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Home My WebLink AboutTruss=LIFE SAFETY WARNING HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT This symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. SPACING NOTE All trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING - TO DETERMINE IF MULTIPLE PLY. Z—!\ _ DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Sp n or less �� Spre Ear pan Bar f IfI 60 degrees or less do Tag fine � 112pPmx —.0 20 to Tag line �Iz a Sm. sessismill REFER TO SCSI Truss must be set this way N crane is used. Truss is an example, your truss may not match. Insist crane operator sets truss this way. REFER TO BCSI Truss must be set this way I crane is used. Truss is an example, your truss may not match. Insist pane operator sets truss this way. All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses are installed. AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. 't WARNING ! The size of these trusses makes it necessary that they e set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job site when trusses are erected to provide supervision and advice. SEAT PLATES BY CHAMBERS TRUSS Hatch Legend ATTIC STORAGE CEILING @ 111- 211 BEARING @ 101- 611 REPRESENTS A HANGER HANGER SCHEDULE USE CARRIED TRUSS HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN CARRYING HANGER ID FASTENER FOR FASTENER FOR TRUSS CARRIED TRUSS CARRYING TRUSS G RB G RR THD26-2 (12) 10d nails (18) 16d nails GRB GRH THD26-2 (12) 10d nails (18) 16d nails GRA GRL THDH26-3 (8) 16d nails (20) 16d nails *Please refer to Standard Engineering package for general instuction on installing hangers 10d=0.148" x 3" 16d=0.162" x 3 1/2" �tARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 31' - 36' IN LENGTH!! !`_ Do not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers !! NOTES: *DRAWN FROM INCOMPLETE PLANS, PLEASE VERIFY ALL CONDITIONS SHOWN ON THIS LAYOUT. *ENTRY BEAMS BY OTHERS BEARING AT 14-- 4". *MASTER BATH COFFER CLG NOT POSSIBLE. *COFFER CEILINGS ADJUSTED FOR TRUSS EFFICIENCY. IMPORTANT NOTE IT IS THE RESPONSIBILITY OF THE PERSON SIGNING THIS LAYOUT TO VERIFY THAT THE ROOF PITCH, HEEL CONDITIONS, OVERHANGS, TRUSS SPANS, AND OTHER CONDITIONS SHOWN IN THIS LAYOUT ARE CORRECT, MAY DEVIATE FROM PLANS. TRUSSES WILL BE BUILT PER THE LAYOUT ONLY. 37-05-00 19-07-00 r r r r- Q I 0 0 0 J7 �3 J5 P� o a I< a '.a '.a 'a 'a a ,a 'a 'a a a I y m K J I 3-PLY } I O♦ r H MV8 zz'/, zzz zzz zzz,z zzzzizz--zz zz' zzi zzz ;Y/ t2zz zzz zzz yx� zz ',zzz, N ,'/, ,� z �,ZX 2zz'zzz ,, ,z ',zz'.zz ,Y :111 zz ,,, zz'.zzz 4413-03-11 zzz ,,, zzz'.;zz'zz2 - z' zzz:zr,z'.zzzzzz ,,,,,,. zzz'zz2'zzz , , , Y' z��cs z' ,, ,, , - zzz ,,, , , , zzz z:zz , ;„ z:zz ,', , MV6 ;. o MV4 MV2 P �� ` �O � MV211 I. ,zzz ,zzz 7-00-00 z oo. o 2-oa-oo z-oo-oo �.16-00-00 . 9 `� �O♦ '.12 OS 0 �J : Ova 0-00 t 11,14 7-00-00 5-00-00 V8 B 02-06 izazzi:i z zzz 0 o V,2 'I Giziiz iz , vc 1 MV4. I o z z' z z z z z zz z z vB MV6. i om MV4 VA MV8 11 3-PLY E Gv� .6 0 R j o 0 o - / / / / / I/ ST RR/ GE ✓O 6-01-00 �0 e 4 0 0 GR11 E K✓g - 6-02-00 o 0 " IQ o 0 0 2-07-05 6-05-06 2-07-05 JS J 2-04-00 6-01-00 2-04-00 25-11-00 ik 20-04-00 57.00-00 CORNDER JACKS ARE NOT BEVELED. SEE STANDARD ENGINEERING. O.C. CO5 LI' I CORNERJACKS JACKS ONLY CORNER DETAIL OVERHANGS NOT SHOWN FOR CLARITY PLUMB CUT END 2X4 TOP CHORD WALL HEIGHT 10'-6" 12 END DETAIL: TYPICAL 5rr 4-01 0 1-02-00 PLUMB CUT END 2X4 TOP CHORD 12 BEAM HEIGHT 14'-4" 5f12 END DETAIL: (A) 4-01 14-N-00 0 to PLUMB CUT END 2X4 TOP CHORD WALL HEIGHT 10'-6" 12 END DETAIL: (B) 5r-- 4-01 8-00 fc6 1- 2 2-08-00 fir I PLUMB CUT END 2X4 TOP CHORD WALL HEIGHT 10'-6" END DETAIL: (C) 4-01 8-00 0 1- 2-00 m 2-08-00 SECTION BEHIND ENTRY N.T.S. U (00 10'- 6' BEARING FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED he undersigned acknowledges and agrees: - 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for etermining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the ndersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. Rer 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 he sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will e responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has o redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is esponsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour ee 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. nvoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of Slivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss easonable 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 ayment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the ndersigned agrees to pay such indebtedness including attorneys fees, if default in payment far material be made by the ecipient. 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to erein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design responsibilities are per IDNational Standard And Recommended Guidelines On Responsibilities For Dnstruction Using Metal Plate Connected Wood Trusses ANSIrrPIMITCA 4 - 2002M 12. Warranty is per Chambers Truss Warranty attached. DATED__ IGNED___ OR_____- TITLE A spreader bar may be required per "BCSI" to prevent injury 8 damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. ..-4T 1 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 set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES LOAOINGIDESIGN CRITERIA REDUCIBLE PER CODE SUCH AS SEC 1604.6A DESIGN CRITERIA County Saint Lucie County Building Department - Saint Lucie County Wind Design Criteria ASIDE 2010 Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Floor Top Chord Live 20 0 Top Chord Dead 7 4.2 0 Bottom Chord Live `10-Non Conccurent 0 Bottom Chord Dead 10 3 0 - Total Load 47 7.2 0 Duration Factor 1.25 0 Wind Speed 170mph Top Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 15, Building Type Enclosed Building Category ll: Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2017 R.D.L.=Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer andfor Engineer of Record Chambers Truss Inc. Drawing Name: 76703 SCALE: 1 /4" = 1 —0" 161 total trusses, 59 unique designs Designer: BLW Reviewed by: Date: 04/09/20 Revised 05/06/20 FOR Fat Robasson DESCRIPTION: PHILIPPE Page 1 of 1 CUSTOMER INITIALS EACH PAGE 76703 1 T20150968 5x8 = 3x4 II 3.4 = 5.8 = 5 28 6 29 7 30 8 7x14 MT18H8 - 3.4 = 16 15 14 12 5.8 - 7.8 = 3x4 = 4,6 - 3.12 3x4 3x4 4.00 12 FY'1r.SR•iJO: 4 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ode6 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.42 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 V ' ILN, -0.89 18-19 >482 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.88 Hom(CT) 0.34 10 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.62 18-19 -689 240 Weight: 196 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 `Except` BOT CHORD Rigid ceiling directly applied or 3-8-2 oc bracing. 6-16: 2x4 SP No.3, 2-19: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 3-19: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=208(LC 11) Max Uplift 2=-921(LC 12), 10=-921(LC 12) Max Grav 2=1383(LC 1), 10=1383(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6053/4579, 3-4=-5628/4405, 4-5=-2839/2311, 5-6=-2870/2422, 6-7=2&45/2403, 7-8=-2534/2175,8-9=-2396/2033, 9-10=-2819/2244 BOT CHORD 18-19=-2437/3173, 17-18=-1799/2581, 6-17=-245/315, 15-16=-247/388, 14-15=-1550/2171,12-14=-1930/2541,10-12=-1930/2541, 2-19=4167/5647 WEBS 5-18=366/701, 5-17=-443/524, 8-14=-336/450, 9-12=-6/262, 9-14=-592/535, 3-19=-270/557, 4-19=-1680/2425, 4-18=-799/793, 7-15=-572/556, 15-17=-1586/2178, 8-15=438/59217-17=-287/444 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=1511t; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-2-0 to 2-0-13, Interior(1) 24-13 to 11-0-0, Exterior(2) 11-0-0 to 16-0-8, Interior(1) 16-0-8 to 24-8-0, Exterior(2) 24-8-0 to 29-8-8, Intedogl) 29-8-8 to 36-10-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom 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. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should vertfy capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Ql=lb) 2=921, 10=921. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 9634 9964 Pants East Blvd. Tampa FL 33610 Data: May 6,2020 '&WARNING-vedq Wsfgn Mram antl READ NOTES ON T-t ANO INCLUDED NITEK REFERENCE PAGE Nl4T/73- 1gPo3rzp15 BEFORE USE. ��- Deagn valid for use only vd h MITek®wnnec- This deagn is based only upon peramstars shown, and is for en Individual building component, not I tmsa system. Before use, the budding designer ,at verify the applicability of design parameters antl propedy Incorporate this design into the overall building design. Bradng indicated is to prevent b-ing of individual truss web and/or chord memb-nly. Adda-alte r, and permanent bracing MiTek' s always n paired fo, stalblity and to prevent collapae with possible personal injury antl propedy damage. For general gu,d.- regartling the fabdcatron, atorege, delivery, erection and bracing of Wawa and trues systama, see ANS-11 quality CrlNna, OSB-89 antl Bc8/Buffding Component 6904 parka East BIM. .4, lnyolmadon available from Tmss Plate InsdMe, 218 N. Lee Street, Suite 312, Nex -, VA 22314. Tampa, FL M610 5x8 = 6x8 i Job Reference (o 8.330s 028 Mr ID:I?Oy9y4e_wm9VIH6D8c7UzSVDB-0RD84RZxnCI ZObO 26-9-0 29 fi O am 3 44 = 50 = Scala=1:62.8 7x14 MT18HS = 15 14 13 12 SA — 7.8 = 3x10 � 3x6 = 4.5 = 4.00 12 2-&0 9-0-0 14-&0 204t-0 268-0 35.8 2Z 64-0 5-8-0 &PO 8-0-0 9-0-0 Plate Offsets (X,Y)- 12,0-2-5,Edge1, I2:0-4-9,0.0-01. [3:0-2-12,0-1-2]. I5:0.5-12,0-2A1 I7:0.3-0,Edgel. I9:0-5-12,0-2A1. I11:0-M,0-0-11, I11:0-1-2,Edge1, I16:0-2-12,0-2A1. f18:0.8-5,Edge1 LOADING (pat) SPACING- 2-0-0 CSL DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Verf(LL1 -0.42 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.80 17-18 >533 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 H..(CT) 0.36 11 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(-L) 0.6317-18 >682 240 Weight: 186 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 3-6-15 oc bracing. 6-15: 2x4 SP No.3, 2-18: 2x4 SP M 31 WEBS 1 Row at midpt 14-16 WEBS 2x4 SP No.3 `Except" 3-18: 2x6 SP N0.2 REACTIONS. (lb/size) 11=1319/Mechanical, 2=1384/0-8-0 Max Horz 2=170(LC 11) Max Uplift 11=-821(LC 12), 2=-923(LC 12) FORCES. gb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-26=-5917/4737, 3-26=-5878/4739, 3-27=-5515/4583, 4-27=-5493/4596, 4-5=3203/2673, 5-28=-3674/3043, 6-28=-3674/3043,6-7=-3605/2988,7-8=-3605/2988, 8-29=-3053/2569, 9-29=-3053/2569, 9-10=-2616/2147, 10-30=-2821/2380, 30-31=-2829/2373, 11-31=-2879/2372 BOT CHORD 17-18=-2531/3222, 16-17=-2171/2905, 6-16=-325/401, 14-15=-379/514, 13-14--1751/2387,12-13=-1751/2387,11-12=-2108/2631, 2-18=-4373/5484 WEBS 517=-681/848,5-16=-761/974,14-16=-1950/2578,8-16=-449/642,8-14=-653/637, 9-14=-667/884, 9-12=-214/399, 10-12=-360/438, 3-18=226/540, 4-18=-1821/2208, 4-17=-724/756 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=15ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-2-0 to 2-0-13, Interior(1) 2-4-13 to 9-0-0, Extenor(2) 9-0-0 to 14-0.8, Interior(1) 14-M to 26-8-0, Exterior(2) 26-8-0 to 31-8-8, Intenor(1) 31-8-8 to 35-8-0 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) All plates are 3.4 MT20 unless otherwise indicated. 6) This truss has been designed for a 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(.) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 821 Ib uplift at joint 11 and 923111 uplift W joint 2. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348,19 MiTak USA, Inc. FL Cart 6634 6904 Pahe East BNd. Tampa FL 33610 Dena: May 6,2020 A wARNINO-."y—is. Parameters antl READ NOTES ON T-t ANO INCLUDED Admsx REFERENCE PAGE A-- — 14Poarze15 BEFORE USE. ��- Design valid for use only— MI —nneclom. This —la ie based only upon parameters shown, and is for en ,ndividual bu,idi,g component, not I wss system. Before use, the budding designer ,at verify the applicability of design parameters antl pro dy Incorporate thls design into the overall building design. Bradng indicated is to prevent bulling of individual truss web and/or chord membersonly. Adddionaltemporary and permanent bracing MiTek' s always mguired fo, staGlity and to prevent collapse with possible personal injury antl pmperry damage. For general gux.—regartling the fabdcatron, atmage, delivery, erection and bracing of Wasea and trues y,dam., see ANS-11 quality CrlNria, OSB-89 antl BC Building Component g90q Parke Eest BIM. .4, lnrormetron available /ram Truss Plate InsdMe, 218 N. Lee Street, Suite 312, Nex —, VA 22314. Tampa. FL M610 Scale=1:61.2 5.8 W18HS = sailWB — salt= 5.00 12 4 5 28 29 8 7 8 30 31 9 10 7z14MT1BHS = 15 14 13 12 6zto — 7x8 = 3z10 4xe = 3x8 = 4., 12 241-0 7-0-0 148-0 T. 28.8-0 354t-0 2A-0 4-0-0 7-8-0 T. &8-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc)/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 VanI_L) -0.53 16 >814 360 MTZ0 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Van CT) -1.00 16-17 >428 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.38 11 n/a n/a BCDL 10.0 Cade FBC2017TrP12014 Matrix -MS Wind(LL) 0.79 16 >541 240 Weight: 177111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-15: 2x4 SP No.3, 2-18: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 14-16: 2x4 SP M 30, 3-18: 2.6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 11=1319/Mechanical, 2=1384/0-8-0 Max Horz 2=136(LC 11) Max Uplift 11=-821(LC 12), 2=-923(LC 12) FORCES. (Ib) -Max, Comp/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-26=-5819/4750, 26-27=-5785/4755, 3-27=-5779/475634--5472/4680, 4-5=-3397/2790, 5-28=-4987/3987,28-29=-4987/3987,6-29=-4987/3987:6-7=-4871/3912, 7-8=-4871/3912, 8-30=-3950/3192,30-31=-3950/3192,9-31=-3950/3192,9-10=-2617/2203, 10-32=-2796/2249, 32-33=-2799/2238, 11-33=2860/2232 BOT CHORD Ill 8=-2535/3345, 16-17=-3323/4325, 6-16=-250/282, 14-15=-443/522, 13-14=-2665/3441, 12-13=-2665/3441,t-12=-1942/2579,2-18=-4385/5388 WEBS 4-17=-544/838, 14-16=-2574/3485, 8-16=-757/988, 8-14=-677/619, 10-12=-097/794, 3-18=-199/513,9-14=-388/673, 9-12=1094/862, 5-17=-1162/974, 5-16=-515/821, 4-18=-1890/1995 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=15ft; B=45ft; L=361t; save=5ft; Cat. 11, Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-2-0 to 2-4-13, Intenor(1) 2-4-13 to 7-0-0, Extenor(2) 7-0-0 to 12-0-8 , Intenor(1) 12-0-8 to 28-8-0, Exterior(2) 28-8-0 to 33-8-8, Interior(1) 33-8-8 to 35-8-0 mne;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 SO 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' 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. 8) Refer to girder(s) for truss to truss connections. 9) Bearing aljoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 821 Ib uplift at joint 11 and 923 lb uplift at joint 2. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34819 MiTak USA, Inc. FL Cart 6634 6904 Padre East BNd. Tampa FL 33610 pets: May 6,2020 '&WARNING -.,a, —is. param antl READ NOTES ON TNfs Ass) aNCLUVED NITEIr RE —El —PAGE NI67473— 1dXdaoV15 BEFORE USE. ��- Dealgn valid for use only wdh MITe nd.ld a. This d-le is based only upon parameters shown, and is for an Individual building component, not I truss system. Before use, the budding designer ,at verify the applicability of design parameters antl Dropedy mcorporete this design into the overall builtling design. Bracing indicated is in prevent bulling of individual truss web and/or chord membe—nly. Adda—altemporary and permanent bracing MiTek' s always reguiretl for staGlily antl to prevent wllapse with possible personal injury antl Drapery tlama9e. For general guitlance rag d, the labdcatron, atomge, delivery, erection and bracing of Wasea and trues systems, see ANS-11 quality Criteria, OSB-89 antl BCSf Building Component g9Oq parka East BIM. .4, arns,madon available from Truss Puts InsgMe, 218 N. Lee Street, suite 312, Neear im, VA 22314. Tampa, FL M610 I T20150971 i 3x8 = 5 FY'1r$IkCEU 3.8 3.4 11 5x8 MT18HS = 3M 11 3x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Ve di-L) -0.37 10-12 -657 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.60 10-12 >404 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.66 H.. T) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matnx-MS Wind(LL) 0.25 10-12 >977 240 Weight: 96 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc pudins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 8-11: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Hom 2=169(LC 11) Max Uplift 2=-518(LC 12), 8=-518(LC 12) Max Grav 2=1069(LC 18), 8=1069(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2055/838, 34=-1753/853, 4-5=-174/870, 5-6=-171/870, 6-7=-1753/857, 7-8=-2058/842 BOT CHORD 2-12=-602/1824, 10-12=-602/1824, 8-10=-602/1824 WEBS 7-10=0/643, 3-12=0/637, 4-6=-2748/1096 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.Opsh, h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-2-0 to 1-10-0, Interior(1) 1-10-0 to 10-2-0, Exterior(2) 10-2-0 to 13-2-0, Interior(1) 13-2-0 to 21-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 8l between the bottom chord and any other members. 6) Ceiling dead load (5.0 Pat) on member(s). 3-4, 6-7, 4-6 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 2=518,8=518. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. is This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348,19 MiTak USA, Inc. FL Cart 9934 9904 Parke East BNd. Tampa FL 33610 Date: May 6,2020 '&WARNING-ve",y .n parameters antl READ NOTES ON TN ANO INCLUDED M1TEx REFERENCE PAGE Nl4T/73—la-15 BEFORE USE. ��- Daslgn valid for use only— MIT—nnectom. This —la is based only upon parameters shown, and is for en Individual building component, not I tmss system. Before use, the budding designer ,at vadfy the applicability of design parameters antl properly Incorporate this design into the overall building design. Braung indicated is to prevent bulling&individual truss web and/or chord memb—nly. Adda—alte r, and permanent bracing MiTek' s always repaired bo, stalblity and to prevent collapse with possible personal injury antl property damage. For general guitlance raga d, the fabdcatron, smmge, delivery, erection and bracing of Wawa and trues systems, see ANS-11 Qualify criteria, OSB-89 antl BcS1 Building Component g90q Parke East BIM. .4, lnyorm s— available from Tmss P to la—, 218 N. Lee Street, Suite 312, Nex —, VA 22314. Tampa, FL M610 T20150972 5.00 12 3.6 — EE1dIER! N 3x6 = Scale=1:59.2 9-2-14 9-2-14 17-10-0 8-7-2 265.2 8.7.2 3541-0 9-2-14 Plate Offsets (X,Y)- rl:0-1-2,Edgel, ri:0-0-0,0-0-11. rl:05-1,04-121, f9:0-1-2,Edue1 LOADING (pat) SPACING- 2-0-0 Cat. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.16 12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.34 10-21 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Ho.(CT) 0.11 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.24 12 >999 240 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1320/Mechanica1, 9=1320/0-8-0 Max Horz 1=304(LC 11) Max Uplift 1=-823(LC 12), 9=-823(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-22=-2863/2089, 2-22=-2814/2099, 2-3=-2602/1909, 34=-2492/1926, 4-23=-1800/1441, 5-23=-1736/1452,5-24=-1736/1452,6-24=-180011441,6-7=-2492/1926, 7-8=-2602/1909, 8.25=-2815/2099,9-25=-2863/2089 BOT CHORD 1-14=-1818/2619, 13-14=-1365/2101, 12-13=-1365/2101, 11-12=-1365/2101, 10-11=-1365/2101, 9-10=-1818/2613 WEBS 5-12=-750/1048, 6-12=-746/622, 6-10=-296/535, 8-10=408/440, 4-12=-746/622, 4-14=-296/534, 2-14=407/440 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=1511; B=45ft; L=36ft; save=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3-6-13, Interior(1) 3-6-13 to 17-10-0, Exteriod2) 17-10-0 to 214-13, Intenor(1) 214-13 to 35-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumsnt with any other live loads. This item has been 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 electronically signed and will fit between the bottom chord and any other members. sealed by Lee, Julius, PE 6) Refer to girder(s) for truss to truss connections. using a Digital Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 823lb uplift at joint 1 and 823lb uplift at joint 9. