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Home My WebLink AboutTruss&=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. SPACING NOTE All trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. i DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Sp In or less o Sprez der Bar 60 degrees or less Jv- Tap line , ,.n Iff-�+°4proz Zr3lo ^---..-y ayµ.,a ep 1/2ofSpan . v REFER TO BCSI REFER TO BCSI Truss must be set this way d crane is used. Truss must be set this way if crane is used Truss is an example, your truss may not match. Truss is an example, your truss may nor` match. Insist crane operator seta trues this way. Insist crane operator sets truss IN, 1,,1Y, All load hearing walls, headers, beams, 8A, lintels must be in place at indicated height before trusses are installed. AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. ZL.\ G M. The size of these trusses makes it necessary that they a set by a profeesjonal 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. REPRESENTS THE LEFT SIDE OF r?I, EACH TRUSS DRAWING el SEAT FLATLS BY C AMBERS TRUSS J16REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SUH46 FOR4X2 EXCEPT AS SHOWN CARRIED CARRYING HANGER ID FASTENER FOR FASTENER FOR TRUSS TRUSS CARRIED TRUS6 CARRYING TRUSS td r 1. *Please refer to Standard Engineering package for general instuction on installing hangers 1Od=0.148" x 3" 16cli162" x 3 1/2" egenc I CEILING AT 10'-0" INDICATES VOLUME CEILING LOAD 7/7 BEARING AT 9'-4" �l OTE. ALa -... "I / 7 V fl ..rs�, ✓rs' RY® n-a-`-� E ■ M ti/ a x;EDO N . . HIP VALLEYS ARE DIFFICULT TO INSTALL, PROBLEMS CAN BE ADDRESSED BY CUTTING HIP VALLEYS IN HALF & FINDING CORRECT LOCATION. Do not stand can trusses until t"5,i.ey Prebraced per BCSI & properly nailed to straps and hangers !! &ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 41' as 46' IN LENGTH!! METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN. SQUARE CUT END 12 2X4 TOP CHORD 6- WALL HEIGHT 9'-4" END DETAIL: COFFER 8 00 2-08-00 SQUARE CUT END 2X4 TOP CHORD WALL HEIGHT 9'-4" END DETAIL: TYPICAL FABRICATION AGREEMEN TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED The undersigned acknowledges and agrees: J 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for determining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the undersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss shall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. After 10 days of delivery remedy will be according to Florida statute 558. 4. The undersigned acknowledges receipt of "BCSI". summary sheet by TPI & WTCA. 5. Delivery is to job site. It is the buyers responsibility to make the job site suitable for delivery. Chambers Truss has the sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will be responsible for dump delivery only. The buyer is responsiblefor additional delivery expenses if.Chambers Truss has to redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is - responsible to Chambers Truss for towing costs due to site conditions. E Price as shown in paragraph 7 below is subject to change if any changes are mado in this layout.'A $50 per hour fee for revisions may be charged by Chambers Truss, i 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no' agreement a reasonable price. Invoice will be made on delivery and paid within terms of net on delivery. Invoice maybe made at scheduled date of delivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss. reasonable attorneys fee for collections In event of payment not un ty made. 1-112 °h per month service charge wilt be added for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees' 'payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the _ undersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the: L. recipient. 10, In the event of any litigation concerning this agreement. the items furnished hereunder or payments referred to herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Flodda. - 11, Design responsibilities are per 7Mational Standard And Recommended Guidelines On Responsibilities For. Construction Using Metal Plate Connected Wood Trusses ANSIITPIMrTCA 4 - 2002M 12. warranty is per Chambers Truss Warranty attached. DATED SIGNED FOR TITLE A spreader bar may be required per "BCSI" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before setting trusses. Trusses must be set and braced per design to prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. AO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SE TRUSSES to MB 7 . It. *eanervenue 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 jitEOat° CODE C 0 M P L I A IMC.r ST. LUCIE COUNT BOCO MITEK VERSION 7.4.1.431 _.... LOADING(DESIGN CRITERIA REDUCIBLE PER CODE SUCH AS SBC 1604.6.1 DESIGN CRITERIA County ST LCIJE COP* Building Department ST. LUCIE C LjR'rY`+ CW f Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(DirecUonal)/C-C hybrid Wind ASCE 7-16 Roofing Material METAL Loading in PSF Roof R.D.L. Floor Top Chord Live 20 0 - Top Chord Dead 7 4.2 0 Bottom Chord Live *10-Non Conccurent 0 Bottom Chord Dead 10 3 0 Total Load 47 7.2 0 Duration Factor 1.25 0 Wind Speed 170mph Top Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 16, Building Type Enclosed Building Category Il: Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 O r 2Ylk-fk' Cpv fY 1a41G� Conforms to Florida Building Code 2020 r eJ j CW R.D.L.=Restraining Dead Load C.B =Continuous Bracing �w\tttlitloi;,� Verify DESIGN CRITERIA shown above with the �.wlgs �r�% ' building department and your engineer. ENSF Design Criteria is the responsibility of the . o. 66 Building Designer and/or Engineer of Record 'r STATE OF ty Z Chambers Truss Inc. Drawing Name: 77283 ° SCALE: 1 /4" = 1'-011 1 139 total trusses, 48 unique designs /77yyyJ NALt`�e�e� Designer: RLC Reviewed by: RLC Date:: 02/09/21 �ummf �LS r� �K j �re✓tS/vj FOR 0 HOUSE FACTORY LLC DESCRIPTION: 11771 APPALOOSA CT. Page 1 of 1 CUSTOMER INITIALS EACH PAGE 77283 ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. W.1 I MiTek® RE: 77283 - MiTek USA, Inc. Site Information: 69 Customer Info: HOUSE FACTORY LLC Project Name: 11771 APPALOOSA CT Moc�7PAIED Lot/Block: Subdivision: Address: 11771 APPALOOSA CT 9 City: ST LUCIE COUNTY State: FL Name Address and License # of Structural Engineer of Record, If there is one, fort ST' a County, Permitting Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 48 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T22789536 A 2/10/21 15 T22789550 B 2/10/21 2 T22789537 Al 2/10/21 16 T22789551 B1 2/10/21 3 T22789538 A2 2/10/21 17 T22789552 D 2/10/21 4 T22789539 A3 2/10/21 18 T22789553 D1 2/10/21 5 T22789540 A4 2/10/21 19 T22789554 D2 2/10/21 6 T22789541 A5 2/10/21 20 T22789555 D3 2/10/21 7 T22789542 A6 2/10/21 21 T22789556 D4 2/10/21 8 T22789543 A7 2/10/21 22 T22789557 D5 2/10/21 9 T22789544 A8 2/10/21 23 T22789558 D6 2/10/21 10 T22789545 A9 2/10/21 24 T22789559 D7 2/10/21 11 T22789546 ATA 2/10/21 25 T22789560 GRA 2/10/21 12 T22789547 ATB 2/10/21 26 T22789561 GRB 2/10/21 13 T22789548 ATC 2/10/21 27 T22789562 GRC 2/10/21 14 T22789549 ATD 2/10/21 28 T22789563 GIRD 2/10/21 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 judsdiction(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. t"1111111i1j1 I N �i 81 .*; :* 3 T T OF '.IJ/ .` SRO N 11111111111 Joaquin Velez PE No.68182 MITek USA, Inc. FL (:ert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 Velez, Joaquin 1 of 2 RE: 77283 - Site Information: MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: HOUSE FACTORY LLC Project Name: 11771 APPALOOSA CT Model: Lot/Block: Subdivision: Address: 11771 APPALOOSA CT City: ST LUCIE COUNTY State: FL No. Seal# Truss Name Date 29 T22789564 GRE 2/10/21 30 T22789565 HV8 2/10/21 31 T22789566 HVA 2/10/21 32 T22789567 A 2/10/21 33 T22789568 J3 2/10/21 34 T22789569 J5 2/10/21 35 T22789570 J7 2/10/21 36 T22789571 JA 2/10/21 37 T22789572 JA5 2/10/21 38 T22789573 JB 2/10/21 39 T22789574 JC 2/10/21 40 T22789575 KJ3 2/10/21 41 T22789576 KJ5 2/10/21 42 T22789577 KJ7 2/10/21 43 T22789578 V4 2/10/21 44 T22789579 V8 2/10/21 45 T22789580 V12 2/10/21 46 T22789581 V16 2/10/21 47 T22789582 V20 2/10/21 48 T22789583 V24 2/10121 2 of 2 Job Truss Truss Type Qty Ply T22789536 77283 A HIP 1 1 Job Reference (optional) Chambers TtUss, In.^ ' Fort Pierce, FL 8.430 s Nov 30 2020 Mi-rek Industries, Inc. Wed Feb 10 09:04:49 2021 Page 1 I D:Iuptf7XWOPbi2TquAJ rctDzmxuU-OXQXByalcko7lAgnyiYU9LMbO W H4J I RQM QVOGzmazi r1 4-l� 7-0-0 13-11-0 20-10-0 26-2-0 31 6-0 37-0 0-0 44 O O 7-0-0 6-11-0 6-11-0 5 4-0 5-4% 5 6 7-0-0 6.Oo 12 5x6 = 3x4 = 3x10 = 3x6 = 3x4 ll 3x8 = 5x6 = 274 28 5 6 7 29 308 9 32 19 33 1s 17 16 16 14 14 1L Scale = 1:76.5 3x5 = 3x4 = 3x5 = 3x6 — 3x6 II 3x6 = 3x6 = 3x4 I I 3x4 = 3x5 — 7-0-0 13-11-0 20-10-0 26-2-0 31-0-0 37-0-0 44-0-0 7-0-0 6-11-0 6-11-0 5.4-0 511 5�-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.23 19-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.14 19-22 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) -0.01 16 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 216 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-199(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=996(LC 12), 16=-1389(LC 12),13=-447(LC 12),10=-392(LC 12) Max Grav All reactions 250lb or less atjoint(s) except 2=771(LC 21), 16=1328(LC 1), 13=830(LC 22), 10=544(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1093/1373, 3-4=-914/1345, 4-5=-772/1330, 8-9=-429/423, 9-10=-512/358 BOT CHORD 2-19=-1002/910, 18-19=-996/772, 16-18=-382/630, 15-16=-382/630, 13-15=-157/274, 12-13=-157/274, 10-12=-1291359 WEBS 4-18=-470/487, 5-18=-1828/1294, 5-16=-1189/1399, 5-15=-376/461, 7-15=-264/275, 8-15=0/266,8-13=-735/549, 8-12=428/580 NOTES- This item has been 1) Unbalanced roof live loads have been considered for this design. electronically Signed and 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=44ft; eave=5ft; Cat. sealed by Velez, Joaquin, PE 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 3-0-0, Interior(1) 3-0-0 to 7-0-0, Exterior(21R) 7-0-0 using a Digital Signature. to 13-2-11, Interior(1) 13-2-11 to 37-0-0, Exterior(2R) 37-0-0 to 43-5-8, Interior(1) 43-5-8 to 45-4-13 zone; porch left exposed;C-C for Printed copies of this 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 document are not considered to the use of this truss component. signed and sealed and the 4) Provide adequate drainage to prevent water ponding. Signature must be Verified 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. On any electronic copies. 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 Joaquin Velez PE No.68182 - will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 996 lb uplift at joint 2, 1389 lb uplift at M1Tek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 joint 16, 447 lb uplift at joint 13 and 392 lb uplift at joint 10. Date: February 10,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i�niTek' building prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf 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 T22789537 77283 Al HIP 1 1 Job Reference (optional) Chambers Truss, Inc., . Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 09:04:50 2021 Page 1 ID:Iuptf7XWOPbi2TquAJrztDzmxuU-Uj_v01bxN2w vJFzWQ3jiYunMwShjDnaeOA2wizmazh 1-4-0 6-3-9 9-0-0 14-11-0 20-10-0 26-2-0 31-6-0 33-10.0 5-0-Q 41-4-0 44-0-0 45-4-q 1-4-0 6-3-9 2-8-7 5-11-0 5-11-0 5-4-0 5-4-0 2-4-0 -2-0 6-0-0 2-8-0 5x8 = 6.00 F12 34 5 3536 3x6 = 3x8 = 3738 39 9 5x6 = 10 11 41 26 25 24 42 23 22 21 20 197x8 = 15 3x5 = 3x6 = 9-0-0 14-11-0 20-10-0 6xB = 3x6 = 3x8 = 4x4 = Scale = 1:77.8 3x6 = 3x5 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.37 26-29 >682 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.27 26-29 >924 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.05 13 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MS Weight: 249 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 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 10-19,12-15: 2x4 SP No.3 WEBS 1 Row at midpt 5-23, 12-17 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=246(LC 11) Max Uplift All uplift 100 lb or less at joints) except 2=964(LC 12), 13=-350(LC 12). 23=-1436(LC 12). 20=-475(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=747(LC 21), 13=451(LC 18), 23=1371(LC 21), 20=1015(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1027/1248, 3-4=-822/1135, 4-5=-426/833, 5-6=-335/443, 6-8=-335/443, 8-9=-98/353, 12-13=-615/451 BOT CHORD 2-26=-944/883, 24-26=-698/699, 23-24=-436/426, 21-23=169/437, 20-21=-169/437, 19-20=-269/223, 10-18=-270/164, 16-17=-918/1272, 13-15=-325/503 WEBS 3-26=-307/435, 4-26=-605/426, 4-24=353/433, 5-24=-543/377, 5-23=-1075/1475, 6-23=-299/304, 8-23=-453/390, 8-20=382/38, 9-20=-629/479, 18-20=-161/264, 9-18=-348/570, 12-17=-1351/1167 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=16ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 3-0-0, Interior(1) 3-0-0 to 9-0-0, Exterior(2R) 9-0-0 to 15-2-11, Interior(1) 15-2-11 to 35-0-0, Exterior(2R) 35-0-0 to 41-5-12, Interior(1) 41-5-12 to 45-4-13 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 3x4 MT20 unless otherwise indicated. 