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPlt Qualify Cdtedo, DSB.89.and BCSI Building Component 6904 Parke East Blvd. Safety Infonnatlonavoilabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Gty . Ply . T16904831 057243 A6 . HIP : 2 1 �PEREZGARAGE Job Reference (optional) l:namDers I mss, Inc., rofi rlerG2, rL - •"' -- - - -- "- -- -- - _ - I D:rOpxgJ W GcW iT9vvRivOKELy7mx7-vEy3ROxLJrSiYdWJIUuPtyM5fLaRTwJ3ePx4tezLvMj 2-0-0 7-5-3 14-2-10 21-0-0 24-0-0 30-9-6 37-6-13 45-0-0 47-0.0 7-5.3 - 6=9-6 6=9-6 3-0.0 '6.9,6 .6-9-6 7-5-3... 2-0-0 Scale =1:81.5 .. 5x6 = .. .. 5.00 F12 .. .. 5x629 .:... .. .... .... ....7 .. zi . .. ... .:. 4x8 • 4xB —. .. 5x8 MT18HS = 5k8 MT18HS 7-5-3 14=2-10 Li 0-0 24-0-0 " 30-9-6 37.6=13 45-0-0 7-5.3 6-9-6 6-9=6 3-0.0 6-9-6 6-5-3 Plate Offsets (X Y)-- [2.0-0-0 0-0-4] [4`0-3-0 Edge] [6.0-3-0 0-2-4] [7.0-3-0 0-2-4] [9.0-3-0 Edge] [1 1.0-0-0 0-0-41 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) 1/def1 Ud PLATES GRIP TCLL 300 Plate Grip DOL :1.33 TC : 0.71 . Vert(LL) '-0.53 14-16 >999 360 MT20 244/190 TCDL 150 Lumber DOL 1.33 BC 0.79 Vert(CT) -0.87 14-16 >617 240 MT18HS .244/190 BOLL 0:0 Rep Stress Incr . . YES WB 0.79. Horz(CT) 0.27 . 11 n/a n/a . BCDL 10.0 Code. FBC2017/TPI2014 Matrix -MS Wind(LL) 0.40 16 >99.9.. 240 Weight:.244Ib FT=20/o LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD .. Structural wood sheathing directly applied or 2-4-8 oc: purlins. BOT CHORb .2x4.SP M 30 BOT CHORD Rigid ceiling directly applied or.4-5-14 oc bracing. WEBS 2x4SP No.3. WEBS 1 Row at,midpt 3-19, 5r17,.8-16, 10-14 REACTIONS. (lb/size) . 2=2660/0=8-0, 11=2660/0-8-0 . Max Horz 2==404(LC 10), Max:Uplift2=-1341(LC 12), 11=71341(LC 12) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250.(Ib) or less except when shown... TOP CHORD 2-3=-5494/2959; 3-5= 4539/2619, 5-6=-3533/2197, 6-7=-3153/2114, 7-8=73533/2197, 8-1 0=-4539/261 il 10-11= 5494/2959 BOT CHORD 2-20=-2525/5021, 19-20=-2525/5021, 17-19=-2024/4137,:16-17=-1396/3153, . 14-16=-2061/4085, 13-14_ 2562/4970, 11-13=-2562/4970 WEBS 3-20=0/289, 3-19= 975/556, 5-19=-208/658, 5-17— 1394%888, 6=17=7531/909, 7-16=-531/909, 8716=-1394/888, 8-14=-208/6581:10-14=-976/556, 10-13=0/289: NOTES- .. 1) Unbalanced: roof dive loads have been considered for this design. 2) Wind: ASCE 7=10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=45ft; eave=6ft;'Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)=2=0-11 to 2-5-5, Interior(1) 2-5-5 to 21-0,0, Exterior(2) 21-0-0 to 30-4-6, Interior(1) 3074-6 to 47-0-11 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 bonding: 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise'indicated. 6) This truss has been designed fora 10.0 psf 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 3-6-01all by 2-0-0 wide will fit between the bottom chord and any other members, With BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1341, 11=1341. Thomas A. Albam PE No.38380 MiTek USA, Inc. FL Cett 6634 6904 Parke East Blvd. Tampa FL 33610.... : -... .. '. Date:. April 29,2019 Q WARNING - Verity desigri parameters and READ NOTES ON:THIS AND INCLUDED MITEK REFERANCE PAGE'MIF7473 rev. 10(03)2015 BEFORE USE. : Design valid for use only,wlth MTek® connectors. This design Is. based only upon parameters shown, and Is,for on Individual building component, not �* at russ system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to, prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. MiTek*' is always required.for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .. fabrication, storage, delivery, erection and bracing of trusses and truss systems,.seeANSVWI1 Quality Cdtedo,"DS8439.and SCSI Building Component . . 