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348,19 MiTak USA, Inc. FL Cart 6634 6604 Parke East BNd. Tampa FL 33610 Date: May 6,2020 ,&WARNING- va", Wsign Paramamrs READ NOTES ON AND avCLUDEO MITEx REFERENCE PAGE Ml4]/73—la-2015 BEFORE USE. ��- Daslgn valid for use only— MI —radeclom. This —la is based only upon parametars shown, and is for en ,ndividual builtling component, not abusssystem.Beforeuse, me bu6ding designer must verify the applicability o!tlesi9n parametersantl my Aylncorpotale Imsdesigninto.noverall builtling tlesign. Braung indiratetl isb prevent bulling of indivitlual truss web andlor chord members only. Atltlitional temporary and permanent bracing MiTek' s always reguiretl rod slx.c. antl to and br .idg se witM1 .and le pe,sonal n., s..ntl Droperry dS-11 For genCmwr idan 89 add B lM1e fa 4, ann, maage, delivery, erection antl bracing of Wawa antl W ss systems, see ANSVA 22 Quality Criteria, OSB-89 antl BLS/Builtling Component T.ar parka M61BIM. Sateyln/ormetlon available /ram Truss PWIe InsgMe, 218 N. Lee Street, Suite 312, AleeaMna, VA 22314. Tampa. FL 38810 i pd'l a 5x8 = 5.6 = 5 6 Scale = 1:59.7 16 15 14 13 12 11 4.5 4x8 = 3.6 = 4a5 = = 9-2-14 17-0-0 11"-0 26-5 4 35-&It 9-2-14 7-9-2 1A-0 7-94 9-2-12 Plate Offsets (X,Y)— fl:0-0-0,0-0-11, f1:0-1-2,Edgal, f3:0-3-0,Edge1, f5:0-3-0,0-2-41, f6:030,0-241, I8:0-3-0,Edgej, [10:0-1-2,Edge], (10:0-0-0,0-0-1j LOADING (psf) SPACING- 2-0-0 CSI. DEFL in 0-) /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vlart(LL) -0.16 14 >999 360 MTZO 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vad(CT) -0.34 i6-21 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(CT) 0.11 10 n/a n/a BCDL 10.0 Code FBC2017TrP12014 Matrix -MS Wind(LL) 0.24 14 >999 240 Weight: 182 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-04 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1320/Mechanical, 10=1320/Mechanical Max Horz 1=-290(LC 10) Max Uplift 1=-823(LC 12), 10=-823(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-2864/2161, 2-25=2816/2171, 2-3=-2601/1978, 3-4=-2530/1995, 4-5=-1849/1570, 5-6=-1663/1508,6-7=-1849/1570, 7-8=-2530/1995, 8-9=-2601/1978, 9-26=2817/2172, 10-26=-2866/2162 BOT CHORD 1-i6=-1891/2621, 15-16=-1466/2098, 14-15=-1466/2098, 13-14=-1024/1663, 12-13=-1452/2098,11-12=-1452/2098, 10-11=-1886/2616 WEBS 2-16=410/446, 4-16=-294/552, 4-14=723/637, 5-14=418/533, 6-13=-417/533, 7-13=-724/638, 7-11=-293/551, 9-11=411/447 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=15ft; B=45ft; L=3611; eave=511; Cat. II; Ezp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-6-13, Intedor(1) 3-6-13 to 17-0-0, Extedor(2) 17-0-0 to 23-6-13, Interior(1) 23-6-13 to 35-8-0 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 pondmg. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 823 lb uplift at joint 1 and 82311, uplift at joint 10. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34819 MiTak USA, Inc. FL Cart 6634 Bets Padre East BNd. Tampa FL 33610 Data: May 6,2020 ,&WARNING-vedq—isn parameters antl READ NOTES ON TN ANO INCLUDED NITEIr REFERENCE PAGE Nl67473— 1aPo3rza15 BEFORE USE. ��- Daslgn valid for use only cosh MIT—nneclors. This —la is based only upon parameters shown, and is for en Individual building component, not I truss system. Before use, the budding designer ,at verify the applicability of design parameters antl pro dy In ,o ,,a this design into in, overall building design. Bradng indicated is to prevent bulling of individual truss web and/or chord memb—nly. Addda—l—,omary and permanent bracing MiTek' s always reguiretlforshGlily antl to prevent collapse witM1 possible personal injury antl Drapery tlamage. For general guitlance regartling lM1e fabdcatron, storage, delivery, erection and bracing of Wawa and trues y,dam., see ANS-11 Quality criteria, OSB-89 antl Bcsf Building Component g9pq parka East BIM. .4, lnsafm seda, available from Truss Puts InsgMe, 218 N. Lee Street, Suite 312, —a—, VA 22314. Tamps, FL M610 0 15-0-0 20-8-0 27-11-11 IN., N 3 0- 7-3-11 5-&0 7311 7-0.9 Scale=1:60.3 Sail = 5.00 12 Ida - 3 23 244 12 11 10 9 8 7 3.5 = 3.4 II 3.6 = 3.8 =3x6 3x4 3.6 = 3x4 II 3x4 = 3.4 II 3.4 11 3.4 11 ]a-s tso-0 W 27-11-1t 3se-B 7-8-s 7-3-11 S&0 7511 7435 Plate Offeets (X,Y)- t2:0-0-0,0-3-01, 13:0-5-4,0-24j, f4:0-3-0,0-24j, f5:0-4-0,0.34 j, f6:0-0-2,0-Mj, I6:0-1-9,0-4-13j LOADING (psf) SPACING- 2-0-0 CSI. DEFL in Qoc)/dell L/d PLATE$ GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.16 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.31 10-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(CT) 0.11 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.24 9-10 >999 240 Weight: 174 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-10, 3-9, 5-9 REACTIONS. (Ib/size) 1=1320/Mechanical, 6=1320/Mechanical Max Horz 1=256(LC 11) Max Uplift 1=-823(LC 12), 6=-823(LC 12) FORCES. (Ib)- Max. Comp./Mex. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-2844/2201, 2-21=2798/2215, 2-22=-2080/1718, 3-22=1994/1739, 3-23=1851/1719, 23-24=-1851/1719,4-24=-1851/1719,4-25=-1995/1739,5-25=-2081/1718, 5-26=-2798/2215, 6-26=-2844/2201 BOT CHORD 1-12=-1957/2584, 11-12=-1957/2586, 10-11=-1957/2586, 9-10=-1289/1850, 8-9=-1941/2585, 7-8=-1941/2585, 6-7=-1941/2584 WEBS 2-12=0/326, 2-10=-903/734,3-10=-254/479, 4-9=-291/480, 5-9=-903/734, 5-7=0/325 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=15ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; End, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-6-13, Inlenor(1) 3-6-13 to 15-0-0, Extenor(2) 15-0-0 to 20-0-8, Interior(1) 20-0-8 to 20-8-0, Extehor(2) 20-8-0 to 25-8-8, Intenor(1) 25-8-8 to 35-8-0 2one;C-C for members and forces 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 823 lb uplift at joint 1 and 823 lb uplift at joint 6. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiTak USA, Inc. FL Cart 6634 6604 Pants East BNd. Tampa FL 33610 Data: May 6,2020 ,&WARNING-vereyWs;6n parameters antl READ NOTES ON T-t ANO INCLUDED N1TEfr REFERENCE PAGE Nl4T/73- 1dX3cdV15 BEFORE USE. ��- Dealgn valid for use only- MITek®wnnec- This deagn is based only upon parameters shown, and is for an Individual building component, not I tmsa system. Before use, the builtling designer ,at verify the applicability of design parameters antl propedy Incorporate this design into the overall builtling design. Bradng indicated is to prevent bulling of individual truss web and/or chord membersonly. Adda-al-tomary and permanent bracing MiTek' s alwaysre i,edfix staGlity and to prevent collapae with possible personal injury antl D.,dy damage. For general gu,d.-regartling the labdcatron, atmage, delivery, erection and bracing of Wawa and trues systama, see ANS-11 quality Criteria, OSB-89 antl BCSf Building Component g90q Perks East BIM. .4, lnyofmadon available from Truss Puts la-, 218 N. Lee Street, Suite 312, -a-, VA 22314. Tampa, FL M610 Scale = 1:58a 5x8 = 5.6 _ 3 23 4 24 5 13 12 11 M27 10 9 8 4x6 = 3x8 = 3.6 = 3a8 = 4x6 = 7-&6 13-0-0 22-8-0 I 27-11-10 I 35.8-0 7A-6 5-3-10 9A-0 5-3-t0 7-8-6 Plate Offsets (X,Y)— f 1:0-0-2,0-0-01, j3:0-3-0,0-24j, f5:0-M,0-24j, 17:0-0-2,0-04 j, 17:0-1-3,Od-13j LOADING (psf) SPACING- 2-0-0 CS. DEFL in (loc) /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.24 9-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.52 9-12 >827 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(CT) 0.11 7 We n/a BCDL 10.0 Cade FBC2017TrP12014 Matrix -MS Wind(LL) 0.26 9-12 >999 240 Weight: 175 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-11-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1320/Mechanical, 7=1320/Mechanical Horz 1=222(LC 11) Ma.H1 Max uplift 1=-823(LC 12), 7=-823(LC 12) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-2817/2237, 2-22=2769/2250, 2-3=-2253/1890, 3-23=-2031/1830, 4-23=-2031/1830, 4-24=-2031/1830,5-24=-2031/1830,5-6=-2253/1890,6-25=-2769/2250, 7-25=-2817/2237 BOT CHORD 1 -13=-198512601,12-13=-1985/2601, 11-12=-1576/2156, 11-26=-1576/2156, 26-27=-1576/2156,10-27=-1576/2156,9-10=-1576/2156,8-9=-1967/2556,7-8=1967/2556 WEBS 2-12=-684/635, 3-12=-448/619, 4-12=321/277, 4-9=-321/277, 5-9=-448/619, 6-9=685/635 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=15ft; 13=451t; L=36ft; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-6-13, Intenor(1) 3-6-13 to 13-0-0, Extenor(2) 13-0-0 to 17-10-0, Interior(1) 17-10-0 to 22-6-0, Exlenor(2) 22-8-0 to 27-11-10, Interior(1) 27-11-10 to 35-8-0 wne;C-C for members and forces 8 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 3x4 MT20 unless otherwise indicated. This item t1aS been Thisitemhelectronicallysigned 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. ' g and 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. Sealed by Lee, Julius, PE 7) Refer to girder(,) for truss to truss connections. using a Digital Signature. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 823Ib uplift at joint 1 and 823I1b uplift at joint Printed copies of this 7. document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34819 MiTak USA, Inc. FL Cart 6634 6604 Pants East BNd. Tampa FL 33610 Data: May 6,2020 D valid VerHyly— paramamrsaatl READ N—la— rise AND rNLLUDEar Mtars h.n.R NLE r.n, Mividua3nvdi,g. p1,6EFOot��- Dealgnvalitlforuseonlyw6b,buddl d,,ig,, This arty t is based onlyupon,.g, a,rat—rand isfor en I,tl,,uat builtling comp orient, not I buss system. Before use, io ed is td designer ,at of the applicability o! design parameters antl my Ay lncorpomle this design into IM1e overall builtling tlesign. Bradng intliratetl is prevent bulling of indivitlual truss web andlor cbortl members only. Atltlitional temporary and permanent bracing MiTek' s always roguirod for staGlily and io and br .ing f witM1 . and le pe,syste i s, s.. tl Droperry dS-11 ality eras guidon 89 add B lM1e f 4, ann, stomga, delivery, erection and bracing of , 21 and trues systems, see ANSVA 22 14. Criteria, OSB-89 antl BLS/auiltling Component 8904 parka East M61BIM. Sateyln/ormetlon available /ram Truss PWIe InsgMe, 218 N. Lee Street, Suite 312, AleeaMna, VA 22314. Tampa. FL 38610 3x6 = 5x8 = 5.8 = 50n F� - 3 25 26 4 27 28 5 14 13 72 11 10 9 8 3as = 3x8 = 3.6 = Scale = 1:58a 744A 11-f1-D 17-11}0 24-8-0 27-11-12 35440 7A-4 3-3-12 8-10-0 6-10-0 3312 76� Plate Offsets (X,Y)— fl:06-2,0-0<7, f3:0312,0-261. f5:0-5-12,0-2-8j, r7:0-6-2,0-0-4j, 17:0-0-11,0-0-13j LOADING (psf) SPACING- 2-0-0 CS. DEFL in (Ioc) /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.51 Vert(LL) -0.18 11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.36 11-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(CT) 0.11 7 n/a n/a BCDL 10.0 Code FBC2017TrP12014 Matrix -MS Wind(LL) 0.28 11 >999 240 Weight: 176111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmctural woad sheathing directly applied or 3-9-2 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-10-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1320/Mechanical, 7=1320/Mechanical Max Horz 1=188(LC 11) Max Uplift 1=-823(LC 12), 7=-823(LC 12) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-2817/2256, 23-24=2767/2258, 2-24=-2721/2270, 2-3=2414/2055, 3-25=2617/2262, 25-26=-2617/2262, 4-26=-2617/2262, 4-27=-2617/2262, 27-28=-2617/2262, 5-28=-2617/2262, 56=-2414/2055, 6-29=-2721/2270, 29-30=2767/2258, 7-30=-2817/2256 BOT CHORD 1-14=-1995/2554, 13-14=-1995/2554, 12-13=-1614/2191, 11-12=-1614/2191, 10-11=-1598/2191,9-10=-159812191,8-9=-1979/2554, 7-8=-1979/2554 WEBS 2-13=-582/536, 3-13=-324/467, 3-11=-449/631, 4-11=-429/512, 5-11=-449/631, 5-9=-324/467, 6-9=582/536 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=15ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-6-13, Inledor(1) 3-6A3 to 11-0-0, Exterior(2) 11-0-0 to 16-0-8, Interior(1) 16-0-8 to 24-8-0, Extedor(2) 24-8-0 to 29-8-8, Intedor(i) 29-8-8 to 35-8-0 zone;C-C for members and fames 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Provide adequate drainage to prevent water ponding. electronically signed and ey Sg 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Lee, Julius, PE 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 using a Digital Signature. between the bottom chord and any other members. Printed Copies Of this 7) Refer to girder(s) for truss to truss connections. document are not considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 823 lb uplift at joint 1 and 82311, uplift at joint 7. signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34819 MiTak USA, Inc. FL Cart 6634 I Parke East BNd. Tampa FL 33610 Data: May 6,2020 ,& WARNING-vedq—is. parameters antl READ NOTES ON TR ANO INCLUDED NITEIr REFERENCE PAGE Nl4T/73— 1pPoarzpl5 BEFORE USE. ��- Dealgn valid for use only wdh MIT—nnectom. This —la ie based only upon pemmaters ah.n, and is for en Individual building component, not I tmss system. Before use, the budding designer ,at venfy the applicability of design parameters antl propedy Incorporate this design into the overall building design. Bradng indicated is to prevent b—ing of individual truss weband/or chord members only. Additional temporary and permanent bracing MiTek' s always requi,d /o, staGlity and to prevent collapse with possible personal injury antl propedy damage. For general gu,d.— regartling the fabdcatron, atmage, delivery, erection and bracing of Wasea and trues syatema, see ANS-11 quality Criteria, OSB-89 antl BCSf Building Component g9oq Para East BIM. .4, lnsafm seda, available from Tmss Puts I-axa, 218 N. Lee Street, Suite 312, —a—, VA 22314. Tampa, FL M610 T20150977 1 6cals=1:60.8 4.6 = 3x4 = 3x4 II 3xe = 3.4 = 4.6 = 3x4 = 4x6 = 1 17 18 2 3 19 4 20 5 6 7 21 22 8 16 15 14 13 12 11 10 9 3x6 3x8 = 3.6 = .10 = 416 = 3x4 = 3x8 = 3x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.23 11-13 -999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.45 11-13 >953 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.07 9 n/a We BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.34 11-13 >999 240 Weight: 194 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-5 oc bracing. WEBS 1 Row at midpt 1-15, 8-10 REACTIONS. (size) 16=Mechanical, 9=Mechanical Max up, 16=-816(LC 12), 9=-816(LC 12) Max Grav 16=1309(LC 1), 9=1309(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) Or less except when shown. TOP CHORD 1-1 6=-1 243/1025,1-2=-2039/1530, 2-3=-2998/2232, 3-5=-2998/2232, 5-7=-2999/2232, 7-8=-2038/1530, 8-9=-124311025 BOT CHORD 11-13=-2232/2999, 10-11=-1530/2038 113-15=-1530/2039, WEBS -15=-1703/2274,2-15=-927/857,2-13=-811/1089,3-13=-375/423, 5-11=-376/425, 7-11=-812/1090, 7-10=-927/857,8-10=-1703/2274 NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-8-9, Intedor(1) 3-8-9 to 35-6-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf 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 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. This item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Ql=lb) electronically signed and 16=816,9=816. sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 6634 9904 Parke East BNd. Tampa FL 33610 Data: May 6,2020 ,&WARNING.v=dty Wspnrwramemrs antl READ NOTES ON TNIS AND INCLUDEON1TEx RE—ENCEPAGENIA]/73— 10Poarzp15 BEFOREUSE. ��- Daslgn valid for use only— MITek®wnnectsm. This —la is basetl only upon parameters shown, and is for en Individual building component, not I truss system. Before use, the budding designer must verify the applicability or tlesi9n parameters antl pro dy Incorporate this design into the overall building design. Bradng indicated is to prevent b—ing of individual truss web and/or chord memb—nly. Adda—altemporary and permanent bracing MiTek' s always reguiretl kr shGlily antl to prevent wllapse with possible pe,sonal injury antl Drapery tlama9e. For general guidance rega d, the fabdcatron, ammge, delivery, erection and bracing of lasses antl trues systems, see ANSI PIl quality CNNria, OSB-89 and BCS1 Building Component g9Dq Parke East BIM. .4, rnyolmadon available from Truss Plate InsdMe, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 '-' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. i�lYs MiTek' RE: 76703- MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: FAT ROBASSON Project Name: PHILLIPE Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: Address: UNKNOWN City: FORT PIERCE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 59 individual, 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 T20150962 A 516/20 15 T20150976 B5 5/6/2( 2 T20150963 Al 5/6/20 16 T20150977 B6 5/6/2( 3 T20150964 A2 516/20 17 T20150978 C 5/6/2( 4 T20150965 A3 516/20 18 T20150979 C1 5/6/2( 5 T20150966 A4 516/20 19 T20150980 D 5/6/2( 6 T20150967 A5 5/6/20 20 T20150981 D1 5/6/2( 7 T20150968 A6 5/6/20 21 T20150982 E 5/6/2( 8 T20150969 A7 5/6/20 22 T20150983 G 5/6/2( 9 T20150970 A8 516/20 23 T20150984 GRA 5/6/2( 10 T20150971 ATA 5/6/20 24 T20150985 GRB 5/6/2( 11 T20150972 B1 5/6/20 25 T20150986 GRC 5/6/2( 12 T20150973 B2 516/20 26 T20150987 GRID 5/6/2( 13 T20150974 B3 516/20 27 T20150988 GRE 5/6/2( 14 T20150975 B4 516/20 28 T20150989 GRG 5/6/2( This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO 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. �, ��O E N 3F . , 41 No 34869 'a .9STATE OF •4/Z 1'0� 'A, o R Q P N�� FSS,ONA; E��% Julius Lee PE No.34869 MiTek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 6,2020 Lee, Julius 1 of 2 1 T20150978 i 4.4 = 4 6Y11`1131 fB 3x6 = 4x4 = 3z8 — 4.4 = LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DO L 1.25 TC 0.31 Vert(LL) -0.13 7-11 >999 360 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.51 Vert(CT) -0.29 7-11 >824 240 BCLL 0.0 Rep Stress ]nor YES WB 0.26 Hom(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matdx-MS Wind(LL) 0.14 7-11 >999 240 Weight: 80 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 6=0-8-0, 2=0-8-0 Max H— 2=162(LC 11) Max Uplift 6=-048(LC 12), 2=-553(LC 12) Max Grav 6=723(LC 1), 2=789(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1315/1026, 3-4=-1041/834, 4-5=-1042/857, 5-6=-1320/1038 BOT CHORD 2-7=-854/1183, 6-7=-838/1188 WEBS 4-7=-521/696, 5-7=-385/441, 3-7=-378/434 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2)-1-2-0 to 1-10-0, Interior(1) 1-10-0 to 9-9-8, Exledor(2) 9-9-8 to 13-1-1, Interior(1) 13-1-1 to 19-7-0 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 6=448,2=553. i$ This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348,39 MiTak USA, Inc. FL Cart 6634 6604 Parke East BNd. Tampa FL 33610 pate: May 6,2020 A wARN1N0-vedq—is. pare — and READ NOTES ON nvis ANO INCLUDED N1TEfr REFERENCE PAGE Nl4T/73-14-015 BEFORE USE. ��- Daslgn valid for use only— MITek®wnnectom. This design is based only upon parameters shown, and is for an Individual building component, not I truss system. Before use, the budding designer ,at vebfy the applicability of design pammat— antl pro dy Incorporate thls design into the overall builtling design. Bradng indirated is to prevent bulling of individual truss web and/or chord memb—nly. Adda—alta.,omary and permanent bracing MiTek' s always required bo, staGlity and to prevent collapse with possible pe,sonal injury antl Dropan, damage. For general guxance raga d, the labdcatron, ammge, delivery, erection antl bracing of lasses and trues systems, see ANS-11 Qualify Criteria, OSB-89 antl Bcs!Building Component 6904 Parke East BIM. .4, lnyofmadon available from Truss Plate In58Me, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 1 T20150979 4.4 = 4 a FY�1r-SIKFfa 3x5 = 3x6 — 3x4 = 3.4 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.12 10-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.25 10A4 >933 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 HOrz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.08 10-14 1999 240 Weight: 871b FT=201 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-6-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=152(LC 11) Max Uplift 2=-550(LC 12), 7=-550(LC 12) Max Grav 2=788(LC 1), 7=788(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1357/1126, 3-4=-1076/899, 4-5=-957/868, 5-6=-1076/899, 6-7=-1357/1126 BOT CHORD 2-10=-914/1229, 9-10=-561/957, 7-9=-931/1229 WEBS 3-10=-375/452, 4-10=-201/300, 5-9=201/300, 6-9=-376/452 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-2-0 to 1-10-0, Intenor(1) 1-10-0 to 9-0-0, Exterior(2) 9-0-0 to 14-9-15. Interior(1) 14-9-15 to 20-9-0 wne;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=550, 7=550. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 9934 9964 Parke East BNd. Tampa FL 33910 Data: May 6,2020 '&WARNING-vedq—is. Parameters and READ NOTES ON TNIs ANO INCLUDED AdmEK REFERENCE PAGE Nl4T/73— 1gPo3rzp15 BEFORE USE. ��- Daslgn valid for use only— MIT- nnec— This d-la is based only upon parameters shown, and is for en Individual building component, not I tmss system. Before use, the budding designer ,at vebfy the applicability of design parameters antl propedy Incorporate this design into the overall building design. Bradng indicated is to prevent b—ing of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s always rep—dfix stalblity and to prevent collapse with possible personal injury antl propedy damage. For general gux.