6)'rhis truss has been designed for a 10.0 pat bottom chord jive 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 964 lb uplift at joint 2, 350 lb uplift at .joint 13, 1436 lb uplift at joint 23 and 475 lb uplift at joint 20. 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 Cart 6634 6904 Parke. East Blvd. Tampa FL 33610 Data: February 10,2021 I& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. f' 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 ANS11rPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22789538 77283 A2 HIP 1 1 Job Reference (optional) Chambers Truys, Inc., Fort P(prce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 14:36:08 2021 Page 1 ID:luptf?XWOPbi2TquAJrztDzmxuU-sRoHaCUzsEewU I?Gir7siF4achC6hAGZmYJ PFDzmX?L 33-10-0 r1-4-0, 5-9-4 11-0-0 15.11.0 20.10-0 26-2-0 31-6-0 �33-0.0, 41-4-0 440.0 AS4-Q ,1- 0 5.9.4 5-2.12 4-11-0 4-1 IN 14-0 5-40 1.6-0 7.6.0 248.0 0-10-0 Scale = 1:77.2 5x6 = - 3x5 II 3x4 — 3x4 = 3x6 = 3x4 II 3x8 = 3x6 = 4 34 35 5 36 6 7 8 37 38 39 9 10 11 25 24 `_ 3x5 = 3x4 II 3x6 = 3x8 = 5-9-4 11-0-0 22 20 19 18-" ,- 6x8 = 3x8 = 5x6 = 3x4 I I 4x6 = 15 3x6 = 3x5 = 3x4 I I m d 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 0.37 Vert(LL) 0.42 22-24 >600 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.39 22-24 >646 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.03 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 257 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 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 11-18,12-15: 2x4 SP No.3 WEBS 1 Row at midpt 5-22, 12-17 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-293(LC 10) Max Uplift All uplift 100 lb or less at joints) except 2=914(LC 12), 13=-206(LC 12), 22=-1414(LC 12), 19=-691(LC 12) Max Grav All reactions 250 lb orJess at joint(s) except 2=736(LC 23), 13=283(LC 18), 22=1488(LC 23), 19=1642(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-32=-1068/1318, 32-33=-1029/1319, 3-33=-985/1329, 3-4=-632/834, 4-34=513/825, 34-35=-513/825, 5-35=-513/825, 5-36=-428/619, 6-36=428/619, 6-7=-308/501, 7-8=-308/501,8-37=-308/501, 37-38=-308/501, 38-3R=308/501,9-39=-308/501, 9-10=-260/576, 10-11=-204/511, 11-40=-448/735, 40-41=461/628, 12-41=-463/583 BOT CHORD 2-42=-1013/929, 42-43=-1013/929, 25-43=-1013/929, 24-25=-1013/929, 21-22=-619/856, 20-21=-619/856, 19-20=-950/840, 11-17=-591/577, 16-17=-252/691 WEBS 3-25=-318/186, 3-24=-477/806, 5-24=688/671, 5-22=-980/1109, 6-22=-527/403, 6-20=-224/346, 8-20=-296/339, 9-20=-1511598, 9-19=-1204/600, 17-19=-823/914, 9-17=-371/638, 12-17=-13501908 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=16ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2R) 11-0-0 to 17-2-11, Interior(1) 17-2-11 to 33-0-0, Exterior(21R) 33-0-0 to 39-2-11, Interior(1) 39-2-11 to 45-4-13 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 = IO.Opsf. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 914 lb uplift at joint 2, 206 lb uplift at joint 13, 1414 lb uplift at joint 22 and 691 lb uplift at joint 19. LOAD CASE(S) Standard 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 Cert 6634 6904 Parke East Blvd. Tampa FL,33610 Date: February 10,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.° Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 ANS11TPl1 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 City Ply T22789539 77283 A3 Hip 1 1 Job Reference (optional) Chambers Tiviss, Inc., r Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 09:04:53 2021 Page 1 ID:Iuptf7XWOPbi2TquAJrztDzmxuU-vlfl OJdpgzlYmn_YBYdQKBWGf7ZwwRF1 L_OjXlzmaze 23-0-0 r1-0-0, 6-0-5 11-412 17-0-0 20.6-0 21-%0 L1%-13 36-7-11 44-0-0 1-0-0 6-0-5 5-0-7 5-7.4 3-6-0 06- 2-0-0 6-9-13 6-9-13 7-0-5 3x6 = 5x6 = 5x8 = 6.00 12 7 8 32 20 18 17 16 �- 15 13 5x6 WB = 5x8 = 4x10 = 4x6 = 12x12 II 3.00 12 23-0-0 Scale = 1:78.7 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.51 BC 0.69 WB 0.97 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefi Ud -0.31 20-21 >999 360 -0.54 20-21 >984 240 0.17 12 n/a file 0.29 18 >999 240 PLATES GRIP MT20 244/190 Weight: 283 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural woad sheathing directly applied or 3-4-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-20, 6-19, 8-16, 7-17, 9-16 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=Mechanical Max Horz 2=519(LC 11) Max Uplift 2=-1153(LC 12), 12=-1029(LC 12) Max Grav 2=2054(LC 17), 12=1972(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3769/2249, 3-4=-3562/2162, 4-6=2660/1832, 6-7=2462/1810, 7-8=-2168/1675, 8-9=-2244/1668, 9-11=-3009/1950, 11-12=-3740/2254 BOT CHORD 2-21=-1916/3688, 20-21 =-1 561/3132, 19-20=-1231/2656, 15-16=-1377/2529, 13-1 5=-1 866/3273, 12-13=-186613273 WEBS 3-21=-382/370, 4-21=-241/702, 4-20=-811/532, 6-19=-471/435, 8-16=-398/281, 9-15=-220/679, 11-15=-849/576, 11-13=-1/294, 7-19=-708/1014, 9-16=-1103/728, 16-19=-989/2336,8-19=-479/1263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 3-0-0, Interior(1) 3-0-0 to 21-0-0, Exterior(2E) 21-0-0 to 23-0-0, Exterior(2R) 23-0-0 to 29-2-11, Interior(1) 29-2-11 to 44-0-0 zone;C-C for members and forces & MWFRS for This item has been 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 electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are 3x4 MT20 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 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 are not considered 'will fit between the bottom chord and any other members, with BCDL = 1o.Opsf. signed and sealed and the 8) Refer to girder(s) for truss to truss connections. Signature must be Verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1153 Ito uplift at joint 2 and 1029 lb uplift on any electronic copies. at joint 12. Joaquin Velez PE No.68182 � MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPlf 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 T22789540 77283 A4 Roof Special 6 1 Job Reference (optional) Chambers Truss, Inc., } Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 09:04:54 2021 Page 1 ID:Iuptf7XWOPbi2TquAJrztDzmxuU-NVDP EfeRRGQPOxZkIFBfsO3OSXgxfuPAZe8G3Uzmazd .1 4 q 6-0-5 11 4-12 17-0-0 22-0-0 , 29-2-3 3p-2-p 36-4-6 AIM 113 0 6-0-5 5 4 7 5-7.4 5-0-0 7-2 3 0- 1- 3 6-2 6 7-7-10 5x6 = 6.00 12 14 4x5 = 5x8 = 6x8 = 3.00 F12 4x4 = B-9-4 1 17-0-0 22-0-0 , 30-2-0 Scale = 1:78.6 4x12 4x4 11 A 10 cn A Iv 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.70 BC 0.90 WB 0.98 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d -0.49 12-13 >999 360 -0.87 12-13 >605 240 0.43 10 n/a n/a 0.64 12 >826 240 PLATES MT20 MT18HS Weight: 277 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-5 oc purlins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-5-9 oc bracing. 10-12: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 5-14, 5-13, 6-13, 7-13 WEBS 2x4 SP No.3 *Except* 7-13,7-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=Mechanical Max Horz 2=542(LC 11) Max Uplift 2=-1155(LC 12), 10=-1031(LC 12) Max Grav 2=2022(LC 17), 10=1928(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3769/2305, 3-4=-3565/2212, 4-5=-2614/1863, 5-6=-2371/1798, 6-7=2456/1779, 7-9=-5526/3479, 9-1 0=-6571/401 0 BOT CHORD 2-15=-1968/3709,14-15=-1601/3139,13-14=-1265/2654,12-13=-2764/4844, 11-12=-3521/5979, 10-11=-3519/5968 WEBS 3-15=-376/371, 4-15=-260/739, 4-14=838/544, 5-13=-471/433, 6-13=-1169/1839, 7-13=-3481/2129, 7-12=-1540/2949, 9-12=-980/671 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=16ft; B=45ft; L=44ft; eave=5ft; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 3-0-0, Interior(1) 3-0-0 to 22-0-0, Exterior(2R) This item has been 22-0-0 to 264-13, Interior(1) 26-4-13 to 44-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 electronically signed and plate grip DOL=1.60 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. using a Digital Signature. 4) All plates are MT20 plates unless otherwise indicated. Printed copies Of this 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 document are not considered will fit between the bottom chord and any other members, with BCDL = IO.Opsf. signed and sealed and the 7) Refer to girder(s) for truss to truss connections. Signature must be Verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1155 lb uplift at joint 2 and 1031 lb uplift on any electronic copies. at joint 10. Joaquin Velez PE No.68163 � MiTek'USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 ANSIR'pl1 Quality Criteria, DSB-89 and BCS/ 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 T22789541 77283 A5 Roof Special 3 1 Job Reference (optional) Chambers Truss, Inc., 0 Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 09:04:55 2021 Page 1 ID:luptf?XWOPbi2TquAJ rztDzmxuU-rhnoR?e3C aYGO57wJzfu P ccZDx9zO KnJo Itpbwzm azc 1 4 2 8-0 14-8-0 17-0-0 22-0-0 29-2-3 3 -2 36-4-6 44-0-0 4- 2 8 0 6-0-0 6-0-0 2-4-0 5-0-0 7-2-3 0- 1- 3 6-2-0 7-7-10 m 0 5x6 = 6.00 F12 3x4 I 4x5 = 17 16 V 6x10 = 4x6 6x8 = 3.00 F12 4x12 % 4 00 1zzzp 3x4 I I 4x4 I I 1ox14 MT�S i 2-8-0 , 8-8-0 1 14-8-0 17-0-0 , 22-0-0 30-2-0 Scale = 1:87.9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.70 BC 0.97 WB 0.97 Matrix -MS DEFL. in ([cc) Vdefl L/d Vert(LL) -0.50 14 >999 360 Vert(CT) -0.94 14-15 >561 240 Horz(CT) 0.57 12 n/a n/a Wind(LL) 0.75 14 >704 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 303 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 cc purlins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. 2-21: 2x4 SP M 30, 18-20,2-20: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 3-19, 4-18, 7-18, 7-16, 7-15, 8-15, 9-15 6-17: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 9-15: 2x4 SP M 30 OTHERS 2x4 SP M 30 REACTIONS. (size) 2=0-8-0, 12=Mechanical Max Horz 2=542(LC 11) Max Uplift 2=-1155(LC 12), 12=-1031(LC 12) Max Grav 2=1705(LC 1). 12=1627(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6381/4296, 3-4=-3643/2576, 4-6=-2743/2074, 6-7=-2660/2189, 7-8=-2147/1791, 8-9=-2194/1778,9-11=-4963/3483,11-12=-5717/4025 BOT CHORD 19-20=-3651/5758, 18-19=-2158/3489, 6-18=-208/266, 16-17=-298/428, 15-16=-1263/2189, 14-15=2769/4425, 13-14=3536/5211, 12-13=3535/5198, 2-20=-3894/6212 WEBS 3-19=-2285/1503, 4-19=-245/581, 4-18=-11471788, 16-18=-981/1775, 7-18=914/1396, 7-16=-999/614, 7-15=-410/439, 8-15=-116011518, 9-15=-2955/2133, 9-14=1545/2536, 11-14=-861/682, 3-20=-781/1429 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=16ft; B=45ft; L=44ft; eave=5ft; Cat. electronically signed and 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 2-9-12, Interior(1) 2-9-12 to 22-0-0, Exterior(2R) sealed by Velez, Joaquin, PE 22-0-0 to 26-4-13, Interior(1) 26-4-13 to 44-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 using a Digital Signature. plate grip DOL=1.60 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)rAll plates are MT20 plates unless otherwise indicated. signed and sealed and the 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signature must be Verified 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 on any electronic copies. will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify MiTek USA, Inc..FL Cart 8834 6904 Parke East Blvd. Tampa FL 33610 capacity of bearing surface. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1155 lb uplift at joint 2 and 1031 lb uplift at joint 12. February 10,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE.MII-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 propedy incorporate this design into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r MiTek" prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22789542 LobReference 77283 A6 Hip 1 1 (optional) Chambers Truss, Inc., 4 FortPierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 09:04:57 2021 Page 1 ID:Iuplf7XWOPbi2TquAJrztDzmxuU-n3vYshgKjBo—FOHJQOhMU1 hvtlrLsEjcFcMwgozmaza 223-8 1-0 2-0-0 8A-0 144i0 17-0-0 21-8-8 22 29-" 3 2 LEVI44-0-0 1-0-0 2-8-0 6-0-0 6-0-0 24-0 43-8 7-1-0 9 63-9 78-7 033 5x8 MT18HS = Scale = 1:92.2 6.00 12 A 12 A Ip -� -- 17 16 4X1u 3x4 II 45 = 6xl0 = 4x6ZZ 4x12 - 6x8 = 3.00 12 4.00 12 3x4 II 4x4 II 10x14 MITiBHS i 22-M i 2-e-0 8A-0 14-8-0 17-0.0 21A-8 22 W 30-2-0 i 3C>S9 i _ 44-0-0 2A-0 6-0-0 2-0-0 'I_.D4L8 7-10-8 63-9 7-0-7 03-8 Plate Offsets (X Y)— [5:0-3-0 Edge] [10:0-3-0,Edge] [12:0-10-7 0-0-141, 112:0-1-8 0-3.21, [12:0-1-6,0-0-81, [16:0-5-8,0-3-81, [18:0-4-12,0-2-01, [20:0-5-4.0-5-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.50 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.94 14-15 >562 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.57 12 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matrix -MS Wind(LL) 0.75 14 >705 240 Weight: 303 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x6 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-21: 2x4 SP M 30, 18-20,2-20: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 3-19, 4-18, 7-16, 7-15, 9-15, 8-15 6-17: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 9-15: 2x4 SP M 30 OTHERS 2x4 SP M 30 REACTIONS. (size) 2=0-8-0, 12=Mechanical Max Horz 2=539(LC 11) Max Uplift 2=-1155(LC 12), 12=-1031(LC 12) Max Grav 2=1705(LC 1), 12=1627(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6380/4226, 3-4=-3643/2538, 4-6=-2743/2028, 6-7=2659/2138, 7-8=-2150/1741, 8-9=-2201/1729, 9-11=-4966/3391, 11-12=-5723/3945 BOT CHORD 19-20=-3576/5756,18-19=-2106/3488,6-18=-208/264,16-17=-290/428, 15-16=-1215/2187, 14-15=-2707/4426, 13-14=3464/5218, 12-13=3463/5204, 2-20=-3812/6209 WEBS 3-19=-2284/1480,4-19=-240/581,4-18=-1147/781,16-18=-939/1774,7-18=904/1395, 7-16=-998/589, 7-15=-388/421, 9-15=-2940/2095, 11-14=867/692, 8-15=112311489, 9-14=-1503/2535, 3-20=-762/1429 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=16ft; B=45ft; L=44ft; eave=5ft; Cat. electronically signed and II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2E)-1-4-13 to 2-9-12, Interior(1) 2-9-12 to 22-0-0, Exterior(2R) sealed by Velez, Joaquin, PE 22-0-0 to 28-2-11, Interior(1) 28-2-11 to 44-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 using a Digital Signature. plate grip DOL=1.60 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 4rAII plates are MT20 plates unless otherwise indicated. signed and sealed and the 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signature must be Verified 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 on any electronic copies. will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 7* Refer to girder(s) for truss to truss connections. MiTek USA, Inc, FL Cert 6634 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 6904 Parke East Blvd. Tampa. FL 33610 capacity of bearing surface. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1155 lb uplift at joint 2 and 1031 lb uplift at joint 12. February 10,2021 ® 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 property 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 ANSbTPl1 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 City Ply T22789543 77283 A7 Hip 1 1 Job Reference (optional) Chambers Trkiss, Inc., ' Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 09:04:58 2021 Page 1 ID:luptf?XWOPbi2TquAJrztDzmxuU-FGSw41 hyUVwrtYsV_5Cb1 ED4u8FVbinn UG6UCFzmazZ �1 4 q 2-8-0 8 8 0 14 8-0 17-0-0 19 8 8 24-3-8 30-2-0 3q $ 8 37-1-9 44-0-0 �-0 2 8 0 6-0 0 2 4 0 2 8 8 4-7-0 5-10 8 0 &8 6-5-0 6-10-7 Scale = 1:82.9 5x8 = 6.00 F12 5x6 = 3x4 II 4x5 = 18 1 1 412 5x12 = 4x8 = 3.00 F12 4x10 4x12 4 � 3x4 II 4x4 II 1ox14 MT18HS LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/rP12014 CSI. TC 0.67 BC 0.73 WB 0.95 Matrix -MS DEFL. in Vert(LL) -0.45 Vert(CT) -0.84 Horz(CT) 0.50 Wind(LL) 0.68 (loc) I/defl Lid 14 >999 360 14 >628 240 12 n/a n/a 14 >780 240 PLATES MT20 MT18HS Weight: 305 lb GRIP 2441190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD 2x6 SP 240OF 2.OE *Except* BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. 2-22: 2x4 SP M 30, 6-18: 2x4 SP No.3, 17-18,14-17: 2x6 SP No.2 WEBS 1 Row at midpt 3-20, 4-19, 6-16, 9-15 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=Mechanical Max Harz 2=489(LC 11) Max Uplift 2=-1155(LC 12), 12=-1031(LC 12) Max Grav 2=1705(LC 1), 12=1627(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6366/4371, 3-4=-3640/2627, 4-6=-2748/2120, 6-7=-2238/1878, 7-8=-2224/1898, 8-9=-2552/2027, 9-11=-4950/3485, 11-12=-5751/4080 BOT CHORD 20-21=-3703/5712, 19-20=-2186/3450, 6-19=-329/609, 17-18=-223/377, 16-17=-219/384, 15-16=-1134/2027, 14-15=-2801/4392, 13-14=-3612/5260, 12-13=3599/5238, 2-21=-3947/6159 WEBS 3-20=-2278/1528, 4-20=-247/577, 4-19=-1124/771, 16-19=-1294/2096, 6-16=-899/727, 7-16=-282/329, 7-15=-370/683, 8-15=616/851, 9-15=-2721/1992, 9-14=-1532/2485, 11-14=-957/764, 3-21=-788/1411 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=16ft; B=45ft; L=44ft; eave=5ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 2-9-12, Interior(1) 2-9-12 to 19-8-8, Exterior(2E) 19-8-8 to 24-3-8, Exterior(2R) 24-3-8 to 30-6-3, Interior(1) 30-6-3 to 44-0-0 zone;C-C for members and forces & MWFRS for electronically signed and 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. Printed copies Of this P 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. document are not Considered 6rThis 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 chard and any other members. electronic On any el@CtrOf11C Copies. is C 8) Refer to girder(s) for truss to truss connections. Joaquin Velez No 2 No.68L.Cert 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify MiTek USA, Inc. 8 34 capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1155 lb uplift at joint 2 and 1031 lb 8904 Parke East Blvd. Tampa FL 33610 uplift at joint 12. Date: February 10,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. f' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not p` a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 ANSI/TP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply T22789544 77283 AS Hip 1 1 Job Reference (optional) Chambers Truss, Inc., t Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 09:04:59 2021 Page 1 ID:luptf?XWOPbi2TquAJrztDzmxuU-jS01HNiaFp2iUiRiYpjgZSmGFYbUK9Jvjwrl khzmazY r1-4-01 2-8-0 8-8-0 + 14-8-0 17-8-8 22.0.0 26.3-8 30-2-0 i32-0-8 36-10-5 3i7-9-Q 440.0 i 1-40 2-&0 6-0.0 6-0.0 4-3-8 3.10-8 1.70.8 4-9-12 -11 6-2-7 d 5x6 = 6.00 12 3x4 = 5x6 = 31 8 32 9 Scale = 1:79.0 3x4 II 4x5 = 19 7x8 = 4x8 = 3.00 12 4x10 ZZ 4x12 10x14 MT18HS 3x4 I I 4x8 % 4x4 11 4.00 F12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.63 BC 0.75 WB 0.93 Matrix -MS DEFL. in Vert(LL) -0.44 Vert(CT) -0.82 Horz(CT) 0.49 Wind(LL) 0.66 (loc) I/defl Lid 15 >999 360 15 >643 240 13 n/a n/a 15 >798 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 306 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc purlins. BOT CHORD 2x6 SP 240OF 2.OE *Except* BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. 2-23: 2x4 SP M 30, 6-19: 2x4 SP No.3, 18-19,15-18: 2x6 SP No.2 WEBS 1 Row at midpt 3-21, 4-20, 7-20, 8-17, 10-16, 7-17 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 13=Mechanical Max Horz 2=442(LC 11) Max Uplift 2=-1155(LC 12), 13=-1031(LC 12) Max Grav 2=1705(LC 1). 13=1627(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6330/4419, 3-4=-3640/2666, 4-6=2750/2146, 6-7=2699/2326, 7-8=-2016/1793, 8-9=-2661/2161,9-10=-3009/2348,10-12=-4928/3521,12-13=-5742/4102 BOT CHORD 21-22=-3738/5646, 20-21=-2223/3411, 6-20=-308/405, 18-19=-249/291, 17-18=-239/297, 16-17=-1492/2458, 15-16=-2820/4366, 14-15=-3629/5247, 13-14=-3616/5227, 2-22=-3989/6089 WEBS 3-21=-2250/1525, 4-21=-245/564, 4-20=-11221797, 17-20=-961/1756, 7-20=96111215, 8-17=-846/599,B-16=-263/628,9-16=862/1153,10-16=2501/1874,10-15=1572/2448, 3-22=-805/1399, 12-15=-964/764, 7-17=-195/295 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=16ft; B=45ft; L=44ft; eave=5ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 2-9-12, Interior(1) 2-9-12 to 17-8-8, Exterior(2R) 17-8-8 to 23-11-3, Interior(1) 23-11-3 to 26-3-8, Exterior(2R) 26-3-8 to 32-6-3, Interior(1) 32-6-3 to 44-0-0 zone;C-C for members and electronically signed 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. Printed Copies Of this 4) Provide adequate drainage to prevent water ponding. 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. on any electronic copies. 8) Refer to girder(s) for truss to truss connections. Joaquin Velez PE No.68182 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify MiTek USA, Inc. FL Cart 6634 capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1155 lb uplift at joint 2 and 1031 lb 6904 Parke East Blvd. Tampa FL 33910 Date: uplift at joint 13. February 10,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 property 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 ANSIYFP/1 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 T22789545 77283 A9 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., 0 Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 09:05:00 2021 Page 1 ID:luptf?XWOPbi2TquAJrztDzmxuU-BeahUjiCO6AZ6sOu6 WF36fJQ2yvC3b_2yabaH7zmazX Tl 4 Q 8-1 8 15 8-8 �7-0 Q 22-7-12 28-3-8 i30-2-0 35-11-1 3fj 10r5 44-0-0 M-0 8-1-8 7-7-0 -3-8 , 5-7-12 5-7-12 1-10 8 5-9-1 0-11 4 7-1-11 6.00 12 Scale = 1:79.0 5x6 = 3x4 = 3x4 = 5x6 = 4x8 5 6 287 8 9 20 18 17 4x5 = 3x4 II 4x8 6x8 —_7x8 — 3.00 F12 4x10 4x4 I I 28-3.8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.63 BC 0.78 V 0.97 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) -0.42 14 >999 360 Vert(CT) -0.79 13-14 >670 240 Horz(CT) 0.38 12 n/a n/a Wtnd(LL) 0.63 14 >833 240 PLATES GRIP MT20 244/190 Weight: 283 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-8-5 oc purlins. BOT CHORD 2x6 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. 12-14: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 3-18 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=Mechanical Max Horz 2=394(LC 11) Max Uplift 2=-1155(LC 12). 12=-1031(LC 12) Max Grav 2=1705(LC 1), 12=1627(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3173/2315, 3-5=-2494/1942, 5-6=2153/1865, 6-7=-2825/2302, 7-8=3300/2545, 8-9=-3695/2834, 9-11 =-4918/3496, 11-12=-5746/4105 BOT CHORD 2-20=-1943/2903, 18-20=-1943/2903, 17-18=-1335/2153, 16-17=-1373/2224, 15-16=-1834/2926,14-15=-2781/4346,13-14=-3642/5249,12-13=3627/5231 WEBS 3-20=0/349, 3-18=886/694, 5-18=4991711, 6-17=-834/577, 6-16=-68211069, 7-16=-820/643, 7-15=-352/686, 8-15=-119511528, 9-14=1533/2386, 11-14=975/776, 9-15=-2365/1800 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=16ft; B=45ft; L=44ft; eave=5ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 3-0-0, Interior(1) 3-0-0 to 15-8-8, Exterior(2R) This item has been 15-8-8 to 21-11-3, Interior(1) 21-11-3 to 28-3-8, Exterior(2R) 28-3-8 to 34-6-3, Interior(1) 34-6-3 to 44-0-0 zone;C-C for members and DOL=1.60 electronically signed and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 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. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 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. Signed and Sealed and the 7) Refer to girder(s) for truss to truss connections. signature must be verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1155 lb uplift at joint 2 and 1031 lb uplift on any electronic copies. at joint 12. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tarrl 33610 Date: February 10,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 property 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 ANS11TP11 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 T22789546 77283 ATA ATTIC 1 1 Job Reference (optional) Cnambers Russ, Inc., A fort tierce, rL o.anu s NOV au zuzu ml I eK inaustries, Inc. vvea reD iu ua:uo:uz zucl rage I ID:luptf?XWOPbi2TquAJrztDzmxuU-81 iRvOkSYkQHLAAH DxHXB4Om PmZEXWgLPl4hLOzmazV T1 4 Q 5-10-0 11-10-4 93-0-Q 19-1-12 25-0-14 31-0-0 33-10-0 , 37-5-4 41-4-0 44-0-0 45-0-Q -4-0 5-10-0 6. _4 1-1-1 6-1-12 5-11-2 5-11-2 2_10-0 3-7-4 3_10_12 ` 2-8-0 5x8 = 6.00 12 8x10 :- 4 538 39 3x4 =4x6 = 3x4 = 5x6 = 40 6 7 8 41 9 42 Scale = 1:79.0 26 — 24 23 21 '- 20 19 3x4 - - 4x6 = 3x4 II 5x8 MT18HS z7-0-0 3x4 II 7x8 WB = 4x4 = 4x12 = 4x4 II 3x4 II Sx10 = 6x1D = 4.00 112 6x8 = 10x10 = 31-0-0 Plate Offsets (X,Y)-- [2:0-1-4,0-0-3], [3:0-3-0,0-3-0], [4:0-5-0,0-3-4], [5:0-5-12,0-2-4], [7:0-3-0,Edge], [9:0-3-0,0-2-0], [12:0-3-O,Edge], LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.62 21-23 >847 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.03 21-23 >513 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.24 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.60 21-23 >879 240 Weight: 316 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-7 oc purlins. BOT CHORD 2x6 SP 240OF 2.OE *Except* BOT CHORD Rigid ceiling directly applied or 6-9-7 oc bracing. Except: 10-19,13-27: 2x4 SP M 30 2-2-0 oc bracing: 13-15 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-21, 8-20, 29-30 4-24: 2x4 SP M 30 JOINTS 1 Brace at Jt(s): 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 13=0-8-0 Max Horz 2=340(LC 11) Max Uplift 2=-999(LC 12), 13=1069(LC 12) Max Grav 2=2435(LC 18), 13=2302(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4695/1992, 3-4=-4307/1830, 4-5=-2501/988, 5-6=-3974/1813, 6-8=-3823/1973, 8-9=-3197/1742, 9-10=-4339/2318, 10-11=-4378/2219, 11-13=-5694/2774 BOT CHORD 2-26=-1606/4389, 24-26=-160914388, 23-24=-1300/4006, 21-23=-1307/4026, 20-21 =-1 480/3849, 19-20=368/778, 17-18=-2271/4928, 15-17=-2219/4817, 15-16=-159/348,13-15=-2309/4969 WEBS 3-24=-464/393, 24-28=-298/1013, 4-28=-287/948, 23-29=291/293, 6-29=489/469, 6-21=-303/245,8-21=0/542, 8-20=1132/382, 9-20=-11/421,18-20=-906/2415, 9-18=-908/1637, 28-30=-766/312, 29-30=-1677/956, 5-30=-320/680, 4-30=1407/833, 11-18=-1398/754, 16-17=-161/563, 11-16=-347/994, 5-29=-961/1896 NOTES- This item has been 1) Unbalanced roof live loads have been considered for this design. electronically signed and 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=44ft; eave=5ft; cat. sealed by Velez, Joaquin, PE 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2R) using a Digital Signature. 