6904 Parke East Blvd.. . Safety Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314. Tampa, FL 33610 . Job Truss Truss Type Qty Ply PEREZ GARAGE . . T16904832 057243 A7 COMMON 28 1 Job Reference (optional) t;nambers I russ, Inc., t-on rie M, t-L 2-0-0 7 11 3 14-9.8 22-6.0 2.0-0 . 7.11-3 &10-5 7-&8. .. 5.00 F12 o.cvu s ueu o cu,o rvn , en u,uuau,oa, u,u. ry , nN, ca uu.oi.w —. , U. , ID:rOpxgJ W GcW iT9vvRivQKELy7mx7-rd4pdzbrTiQoxgitvwtyNSPJ9F?xsrM5jQBxXzLvMh 30-2.8 37-0-13 45-0-0 47110, 7.8-8 6-10-5 7-11-3 Scale = 1:78.9 5x6 = 6 1Iq . 0 3x4 = 5x8 MT1 BHS = 4x4 3x4 = 4XB = 4xB - 4x4 = 5x8 MT18HS = 9-4-11 18-4-8 26-7-B 35-7-5 45.0-0 9-4-11 ' 8-11-14 8-2-15 8-11-14 9.4-11 Plate Offsets (X Y)-- [2:0-0-0 0-0-4] [4:0-3-0 Edge] [8:0-3-0 Edge] [10:0-0-0 0-0-4] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.89 . Vert(LL) -0.41 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL . - 1.33 BC 0.85 Vert(CT) -0.76 12-14 >707 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(CT) 0.24 10 n/a n/a BCDL 10.0 Code. FBC2017/TPI2014 Matrix -MS Wind(LL) 0.40 14-15 >999 240 Weight:230 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except` TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. - 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7-3 oc bracing. BOT CHORD 2x4 SP M 30 . WEBS 1 Row at midpt 6-14, 7-14, 6-15, 5-15 WEBS 2x4 SP No.3 REACTIONS. 2=2660/0-8-0,.10=2660/0-8-0 .(Ib/size) Max.Horz 2=-429(LC 10) Max Uplift 2=-1341(LC 12), 10=-1341(LC 12) FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5429/2771, 3-5=-515B/2777, 5-6=-3878/2263, 6-7=-3878/2263, 7-9= 5158/2777, 9=10— 5429/2771 BOT CHORD 2-17=-2323/5094, 15-1.7=-1808/4136, 14-15=-1191/2997, 12-14=-1863/3995, 10-12=-2382/4906 WEBS 6-14=-688/1410, 7-.14=-1144/790, 7-12=-501/1071, 9-12=-612/459, 6-15=-688/1410, 5-15=-11441790; 5717=-501/1070, 3-17= 612/459 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7=10; Vult=170mph.(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=45ft; eave=6ft; Cat. il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-5-8, Interior(1) 2-5-5 to 22-6-0, Exterior(2) 22-6-0 to 27-0-0, Interior(1) 27-0-0 to 47-0-11 zone;C-C for members and forces & MW FRS for reactions shown; Lumber,DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-01all 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 100 lb uplift at joint(s) except Qt=lb) 2=1341,10=1341: Thomas A. Albani PE No.39380 MiTek USA, Inc, FL Ceit 6634 6904 Parke East Blvd. Tampa FL 33610 . . . . . Date: April 29,2019 - Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIF7473 rev. fe/03/2015 BEFORE USE. Design valid for use only. with MiTek® connectors. This design is. based only upon parameters shown, and is for an Individual building component, not a.truss system. Before use, the building designer must verify the applicability of design parometemond properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. . . MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSLMII Quality Wade,'DSB-89.and BCSI BuBdtng Component, 6904 Parke East Blvd. Safety Infonnationavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, I'L 33610 Job Truss Truss Type . Qty Ply PEREZ GARAGE T16904833 .Q57243 GRA HIP GIRDER 2 2 Job Reference (optional) L;namoers I russ, Inc., r-on rierce, rL I D:rOpxgJ W GcW iT9vvRivQKELy7mx7-8z?TJ52_BcbR7?i2ntYW krEdELie4z4OiJd3hdzLvMa 2-0-0 3-9-14 7.0-0 12-3-3 17-4-9 22-6-0 27-7-7 32-8-13 38-0.0' 41-2-2 45-0-0 47-0-0 2-0-0 3-9-14 3-2-2 5-3.3 5-1-7 5=1-7 5.1-7 S-1-7 5-3-3 3-2-2 .3-9.14 2-0-0 Scale=1:80.2 0 5x8 MT18HS = 5x8 MT18HS'= 5.00 F12 3x10 = _ 4x4 = 5x8 MT18HS= 4x4 = 3x10 = 4 29 30 5 31 32 .16 33 34 35 36 7 37 38 39 840 41 429 43 44 10 QvA Za Zd 45 46 zz 47 48 21 'u_ '49 50 51 is 52 53 017 54 55 56 1O 57 58 4x10 —_ 3x4 11 5x10 = " 4x4 = 6x10 MT18HS = 3x4 II 4x4 = 4x4 —_ 5x10 = 3x4 11 4x10 4x4 = 6x10 MT18HS= 5-3-3 . 