—regartling the fabdcatron, atmage, delivery, erection and bracing of Wawa and truss systama, see ANS-11 quality criteria, OSB-89 antl Bcsf Building Component 8904 Parke East BIM. .4, lnyolmadon available from Tmss Plate InsdMe, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa. FL M610 Sd 8 &1-15, 7-16.0.7 Is" 11-11-0 1-2-0 d-&9 056 2 Od61-2-0 0.2-9 Scale=1:21.3 4x4 = 3 T1 3.4 = 6 2x3 3x4 = 6-0-7 1D 4$-9 0.7-15 0.7-15 4-8-9 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DO L 1.25 TC 0.25 Vert(LL) -0.02 6-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.04 6-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 HOR(CT) 0.01 4 n/a We BCDL 10.0 Code FBC2017/IP12014 Matrix -MS Wind(L-) 0.04 6-12 >999 240 Weight: 40 lb FT=20% LUMBER- BRACING. TO CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 4=0-&0 Max H— 2=-95(LC 10) Max Uplift 2=-346(LC 12), 4=346(LC 12) Max Grav 2=461(LC 1), 4=461(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-633/587, 3-4=-633/587 BOT CHORD 2-6=-374/547, 4-6=-374/547 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=15ft; B=45ft; L=24ft; save=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-2-0 to 1-10-0, Interior(1) 1-10-0 to 54-8, Extenor(2) 54-8 to 9-7-7, Interior(1) 9-7-7 to 11-11-0 mne;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 for a 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ql=lb) 2=346,4=346. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348419 MiTak USA, Inc. FL Cart 6634 6904 Parke East BNd. Tampa FL 33610 Data: May 6,2020 ,&WARNING- verily Wspn paramemrs antl READ NOTES ON T— ANO INCLUDED NITEIr REFERENCE PAGE Nl4T/73-14-15 BEFORE USE. ��- Daslgn valid for use only wdh Mmek®wnnectom. This —la is based only upon parameters shown, and is for an Individual building component, not I wss system. Before use, the budding designer ,at vebfy the applicability of design parameters and popery Incorporate this design into the overall building design. Bramg indicated is to prevent b-ling of individual truss web and/or chord memb—nly. Adda—al—,omary and permanent bracing MiTek' s always required bo, staGlity antl to prevent collapse with possible persona aq, antl property damage. For general guxance regarding the labdcatron, smmge, delivery, erection and bracing of lasses and trues systems, see ANS-11 Qualify CNhria, OSB-89 antl Bcsf Building Component g90q Parke Esat BIM. .4, an/ormetlon available from Tmss Plate InstiMe, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 F?s1.'SP3�0 4.4 = 3 e zx3 II 3x4 = 3x4 = SJ 6 10-0-0 64-8 5d-0 LOADING (par) SPACING- 2-0-0 CSL DEFL. in (I-) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.02 6-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.04 6-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 HOR(CT) 0.01 4 n/a We BCDL 10.0 Code FBC2017/IP12014 Matrix -MS Wind(L-) 0.04 6-12 >999 240 Weight: 40 lb FT=20% LUMBER- BRACING. TO CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 4=0-&0 Max H— 2=-97(LC 10) Max Uplift 2=-346(LC 12), 4=346(LC 12) Max Grav 2=461(LC 1), 4=461(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-619/545, 3-4=-619/545 BOT CHORD 2-6=-346/529, 4-6=-346/529 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=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-2-0 to 1-10-0, Interior(1) 1-10-0 to 54-8, Extenor(2) 5-4-8 to 8-4-8, Interior(1) 8-4-8 to 11-11-0—;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 for a 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ql=lb) 2=346,4=346. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348419 MiTak USA, Inc. FL Cart 9634 9904 Parke East BNd. Tampa FL 33610 Den: May 6,2020 ,&WARNING-va",Wspn paramemrs antl READ NOTES ON T— ANO INCLUDED N1TEfr REFERENCE PAGE Nl4T/73-14-15 BEFORE USE. ��- Dealgn valid for use only wdh Mmek®wnneclom. This —la ie based only upon parameters ah.n, and is for an Individual building component, not I tmss system. Before use, the budding designer ,at vebfy the applicability of design parameters and popery Incorporate this design into the overall building design. Bramg indicated is to prevent b-ling of individual truss web and/or chord membe,sonly. Adda—al—,omary and permanent bracing MiTek' s always raquiredfo, staGlity and to prevent collapse with possible pe,sona aq, antl properly damage. For general guxance regarding the labdcatron, atomge, delivery, erection and bracing of Wasea and trues system., aee ANS-11 Qualify CNhria, OSB-89 antl Bcsf Building Component g90q Parke Esal BIM. .4, lnyormadon available from Tmss Plate InsgMe, 218 N. Lee Street, Suite 312, —a—, VA 22314. Tampa, FL M610 4x5 = 3 3M = as 11 Emu I¢ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.09 6-16 >999 240 MT20 2441110 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.04 6-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Hom(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matdx-MS Weight: 50 lb 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 6-9-8 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-3-0, 4=0-3-0 Max Horz 2=-114(LC 10) Max Uplift 2=-681(LC 12), 4=-681(LC 12) Max Grav 2=544(LC 1), 4=544(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (I c) or less except when shown. TOP CHORD 2-3=-605/1337, 3-4=-605/1337 BOTCHORD 2-6=-1061/509, 4-6=-1061/509 WEBS 3-6=-622/242 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-2-0 to 1-10-0, Interior(1) 1-10-0 to 6-6-0, Exterior(2) 6-0-0 to 9-6-0, Intedor(1) 9-6-0 to 14-2-0 zone; cantilever left and right exposed ; porch left and right 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) except at -lb) 2=681,4=681. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 9634 9904 Parke East BNd. Tampa FL 33910 Data: May 6,2020 '&WARNING-vedq—is. parameters antl READ NOTES ON T-t ANO INCLUDED NITEa REFERENCE PAGE Nl4T/73— 10PoIrzp15 BEFORE USE. ��- Daslgn valid for use only— MIT— nett This deagn is based only upon parameters ah.n, and is for an Individual building component, not I tmss system. Before use, the budding designer ,at vanfy the applicability of design parameters antl propery Incorporate this design into the overall building design. Bracing indicated is to prevent b—ing of individual truss web and/or chord membe,sonly. Adda—altemporary and permanent bracing MiTek' s always n paired fo, stalblity and to prevent collapse with possible personal injury antl property damage. For general gux.— regartling the fabdcatron, atmage, delivery, erection and bracing of Wsaea and truss systama, see ANS-11 Qualify CNhria, OSB-89 antl BCS1 Building Component 6904 parka East BIM. .4, lnssmsadon available from Tmss Plate I-adta, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 1 T20150983 4.4 = 4x4 — 4 5 kR117110liw1*1 3x5 = sad = 4x8 = ass = sae = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.12 9-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.27 9-17 >907 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 HOrz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.09 9-17 1999 240 Weight: 891b FT=201 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-3-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=152(LC 11) Max Uplift 2=-567(LC 12), 7=-567(LC 12) Max Grav 2=815(LC 1), 7=815(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1425/1194, 3-4=-1144/964, 4-5=-1020/929, 5-6=-1144/964, 6-7=-1425/1194 BOT CHORD 2-11=-976/1291, 9-11=-623/1020, 7-9=-99W1291 WEBS 3-11=-381/454, 4-11=-194/311, 5-9=194/311, 6-9=-381/454 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-2-0 to 1-10-0, Intenor(1) 1-10-0 to 9-0-0, Exterior(2) 9-0-0 to 15-6-15. Interior(1) 15-6-15 to 21-6-0 wne;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=567.7=567. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 9934 9904 Parke East BNd. Tampa FL 33610 Data: May 6,2020 '&WARNING -verify —is. Mra — and READ NOTES ON TNIs AND INCLUDED NITEx REFERENCE PAGE Nl4T/73— 10Poarzp15 BEFORE USE. ��- Daslgn valid for use only— MITek®wnnec— This d-la ie based only upon parameters shown, and is for en Individual building component, not I tmss system. Before use, the budding Designer ,at vebfy the applicability of design ps—a —antl propery Incorporate this design into the overall building design. Braung indicated is to prevent b—ing of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s always roq—d fo, stalbsty antl to prevent collapse with possible personal injury antl properly Damage. For general gux.— regartling the fabdcatron, atorege, delivery, erection and bracing of Wsaea and truss systama, see ANS-11 Duality criteria, OSB-89 antl Bcsf Building Component 8904 Perke East BIM. .4, lnyolma8on available from Tmss Plate InsdMe, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 1-2A 2-&0 SO-0 9-10-0 14-BA 19-11-14 2S2A 304-2 3S&0 -2-0 2-&0 2-1-0 4-10-0 4-10A 53-14 52-2 52-2 53-14 Sces =1:63.1 5x8 = 5 m 12 5.8 = 3x4 11 4x5 = 3x6 = 3x4 11 3x4 = 4x5 = 4 25 26 27 5 28 29 30 6 31 32 7 8 M U 35 36 9 37 38 39 10 4041 42 11 3 cpcp 21�2od3 M 19 45 46 7x10 MT18HB i 4xg = 17 47 48 16 49 50 15 51 14 13 5253 54 12 4.4 _ _ 3x6 3x6 � 3x4 6x6 _3.10 = 3.6 = dxd = 4.00 12 7.10 MT18HS = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DC1L 1.25 TC 0.46 Vert(LL) -0.61 18 >700 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 V=' CT1 -1.15 18 >370 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.92 Hom(CT) 0.29 12 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 1.02 18 >417 240 Weight: 545111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-11-3 oc bracing: 18-19. REACTIONS. (size) 12=Mechanical, 2=0-8-0 Max Horz 2=172(LC 8) Max Uplift 12=-1537(LC 8), 2=-1580(LC 8) Max Grav 12=2224(LC 1), 2=2270(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9948/6792, 3-4=-7473/5096, 4-5=-11322/7772, 5-6=11322/7772, 6-7=-13648/9448. 7-9=-7894/5460,9-10=-7894/5460,10-11=-4806/3329,11-12=-2125/1523 BOT CHORD 20-21=-5790/8345, 19-20=-4888/7118, 18-19=-10186/14752, 6-18=-315/637, 16-17=-1537/2255,15-16=-6557/9482,13-15=-3329/4806,2-21=-6376/9204 WEBS 4-20=-524/873,4-19=-3012/4425,5-19=-357/347,6-19=-3582/2512,16-18=-5000/7219, 7-18=-3059/4385,7-16=-934/797,7-15=-1728/1194,9-15=-375/397, 10-15=-2304/3339, 10-13=-1735/1354,11-13=-3531/5099,3-21=-1479/2178,3-20=-1348/978 NOTES 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chards connected as follows: 2x4 - 1 row at 0-9-0- Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-4-0 oc, Except member 194 2x4 - 1 row at 0-9-0 or, member 5-19 2x4 - 1 row at 0-9-0 member 19-6 2x4 - 1 row, at 0-9-0 oc, member 16-18 2x4 - 1 row at 0-9-0 oc, member 18-7 2x4 - 1 row at 0-9-0 oc, member 7-16 2x4 - 1 row at 0-9-0 oc, member 15-7 2x4 - 1 row at 0-9-0 oc, member 9-15 2x4 - 1 now at 0-9-0 oc, member 15-10 2x4 - 1 row at 0-9-0 oc, member 10-13 2x4 - 1 row at 0-9-0 oc, member 11-13 2x4 - 1 row at 0-9-0 oc, member 21-3 2x4 -1 row at 0-9-0 oc, ember 3-20 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front IF) 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=15ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; Eliot, GCpi=0.18; MWFRS (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 20.0psf 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. 9) Refer to girder(s) for truss to truss connections. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 6634 6906 Parke East BNd. Tampa FL 33610 Data: IU) Hearing at lolnt(s) 2 considers parallel to grain value using ANSI/ I PI 1 angle to grain tormula. building designer should verity May 6,2f capacity of bearing surface. '&WARNING -Vera, -is. pa_antl READ NOTES ON TNIs AND INCLUDED hisma REFERENCE PAGE Nl47/73- 10Po4rzp15 BEFORE USE. ��- Dealgn valid for use only- MIT-nnectom. This -la is based only upon parameters shown, and is for en ,ndividual bu,idi,g component, not I truss system. Before use, the assaing designer ,at verify the applicability of design parameters antl pmpedy dwrpo,ate this design into the overall building design. Braung indicated is b prevent b-ing of individual truss web and/or chord membemonly. Additionaltemporaryandpermanentbmcing MiTek' s always reguired for staGlily and to prevent collapse with possible pe,sonal injury antl Droperry damage. For general guidance regard, the fabdcatron, ammge, delivery, erection antl bracing of Wasea and truss systama, see ANS-11 Quality Criteria, OSB-89 antl BCV Building Component g90q Parke East BIM. .4, lnss matlon available from Truss Plate InsdMe, 218 N. Lee Street, suite 312, N ddlm, VA 22314. Tampa. FL M610 NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 12=1537, 2=1580. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 273 lb down and 271 lb up at 5-0-0, 117lb down and 108 lb up at 7-0-12, 117 lb down and 108 lb up at 9-0-12, 1171b down and 1081b up at 11-0-12, 1171b down and 108 Ib up at 13-0-12, 122 Ib down and 135 Ib up at 15-0-12, 122 It,down and 135 lb up at 15-10-4, 122 lb dawn and 135 lb up at 17-10-0, 122 lb down and 135 lb up at 19-10-4, 122 lb down and 135 lb up at 21-10-0, 122 lb down and 1351b up at 23-10-4, 122 lb down and 135 lb up at 25-10-4, 122 lb down and 135 lb up at 27-10-4, 122 It, down and 135 lb up at 29-10-4, and 122 lb down and 135 lb up at 31-104, and 122 Ib down and 13516 up at 33-104 on top chord, and 90 lb down and 65 lb up at 5-0-0, 63 lb down and 52 Ito up at 5-0-12, 63 lb down and 52 lb up at 7-0-12, 63 lb dawn and 52 lb up at 9-0-12, 63 lb down and 52 lb up at 11-0-12, 63 Ib down and 52 lb up at 13-0-12. 48 lb down and 24 lb up at 14-9-12, 48 lb down and 24 lb up at 15-104. 48 lb down and 24 lb up at 17-104, 48 lb down and 24 lb up at 19-10-4, 48 It, down and 24 lb up at 21-104, 48 lb down and 24 lb up at 23-10-4, 48 lb down and 24 lb up at 25-10-4, 48 lb down and 24 lb up at 27-10-4, 48 lb down and 24 lb up at 29-104, and 48 It, down and 24 lb up at 31-104, and 48 lb down and 24 lb up at 33-104 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=1.25, Plate Increa-1.25 Uniform Loads (plf) Vert: 14=-54,4-11=-54, 18-21=-20, 12-17=-20, 21-22=-20 Concentrated Loads (lb) Vert: 4=-110A 6=-60(F) 14=-01(F) 20=-142(F=-63) 16=-41(F) 18=-41(F) 26=-46(F) 27=-46(F) 28=-46(F) 29=-46(F) 31=-60(F) 32=-60(F) 33=-60(F) 35=-60(F) 36=-60(F) 37=-60(F) 38=-60(F) 40=-60(F) 41=-60(F) 42=-60(F) 43=-63(F) 44=-63(F) 45=63(F) 46=-63(F) 47=41(F) 48=41(F) 49=41(F) 50=41(F) 51=41(F) 52=41(F) 53=41(F) 54=41(F) '&WARNING-.", Wsige parameters antl READ NOTES ON T ANO INCLUDED N1TEx REFERENCE PAGE Nl4T/73-14-015 BEFORE USE. M�' Deagn valid for use only 01, Mrek®wnnec- This tleagn is based only upon parameters ahown, and is for en Intlivitlual builtling component, not a buss system. Before use, the builtling designer must verify the applicability of design parameters antl propery Incorporate this design into the overall builtlingd ign. Bradngindiratetlistopreventbullingofintlivitlualtrussw¢band/orchordmembersonly. Additional temporary andpermanentbracing MiTek' s always reguired for-ity and to prevent collapse with possible personal injury antl property damage. For general gu,d.- rega d, the fabdcatron, atorege, delivery, erection antl bracing of Wsaea antl trues syatema, see ANS-11 Qualify Criteria, OSB-89 antl BCSi Building Component g9Dq Parke East BIM. Safay lnyolm - available from Truss Piste I -Me, 218 N. Lee Street, Suite 312, -a-, VA 22314. Tamps, FL M610 Type T20150985 FRI!�HQ: OIB 3.4 II 4.8 = 4.4 = 3.4 = 4.6 = 3.4 = 3x4 = 4x6 = 4x4 = 4.8 = 1 21 22 2 23 24 325 26 4 5 27 28 ' 6 W 31 7 32 a 33 934 M 36 10 20 11 M 11 37 38 19 39 18 17 4041 42 1643 44 45 15 d8 14 13 4] 48 49 12 50 51 3x6 11 4x8 = 3x8 = 414 3.8 = 3x4 = 5.6 = 4.4 = 4x6 LOADING (pal) SPACING- 2-0-0 CSI. DEFL. in 111 War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.46 Vert(LL) 0.59 15-16 >719 240 11-0 2441110 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.65 15-16 >653 240 BCLL 0.0 Rep Stress Incr NO WB 0.94 Hom(CT) 0.11 11 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix -Ms Weight: 3891b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-5-2 oc bracing. REACTIONS. (size) 20=Mechanical, 11=Mechani Max Uplift 20=-2021(LC 8), 11=2018(LC 8) Max Grev 20=2818(LC 1), 11=2815(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) Or less except when shown. TOP CHORD 1-20=-2708/2006, 1-2=-4316/3102, 2-3=-7100/51003-5=-8507/6114, 5-6=-8507/6114, 6-7=-8510/6116,7-9=-7103/5107,9-10=-4315/3101:10-11=-27072004 BOT CHORD 17-19=-3102/4316, 16-17=-5lOOf71OO, 15-16=-6116/8510, 13-15=-510777103, 12-13=-3101/4315 WEBS 1-19=-3544/4932,2-19=-2220/1787,2-17=-2316/3227,3-17=-1362/1150, 3-16=-1175/1631, 5-16=-556/578, 6-15=553/574, 7-15=-117011631, 7-13=-137011156, 9-13=-2325/3231,9-12=-2217/1786,10-12=-3543/4931 NOTES- 1) 2-ply truss to be connected together with 1 Old III 131'x3") nails as follows: Top chords connected as follows: 2.4 - 1 row at 0-9-0 oc. Bottom chards connected as follows: 2.4 - 1 now at 0-9-0 oc. Webs connected as follows: 2. - 1 row at 0-9-0 x. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (13) 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) Wind: ASCE 7-10; VUI1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 6) - 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at -lb) 20=2021,11=2018. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348,19 MiTak USA, Inc. FL Cart 6634 6604 Parke East BNd. Tampa FL 33610 Data: May 6,2020 Aidwa" G-Vergy Wsign Para -and READ NOTES ON TN AND INCLUDED NITEx REFERENCE PAGE Nl4T/73n 10Poarzp15 BEFORE USE. ��- Das valid for use only v, h MITek®wnneclam. This deagn is based only upon parameters shown, and is for en ddivid.al la. lding component, not .Was system. Before use, me builCing designer must vedy the applicability or tlesi9n parameters antl properly Incorporate tl,ls design into the overall building design. Bracing indicated is to prevent-lids&individual truss web and/or chord membe,sonly. Adda-altemp r, and permanent bracing MiTek' s always regui,ed lo, stalblity and to prevent collapse with possible personal injury and pmpe,ry damage. For general gu,da . regartling the fabd.dt ammge, delivery, erection and bracing of Wawa and W sa syatema, see ANSI PIl quality CdNria, OSB-89 and BCS1 Building Component - Parke East BIM. Salaty rnyolm rid available /ram Tmss Plate Insdads 218 N. Lee Street, Suite 312, Nexa , VA 22314. Tampa, FL M610 NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down and 190 lb up at 1-9-12, 152 lb down and 190 lb up at 3-9-12, 152 lb down and 190 lb up at 5-9-12, 152 lb down and 190 lb up at 7-9-12, 152 Ito down and 190 It, up at 9-9-12, 152 lb down and 190 lb up at 11-9-12, 1521b down and 190 lb up at 13-9-12, 152 It, down and 19011, up at 15-9-12, 152 lb down and 190 It, up at 17-9-12, 152 lb down and 190 lb up at 19-9-12, 152 lb down and 190 Ib up at 21-9-12, 152 lb down and 1901b up at 23-9-12, 152 lb down and 190 lb up at 25-9-12, 152 lb dawn and 190 lb up at 27-9-12, 1521b down and 1901b up at 29-9-12, and 152 lb down and 190 lb up at 31-9-12, and 152 lb down and 190 lb up at 33-9-12 on lop chord, and 85 lb down and 33 It, up at 1-9-12, 85 lb down and 33 It, up at 3-9-12, 851b down and 33 lb up at 5-9-12, 85 lb down and 331b up at 7-9-12, 85 Ito down and 33 lb up at 9-9-12, 85 lb down and 33 Ito up at 11-9-12, 85 lb down and 33 lb up at 13-9-12, 851b down and 33 lb up at 15-9-12, 85 Ito down and 33 lb up at 17-9-12, 85 Ito down and 33 lb up at 19-9-12, 85 lb down and 331b up at 21-9-12 , 85 lb down and 33 lb up at 23-9-12, 85 lb down and 331b up at 25-9-12, 85 lb down and 331b up at 27-9-12, 85 lb down and 33 lb up at 29-9-12, and 85 lb down and 33 Ib up at 31-9-12, and 851b down and 33 lb up at 33-9-12 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=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-10=54, 11-20=-20 Concentrated Loads (lb) Vert: 4=-111(F) 18=-67(F) 8=-111(F) 14=67(1`) 21=111(F) 22=-111(F) 23=-111(F) 24=111(F) 25=-111(F) 26=-111(F) 27=111(F) 28=-111(F) 29=-111(F) 30=-111(F)31=-111(F)32=-111(F)33=-111(F)35=-111(F)36=-111(F)37=-67(F) 38=-67(F)39=-67(F)40=67(F)41=-67(F)42=-67(F)43=-67(F)44=-67(F) 45=-67(F) 46=-67(F) 47=-67(F) 48=-67(F) 49=-67(F) 50=-67(F) 51=-67(F) '&WARNING -Verily Wsige parameters antl READ NOTES ON T ANO INCLUDED NITEN REFERENCE PAGE Nl4]/73-14-015 BEFORE USE. ��' Dasgn valid for use only- MITak® connectors. This deagn is based only upon parameters shown, and is for an Individual building component, not a tN55 system. Before use, the building designer must verify the applicability of design parameters antl properly Incorporate thls design into the overall building design. Braung indicated is b prevent b-mg of individual truss weband/or chord membarsonly. Additionaltemporaryandperrnane.t bracing MiTek' s always repaired for stadlity and to prevent collapse with possible personal injury antl property damage. For general guu.