13-0-0 to 19-1-12, Interior(1) 19-1-12 to 31-0-0, Exterior(2R) 31-0-0 to 37-5-4, Interior(1) 37-5-4 to 45-4-13 zone;C-C for members Printed copies of this 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 document are not considered 'to the use of this truss component. signed and sealed and the 4) 150.01b AC unit load placed on the top chord, 15-6-0 from left end, supported at two points, 4-0-0 apart. signature must be verified 5) Provide adequate drainage to prevent water ponding. on any electronic Copies. 6) All plates are MT20 plates unless otherwise indicated. Joaquin Velez PE No.68182 7j This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek USA, Inc. FL Cart 8834 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 33810 will fit between the bottom chord and any other members, with BCDL = IO.Opsf. Date: 9) Ceiling dead load (5.0 psf) on member(s). 28-30, 29-30 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 23-24 February 10,2021 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 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 verily the applicability of design parameters and property Incorporate this design into the overall Not building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• I s 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 ANSYTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suae 203 Waldorf, MO 20501 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22789546 77283 ATA ATTIC 1 1 Job Reference (optional) Chambers Truss, Inc., A Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 09:05:02 2021 Page 2 ID:luptf?XWOPbi2TquAJrztDzmxuU-81 iRvOkSYkQHLAAHDxHXB4OmPmZEXWgLPt4hLOzmazV NOTES- 11) Bearing at joint(s) 13 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 999 lb uplift at joint 2 and 1069 lb uplift at joint 13. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 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 ANSI/rPif Quality Criteria, OSB-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 T22789547 77283 ATB ATTIC 1 1 Job Reference (optional) Chambers Truss, Inc., � Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 09:05:03 2021 Page 1 ID:lupff7XWOPbi2TquAJrztDzmxuU-cDGp7kl4J 1 Y7zJITneomklxx49vKGyrVeXgEtSzmazU 14-7-11 rt-0-0 6.2.6 11-10-4 13-2-11 15rq-0 19-1-12 240-14 , 29-0.0 i 33-10.0 37-5.4 , _ 41.4.0 i _ 44-0 -41 0 6.2-6 5.7-14 -3-1 0-4-5 4-1-12 4-11-2 4-11-2 4.10.0 3-7-4 3-10.12 2-8-0 1.5-11 Scale = 1:79.0 6x8 = 6.00 F12 5x6 = 37 7 38 8 39 40 9 10 26 '_ 24 23 '- 21 20 '- 4x8 = 7-0-0 5x8 = BAD = 6x10 = 7x8 WB = x4 = 6x8 = 7x10 = 4.00112 4x4 = 6-2.6 37-5-4 414-0 , 44-0.0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020frP12014 CSI. TC 0.64 BC 0.94 WB 0.96 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl Ud -0.49 21-23 >999 360 -0.75 21-23 >704 240 0.26 14 n/a n/a 0.39 23-24 >999 240 PLATES GRIP MT20 2441190 Weight: 315 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc purlins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-8-4 oc bracing. Except: 16-19,22-25,14-17: 2x6 SP 240OF 2.OE, 14-27: 2x4 SP M 30 2-2-0 oc bracing: 14-16 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-23, 9-21, 10-19 OTHERS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 29 REACTIONS. (size) 2=0-8-0, 14=0-8-0 Max Horz 2=-388(LC 10) Max Uplift 2=-966(LC 12), 14=-1051(LC 12) Max Grav 2=2474(LC 18), 14=2327(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4906/1974, 3-5=-4100/1641, 5-6=-3693/1572, 6-7=1622/662, 7-8=-3515/1641, 8-9=-3616/1649, 9-10=-3087/1642, 10-11=-4391/2324, 11-13=-4421/2167, 13-14=-5770/2712 BOT CHORD 2-26=-1590/4623, 24-26=-1590/4623, 23-24=-1075/3771, 21-23=-1180/3433, 20-21=-454/1062,11,-19=-237/353,18-19=-2213/4993,16-18=-2162/4882, 16-17=-158/351,14-16=-2253/5035 WEBS 3-26=-46/348, 3-24=-968/597, 5-24=1881726, 23-28=-116/354, 8-28=-337/232, 9-23=-57/582, 9-21=-820/242, 10-21=48/649, 19-21=-638/1934, 10-19=-913/1485, 6-29=-2303/1121, 28-29=-2292/1121, 7-28=-1130/2270, 13-19=-1411/715, 17-18=-170/589, 13-17=-353/1024 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=16ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 3-0-0, Interior(1) 3-0-0 to 15-0-0, Exterior(2R) 15-0-0 to 21-2-11, Interior(1) 21-2-11 to 29-0-0, Exterior(2R) 29-0-0 to 35-2-11, Interior(1) 35-2-11 to 45-4-13 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)�200.01b AC unit load placed on the top chord, 15-6-0 from left end, supported at two points, 4-0-0 apart. 5) Provide adequate drainage to prevent water ponding. 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-29, 28-29 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 23-24 11) Bearing atjoint(s) 14 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify 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 Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 Corg'dFtpftl,P§&9y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MTek& connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPlf 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 T22789547 77283 ATB ATTIC 1 1 Job Reference (optional) Chambers TILss, Inc., ' Fort Pierce, FL 6.43U S NOV 3U ZUZU mi i eK maustfles, Inc. vvea t-eD l u ud:uo:u4 xuzi rage z ID:I uptf?X WOPbi2TquAJrztDzmxuU-4QgBK41j4 Lh_bTJfLMJ?GVT6pZFZ?P5es BZoQuzmazT NOTES- - 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 966 lb uplift at joint 2 and 1051 lb uplift at joint 14. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' 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 ANSI/7P/1 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 T22789548 77283 ATC ATTIC 1 1 Job Reference (optional) Chambers Truss, Inc., % Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 09:05:05 2021 Page 1 I D:luptf?XWO P bi2TquAJ rztDzm xuU-YcOaYQ m LrfprCduru3q EpjOHbzbOktfo5rJ LyLzmazS 14-7-11 1.4-0 5:16 11.10-4 13.2- 17-0-0 19-1-12 27-0-0 32-5-13 37-11-11 440-0 1-4057-14 -3.1 2-45 2-1-12 7-10-4 SS13 SS13 6-11-1 1-511 Scale = 1:77.2 5x12 = 6.00 12 5x8 = 7 31 8 32 33 9 48 = 20 1r9 7-0-0 117 '"'" 16 5x8 = _- 4x4 = 06 = 5x8 MT18HS = 4x8 = 4x4 = 6-2-6 11-10-4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020lrP12014 CSI. TC 0.64 BC 0.93 WB 0.94 Matrix -MS DEFL, Vert(LL) Vert(CT) Horz(CT) WMd(LL) in (loc) Ildefl Ud -0.33 17-19 >999 360 -0.57 17-19 >925 240 0.15 13 rile n/a 0.33 19 >999 240 PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 291 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-2 oc purlins. BOT CHORD 2x6 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 15-18: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 9-21, 10-16, 6-21, 16-21 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 21 REACTIONS. (size) 2=0-8-0, 13=Mechanical Max Horz 2=424(LC 11) Max Uplift 2=-968(LC 12), 13=-928(LC 12) Max Grav 2=2473(LC 18), 13=221O(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4883/1973, 3-5=-4151/1657, 5-6=3703/1597, 6-7=1804/742, 7-8=-2172/1138, 8-9=-2178/1145, 9-10=-3202/1661, 10-12=-4139/2055, 12-13=-4343/2155 BOT CHORD 2-20=-1672/4620, 19-20=-1672/4620, 17-19=-1179/3834, 16-17=-1179/3835, 14-16=-1425/3258, 13-14=-1802/3832 WEBS 3-20=-32/283, 3-19=-893/559, 5-19=-156/754, 17-21=0/705, 8-21=-463/484, 9-21=-12201654, 9-16=-487/1407, 10-16=-836/618, 10-14=-301/720, 12-14=375/397, 6-22=-2608/1124, 21-22=-2600/1123, 7-21=-620/940, 16-21=-1318/232 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=16ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 3-0-0, Interior(1) 3-0-0 to 17-0-0, Exterior(2R) 17-0-0 to 23-2-11, Interior(1) 23-2-11 to 27-0-0, Exterior(2R) 27-0-0 to 33-2-11, Interior(1) 33-2-11 to 43-11-4 zone;C-C for members This item has been 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 electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) 200.01b AC unit load placed on the top chord, 15-6-0 from left end, supported at two points, 4-0-0 apart. using a Digital Signature. 5) Provide adequate drainage to prevent water ponding. Printed Copies of this 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 3x4 MT20 unless otherwise indicated. document are not Considered 8) 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 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 signature must be verified will fit between the bottom chord and any other members, with BCDL = IO.Opsf. on any electronic Copies. 10) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-22, 21-22 Joaquin Velez PE No.68182 1y) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 17-19 MiTek USA, Inc. FL Cert 8634 12) Refer to girder(s) for truss to truss connections. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 968 lb uplift at joint 2 and 928 lb uplift 6904 Parke East Blvd. Tampa FL 33610 at joint 13. Date: 14) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. February 10,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 property 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 Qualify 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 Qly Ply T22789549 77283 ATD ATTIC 1 1 Job Reference (optional) Chambers Tfuss, Inc., ' Fort Pierce, FL a 19 4x8 = 3x4 11 6-2-6 11-10-4 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 09:05:06 2021 Page 1 I D:I uptf?X WOPb i2TquAJ rztDzmxu U-Ooxylm nzcyxignT2 Sn LTLwZRGNxuTNXxKV2vU nzmazR 14-7-11 19-1-12 1-4-0 6-2-6 11-10-4 13-2- '16-0-0 19-0-0 25-0-0 31-1-13 37-3.11 44.0.0 1-40 6-2.6 5-7-14 -3-1 1-4-5 3.0.0 0.1.12 5-10-4 6-1-13 6-1.13 6-8-5 1-5.11 Scale = 1:77.2 5x6 = 5x8 = 6.00 12 28 7 8 18 5x8 MT18HS = 4x4 = 19-1-12 16 ,... 15 3x4 II 4x8 = 5x8 = 4x4 = 4x6 = 3x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CS1. TC 0.64 BC 0.95 WB 0.71 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) 1/defl Lid -0.35 16-18 >999 360 -0.60 16-18 >877 240 0.15 12 n/a n/a 0.35 18 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 287lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD 2x6 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-17: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 15-20, 8-15, 9-15, 8-20 WEBS 2x4 SP No.3 2 Rows at 1/3 pts 6-20 JOINTS 1 Brace at Jt(s): 20 REACTIONS. (size) 2=0-8-0, 12=Mechanical Max Harz 2=471(LC 11) Max Uplift 2=-968(LC 12), 12=-928(LC 12) Max Grav 2=2473(LC 18), 12=2213(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4885/1966, 3-5=-4145/1648, 5-6=-3705/1596, 6-7=-1700/789, 7-8=-1402/753, 8-9=-2989/1573, 9-11=-4063/2012, 11-12=4294/2123 BOT CHORD 2-19=-1664/4657, 18-19=-1664/4657, 16-18=-1175/3867, 15-16=-1173/3863, 13-15=-1340/3127, 12-13=-1760/3781 WEBS 3-19=-40/291, 3-18=-898/556, 5-18=-137/734, 16-20=-2/684, 7-20=-173/454, 15-20=-1761/469, 8-15=-734/1890, 9-15=-956/688, 9-13=-331/828, 11-13=-420/438, 6-20=-2827/1108, 8-20=-1846/890 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=16ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 3-0-0, Interior(1) 3-0-0 to 19-0-0, Exterior(2E) 19-0-0 to 25-0-0, Exterior(2R) 25-0-0 to 31-1-13, Interior(1) 31-1-13 to 43-11-4 zone;C-C for members and forces & MWFRS for This item has been 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 electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) 200.01b AC unit load placed on the top chord, 15-6-0 from left end, supported at two points, 4-0-0 apart. using a Digital Signature. 5) Provide adequate drainage to prevent water ponding. Printed copies of this 6) All plates are MT20 plates unless otherwise indicated. 7� This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Signature must be Verified 9) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-20 on any electronic copies. 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 16-18 Joaquin Velez PE No.68182 11) Refer to girder(s) for truss to truss connections. MiTek USA, Inc. FL.Cert 6634 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 968 lb uplift at joint 2 and 928 lb uplift 6904 Parke East Blvd. Tampa.FL 33810 at joint 12. Date: 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. February 10,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 p� building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' iTek� 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 ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22789550 77283 B Hip 1 1 Job Reference (optional) Chambers T:uss, Inc., ' Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 09:05:07 2021 Page 1 ID: luptf?XWOPbi2TquAJrztDzmxuU-U?VKy6obNG3ZSx2EOUliuB5genNXCyz4Z9oSODzmazQ 1 4-0 6-3-8 9-0-0 16-2-0 23 4-0 2611 32.4-0 i 33 8 14-0 6-3_8 9101 7-2-0 7-2-0 2-8-8 6-3-8 14-0 3x5 = 4x5 = 3x8 = 4x5 = 7 23 24 0 25 26 6 4x6 = 3x8 = 2x3 II 23-4-0 3x8 = 4x6 = Scale = 1:57.4 3x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.41 BC 0.48 WB 0.25 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.14 10-20 >999 360 -0.30 10-20 >999 240 0.08 8 n/a n/a 0.18 12 >999 240 PLATES GRIP MT20 244/190 Weight: 159 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14, 5-10 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=231(LC 11) Max Uplift 2=-879(LC 12), 8=-879(LC 12) Max Grav 2=1272(LC 1), 8=1272(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2182/1610, 3-4=-1984/1516, 4-5=1753/1404, 5-6=-1753/1404, 6-7=1984/1516, 7-8=-2182/1610 BOT CHORD 2-14=-1252/1924, 12-14=-1377/2184, 10-12=-1377/2184, 8-1 0=-1 289/1912 WEBS 3-14=-330/368, 4-14=-447/656, 5-14=-608/407, 5-10=-608/408, 6-10=-447/656, 7-10=-331/368 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=16ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-14-13 to 1-10-0, Interior(1) 1-10-0 to 9-0-0, Exterior(2R) 9-0-0 to 13-6-14, Interior(1) 13-6-14 to 23-4-0, Exterior(2R) 234-0 to 27-10-14, Interior(1) 27-10-14 to 33-8-13 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. This Item has been 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, 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. using a Digital Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 879 lb uplift at joint 2 and 879 lb uplift at Printed copies of this joint 8. 