27-7-7 3-2-2 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.78 Vert(LL) .. -0.93 19 >584 360 . MT20 -244/190 TCDL 15.0 Lumber DOL 1.33 BC . 0.59 Vert(CT) ' . -1,72 19 >314 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.29 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 1.09 19 >495 240 Weight: 537lb FT=20% LUMBER- BRACING - TOP CHORD' 2x4 SP M 30 'Except' TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc puffins. :. 7-10,4-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-11-5 oc bracing. BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=5156/0-8-0,,12=5156/0-8-0 Max Harz 2=159(LC 7) Max Uplift 2=-2694(LC 8), 12=-2694(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown., . . TOP CHORD 2-3=-12078/6004,3-4=-12136/6134, 4-5=-11375/5805, 5-6=-16697/8533, 6-7=-19958/10196, 7-8==19958/10196, 8-9=-16697/8533, 9-10=-11375/5805, 10-11=-12136/6134, 11-12=-12078/6004 BOT CHORD 2-24=-5380/11104, 23-24= 5380/11104, 22-23=-8255/16697,.20-22=-9918/19958, 19-20=-10553/21188, 18-19=-10553/21188, 16-18=9918/19958, 15-16=-8255/16697, 14-15=-5380/11104, 12-14=-5380/11104 - WEBS 3-24=-261/207, 3-23=-459/363,.4-23=-1850/3884, 5-23.=-6155/3131, 5-22=-882/2062, 6-22=-3777/1908, 6-20=-355/988,'7-20=-1450/749, 7-19=-24/512, 7-18=-1450/749, 8-18=-355/988, 8-16=-3777/1908,•9-16=-882/2062, 9-15=-6155%3131, 10-15=-1850/3884,_ 11-15=461/363, 11-14=-261/207 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - ?rows staggered at 0-9-0 oc. Webs connected as follows: 2x4:-.1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced. roof live loads have been considered for this design. 4) Wind: ASCE•7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=45ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. -6) All plates are MT20 plates: unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=2694, 12=2694. 3141 m m 6 Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 . Date: April 29,2019 Q :WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE11411-7473 rev. 1=312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek` prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU711 Dually CrIteda,'DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infomlatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22$14. Tampa, FL 33610 Job Truss Truss Type City Ply PEREZ GARAGE T16904833 .Q57243 GRA HIP GIRDER .. 2 2 Job Reference (optional) L,namoers i russ, inc., (•on. rnerce, rt- ID:rOpxgJ W GcW iT9vvRivQKELy7mx7-8z?TJ52_BcbR7?i2ntYW krEdD_ie4z4OiJd3hdzLvMa NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to -support concentrated load(s) 320 lb down and 386 lb up At 7-0-0, 169 lb down and 209 lb up at 9-0-12, 169 lb down and 209 lb up at 11-0-12, 1691b down and 209 Ib up at 13-0-121.169 lb down and 209 lb up at '15-0-12, 169 lb down and 209 lb up at 17-0-12, 169 ,lb down and 209 lb up at ;19-0-12, 169 lb down and 209 lb up at 21-0-12, 169 lb, down and 209 lb up at 22-6-0, 1691b down and 209 lb up at 23-11-4, 169 lb down and 269 lb up at 25-11-4, 169 Ib down and 209 lb up at 