-regartling the fabdcatron, storage, delivery, erection and bracing of Wasea and truss syatema, see ANS-11 Oaalify Cr-, OSB-89 antl Bc3/Bui/dme Component g90q parka East BIM. Safay lnyo7madon available from Tmss -te In-, 218 N. Lee Street, Suite 312, Nea -, VA 22314. Tampa, FL M610 SM0 iTiFEs MiTek' RE: 76703 - Site Information: Customer Info: FAT ROBASSON Project Name: PHILLIPE Model: Lot/Block: Subdivision: Address: UNKNOWN City: FORT PIERCE State: FL No. Seal# Truss Name Date 29 T20150990 GRH 5/6/20 30 T20150991 GIRL 5/6/20 31 T20150992 GRR 516/20 32 T20150993 J1 5/6/20 33 T20150994 J3 5/6/20 34 T20150995 J5 5/6/20 35 T20150996 J5C 516/20 36 T20150997 J7 516/20 37 T20150998 JA 5/6/20 38 T20150999 JB 5/6/20 39 T20151000 JC 5/6/20 40 T20151001 JC3 5/6/20 41 T20151002 JD 5/6/20 42 T20151003 JE5 516/20 43 T20151004 KJ5 516/20 44 T20151005 KJ7 5/6/20 45 T20151006 KJA 5/6/20 46 T20151007 KJB 5/6/20 47 T20151008 KJC 5/6/20 48 T20151009 KJD 5/6/20 49 T20151010 MV2 5/6/20 50 T20151011 MV4 5/6/20 51 T20151012 MV6 5/6/20 52 T20151013 MV8 5/6/20 53 T20151014 V4 5/6/20 54 T20151015 V8 516/20 55 T20151016 V12 516/20 56 T20151017 VA 5/6/20 57 T20151018 VB 5/6/20 58 T20151019 VC 5/6/20 59 T20151020 VD 516/20 2 of 2 MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 T20150986 Girder 11 1 8.330 s Me ID:170y9y4e_wm9VIH6C 9-9-8 12-7-0 2-9-8 ~ 2-" ~ Sx6 = 3x4 = 5.0 = 3 17 4 18 5 3z5 = sad =ax6 = =� 3.5 = FY�1r-SlkFfa Ig LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.19 8-10 >999 240 MT20 2441110 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.22 8-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.30 Hom(CT) 0.07 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matnx-MS Weight: 83 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=122(LC 7) Max Uplift 2=-1107(LC 8), 6=1108(LC 8) Max Grav 2=1502(LC 1), 6=1502(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3149/2211, 3-4=-2881/2128, 4-5=-2882/2128, 5-6=-3149/2211 BOT CHORD 2-10=-1886/2945, 8-10=-2029/2999, 6-8=-1886/2845 WEBS 3-10=-420/791, 4-10=-274/29614-8=274/296, 5-8=420f791 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=15ft; B=45ft; L=24ft; eave=4ft; Can. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencument 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at -lb) 2=1107,6=1108. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 211 Ib down and 339 Ib up at 7-0_0 152 It, down and 190 lb up at 9-0-12, and 152 It, down and 190 It, up at 10-6-4, and 211 lb down and 339lb up at 12-7-0 on top chord, and 400 lb down and 2871b up at 7-0-0, 85 Ib dawn and 33 lb up at 9-0-12, and 85 Ib dawn and 331b up at 10-6-0, and 400 It, down and 287 It, up at 12-64 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back fie. LOAD CASE(S) Standard 11 Dead + Roof Live (balanced): Lumber Increas-1.25, Plate Increa-1.25 Uniform Loads (p1f) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 11-14=-20 Concentrated Loads (Ib) Vert: 3=-137(F)5=-137(F) 10=-400(F)8=400(F) 17=-111(F) 18=-111(F) 19=-67(F)20=-67(F) This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 9634 9904 Parke East BNd. Tampa FL 33610 Data: May 6,2020 '&WARNING-vedq—is. Parameters and READ NOTES ON T-t ANO INCLUDED NITEK REFERENCE PAGE Nl4T/73— 10Poarzp15 BEFORE USE. ��- Daslgn valid for use only— MIT—radeclom. This —la is based only upon parameters shown, and is for en Individual building component, not I truss system. Before use, the building designer ,at vebfy the applicability of design parameters antl pro dy Incorporate this design into the overall building design. Bradng indicated is to prevent b-ling of individual truss web and/or chord membemonly. Adddionaltemporary and permanent bracing MiTek' s always required rid, starblity and to prevent collapse with possible personal injury antl properly damage. For general gux.—regartling the fabdcatron, smmge, delivery, erection and bracing of Wawa and truss systems, see ANS-11 Qualify Criteria, OSB-89 antl Bc8/Buifding Component 6904 Perke East BIM. .4, lnyolmadon available from Truss Plate In58Me, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 Girder 1 1 I T20150987 3.19 12 4x4 = 4xa = 4 20 21 22 5 23 l FTs1:�SPYlO Ia LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.02 10 -999 360 MT20 2-110 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.03 10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.07 H..X 0.01 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.03 10-11 >999 240 Weight: 48 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-50(LC 6) Max Uplift 2=-379(LC 8), 7=-379(LC 8) Max Grav 2=519(LC 36), 7=519(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-945/493, 3-4=-987/578, 4-5=-954/579, 5-6=-987/578, 6-7=-945/493 BOT CHORD 2-12=-387/870, 11-12=-375/875, 10-11=462/961, 9-10=-369/877, 7-9=-384/873 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ql=lb) 2=379, 7=379. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 2416 up at 1-2-2, 33 lb down and 52 lb up at 3-0-0, 1021b down and 80 lb up at 4-0-6, 97 It down and 73 lb up at 5-4-8, 102 Ib down and 80 lb up at 6-8-10, and 33 lb down and 52 Ib up at 7-9-0, and 154 lb down and 241b up at 9-6-14 on top chord, and 31 Ib down and 7 Ib up at 1-2-2, 23 lb down and 8 It, up at 3-0-0, 42 lb down and 12 lb up at 4-0-6, 2716 down and 12 lb up at 54-8, 4216 down and 12 lb up at 6-8-10, and 23 lb down and 8 lb up at 7-9-0, and 31 Ib down and 7 It, up at M-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 Increa-1.25, Plate Increa-1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54,4-5=-54, 5-6=-54, 6-8=-54, 13-16=-20 Concentrated Loads (lb) Vert: 4=-9(F) 5=-9(F) 12=5(F) 11=-15(F) 10=-15(F)9=5(F)21=-8(F)24=-4(F)25=-14(F)26=4(F) This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 9634 9904 Parke East BNd. Tampa FL 33610 Data: May 6,2020 '&WARNING-vedq—is. Parameters and READ NOTES ON T ANO INCLUDED AUMEK REFERENCE PAGE Nl4]/73— 10PoIrzp15 BEFORE USE. ��- Daslgn valid for use only— MIT—radectom. This —la is based only upon parameters shown, and is for en Individual building component, not I tmss system. Before use, the building designer ,at vebfy the applicability of design parameters antl pro dy Incorporate this design into the overall building design. Bracing indicated is to prevent b-ling of individual truss web and/or chord memb—nly. Adddionaltemporary and permanent bracing MiTek' s always requirod fo, starblity and to prevent collapse with possible personal injury antl Dropedy damage For general guxance raga d, the fabdcatron, smmge, delivery, erection and bracing of lasses and trues systems, see ANS-11 quality criteria, OSB-89 antl Bc8/Buifding Component g90q Perks East BIM. .4, lnyolmadon available from Tmss Plate InstiMe, 218 N. Lee Street, Suite 312, A —chid,, VA 22314. Tampa, FL M610 1 T20150988 3.29 12 4x4 5x10 % 21 22 4 23 24 5 5.10 3x4 = 3x8 II FY'1r.SP1-X8 Id LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.07 9 >999 240 MT20 2441110 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.06 9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.09 Hom(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 62 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-7 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-3-0, 6=0-3-0 Max Horz 2=96(LC 24) Max Uplift 2=-995(LC 8), 6=-995(LC 8) Max Gmv 2=766(LC 17), 6=766(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown TOP CHORD 2-3=-1137/1537, 3-4=-1079/1579, 4-5=-1079/1579, 5-6=-1137/1537 BOT CHORD 2-10=-1419/1007, 9-10=-1418/1008, 8-9=-1390/1008, 6-8=-1392/1007 WEBS 4-9=-263/235 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ql=lb) 2=995, 6=995. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 631b down and 14216 up at 4-7-14, 85 lb down and 153 lb up at 5-6-8, 97 It, down and 161 lb up at 6-0-0, 78 lb down and 152 lb up at 6-6-0, 97 Ib down and 161 Ib up at 7-0-0, and 85 Ib down and 153 lb up at 7-5-8, and 63 lb down and 142 Ib up at 8-4-2 on top chord, and 26lb down and 4 lb up at 4-7-14, 36 lb down and 44 It,up at 5-6-8, 53 lb down and 6716 up at 6-0-0, 43 lb down and 61 It,up at 6-6-0, 53 lb down and 67 lb up at 7-0-0, and 36 lb down and 44 Ib up at 7-5-8, and 26 Ib down and 4 lb up at 8-4-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54,4-5=-64, 5-7=-54, 11-16=-20 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 9634 9904 Parke East BNd. Tampa FL 33910 Data: May 6,2020 ,&WARNING -welly Wsi9n Parameters antl READ NOTES ON nvis ANO INCLUDED NITEx REFERENCE PAGE Nl4]/73— 1pPoarzpl5 BEFORE USE. ��- Dealgn valid for use only— MIT- wnneclom. This d-la is based only upon peramstars shown, and is for en Individual building component, not I truss system. Before use, the budding designer ,at verify the applicability of design parameters antl propery Incorporate this design into the overall building design. Brarmgiadicated is b prevent b—irs of individual truss web and/or chord memb—nly. Adda—altemporary and permanent bracing MiTek' s always ropairedfo, stalblity and to prevent collapse with possible personal injury antl properly damage. For general gux.—rega,tling the fabdcatron, atmage, delivery, erection and bracing of Wawa and truss systama, see ANS-11 Quality CrlNna, OSB-89 and Bcsf Building Component 8904 Perks East BIM. .4, lnrormatron available from Truss Plate InsdMe, 218 N. Lee Street, Suite 312, Nex —, VA 22314. Tampa, FL M610 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-58(F) 10=0(F) 9=-34(F)8=0(F)21=-38(F)22=-64(F)23=-64(F)24=38(F)25=-21(F)26=-30(F)27=-30(F)28=-21(F) ,&WARNING-Verey—is. paramemrs antl READ NOTES ON TNIS ANO INCLUDED NITEN REFERENCE PAGE Nl4T/73— 10PoIrzp15 BEFORE USE. ��' Desgn valid for use only— MIT— nett This deagn is based only upon parameters shown, and is for an Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters antl properly Incorporate thls design into the overall building design. B.drg indicated is to prevent b-ling of individual truss weband/or chord membersonly. Additionaltemporaryandpermanentbracing MiTek' s always repaired for staGlity and to prevent collapse with possible personal injury antl pmpedy damage. For general gu,d.— raga d, the fabdcatron, —a., delivery, erection and bracing of Wasea and truss syatema, see ANS-11 Duality criteria, OSB-89 antl Bcsf Building Component g9Oq parka Eest BIM. Safay lnyolm — available from Tmss -te I -Me, 218 N. Lee Street, Suite 312, NeR —, VA 22314. Tampa, FL M610 T20150989 Girder 11 1 8.330 a Mar: ID:170y9y4e wm9yIH6Dt(c7L 10-2-0 13.4-0 3-2-0 3-2-0 Sze 2.3 II 5x8 = 3 18 4 19 5 4.6 = 2.3 11 4z6 3x8 = 2.3 II 4x5 = kR1171101iwlC ] I� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.21 9 >999 240 MT20 2441110 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.23 9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.24 Hom(CT) 0.08 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matnx-MS Weight: 90 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 34-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Ho 2=122(LC 24) Max Uplift 2=-1196(LC 8), 6=-1196(LC 8) Max Grav 2=1619(LC 1), 6=1619(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3437/2438, 3-4=-3429/2556, 4-5=-3429/2556, 5-6=-3437/2438 BOT CHORD 2-11=-2094/3111, 9-11=-2107/3139, 8-9=-2107/3139, 6-8=-2094/3111 WEBS 3-11=-266/626, 3-9=-507/508, 4-9=-430/476, 5-9=-508/508, 5-8=-266/626 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=15ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at -lb) 2=1196,6=1196. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 211 Ib down and 339 Ib up at 7-0_0 152 It, down and 1901b up at 9-0-12, 152 Ib down and 190 Ib up at 10-2-0, and 1521b down and 1901b up at 11-3-4, and 211 lb down and 3391b up at 13-4-0 on tap chord, and 400 lb down and 287 lb up at 7-0-0, 85 lb down and 33 lb up at 9-0-12, 85 lb down and 33 It, up at 10-2-0. and 85 It, down and 33 lb up at 11-34, and 400 lb down and 287 Ib up at 13-34 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 Increa-1.25, Plate Increa-1.25 Uniform Loads (p1f) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 12-15=-20 Concentrated Loads (lb) Vert: 3=-137(B)5=-137(B)11=300(B)9=-67(B)4=-111(B)8=-400(B)18=-111(B)19=-111(B)20=-67(B)21=-67(B) This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 6634 g904 Padre East Blvd. Tampa FL 33610 pare: May 6,2020 A wARN1NG-verily—is. pa ram antl NEAO NOTES ON TNIS AND INCLUDED N1TEx REFERENCE PAGE Nl4]/73—la-2015 BEFORE USE. ��- Deagn valid for use only— MIT—nneclom. This tleagn ie based only upon parameters shown, and is for en Individual building component, not I itsystem. Before use, the budding designer must vebfy the applicability of design parameters antl pro dy Incorporate thls design into the overall building design. Bradng indicated is to preventb-ling of individual truss web and/or chord memb—nly. Additionaltemporary and permanent bracing MiTek' s always repaired fo, starblity and to prevent wllapse with possible personal injury antl properly damage. For general gux.— rega d, the fabdcatron, atomge, delivery, erection and bracing of Wasea and truss syatema, see ANS-11 Qualify CNhria, DSB-89 and Bcal Building Component g9pq Perks East BIM. .4, In/ormetlon available from Truss Piste In—, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 GIRDER T20150990 3 4M II 0 3.10 11 -"- — """"" 7.8 = 3.10 11 HUS26 THD26-2 HUS26 HUS26 &Y' 7Ig1x14k1 Ig LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.26 7-12 >924 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.31 7-12 >779 240 BCLL 0.0 Rep Stress Incr NO WB 0.92 Hom(CT) 0.08 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 3221b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x6 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-9: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (size) 6=0-8-0, 2=0-B-0 Max Horz 2=167(LC 24) Max Uplift 6=-4621(LC 8), 2=-3408(LC 8) Max Grav 6=7134(LC 1), 2=5019(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12552/8394, 3-0=-9695/6474, 4-5=-9726/6490, 5-6=1366618914 BOT CHORD 2-10=-7641/11541, 8-10=-7641/11541, 7-8=-8153/12615, 6-7=-8153/12615 WEBS 4-8=4840/7279, 5-8=-4694/3050, 5-7=-2471/4018, 3-8=-3327/2398, 3-1 0=-1 985/2924 NOTES 1) 3-ply truss to be connected together with 1 Old (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0ac. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 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=15ft; B=4511; L=24ft; save=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) - 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 6=4621, 2=3408. 8) Use USP THD26-2 (With 18-16d nails into Girder 8 12-1 Old nails into Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to front face of bottom chord. 9) Use USP HUS26 (With 14-16d nails into Girder 8 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 19-0-12 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Incmase=1.25, Plate Increase=1.25 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL cart 6634 6604 Parke East BNd. Tampa FL 33610 Data: May 6,2020 AWARNING-vedq—is. Parameters and READ NOTES ON T-t AND INCLUDED MITEK REFERENCE PAGE Nl4T/73— 10PoIrzp15 BEFORE USE. ��- Design valid for use only— MITek®wnnec— This deagn is based only upon parameters ah.n, and is for en Individual building component, not I tmss system. Before use, the building designer ,at vebfy the applicability of design parameters antl propedy Incorporate this design into the overall building design. Bradng indicated is to prevent b—ing of individual truss web and/or chord memb—nly. Adda—altemporary and permanent bracing MiTek' s always required fo, stalblity and to prevent collapse with possible personal injury antl propedy damage. For general gu,d.— regartling the fabdcatron, atorage, delivery, erection and bracing of Wawa and truss systama, see ANS-11 Quality CNhria, OSB-89 antl Bcsf Buffdsdg Component 6904 Perks East BIM. .4, lnyolmadon available from Tmss Plate InsdMe, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 LOAD CASE(S) Standard Uniform Loads (pif) Vert: 1-4=-54, 4-6=-54, 2-6=-20 Concentrated Loads (Ib) Vert: 12=-1300(F) 15=-2798(F) 16=-1289(F) 17=-1300(F) 18=-1300(F) 19=-1300(F) 20=-1300(F) ,&WARNING-.",Wsi3e paramemrs antl REAR N0TE30N TNIS AND—L—D NITEN REFERENCE PAGE Nl4T/73— 10PoIrzp15 BEFORE USE. ��' Dasgn valid for use only— MIT— nn.ld- Thia desgn is based only upon parameters ah.n, and is for en Individual building component, not a tmss system. Before use, the building designer must verify the applicability of design parameters antl properly Incorporate thls design into the overall building design. Braung indicated is to prevent b—ing of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s always re —,! for staGlity and to prevent collapse with possible personal injury antl pmpedy damage. For general gu,d.— raga d, the fabdcatron, —a., delivery, erection and bracing of Wows and trues syatema, see ANS-11 Qualify CNhria, OSB-89 antl BCs!Building Component g91M Parke East BIM. Safay lnyolm — available from Tmss -te In,—, 218 N. Lee Street, Suite 312, NeR —, VA 22314. Tampa, FL M610 &R' 1$Relil Ing Ia 5.6 = THDH26-3 54 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017rrP12014 CSI. TC 0.39 BC 0.58 WB 0.76 Matnx-MS DEFL. in (loc) "deftL/d Vert(LL) 0.14 S7 >929 240 Vert(CT) -0.16 S7 >786 240 Hom(CT) 0.03 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 95 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structuralwood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=0-8-0, 2=0-8.0 Max Horz 2=96(LC 24) Max Uplift 4=-2254(LC 8), 2=-1538(LC 8) Max Grav 4=3444(LC 1), 2=2215(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5667/3767, 3-4=-5623/3741 BOT CHORD 2-5=-3390/5191, 4-5=-3390/5191 WEBS 3-5=-2601/3979 NOTES- 1) 2-ply truss to be connected together with 1 Old (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row, at 0-9-0.. Bottom chards connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-4-0 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 Plyconnections 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 This item has been 5) This truss has been designed for a 10.0 pef bottom chord live load nonconcument with any other live loads. electronically Signed and 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 sealed b Lee, Julius, PE y will fit between the bottom chord and any Other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Ql=lb) using a Digital Signature. 4=2254, 2=1538. Printed copies of this 8) Use USP THDH26-3 (With 20-16d nails into Girder 8 8-16d nails into Truss) or equivalent at 5-2-4 from the left end to connect document are not considered truss(es) to back face of bottom chord. signed and sealed and the SI g 9) Use USP HUS26 (With 14-16d nails into Girder 8 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 9-0-12 to conned truss(es) to back face of bottom chord. signature must be Verified 10) Fill all nail holes where hanger is in contact with lumber. On any electronic Copies. LOAD CASE(S) Standard Julius Lee PE No. 34809 1) Dead + Roof Live (balanced): Lumber Increa-1.25, Plate Increa-1.25 MiTak USA, Inc. FL Cart 9634 9964 Pane East Blvd. Tampa FL 33610 Uniform Loads (plf) Date: Vert: 1-3=-54, 3-4=-54, 2d=20 May 6,2020 AWARNING-w4f, sl9n pare 1 antl READ NOTES ON TNIs AND INCLUDED NITEK REFERENCE PAGE Nl4T/73n 10Poarzpf5 BEFORE USE. ��- Dasign valid for use only with MITek®wnneclom. This dasgn is based only upon parameters shown, and is for en Individual building component, not I itsystem. Before use, the building designer must verify the applicability of design parameters antl propery Incorporate thls design into the overall building design. Bradng indicated is b prevent budling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s always reps d fo, shlliry and to prevent collapse with possible personal injury antl properly damage. For general guxtl . regarding the fabncatron, smmge, delivery, erection antl bracing d Wawa antl trues syatema, see ANS-1 qualify CrlNria, OSB-89 antl Bcs!Building Component g9Dq Perks Easl BIM. .4, In/olmetlon available from Tmss Plele Ins , 218 N. Lee Street, Suite 312, Neea , VA 22314. Tampa, FL M610 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-2204(B) 10=-1299(B) 1 1=-1299(B) ,&WARNING-Verey—is. paramemrs antl READ NOTES ON TNIS ANO INCLUDED NITEN REFERENCE PAGE Nl4T/73— 10PoIrzp15 BEFORE USE. ��' Desgn valid for use only— MIT— nett This deagn is based only upon parameters shown, and is for an Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters antl properly Incorporate thls design into the overall building design. B.drg indicated is to prevent bulling of individual truss weband/or chord membersonly. Additionaltemporaryandpermanentbracing MiTek' s always repaired for staGlity and to prevent collapse with possible personal injury antl pmpedy damage. For general gu,d.