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 Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date; February 10,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and prop edy 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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 T22789551 77263 B1 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., ' Fort Pierce, FL 8.430 s Nov 30 2020 Mtl eK Industries, Inc. Wed Feb 1U UU:Ub:U6 2U21 Hage 1 I D:I uptf?XWOPbi2TquAJ rztDzmxuU-yB3iASpD BaBQ35dQaC OxR Les WAlrxMyEnpX?Zgzm azP 14-0 5-9-4 11-0-0 16-2-0 214-0 26-6-12 32-4-0 33-M 1-4-0 5-9 4 5-2-12 5-2-0 5-2-0 5-2-12 5-9 4 1 4-0 4x8 = 2x3 II 4x8 = 4 25 265 27 28 6 2x3 II 'J 34 = 3x4 = 3x4 = 11-0-0 3x8 = 3x4 = 2x3 II 3x6 = 32-4-0 Scale = 1:57.4 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.34 BC 0.35 WB 0.39 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) -0.10 13 >999 360 Vert(CT) -0.19 11-13 >999 240 Horz(CT) 0.08 8 n/a n/a Wind(LL) 0.15 13 >999 240 PLATES GRIP MT20 244/190 Weight: 174 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-4-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=275(LC 11) Max Uplift 2=-879(LC 12), 8=-879(LC 12) Max Grav 2=1272(LC 1), 8=1272(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2271/1642, 3-4=-1822/1404, 4-5=-1762/1473, 5-6=-1762/1473, 6-7=-1822/1404, 7-8=-2271/1642 BOT CHORD 2-16=-1296/2047, 15-16=-1296/2047, 13-15=-904/1575, 11-13=-924/1575, 10-11=-1333/1982, 8-1 0=-1 333/1982 WEBS 3-15=-560/471, 4-15=-196/375, 4-13=-222/383, 5-13=-314/336, 6-13=-222/383, 6-11=-196/375, 7-11=-561/471 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=16ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 1-10-0, Interior(1) 1-10-0 to 11-0-0, Exterior(2R) 11-0-0 to 15-6-14, Interior(1) 15-6-14 to 21-4-0, Exterior(2R) 21-4-0 to 25-10-14, Interior(1) 25-10-14 to 33-8-13 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 This item has been to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. electronically signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Velez, Joaquin, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed copies of this p 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 879 lb uplift at joint 2 and 879 lb uplift at document are not considered joint 8. signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. r` Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not I` a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 iVliTek" 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 ANSUTPII Quality Criteria, DSB-89 and SCSI 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 ty Ply T22789552 77283 D HALF HIP 1 1 Job Referenceo (optional) Chambers Tress, Inc., Fort Rierce, FL 8,430 s Nov 30 2020 MITeK industries, Inc. wea t-eD 10 14:39:3b 2021 rage 1 ID:luptf?XWOPbi2TquAJrztDzmxuU-IGoX1_?p7rkZp6J2KpKPbv9wR7w9hsfl MFytljzm Wy6 -11 0 7-0-0 11-2-4 15-8-0 10 7-0-0 4-24 4-5-12 5x6 = 3 13 Scale = 1:29.0 3x4 = 3x4 II 4 14 15 5 3x4 = 6x8 = Plate Offsets (X Y)— [2:0-0-12 Edge] [3:0-3-0 0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.24 6-7 >768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.21 6-7 >903 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 75 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-14 oc bracing. REACTIONS. (lb/size) 2=653/0-8-0, 6=571/0-8-0 Max Horz 2=281(LC 12) Max Uplift 2=-808(LC 12), 6=-740(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-841/1139, 11-12=-787/1143, 3-12=-764/1159, 3-13=-684/1164, 4-13=684/1164 BOT CHORD 2-16=-1160/682, 16-17=-1160/682, 7-17=-1160/682, 7-18=-793/503, 18-19=793/503, 6-19=-793/503 WEBS 4-7=-510/285, 4-6=626/980 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 1-7-3, Interior(1) 1-7-3 to 7-0-0, Exterior(2R) 7-0-0 to 11-2-4, Interior(1) 11-2-4 to 15-6-4 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 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 This item has been will fit between the bottom chord and any other members. electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 808 lb uplift at joint 2 and 740 lb uplift at sealed by Velez, Joaquin, PE joint 6. using a Digital Signature. LOAD CASE(S) Standard 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 Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 ® WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19I2D20 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 r 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 ANSI/TPI1 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 city Ply T22789553 77283 D1 HALF HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort aierce, FL 8,430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 14:41:54 2021 Page 1 ID:luptf?XWOPbi2TquAJrztDzmxuU-k?i4CVg?NYEq?TRmzVK?kDPe59JXIIfUKN7j09zm Wvx 1 4-0 6-3-9 9-0-0 15-8-0 1 4-0 6-3-9 2-8-7 6-8-0 11 4x6 = 4x4 = ;5xo = 13 14 15 4x5 = x6 II Scale = 1:30.9 9-0-0 - 15-8-0 9-0-0 6-8-0 ' Plate Offsets (X Y)-- [2:0-0-4,Edgej 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 0.64 Vert(ILL) 0.45 7-10 >417 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.25 7-10 >753 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 80 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-24 cc bracing. WEBS 1 Row at midpt 5-7 REACTIONS. (lb/size) 6=571/0-8-0, 2=653/0-8-0 Max Horz 2=343(LC 12) Max Uplift 6=-741(LC 12), 2=-792(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-820/1092, 11-12=-780/1094, 3-12=-711/1109, 3-4=-620/990, 4-13=514/905, 13-14=-514/905, 14-15=-514/905, 5-15=-514/905, 5-6=526/859 BOT CHORD 2-16=-1212/698, 16-17=-1212/698, 7-17=-1212/698 WEBS 3-7=-269/526, 5-7=1085/605 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 1-7-3, Interior(1) 1-7-3 to 9-0-0, Exterior(2R) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 15-6-4 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 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. been 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 This item has will fit between the bottom chord and any other members. electronically Signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 741 lb uplift at joint 6 and 792 lb uplift at sealed by Velez, Joaquin, PE joint 2. using a Digital Signature. LOAD CASE(S) Standard Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE NoA8182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 A WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 ANSI/rPlf 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 T22789554 77283 D2 HALF HIP 2 1 Job Reference (optional) Chambers Truss, Inc., ' Fort Pierce, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 09:05:10 2021 Page 1 I D:luptf?XWOPbi2TquAJ rztDzmxuU-vaBTb7gTfB R8J OnphdQ P Wmj Ck—TsP FhXF706dYzm azN 1 4-0 5-94 11-0-0 15-8-0 1 4-0 5-9-4 5-2-12 4-&0 4x8 = 3x4 11 Scale = 1:35.7 4 14 15 5 3x4 = 2x3 11 3x4 = 6x8 = 5-9A 11-0-0 15-8-0 5-9-4 5-2-12 4-8-0 Plate Offsets (X,Y)— [4:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.12 B-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.06 8-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC2020rrPI2014 Matrix -MS Weight: 89 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=404(LC 12) Max Uplift 2=-772(LC 12), 6=761(LC 12) Max Grav 2=653(LC 1), 6=571(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-919/1391, 34=-451/604 BOT CHORD 2-8=-1514/774, 7-8=-1514/774, 6-7=-628/348 WEBS 3-8=-490/236, 3-7=-495/1028, 4-7=-683/380, 4-6=-540/984 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 1-7-3, Interior(1) 1-7-3 to 11-0-0, Exterior(2E) 11-0-0 to 15-6-4 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 772 lb uplift at joint 2 and 761 lb uplift at electronically signed and joint 6. 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 Cert 8634 8904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 property 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 ANSIMPH 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 T22789555 77283 D3 HALF HIP 2 1 Job Reference (optional) Chambers Tras, Inc., Fort Pferce, FL 8.4311 s Nov 3u 2u20 Mi i ex mcusmes, inc. Wed Feb W i4:92;23 202 i rage i ID:luplf?XWOPbi2TquAJrztDzmxuU-Nay2HQ1 BYSujzw9LA5LoPK6emrFh2mzm?OemwzzmWvU 1 4-0 6-9-4 13-0-0 15-8-0 1 4-0 6-9-4 6-2-12 2 8-0 I 4x8 = 3x4 11 Scale = 1:40.1 5 19 6 3x4 = 2x3 11 3x4 = 6x8 = Plate Offsets (X Y)-- 12:0-0-8 Edge] [5:0-5-4 0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.19 9-12 >960 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.09 9-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) -0.02 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 95 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. REACTIONS. (lb/size) 2=653/0-8-0, 7=571/0-8-0 Max Harz 2=466(LC 12) Max Uplift 2=-748(LC 12), 7=-785(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-876/1273, 3-13=-814/1278, 3-4=-740/1292, 4-14=-301/312, 5-14=-214/333 BOT CHORD 2-16=-1480/728, 9-16=-1480/728, 9-17=-1480/728, 8-17=-1480/728, 7-8=-397/200 WEBS 4-9=-584/290, 4-8=609/1252, 5-8=-877/409, 5-7=-552/1102 NOTES - I) 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 1-7-3, Interior(1) 1-7-3 to 13-0-0, Exterior(2E) 13-0-0 to 15-6-4 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 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. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 748 lb uplift at joint 2 and 785 lb uplift at electronically signed and joint 7. sealed by Velez, Joaquin, PE using a Digital Signature. LOAD CASE(S) Standard 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 Cart 8634 6904 Parke East Blvd. Tampa. FL 33610 Date: February 10,2021 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 property incorporate this design into the overall piii��.�� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'y' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p/�giTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPll 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 T22789556 77283 D4 HALF HIP 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Rierce, FL Run: 8.420 s Sep 14 2020 Print: 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 14:43:12 2021 Page 1 ID:luptf?XWOPbi2TquAJrztDzmxuU-R?PaaAdxO W3mMSPIXujlugeylby_l_EzGWOr7ezm Wuj -1-4-0 7-10-0 15-0-0 {5-8-Q 1 4-0 7-10-0 7-2-0 1, 0 3x6 = 3x4 = 5 3x4 = 2x3 II 6x8 = Scale = 1:44.8 7-10-0 15-8-0 7-10-0 7-10-0 Plate Offsets (X Y)-- [3:0-4-0 Edge] [4:0-3-0,0-2-0] [5:Edge,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.33 7-10 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.15 7-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -MS Weight: 80 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-12 oc bracing. WEBS 1 Row at midpt 5-6. 