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Home My WebLink AboutTruss=L'NF SAFETY 11ALIMPUNING This symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. SPACIN=NOTE All trusses are tcenter exce MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. Ji DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI. 30' Sp n or less ' a pan Spr e er Bar ' 60 degrees orless Tag Iina 111 112 span Tag Ilne 4—= 2G to --� approx. tY1 oP Span. REFER TO SCSI REFER TO SCSI Tsssi must be set this crane is used. Itruss Truss the set this wa if crane is used. must y rway Truss is an example, your truss may not match. Trues Is an example, your truss may not match. , Insist crane operator sets truss this way. Insist crane operator sets truss this way. All load bearing walls, headers, beams, 'a & lintels must • ' in place installed.at ' indicated height before trusses are AN A!* 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. r �k c r A P The size of these trusses m....e., It necessary that they r set by a profeeslonal 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. 1 i 1 W Ov 0 Hatch Legend a BEARING @ 9'— 411 44 CEILING @ 111- 4' 48-00.00 14-08-00 16-08-00 16-08-00 - GEE .4. c �n sg E ' o o R �, o 9 � m h r r n r � n '.o ro � r. 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Nt B •�,� , ,'z z r, , , z / , ,z z z z z z , , , z z z , , , z z z z �' B1. i o 1 -0 -0 14-08-00 D" B3 , , zi , ,, z z z z z / / , z z / / z z i / , z z , z z ,m 64 '- Its 8-00 L 2-00-00 14-0&00 5 '� :� „;r ak -o�r�a�°., - a" �. 85 . 14-00-00 16-08-00" es — r^ Q GRB00 ` q J5 tiz '- DLL J6 g o 0 o o J3_ J3 r' Ji it 0 30-08-00 17-04-00 48-00-00 ;. FABRICATION ACRE EWENT HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT I TRUSSES CANNOT BE STARTED UNTIL THIS AGREEME1 T IS SIGNED & RETURNED he undersigned acknowledges and agrees: C 1. Trusses will be made in strict accordance with this truss placement of igram layout, which is the sole authority for etermining successful fabrication of the trusses. CORNDER JACKS D < 2. All dimensions in this layout have been verified by the undersigned ARE NOT BEVELED 3. Unless written notice is provided by ce �ified mail to Chambers russ thin ten (10) days of delivery the SEE STANDARD ENGINEERING p, tiw ndersigned agrees that no backcharges will be allowed. In the event suc written notice is furnished Chambers Truss o z r hall have three (3) business days In which to begin repairs required, or to ubstitute other trusses, at Chambers option. ry $ fter 10 days of delivery remedy will be according to Ftorida statute 558. 4. The undersigned acknowledges receipt of "BCSI" summary sheet by TILT & WTCA. 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has e sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will «! 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 nol 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 as 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 elivery if buyer cannot accept delivery of fabricated trusses. The undersigned0/agrees to pay Chambers Truss 24" OC THRU CORNER JACKS easonable attorneys fee for collections/0 in event of payment not timely made. 1-1/2 per month service charge will be 9 ONLY 2a° v1s dded for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to ail terms herein. CORNER DETAIL 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees due indebtedness ayment when of any and all owed to Chambers Truss by any entity receiving material and the ndersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the OVERHANGS NOT SHOWN FOR CLARITY . 1 ecipient. 10. In the event of any litigation concerning this agreement, the items finished hereunder or payments referred to Grain, the parties agree that the sole venue for any such action will be Sal t Lucie County, Florida r -pp- PIGGYBACKg AIL 11. Design responsibilities are per )INational Standard And Recommended Guidelines On Responsibilities For onstruction Using Metal Plate Connected Wood Trusses ANSI(TPIIWTCA 4 - 2002M MATERIAL & LABOR TO ATTACH PIGGYBACKS 12. Warranty is per Chambers Truss Warranty attached. IS THE RESPONSIBILITY OF THE BUILDER. FAILURE TO ATTACH AS SHOWN CAN RESULT IN FAILURE OF ROOF, INJURY, AND LOSS OF LIFE. FAILURE CAN OCCUR DURING INSTALLATION OR LATER PIGGYB"Cs Yea',?LG[pLWN000MIT )PTE:D — --- C°NYnw lwtlnlBmcYp iZ' 3.' MKK OC L1lEflwL 0M01NG CAI \ TITLE aY Mpx GG cuaaaTa _ e,nexn,w 4w.".r a ro a00 nwM1 11towo°w �° �.��.�a wd," n ,A spreader bar may be required per n SCSI to, prevent injury &damage. OVMTW"nLl°p NnN dOW T,m.G,nxk Mm M1 M1mWw IN Wavw Bdl°,ntlgN d Rpby arh �� w aM l°p q,ed NBw T,u®",e b'e°v101,Nib„u'n Multiple ply trusses must be fastened together a engineering before the are 9 P 9 9 y s set failure to do so can p result in oof colla se. Pyply lateral bredna as base wsaea ere aet. I Temporary and permanent bracing are-� required and can save life and property and is the responsibility of the'trluss erector. m" Study the contents of the information packet injcluded on delivery before setting trusses. Trusses must be set and braced per design toll prevent injury & damage. Trusses must be set plumb and square Ommbw.. 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 SQUARE CUT END 2X4 TOP CHORD WALL HEIGHT 9'-4" 12 END DETAIL: TYPICAL Ell" °o oat /2, 00%— r, Leander rvenue Fort Pierce, Florida 34982.6423 800.551.5932 Fort Pierce 772.465.2012 Fax 772.465.8711 Vero Beach 772.569.2012 Stuart 772.286-3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM LOADING/DESIGN CRITERIA REDUCIBLE PER. CODE SUCH AS BBC 1604.6.1 > Oktooz DESIGN CRITERIA LLt m¢hy I Ego County Saint Lucie County ow I2'm�¢vi Building Department Saint Lucie County. J ° ¢u��z ip� Wind Design Criteria ASCE 2010 Q 0i52oL0WWsN Wind Design Method MWFRS(Directional)/C hybrid Wind ASCE7-16 F~- Roofing Material Metal w ��z� c� oo.. Loading in PSF Roof R.D L Floor m o o°moony Top Chord Live 20 0 a w oC) Top Chord Dead 7 4.2 0 Bottom Chord Live '10-Non Conecurent 0 ❑❑ au 'g0 zi,°�°z 4 Bottom Chord Dead 10 3 0 f7 F W¢¢a,��Nz. Total Load 47 7-2 Z =_. >21 U0 oLL~ Duration Factor 1.25 Q iSpeed ov<z<zo Top Chord C.B. Sheathing by builder 0 o Z °2� op • Bottom Chord C.B. Sheathing by builder n & k ��y Highest Mean Height 18' O a w�y L�cWia� Building Type Enclosed x < x MZDLUaU®Z o� Building Category It: Non Restrictive W ❑ rncDop°acoiLL' n' Exposure Category C>Open Terrain with scat eyed obstructions Miles from Ocean 5 Conforms to Florida Building Code 2020 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 and/or Engineer of Record Chambers Truss Inc. Drawing Name: 75551 SCALE: 1/411 = 1'-011 107 total trusses, 34 unique designs Designer: BLW Reviewed by: Date: 10/09/18 Revised 04/09/21 FOR .dim Wright �,� 5c�,,� �-►�� DESCRIPTION:, 6400 KOBLEGARD Page 1 of 1 CUSTOMER INITIALS EACH P GE 75551 �� COPY T ®� Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: 75551 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Jim Wright Project Name: 6400 Kobelgard Model: . Tampa, FL 33610-4115 Lot/Block: . Subdivision: . Address: 6400 Kobelgard, . City: St Lucie County 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: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 34 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 T23521563 A 4/12/21 15 T23521577 B6 4/12/21 2 T23521564 Al 4/12/21 16 T23521578 E 4/12/21 3 T23521565 A2 4/12/21 17 T23521579 E1 4/12/21 4 T23521566 A3 4/12/21 18 T23521580 GEE 4/12/21 5 T23521567 A4 4/12/21 19 T23521581 GRA 4/12/21 6 T23521568 A5 4/12/21 20 T23521582 GRB 4/12/21 7 T23521569 A6 4/12/21 21 T23521583 A 4/12/21 8 T23521570 A7 4/12/21 22 T23521584 J3 4/12/21 9 T23521571 B 4/12/21 23 T23521585 J5 4/12/21 10 T23521572 B1 4/12/21 24 T23521586 J7 4/12/21 11 T23521573 B2 4/12/21 25 T23521587 J7A 4/12/21 12 T23521574 B3 4/12/21 26 T23521588 J7P 4/12/21 13 T23521575 B4 4/12/21 27 T23521589 KJ7 4/12/21 14 T23521576 B5 4/12/21 28 T23521590 PBA 4/12/21 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2023. 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. ,%% PQv 1 N VFW �.. No 68182 3 STATE OF . • ��''SS��NAL��`�• 1111111 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2021 Velez, Joaquin 1 of 2 wl llf� MiTek I;1zwV1 �'7! MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: Jim Wright Project Name: 6400 Kobelgard Model Lot/Block: . Subdivision: . Address: 6400 Kobelgard, . City: St Lucie County State: FL No. Seal# Truss Name Date 29 T23521591 PBB 4/12/21 30 T23521592 PBC 4/12/21 31 T23521593 V4 4/12/21 32 T23521594 V8 4/12/21 33 T23521595 V12 4/12/21 34 T23521596 V16 4/12/21 2 of 2 Job Truss Truss Type Qty Ply T23521563 75551 A PIGGYBACK BASE 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:22 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-8m WSPghHn E5EX59Sf5BieHQ 1 Irgj7sK43DU2zCzSUQR 2-0-0 8-4-10 14-8-0 19-0-0 24-0-0 29-0-0 31-0-0, 39-7-6 48-0-0 50-0-0, 2-0-0 8-4-10 6-3-6 4 4-0 5-0-0 5-0-0 2-0-0 8-7-6 8-4-10 2-0-0 Scale = 1:89.4 5x6 = 6.00 12 3x5 = 5x6 = Zo L9 It -ID -10 4x5 — 3x5 — 4x6 11 3x4 11 3x4 11 4x6 — 4x5 = 3x4 I I 4x5 = 8-4-10 14-4-0 14r$ 0 19-0-0 29-0-0 31-0-0 39-7-6 48-0-0 8-4-10 5-11-6 0-4-0 4-4-0 10-0-0 2-0-0 8-7-6 8-4-10 Plate Offsets (X,Y)-- [6:0-3-0,0-2-0], [8:0-3-0,0-2-0], [18:0-6-4,0-3-8], [23:0-7-8,0-3-4] 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 0.59 Vert(LL) -0.30 20-22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.50 20-22 >807 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.49 25-28 >352 240 Weight: 305 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins, BOT CHORD 2x4 SP M 30 'Except' except 5-24: 2x6 SP No.2, 9-16: 2x4 SP No.3 2-0-0 oc purlins (6-0-0 max.): 6-8. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-3 oc bracing. WEBS 1 Row at midpt 7-22, 9-20 JOINTS 1 Brace at Jt(s): 18 REACTIONS. (size) 2=0-8-0, 24=0-8-0, 12=0-8-0 Max Horz 2=436(LC 11) Max Uplift 2=-717(LC 12), 24=-1694(LC 12), 12=-928(LC 12) Max Grav 2=457(LC 21), 24=2404(LC 2), 12=1521(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-252/965, 3-5=-679/1022, 5-6=-440/352, 6-7=-354/369, 7-8=-1397/981, 8-9=-1586/1014, 9-11=-2375/1364, 11-12=-2470/1371 BOT CHORD 2-25=-641/151, 23-24=-2334/2223, 5-23=-2075/1493, 22-23=-995/1069, 20-22=-65/939, 19-20=-773/1968, 18-19=-774/1968, 12-15=-1020/2115, 9-18=-401/879 WEBS 3-25=-777/375, 23-25=-647/167, 3-23=-877/1795, 5-22=-1055/1764, 7-22=-1137/799, 7-20=-391/834, 8-20=-192/472, 9-20=-1101/761, 15-18=-1049/2124, 11-18=-1841268, 11-15=-377/347 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 19-0-0, Exterior(2R) 19-0-0 to 23-2-15, Interior(1) 23-2-15 to 29-0-0, Exterior(2R) 29-0-0 to 33-5-12, Interior(1) 33-5-12 to 50-0-0 zone; porch left This item has been exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed copies Of this 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not considered will fit between the bottom chord and any other members, with BCDL = 1O.Opsf. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 717 lb uplift at joint 2, 1694 lb uplift at signature must be verified joint 24 and 928 lb uplift at joint 12. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. On any electronic Copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521564 75551 Al PIGGYBACK BASE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:24 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-59eCgMjXJ rLymPlrm W DAjiVNLfJKbn LN WXz925zSUQP 2-0-0 8 4-10 18-0-0 1a-O 0 24-0-0 29-0-0 31-0-0 33 4-0 39-7-6 48-0-0 50-0-0, 2-0-0 8 4-10 9-7-6 0- 5-0-0 5-0-0 2-0-0 2 4-0 6-3-6 8-4-10 2-0-0 Scale = 1:87.7 5x6 = 6.00 12 3x5 = 5x6 = u co co 3x8 = u io io 4x5 = 4x5 = 5x6 WB = 3x4 11 3x4 11 3x4 11 4x4 11 5x6 WB = 3x10 = 3x10 = 8 4-10 18-0-0 1 -0 24-0-0 29-0-0 31-0-0 39-7-6 48-0-0 8 4-10 9-7-6 0- 5-0-0 5-0-0 2-0-0 8-7-6 8-4-10 Plate Offsets (X,Y)-- [4:0-3-0,Edge], [6:0-3-0,0-2-0], [8:0-3-0,0-2-0], [10:0-3-0,Edge], [14:0-2-14,0-0-0], [15:0-3-8,0-1-8], [18:0-6-12,0-4-8], [24:0-2-0, 0-1 -4], [27:0-3-8,0-1-8], LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.59 20-22 >978 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -1.01 20-22 >570 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.48 20-22 >999 240 Weight: 309 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* 5-26,9-16: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 24-27,15-18: 2x4 SP M 30 JOINTS OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=436(LC 11) Max Uplift 2=-1346(LC 12), 12=-1339(LC 12) Max Grav 2=2216(LC 17), 12=2208(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3993/2435, 3-5=-4681/2843, 5-6=-3618/2359, 6-7=-3231/2190, 7-8=-3149/2204, Structural wood sheathing directly applied or 3-0-5 oc purlins, except 2-0-0 oc purlins (4-0-8 max.): 6-8. Rigid ceiling directly applied or 5-0-6 oc bracing. 1 Row at midpt 7-20, 9-20, 5-22, 7-22 1 Brace at Jt(s): 24, 18 8-9=-3540/2368, 9-11=-4504/2859, 11-12=-3988/2437 BOT CHORD 2-27=-1914/3802, 23-24=-2059/4360, 22-23=-2058/4360, 20-22=-1596/3393, 19-20=-2111/3929, 18-19=-2112/3929, 12-15=-1972/3470, 5-24=-607/1286, 9-18=-608/1174 WEBS 3-27=-964/674, 24-27=-1971/3875, 3-24=-172/600, 7-20=-356/220, 8-20=-792/1365, 9-20=-1375/953, 15-18=-2015/3502, 11-18=-143/709, 11-15=-835/668, 6-22=-786/1374, 5-22=-1479/954, 7-22=-356/220 NOTES- 1) Unbalanced roof live loads have been considered for this design. This Item has been 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. electronically signed and 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 19-0-0, Exterior(2R) sealed by Velez, Joaquin, PE 19-0-0 to 23-2-15, Interior(1) 23-2-15 to 29-0-0, Exterior(2R) 29-0-0 to 33-5-12, Interior(1) 33-5-12 to 50-0-0 zone;C-C for members Digital Signature. and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 using a 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Printed copies of this to the use of this truss component. document are not considered 4) Provide adequate drainage to prevent water ponding. Signed and sealed and the 5) All plates are MT20 plates unless otherwise indicated. Signature must be Verified 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 on any electronic copies. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Joaquin Velez PE No.68182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1346 lb uplift at joint 2 and 1339 lb uplift MiTek USA, Inc. FL Cent 6634 at joint 12. 6904 Parke East Blvd, Tampa FL 33610 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521565 75551 A2 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:26 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-1 XmyF2knrTcg?jSEtxGep7airS?o3hpg_gSG6zzSUQN 2-0-0 8 4-10 18-0-0 1a-Oi0 24-0-0 29-0-0 31-0-0 33 4-0 39-7-7 48-0-0 50-0-0, 2-0-0 8 4-10 9-7-6 0- 5-0-0 5-0-0 2-0-0 2 4-0 6-3-7 8 4-9 2-0-0 6.00 12 4x5 = 5x6 WB = 3x10 = 5x6 = 3x4 11 3x4 11 3x4 11 3x5 = 5x6 = 367 37 8 3x4 11 4x4 11 7x14 = 4X5 — Scale = 1:87.7 8 4-10 18-0-0 1 -0 29-0-0 31-0-0 39-7-7 48-0-0 8 4-10 9-7-6 0- 10-0-0 2-0-0 8-7-7 8 4-9 Plate Offsets (X,Y)-- [4:0-3-0,Edge], [6:0-3-0,0-2-0], [8:0-3-0,0-2-0], [10:0-3-0,Edge], [14:04-12,Edge], [18:0-6-12,04-8], [24:0-2-0,0-14], [27:0-3-8,0-1-8], [28:0-2-14,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.59 20-22 >978 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -1.01 20-22 >570 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.48 20-22 >999 240 Weight: 308 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 5-0-6 oc bracing. 5-26,9-16: 2x4 SP No.3 WEBS 1 Row at midpt 5-22, 7-22, 7-20, 9-20 WEBS 2x4 SP No.3 *Except* JOINTS 1 Brace at Jt(s): 18, 24 15-18,24-27: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=436(LC 11) Max Uplift 2=-1346(LC 12), 12=-1339(LC 12) Max Grav 2=2216(LC 17), 12=2208(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3993/2435, 3-5=-4681/2843, 5-6=-3618/2359, 6-7=-3231/2190, 7-8=-3149/2204, 8-9=-3540/2368, 9-1 1=-4504/2859,11-12=-3988/2437 BOT CHORD 2-27=-1914/3802, 23-24=-2059/4360, 22-23=-2058/4360, 20-22=-1596/3393, 19-20=-2111/3929, 18-19=-2112/3929, 12-15=-1973/3471, 5-24=-607/1286, 9-18=-608/1174 WEBS 5-22=-1479/954, 6-22=-786/1374, 7-22=-356/220, 7-20=-356/220, 8-20=-792/1365, 9-20=-1375/953, 3-27=-964/674, 11-15=-834/668, 15-18=-2015/3502, 11-18=-143/709, 24-27=-1971/3875, 3-24=-172/600 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. This item has been 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 19-0-0, Exterior(2R) electronically signed and 19-0-0 to 23-2-15, Interior(1) 23-2-15 to 29-0-0, Exterior(2R) 29-0-0 to 33-5-12, Interior(1) 33-5-12 to 50-0-0 zone;C-C for members sealed by Velez, Joaquin, PE and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 for using a Digital Signature. 3) Building Designer / Project engineer responsible verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Printed copies Of this 4) Provide adequate drainage to prevent water ponding. document are not considered 5) All plates are MT20 plates unless otherwise indicated. Signed and Sealed and the 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * signature must be verified 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. On any electronic Copies. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1346 lb uplift at joint 2 and 1339 lb uplift Joaquin Velez PE No.68182 at joint 12. MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521566 75551 A3 Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:27 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-VkJ LTNIPcmkXdtl QRentLL7tasLJo8xpCUCpfQzSUQM 2-0-0 8 4-9 17-0-0 1tz-0 0 24-0-0 31-0-0 39-7-7 48-0-0 50-0-0, 2-0-0 8 4-9 8-7-7 0- 6-0-0 7-0-0 8-7-7 8-4-9 2-0-0 6.00 F12 5x6 = 36 4x5 5x6 WB = 6x10 = = 4x10 = 3x8 = 37 5x6 = 5x6 WB = 4x10 = Scale = 1:87.7 45 = 8-9-4 18-0-0 24-0-0 31-0-0 39-7-7 48-0-0 8-9-4 9-2-12 6-0-0 7-0-0 8-7-7 8 4-9 Plate Offsets (X,Y)-- [4:0-3-0,Edge], [6:0-3-0,0-2-0], [8:0-3-0,0-2-0], [10:0-3-0,Edge], [14:0-2-13,0-0-0], [15:0-3-8,0-2-0], [18:0-3-12,0-2-12], [23:0-4-0,0-3-0], [26:0-3-8,0-2-0], 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 0.58 Vert(LL) -0.57 20-22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.93 20-22 >620 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.96 Horz(CT) 0.34 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.49 20-22 >999 240 Weight: 298 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 5-25,9-16: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 15-18,23-26: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=395(LC 11) Max Uplift 2=-1346(LC 12), 12=-1339(LC 12) Max Grav 2=2260(LC 17), 12=2248(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-0-7 oc bracing. JOINTS 1 Brace at Jt(s): 23, 18 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4087/2434, 3-5=-4787/2782, 5-6=-4784/2935, 6-7=-3915/2575, 7-8=-3915/2575, 8-9=-4628/2959, 9-11=-4634/2806, 11-12=-4071 /2435 BOT CHORD 2-26=-1913/3855, 22-23=-1696/3796, 20-22=-1696/3796, 19-20=-1719/3533, 18-19=-1719/3533, 12-15=-1972/3546, 23-25=0/273, 5-23=-238/333, 16-18=0/269, 9-18=-236/333 WEBS 3-26=-992/639, 3-23=-115/676, 6-20=-331/709, 7-20=-431/475, 8-20=-330/735, 15-18=-2032/3780, 11-18=-98/758, 11-15=-887/641, 8-18=-933/1692, 23-26=-1970/4113, 6-23=-921/1784 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 17-0-0, Exterior(2R) 17-0-0 to 21-2-15, Interior(1) 21-2-15 to 31-0-0, Exterior(2R) 31-0-0 to 35-2-15, Interior(1) 35-2-15 to 50-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1346 lb uplift at joint 2 and 1339 lb uplift at joint 12. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521567 75551 A4 Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:28 2021 Page 1 ID:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-zwtjgjm2N4sOFOcc?M16uYg2EGkKXa6zR8xNBszSUQL 16-4-0 -2-0-0 8-4-10 14-8-0 15rQ-0 20-10-11 27-1-5 31-0-0 33-0-0 39-7-7 48-0-0 50-0-0 2-0-0 8-410 6-3-7 0-4 0 4-6-11 6-2-11 3-10-11 2A-0 6-7-7 8-4-9 2-0-0 1-4-0 Scale = 1:87.7 6.00 F12 5x6 = 3x5 = 4x6 = 5x6 = 5 6 39 40 7 8 9 41 42 10 11 4x5 = 4x6 = 3x10 = 4x6 = 3x10 = 16-4-0 8-4-10 14-8-0 15rQ-0 20-10-11 27-1-5 31-0-0 33-0-0 39-7-7 48-0-0 8-4-10 6-3-7 0 -0 4-16 1 6-2-11 3-10-11 2-0-0 6-7-7 8-4-9 4x5 = Plate Offsets (X,Y)-- [3:0-3-0,Edge], [6:0-3-0,0-2-0], [8:0-3-0,Edge], [10:0-3-0,0-2-0], [13:0-3-0,Edge], [16:0-2-14,0-0-0], [17:0-3-8,0-1-8], [20:0-2-8,0-3-0], [26:0-2-8,0-3-0], 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 0.59 Vert(LL) -0.35 22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.67 22-24 >864 240 BCLL 0.0 * Rep Stress Incr YES WB 0.96 Horz(CT) 0.31 14 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.53 22 >999 240 Weight: 305 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 5-28,11-18: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 26-29,17-20: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 14=0-8-0 Max Horz 2=353(LC 11) Max Uplift 2=-1346(LC 12), 14=-1339(LC 12) Max Grav 2=1888(LC 1), 14=1884(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-8 oc bracing. WEBS 1 Row at midpt 7-22 JOINTS 1 Brace at Jt(s): 26, 20 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3408/2437, 4-5=-3867/2780, 5-6=-3750/2905, 6-7=-3793/2880, 7-9=-3793/2879, 9-10=-3793/2879, 10-11=-3749/2927, 11-12=-3866/2803, 12-14=-3409/2438 BOT CHORD 2-29=-1917/2981, 25-26=-1937/3293, 24-25=-1937/3293, 22-24=-2308/3793, 21-22=-1966/3292, 20-21 =-1 966/3292, 14-17=-1976/2972, 5-26=-117/292, 11-20=-119/289 WEBS 4-29=-785/643, 12-17=-783/647, 26-29=-1984/3097, 4-26=-120/561, 17-20=-2045/3083, 12-20=-123/560, 6-26=-841/1066, 10-20=-850/1019, 6-24=-510/820, 7-24=-433/380, 9-22=-340/379, 10-22=-507/820 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 15-0-0, Exterior(2R) 15-0-0 to 19-2-15, Interior(1) 19-2-15 to 33-0-0, Exterior(2R) 33-0-0 to 37-2-15, Interior(1) 37-2-15 to 50-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1346 lb uplift at joint 2 and 1339 lb uplift at joint 14. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521568 75551 A5 Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:29 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-R6R5t3ng80_FsABpZ3pLQmCDDg21 G 166gohwj lzSUQK 8-4-10 13-0-0 15-0-0, 23-0-0 31-0-0 35-0-0 39-7-6 48-0-0 50-0-0, 8-4-10 4-7-6 2-0-0 8-0-0 8-0-0 4-0-0 4-7-6 8-4-10 6.00 F12 7x8 = 45 = 3x4 I 14x6 = 5 336 34 35 7 8 5x8 MT18HS = 4x5 = 9 36 37 38 10 39 L4 L15 LL lif 1/ 1, 4x5 = 3x4 11 3x4 11 5x8 = 3x4 11 5x10 = 4x6 = 3x4 11 Scale = 1:87.7 4x5 = 8 4-10 13-0-0 15-0-0 23-0-0 31-0-0 35-0-0 39-7-6 48-0-0 8-4-10 4-7-6 2-0-0 8-0-0 8-0-0 4-0-0 4-7-6 8-4-10 Plate Offsets (X,Y)-- [3:0-3-0,Edge], [5:0-5-12,0-24], [8:0-3-0,Edge], [10:0-64,0-2-0], [12:0-3-0,Edge], [19:0-7-8,04-0], [21:0-9-12,0-5-8], [23:0-1-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.49 20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.95 19-20 >606 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.91 Horz(CT) 0.42 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.73 20 >790 240 Weight: 279 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 4-4-8 oc bracing. 6-22,9-18: 2x4 SP No.3 WEBS 1 Row at midpt 5-23 WEBS 2x4 SP No.3 *Except* 21-23,5-21,17-19,10-19: 2x4 SP M 30 REACTIONS. (size) 2=0-8-0, 13=0-8-0 Max Horz 2=312(LC 11) Max Uplift 2=-1346(LC 12), 13=-1339(LC 12) Max Grav 2=1888(LC 1), 13=1884(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3401/2434, 4-5=-2936/2254, 5-6=-3981/2969, 6-7=-4742/3485, 7-9=-4742/3485, 9-10=-4422/3273, 10-11=-2931/2252, 11-13=-3403/2436 BOT CHORD 2-24=-1912/2963, 23-24=-1912/2963, 6-21=-804/681, 20-21=-2492/4026, 19-20=-2791/4459, 9-19=-590/514, 15-17=-1971/2965, 13-15=-1971/2965 WEBS 4-24=0/294, 4-23=-627/545, 5-23=-2413/1394, 21-23=-2222/3737, 5-21=-2535/3938, 6-20=-556/958, 7-20=-463/490, 9-20=-225/486, 17-19=-1748/2880, 10-19=-1846/2876, 10-17=-1019/556, 11-17=-633/551, 11-15=0/298 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 13-0-0, Exterior(2R) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 35-0-0, Exterior(2R) 35-0-0 to 39-2-15, Interior(1) 39-2-15 to 50-0-0 zone;C-C for members This item has been and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed Copies Of this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 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 signed and sealed and the will fit between the bottom chord and any other members. signature must be verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1346 lb uplift at joint 2 and 1339 lb uplift at joint 13. on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521569 75551 A6 Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:31 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-OVZrllowg?Ey6ULBgUrpWBIXYTi3kzzP76A1 oBzSUQI 2-0-0 8 4-11 11-0-0 15-0-0 23-0-0 31-0-0 37-0-0 39-7-6 , 48-0-0 150-0-0, 8-4-118-4-10 2-0-0 7x10 MT18HS = 5x6 = r; nn Fi—q- 3r5 % 4 2852930 O 3x4 11 6x8 = 5x6 = 8 3132 33 7x10 MT18HS = 3v5 cc ci cv 1O 1D iv 13 4x6 = 3x4 11 BAD = 3x4 11 3x4 11 5x10 = 4x6 = 3x4 4x6 = Scale = 1:86.3 8 4-11 11-0-0 15-0-0 23-0-0 31-0-0 37-0-0 39-7-6 45-0-0 8 4-11 2-7-6 4-0-0 8-0-0 8-0-0 6-0-0 2-7-6 8 4-10 Plate Offsets (X,Y)-- [4:0-4-8,044], [7:0-4-0,Edge], [9:0-4-8,0-3-8], [11:0-3-4,0-1-1], [17:0-9-8,0-4-8], [19:0-6-0,0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.57 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.06 17-18 >543 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.83 Horz(CT) 0.38 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.86 17-18 >667 240 Weight: 330 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins. 4-7,7-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-7 oc bracing. BOT CHORD 2x6 SP No.2 *Except* WEBS 1 Row at midpt 9-17 5-20,8-16: 2x4 SP No.3, 17-19: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 19-21,4-19,15-17,9-17: 2x4 SP M 30 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=270(LC 11) Max Uplift 2=-1346(LC 12), 11=-1339(LC 12) Max Grav 2=1888(LC 1), 11=1884(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3471/2486, 3-4=-3125/2404, 4-5=-5473/3953, 5-6=-6314/4504, 6-8=-6314/4504, 8-9=-5789/4184, 9-10=-3129/2400, 10-11=-3471/2488 BOT CHORD 2-22=-1952/3029, 21-22=-1952/3029, 5-19=-821/704, 18-19=-3542/5518, 17-18=-3771/5831, 8-17=-707/624, 14-15=-2010/3029, 11-14=-2010/3029 WEBS 3-22=-55/325, 3-21=-615/549, 4-21 =-1 060/559, 19-21 =-1 844/3015, 4-19=-2461/3682, 5-18=-570/999, 6-18=-449/473, 8-18=-327/654, 15-17=-1743/2800, 9-17=-2362/3542, 9-15=-584/239, 10-15=-596/545, 10-14=-66/304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-10-8, Interior(1) 0-10-8 to 11-0-0, Exterior(2R) This item has been 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 37-0-0, Exterior(2R) 37-0-0 to 41-2-15, Interior(1) 41-2-15 to 50-0-0 zone;C-C for members electronically signed and and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this 5) All plates are MT20 plates unless otherwise indicated. document are not considered 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * Signed and Sealed and the 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 Signature must be Verified will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1346 lb uplift at joint 2 and 1339 lb uplift on any electronic copies. at joint 11. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521570 75551 A7 HIP 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:33 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-KuhcjRgACcUgLoUaovuHbcNxm HPFCgDibQf7s3zSUQG i-2-0-0 6-3-8 9-0-0 15-0-0 23-0-0 31-0-0 39-0-0 41-8-8 48-0-0 50-0-0, 2-0-0 6-3-8 2-8-8 6-0-0 8-0-0 8-0-0 8-0-0 7x10 = 5x6 = 6.00 12 4 26275 28 z�a Y O 3x4 11 4x6 = 5x6 = 6x10 = 6 7 8 29 3031 9 Zvd cv in 1° - 13 4x5 = 4x8 = 3x4 11 3x4 11 4x6 = 4x5 = 4x8 = THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0" OF UNIFORM LOAD AS SHOWN. Scale = 1:86.3 9-0-0 15-0-0 23-0-0 31-0-0 39-0-0 48-0-0 9-0-0 6-0-0 8-0-0 8-0-0 8-0-0 9-0-0 Plate Offsets (X,Y)-- [4:0-4-12,0-3-12], [9:0-4-12,0-4-0], [16:0-5-8,0-3-8], [18:0-5-8,0-3-8] 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 0.47 Vert(LL) -0.59 16-17 >976 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -1.10 16-17 >526 240 BCLL 0.0 * Rep Stress Incr YES WB 0.97 Horz(CT) 0.37 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.89 16-17 >644 240 Weight: 642 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins. 4-7,7-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x6 SP No.2 *Except* 7-0-12 oc bracing: 17-18 5-19,8-15: 2x4 SP No.3 6-9-14 oc bracing: 16-17. WEBS 2x4 SP No.3 *Except* 9-16: 2x4 SP M 30 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=229(LC 11) Max Uplift 2=-1346(LC 12), 11=-1339(LC 12) Max Grav 2=1888(LC 1), 11=1884(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3501/2546, 3-4=-3314/2449, 4-5=-7617/5390, 5-6=-8899/6218, 6-8=-8899/6218, 8-9=-8103/5741, 9-1 0=-3321/2450, 10-11 =-3501/2541 BOT CHORD 2-20=-2044/3092, 5-18=-818/706, 17-18=-5098/7751, 16-17=-5439/8226, 8-16=-728/656, 11-14=-2096/3091 WEBS 3-20=-281/355, 4-20=-668/452, 18-20=-1785/2918, 4-18=-3480/5091, 5-17=-781/1312, 6-17=-441/461, 8-17=-427/815, 14-16=-1784/2827, 9-16=-3678/5411, 9-14=-427/295, 10-14=-264/337 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. This item has been Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. electronically signed and 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 sealed by Velez, Joaquin, PE ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Digital Signature. 3) Unbalanced roof live loads have been considered for this design. using a 4) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. Printed copies of this 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-10-7, Interior(1) 0-10-7 to 9-0-0, Exterior(2R) document are not considered 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 39-0-0, Exterior(2R) 39-0-0 to 43-2-15, Interior(1) 43-2-15 to 50-0-0 zone;C-C for members signed and sealed and the and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 signature must be verified 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. on any electronic copies. 6) Provide adequate drainage to prevent water ponding. Joaquin Velez PE No.68182 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek USA, Inc. FL Cent 6634 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 6904 Parke East Blvd, Tampa FL 33610 will fit between the bottom chord and any other members. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1346 lb uplift at joint 2 and 1339 lb uplift April 12,2021 at joint 11. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521571 75551 B PIGGYBACK BASE 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:36 2021 Page 1 ID:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-kTMkLSs3UXsFCFD9TIR_CE?QDUS_PBm8HOtoTOzSUQD 8-4-10 14-8-0 19-0-0 24-0-0 29-0-0 33-4-0 39-7-6 48-0-0 8-4-10 8-4-10 4x5 = 5x6 = 6.00 12 3x5 = 5x6 — LL LI I, 14 3x5 = 4x6 11 3x4 11 4x5 = 4x5 — Scale = 1:87.7 8 4-10 14-4-0 14r$ 0 19-0-0 29-0-0 33-4-0 39-7-6 48-0-0 8-4-10 5-11-6 0-4-0 4 4-0 10-0-0 4-4-0 6-3-6 8-4-10 Plate Offsets (X,Y)-- [6:0-3-0,0-2-0], [8:0-3-0,0-2-0], [16:0-6-0,0-34], [20:0-7-8,0-3-4] 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 0.59 Vert(LL) -0.30 17-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.49 17-19 >818 240 BCLL 0.0 * Rep Stress Incr YES WB 0.98 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.49 22-25 >352 240 Weight: 299 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc purlins, except BOT CHORD 2x4 SP M 30 *Except* 2-0-0 oc purlins (6-0-0 max.): 6-8. 5-21: 2x6 SP No.2, 9-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-19, 9-17 REACTIONS. (size) 2=0-8-0, 21=0-8-0, 12=0-8-0 Max Horz 2=436(LC 11) Max Uplift 2=-715(LC 12), 21=-1696(LC 12), 12=-928(LC 12) Max Grav 2=458(LC 21), 21=2377(LC 2), 12=1505(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-253/961, 3-5=-684/1000, 5-6=-441/349, 6-7=-353/366, 7-8=-1375/979, 8-9=-1561/1012, 9-11=-2353/1376, 11-12=-2434/1367 BOT CHORD 2-22=-641/152, 20-21=-2308/2225, 5-20=-2044/1496, 19-20=-975/1074, 17-19=-63/929, 16-17=-786/1952, 9-16=-422/886, 12-14=-1017/2083 WEBS 3-22=-778/370, 20-22=-646/168, 3-20=-871/1797, 5-19=-1058/1735, 7-19=-1116/801, 7-17=-392/812, 8-17=-192/461, 9-17=-1109/780, 14-16=-1067/2147, 11-16=-163/256, 11-14=-389/360 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 19-0-0, Exterior(2R) 19-0-0 to 23-2-15, Interior(1) 23-2-15 to 29-0-0, Exterior(2R) 29-0-0 to 33-5-12, Interior(1) 33-5-12 to 50-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. Sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a 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 Printed copies of this will fit between the bottom chord and any other members, with BCDL = 10.Opsf. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 715 lb uplift at joint 2, 1696 lb uplift at signed and sealed and the joint 21 and 928 lb uplift at joint 12. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Signature must be Verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521572 75551 B1 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:37 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-Cfw7Zoth Fr_6gPoLl lyDISYbzuoD8eOH W2dL?rzSUQC 8-4-10 14-8-0 19-0-0 24-0-0 29-0-0 33-4-0 39-7-6 48-0-0 8-4-10 8-4-10 5x6 = 6.00 12 3x5 = 5x6 = 317 32 8 LL LI I, 14 4x5 = 3x5 = 4x6 11 3x4 11 4x5 = 4x5 — Scale = 1:87.7 8 4-10 14-4-0 14r$ 0 19-0-0 29-0-0 33-4-0 39-7-6 48-0-0 8-4-10 5-11-6 0-4-0 4 4-0 10-0-0 4-4-0 6-3-6 8-4-10 Plate Offsets (X,Y)-- [6:0-3-0,0-2-0], [8:0-3-0,0-2-0], [16:0-6-0,0-34], [20:0-7-8,0-3-4] 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 0.59 Vert(LL) -0.30 17-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.49 17-19 >818 240 BCLL 0.0 * Rep Stress Incr YES WB 0.98 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.49 22-25 >352 240 Weight: 299 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 4-10-9 oc bracing. 5-21: 2x6 SP No.2, 9-15: 2x4 SP No.3 WEBS 1 Row at midpt 7-19, 9-17 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 21=0-8-0, 12=0-8-0 Max Horz 2=436(LC 11) Max Uplift 2=-715(LC 12), 21=-1696(LC 12), 12=-928(LC 12) Max Grav 2=458(LC 21), 21=2377(LC 2), 12=1505(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-253/961, 3-5=-684/1000, 5-6=-441/349, 6-7=-353/366, 7-8=-1375/979, 8-9=-1561/1012, 9-11=-2353/1376, 11-12=-2434/1367 BOT CHORD 2-22=-641/152, 20-21=-2308/2225, 5-20=-2044/1496, 19-20=-975/1074, 17-19=-63/929, 16-17=-786/1952, 9-16=-422/886, 12-14=-1017/2083 WEBS 3-22=-778/370, 20-22=-646/168, 3-20=-871/1797, 5-19=-1058/1735, 7-19=-1116/801, 7-17=-392/812, 8-17=-192/461, 9-17=-1109/780, 14-16=-1067/2147, 11-16=-163/256, 11-14=-389/360 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 19-0-0, Exterior(2R) 19-0-0 to 23-2-15, Interior(1) 23-2-15 to 29-0-0, Exterior(2R) 29-0-0 to 33-5-12, Interior(1) 33-5-12 to 50-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. Sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a 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 Printed copies of this will fit between the bottom chord and any other members, with BCDL = 10.Opsf. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 715 lb uplift at joint 2, 1696 lb uplift at signed and sealed and the joint 21 and 928 lb uplift at joint 12. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521573 75551 B2 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:39 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-922t_UuxnSEg3jyk89?hgtdxNi UhcaFazM6S4jzSUQA -2-0-0 8-4-10 14-8-0 17-0-0 24-0-0 31-0-0 33-4-0 39-7-6 48-0-0 50-0-0 2-0-0 8-4-10 6-3-6 2-4-0 7-0-0 7-0-0 2-4-0 6-3-6 8-4-10 2-0-0 M O Scale = 1:87.7 6.00 F12 5x8 = 3x4 11 5x8 = 4x8 6 32 7 33 8 4x5 LJ 11 4x5 = '. 14 4x8 = 4x5 = 4x5 — 3x5 = 4x6 11 3x4 3x8 = 17-0-0 8-4-10 14-4-0 14r8-0 24-0-0 31-0-0 33-4-0 39-7-6 48-0-0 8-4-10 5-11-6 0 -0 2-4-0 7-0-0 7-0-0 2-4-0 6-3-6 84-10 Plate Offsets (X,Y)-- [6:0-6-0,0-2-8], [8:0-6-0,0-2-8], [14:0-3-8,0-1-8], [16:0-6-0,0-3-4], [21:0-7-8,0-3-4] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 5-22: 2x6 SP NIo.2, 9-15: 2x4 SP No-3 WEBS 2x4 SP No.3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.59 Vert(LL) 0.49 23-26 >353 240 MT20 244/190 BC 0.67 Vert(CT) -0.32 14-29 >999 240 WB 0.87 Horz(CT) 0.07 12 n/a n/a Matrix -MS Weight: 302 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-10 oc bracing. WEBS 1 Row at midpt 6-20, 6-18, 8-18 REACTIONS. (size) 2=0-8-0, 22=0-8-0, 12=0-8-0 Max Horz 2=395(LC 11) Max Uplift 2=-735(LC 12), 22=-1667(LC 12), 12=-936(LC 12) Max Grav 2=467(LC 21), 22=2349(LC 2), 12=1519(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-275/1020, 3-5=-601/906, 6-7=-1190/849, 7-8=-1190/849, 8-9=-1869/1210, 9-11=-2392/1401, 11-12=-2467/1393 BOT CHORD 2-23=-676/171, 21-22=-2279/2186, 5-21=-2024/1455, 20-21=-864/1015, 18-20=-188/573, 17-18=-497/1552, 16-17=-793/1976, 9-16=-443/902, 12-14=-1041/2113 WEBS 3-23=-758/349, 21-23=-686/199, 3-21=-843/1782, 5-20=-1083/1699, 6-20=-1234/947, 6-18=-1024/1600, 7-18=-437/480, 8-18=-673/390, 8-17=-565/1078, 9-17=-1006/694, 14-16=-1091/2177, 11-16=-164/258, 11-14=-399/369 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 17-0-0, Exterior(2R) 17-0-0 to 21-2-15, Interior(1) 21-2-15 to 31-0-0, Exterior(2R) 31-0-0 to 35-2-15, Interior(1) 35-2-15 to 50-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 735 lb uplift at joint 2, 1667 lb uplift at joint 22 and 936 lb uplift at joint 12. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521574 75551 B3 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:41 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-5QAdPAwBJ4UYJ066Ga 19vii H3V954SItQgbZ8czSUQ8 8-4-10 14-8-0 15rQ-0 20-10-11 27-1-5 33-0-0 33q-0 39-7-6 48-0-0 50-0-0, 8-4-10 0-4-0 5-10-11 6-2-11 5-10-11 0-4-0 6-3-6 8-4-10 2-0-0 M O 3x4 11 11 6.00 12 5x6 = 3x5 = 3x6 = 3x4 5x63x4 5 6 33 34 7 8 9 35 36 10 11 L4 LS 1/ 10 4x5 = 3x5 = 4x6 11 3x4 11 3x6 = 8 4-10 14-4-0 14r$ 0 20-10-11 27-1-5 33-4-0 39-7-6 48-0-0 8 4-10 5-11-6 0 4-0 6-2-11 6-2-11 6-2-11 6-3-6 8-4-10 Plate Offsets (X,Y)-- [3:0-3-0,Edge], [6:0-3-0,0-2-0], [10:0-3-0,0-2-0], [13:0-3-0,Edge], [22:0-2-0,0-2-8] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except' 5-23: 2x6 SP No.2, 11-17: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 Scale = 1:87.7 45 = CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.58 Vert(LL) 0.49 24-27 >356 240 MT20 244/190 BC 0.67 Vert(CT) -0.26 16-30 >999 240 WB 0.96 Horz(CT) 0.05 14 n/a n/a Matrix -MS Weight: 297 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 1 Row at midpt 6-21 REACTIONS. (size) 2=0-8-0, 23=0-8-0, 14=0-8-0 Max Horz 2=353(LC 11) Max Uplift 2=-684(LC 12), 23=-1740(LC 12), 14=-914(LC 12) Max Grav 2=380(LC 21), 23=2255(LC 1), 14=1228(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-80/908, 4-5=-747/1071, 5-6=-572/900, 6-7=-576/504, 7-9=-1296/1013, 9-10=-1296/1013, 10-11=-1724/1419, 11-12=-1838/1299, 12-14=-1944/1342 BOT CHORD 2-24=-652/0, 22-23=-2221/2270, 5-22=-407/407, 21-22=-762/1038, 19-21=0/554, 18-19=-633/1498, 11-18=-120/284, 14-16=-996/1663 WEBS 4-24=-829/367, 22-24=-645/16, 4-22=-816/1836, 16-18=-1042/1732, 12-18=-220/313, 12-16=-350/334, 6-22=-1543/1197, 10-18=-676/819, 6-21=-1230/1685, 7-21=-1030/888, 7-19=-741/1016, 9-19=-340/379, 10-19=-318/264 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 15-0-0, Exterior(2R) 15-0-0 to 19-2-15, Interior(1) 19-2-15 to 33-0-0, Exterior(2R) 33-0-0 to 37-2-15, Interior(1) 37-2-15 to 50-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 684 lb uplift at joint 2, 1740 lb uplift at joint 23 and 914 lb uplift at joint 14. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521575 75551 B4 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:42 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-Zcj?cWxg4NdPwAgl p1YOSVFROvVUpzm 1 fKK6h2zSUQ7 -2-0-0 i 13-0-0 ,14-8-0 20-10-11 27-1-5 33-4-0 �35-O-Oi 39-7-6 48-0-0 i50-0-0 i 2-0-0 8-4-10 4-7-6 1-8-0 6-2-11 6-2-11 6-2-11 1-8-0 4-7-6 8-0-10 2-0-0 5x8 = 6.00 12 4x6 = 5x6 = 3x5 = 6 3435 36 7 8 4x5 = 5x8 = 37 38 939 10 LD L4 LJ It 1b 10 4x5 = 3x4 11 3x6 11 4x8 = 3x4 11 6x8 = 40 3x4 11 14-8-0 8-4-10 13-0-0 14-4-q 1 20-10-11 27-1-5 33-4-0 35-0-Oi 39-7-6 48-0-0 8-0-10 4-7-6 1-4-0 6-2-11 6-2-11 6-2-11 8-0-10 Plate Offsets (X,Y)-- [3:0-3-0,Edge], [5:0-6-0,0-2-8], [7:0-3-0,0-3-0], [10:0-6-4,0-2-8], [12:0-3-0,Edge], [18:0-5-8,0-5-12], [22:0-8-0,0-5-8] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 6-23: 2x6 SP NO-2, 9-17: 2x4 SP No.3 WEBS 2x4 SP No.3 Scale = 1:87.7 M 9 Iy4lN 45 = CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.61 Vert(LL) 0.50 25-28 >344 240 MT20 244/190 BC 0.66 Vert(CT) -0.29 18-19 >999 240 WB 0.76 Horz(CT) 0.07 13 n/a n/a Matrix -MS Weight: 293 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. WEBS 1 Row at midpt 5-24, 6-21, 8-21, 10-16 REACTIONS. (size) 2=0-8-0, 23=0-8-0, 13=0-8-0 Max Horz 2=312(LC 11) Max Uplift 2=-734(LC 12), 23=-1669(LC 12), 13=-936(LC 12) Max Grav 2=356(LC 21), 23=2263(LC 1), 13=1207(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-29/1135, 4-5=-13/706, 5-6=-384/1016, 6-7=-661/695, 7-8=-668/703, 8-9=-1529/1320, 9-10=-1769/1480, 10-11=-1432/1238, 11-13=-1912/1424 BOT CHORD 2-25=-779/0, 24-25=-779/0, 22-23=-2209/2309, 6-22=-1484/1206, 21-22=-1041/936, 19-21=-802/1529, 18-19=-989/1797, 15-16=-1068/1633, 13-15=-1068/1633 WEBS 4-25=-986/334, 4-24=-610/1608, 5-24=-1686/1100, 22-24=-984/665, 5-22=-1447/1688, 6-21=-1336/1972, 7-21=-336/360, 8-21=-1155/782, 8-19=-100/407, 9-19=-349/231, 16-18=-1054/1988, 10-18=-1057/1865, 10-16=-1219/544, 11-16=-645/558, 11-15=0/307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 13-0-0, Exterior(2R) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 35-0-0, Exterior(2R) 35-0-0 to 39-2-15, Interior(1) 39-2-15 to 50-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 734 lb uplift at joint 2, 1669 lb uplift at joint 23 and 936 lb uplift at joint 13. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521576 75551 B5 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:43 2021 Page 1 ID:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-1 pHOpsxSrhIFYKFVN?3d?jnYiJoMYNVAu_4fDUzSUQ6 I :-4 348-010 50-0-0 8 2 , 410 --00 6.00 F12 3x5 5x6 = 5x8 = 3x6 — 3x6 — 3x4 I 4 30 3132 5 6 7 8 3334 35 Scale = 1:84.9 5x8 = 9 3x5 3 10 29 36 28 O 38 39 21 20 4x6 — 3x4 11 3x5 — 4019 18 17 3x6 — 3x6 — 3x5 = RE 16 15 7x10 — 4x6 = 14 13 3x5 — 3x4 11 4x5 — 8 4-10 11-0-0 17-9-7 24-3-5 31-0-0 37-0-0 39-7-6 48-0-0 8 4-10 2-7-5 6-9-7 6-5-15 6-8-11 6-0-0 2-7-5 8 _11 Plate Plate Offsets (X,Y)-- [4:0-6-0,0-2-8], [9:0-6-0,0-2-8] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 8-16: 2x6 SP NO-2. 4-18.7-16: 2x4 SP M 30 M O M 1� CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.89 Vert(LL) 0.60 21-24 >620 240 MT20 244/190 BC 0.88 Vert(CT) -0.25 21-24 >999 240 WB 0.92 Horz(CT) -0.08 16 n/a n/a Matrix -MS Weight: 271 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 9-16, 4-18, 5-17, 7-17, 7-16 REACTIONS. (size) 2=0-8-0, 16=0-8-0, 11=0-8-0 Max Horz 2=271(LC 11) Max Uplift 2=-1454(LC 12), 16=-2378(LC 12), 11=-257(LC 12) Max Grav 2=1103(LC 21), 16=2253(LC 1), 11=607(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1671/3949, 3-4=-1347/3417, 4-5=-1101/2909, 5-7=-429/1363, 7-8=-1639/902, 8-9=-1639/902, 9-10=-848/320, 10-11=-796/203 BOT CHORD 2-21=-3292/1417, 20-21=-3292/1417, 18-20=-2600/1155, 17-18=-2464/1101, 16-17=-900/429, 14-16=-281/1245, 13-14=-154/983, 11-13=-154/983 WEBS 3-21=-860/276, 3-20=-503/1394, 4-20=-1546/469, 8-16=-386/435, 9-16=-979/1218, 9-14=-331/540, 10-14=-604/603, 10-13=-92/306, 5-18=-911/326, 5-17=-905/2058, 7-17=-2111/712, 7-16=-1653/3866 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 11-0-0, Exterior(2R) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 37-0-0, Exterior(2R) 37-0-0 to 41-2-15, Interior(1) 41-2-15 to 50-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1454 lb uplift at joint 2, 2378 lb uplift at joint 16 and 257 lb uplift at joint 11. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521577 75551 B6 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:45 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-zBP8EXziN I?znePtVQ5548tuZ6THOJUTLIZmH NzSUQ4 i-2-0-0 , 6-3-8 9-0-0 16-4-0 23-8-0 31-0-0 39-0-0 41-5-8 48-0-0 50-0-0, 2-0-0 6-3-8 2-8-7 7-4-0 7-4-0 7-4-0 8-0-0 2-0-0 5x8 MT18HS = 6.00 12 4x10 = 4x10 = 3x6 = 3x4 5x8 = 2829 5 30 6 7 8 31 3233 9 3 10 27 34 26 O 36 37 19 38 18 17 16 4x8 3x8 4x6 = 3x6 = 3x4 11 15 14 13 6x12 = 3x5 = 4x6 = 9-0-0 16-4-0 23-8-0 31-0-0 39-0-0 48-0-0 9-0-0 7-4-0 7 4-0 7-4-0 8-0-0 9-0-0 Plate Offsets (X,Y)--[2:0-2-8,0-2-8],[4:0-5-8,0-2-4],[6:0-3-8,0-2-0],[9:0-6-0,0-2-8],[18:0-2-8,0-0-0] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-15: 2x4 SP M 30, 8-15: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 Scale = 1:84.9 4x5 = I CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.87 Vert(LL) 0.67 19-22 >557 240 MT20 244/190 BC 0.91 Vert(CT) -0.28 19-22 >999 240 MT18HS 244/190 WB 0.82 Horz(CT) -0.09 15 n/a n/a Matrix -MS Weight: 250 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-19, 5-16, 6-15, 9-15 REACTIONS. (size) 2=0-8-0, 15=0-8-0, 11=0-8-0 Max Horz 2=229(LC 11) Max Uplift 2=-1457(LC 12), 15=-2367(LC 12), 11=-264(LC 12) Max Grav 2=1108(LC 21), 15=2221(LC 1), 11=612(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1733/4023, 3-4=-1525/3875, 4-5=-1338/3522, 5-6=-666/1884, 6-8=-2014/1001, 8-9=-2014/1001, 9-10=-774/122, 10-11=-713/87 BOT CHORD 2-19=-3418/1496, 17-19=-3301/1456, 16-17=-3301/1456, 15-16=-1485/666, 13-15=-87/1073, 11-13=-52/880 WEBS 3-19=-254/554, 4-19=-1540/461, 5-17=-779/272, 5-16=-944/2137, 6-16=-2027/651, 6-15=-1919/4563, 8-15=-462/510, 9-15=-1207/1595, 9-13=-182/449, 10-13=-303/378 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 9-0-0, Exterior(2R) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 39-0-0, Exterior(2R) 39-0-0 to 43-2-15, Interior(1) 43-2-15 to 50-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1457 lb uplift at joint 2, 2367 lb uplift at joint 15 and 264 lb uplift at joint 11. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521578 75551 E COMMON 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 2-0-0 i 4-11-8 3-4-8 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:45 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-zBP8EXziN I?znePtVQ5548tyM6XsOMTTLIZmHNzSUQ4 4x4 = 3-4-8 4-11-8 2-0-0 Scale = 1:33.3 I" 0 8-4-0 16-8-0 B-4-0 8-4-0 Plate Offsets (X,Y)-- [2:0-2-9,0-1-8], [6:0-2-9,0-1-8], [8:0-6-0,0-3-0] 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 0.62 Vert(LL) 0.36 8-14 >554 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.14 8-14 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) -0.03 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 79 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 4-2-6 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=215(LC 11) Max Uplift 2=-964(LC 12), 6=-956(LC 12) Max Grav 2=729(LC 1), 6=724(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-958/2556, 3-4=-744/2271, 4-5=-744/2274, 5-6=-959/2556 BOT CHORD 2-8=-2109/827, 6-8=-2150/829 WEBS 4-8=-1816/485, 5-8=-262/650, 3-8=-262/648 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 8-4-0, Exterior(2R) 8-4-0 to 11-4-0, Interior(1) 11-4-0 to 18-8-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. This Item has been 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 by Velez, Joaquin, PE will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 964 lb uplift at joint 2 and 956 lb uplift at using a Digital Signature. joint 6. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521579 75551 E1 COMMON 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 4-11-8 3-4-8 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:46 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-ROzWSt_K8c7gPn_427dKcLP6yW rKlo3caylKgpzSUQ3 4x4 = 3-4-8 4-11-8 5x12 MT18HS = 4x5 = 4x5 = 8-4-0 16-8-0 8-4-0 8-4-0 Plate Offsets (X,Y)-- [6:0-6-0,0-3-0] Scale = 1:29.8 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 0.70 Vert(LL) 0.37 6-9 >534 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.14 6-9 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) -0.03 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 71 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 3-11-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=-172(LC 10) Max Uplift 1=-781(LC 12), 5=-781(LC 12) Max Grav 1=617(LC 1), 5=617(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1007/2677, 2-3=-781/2379, 3-4=-781/2379, 4-5=-1007/2677 BOT CHORD 1-6=-2355/879, 5-6=-2338/879 WEBS 3-6=-1937/512, 4-6=-287/684, 2-6=-287/684 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-4-0, Exterior(2R) 8-4-0 to 11-4-0, Interior(1) 11-4-0 to 16-8-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 781 lb uplift at joint 1 and 781 lb uplift at joint 5. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521580 75551 GEE COMMON SUPPORTED GAB 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 2-0-0 i 8-4-0 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:47 2021 Page 1 ID:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-waXufD?yvwFhlxZGcr8Z9ZyMKwKzUNVmpc2tMFzSUQ2 4x4 = 3x6 = 8-4-0 2-0-0 Scale = 1:33.3 16-8-0 16-8-0 Plate Offsets (X,Y)-- [2:0-0-12,Edge], [10:0-0-12,Edge] 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 0.34 Vert(LL) -0.02 11 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.03 11 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 83 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-8-0. (Ib) - Max Horz 2=215(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 19, 12 except 2=-344(LC 12), 17=-119(LC 12), 18=-171(LC 12), 14=-120(LC 12), 13=-168(LC 12), 10=-331(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 15, 17, 18, 19, 14, 13, 12, 10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-107/353, 6-7=-107/352 WEBS 5-17=-133/250, 4-18=-129/288, 7-14=-131/252, 8-13=-129/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3E)-2-0-13 to 0-11-3, Exterior(2N) 0-11-3 to 8-4-0, Corner(3R) 8-4-0 to 11-4-0, Exterior(2N) 11-4-0 to 18-8-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ` 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 12 except Qt=lb) 2=344, 17=119, 18=171, 14=120, 13=168, 10=331. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521581 75551 GRA HIP GIRDER 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:56 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-9JalY16cnhN PcK1?eEogOSgtXY1t5KG4tVjr9EzSU Pv 3 -3-9 4 7-0-0 11-0-0 15-0-0 20 4-0 25-8-0 31-0-0 36-0-0 41-0-0 44-2-12 48-0-0 50-0-M0, 9-4 3-2-12 4-0-0 4-0-0 5 4-0 5-4-0 5 4-0 5-0-0 5-0-0 3-2-12 3-9 4 2-0-0 6x8 — 6.00 F12 4x4 = 5x6 = 4x6 = 4x4 = 3 30 4 31 325 33 6 34 7 35 Scale = 1:86.3 3x4 11 46 = 5x6 = 48 = 6x8 — 36 378 38 9 10 39 40 41 42 1143 44 12 M O O A M O 4Ia w 6 11 45 — 46 `'' l o 54 55 " 56 16 4x5 — 3x4 11 4x8 = 3x10 11 3x4 11 4x4 = 4x6 — 4x5 — 4x4 — 3-9 4 7-0-0 1-_ 0 14-8-8 15 -0 20 4-0 25-8-0 31-0-0 36-0-0 41-0-0 44-2-12 48-0-0 3-9 4 3-2-12 4-0-0 3-8-8 0- -8 5-4-0 5-4-0 5 4-0 5-0-0 5-0-0 3-2-12 3-9 4 Plate Offsets (X,Y)-- [3:0-2-12,0-3-0], [12:0-4-0,0-1-15], [19:0-5-8,0-3-0], [22:0-7-12,0-3-0] 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 0.50 Vert(LL) 0.57 18 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.44 18 >917 240 BCLL 0.0 * Rep Stress Incr NO WB 0.63 Horz(CT) -0.09 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 951 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-3,12-14: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x6 SP No.2 *Except* 10-18: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 23=0-3-8, 13=0-8-0 Max Horz 2=187(LC 7) Max Uplift 2=-456(LC 8), 23=-3679(LC 8), 13=-1877(LC 8) Max Grav 2=562(LC 17), 23=3249(LC 36), 13=1803(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-540/257, 3-4=-850/776, 4-5=-5422/4816, 5-7=-300/824, 7-8=-4726/5758, 8-10=-4726/5758, 10-11=-7532/8314, 11-12=-2982/3217, 12-13=-3353/3454 BOT CHORD 2-25=-319/416, 24-25=-336/439, 23-24=-413/501, 22-23=-3224/3635, 5-22=-2040/2463, 21-22=-5102/5986, 20-21=-512/313, 19-20=-8189/7613, 10-19=-490/670, 17-18=-287/285, 15-17=-3658/3649, 13-15=-2855/2933 WEBS 3-25=-511/623, 3-24=-1312/1496, 4-24=-1362/1210, 22-24=-444/736, 4-22=-4271/4839, 7-21=-1273/1430, 7-20=-5098/4574, 8-20=-430/492, 10-20=-3122/2829, 17-19=-3603/3615, 11-19=-4552/4011, 11-17=-1215/1467, 11-15=-1001/933, 12-15=-1069/1055, 5-21 =-6697/551 0 NOTES- 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. This Item has been Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. electronically signed and Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. sealed by Velez, Joaquin, PE 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 Digital Signature. ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. using a 3) Unbalanced roof live loads have been considered for this design. Printed copies Of this 4) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. document are not considered 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 signed and sealed and the 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific signature must be verified to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. On any electronic Copies. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE No.68182 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide MiTek USA, Inc. FL Cent 6634 will fit between the bottom chord and any other members. 6904 Parke East Blvd, Tampa FL 33610 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Date: 2=456, 23=3679, 13=1877. April 12,2021 Continued on page 2 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521581 75551 GRA HIP GIRDER 1 q J Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:53:56 2021 Page 2 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-9JalY16cnhN PcKI?eEogOSgtXYlt5KG4tVjr9EzSU Pv NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 233 lb down and 373 lb up at 7-0-0, 173 lb down and 202 lb up at 9-0-12, 173 lb down and 202 lb up at 11-0-12, 173 lb down and 202 lb up at 13-0-12, 109 lb down and 101 lb up at 15-0-12, 109 lb down and 101 lb up at 17-0-12, 109 lb down and 101 lb up at 19-0-12, 109 lb down and 101 lb up at 21-0-12, 109 lb down and 101 lb up at 23-0-12, 109 lb down and 101 lb up at 24-11-4, 109 lb down and 101 lb up at 26-11-4, 109 lb down and 101 lb up at 28-11-4, 109 lb down and 101 lb up at 30-11-4, 173 lb down and 202 lb up at 32-11-4, 173 lb down and 202 lb up at 34-11-4, 173 lb down and 202 lb up at 36-11-4, and 173 lb down and 202 lb up at 38-11-4, and 233 lb down and 373 lb up at 41-0-0 on top chord, and 333 lb down and 540 lb up at 7-0-0, 84 lb down and 24 lb up at 9-0-12, 84 lb down and 24 lb up at 11-0-12, 84 lb down and 24 lb up at 13-0-12, 89 lb up at 14-9-4, 89 lb up at 17-0-12, 89 lb up at 19-0-12, 89 lb up at 21-0-12, 89 lb up at 23-0-12, 89 lb up at 24-11-4, 89 lb up at 26-11-4, 89 lb up at 28-11-4, 89 lb up at 31-1-12, 84 lb down and 24 lb up at 32-11-4, 84 lb down and 24 lb up at 34-11-4, 84 lb down and 24 lb up at 36-11-4, and 84 lb down and 24 lb up at 38-11-4, and 333 lb down and 540 lb up at 40-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-12=-54, 12-14=-54, 2-23=-20, 19-22=-20, 13-18=-20 Concentrated Loads (lb) Vert: 3=-132(B)6=25(B)12=-132(B)23=26(B)5=25(B)10=25(B)16=-61(B)25=-333(B)24=-61(B)4=-106(B)19=26(B)15=-333(B)9=25(B)30=-106(B) 31=-106(B)34=25(B)35=25(B)36=25(B)37=25(B)38=25(B)40=-106(B)42=-106(B)43=-106(B)44=-106(B)45=-61(13)46=-61(13)47=26(B)48=26(B)49=26(B) 50=26(B)51=26(B)52=26(B)53=26(B)54=-61(13)55=-61(13)56=-61(13) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521582 75551 GRB HIP GIRDER 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:02 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-zTxZpLAMMX8ZKFC8_Vv4Gj4tRzLKVyuzFRAAN uzSU Pp 7-0-0 15-1-7 22-11-5 31-0-0 36-0-0 41-0-0 48-0-0 50-0-0, 2-0-0 7-0-0 8-1-7 7-9-15 8-0-11 2-0-0 7x8 MT18HS = 3x4 11 5x6 = 6x10 = 4x6 = 3x4 1 6.00 12 4x4 = 6x8 = 3 26 27 28 29 4 30 31 5 32 6 33 34 7 8 35 36 37 38 9 39 40 10 41 42 43 17 44 45 46 .. 