27-11-4, 169 lb down and 209 lb up at 29-11-4, 169 lb down and 209 lb up at 31-11-4, 169 lb dowry and 209 lb up at 33-11'4, and 169.Ib down and 209 lb up at 35-11-4, and 320 lb down and.386 lb up at 38-0-0 on top chord,.and 483 lb down and 208 lb up at 7-0-0, 90 lb down and 24 lb up at 970-12, 90 lb down and 24 lb up At 11-0-12, 90 lb down and 24 lb up at 13-0-12, 90 lb down,and 24 lb up at 15-0-12, 90 lb down and 24 lb up at 17-0-12, 90 lb down and 24 Ib up at, 19-0-12, 90 lb down and 24. lb up at 21-0-12, 90 lb down and. 24 lb up at 22-6-0, 90 lb down and 24%lb up at 23-11-4,.90 lb down and 24 lb up at 25-11-4, 90 lb down,and 24 lb up at 27-11-4, 90 lb down and 24 lb up at 29-11-4, 90 Ib down and 24 lb up at 31-11-4, 90 Ib down and 24 lb up at 33-11-4, and 90 lb down and 24 lb up at 21&114, and 483 lb down and 208 lb up at 37-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. - LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: 1-4=-90, 4-10=-90, 10-13=-90, 2-12=-20 Concentrated Loads (lb) Vert: 4- 250(B)10=-250(B)23=-415(B)7=-169(B)19=-75(B)'15=-415(B) 29=-169(B) 30=-169(B) 31=-169(B) 32=-169(B)33=-169(B) 34=-169(B)36=-169(B) 37=-169(B) 39=-169(B) 40=-169(13) 41= 169(B) 42- 169(B).43=-169(B) 44=-169(B) 45=-75(6) 46=-75(B) 47=-75(B) 48=-75(B) 49=-75(B) 50=-75(B) 51=-75(B) 52= 75(B) 53=-75(B) 54=-75(B) 55=-75(B) 56=-75(B) 57=-75(B) 58=-75(13) 0 ;WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. fa/=015 BEFORE USE, • Design valid for use onlywith MITek® connectors. This design Is based only upon parameters shown, and is,for on Individual building component, not a truss system. Before use, the building designer must verify. the applicability of design parametersand properly Incorporate this design Into the overall building design. Bracing Indicated is to, buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW. prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabricaflon, storage, delivery, erection and bracing of trusses and truss systems,.seeANSVWII Quality Criteria, DS111•89 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite.312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply PEREZ GARAGE T16904834 057243 J1 JACK -OPEN 8 1 Job Reference (optional) cnamoers i russ, inc., I t-on rierce, rL o.zvu s Uec o zu i o rvn r ex rnuusrries, inc. rerun npr za uo;ar;wa cu r a raye r I D:ropxgJ W GcW iT9vvRivQKELy7mx7-8z?TJ52_BcbR7?i2ntYW krEaB_p04BvOiJd3hdzLvMa .-2-0-0 1-0-0 2-0-0 1-0.0 Scale = 1:8.2 n v b m 0 0 v o . LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.98 Vert(LL) 0.00. 5 >999 360 MT20-244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(CT) 0.00 5 >999 240. BCLL 0.0' ' . Rep Stress Incr. YES W B 0.00 Horz(CT) 0.00 4 n/a n/a . BCDL, 10.0 Code FBC2017(fPl2014 Matrix -MP Wind(LL) -0.00 5 >999. 240 Weight:6lb FT=20% LUMBER= BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD. 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or.10-0-0 oc bracing. REACTIONS. (lb/size) 3=-49/Mechanical, 2=432/0-8-0, 4=-89/Mechanical Max Harz 2=111(LC 12) Max Uplift 3= 49(LC 1), 2=.429(LC 12), 4=-89(LC 1) Max:Grav 3=74(LC 12), 2=432(LC 1), 4=121(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.. NOTES- 1) Wind: ASCE 7-10; Vult=170'mph (3-second gust). Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl.,.GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=429. Thomas A. Alban! PE No.39360 MlTek USA, Inc. FL Cert 6634 .. .. 