— raga d, the fabdcatron, —a., delivery, erection and bracing of Wasea and truss syatema, see ANS-11 Duality cn—, OSB-89 antl Bcsf Building Component g9Oq parka Eest BIM. Safay lnyolm — available from Tmss -te I -Me, 218 N. Lee Street, Suite 312, NeR —, VA 22314. Tampa, FL M610 fl 6-1-14 9-" 1&b2 19-7-0 1-2-0 6-1-14 3-7-10 3-7-10 6.1-14 Sple = 133.3 4.4 300 II - - '---- 7.8 = "---- 3.10 II ---- '---- THD26-2 HUS26 ii LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.21 7-12 >999 240 MT20 2441110 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Ven(CT) -0.25 7-12 >932 240 BCLL 0.0 Rep Stress Incr NO WB 0.89 Hom(CT) 0.06 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matnx-MS Weight: 310 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 6=0-8-0, 2=0-8.0 Max Horz 2=162(LC 7) Max Uplift 6=-3946(LC 8), 2=-3217(LC 8) Max Grav 6=6069(LC 1), 2=4725(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-11877/7953, 34=-9369/6271, 4-5=-9393/6282, 5-6=13125/8579 BOT CHORD 2-10=-7240/10908, 8-10=-7240/10908, 7-8=-7844/12113, 6-7=-7844/12113 WEBS 4-8=4645/6983, 5-8=4241/2748, 5-7=-2145/3510, 3-8=-2774/2013, 3-1 0=-1 584/2336 NOTES- 1) 3-ply truss to be connected together with 1 Old (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row, at 0-9-0.. Bottom chards connected as follows: 2x6 - 3 rows staggered at 04-0 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 Plyconnections 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60 This item has been 5) This truss has been designed for a 10.0 pef bottom chord live load nonconcument with any other live loads. electronically Signed and 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 sealed b Lee, Julius, PE y will fit between the bottom chord and any Other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Ql=lb) using a Digital Signature. 6=3946, 2=3217. Printed Copies of this 8) Use USP THD26-2 (With 18-16d nails into Girder 8 12-10d nails into Truss) Or equivalent at 7-1-8 from the left end to connect document are not considered truss(es) to back face of bottom chord. signed and sealed and the SI g 9) Use USP HUS26 (With 14-16d nails into Girder 8 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 17-0-12 to connect truss(es) to back face of bottom chord. Signature must be Verified 10) Fill all nail holes where hanger is in contact with lumber. On any electronic Copies. L)Dead+OAD Standard Julius Lee PE No. 34809 Roof 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTak USA, Inc. FL Cart 9634 9964 Pane EeR Blvd. Tampa FL 33610 Uniform Loads (00 Date: Van: 14=-54, 4-6=-54, 2-6=-20 May 6,2020 AWARNING-Vergy Wsige pare 1 antl READ NOTES ON TNIs AND INCLUDED NITEK REFERENCE PAGE Nl4T/73n 10Poarzpf5 BEFORE USE. ��- Design valid for use only w9h MITek®wnnectom. This desgn is ba-d only upon parameters shown, and is for en Individual building component, not I itsystem. Before use, the building designer must verify the applicability of design parameters antl propery Incorporate thls design into the overall building design. Bradng indicated is b prevent budling of individual truss web and/or chord members only. Add,r.nal temporary and permanent bracing MiTek' s always reps dfo,shlliry and to prevent collapse with possible personal injury antl property damage. For general guxance regarding the fabncatron, smmge, delivery, erection antl bracing of Wsses antl trues syatema, see ANS-1 qualify criteria, OSB-89 antl Bcs!Building Component g9Dq Perks Eest BIM. .4, In/olmetlon available from Tmss Piste Ins , 218 N. Lee Street, Suite 312, Neea , VA 22314. Tampa, FL M610 1 T20150962 3x5 = Cd' 19 Ida = 6 14 3x4 = 3.6 = 3x8 = 3x6 = 3x4 = FY'118R3rk: LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de6 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.16 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.34 12-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Hom(CT) 0.11 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matnx-MS Wind(LL) 0.24 14 >999 240 Weight 1751b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Ho, 2=-324(LC 10) Max Uplift 2=-921(LC 12), 10=-921(LC 12) Max Grav 2=1383(LC 1), 10=1383(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2848/2027, 3-5=-2589/1869, 5-6=-1795/1436, 6-7=-1795/1436, 7-9=-2589/1869, 9-10=-2848/2027 BOT CHORD 2-16=-1717/2617, 14-16=-1290/2094, 12-14=-1321/2094, 10-12=-1733/2598 WEBS 6-14=-739/1045, 7-14=-743/619, 7-12=-256/527, 9-12=-402/403, 5-14=-742/619, 5-16=-256/527, 3-16=402/403 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=15ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-2-0 to 2-4-13, Interior(1) 24-13 to 17-10-0, Exterior(2) 17-10-0 to 214-13, 1ntenor(1) 214-13 to 36-10-0 zone;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 for a 10.0 par 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 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joinf(s) except at -lb) 2=921. 10=921. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34N6 MiTak USA, Inc. FL Cart 6634 6604 Parke East BNd. Tampa FL 33610 Data: May 6,2020 '&WARNING-vedq—is. parameters antl READ NOTES ON TNrs ANO INCLUDED NITEx REFERENCE PAGE Nl4T/73— 1gPoarzpl5 BEFORE USE. ��- Dealgn valid for use only— MIT— nett This design ie based only upon parameters ah.n, and is for en Individual building component, not I tmss system. Before use, the budding designer ,at verify the applicability of design parameters antl pro dy Incorporate this design into the overall building design. Bracing indicated is to prevent bulling of individual truss web and/or chord memb—nly. Adda—altemporary and permanent bracing MiTek' s always reps d fo, stalblity and to prevent collapse with possible pe,sonal injury antl property damage. For general gu,d.— regartling the fabncatron, ato,age, delivery, erection antl bracing of Wsaes and truss syatema, see ANS-11 Duality criteria, OSB-89 antl BcS1 Building Component g9Oq parka East BIM. .4, lnfolmas— available /ram Tmss Plate InsdMe, 218 N. Lee Street, Suite 312, Nex —, VA 22314. Tampa, FL M610 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 15=-2795(B) 16=-1289(B) 17=-1300(B) 18=-1300(B) 19=-1300(B) 20=-1300(B) ,&WARNING-Verey—is. paramemrs antl READ NOTES ON TNIS ANO INCLUDED NITEN REFERENCE PAGE Nl4T/73— 10PoIrzp15 BEFORE USE. ��' Desgn valid for use only— MIT— nett This deagn is based only upon parameters shown, and is for an Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters antl properly Incorporate thls design into the overall building design. B.drg indicated is to prevent bulling of individual truss weband/or chord membersonly. Additionaltemporaryandpermanentbracing MiTek' s always repaired for staGlity and to prevent collapse with possible personal injury antl pmpedy damage. For general gu,d.— raga d, the fabdcatron, —a., delivery, erection and bracing of Wasea and truss syatema, see ANS-11 Duality cn—, OSB-89 antl Bcsf Building Component g90q parka Eest BIM. Safay lnyolm — available from Tmss -te I -Me, 218 N. Lee Street, Suite 312, NeR —, VA 22314. Tampa, FL M610 a-alrsaaa 91'CE LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) War Ud PLATES GRIP TCLL 20.0 Plate Grip DO L 1.25 TC 0.27 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) 0.00 4 n/a We BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) -0.00 5 -999 240 Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=70(LC 12) Max Uplift 3=A(LC 9), 2=183(LC 12), 4=-5(LC 1) Max Grav 3=11(LC 13), 2=137(LC 1), 4=29(LC 12) 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord live load —concurrent with any other live loads. 3) ` 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. 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 at=lb) 2=183. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348419 MiTak USA, Inc. FL Cart 6634 6904 Parke East BNd. Tampa FL 33610 Deta: May 6,2020 '&WARNING-vedq Ws;9n pare — antl READ NOTES ON T— ANO INCLUDED M1Tisa REFERENCE PAGE Nl4T/73-14-15 BEFORE USE. ��- Deagn valid for use only— MITek®wnnec— This dasgn is based only upon parameters shown, and is for an Individual building component, not I Vuss system. Before use, the budding designer ,at vebfy the applicability of design parameters antl pro dy Incorporate thls design into the overall building design. Bradng indicated is to prevent b—ire of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s always roguirod bo, atxGlity antl to preventcollapae with possible pe,sonal injury antl property damage. For general guitlance regartling the labdcatron, aroma., delivery, erection and bracing of Wasas and truss sya ama, see ANS-11 Qualify Criteria, OSB-89 antl Bcs!Building Component g90q Parke East BIM. .4, lnrofinerlon available from Tmss -te InsgMe, 218 N. Lee Street, Suite 312, —a—, VA 22314. Tampa, FL M610 T20150994 -1-J3 1ack-0pen 9 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.330 6 Mar 23 2020 MiTek Industries, Inc. Wad May 6 14:42:53 2020 Page 1 ID:I?Oy9y4e wm9YIH6Dtfc7UzSVDS-jNG3CBZusNV_S?W3DGfausJmPC PKu7Oi6uoDMzJBZO -1-2-0 3-0-0 2-0 3." 5.00 12 8 Scale = 1:10.8 3 2 1 4 3x4 = 3-0-0 3-0-0 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) I/deb L/d PLATES GRIP TCLL 20.0 Plata Grip DOL 1.25 TC 0.27 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL T'o Lumber DOL 1.25 BC 0.18 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-MP Wlnd(LL) 0.01 4-7 -999 240 Weight: ll lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=119(LC 12) Max Uplift 3=-61(LC 12), 2=-172(LC 12), 4=-3(LC 9) Max Grav 3=67(LC 17), 2=184(LC 1), 4=50(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=15ft; 3=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-2-0 to 1-10-0, Interior(1) 1-10-0 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 par bottom chord live load nonconcument with any other live loads. 3) ` This truss has been designed for alive 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except at=lb) 2=172. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348,39 MiTek USA, Inc. FL Cart 6634 11904 Parke East BNd. Tampa FL 33610 Data: May 6,2020 IAWARNING- vedq Ws;9e paramam —READ NOTES ON T—AND INCLUDE- MITEX REFERENCE PAGE Nl4T/73— 10Poarzp15 BEFORE USE. ��- Desgn valid for use only— MIT—nadectom. This —la is based only upon parameters shown, and is for en Individual building component, not I truss system. Before use, the budding designer ,at verify the appfcability of design parameters antl pro dy Incorporate thls design into me overall building design. Braung indicated is to prevent b-ling of individual truss web and/or chord membera-ly. Adda—altemporary and permanent brecing MiTek' s always reguiretl for shGlily antl to prevent collapse with possible personal injury antl Drapery tlama9e. For general guitlance raga d, the labdcatron, storage, del- , erection and bracing of Wsses and W as systems, see ANS-11 Qualify Criteria, OSB-89 antl Bcal Building Component g9oq Parke East BIM. .4, lnyofmadon available from Truss -te I-adc, 218 N. Lee Street, Suite 312, Nexe—, VA 22314. Tampa, FL M610 T20150995 6Y11r$REIV3 3.4 = LOADING (par) SPACING- 2-0-0 CS'DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.06 4-7 >999 240 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Hom(CT) -0.00 3 n/a We BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.07 4-7 >832 240 Weight: 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-14 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=170(LC 12) Max Uplift 3=-119(LC 12), 2=-199(LC 12), 4=-8(LC 12) Max Grav 3=121(LC 17), 2=253(LC 1), 4=88(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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-2-0 to 1-10-0, Interior(1) 1-10-0 to 4-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 3) ` 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. 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 (jt=lb) 3=119,2=199. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348419 MiTak USA, Inc. FL Cart 6634 6904 Parke East BNd. Tampa FL 33610 Deta: May 6,2020 ,&WARNING-verey Ws;9n pa ram antl READ NOTES ON TN AND INCLUDED M1TEfr REFERENCE PAGE Nl4T/73-14-15 BEFORE USE. ��- Deasn valid for use only wdh MIT—nnectom. This —la is based only upon parameters ah.n, and is for en Individual building component, not I tmsa system. Before use, the budding designer ,at verify the applicability of design parameters antl pro dy Incorporate thls design into the overall building design. Bradng indicated is to prevent b-ling of individual truss web and/or chord membe,sonly. Adda—al—,omary and permanent bracing MiTek' s always raq—dbo, ataGlity and to prevent collapae with possible pe,sonal injury antl property damage. For general guxance regarding the labdcatron, ammge, delivery, erection and bracing of Wawa and trues syxiama, aee ANS-11 Qualify criteria, OSB-89 antl Bcs!Building Component g9pq Parke East BIM. .4, an/ofinetlon available from Truss P to InsdMe, 218 N. Lee Street, Suite 312, Naea—, VA 22314. Tampa, FL M610 6Y11r$REIF3 Emm LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.02 6 -999 360 MT20 2-110 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT1 -0.05 5-6 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Hom(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MR Wind(LL) 0.06 5-6 >999 240 Weight: 20 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-2-11 oc brecing. REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Ho 2=170(LC 12) Max Uplift 4=-92(LC 12), 2=-195(LC 12), 5=-33(LC 12) Max Grav 4=105(LC 17), 2=265(LC 1), 5=95(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-9=-265/213 BOT CHORD 2-7=-357/297, 3-6=-297/357 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-2-0 to 1-6-10, Interior(1) 1-6-10 to 4-11-4 zone;C-C for members and forces 8 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 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. 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, 5 except gt=lb) 2=195. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 9934 9904 Parke East BNd. Tampa FL 33910 Data: May 6,2020 '&WARNING-vedq—is. Parameters antl READ NOTES ON T-t AND INCLUDED NITEK REFERENCE PAGE Nl4T/73— 10PoIrzp15 BEFORE USE. ��- Dasgn valid for use only— MITek®wnnec— This deagn is based only upon parameters shown, and is for en Individual building component, not I tmss system. Before use, the budding designer ,at verify the applicability of design parameters antl popery Incorporate this design into the overall building design. Bradng indicated is to prevent b—ing of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s always repaired fo, stalblity and to prevent collapse with possible personal injury antl properly damage. For general gux.—regartling the fabdcatron, atmage, delivery, erection and bracing of Wawa and truss systama, see ANS-11 Qualify CNhria, OSB-89 antl Bc8/Buffding Component 8904 Parke East BIM. .4, lnyolmadon available from Tmss Plate InsdMe, 218 N. Lee Street, Suite 312, Nea —, VA 22314. Tampa. FL M610 T20150997 i FY'1r-- RP1B 3.4 = 4 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.08 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.18 4-7 >459 240 BCLL 0.0 Rep Stress Inc" YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matnx-MP Wind(LL) 0.17 4-7 >494 240 Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4=Mechanical Max Ho 2=220(LC 12) Max Uplift 3=-175(LC 12), 2=231(LC 12), 4=-13(LC 12) Max Grev 3=173(LC 17), 2=325(LC 1), 4=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlenor(2)-1-2-0 to 1-10-0, Interior(1) 1-10-010 6-11-4 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 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 8t between the bottom chord and any other members. 4) Refer to girder(.) 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=175,2=231. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348,19 MiTak USA, Inc. FL Cart 6e34 g904 Parke East BNd. Tampa FL 33610 Data: May 6,2020 '&WARNING-verey—is. parameters antl READ NOTES ON TR/S Asadav UDEONITEfr REFERENCE PAGE Nl4T/73— 10PoIrzp15 BEFORE USE. ��- Daslgn valid for use only— MIT—nnectom. This design is based only upon parameters shown, and is for en Individual building component, not I truss system. Before use, the budding designer ,at verify the applicability of design parameters antl properly Incorporate this design into the overall building design. Bradng indicated is to prevent b—ing of individual truss web and/or chord memb—nly. Adda—altemporary and permanent bracing MiTek' s always required fo, stalblity and to prevent collapse with possible pe,sonal injury antl property damage. For general guitlance raga d, the fabdcatron, storage, delivery, erection antl bracing of lasses and trues systems, see ANS-11 Qualify criteria, OSB-89 antl BcS1 Buffdfng Component g9pq parka East BIM. .4, lnsdam s— available from Truss Plate la—, 218 N. Lee Street, Suite 312, Neea , VA 22314. Tampa, FL M610 T20150998 11 PTM FY 1r$RF18 LOADING (par) SPACING- 2-0-0 CS'DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.11 4-8 >577 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.04 4-8 >999 240 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Hom(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 19 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5813 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3-Mechanical, 2=0-3-0, 4=Mechanical Max Hom 2=174(LC 12) Max Uplift 3=-132(LC 12), 2=480(1-C 12), 4=-91(LC 9) Max Grav 3=1141(LC 1), 2=312(LC 1), 4=88(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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -1-3-0 to 2-11-15, Exterior(2) 2-11-15 to 5-6-1 zone; cantilever left exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp 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 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. 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=132,2=380. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348419 MiTak USA, Inc. FL Cart 6634 11904 Parke East BNd. Tampa FL 33610 Deta: May 6,2020 ,&WARNING-vedq Ws;9n pare — antl READ NOTES ON TNIS ANO INCLUDED M1Tisa REFERENCE PAGE Nl4T/73-14-15 BEFORE USE. ��- Deasn valid for use only— MITek®wnneclom. This —la is based only upon parameters ah.n, and is for en Individual building component, not I truss system. Before use, the budding designer ,at verify the applicability of design pammat— antl pro dy Incorporate thls design into the overall building design. Bradng indicated is to prevent b-ling of individual truss web and/or chord membe,sonly. Adda—al—,omary and permanent bracing MiTek' s always required bo, alxGlity and to prevent collapse with possible pe,sonal injury antl properly damage. For general gux.—regartling the labdcatron, aroma., delivery, erection and bracing of Wasea and trues syxiama, see ANS-11 Qualify CNhria, OSB-89 antl Bcsi Building Component g90q Parke East BIM. .4, In/ofinetlon available from Truss -t, InsgMe, 218 N. Lee Street, Suite 312, —a—, VA 22314. Tampa, FL M610 'sR1r4El1iIR1V4 3.4 - LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matdx-MP Wind(LL) -0.00 7 >999 240 Weight: 10 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3-Mechanical, 2=0-8-0, 4=Mechanical Max Ho 2=101(LC 12) Max Uplift 3=41(LC 12), 2=-187(LC 12), 4--2(LC 9) Max Grav 3=49(LC 17), 2=179(LC 1), 4=40(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=15ft; B=45ft; L=24ft; eave=411; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces 8 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 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 8t between the bottom chord and any other members. 4) Rafer to girder(.) 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 0t=l1b) 2=187. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348,19 MiTak USA, Inc. FL Cart 9934 9904 Parke East BNd. Tampa FL 33610 Data: May 6,2020 ,&WARNING-vedq—is. parameters antl READ NOTES ON TR ANO INCLUDED NITEX REFERENCE PAGE Nl4T/73— 10PoIrzp15 BEFORE USE. ��- Dealgn valid for use only— MITak®wnnect This d-la is basetl only upon parameters ah.n, and is for an Individual building component, not I fmss system. Before use, the budding designer ,at verify the applicability of design parameters antl popery Incorporate this design into the overall building design. Bradng indicated is to prevent b—ing of individual truss web and/or chord memb—nly. Adda—altemporary and permanent bracing MiTek' s always n paired fo, stalblity and fo prevent collapse with possible personal injury antl property damage For general guitlance rag d, the fabdcatron, atmage, delivery, erection and bracing of Wawa and trues syatema, see ANS-11 Duality Criteria, OSB-89 antl Bc8/Buifding Component g90q parka East BIM. .4, lnsdam s— available from Truss Plate la—, 218 N. Lee Street, Suite 312, Nea —, VA 22314. Tampa, FL M610 T20151000 r:mr4alplu LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.27 BC 0.34 WB 0.00 Matrix -MP DEFL. in (loc) War L/d Vert(LL) -0.00 5 -999 360 Vert(CT) -0.00 5 >999 240 Horz(CT) 0.00 3 n/a n/a Wind(LL) 0.00 5 >999 240 PLATES GRIP MT20 2-110 Weight: 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-4-12 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3-Mechanical, 2=0-3-0, 4=Mechanical Max Ho' 2=104(LC 12) Max Uplift 3=-27(LC 9), 2=-284(LC 12), 4=-26(LC 9) Man Grav 3=17(LC 1), 2=215(LC 1), 4=22(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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-2-0 to 1-10-0, Interior(1) 1-10-0 to 2-4-0 zone; cantilever left exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp 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) 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 0t=l1b) 2=284. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 9934 9904 Parke East BNd. Tampa FL 33910 Data: May 6,2020 '&WARNING-vedq—is. parameters antl READ NOTES ON T-t AND INCLUDED NITEK REFERENCE PAGE Nl4T/73— 10PoIrzp15 BEFORE USE. ��- Daslgn valid for use only— MIT—nnectom. This —la is based only upon pemmeters shown, and is for en Individual building component, not I truss system. Before use, the budding designer ,at verify the applicability of design parameters antl propedy Incorporate this design into the overall building design. Bradng indicated is to prevent b—ing of individual truss web and/or chord memb—nly. Adda—altemp r, and permanent bracing MiTek' s always repaired for stalblity and to prevent collapse with possible personal injury antl Dropedy damage. For general guxance rag d, the fabdcatron, smmge, delivery, erection and bracing of lasses and truss systems, see ANS-11 Duality Criteria, OSB-89 antl BCSf Buflding Component 8904 Parke Eeat BIM. .4, lnyolmadon available from Truss Plate InsdMe, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa. FL M610 L Job Reference (optional) T20151001 -1-JC3 Jack-0pen 2 1 Chambers Truss, Inc., Fart Pierce, FL 8.330 a Mar 23 2020 MiTek Industries, Inc. Wad May 6 14:42:58 2020 Page 1 ID:17Oygy4e wm9YIH6Dtfc7UzSVDB-4K3yFrdOhv7GYnOlOgFlbvOadRfo7BMIrObZtzZJBYx -1-2-0 249 0 3-0-0 1-2-0 2-8-0 0.4.0 Scale = 1:10.8 4 5.110 12 3 3x4 = 2 5 Q 1 a 3x4 = LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.04 6 >973 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 V.'(CT) -0.08 6 >464 240 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Hom(CT) 0.01 5 n/a We BCDL 10.0 Code FBC201771P12014 Matrix -MP Wlnd(LL) 0.03 6 -999 240 Weight: 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4-Mechanical, 2=0-8-0, 5=Mechanical Max 11— 2=119(LC 12) Max Uplift 4=-36(LC 12), 2=-171(LC 12), 5=-20(LC 12) Max Grav 4=60(LC 17), 2=191(LC 1), 5=62(LC 3) FORCES. (Ib) - 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-2-0 to 1-6-10, Interior(1) 1-6-10 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 par bottom chord live load nonconcument with any other live loads. 3) ` 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4, 5 except at=lb) 2=171. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348,39 MiTek USA, Inc. FL Cart 6634 11904 Parke East BNd. Tampa FL 33610 Date: May 6,2020 '&WARNING-verey—is. parameters antl READ NOTES ON TNIS AND INCLUDED haTEfr REFERENCE PAGE Nl4T/73-14-2015 BEFORE USE. ��- Deagn valid for use only— MITI®wnneclom. This deagn is based only upon paramaUx shown, and is for an Individual building component, not I tmsa system. Before lad, the budding designer must vedfy the applicability of design parameters antl properly Incorporate thls design into the overall building design. Bradng indicated is to prevent bulling of individual truss web and/or chord membe—rly. Addd—altemporary and permanent bracing MiTek' s always repaired bo, etadlity and to prevent collapse with possible personal injury antl properly damage. For general gux.— raga d, the labdcatron, ato,age, delivery, aredion and bracing of —ea and truss syalama, aee ANS-11 Qualify criteria, OSB-89 antl Bcs!Building Component g9oq parka Ees[ BIM. Safay lnPofmadon available from Truss -t, lr—, 218 N. Lee Street, Suite 312, Neaa—, VA 22314. Tampa, FL M610 i' Type OIY Ply ipec al 3 8.330 a Me ID:170y9y4e wm9YIH6l 17-10-0 18- 238-3 4&11 1 5-03 5.6 = 5.00 1112 7 8 T20150963 FY'1lcR3r[I 7.14 MT18HS = 4x8 = 19 16 15 " 13 5.8 = 6x8 = 3.6 = 3A _ 302 1.00 12 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 ,art(LL) -0.45 20-21 -933 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -1.05 20-21 >404 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Hom(CT) 0.32 12 We n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.6220-21 >687 240 Weight: 205lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 1-5: 2.4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-1 t-0 oc bracing. Except: BOT CHORD 2x4 SP M 30'Except' 6-0-0 oc bracing: 8-16 2-21: 2x4 SP M 31, 8-16: 2x4 SP No.3 WEBS i Row at midpt 7-20 WEBS 2x4 SP No.3 *Except* 3-21: 2x6 SP No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 12=0-4-0, 2=0-8-0 Max Herz 2=316(LC 11) Max Uplift 12=-814(LC 12), 2=-915(LC 12) Max Grav 12=1306(LC 1), 2=1371(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6212/4073, 3-4=-5749/3912, 4-6=-2567/1855, 6-7=-2545/2012, 7-8=1940/1661, 8-9=-1990/1579,9-11=-2276/1734, 11-12=-2683/1925 BOT CHORD 20-21=-2152/3242, 18-20=-971/1696, 17-18=-971/1696, 15-16=-157/321, 13-15=-1633/24D4,12-13=-1633/2404,2-21=-3747/5999,8-17=-185/288 WEBS 6-20=-283/370, 15-17=-1157/1747, 9-17=-431/343, 11-15=-509/425, 3-21=-250/627, 7-17=-645/829, 7-20=-810/1160, 4-21=-1544/2581, 4-20=9861790 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh, h=15ft; B=45ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-2-0 to 2-4-6, Inte6oKl) 2-4-6 to 17-10-0, Exterior(2) 17-10-0 to 21-4-6, Interior(1) 21-4-6 to 35-4-0 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) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 6) ' 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. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at--lb) 12=814,2=9IS 'fin 1� This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348,19 MiTak USA, Inc. FL Cart 6634 6604 Parke East BNd. Tampa FL 33610 D6ta: May 6,2020 '&WARNING-verey—is. parameters and READ NOTES ON TNrs Asse N UDE0 N1TEx REFERENCE PAGE Nl47/73-14-2015 BEFORE USE. ��- Daslgn valid for use only— MITek®wnnec— This d-la is based only upon parameters shown, and is for en ddividual building mmp..m not I tmss system. Before use, the budding designer ,at venfy the applicability of design parameters antl po dy Incorporate this design into the overall building design. Bradng indirated is to prevent b—ing&individual truss web and/or chord membe,sonly. Adddenaltemporary and permanent bracing MiTek' s always reguiredfo, staGlity and to prevent collapse with possible personal injury antl properly damage. For general guxi.—regartling the fabdcatron, storage, delivery, erection antl bracing of Wows and truss syatema, see ANS-11 Qualify Criteria, OSB-89 antl Bc8/Buifding Component g9pq Parke East BIM. .4, lnsdamas— available from Tmss Plate InsdMe, 218 N. Lee Street, Suite 312, Neea , VA 22314. Tampa, FL M610 Y�108RA'� 3M = LOADING (par) SPACING- 2-0-0 CS'DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Hom(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-7-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-18(LC 9), 2=A68(LC 12) Max Grav 3=28(LC 17), 2=145(LC 1), 4=24(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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord live load —concurrent with any other live loads. 3) ` 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. 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=168. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348419 MiTak USA, Inc. FL Cart 6634 6904 Parke East BNd. Tampa FL 33610 Deta: May 6,2020 ,&WARNING-vamx—is. pare — antl READ NOTES ON T— ANO INCLUDED M1Tisa REFERENCE PAGE Nl4T/73-14-15 BEFORE USE. ��- Deagn valid for use only wdh MITek®wnnec— This dasgn is based only upon parameters shown, and is for an Individual building component, not I Vuss system. Before use, the budding designer ,at vebfy the applicability of design parameters antl pro dy Incorporate thls design into the overall building design. Bradng indicated is to prevent b—ire of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s always raq—d bo, atxGlity antl to prevent collapae with possible pe,sonal injury antl property damage. For general guitlance regartling the labdcatron, aroma., delivery, erection and bracing of Wasas and truss syatama, see ANS-11 Qualify Criteria, OSB-89 antl BCsi Building Component g90q Parke East BIM. .4, lnrofinerlon available from Tmss -te InsgMe, 218 N. Lee Street, Suite 312, —a—, VA 22314. Tampa, FL M610 T20151003 FY?1f- M!sMv LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.14 4-9 >468 240 MT20 2-110 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert CT) -0.05 4-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HocdCT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matnx-MP Weight: 20 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3-Mechanical, 2=0-3-0, 4=Mechanical Max Ho' 2=183(LC 12) Max Uplift 3=-137(LC 12), 2=-362(LC 12), 4=-91(LC 12) Man Grav 3=112(LC 1), 2=302(LC 1), 4=83(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=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-2-0 to 1-10-0, Interior(1) 1-10-0 to 5-5-12 man.; cantilever left exposed ; porch 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 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) 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=137.2=362. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 9934 9904 Pants East BNd. Tampa FL 33910 Data: May 6,2020 '&WARNING-vedq—is. parameters antl READ NOTES ON T-t AND INCLUDED NITEK REFERENCE PAGE Nl4T/73— 10PoIrzp15 BEFORE USE. ��- Daslgn valid for use only— MITek®wnneclom. This —la is based only upon parameters shown, and is for en Individual building component, not I truss system. Before use, the budding designer ,at verify the applicability of design parameters antl propery Incorporate this design into the overall building design. Bradng indicated is to prevent b—ing of individual truss web and/or chord membemonly. Adda—altemporary and permanent bracing MiTek' s always repaired fo, stalblity and to prevent collapse with possible personal injury antl properly damage. For general gu,d.— regartling the fabdcatron, smmge, delivery, erection antl bracing of Wsses and truss systems, see ANS-11 Duality Criteria, OSB-89 antl BCSf Buflding Component 8904 Parke East BIM. .4, lnssmsadon available from Truss Plate InsdMe, 218 N. Lee Street, Suite 312, A—ddlna, VA 22314. Tampa. FL M610 Jab Tmss Truss Type OtY Pty T20151004 7fi703 KJ5 Diagonal Hip Girder 1 1 I23F;2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20171TP12014 CSI. TC 0.25 BC S. WB 0.00 Matrix -MR DEFL. in (loc) War L/d Vert(LL) -0.07 5-6 -999 360 Vert(CT) -0.13 5-6 >652 240 H..,T) 0.03 5 n/a n/a Wind(LL) 0.10 5-6 >811 240 PLATES GRIP MT20 2-190 MT18HS 244/190 Weight: 25 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmdural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 274 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-7: 2x4 SP NG.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Hom 2=169(LC 24) Max Uplift 4=-120(LC 8), 2=-296(LC 8), 5=-41(LC 8) Max Gray 4=141(LC 28), 2=372(LC 28), 5=119(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-579/170 BOT CHORD 2-7=-238/503 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; save=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf 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 2-0-0 wide will fit between the bottom chord and any other members. 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) 5 except Qt=lb) 4=120,2=296. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 103 lb down and 201b up at This item has been 1-6-1, 103 lb down and 20 lb up at 1-6-1, and 1141b down and 77 lb up at 44-0, and 1141b down and 77 lb up at 4-4-0 on top electronically signed and chord, and 341b down and 9lb up at 1-6-1, and 341b down and 91b up at 1-6-1 on bottom chord. The design/selection of such sealed b Lee, Julius, PE y connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). using a Digital Signature. Printed copies of this LOAD CASE(S) Standard document are not considered 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signed and sealed and the Uniform Loads (plf) Vert: 1-4=-54, 7-8=-20, 5-6=-20 signature must be verified Concentrated Loads (lb) on any electronic copies. Vert: 12=-1(F=-1, B=-1) Julius Lee PE No. 34469 MiTak USA, Inc. FL Cart 6634 i Parke East BNd. Tampa FL 33610 Data: May 6,2020 '&WARNING-vedq—is. parameters antl READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE Nl4T/73—laaeor l3 BEFORE USE. ��- Dealgn valid for use only wdh MIT—radeclom. This —la is based only upon parameters ahown, and is for en Individual building component, not I tmss system. Before use, the budding designer ,at verify the applicability of design parameters antl pro dy Incorporate this design into the overall building design. Bradng indicated is to prevent r-ling of individual truss web and/or chord memb—nly. Addidonaltemporaryandpermanentbmcing MiTek' s always reguiredfor stalblity and to prevent collapse with possible personal injury antl properly damage. For general gux.—regartling the fabdcatron, atorege, del- , erection and bracing of Wasea and truss syatema, see ANS-11 Duality criteria, OSB-89 antl Bcal Building Component g9pq Perks East BIM. .4, lnsonesson available from Tmss Plate InsdMe, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 Jab Tmss Truss Type OtY Pty T20151005 7fi703 KJ7 Diagonal Hip Girder 4 1 I 1 3x4 = n4 II 5 3.4 = FY-1171EIIW4WA LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 V. ILL) -0.05 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.06 7-10 >999 180 BCLL 0.0 Rep Stress ]nor NO WB 0.32 Horz(CT) 0.01 5 We n/a BCDL 10.0 Code FBC2017/IP12014 Matrix -MS Weight: 41 It, FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-10-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=219(LC 24) Max Uplift 4=-114(LC 8), 2=-394(LC 8), 5=-225(LC 8) Max Grev 4=103(LC 1), 2=522(LC 28), 5=371(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-894/451 BOT CHORD 2-7=-547/798, 6-7=-547/798 WEBS 3-7=-38/293, 3-6=872/599 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=4511; L=24ft; save=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ` This truss has been designed for alive load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f/ 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 Ib uplift at joint(.) except at -lb) 4=114, 2=394, 5=225. 6) Hanger(s) or other connection d wice(s) shall be provided sufficient to support concentrated load(s) 103 Ib down and 201b up at 1-6-1. 103 Ib down and 20 Ib up at 1-6-1, 114 Ib dawn and 77 Ib up at 4-0-0, 114 Ib down and 77 Ib up at 4-0-0, and 144 It,down and 143 Ib up at 7-1-15, and 1441b down and 1431b up at 7-1-15 on top chord, and 34 lb down and 9lb up at 1-6-1. 34 lb down and 9 It, up at 1-6-1, 24 Ib down and 12 Ib up at 4-4-0, 24 It, down and 12 Ib up at 4-4-0, and 45 Ib down and 24 Ib up at 7-1-15, and 45 Ib down and 24 Ib up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 11 Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 12=-l(F=-1, B=-1) 13=-76(F=-38, B=-38) 15=-15(F=-7, B=-7) 16=-65(1`=33, B=33) 1¢ This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34819 MiTak USA, Inc. FL Cart 6634 I Parke East BNd. Tampa FL 33610 Data: May 6,2020 '&WARNING-verfy—is. parameters antl READ NOTES ON T— ANO INCLUDED N1TEIr REFERENCE PAGE Nl4T/73-14-015 BEFORE USE. ��- Dasgn valid for use only wdh MITek®wnad. m. This deagn is based only upon parameters ah.n, and is for en ddividual building component, not I truss system. Before use, the budding designer must verify the applicability of design parameters antl pro dy Incorporate thls design into the overall building design. Bradng indicated is to prevent budding of individual truss web and/or chord m.mbe,sonly. Addaenaltemporary and permanent brecing MiTek' s always required(, staGlity and to prevent collapse with possible personal injury antl preperry damage. For general gux.—regartling the fabdcatron, atorege, del- , erection and brecing d Imasas and truss syatema, see ANS-11 Qualify Criteria, OSB-89 antl BCSI Building Component g9pq parka Eeat BIM. .4, an/ormetlon —1—from Tmss -t, InsgMe, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 3x4 = LOADING (par) TCLL 20.0 TCDL T'o BCLL 0.0 BCDL 10.0 . 0-7-2 SPACING- 2-0-0 Plate Gnp DO L 1.25 Lumber DOL 1.25 Rep Stress ]nor NO Code FBC2017ITP12014 CSI. TC 0.22 BC 0.18 WB 0.00 Matrix -MP 57-10 DEFL. in (too) I/deft Ud Vert(LL) 0.09 4-8 >825 240 Vert(CT) -0.07 4-8 >999 240 HI-0.02 3 n/a We PLATES GRIP MT20 244/190 Weight: 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanipl, 2=0-3-6, 4=Mechanical Max Hom 2=183(LC 8) Max Uplift 3=-144(LC 8), 2=-427(LC 8), 4=-101(LC 5) Max Grav 3=125(LC 1), 2=345(LC 1), 4=98(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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ;porch left and right exposed; Lumbar DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) except at-lb)3=144,2=427, 4=101. 6) Hanger(s)or other connection device(s) shall be provided sufficient to support concentrated load(s) 34111 down and 51 Ib up at 2-10-3 on top chord, and 7 Ib up at 2-10-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). This item has been LOAD CASE(S) Standard nd a signed and electronicallyLee, gned i) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 sealed yJulius, PE Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 using a Digital Signature. Concentrated Loads (lb) Printed copies of this Vert: 10=5(e) document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348119 MiTak USA, Inc. FL Cart 6634 6604 Parke East BNd. Tampa FL 33610 Deta: May 6,2020 A wARN1N0-vedq—is. paramamrs antl READ NOTES ON TNIS ANO INCLUDED M1TEIr REFERENCE PAGE M167473-14-15 BEFORE USE. ��- Deagn valid for use only— MITI®wnnec— This deagn is based only upon parameters ah.n, and is for en Individual building component, not I truss system. Before lad, the budding designer ,at verify the applicability of design parameters antl pro dy Incorporate thls design into the overall building design. Bradng indicated is to prevent bulling of individual truss web and/or chord membersonly. Adda—al—,omary and permanent bracing MiTek' s always re —d bo, staGlity and to prevent wllapae with possible personal injury antl properly damage. For general gux.— regartling the labdcatron, aroma., delivery, erection and bracing of Wasea and trues syxiama, see ANS-11 Duality CNhria, OSB-89 antl Bcs'Building Component g90q Parke Eax BIM. .4, In/ofinetlon available from Truss Plate I-ad1k, 218 N. Lee Street, Suite 312, —a—, VA 22314. Tampa, FL M610 Type 3NAL HIP GIRDER 22 PIy I T20151007 FY'1r$aEWA LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) I/deb Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.31 Vert(LL) 0.06 4-8 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0Ml6 Vert(CT) -0.03 4-8 >999 240 BCLL 0.0 Rep Stress ]nor NO WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC20177fP12014 Matrix -MP Weight: 1816 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3-Mechanical, 2=0-3-6, 4=Mechanical Max Horz 2=161(LC 12) Max Uplift 3=-111(LC 12), 2=-392(LC 12), 4=-79(LC 9) Max Grav 3=98(LC 1), 2=316(LC 1), 4=78(LC 3) FORCES. (Ib) - 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=15ft; 3=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3)-1-3-12 to 2-11-3, Exterior(2) 2-11-3 to 5-2-0 zone; cantilever left exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp 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 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. 4) Refer to girder(s) for tmss 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=111,2=392. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348,39 MiTak USA, Inc. FL Cart 6634 19M Parke East Blvd. Tampa FL 33610 Data: May 6,2020 '&WARNING-vedq Ws;9e pare — antl READ NOTES ON This ANO INCLUDED M1TEfr REFERENCE PAGE Nl4T/73-14-15 BEFORE USE. ��- Deasn valid for use only— MITek®wnnectom. This design ie based only upon parameters shown, and is for en Individual building component, not I tmsa system. Before use, the budding designer ,at verify the applicability of design pammat— antl pro dy Incorporate thls design into the overall building design. Bradng indicated is to prevent b-ling of individual truss web and/or chord membe,sonly. Adda—al—,omary and permanent bracing MiTek' s always repaired bo, ataGlity and to prevent collapae with possible pe,sonal injury antl property damage. For general gux.