3-6 REACTIONS. (lb/size) 2=653/0-8-0, 6=571/0-8-0 Max Horz 2=527(LC 12) Max Uplift 2=-720(LC 12), 6=-813(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-828/1128, 3-11=-757/1152, 5-6=-1871324 BOT CHORD 2-13=-1407/677, 7-13=-14071677, 7-14=1393/673, 14-15=-1393/673, 6-15=-1393/673 WEBS 3-7=-726/362, 3-6=743/1540 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 1-7-3, Interior(1) 1-7-3 to 15-0-0, Exterior(2E) 15-0-0 to 15-6-4 zone; porch left and right exposed;C-C for members and farces & 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. This item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 720 lb uplift at joint 2 and 813 lb uplift at electronically signed and joint 6. sealed by Velez, Joaquin, PE LOAD CASE(S) Standard 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 Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 10,2021 ®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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �a 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 ANS11TPI1 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 T22789557 77283 D5 MONOPITCH 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Fierce, FL Run: 8.420 s Sep i4 ZULU rani: 8.430 s Nuv uo 2020 rvu, ea inuu,, as, uw. V � .. , ae= ID:luptf?XWOPbi2TquAJrztDzmxuU-R?PaaAdxOW3mMSPIXujlugeydby7l z5zG WOr7ezm Wuj -1 4-0 7-11-8 15-8-0 1� 0 7-11-8 7-8-8 Scale = 1:44.6 I 3x4 = 2x3 11 6x8 = Plate Offsets (X Y)-- [4:0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.35 7-10 >539 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.15 7-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 81 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. WEBS 1 Row at midpt 5-6, 3-6 REACTIONS. (lb/size) 2=653/0-8-0, 6=571/0-8-0 Max Horz 2=542(LC 12) Max Uplift 2=-713(LC 12), 6=-821(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-824/1209, 3-11=-752/1233, 5-6=-191/318 BOT CHORD 2-13=-1604/673, 7-13=-1604/673, 7-14=-1604/673, 6-14=-1604/673 WEBS 3-7=-738/362, 3-6=-749/1786 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 1-7-3, Interior(1) 1-7-3 to 15-6-4 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 713 lb uplift at joint 2 and 821 lb uplift at joint 6. This item has been LOAD CASE(S) Standard 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 Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 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 5�� AAr IYI building design. Bracing indicated Is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing iTek` 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 ANSIITPlf 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 T22789558 77283 D6 HALF HIP 1 1 0• Job Reference o tional Chambers Truss, Inc., Fort 91erce, FL Run: 8.420 s Sep 14 2020 Print: 8.430 s Nov 30 2020 MiTeK Industries, Inc. Wed Feb 10 14:43:13 2021 Page 1 ID:luptf?XWOPbi2TquAJ rztDzmxuU-vCzynWeZnpBdzc—y5bFXQtB91?ldm Pm7VAIPg4zm Wui 1 4-0 7-0-0 13-4-0 15-8-0 1 4-0 7-M 6-4-0 24-0 3x4 = 7-0-0 4x8 = 3 14 Scale = 1:28.3 3x6 11 6x8 = 15 16 17 II—II — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.22 8-11 >744 240 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.12 8-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=506/0-8-0, 7=1375/0-8-0 Max Horz 2=281(LC 12) Max Uplift 2=-631(LC 12), 7=-1702(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-507/671, 12-13=-453/676, 3-13=-433/692, 3-14=-345/218, 14-15=-345/218, 15-16=-345/218, 4-16=-345/218, 4-17=-345/218, 5-17=-345/218 BOT CHORD 2-8=-762/386, 7-8=781/394 WEBS 3-8=-470/298, 3-7=660/1292, 4-7=-661/1078, 5-7=-433/684 6x8 = 1 -B 15-8-0 4- 2-0-0 PLATES GRIP MT20 244/190 Weight: 80 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 7-4-1 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 1-7-3, Interior(1) 1-7-3 to 7-0-0, Exterior(2R) 7-0-0 to 11-2-15, Interior(1) 11-2-15 to 15-6-4 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 631 lb uplift at joint 2 and 1702 lb uplift at joint 7. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-5=-354(F=-300), 6-9=-20 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 Cert 6834 6904 Parke East Blvd. Tampa, FL 33910 . Date: February 10,2021 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 property incorporate this design into the overall p�iTek•• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI 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 T22789559 77283 D7 HALF HIP 1 1 Job Reference (optional) Chambers TnM, Inc., Fort Merce, FL rcun: oALo s aep 14 cote rnnr. o.rau s 1—YOU CVN nn,— umumuoa, H.I. — rw ,,+.+.,. i ID:Iuptf7XWOPbi2TquAJrztDzmxuU-vCzynWeZnpBdzcy5bFXQtBBQ71fmST7VAIPg4zm Wui 1 4-0 6-3-9 9-0-0 13-4-0 15-M 1 4-0 6-3-9 2-8-7 4-4-0 213-0 Scale = 1:31.1 4x8 = 3X6 II 6x8 = 4x4 = 3X4 = 3x4 9-0-0 13-4-0 13 8,0 15- _o 9-0-0 4-4-0 -4- 2 1 Plate Offsets (X Y)-- [2:0-1-0 Edge] [4:0-5-4 0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.34 9-12 >469 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.26 9-12 >624 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) -0.01 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing. REACTIONS. (lb/size) 2=506/0-8-0, 8=1375/0-8-0 Max Horz 2=343(LC 12) Max Uplift 2=-612(LC 12), 8=-1690(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-498/605, 13-14=-460/608, 3-14=389/622, 3-4=-288/464, 4-15=-300/171, 5-15=-300/171, 5-16=-300/171, 6-16=300/171 BOT CHORD 2-9=-834/412, 8-9=460/215 WEBS 3-9=-305/587, 4-9=-902/433, 4-8=-550/1102, 5-8=-595/1043, 6-8=409/719 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 1-7-3, Interior(1) 1-7-3 to 9-0-0, Exterior(2R) 9-0-0 to 13-4-0, Interior(1) 13-4-0 to 15-6-4 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 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 612 lb uplift at joint 2 and 1690 lb uplift at joint B. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-5=54, 5-6=-354(F=-300), 7-10=-20 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 Cert 6834 6904 Parke East Blvd. Tempa.FL 33610 Date: February 10,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 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 Mirek` 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 BCS/ 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 Tcuss Type Qty Ply T22789560 77283 GRA HIP GIRDER 1 1 Job Reference (optional) ID:luptf?XWOPbi2TquAJrctDzmxuU-sa5lCCfpJRSLDv8KDOH?WIGT1pzCEDnPyUE Wkzzm Wug r1-0-Q 5-0-0 10-3-5 15F-11 20-10-0 26-11 4 32-10-12 39-0-0 44-0-0 t15 4-Q 1 4-0 5 3-5 5-3-5 5-3-5 6-1 4 5-11-8 6-1 4 5-0-0 1 4-0 t Scale = 1:75.9 4x8 = 5x8 = 6.00 12 3x4 = 3x6 = 3 29 30 4 31 32 33 5 34?�p 3x4 II 3x10 = 3x6 = 3x5 = 5x8 = 36 7 37 38 8 939 40 41 10 42 43 11 22 44 45 21 46 47 20 19 48 49 50 18 51 52 17 53 16 54 1S 55 56 74 3x5 - 3x4 II 3x4 - 3x6 = 6x12 = 3x5 = 4x6 - 3x4 = 3x4 II 3x5 - 3x4 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 15-6-11 20-10-0 26-11-4 32-10-12 39-M 44-0-0 5-3-5 5-3-5 6-1-4 5-11-8 6-1-4 ' 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wet] L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.32 14-15 >868 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.23 14-15 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 HOrx(CT) -0.11 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 8-18: 2x4 SP M 30 REACTIONS. (lb/size) 2=1040/0-8-0, 18=3318/0-8-0, 12=1197/0-8-0 Max Horz 2=-152(LC 23) Max Uplift 2=-1178(LC 8), 18=3858(LC 8), 12=-1377(LC 8) Max Grav 2=1043(LC 17), 18=3318(LC 1), 12=1199(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1796/1858, 3-29=-1680/1810, 29-30=-1680/1810, 4-30=-1680/1810, 4-31=-327/393, 31-32=-327/393, 32-33=-327/393, 33-34=-327/393, 34-35=-327/393, 5-35=-327/393, 5-6=-2522/2284, 6-36=-2522/2284, 7-36=-2522/2284, 7-37=-2522/2284, 37-38=-2522/2284, 8-38=-2522/2284, 8-9=-880/1164, 9-39=-880/1164, 39-40=-880/1164, 40-41=-880/1164, 10-41=-880/1164, 10-42=-2302/2849, 42-43=-2302/2849, 11-43=-2302/2849, 11-12=-2152/2537 BOT CHORD 2-22=-150511558, 22-44=-1528/1580, 44-45=-1528/1580, 21-45=-1528/1580, 21-46=-1627/1680, 46-47=-1627/1680, 20-47=1627/1680, 20-48=-1627/1680, 1948=-1627/1680; 19-49=-265/327, 49-50=-265/327, 18-50=-265/327, 18-51=-994/880, 51-52=-994/880,17-52=-994/880,17-53=-2644/2302,16-53=-2644/2302, 16-54=-2644/2302, 15-54=2644/2302, 15-55=2134/1900, 55-56=-2134/1900, 14-56=-2134/1900, 12-14=-2106/1878 WEBS 3-22=-407/382, 4-21=-1771298, 4-19=1509/1584, 5-19=-928/837, 5-18=-2881/3229, 7-18=-527/627, 8-18=-3413/3996, 8-17=-957/825, 10-17=1552/1833, 11-15=-599/496, 11-14=-497/413 Weight: 213 lb FT = 20% Structural wood sheathing directly applied or 4-4-7 oc purlins. Rigid ceiling directly applied or 4-5-4 oc bracing. 1 Row at midpt 5-18, 8-18, 10-17 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=16ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; 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 1178 lb uplift at joint 2, 3858 lb uplift at joint 18 and 1377lb uplift at joint 12. c? d 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 Cert 6634 6904 Parke East Blvd. Tampa, FL 33610 Date: February 10,2021 Continae g -- A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 property incorporate this design into the overall � building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the {q �iTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pli 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 T22789560 77283 GRA HIP GIRDER 1 1 Job Reference (optional) Chambers Trvss, Inc., Fort?Pierce, FL , Kun: o.42v s S.p i4 2625 nun. 6.436 o - av auav ,--- v,vvo, ,- , .u. C. . . ID:luptf?XWOPbi2TquAJrztDzmxuU-sa5iCCfpJRSLDv8KDOH? WIGT?pzCEDnPyUE Wkzzm Wug NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 143 lb down and 167 lb up at 5-0-0, 143 lb down and 156 lb up at 7-0-12, 143 lb down and 156 lb up at 9-0-12, 143 lb down and 156 lb up at 11-0-12, 143 lb down and 156 lb up at 13-0-12, 143 lb down and 156 lb up at 15-0-12, 123 lb down and 165 lb up at 17-0-12, 123 lb down and 165 lb up at 19-0-12, 123 lb down and 165 lb up at 21-0-12, 123 lb down and 165 lb up at 22-11-4, 123 lb down and 165 lb up at 24-11-4, 123 lb down and 165 lb up at 26-11-4, 123 lb down and 165 lb up at 28-11-4, 123 lb down and 165 lb up at 30-11-4, 123 lb down and 165 lb up at 32-11-4, 123 lb down and 165 lb up at 34-11-4, and 123 lb down and 165 lb up at 36-11-4, and 123 lb down and 176 lb up at 39-0-0 on top chord, and 230 lb down and 230 lb up at 5-0-0, 92 lb down and 5 lb up at 7-0-12, 92 lb down and 5 lb up at 9-0-12, 92 lb down and 5 lb up at 11-0-12, 92 lb down and 5 lb up at 13-0-12, 92 lb down and 5 lb up at 15-0-12, 45 lb down and 64 lb up at 17-0-12, 45 lb down and 64 lb up at 19-0-12, 45 lb down and 108 lb up at 22-11-4, 45 lb down and 108 lb up at 24-11-4 , 45 lb down and 108 lb up at 26-11-4, 45 lb down and 108 lb up at 28-11-4, 45 lb down and 108 lb up at 30-11-4, 45 lb down and 108 lb up at 32-11-4, 45 lb down and 108 lb up at 34-11-4, and 45 lb down and 108 lb up at 36-11-4, and 227 lb down and 458 lb up at 38-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 3-11=-54, 11-13=-54, 23-26=-20 Concentrated Loads (lb) Vert: 3=-65(B) 6=-62(B) 11=-62(B) 22=-230(6) 7=-62(B) 8=-62(6) 17=-36(B) 10=62(B) 15=-36(B) 14=-227(B) 9=-62(B) 29=-65(B) 30=-65(B) 31=-65(B) 32=-65(B) 35=-65(B) 36=-62(B) 37=-62(B) 38=-62(B) 41=-62(B) 42=-62(B) 43=-62(B) 44=-39(B) 45=-39(B) 46=-39(B) 47=39(B) 48=-39(B) 49=-36(B) 50=-36(B) 51=-36(B) 52=-36(B) 53=-36(B) 54=36(6) 55=-36(B) 56=-36(6) A WARNING - Veiiy 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 property 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 ANSI/rPli 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 ly Ply T22789561 77283 GRB HIP GIRDER 1 1 Job Reference (optional) ID:lupff?XWOPb2TquAJrztDzmxuU-Knf4PYgR4kaCg3jXmjoE2WpZjDKozIJZB8_3HPzm Wuf 1 4-0 3-9 4 7-0-0 13-1-16 19-2-1 25-4-0 28-6-12 32.4-0 33 8-0 1-4-0 3-9-4 3-2-12 6-1-15 6-0-3 6-1-15 3-2-12 3-9 • Scale = 1:57.0 7x10 MT18HS = A nn 171-1- 4 24 25 3x10 II 7x8 WB = 6x8 = 5 626 2728 7 7x10 MT18HS = 29 30 8 " — 31 17 32 — 33 34 '- 35 14 36 - -- 48 — 3x4 II 3x4 = 6x8 = 4x10 = 3x8 = 6x8 = 3x4 = 3x4 II 48 — 3-9-4 71-0 13-1-15 19-2-1 25-4-0 F-1-15 6-0-3 6-1-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.61 15-16 >641 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.59 15-16 >657 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(CT) -0.12 10 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -MS Weight: 209 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except* TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc purlins. 4-6,6-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. BOT CHORD 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 4-16, 8-15 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2534/0-8-0, 10=2507/0-8-0 Max Horz 2=-186(LC 23) Max Uplift 2=-2205(LC 8), 10=-2159(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5131/4377, 3-4=-5052/4413, 4-24=-635915441, 24-25=-6361/5442, 5-25=-6364/5443, 5-26=-6360/5439, 6-26=-6360/5439, 6-27=-6360/5439, 27-28=-6360/5439, 7-28=-6360/5439, 7-29=-6363/5427, 29-30=-6359/5426, 8-30=-6358/5424, 8-9=-4988/4307, 9-10=-5073/4276 BOT CHORD 2-19=-377214562, 18-19=-3772/4562, 18-31=-3756/4541, 17-31=375614541, 17-32=-3756/4541, 16-32=-3756/4541, 16-33=-5146/6359, 33-34=-5146/6359, 15-34=-5146/6359, 15-35=-3652/4479, 14-35=-3652/4479, 14-36=-3652/4479, 13-36=-3652/4479, 12-13=3682/4511, 10-12=3682/4511 WEBS 3-18=-373/338, 4-18=-718/810, 4-16=-1614/2141, 5-16=746/817, 7-15=-777/836, 8-15=-1714/2198, 8-13=-528/747, 9-13=-373/337 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=16ft; B=45ft; L=32ft; eave=4ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 to sealed by Velez, Joaquin, PE the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 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. 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 2205 lb uplift at joint 2 and 2159 lb uplift on any electronic copies. at joint 10. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33910 Date: February 10,2021 o trttted WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 pal* a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPl1 Quality Criteria, DSB-99 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 ty P y T22789561 77283 GRB HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort f+fierce, FL mun: O.4— s Sep l4 Loco YIII¢ 6.450 s N— uv Lacv .- , , — . a oe= ID:luptf?XWOPbi2TquAJrzlDzmxuU-Knf4PYgR4kaCg3jXmjoE2WpZjD KoziJZB8_3HPzmWuf NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 lb down and 215 lb up at 7-0-0, 176 lb down and 205 lb up at 9-0-12. 176 lb down and 205 lb up at 11-0-12, 176 lb down and 205 lb up at 13-0-12, 176 lb down and 205 lb up at 15-0-12, 176 lb down and 205 lb up at 17-3-4, 176 lb down and 205 lb up at 19-3-4, 176 lb down and 205 lb up at 21-3-4, and 176 lb down and 205 lb up at 23-3-4, and 251 lb down and 426 lb up at 25-4-0 on top chord, and 463 lb down and 634 lb up at 7-0-0, 86 lb down and 33 lb up at 9-0-12, 86 lb down and 33 lb up at 11-0-12, 86 lb down and 33 lb up at 13-0-12, 86 lb down and 33 lb up at 15-0-12. 86 lb down and 33 lb up at 17-3-4, 86 lb down and 33 lb up at 19-3-4, 86 lb down and 33 lb up at 21-3-4, and 86 lb down and 33 lb up at 23-3-4, and 363 lb down and 439 lb up at 25-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-8=54, 8-11=54, 2-10=-20 Concentrated Loads (lb) Vert: 4=-110(F) 6=110(F) 8=162(F) 18=-463(F) 16=-65(F) 5=-11Off) 7=-110(F) 15=-65(F) 13=-363(F) 24=-110(F) 25=11 O(F) 27=-11O(F) 29=-110(F) 30=11 O(F) 31=-65(F) 32=-65(F) 33=65(F) 34=65(17) 35=-65(F) 36=-65(F) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. �e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not sot a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" 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 ANS11TP1f 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 y T22789562 77283 GRC HIP GIRDER 1 4 3 Job Reference (optional) Chambers TrOss, Inc., Fort fierce, FL Kun: 8.420 s Sep in LULU rnnr. 6.430 s N" 30 2020 „ — , ,uu 665, 1 9 ID:luptf7XWOPbi2TquAJrztDzmxuU-5J865HmSBCa3olK3EPx6NC8zzR_GrJtk1 OwUzxzm WuX 4-11-5 9-0-3 1%1-0 16-2-0 19-3-0 23-3-13 27-0-11 32 4-0 4-11-5 4-0-13 4-0-13 3-1-0 3-1-0 4-0-13 4-0-13 4-11 5 6x8 = 3x4 11 6x8 = Scale = 1:56.5 7x10 MT18HS i 3x10 11 6x8 = 5x8 MT18HS = 7x8 = 7x8 = 6x8 = 3x10 I I 7x10 MT18HS 9-0-3 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 FBC20201TPI2014 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=14350/0-8-0, 9=13955/0-8-0 Max Horz 1=283(LC 24) Max Uplift 1=-9216(LC 8), 9=-8652(LC 8) Max Grav 1=14350(LC 1), 9=14563(LC 2) 7x8 = 5x8 MT18HS = 23-3-13 -0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.86 Vert(LL) 0.4215-17 >907 240 MT20 2441190 BC 0.71 Vert(CT) -0.51 11-13 >752 240 MT18HS 244/190 WB 0.93 Horz(CT) 0.16 9 n/a n/a Matrix -MS Weight: 750 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-26062/16750, 2-3=-22755/14669, 3-4=-18593/12058, 4-5=-17292/11275, 5-6=-17292/11275,6-7=-18641/12028,7-8=-23153/14599,8-9=-27175/16627 BOT CHORD 1-27=-6768/10574, 1-28=-14902/23289, 18-28=-14902/23289, 18-29=-14902/23289, 17-29=-14902/23289, 17-30=-12937/20353, 16-30=-12937/20353, 16-31=-12937/20353, 15-31=-12937120353, 15-32=-10539/16738, 14-32=-10539/16738, 14-33=-10510/16795, 33-34=-10510116795,13-34=-10510/16795,12-13=-12873/20709,12-35=-12873/20709, 35-36=-12873/20709, 11-36=-12873/20709, 11-37=-14791/24315, 37-38=-14791/24315, 10-38=-14791/24315, 10-39=-14791/24315, 39-40=-14791124315, 9-40=-14791/24315 WEBS 2-18=-1883/3019, 2-17=-3394/2265, 3-17=-3471/5451, 3-15=-5429/3597, 4-15=-4408/6832, 4-14=-836/2050, 5-14=-235/301, 6-14=-905/1408, 6-13=4334/7316, 7-13=-5877/3546, 7-11=-3416/5989,8-11=-4164/2211,8-10=-1836/3684 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 9216 lb uplift at joint 1 and 8652 lb uplift at ioint 9. 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.68132 MiTek USA, Inc. FL.Cert 8634 6904 Parke East Blvd. Tempa,FL 33610 Date: February 10,2021 ntin -ed 9 �� WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 property incorporate this design into the overall � Ar ot building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IyliTek" 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 ANSI1TPI1 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 I cuss Type QtY Ply ' T22789562 77283 GRC HIP GIRDER 1 3 Job Reference (optional) cnamoers l russ, mc., ron r ierce, 1-1- wn.o.»1.. �.p w<v<.,�,,,,.. .,.,.. ,,,.,...,, .,, ...y.... ID:luptf?XWOPbi2TquAJrztDzmxuU-ZWiUldn4yViwPSvFo6SLwPh7jrKVam6uF1 g25Nzm WuW NOTES- 11) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-9-4 from the left end to 30-9-4 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 4-21=54, 4-6=-54, 6-25=-54, 1-9=-20 Concentrated Loads (lb) Vert: 18=-1607(B)17=-1607(B)27=-1611(B)28=1607(B)29=-1607(B)30=-1607(B)31=-1607(B)32=-1607(B)33=-1607(B)34=-1607(B)35=-1607(B)36=1607(B) 37=-1607(B) 38=1612(B) 39=-1726(B) 40=1726(B) ®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 property 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 ANSUTPI1 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 ty PIY T22789563 77283 GRID HALF HIP GIRDER 2 1 Job Reference o tional I., 1nmA — — Id-d-5 11i1 Pann 7 Chambers Trdss, Inc., Fort Pierce. FL o..<w .cp ,. <�<� �,,,,.. ,.... -- -_-- ..... _.. :..___...__, ..._. ..__ . __ . _ .... _.__ ___ - _ - ID:luptf?XWOPbi2TquXJrztDzmxuU-ZWiUIdn4yVWFP vFo6SLwFh66rd6agcuF1g25NzmWuW -1-4-0 5-0-0 10-4-0 15-8-0 1-4-0 5-0-0 5A-0 6A-0 3x4 = Scale = 1:28.5 4x8 = 3x4 11 4x4 = 3 12 13 14 15 4 16 17 18 5 5-0-0 10-4-0 15-8-0 c n n S.d_n 5A-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 TCDL 7.0 Lumber DOL 1.25 BC 0.35 BCLL 0.0 Rep Stress Incr NO WB 0.64 BCDL 10.0 Code FBC20201TP12014 Matrix -MS DEFL. in (loc) I/dell L/d Vert(LL) 0.15 7-8 >999 240 Vert(CT) -0.10 7-8 >999 240 Horz(CT) -0.05 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 2=990/0-8-0, 6=1028/0-8-0 Max Horz 2=220(LC 21) Max Uplift 2=-1276(LC 8), 6=1394(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1679/2082, 3-12=-1490/1998, 12-13=-1490/1998, 13-14=-149011998, 14-15=-1490/1998, 4-15=-1490/1998, 5-6=-214/267 BOT CHORD 2-8=-1923/1454, 8-19=-1952/1475, 19-20=-1952/1475, 7-20=-1952/1475, 7-21=-1998/1490, 21-22=-1998/1490, 22-23=-1998/1490, 6-23=-1998/1490 WEBS 3-8=-507/380, 4-7=-346/342, 4-6=-1606/2151 6x8 = PLATES GRIP MT20 244/190 Weight: 76 lb FT = 20% Structural wood sheathing directly applied or 5-6-4 oc purlins, except end verticals. Rigid ceiling directly applied or 5-0-8 oc bracing. 1 Row at midpt 4-6 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1276 lb uplift at joint 2 and 1394 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 lb down and 174 lb up at 5-0-0, 123 lb down and 165 lb up at 7-0-12, 130 lb down and 165 lb up at 9-0-12, 130 lb down and 165 lb up at 11-0-12, and 130 lb down and 165 lb up at 13-0-12, and 119 lb down and 162 lb up at 14-10-12 on top chord, and 227 lb down and 289 lb up at 5-0-0, 45 lb down and 64 lb up at 7-0-12, 45 lb down and 64 lb up at 9-0-12, 45 lb down and 64 lb up at 11-0-12, and 45 lb down and 64 lb up at 13-0-12, and 53 lb down and 72 lb up at 14-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard '1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-5=-54, 6-9=-20 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 Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 ntirme WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy 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 ANSIMP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type QtY Ply T22789563 77283 GIRD HALF HIP GIRDER 2 1 Job Reference (optional) chambers Truss, Inc., Fon Fierce, rL Kun: oAzu S aeP 14 xuzu rnm: o.nau 51 VY ou zu4u mi I CR IINYJOICJ, a W. Y u - r gv a ID:luptf?XWOPbi2TquAJrztDzmxuU-ZWiU Idn4yViwPSvFo6SLwPhDOrQ8agcuF1 g25Nzm WuW LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-62(B) 8=-227(B) 13=62(B) 15=-62(B) 16=-62(B) 17=-62(B) 18=-72(B) 19=-36(B) 20=-36(B) 21=-36(B) 22=-36(B) 23=39(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 property 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 ANSYTPl1 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 I russ Truss Type City Ply T22789564 77283 GRE Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4.00 F12 Run: 8.420 s Sep 14 2020 Pnnt: 8.430 s Nov 30 2020 MITek Industries, Inc. Wed Feb 10 14:43:26 2021 Page 1 ID:luptf?XWOPbi2TquAJrztDzmxuU-1 iFsWzojjpgnl bUSMgzaSdDS5FjrJPB1 UhPbdgzm WuV 7-" 12-0-0 3-0-0 4-&0 4x8 = 4x4 = 2 14 3 Scale = 1:19.8 4x4 = 3x5 = 7-" LOADING (ps, SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.06 6-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.11 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(CT) 0.03 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.08 6-9 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=941/0-10-9, 4=874/0-10-9 Max Horz 1=-40(LC 6) Max Uplift 1=-577(LC 8), 4=543(LC 8) PLATES GRIP MT20 244/190 Weight: 45 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-9 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-2047/1363, 2-13=-2033/1391, 2-14=-1938/1362, 3-14=-193811362, 3-15=-2002/1377, 4-15=-2020/1349 BOT CHORD 1-16=-1260/1927, 16-17=-1260/1927, 6-17=-1260/1927, 6-18=-1284/1968, 18-19=-1284/1968, 5-19=-1284/1968, 5-20=-1245/1898, 20-21=-1245/1898, 4-21=-1245/1898 WEBS 2-6=-258/451, 3-5=-252/449 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 577 lb uplift at joint 1 and 543 lb uplift at joint 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 lb down and 62 lb up at 1-6-8, 121 lb down and 76 lb up at 4-6-0. 40 lb down and 86 lb up at 6-0-0, and 121 lb down and 76 lb up at 7-6-0, and 123 lb down and 62 lb up at 10-5-8 on top chord, and 158 lb down and 93 lb up at 1-6-4, 60 lb down and 41 lb up at 1-6-8, 158 lb down and 93 lb up at 3-6-4, 122 lb down and 97 lb up at 4-4-7, 158 lb down and 93 lb up at 5-6-4, 20 lb down and 63 lb up at 6-0-0, 122 lb down and 97 lb up at 7-6-0, 158 lb down and 93 lb up at 7-6-4, and 158 lb down and 93 lb up at 9-6-4, and 60 lb down and 41 lb up at 10-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=54, 2-3=54, 3-4=54, 7-10=-20 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 Cert 6834 6904 Parke East Blvd. Tampa.FL 33610 Date: February 10,2021 ontinue o 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 MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Not 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 ANSI(rolf 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 I ruse Tcuss Type Qty Ply T22789564 77283 GRE Hip Girder 1 1 Job Reference (optional) chambers I rLLSS, Inc., i-on 1-ierce, FL Y11 ID:luptf?XWOPbi2TquAJrztDzmxuU-1 iFsWzojjpgnl bUSMgzaSdDS5FjrJPBI UhPbdgzmWuV LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-60(F) 5=-218(F=-60, B=-158) 14=6(F) 16=158(B) 17=-158(B) 18=-158(B) 19=10(F) 20=-158(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall �1• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek• 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 T22789565 77283 HV8 Valley 1 1 Job Reference (optional) Chambers Tmss, Inc., Fort Pierce, FL Run: 8.420 s Sep 14 2020 Pnnt: 8.430 s Nov 30 202o Mi I eK Inausines, mc. wea Yeo lu 14:43:ZI ZUZ1 rage 1 ID:Iuptf7XWOPbi2TquAJ rzlDzmxuU-VupFjJoLU7yefl3ewXVp7gmbRe6Y2u7AjL989Gzm WuU 1-9-0 3-5 4 4-6-12 6-3-0 8-0-0 1-9-0 1-8 4 1-1 8 1-8-4 1-9-0 4.00 12 4x4 = 3x4 i 4x4 = 2x3 11 2x3 11 3x4 Scale = 1:14.9 3-5-4 4-6-12 B-0.0 3-5-4 1-1-8 3-54 Plate Offsets (X Y)-- 12:0-3-0 Edgel [5:0-3-0 EdgeI LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-S Weight: 26 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. WEBS 2x4 SP No.3 REACTIONS. All bearings 8-0-0. (lb) - Max Horz 1=39(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 8, 7 except 1=108(LC 12), 6=-108(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 6, 8, 7 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-174/367, 2-3=-1641366, 3-4=-168/393, 4-5=-164/372, 5-6=1741371 BOT CHORD 1-8=-263/122, 6-7=-253/122 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MVVFRS (directional) and C-C Exterior(2E) 0-7-7 to 1-9-0, Interior(1) 1-9-0 to 3-5-4, Exterior(2E) 3-5-4 to 6-3-0, Interior(1) 6-3-0 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) 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) 8, 7 except Qt=lb) sealed by Velez, Joaquin, PE 1=108, 6=108. using a Digital Signature. LOAD CASE(S) Standard 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 Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119=20 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based onlyupon 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 propedy incorporate this design Into the overall• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' 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 ANS11TPI1, Quality Criteria, DSB-89 and SCSI 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 T22789566 77283 HVA Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Kun: 8AZU s pep 14 zUZU rnnl: e.4su s NOV aU zuzU M1 i ex mousmes, mu. Weu Fcb io w:vo:cr c„c - ye , ID:Iuptf7XWOPbi2TquAJrztDzmxuU-VupFjJoLU7yefl3ewXVp?gmere972tEAjL989Gzm WuU 13.2-8 14-9-8 28-0-0 13-2-8 1-7-0 13-2-8 Scale=1:46.5 4x4 = 4x4 = 3x4 15 14 13 12 11 10 9 3x4 3x6 = 13-2-8 1-7-0 13-2-8 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 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 124 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. WEBS 2x4 SP No.3 REACTIONS. All bearings 28-0-0. (lb) - Max Horz 1=272(LC 11) Max Uplift All uplift 100 lb or less atjoint(s) 1, 8, 13, 11 except 9=-354(LC 12), 10=-205(LC 12), 15=-354(LC 12), 14=205(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 8, 11 except 9=561(LC 18), 10=351(LC 18), 15=561(LC 17). 