6904 Parke East Blvd. Tampa FL 33610. . . Date: April 29,2019 Q :WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MTFEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only, with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building. Component, not a,truss system. Before use, the building designer must verify, the appllcability of design parameters -and properly Incorporate this design Into the overall building design. Bracing Indicated Mok prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p� MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Quality Cdlorla, DSB$9 and SCSI Building Component. 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ' Truss Truss Type Ply PER GARAGE T16904835 Q57243 J3 JACK -OPEN �Qty 8 1. Job Reference o tional l.namoers 1 rubs, 111R, ..rUIl riu!UU, r� ...«.. .. ,�.... ...-... y ... .... ................. ..-. -- ----._...- -- - - - - ID:rOpxgJ W GcW iT9vvRivOKELy7mx7-c9ZrXR3cywj 119HELa31H3nlxN7SpdBXxyMcD3zLvMZ _2.0_0 3-0-0 2-0-0 ... 3-0-0 Scale = 1:12.4 . _ T I o_ N a 3-0-0 r 3-0-0 Plate Offsets (X Y)-- 12.0-0-2 Edge] l LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES: GRIP TCLL 30.0 Plate Grip DOL :1.33 TC 0.98 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 15.6 Lumber DOL 1.33 BC ' 0.24 Vert(CT) . -0.00 4-7 >999 240 BCLL 0.0 ` . Rep Stress Incr YES WB .0.00 Horz(CT) 0.00 2 ' n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.01 4-7 >999 240 Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.3 TOP CHORD -Structural wood sheathing directly applied. BOT CHORD2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=80/Mechanical, 2=411/0-8=0, 4=17/Mechanical Max Hom 2=163(LC 12) Max Uplift 3=-42(LC 9), 2=-317(LC 12) Max Grav 3=80(LC 1), 2=411(LC 1), 4=45(LC 3) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250,(lb) or less except when shown.. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft;:Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60.plate grip DOL=1.60 2) This truss has been designed for. a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=317. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Carl: 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. . April 29,2019 A WARNING -Verify design parameters and READ NOTES ON -THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. IW03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a,truss system. Before use, the building designer must verity,the applicability of design parameters and properly Incorporate this design Into the overall building design. Indicated Is to. buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW ,Bracing prevent Is always requiredfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the .. 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPll Quality Cdteda,'DS13-89.and SCSI BuBding Component, Tampa, FL 33610 Safety Informatlonavalioble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .. Job Truss aTruss Type Qty Ply PEREZ GARAGE T16904836 Q57243 J5 JACK -OPEN 8 1 Job Reference (optional) anamoers i russ, inc., ion rierce, r-L -P-0-0 n ID:rOpxgJWGcWiT9vvRivQKELy7mx7 4L7Dkn4FjDrBNJsRvlb—PGKwhnM6Y4OgAc6AmVzLvMY 5.0-0 5-0-0 . Scale-= 1:16.4 n v 0 T � N O N 5.0.0 5=0-0 . Plate Offsets (X Y)-- [2:0-0-14 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.98 Vert(LL) -0.02 4-7 >999 360 . MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC . 0.66 Vert(CT) . --0.06 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) . .