47 48 49 " 14 50 51 52 53 ° 4x5 = 3x4 11 3x6 = 3x4 11 6x12 = 3x5 = 3x10 = 4x6 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL 7-0-0 15-1-7 22-11-5 31-0-0 41-0-0 48-0-0 7-0-0 8-1-7 7-9-15 8-0-11 10-0-0 7-0-0 Plate Offsets (X,Y)-- [3:0-2-0,0-3-12], [10:0-4-0,0-1-15] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr NO BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x6 SP No.2 *Except* 1-3,10-12: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 8-15: 2x6 SP No.2, 3-18,6-15: 2x4 SP M 30 Scale = 1:84.9 M O M M Ij 4x5 = CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.54 Vert(LL) 0.62 18-19 >603 240 MT20 244/190 BC 0.59 Vert(CT) -0.37 18-19 >999 240 MT18HS 244/190 WB 1.00 Horz(CT) -0.09 15 n/a n/a Matrix -MS Weight: 521 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 2=0-8-0, 15=0-8-0, 11=0-8-0 Max Horz 2=187(LC 7) Max Uplift 2=-2800(LC 8), 15=-5906(LC 8), 11=-288(LC 8) Max Grav 2=1971(LC 17), 15=4855(LC 1), 11=691(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3716/5213, 3-4=-4182/6079, 4-6=-4180/6077, 6-8=-3912/3068, 8-9=-3912/3068, 9-10=-834/0, 10-11=-912/0 BOT CHORD 2-19=-4427/3248, 18-19=-4484/3284, 16-18=-2861/2006, 15-16=-2861/2006, 13-15=-1015/1904, 11-13=0/755 WEBS 3-19=-1376/884, 8-15=-633/727, 9-15=-2542/2825, 9-13=-1849/1651, 10-13=-316/665, 3-18=-1401/1063, 4-18=-503/558, 6-18=-3177/2382, 6-16=-1338/830, 6-15=-5514/7716 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=2800, 15=5906, 11=288. Continued on page 2 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521582 75551 GRB HIP GIRDER 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:02 2021 Page 2 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-zTxZpLAMMX8ZKFC8_Vv4Gj4tRzLKVyuzFRAAN uzSU Pp NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down and 248 lb up at 7-0-0, 91 lb down and 77 lb up at 9-0-12, 91 lb down and 77 lb up at 11-0-12, 91 lb down and 77 lb up at 13-0-12, 91 lb down and 77 lb up at 15-0-12, 91 lb down and 77 lb up at 17-0-12, 91 lb down and 77 lb up at 19-0-12, 91 lb down and 77 lb up at 21-0-12, 91 lb down and 77 lb up at 23-0-12, 91 lb down and 77 lb up at 24-11-4, 91 lb down and 77 lb up at 26-11-4, 91 lb down and 77 lb up at 28-11-4, 173 lb down and 202 lb up at 30-11-4, 173 lb down and 202 lb up at 32-11-4, 173 lb down and 202 lb up at 34-11-4, 173 lb down and 202 lb up at 36-11-4, and 173 lb down and 202 lb up at 38-11-4, and 233 lb down and 373 lb up at 41-0-0 on top chord, and 442 lb down and 705 lb up at 7-0-0, 170 lb down and 254 lb up at 9-0-12, 170 lb down and 254 lb up at 11-0-12, 170 lb down and 254 lb up at 13-0-12, 170 lb down and 254 lb up at 15-0-12, 170 lb down and 254 lb up at 17-0-12, 170 lb down and 254 lb up at 19-0-12, 170 lb down and 254 lb up at 21-0-12, 170 lb down and 254 lb up at 23-0-12, 170 lb down and 254 lb up at 24-11-4, 170 lb down and 254 lb up at 26-11-4, 170 lb down and 254 lb up at 28-11-4, 84 lb down and 24 lb up at 32-11-4, 84 lb down and 24 lb up at 34-11-4, 84 lb down and 24 Ito up at 36-11-4, and 84 lb down and 24 lb up at 38-11-4, and 333 lb down and 540 lb up at 40-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-10=-54, 10-12=-54, 20-23=-20 Concentrated Loads (lb) Vert: 3=-27(F) 10=-132(F) 19=-442(F) 8=-106(F) 13=-333(F) 18=-170(F) 16=-170(F) 36=-106(F) 38=-106(F) 39=-106(F) 40=-106(F) 41=-170(F) 42=-170(F) 43=-170(F) 44=-170(F) 45=-170(F) 46=-170(F) 47=-170(F) 48=-170(F) 49=-170(F) 50=-61(F) 51=-61(F) 52=-61(F)53=-61(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521583 75551 J 1 JACK -OPEN 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:03 2021 Page 1 ID:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-SfVyOhB?7gGQxPnLYCQJpxc5iNn9Eeo6U5wjvKzSUPo 2-0-0 1-0-0 1-0-0 1-0-0 Plate Offsets (X,Y)-- [2:0-0-12,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.00 7 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=130(LC 12) Max Uplift 3=-34(LC 1), 2=-434(LC 12), 4=-46(LC 1) Max Grav 3=90(LC 12), 2=265(LC 1), 4=115(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:9.5 c9 19 0 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 20% Structural wood sheathing directly applied or 1-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) 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) 3, 4 except Qt=lb) 2=434. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521584 75551 J3 JACK -OPEN 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:04 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-w13KE 1 Cdu8OHZYMX6vxYL89GSn5pz51 GjIfGRmzSUPn 2-0-0 3-0-0 Scale = 1:14.6 3-0-0 3-0-0 Plate Offsets (X,Y)-- [2:0-0-12,Edge] 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 0.37 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.00 4-7 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 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=192(LC 12) Max Uplift 3=-59(LC 9), 2=-375(LC 12), 4=-48(LC 9) Max Grav 3=52(LC 17), 2=259(LC 1), 4=46(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 2-11-4 zone; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) 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) 3, 4 except Qt=lb) 2=375. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521585 75551 J5 JACK -OPEN 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:04 2021 Page 1 ID:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-wr3KE1 Cdu8OHZYMX6vxYL89FLn3jz51 GjlfGRmzSUPn 2-0-0 5-0-0 Scale = 1:19.5 5-0-0 5-0-0 Plate Offsets (X,Y)-- [2:0-0-0,0-0-4], [2:0-0-4,Edge] 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 0.45 Vert(LL) 0.15 4-7 >385 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.04 4-7 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=255(LC 12) Max Uplift 3=-133(LC 12), 2=-420(LC 12), 4=-97(LC 9) Max Grav 3=104(LC 17), 2=318(LC 1), 4=84(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 1-1-8, Interior(1) 1-1-8 to 4-11-4 zone; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) 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) 4 except Qt=lb) 3=133, 2=420. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521586 75551 J7 Jack -Open 15 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:05 2021 Page 1 ID:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-02ciRNDFfSW8BixjgdSnu MiLdAO7iXH PyPPq_DzSU Pm 2-0-0 7-0-0 Scale: 1/2"=l' 7-0-0 7-0-0 Plate Offsets (X,Y)-- [2:0-0-8,Edge] 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 0.73 Vert(LL) -0.08 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.17 4-7 >481 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Wind(LL) 0.19 4-7 >447 240 Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=318(LC 12) Max Uplift 3=-186(LC 12), 2=-328(LC 12), 4=-4(LC 9) Max Grav 3=184(LC 17), 2=385(LC 1), 4=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) 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) 4 except Qt=lb) 3=186, 2=328. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521587 75551 J7A JACK -OPEN 9 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, i 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:06 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-sEA4ejDtQle?osWwDK_OQZEUhamZR_XZA38N WfzSU PI 4-0-0 3-0-0 4x6 I Scale = 1:22.9 3-4-0 4-0-00 7-0-0 3-4-0 0-8-3-0-0 Plate Offsets (X,Y)-- [2:0-1-11,Edge], [3:0-2-0,0-1-8] 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 0.84 Vert(LL) 0.01 5-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.02 5-12 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.24 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MR Wind(LL) -0.04 5-12 >988 240 Weight: 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc purlins. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-6: 2x8 SP 240OF 2.0E WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 6=0-8-0, 5=Mechanical Max Horz 6=218(LC 12) Max Uplift 4=-76(LC 9), 6=-564(LC 12), 5=-73(LC 18) Max Grav 4=46(LC 10), 6=543(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-822/265 BOT CHORD 1-6=-187/806, 2-6=-486/1344 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-11-4 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This Item has been 6) Refer to girder(s) for truss to truss connections. electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4, 5 except Qt=lb) sealed by Velez, Joaquin, PE 6=564. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521588 75551 J7P JACK -OPEN 12 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:07 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-KQkSs3EVB3msQO56n2VFznnnv_2WAM5iPjux25zSUPk 2-0-0 4-3-7 2-8-9 Scale: 1/2"=l' 4-3-7 7-0-0 4-3-7 2-8-9 Plate Offsets (X,Y)-- [2:0-0-12,Edge] 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 0.36 Vert(LL) 0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.02 7-10 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.36 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 33 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 No.3 BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=318(LC 12) Max Uplift 4=-68(LC 12), 2=-485(LC 12), 5=-279(LC 12) Max Grav 4=59(LC 17), 2=385(LC 1), 5=190(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-281/677 BOT CHORD 2-7=-911/227, 6-7=-911/227 WEBS 3-7=-679/175, 3-6=-305/1226 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-11-4 zone; 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) 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) 4 except Qt=lb) This item has been 2=485, 5=279. electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521589 75551 KJ7 DIAGONAL HIP GIRDER 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:08 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-odl r3PFlyNui2Ag ILIOUV_KxTORzvgxreNdUaYzSU Pj 2-9-15 5-10-8 9-10-1 2-9-15 5-10-8 3-11-9 Scale: 1/2"=l' 5-10-8 9-10-1 5-10-8 3-11-9 Plate Offsets (X,Y)-- [2:0-3-1,0-1-8] 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) -0.14 7-10 >862 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.13 7-10 >889 180 BCLL 0.0 * Rep Stress Incr NO WB 0.26 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 43 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 8-1-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=315(LC 24) Max Uplift 4=-120(LC 8), 2=-790(LC 8), 5=-487(LC 8) Max Grav 4=103(LC 17), 2=598(LC 28), 5=300(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-529/694 BOT CHORD 2-7=-762/465, 6-7=-762/465 WEBS 3-7=-333/256, 3-6=-537/881 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=120, 2=790, 5=487. This item has been 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 178 lb down and 110 lb up at electronically signed and 1-6-1, 178 lb down and 110 lb up at 1-6-1, 41 lb down and 76 lb up at 4-4-0, 41 lb down and 76 lb up at 4-4-0, and 68 lb down and sealed by Velez, Joaquin, PE 160 lb up at 7-1-15, and 68 lb down and 160 lb up at 7-1-15 on top chord, and 175 lb down and 74 lb up at 1-6-1, 175 lb down and Digital Signature. 