—regartling the iabdcatron, ammge, delivery, erection and bracing of Wasea and trues syxiama, see ANS-11 Qualify CNhria, OSB-89 antl Bcs!B.0ding Component g90q Parke East BIM. .4, lnyofmadon available from Tmss Plate I-adta, 218 N. Lee Street, Suite 312, —a—, VA 22314. Tampa, FL M610 Jab Tmss Truss Type Oty Ply T20151008 7fi703 KJC Diagonal Hip Girder 2 1 Scale =1:10.7 3x4 = LOADING (par) SPACING- 2-0-0 CS'DEFL. in (too) War Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress ]nor NO WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wlnd(LL) 0.00 4-7 -999 240 Weight: 1316 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 34-15 cc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-12, 4=Mechanical Max Horz 2=119(LC 8) Max Uplift 3=-66(LC 8), 2=-201(LC 8), 4=-3(LC 5) Max Grav 3=73(LC 25), 2=211(LC 1), 4=58(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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 paf 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 5t 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 1001b uplift at joint(s) 3, 4 except Gt=lb) 2=201. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 Ib down and 381b up at 1-11-10 on top chord, and 16111 down and 0111 up at 1-11-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increas-1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54,4-5=-20 Concentrated Loads (lb) Vert: 9=0(B) This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34819 MiTak USA, Inc. FL Cart 6634 I Parke East BNd. Tampa FL 33610 Date: May 6,2020 A wARN1ND-vedq—is. parameters and READ NOTES ON TNIS AND INCLUDED M1TEx REFERENCE PAGE M167473— 1darV2015 BEFORE USE. ��- Dasgn valid for use only wdh MITek®wnnectom. This deagn ie based only upon parameters shown, and is for en Individual building component, not I itsystem. Before use, the budding designer must verify the applicability of design pa aradt—antl pro dy Incorporate thls design into the overall building design. Bradng indicated is In prevent b-ling of individual truss web and/or chord membemonly. Adddenaltemporary and permanent bracing MiTek' s always reguiretl for staGlily antl to prevent wllapse with possible pe,sonal injury antl Droperry tlama9e. For general guitlance rega d, the fabdcatron, atmage, delivery, erection and bracing of Wasea and trues syarama, aee ANS-11 Qualify Criteria, DSB-89 antl BCSr Building Component g9pq Parke Eeat BIM. .4, Information available from Tmss Plate Hoe, 218 N. Lee Street, suite 312, Nea —, VA 22314. Tampa, FL M610 '' �1r4El1iN*3 3x5 = LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert CT) -0.00 7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Hom(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017?PI2014 Matdx-MP Wind(LL) -0.00 5 1999 240 Weight:6 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-3-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-12, 4=Mechanical Max Horz 2=74(LC 12) Max Uplift 3=-9(LC 9), 2=202(1C 12) Max Grav 3=14(LC 17), 2=158(LC 1), 4=26(LC 12) 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=15ft; B=45ft; L=24111; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces 8 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 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 8t between the bottom chord and any other members. 4) Rafer 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 Qt=lb) 2=202. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL cart 6e34 g904 Parke East BNd. Tampa FL 33610 Data: May 6,2020 A wARNINO-vedq—is. parameters antl READ NOTES ON T-t AND INCLUDED NITEx REFERENCE PAGE Nl4T/73— 10PoIrzp15 BEFORE USE. ��- Dealgn valid for use only— MITak®wnd.td- This design ie based only upon parameters shown, and is for an Individual building component, not I fmss system. Before use, the budding designer ,at verify the applicability of design parameters antl popery Incorporate this design into the overall building design. Bradng indicated is to prevent b—ing of individual truss web and/or chord memb—nly. Adda—alte r, and permanent bracing MiTek' s always n paired fo, stalblity and fo prevent collapse with possible personal injury antl property damage For general guitlance rag d, the fabdcatron, atmage, delivery, erection and bracing of Wasea and trues systama, see ANS-11 Duality criteria, OSB-89 antl BcS1 Building Component g9Dq parka East BIM. .4, lnyolmadon available from Truss Plate la—, 218 N. Lee Street, suite 312, Nea —, VA 22314. Tampa. FL M610 AreR7 '17111/J 'tT �1r K*l LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress ]nor YES WB 0.00 HI-0.00 2 n/a n/a BCDL 10.0 Code FBC20177IP12014 Matrix-P Weight: 5111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Horz 1=32(LC 12) Max Uplift 1=-23(LC 12), 2=-40(LC 12) Max Grav 1=47(LC 1), 2=36(LC 17), 3=25(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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIrTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 2. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348119 MiTak USA, Inc. FL Cart 6634 6904 Parke East BNd. Tampa FL 33610 Deta: May 6,2020 A wARN1N0-verex—is. pare — antl READ NOTES ON T— ANO INCLUDED Admsa REFERENCE PAGE Nl4T/73-14-15 BEFORE USE. ��- Deagn valid for use only— MITI®wnnec— This dasgn is based only upon parameters shown, and is for an Individual building component, not I tmsa system. Before use, the budding designer ,at verify the applicability of design pammat— and pro dy Incorporate thls design into the overall building design. Bramg indicated is to prevent bulling of individual truss web and/or chord memb—nly. Addda—l—,omary and permanent bracing MiTek' s always mguired/o, atxGlity and to prevent collapae with possible pe,sonal injury antl property damage. For general guxance regarding the labdcatron, ammge, delivery, erection and bracing of Wasas and trues syxiama, see ANS-11 Duality criteria, OSB-89 antl Bcs!Building Component g90q Parke East BIM. .4, lnrormetlon available from Tmss Plate la—, 218 N. Lee Street, Suite 312, —a—, VA 22314. Tampa, FL M610 .1 3 3.4 1 3.4 II 6Y11r$Rf9l LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) rile - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Hom(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1�-0-0,3=4-0-0 Max Ho¢ 1=79(LC 12) Max Uplift 1=-56(LC 12), 3=-89(LC 12) Max Grav 1=116(LC 1), 3=120(LC 17) 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=15ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) mne;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 par 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 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348419 MiTak USA, Inc. FL Cart 6634 6904 Parke East BNd. Tampa FL 33610 Date: May 6,2020 ,&WARNING-vedq—is. pare — antl READ NOTES ON TN/S Aaadav UDE0 N1TEfr REFERENCE PAGE Nl4T/73-14-015 BEFORE USE. ��- Deagn valid for use only with MITek®wnnec— This design,. based only upon parameters shown, and is for an Individual building component, not I tmsa system. Before use, the budding designer ,at verify the applicability of design parameters antl popery Incorporate thls design into the overall building design. Bradng indicated is to prevent b—ing of individual truss web and/or chord membe,sonly. Adda—al—,omary and permanent bracing MiTek' s always repaired bo, sterility and to prevent collapae with possible personal injury antl property damage. For general gu,d.— rega,tling the labdcatron, aroma., delivery, erection and bracing of Wasea and trues sy,dama, see ANS-11 Qualify CNhria, OSB-89 antl Bcs!Building Component 6904 Parke East BIM. .4, lnrofinerlon available from Tmss -te InsdMe, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 T Type Ott' Ply ipec al 3 8.330 s Me ID:170y9y4e_wmgYIH6Dtfc 17-10-0 22-7-11 4-9-11 49-11 Sxg = 5.00 12 7 T20150964 6-^=1f1E]IRiF' Tx14 MT1811S = dxg = 4.6 = 3z10 = 114MT115- =3x10 2.12 1.00 12 12 18Io LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vem(LL) -0.50 14-16 >840 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Ve11(CT) -1 12 16-17 >378 240 MT18H5 244/190 BCLL 0.0 Rep Stress Incr YES WB 1.00 Hom(CT) 0.46 12 ma n/a BCDL 10.0 Code FBC20171TP12014 Matdx-MS Wind(-L) 0.71 16-17 >599 240 Weight: 1961b FT=20% LUMBER- BRACING TOP CHORD 2x4 SP M 30 `Except' TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc pudins. 1-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3.10.15 oc bracing. BOT CHORD 2x4 SP M 30 `Except` WEBS 1 Row at midpt 7-16 2-17,12-13: 2x4 SP M 31 WEBS 2x4 SP No3'Except. 3-17,11-11 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 12=0-4.0 Max Horz 2=316(LC 11) Max Uplift 2=-915(LC 12), 12=-814(LC 12) Max Gov 2=1371(LC 1), 12=1306(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6306/4083, 3-4=-5839/3920, 4-6=-2562/1849, 6.7=-2540/2008, 7-8=2517/1989, 8-10=-2537/1850, 10-11=-5012/3742, 11-12=-5474/3866 BOT CHORD 16.17=-2149/3318, 14-16=-980/1715, 13-14=-2099/3019, 2-17=-3757/6085, 12-13=-3505/5034 WEBS 3-17=-253/628, 11-13=-235/608,4-17=-1556/2589,4-16=-9877793, 6-16=286/372, 10-13=-1384/1828, 10-14=-855/771,8-14=-295/376,7-16=-785/1212,7-14=759/1155 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=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -1-2-0 to 2-4-6, Interior(1) 2-4-6 to 17-10-0, Exterior(2)17-10-0 to 21-4-6, Inteaor(1) 21-4-6 to 35-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) All plates :re 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconpument 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-M wide will St between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 2,12 considers parallel to grain value using ANSITrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 2=915, 12=814. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34899 MiTak USA, Inc. FL Cart 6634 6904 Parde East Blvd. Tampa FL 33610 Dr.: May 6,2020 A wARN1N0-vedq—is. pare — antl READ NOTES ON TfUs ANO 1NCLUDE0 M1TEx REFERENCE PAGE Ml4T/73-14-015 BEFORE USE. ��- Dasgn valid for use only— MITek®wnnecld- This deagn is based only upon parameters shown, and is for en Individual building component, not I itsystem. Before use, the bullding designer must verify the applicability of design parameters antl propedy Incorporate this design into the overall building design. Bradng indicated is to prevent b-ling of individual truss web and/or chord memb—nly. Adddenaltemporary and permanent bracing MiTek' s always reo—d fo, deGlity and to prevent collapse with possible personal injury antl propedy damage. For general gu,d.— rega d, the fabdcatron, smmge, del- , erection and bracing of lmases and W as syatema, see ANS-11 Quality criteria, OSB-89 and Bcal Building Component g9pq parka East BIM. Safay lnyolmadon available from Truss -te InsgMe, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 3.4 II Scale: 3/4-=V 3 5 4 3.4 1 2.3 II 3.4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) rile - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress ]nor YES WB 0.12 Hom(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=6-0-0, 4=6-0-0, 5=6-0-0 Max Horz 1=129(LC 12) Max Uplift 4=-64(LC 12), 5=-183(LC 12) Max Grav 1=56(LC 1), 4=87(LC 17), 5=249(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-207/406 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-8-12 to 3-8-12, Interior(i) 3-8-12 to 5-10-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf 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 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=183. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348419 MiTak USA, Inc. FL Cart 9934 9904 Parke East BNd. Tampa FL 33910 Date: May 6,2020 ,&WARNING-vedq—is. pa ram antl READ NOTES ON TN ANO INCLUDED N1TEfr REFERENCE PAGE Nl4T/73-14-015 BEFORE USE. ��- Deagn valid for use only with MITek®wnnec— This deagn is based only upon parameters shown, and is for en ddividual building component, not I tmss system. Before use, the budding designer ,at vebfy the applicability of design parameters antl propedy Incorporate thls design into the overall building design. Bradng indicated is to prevent b—ing of individual truss web and/or chord membe,sonly. Addda—l—,omary and permanent bracing MiTek' s always required bo, alaGlity and to prevent collapse witle possible personal injury antl propedy damage. For general gux.—rega,tling the labdcatron, atomge, delivery, erection and bracing of Wasea and trues sy,dama, see ANS-11 Qualify CNhria, OSB-89 antl Bcsf Buffdfng Component 89e4 Parke East BIM. .4, lnrofinerlon available from Tmss P t, InsdMe, 218 N. Lee Street, Suite 312, Neea , VA 22314. Tampa, FL M610 3.4 II scale =1:20.6 3 5 4 3x4 i 2.3 II 3.4 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LLI rile - rile 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress ]nor YES WB 0.14 Hom(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/IPI2014 Matrix-P Weight: 29 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0, 4=8-0-0, 5=8-0-0 Max Horz 1=180(LC 12) Max Uplift 4=-86(LC 12), 5=-253(LC 12) Max Grav 1=85(LC 1), 4=116(LC 17), 5=344(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-271/118 WEBS 2-5=-269/459 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; save=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-8-12 to 4-0-0, Intenor(1) 4-0-0 to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf 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 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4 except Qt=lb) 5=253. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348419 MiTak USA, Inc. FL Cart 6634 6904 Parke East BNd. Tampa FL 33610 Deta: May 6,2020 '&WARNING- vedlr Ws;9n param antl READ NOTES ON TN ANO INCLUDED N1TEfr REFERENCE PAGE Nl4T/73-14-15 BEFORE USE. ��- Deasn valid for use only with MITek®wnnec— This design,. based only upon parameters shown, and is for an Individual building component, not I tmsa system. Before use, the building designer ,at verify the applicability of design parameters antl propery Incorporate thls design into the overall building design. Bradng indicated is to prevent b-ling of individual truss web and/or chord membe,sonly. Adda—al—,omary and permanent bracing MiTek' s always repaired bo, staGlity and to prevent collapae with possible personal injury antl properly damage. For general gux.—regartling the labdcatron, ammge, delivery, erection and bracing of Wasea and trues sy,dama, see ANS-11 Qualify CNhria, OSB-89 antl Bcs!Building Component g90q Parke Eesl BIM. .4, lnrofinerlon available from Tmss P t, InsdMe, 218 N. Lee Street, Suite 312, Neea , VA 22314. Tampa, FL M610 1 T20151014 3x6 = 5.00 12 2 3.4 i 3.4 Y:1r-8fib1 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/r"2014 Matrix-P Weight: 10 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1�-0-0,3=4-0-0 Max Ho 1=-19(LC 10) Max Uplift 1=-59(LC 12), 3=-59(LC 12) Max Grav 1=94(LC 1). 3=94(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlenor(2) mne;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 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 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348,19 MiTak USA, Inc. FL Cart 9934 9904 Parke East Blvd. Tampa FL 33610 pate: May 6,2020 ,& WARNING-va",—is. parameters antl READ NOTES ON TRrs ANO INCLUDED NITEx REFERENCE PAGE Nl4T/73— 10PoIrz0f5 BEFORE USE. ��- Daslgn valid for use only— MIT—nneclom. This —la ie based only upon parameters shown, and is for en Individual building component, not I tmss system. Before use, the budding designer ,at venfy the applicability of design parameters antl properly Incorporate this design into the overall building design. Bracing indirated is to prevent bulling of individual truss web and/or chord membe,sonly. Adda—alte r, and permanent bracing MiTek' s always repaired fo, stalblity and to prevent collapse with possible personal injury antl properly damage. For general gux.—regartling the fabncatron, atmage, delivery, erection and bracing of Wawa and trues syatema, see ANS-11 Duality criteria, OSB-89 antl BcS1 Building Component g9Oq parka Essl BIM. .4, lnyolm s— available /ram Tmss Plate InsdMe, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 6-RP7HRE!& 4" = 2 4 3x4 2x3 II 3. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC "0 Vert(LL) rile - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress ]nor YES WB 0.09 Hom(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix-P Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-M, 3=8-0-0, 4=8-0-0 Max H— 1=-49(LC 10) Max Uplift 1=-90(LC 12), 3=-90(LC 12), 4=-122(LC 12) Max Gray 1=118(LC 1), 3=118(LC 1), 4=248(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-0=-166/286 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=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 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 chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except at=lb) 4=122. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348419 MiTak USA, Inc. FL Cart 9934 9904 Parke East BNd. Tampa FL 33910 Date: May 6,2020 ,&WARNING-vedq—is. pare — antl READ NOTES ON T— ANO INCLUDED N1TEfr REFERENCE PAGE Nl4T/73-14-015 BEFORE USE. ��- Deagn valid for use only— MITek®wnnec— This dasgn ie based only upon parameters shown, and is for an Individual building component, not I tmsa system. Before lad, the budding designer ,at verify the applicability of design parameters antl pro dy Incorporate thls design into the overall building design. Bradng indicated is to prevent b—ing of individual truss web and/or chord membe,sonly. Addda—l—,omary and permanent bracing MiTek' s always required bo, ataGlity and to prevent collapse with possible personal injury antl properly damage. For general gux.—rega,tling the labdcatron, ammge, delivery, erection and bracing of Wawa and truss sy,dama, see ANS-11 Qualify CNhria, OSB-89 antl Bcs!Building Component 8904 Parke Easl BIM. .4, an/ofinetlon available from Tmss -t, In58Me, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 T20151016 1 FY'11711MINIM-1 VMS F1 4 3x4 i 2,3 II 3x0 LOADING (par) SPACING- 2-0-0 CS1. DEFL. in (too) I/deb Ud PLATES GRIP TCLL 200 Plate Grip DO L 1.25 TC 0.69 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.45 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress ]nor YES WB 0.11 Hom(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 38 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=12-0-0, 3=12-0-0, 4=12-0-0 Max H— 1=-79(LC 10) Max Uplift 1=-121(LC 12), 3=121(LC 12), 4=-245(LC 12) Max Grav 1=175(LC 21), 3=175(LC 22), 4=439(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-0=-288/369 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-8-12 to 3-8-12, Interiorf) 3-8-12 to 6-0-0, Extenor(2) 6-0-0 to 9-0-0, Intenor(1) 9-0-0 to 11-34 wne;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chard bearing. 4) This truss has been designed for a 10.0 par 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 chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ql=lb) 1=121,3=121,4=245. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348419 MiTak USA, Inc. FL Cart 6634 6904 Parke East BNd. Tampa FL 33610 Deta: May 6,2020 '&WARNING-vedq Ws;9n pare — antl READ NOTES ON T— ANO INCLUDED N1TEx REFERENCE PAGE Nl4T/73-14-15 BEFORE USE. ��- Deasn valid for use only— Mmek®wnnectom. This —la is based only upon parameters shown, and is for en Individual building component, not I tmss system. Before use, the building designer ,at vanfy the applicability of design parameters antl pro dy Incorporate thls design into the overall building design. Bradng indicated is to prevent b-ling of individual truss web and/or chord membe,sonly. Adda—al—iomary and permanent bracing MiTek' s always roguirod bo, ataGlity antl to prevent collapse with possible personal injury antl property damage. For general guitlance regartling the labncatron, ammge, delivery, erection and bracing of Wsses and trues systems, see ANS-11 Qualify CNhria, OSB-89 antl Bcs!Building Component g90q Parke East BIM. .4, an/ormetlon available from Tmss -te InsgMe, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 TYpe 1rnY Ply 1 E T20151017 4.4 = 4 12 11 10 9 84x5 4.5 II era II 2x3 II 2r3 II FTs1'4�Ik::lt0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.00 6 n/r 120 MT20 2-110 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.00 6 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.10 Hom(CT) -0.00 8 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matnx-R Weight: 73 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-0-0 (lb) - Max Horz 12=-318(LC 10) Max Uplift All uplift 100111 or less atjoint(s) except 12=-278(LC 12), 8=-278(LC 12), 9=-211(LC 8), 11=-212(LC 9) Max Grav All reactions 2501b or less at joint(s) 12, 8, 10 except 9=422(LC 18), 11=423(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=-179/438, 3-4=-125/280, 4-5=-126/280, 6-8=-179/437 WEBS 5-9=-255/351, 3-11=-256/351 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=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlenor(2)-1-2-0 to 1-10-0, Interior(1) 1-10-0 to 6-6-0, Extenor(2) 6-6-0 to 9-6-0, Interior(1) 9-6-0 to 14-2-0 one; end vertical left and light exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 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 chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanicel connection (by others) of truss to bearing plate capable of withstanding 2781In uplift at joint 12, 278111 uplift at joint 8, 211 Ib uplift at joint 9 and 21216 uplift at joint 11. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 9634 9904 Parts East BNd. Tampa FL 33610 pate: May 6,2020 '&WARNING-vedq—is. pa ram antl READ NOTES ON TNIB ANO INCLUDED NITEx REFERENCE PAGE Nl4T/73— 1gPo3rzp15 BEFORE USE. ��- Deagn valid for use only— MIT- nnec— This deagn is based only upon parameters shown, and is for en Individual building component, not I tmsa system. Before use, the building designer ,at verify the applicability of design parameters antl propery Incorporate this design into the overall building design. Bracing indicated is to prevent b—ing of individual truss web and/or chord memb—nly. Adda—altemporary and permanent bracing MiTek' s always rep—d fo, stalblity and to prevent collapae with possible personal injury antl properly damage. For general gu,d.— regartling the fabdcatron, ammge, delivery, erection and bracing of Wasea and truss systama, see ANS-11 Quality criteria, OSB-89 antl BcBI Building Component g9Oq Parke East BIM. .4, lnssmsadon available from Tmss Plate I-axa, 218 N. Lee Street, suite 312, Nee —, VA 22314. Tampa, FL M610 -1-2-0 66-0 13-0-0 14-2-0 r I, i 6-fi-0 6.60 4x4 = 4 12 11 10 9 8 3.5 II 3.5 I I 2.3 1 2.3 11 2.3 11 FY1181KiF9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.50 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) ().Do 6 n/r 90 BCLL 0.0 Rep Stress ]nor YES WB 0.10 Horz(CT) -0.00 8 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix-R Weight: 66 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-0-0. (Ib)- Max Horz 12=259(LC 11) Max Uplift All uplift 100111 or less at joint(s) except 12=-267(LC 12), 8=-267(LC 12), 9=-190(LC 12). 11=-190(LC 12) Max Grav All reactions 2501b or less at joint(s) 12, 8, 10 except 9=346(LC 18), 11=347(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=-181/418, 3<=-126/266, 4-5=-128/265, 6-8=-181/417 WEBS 5-9=-236/330, 3-11=-237/331 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Enc1., GCpi=0.18; MWFRS (directional) and C-C Exteror(2)-1-2-0 to 1-10-0, Interior(1) 1-10-0 to 6-6-0, Exte ior(2) 6-6-0 to 9.6-0. Interior(1) 9-6-0 to 14-2-0 zone; end vertical left and fight exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcurtent 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 be the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 267111 uplift at joint 12, 267111 uplift at joint 8, 190 lb uplift at joint 9 and 190111 uplift at joint 11. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348119 MiTak USA, Inc. FL Cart 9634 9904 Parke East BNd. Tampa FL 33910 Data: May 6,2020 ,&WARNING-vedq—is. pa ram antl READ NOTES ON TN ANO INCLUDED Almsa REFERENCE PAGE Ml67473— 1gPoarzpl5 BEFORE USE. ��- Deagn valid for use only with MIT— nnec— This dasgn is based only upon parameters shown, and is for en ddividual building component, not I tmsa system. Before lad, the budding designer ,at verify the applicability of design parameters antl propery Incorporate thls design into the overall building design. Bradng indicated is to prevent bulling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s always repaired for staGlity and to prevent collapse with possible personal injury antl properly damage. For general guxi.—regartling the iabdcatron, ammge, delivery, erection and bracing of Wasea and truss sy,dama, see ANS-11 Duality CNhria, OSB-89 antl Bcs!Building Component 8904 Parke Easl BIM. .4, lnyofmatlon available from Tmss Plate InsdMe, 218 N. Lee Street, Suite 312, A —chid,, VA 22314. Tampa, FL M610 Jab Tmss Truss Type Ott' Pty T20151079 76703 VC GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.330 s Mar 23 2020 MiTek Industries, Inc. Wed May 6 14:43:12 2020 Page 1 ID:170y9y4e vnn9YIH6Dtfc7UzSVD8-glvEB.oCuHDwSjgmVlAab U4VnHTMp3Z JNIzJBYj -1-2.0 6-6-0 13-0-0 14-2-0 1-2-0 6.6.0 S." 1-2-0 4.4 = Scale=1:27.1 4 5"00 12 2x3 II 2x3 II 3 5 td 15 3 16 3x4 3.4 2 g 12 11 10 n 83x5 II 3.5 11 2.3 2x3 I 2x3 I 13-0-0 LOADING (par) SPACING- 2-0-0 1 CSI. DEFL. in (too) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 6 n/r 90 BCLL 0.0 Rep Stress ]nor YES WB 0.09 Hoc (CT) -0.00 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-R Weight: 60 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-0-0. (Ib) - Max Horz 12=-200(LC 10) Max Uplift All uplift 1001b or less at joint(s) except 12=-255(LC 12), 8=-255(LC 12), 9=-192(LC 12). 11=-192(LC 12) Max Grav All reactions 250 It, or less at joint(s) 12, 8, 10 except 9=311(LC 18), 11=313(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=-187/404, 3A=-142/259, 4-5=-143/257, 6-8=-187/402 WEBS 5-9=-219/318,3-11=-220/318 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=3.0paf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Enc1., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-2-0 to 1-10-0, Interior(1) 1-10-0 to 6-6-0, Exterior(2) 6-6-0 to 9.6-0. Intedor(1) 9-6-0 to 14-2-0 zone; end vertical left and fight exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 par 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 be the bottom chord and any other members. This item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2551b uplift at joint 12, 2551b uplift at electronically signed and joint 8, 1921b uplift at joint 9 and 192 lb uplift at joint 11. sealed by Lee, Julius, - using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348,39 MiTak USA, Inc. FL Cart 6634 1904 Pare East Blvd. Tampa FL 33610 Date: May 6,2020 IAWARNING-verey-is. parama dd READ NOTES ON TNIa ANO INCLUDED MITEX REFERENCE PAGE Nl4T/73- 10PoIrze15 BEFORE USE. ��- Deagn valid for use only wdh MI -nnectom. This dasgn ie based only upon parameters shown, and is for en Individual building component, not I tmss system. Before use, the budding designer must vedfy the applicability of design parameters antl propery Incorporate thls design into the overall buildingdesien. Braung indiratetl isb prevent bulling of intlivitlual truss web andlor chortl members only. Addd-alte.,omery and permanent bracing MiTek' s always required for dardity and to prevent collapse with possible personal.n and property damage. For generalguxi.-regarding the labdcatron, atorege, delivery, erection and bracing of -ea and truss sy,dama, aee ANS-11 qualify CrlNria, OSB-89 antl Bcsi Building Component g9pq pare Eaat BIM. Safay lnfolmadon available from Tmss Plete InsgMe, 218 N. Lee Street, Suite 312, Nee -, VA 22314. Tampa. FL M610 4x4 = 3 FY�1r-SWYi4 10 9 8 7 6 3x5 11 2x3 11 2x3 11 2.3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a - n/a 999 MT20 2-110 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Hom(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-R Weight: 50 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied Or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-0-0 (lb) - Max Horz 10=-95(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 10=-111(LC 12), 6=-111(LC 12), 7=-223(LC 12), 9=-223(LC 12) Max Grav All reactions 250 it, or less at joint(s) 10, 6, 8 except 7=306(LC 18), 9=308(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-167/274, 3-4=-167/274 WEBS 4-7=-222/328, 2-9=-222/328 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=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlenor(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 6-6-0, Eztedor(2) 6-6-0 to 9-6-0, Interior(1) 9-6-0 to 12-IOA zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 111 Ib uplift at joint 10, 111 lb uplift at joint 6, 223 Ib uplift at joint 7 and 22316 uplift at joint 9. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 6634 9904 Parke East BNd. Tampa FL 33610 Dat4: May 6,2020 '&WARNING-vedgWsfgn parameters antl READ NOTES ON TRIS AND INCLUDED AdmEK REFERENCE PAGE Nl4T/73— 10PoIrzd15 BEFORE USE. ��- Daslgn valid for use only— MIT—nneclom. This —la is based only upon parameters shown, and is for en Individual building component, not I tmss system. Before use, the budding designer ,at verify the applicability of design parameters antl propery Incorporate this design into the overall building design. Bradng indicated is to prevent b—ing of individual truss web and/or chord memb—nly. Adda—altemporary and permanent bracing MiTek' s always n paired fo, stalblity and to prevent collapse with possible personal injury antl properly damage. For general gu,d.— regartling the fabdcatron, smmge, delivery, erection and bracing of Wawa and truss systems, see ANS-11 Quality cNhria, OSB-89 antl BcSI Bufldfng Component g9Dq parka East BIM. .4, lnyolmadon available from Tmss Plate InsdMe, 218 N. Lee Street, Suite 312, Nee —, VA 22314. Tampa, FL M610 Vv n N Z W (n m > m r N� r Cl) — D m A m X m .W m z N O N I I r a n v�icmov_z� W m o A'"' n O m o:a m,0=a $o. O 1 m n WOo SON 3�'mm� =°c�a Z ..oF� md• �m� ma0- J1� mDOon Z 3 '� �^ w a m c m c? °' o as 3 m D N N? o N N '•C• N r N yE. y y A C •� S. N Z ay'Q 00 �°yma 'U �aQ coN —a ".ma omgo° mm•< D 'm c ago �o m�ymm O (nmo_ Fmo v� •� m? m a m ran hm c maj m 0o@3 O °l aoH N'o'�: m'^ oomn z oo�4.Nd ym — z oc, m v�y�. o mo.ao 3 m �o. Z. f° m o y 1O ?' as o = m m J m K m Z Q o. m c N o m a o o = m o 3 - cx D �- xv0 TOP CHORD m v"-v 0 41 ti wA n O mz rcy ci-e Z y c m ow y mo my mzw :��p r_ vim I O 0m Z. mO .< M' o a vm S p�m m O a o m< may. w� y m mm cm p0 v cr 5m m s rnw yy m� O V W21 O N c N N N N �' �� 'a m yK O 1 �. �■ O A w N O f w� G T H e Z n 2 m y N p w ,^ ""� �. m� N TFOR F m ooi A -Dfm =p o N" u 3 ✓V/ m w w ��1 D ? w N W m z mm Q� ° 3 CD m zm w Oo c ^ m z mo n i N p <Z m m So mo N N C Cl) . T. 'g m o m TOP CHORD zo -gip a<c :z �d£2 ay 3 c �3 m'm u mm h £m 'oN '<� as 3 'mm 3m ncallo u6 N �-3n 3 Ocm - a- m-�o' - 3m 'm aam� mm`3m - mmJxO T m O CD _ _ �_� a° ag_ mN f 3m d 'w n;=J aN b�"o`°. f -E oo - m S 3u a`1 "�. mn a om - _ o `o0 CD m' 3 A 0 3 m 3 w^ - a S m 3 d w 7 �% 3 roo f£ zm� C50 �.a 33 - �CL .� om� mm �m gm -£" v �2 srwr �� CL cn 01 xm o. F Q s - F3 an o '3 - £v y3 N3 N y1 m nd S om - - 2vn,' a 3 �� o cr 3 Z = 3 - m O .-r (D N 1890 18-0-0 ,1-2A 24i0 ]-S8 13-0.5 17-0-0 1,718q 22-7-11 z N2 1 2S1b 33AO I 3sd8 11-2-0 2d9 410A SS13 311-11 0.10-d' 3-11-11 2-9-] 2-Ba 4-10-0 2J-0 0 0 0-s-0 4z8 =7x8 = 5.00 12 4x8 = 7z14MT18H$ _ _ 3.10 = Iz6 = 3x8 7z14 MT18H5 =3x10 U12 i.00 12 2-8-0 13A-5 17A-0 1 21-8-9 -7-11 2552 33-0-0 351-0 2-8-0 10.4-5 311-1138-9 11- 2-9-7 7-8-14 Plate Offsets (X,Y) - [2:0-25,Edge], [3:0-2-12,0-1-2], [4:0-3-0,0-1-12], V:0-4-0,0-2-2], [8:0-4-0,0-4-12], [9:0-4-0,0-2-2], [13:0-2-12,0.1-2], [14:0.0.9,0-1-6], [15:0-8-5,Edge), I19:M-12,Edge1 LOADING (pat) SPACING- 2-0-0 CS. DEFL. in (loc) Udeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert IL) -0.49 18-18 >872 360 MT20 244/190 TCDL 7.0 Lumbar DOL 1.25 BC 0.82 Vert(CT) -1.12 18-19 >377 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.46 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.71 18-19 >597 240 Weight: 196 lb FT=20% LUMBER - TOP CHORD 21 SP M 30'Except` 7-9: 2x6 SP No.2, 1-5: 2.4 SP M 31 BOT CHORD 2x4 SP M 30 *Except* 2-19,14-15: 2x4 SP M 31 WEBS 2x4 SP No.3 `Except* 3-19,13-15: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 14=0-4-0 Max Hoa 2=302(LC 11) Max Uplift 2=-915(LC 12), 14=-814(LC 12) Max Grav 2=1371(LC 1). 14=1306(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-104 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-9-8 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6275/4301, 3-4=-5804/4112, 4-6=-2557/1964, 6-7=-2517/2122, 7-8=2215/1961, 8-9=-2194/1930,9-10=-2495/2089,10-12=-2532/1930,12-13=-5006/3851, 13-14=-5471/3991 BOT CHORD 18-19=-2297/3300, 16-18=-1051/1689, 15-16=-2188/3023, 2-19=-3975/6044, 14-15=-3620/5031 WEBS 3-19=-291/631, 13-15=-267/611,8-18=-830/1163,6-18=-227/379,4-18=-1003/817, 4-19=-1610/2562,8-16=-802/1109,10-16=-238/385,12-16=-871/792, 12-15=-139911818 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuI1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh, h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-2-0 to 2-4-6, Interior(1) 2-4-6 to 17-0-0, Exterior(2) 17-0-0 to 23-7-15, Interior(1) 23-7-15 to 35-4-0 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) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 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 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. 8) Bearing at joint(s) 2, 14 considers parallel to grain value using ANSUTPI 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 100 lb uplift at joint(s) except Ql=lb) 2=915, 14=814. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348,19 MiTak USA, Inc. FL Cart 6634 6904 Parke East BNd. Tampa FL 33610 Data: May 6,2020 ,&WARNING-verey—is. parameters antl READ NOTES ON TN ANO INCLUDED M1TEx REFERENCE PAGE Nl4T/73—la-15 BEFORE USE. ��- Dealgn valid for use only— MITek®wnnec— This deagn is based only upon parameters shown, and is for en ddividual building component, not I truss system. Before use, the building designer ,at verify the applicability of design parameters antl propedy Incorporate this design into the overall building design. Braung indicated is to prevent b—ing&individual truss web and/or chord membersonly. Adddionaltemporary and permanent bracing MiTek' s always rep—d fo, staGlity and to prevent collapse with possible personal injury antl pmpe,ry damage. For general gu,d.— regartling the fabdcatron, smmge, delivery, erection and bracing of Wawa and truss system., see ANS-11 Duality criteria, OSB-89 antl BcS1 Building Component 6904 Parke East BIM. .4, lnyo arse, available /ram Truss Ptate In58Me, 218 N. Lee Street, Suite 312, Nex —, VA 22314. Tamps, FL M610 1-2-0 7-&5 15A-0 20-8-0 25-&2 28-0-8 3&0-0 35.8-0 3&10.0 4-2-0I 7-&5 I 7$11 I 541-0 I 4-9-2 Scale: 3/1fi"=1' Salt 5.00 12 Sx8 = Sx 4 26 275 17 15 14 13 3x4 3.5 4x8 3x8 = 5x6 — 3.4 II 7x14MT18HS —3x12 1 = 4.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 "it" LL) -0.43 1 1 -12 -999 360 MT20 2441190 TCDL 7.0 Lumber Da 1.25 BC 0.77 Ve"(CT) -0.89 11-12 >483 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.89 Hom(CT) 0.29 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matnx-MS Wind(LL) 0.63 11-12 >675 240 Weight: 196 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 3-8-14 oc bracing. 6-13: 2x4 SP No.3, 9-11: 2x4 SP M 31 WEBS i Row at midpt 3-15, 5-15, 5-12 WEBS 2x4 SP No.3 *Except* 8-11: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 9=0-&O Max Ho 2=276(LC 11) Max Uplift 2=-921(LC 12), 9=-921(LC 12) Max Grav 2=1383(LC 1),9=1383(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2844/2189, 3-4=-2075/1720, 4-5=-1846/1702, 5-6=-2867/2463, 6-7=2936/2365, 7-8=-5618/4277, 8-9=-6034/4426 BOT CHORD 2-17=-1877/2569, 15-17=-1876/2571, 14-15=-1223/1837, 11-12=-2320/3144, 9.11=4041/5599 WEBS 3-17=0/322,3A5=-891/726,4-15=-265/480,12-14=-1125/1750, 5-12=-1031/1230, &11=-235/552, 7-11=-1687/2311, 7-12=-700/590 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh, h=15ft; B=45ft; L=36ft; eave=511; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-2-0 to 2-4-13, Interior(1) 24-13 to 15-0-0, Exterior(2) 15-0-0 to 20-0-8, Interior(1) 20-0-8 to 20-8-0, Exterior(2) 20-8-0 to 25-8-8, Interior(l) 25-8-8 to 36-10-0 zone;C-C for members and forces S 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 pef 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 6t between the bottom chord and any Other members. 7) Bearing at joint(!) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=921,9=921. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34809 MiTak USA, Inc. FL Cart 9634 9964 Pants East BNd. Tampa FL 33610 Data: May 6,2020 '&WARNING- vedry Wsfgn Paramamrs READ NOTES ON nvis AND INCLUDED NITER REFERENCE PAGE Nl4]/73— 10Poarzp15 BEFORE USE. ��- Daslgn valid for use only— MIT—nnectom. This design is based only upon parameters shown, and is for en Individual building component, not I tmss system. Before use, the budding designer must vebfy the applicability of design parameters antl pro dy Incorporate this design into the overall building design. Braung indicated is to prevent b—ing of individual truss web and/or chord memb—nly. Adddxnaltempmary and permanent bracing MiTek' s always reguiretl for staGlily antl to prevent collapse with possible personal injury antl Drapery tlamage. For general guitlance rega d, the fabdcatron, ammge, delivery, erection antl bracing of Wasea and truss systama, see ANS-11 Duality criteria, OSB-89 antl Bc8/Buffding Component g9Dq parka East BIM. .4, lnss,s agon available from Tmss Plate InsdMe, 218 N. Lee Street, Suite 312, N ddlm, VA 22314. Tampa, FL M610 T20150967 I FY'1r.SQ•iA-] Sx8 3.4 I 5 31 6 3.8 = 5x6 = 32 7 33 34 8 7.14 W18H5 = 3x4 = 19 18 17 16 5x8 = sx8 = 6x8 - 3.4 II 7x14MT18H8 =3x12 3x12 400 12 3.4 II 3.4 II 3.4 11 2 Hi 743-7 ?" i .- 1 18-&0 1 22-8-0 1 W11 nm 1 35-8.0 Plate Offsets (X,Y)- [2:0-25,Edge], [3:0-2-12,0-1-2], [5:0-5-12,0-2-8], [8:0-3-0,0-2-4], [10:0-2-12,0-1-2], [11:0-25,Edge], [13:05-12,Edge], [15:0-2-8,0-3-0], [20:0-2-12,0-3-0], f22:0-8-12,Edgel LOADING (pat) SPACING- 2-0-0 Cat. DEFL. in (loc) Udeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.50 13-14 >855 360 MT20 244/190 TCDL 7.0 Lumbar DOL 1.25 BC 0.85 Vert(CT) -1.16 13-14 >367 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.51 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.6913-14 >617 240 Weight: 218 lb FT=20% LUMBER- BRACING - TOP CHORD 21 SP M 31 'Except` TOP CHORD 5-8: 2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP M 30 *Except* 6-19: 2x4 SP No.3, 2-22,11-13: 2x4 SP M 31 WEBS 2x4 SP No.3 `Except* 3-22,10-13: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 11=0-6-0 Max Horz 2=242(LC 11) Max Uplift 2=-921(LC 12), 11=-921(LC 12) Max Gmv 2=1383(LC 1). 11=1383(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6141/4487, 3-4=-5659/4261, 4-5=-2586/2075, 5-6=-2354/2053, 6-7=2345/2047, 7-8=-2310/1998,8-9=-2593/2091,9-10=-5656/4256, 10-11=-6138/4477 BOT CHORD 21-22=-2433/3167, 20-21 =-1 570/2338, 18-1 9=-1 88/362, 14-15=-2451/3161, 13-14= 2451/3161, 2-22=-0079/5804, 11-13=d084/5699 WEBS 5-21=-395/858,5-20=-258/189,15-17=0/421, 8-15=-530/772, 7-18=673/506, 3-22=-344/627,10-13=-337/637,4-22=-1561/2493,4-21=1003/955, 9-13=-1539/2346, 9-15=-958/946, 18-20=-1324/1814, 15-18=-1451/2040,7-20=-221/396, 7-15=-134/325 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 3-8-13 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh, h=15ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2)-1-2-0 to 2-4-13, Interior(1) 24-13 to 13-0-0, Exterior(2) 13-0-0 to 18-0-8, Interior(1) 18-0-8 to 22-8-0, Extenor(2) 22-8-0 to 27-8-8, Intedor(1) 27-8-8 to 36-10-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=921,11=921. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 348,19 MiTak USA, Inc. FL Cart 9634 9904 Pants East BNd. Tampa FL 33610 Data: May 6,2020 '&WARNING-vedq-is. parameters antl READ NOTES ON nvis ANO INCLUDED N1TEx REFERENCE PAGE Nl4]/73-1a-15 BEFORE USE. ��- Dealgn valid for use only- MITek®wnnec- This deign is based only upon peramsters shown, and is for en Individual building component, not I truss system. Before use, the budding designer ,at verify the applicability of design parameters antl propedy Incorporate this design into the overall building design. Braung indicated is to prevent b-ing of individual truss web and/or chord membersonly. Adda-altemporary and permanent bracing MiTek' s always repaired fo, staGlity and to prevent collapse with possible personal injury antl propedy damage. For general gu,d.- rega,tling the fabdcatron, storage, delivery, erection and bracing of Wawa and truss systama, see ANS-11 Quality criteria, OSB-89 antl Bcs!Building Component 6904 Parke East BIM. .4, lnyo7madon available from Tmss Ptate InsdMe, 218 N. Lee Street, Suite 312, Nex -, VA 22314. Tamps, FL M610