-0.00 : 3 n/a n/a . BCDL 10.0 Code. FBC2017/TP12014 Matrix -MP Wind(LL) 0.06 4-7 >958 240 Weight:.19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4.8P No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=173/Mechanical, 2=495/0-8-0, 4=61/Mechanical Max Harz.2=217(LC. 12) Max: Uplift 3=113(LC 12), 2=-325(LC 12), 4=-1(LC 9) Max Gram 3=173(LC 1), 2=495(LC 1), 4=89(LC 3) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250.(Ib)'or less except when shown. . NOTES- 1) Wind: ASCE 7-10;-Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat.. 11; Exp C; Encl.,.GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to-4-11-4 zone;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.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 20.00sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections: 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=113, 2=325. j. Thomas A.-Albaei PE N6:39380 MiTek USA, Inc. FL Cert6634 6904 Pa m a FL 33610 rke East Blvd Tampa bate:. April 29,2019 Q WARNING - Verify design parameters and READ NOTES ON -THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE, Design valid for use only with MIT" connectors. This design is. based only upon parameters shown, and Is for an Individual building component, not .... a,truss system. Before use, the building designer must verify.the applicability of design parameters and properly Incorporate this design Into the overall building design.. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing. ... Wek'. prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the :. .... . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Crit®rla; DSB-89.and BCSI Bulldtng Component. 6904 Parke East Blvd.'. Safety Informatiorravailabie from Truss Plate Institute; 218 N. Lee Street, Suite:312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply PEREZ GARAGE T16904837 Q57243 J7 JACK -OPEN 34 1 Job Reference (optional) GnanlDers i russ, Inc., ron rlerce, rL O.e'IU N Uea o ZU 19 IVII I en II IUUSIIItlb, II IU. IvIU11 Mp1 — VOA I.YO — I u rage I ID:rOpxgJ W GcW iT9vvRivQKELy7mx7-ZYhby64tUXz?_TRdS?6DMUsCmBneHXegOGd lyzLvMX I _2_0_0 7-0.0 2-0-0 7-0 0 - . ..... Scale = 1:20.4 3 - 5.00 r12 o m - 8 b 6 2' .. 3x4 = 4 700 7-0-0 Plate Offsets (X Y)-- [2.0-1-6 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL _ 1.33 TC 0.57 Vert(LL) -0.10 4-7 >869 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0,88 Vert(CT) -0.22 4-7 >387 240 BCLL 0.0 Rep Stress Incr YES W B . 0.00 Hori(CT) -0.00 3 n/a n/a BCDL 10.0 Code. FBC2017lrP12014 Matrix -MP Wind(LL) 0.16 4-7 >516. 240 Weight: 25lb FT=20% LUMBER- BRACING - TOP CHORD-. 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD . 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or.10-0-0 oc bracing. REACTIONS. (lb/size) 3=259/Mechanical, 2=594/0-8-.0, 4=95/Mechanical Max Harz 2=276(LC 12) Max Uplift 3=-181(LC 12), 2— 359(LC 12), 4=-4(LC 9) Max Grav 3=259(LC 1), 2=594(LC 1), 4=130(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2=0-11 to 0-7-13, Interior(1) 0-7-13 to 6-11-4 zone;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 desiigned.for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been'designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to_girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 3=181,2=359. Thomas A. Albani PE N6.