74 lb up at 1-6-1, 14 lb down and 5 lb up at 4-4-0, 14 lb down and 5 lb up at 4-4-0, and 36 lb down and 47 lb up at 7-1-15, and 36 using a lb down and 47 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Printed copies Of this 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). document are not considered signed and sealed and the LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signature must be verified Uniform Loads (plf) on any electronic copies. Vert: 1-4=-54, 5-8=-20 Joaquin Velez PE No.68182 Concentrated Loads (lb) MiTek USA, Inc. FL Cent 6634 Vert: 11=53(F=26, B=26) 13=-54(F=-27, B=-27) 14=71(F=35, B=35) 15=5(F=3, B=3) 16=-55(F=-28, B=-28) 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply T23521590 75551 PBA Piggyback 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:09 2021 Page 1 ID:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-GpsDHIGljgOZfKFVvTXj2BsO6opDeKx?s1N17_zSUPi 5-0-0 10-0-0 5-0-0 5-0-0 Scale = 1:17.7 4x4 = 6 4x5 = 2x3 II 4x5 = 10-0-0 10-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 31 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. All bearings 10-0-0. (lb) - Max Horz 1=-97(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 6 except 1=-210(LC 17), 5=-176(LC 18), 2=-390(LC 12), 4=-390(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 2=425(LC 17), 4=404(LC 18), 6=264(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=-262/171 WEBS 3-6=-161/292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 5-0-0, Exterior(2R) 5-0-0 to 8-0-0, Interior(1) 8-0-0 to 9-8-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) electronically signed and 1=210, 5=176, 2=390, 4=390. Sealed by Velez, Joaquin, PE 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building using a Digital Signature. designer. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521591 75551 PBB Piggyback 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 4-0-0 4x4 = 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:10 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-I?QbU4GOU_8QHUphSA2ybPPGCB9ONnT85h6bfQzSUPh 2-0-0 3x6 = 2x3 3x6 = a 4 s 2x3 11 4-0-0 4x4 = Scale = 1:16.6 m 17 0 10-0-0 10-0-0 Plate Offsets (X,Y)-- [3:0-3-0,0-2-0], [5:0-3-0,0-2-0] 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 0.49 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) n/a n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 30 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. All bearings 10-0-0. (Ib) - Max Horz 1=-77(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 8 except 1=-147(LC 17), 7=-119(LC 18), 2=-272(LC 12), 6=-272(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 7, 8 except 2=383(LC 17), 6=361(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-184/333, 3-4=-186/367, 4-5=-186/367, 5-6=-184/330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 4-0-0, Exterior(2E) 4-0-0 to 9-8-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 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. This Item has been 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Qt=lb) electronically signed and 1=147, 7=119, 2=272, 6=272. sealed by Velez, Joaquin, PE 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building using a Digital Signature. designer. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521592 75551 PBC Piggyback 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:11 2021 Page 1 ID:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-DC_ziQHOFIGHvdOtOuZB7cyQMbUS6DjIKLs8BszSUPg 10-0-0 10-0-0 6.00 12 6x8 i 3 9 10 4 6x8 3x4 = 3x4 = Scale = 1:16.6 c9 0 6 I O 10-0-0 10-0-0 Plate Offsets (X,Y)-- [3:0-6-8,0-2-0], [4:0-6-8,0-2-0] 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 0.52 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) n/a n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-4: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. All bearings 10-0-0. (lb)- Max Horz 1=35(LC11) Max Uplift All uplift 100 lb or less atjoint(s) 1, 6, 2 except 8=-166(LC 9), 7=-189(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 6, 2 except 8=284(LC 1), 7=303(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-209/386, 4-7=-231/440 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3-15 to 2-0-0, Exterior(2R) 2-0-0 to 6-2-15, Interior(1) 6-2-15 to 8-0-0, Exterior(2E) 8-0-0 to 9-8-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 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 This item has been will fit between the bottom chord and any other members. electronically Signed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 6, 2 except sealed by Velez, Joaquin, PE Qt=lb) 8=166, 7=189. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building USIn a Digital Signature. 9 g 9 designer. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521593 75551 V4 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:14 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-dmf6KSJuYDfsm57ShO7u1Fa?kpYvJcWk01400BzSUPd 2-0-0 4-0-0 2-0-0 2-0-0 3x6 — Scale = 1:7.7 2 3x4 i 3x4 4-0-0 4-0-0 Plate Offsets (X,Y)-- [2:0-3-0,Edge] 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 0.20 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 11 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=-29(LC 10) Max Uplift 1=-67(LC 12), 3=-67(LC 12) Max Grav 1=102(LC 1), 3=102(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521594 75551 V8 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:14 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-dmf6KSJuYDfsm57ShO7u1Fas7pXFJbgk01400BzSUPd 4-0-0 8-0-0 4-0-0 4-0-0 4x4 = 3x4 i 2x3 II 3x4 Scale = 1:14.7 8-0-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) n/a 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 Incr YES WB 0.11 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 25 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=8-0-0, 3=8-0-0, 4=8-0-0 Max Horz 1=70(LC 11) Max Uplift 1=-103(LC 12), 3=-103(LC 12), 4=-121(LC 12) Max Grav 1=125(LC 1), 3=130(LC 18), 4=250(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-180/364 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 4-0-0, Exterior(2R) 4-0-0 to 7-0-0, Interior(1) 7-0-0 to 7-4-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=103, 3=103, 4=121. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521595 75551 V12 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:12 2021 Page 1 I D:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-hOXLvmleObO8Xnz3ab4QggUev?nVrgoRZ_bijJzSUPf 6-0-0 12-0-0 6-0-0 6-0-0 Scale = 1:20.5 4x6 = 4 3x4 i 2x3 II 3x4 12-0-0 12-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) n/a n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 39 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 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 Horz 1=-111(LC 10) Max Uplift 1=-142(LC 12), 3=-142(LC 12), 4=-238(LC 12) Max Grav 1=184(LC 21), 3=194(LC 18), 4=432(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-281/479 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 6-0-0, Exterior(2R) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-4-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=142, 3=142, 4=238. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T23521596 75551 V16 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri Apr 9 09:54:13 2021 Page 1 ID:4sC4w?nU2cKCmxXw6DPPhGyVUGJ-9a5k66JGnvX?8xYG81cfC11 imPC2a7TbneLFGIzSUPe 8-0-0 16-0-0 8-0-0 8-0-0 3x4 i 4x4 = 2x3 11 2x3 I 2x3 I 3x4 Scale = 1:27.0 16-0-0 16-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Verl(CT) n/a n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 61 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 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1=-153(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 7=-104(LC 18), 6=-376(LC 12), 8=-376(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 7 except 6=483(LC 18), 8=483(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-268/121, 4-6=-339/602, 2-8=-339/602 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 8-0-0, Exterior(2R) 8-0-0 to 11-0-0, Interior(1) 11-0-0 to 15-4-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=lb) 7=104, 6=376, 8=376. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 CO U) z= W r (n m D r yv r cn OD v_' D D .°�. 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