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 31610... . Date:. April 29,2019 © WARNING - Verify design parameters and READ NOTES ON=THIS AND INCLUDED MITEK REFERANCEPAGEMlI-7473 rev. 1010312016 BEFORE USE. Design valid for use only, with MTek® connectors. This design is based only upon parameters shown, avid 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 over, building design., Bracing Indicated is to. buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT&W prevent Is always required for stability and to prevent collapse with possible personal Injury and.property damage. For general guidance regarding the 6904 Parke East Blvd., fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTP11 Guall�ly. Cdterlo,'DW-89.and SCSI Bullding Component. , Tampa, FL 33610 Safety InfomtaHonovailable from Truss Plate Institute; 218 N. Lee Street, Suite 312. Alexandria, VA 22914. Job Truss Truss Type Qty Ply PEREZ GARAGE . . T16904838 Q57243 KJ7 Diagonal Hip Girder 4 A. Job Reference optional) Chambers Truss, inc., Fort Fierce, FL 8.240 s Deb o 2018 Ivlr T ex IHO1.1541e5, IHa. IVILM Apr Ce VO:ar:%V cu 1 a rage 1 I D:rOpxgJ W GcW iT9vvRivQKELy7mx7-1 kFz9S5V Fr5scdOpOjdSuhPOwb5UOsizdwbGgOzLvM W 2-9-15 5-2-9 9 10 1: 2-9.15 -5-2-9 4-7-8 Scale: 1/2°=1' 4 NAILED 17 NAILED o 13 3.54 F12 - NAILED 3x4 - NAILED 3 - 12 .. .N-• N NAILED m NAILED .2 -..- .. 14 15 7 16 6 1 NAILED NAILED 24 NAILED 5 3x5,= NAILED - NAILED NAILED 3x4 = 5-2-9 4-7-8 Plate Offsets (X Y)-- [2.0-1-4 Edge) LOADING (psf) SPACING- 2-0-0 -. CSI. DEFL. in (loc) 'I/deft Ud PLATES_ GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.48 " Vert(LL) -0.13 - 7-10 >890 240 : MT20 244/190 TCDL 15.0, Lumber DOL 1.33 BC 0.47 Vert(CT) . 0.08 7-10 >999 240 . BCLL 0.0 ' Rep Stress Incr NO W B 0.52 Horz(CT) . 0.01 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight:.43 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD .Structural wood sheathing directly applied or 5-10-7 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=209/Mechanical, 2=685/0-10-15, 5=368/Mechanical Max Horz 2=253(LC 8) Max Uplift 4=-130(LC 8), 2=-572(LC 8), 5=-155(LC 8) Max Grav 4=209(LC 1), 2=912(LC, 28), 5=450(LC 29). FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1278/374 . - BOT CHORD 2-7= 453/1153, 6-7=-453/1153 WEBS 3-7=-3/340, 3-6=-1227/482 . NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3,0ps1; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical. left and right 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 270-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection'(by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=130, 2=572, 5=155. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 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 LiYe:(balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) .. . Vert: 1-4==90, 5-8=-20 Concentrated Loads (lb) ... Vert: 11=113(F=56,-B=56) 13=-91(F=-45, B=-45),14=108(F=54, B=54) 15=6(F=3, B=3) 16=-64(F=-32, B=-32) Thomas A. Albaoi PE N6:39380 MiTek USA, Inc. FL Ced 6834 East 6904 Parke as Blvd. Tampa v . FL 33610 D ate:. April 29,2019 Q ,WARNING -Verify desrgri parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE.MII-7473 rev. 1010312015 BEFORE USE. - - Design valid for use only, with Mfrek® connectors. This design Is based only upon parameters show] , and is for an Individual building component, not �� a, truss system. Before use, the building designer must verify, the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW. Is always required. for stability and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the .. ... fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU711 Quality Criteria, DS11-89.and BCSI BuBdhp Component. 6904 Parke East Blvd.. Safety Informatiorlovallable from Truss Plate Institute, 218 N. Lee Street Sulte.312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION - - 3 Center plate on joint unless x, y :: 6-4-8 dimensions shown in:ff-in-sixteenths Failure to Follow Coold CauS2 Property �4 offsets are indicated:. drawings not.to:scole). Dclmage .or Personal Injury. Dimensions are in ff-in-sixteenths. Apply plates to both Sides of truss. 1.:. Additional. stability bracingfor truss system, e.g. and fully embed teeth; 1 2 3 diagonal or x-bracing, is always required. See BCSI: _ .... TOP CHORDS 1� a-2 C2-3 2. Truss bracing must be designed: by an engineer..For r 0' 1d - wide truss spacing; individual lateral braces themselves o WEBS 4: may require bracing, or alternative Tor I . .. p .. �. :. bracing should: be considered:. Never exceed the design loading shown and never 3 3 p 3.: C) U stack materials on inadequately braced trusses. 0 4. _ Provide .copies of this truss design to the building ' cz=s co-2 c5 b F desi ner, erection supervisor, roe owner and For 4 x.2 orientation, locate g p P p. rty plates 0-'he" 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 o1'aruss at each : : This symbol cates the. JOINTS ARE GENERALLY NUMBEREDAETTERED: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 p 7. Design'assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MTek 20/20 : NUMBERS/LETTERS. software or upon request: 8. Unless otherwise noted, moisture content of lumber shall exceed t time o ation h not d 19% a : ' f fabric. OV 9 Unless ressl to this design is of applicable fo PRODUCT CODE APPR ALS exp y.no d, g n appl r PLATE SIZE _ use with fire retardant, preservative treated; or green lumber. ]CC -ES Reports: The:flrst dimension is the plate 10. Camber is a non structural consideration and: is, the 4 X 4width_measured perpendicular ESR-131 l; 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 ea load deflection. the length parallel to slots. 91. Plate type; size, orientation .and location dimensions : . indicated.are min'mum.plating require�ents. LATERAL BRACING LOCATION .12. rumber.usedshall be. of the species and size, and: .: . in all respects, equal to or better than that Indicated by symbol shown and/or : Trusses are designed for wind loads in the plane of the. specified. by. text in the bracing section of the . truss unless otherwise.shown. 13. Top chords must be sheathed orPurlins provided at output. Use T of I bracing spacing indicated on design: if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ff. spacing, section 6.3 These truss designs rely on lumber values ... or less, if no ceiling is installed, unless. otherwise noted. ; BEARING established by others. 15. Connections not shown are the resporjsibility of others. . Indicates location where bearings. 16. Do not cut or alter truss member or -plate without prior : (supports) occur. Icons vary but. 02012 MiTekO All Rights Reserved approval of (in engineer. reaction section indicates joint number Where bearings Occur. 17. Install and load vertically unless.1ridicated:otherwise. Min size shown is.for crushing only. 18. Use of green or. treated lumber and p y pose unacceptable. . environmental," health or performance risks. Consult with :. ' .pro'ect engineer before us e. Industry.Standardw. . ANSI/TPI l : 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 DSB=89: Design Standard, for Bracing.: : ® is not sufficient. BCSI: Building Component Safety Information, 20; Design assumes manufacture in accordance with Guide to Good Practice for Handling; ANSI/TPI 1 Quality Criteria. Installing.&Bracing of:Metal Plate f C3 Connected Wood Trusses. MiTek Engineering Reference Sheet:. MII-7473 rev: 10/03/2015