14=351(LC 17), 13=257(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 3-4=-144/287, 4-5=140/298, 5-6=-144/283 WEBS 7-9=-357/405, 6-10=-215/286, 2-15=-356/405, 3-14=-215/286 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=16ft; B=45ft; L=28ft; eave=4ft; 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 13-2-8, Exterior(2E) 13-2-8 to 14-9-8, Exterior(2R) 14-9-8 to 19-0-7, Interior(1) 19-0-7 to 27-4-9 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) Provide adequate drainage to prevent water ponding. This Item has been 5) All plates are 2x3 MT20 unless otherwise indicated. electronically Signed and 6) Gable requires continuous bottom chord bearing. Sealed by Velez, Joaquin, PE 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' using a Digital Signature. 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 Printed Copies of this will fit between the bottom chord and any other members, with BCDL = 10.Opsf. ;) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) 1, 8, 13, 11 except document are not considered (jt=lb) 9=354, 10=205, 15=354,14=205. signed and sealed and the signature must be verified LOAD CASE(S) Standard -- on any electronic copies. Joaquin Velez PE No.68182 M1Tek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tompa.FL 33610 Date: February 10,2021 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek� 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 ty Ply T22789567 77283 J1 JACK -OPEN ' 12 1 Job Reference (optional) Chambers Trdss, Inc., Fort Pierce, FL Kun: o.azu s sep 14 zuzu Prim: 8.430 s Nov 50 2020 mu uk hid—iii s, i— .4 rayc I D:luptf?XWO Pbi2TquAJ rztDzmxu U-z4 NdxfpzFQ4V GvdgTF02X21 ka2VpnLMKx?uiiizm WuT -1-4-0 1-0-0 r 1-4-0 1-0-0 Scale = 1:7.8 Plate Offsets (X Y)— [2:G-0-8 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 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/TPI2014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 6 lb FT = 20%u LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=-2/Mechanical, 2=166/0-8-0, 4=-14/Mechanical Max Horz 2=96(LC 12) Max Uplift 3=-2(LC 1), 2=-239(LC 12), 4=-14(LC 1) Max Grav 3=23(LC 12), 2=166(LC 1), 4=50(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-0-0 oc puriins. 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=16ft; B=45ft; L=24ft; eave=4ft; 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 (jt=lb) 2=239. LOAD CASE(S) Standard 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 Cert 6634 6904 Parke East Blvd, Tampa, FL 33610 Date: February 10,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based onlyupon parameters shown, and is for an individual building component, not Sal a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual tmss web and/or chord members only. Additional temporary and permanent bracing M iTek' 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 ANSVTP1l 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 T22789568 77283 J3 JACK -OPEN 13 1 Job Reference (optional) Chambers TrOss, Inc., Fort Pierce, FL Run: 8.42U s sep 14 zuzu i nnt: t1.43U s NOV JU 2uzu mt I eK Inaus ies, inc. wed Feb lu 14:45;26 zuc i rage i ID: I uptf?XWO Pbi2TquAJ rztDzmxu U-z4NdxfpzFQ4V GvdgTF02X21ka2TinLM Kx?ui iizm WuT -1-4-0 3-0-0 1-4-0 3-0-0 I6 T 0 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 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 FBC2020rTP12014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=60/Mechanical, 2=202/0-8-0, 4=30/Mechanical Max Horz 2=156(LC 12) Max Uplift 3=-74(LC 12), 2=-265(LC 12), 4=-55(LC 9) Max Grav 3=63(LC 17), 2=202(LC 1), 4=50(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=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 1-7-3, Interior(1) 1-7-3 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=265. LOAD CASE(S) Standard 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 Cert 6634 6.904 Parke East Blvd. Tampa, FL 33610 Date: February 10,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 ANShTFI1 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 T22789569 77283 J5 JACK -OPEN 28 1 Job Reference (optional) Chambers Tress, Inc., Fort Fierce, FL Run: 8.420 s Sep 14 2020 Print: 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 14:43:28 2021 Page 1 ID:luptf?XWOPbi2TquAJrztDzmxuU-z4NdxfpzFQ4VGvdgTF02X21mf2KSnLMKx?uiiizm WuT 1 4-0 5-0-0 1-410 5-0-0 Scale = 1:17.7 Plate Offsets (X Y)-- 12:0-0-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >517 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.82 Vert(CT) -0.05 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 FBC2020rrP12014 Matrix -MP Weight: 18 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. J REACTIONS. (lb/size) 3=116/Mechanical, 2=269/0-8-0, 4=56/Mechanical Max Horz 2=217(LC 12) Max Uplift 3=-149(LC 12), 2=-326(LC 12), 4=-94(LC 12) Max Grav 3=121(LC 17), 2=269(LC 1), 4=85(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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 1-7-3, Interior(1) 1-7-3 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. This Item has been 5) Refer to girder(s) for truss to truss connections. electronically Signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) sealed by Velez, Joaquin, PE 3=149, 2=326. using a Digital Signature. LOAD CASE(S) Standard 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.681k MiTek USA, Inc.,FL Cert 6834 6904 Parke East Blvd. Tampa,FL 33610 Date: February 10,2021 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 property 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 ANS/rrPlf 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 o russ Truss Type Qty Ply 722789570 77283 J7 Jack -Open 10 1 Job Reference (optional) Chambers Truss, Inc., FortPierce, FL 1-4-0 I 3x5 = Run: 8.420 s Sep 14 2020 Print: 8.430 S NOV 30 2020 MiTeK Industries, Inc. Wed Feb 10 14:43:29 Z021 Page 1 ID:luptt?XWOPbi2TquAJrzlDzmxuU-SHx?8_gbOkCMu3CO1 yXH4FrrZSliWncTAfeFE9zm WuS 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.08 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.18 4-7 >468 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 — - Horz(CT) -0.01 3 file n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Wind(LL) 0.21 4-7 >402 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=164/Mechanical, 2=340/0-8-0, 4=85/Mechanical Max Horz 2=278(LC 12) Max Uplift 3=-190(LC 12), 2=243(LC 12), 4=-13(LC 12) Max Grav 3=190(LC 17), 2=340(LC 1), 4=126(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:23.5 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 1-7-3, Interior(1) 1-7-3 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 (jt=lb) 3=190,2=243. LOAD CASE(S) Standard 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 Cert 6634 6904 Parke East Blvd. Tampa,FL 33610 Date: February 10,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/19/2020 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 property incorporate this design Into the overall q� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VYiTek� 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 ANSITTP11 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 TrussType Qty Ply T22789571 77283 JA Jack -Open 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL stun: 8.420 s Sep i4 zuzu Print: 8.430 s Nov au 2020 Mi T en industiles, Inc. ,,ed rev 10 W"J:emu U aga I D:luplf?XWOPbi2TquAJrztDzmxuU-SHx?8_gbOkCMu3CO1 yXH4FrvKSrYWncTAfeFE9zm WuS -1-4-0 2-0-7 1-4-0 2-0-7 Scale = 1:10.4 2-0-7 2-0-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=33/Mechanical, 2=175/0-8-0, 4=14/Mechanical Max Horz 2=126(LC 12) Max Uplift 3=-28(LC 9), 2=-202(LC 12) Max Grav 3=40(LC 17), 2=175(LC 1), 4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-13 to 1-7-3, Interior(1) 1-7-3 to 1-11-11 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) 3 except Qt=lb) 2=202. LOAD CASE(S) Standard 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-cert 6634 6904 Parke East Blvd. Tampa FL.33610 Date: February 10,2021 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 verity 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss I cuss Type Qty P y T22789572 77283 JA5 Jack -Open 6 1 Job Reference (optional) Chambers Tnrss, Inc., Fort Pierce, FL Kun: a.42U s Sep 14 ZUZU vnm: 6.44U s NOV au ZUZU MI I CK rn—Ines, Inc. vveu Feu ru w:vo.ov cvci Faye ID:luptf?XWOPbi2TquAJrztDzmxuU-wTVNLKrDn2KDWDnDbg2WdTO6us?BFEsdPJNombzm WuR 4-1 0-8 4-10-8 ADEQUATE SUPPORT 3,4 = REQUIRED 4-10-8 Scale = 1:17.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.02 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.05 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Wind(LL) 0.08 3-6 >757 240 Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. REACTIONS. (lb/size) 1=178/Mechanical, 2=119/Mechanical, 3=59/Mechanical Max Horz 1=148(LC 12) Max Uplift 1=-73(LC 12), 2=140(LC 12), 3=-13(LC 12) Max Grav 1=181(LC 17), 2=138(LC 17), 3=85(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. ll; 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 4-9-12 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) 1, 3 except (jt=lb) 2=140. LOAD CASE(S) Standard 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: February 10,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall' building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 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 T22789573 77283 JB Jack -Open 2 1 Job Reference (optional) Chambers Trv*ss, Inc., Fort Pierce, FL 1-5-0 Run: 8.420 s Sep 14 2020 Print: 8.430 s Nov W ZU20 MITeK Industries, Inc. wed "D I 14:43:3U ZUZI vage I ID:Iuptf7XWOPbi2TquAJrztDzmxuU-wTVNLKrDn2KDWDnDbg2WdTOI Ds92FEsdPJNombzm WuR 3-0-5 Scale = 1:12.4 3-0-5 3-05 Plate Offsets (X Y)-- [2:0-0-10 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.00 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.01 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/TPI2014 Matrix -MP Wind(LL) -0.01 4-7 >999 240 Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=60/Mechanical, 2=20910-8-0, 4=30/Mechanical Max Horz 2=151(LC 12) Max Uplift 3=-60(LC 12), 2=-213(LC 12), 4=-1(LC 9) Max Grav 3=70(LC 17), 2=209(LC 1), 4=50(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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 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 atjoint(s) 3, 4 except at=lb) 2=213. LOAD CASE(S) Standard 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 Cart 6634 6904 Parke East Blvd. Tampa.FL 33610 Date: February 10,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing T ek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Mi C fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 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 I russ cuss ype Qty Ply T22789574 77283 JC Jack -Open 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Run: 8.420 s Sep 14 2020 Print: 8.430 s Nov 30 2020 MiTeK Industries, Inc. Wed Feb 10 14:43:30 2021 Page 1 ID:lupff?XWOPbi2TquAJrztDzmxuU-wTVNLKrDn2KDWDnDbg2WdTO1 DsAfFEsdPJNombzmWuR -1-5-0 1-0-5 1-5-0 1-0-5 Scale = 1:7.7 rn Y 0 9 N O 1-0-5 r 1-0-5 Plate Offsets (X Y)— [2:0-4-2 0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 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 FBC2020rrP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-5 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-4/Mechanical, 2=175/0-8-0, 4=-16/Mechanical Max Horz 2=95(LC 12) Max Uplift 3=-4(LC 1), 2=-253(LC 12), 4=-16(LC 1) Max Grav 3=26(LC 12), 2=175(LC 1), 4=53(LC 12) 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 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 Ito uplift at joint(s) 3, 4 except (jt=lb) 2=253. LOAD CASE(S) Standard 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 Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 ® WARNING -Vedfy 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 my 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 ANSI/rPN Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sufe 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss -Type Qty Ply T22789575 77283 KJ3 Diagonal Hip Girder 2 1 Job Reference (optional) Chambers Tress, Inc., Fort Pierce, FL Kun: u.4zu s Sep 14 zuzu Ynn1: 0.4.6 5 im—JV 2626 Wi,-k umu id--, mc. cu i a i AuApV. , ID:lupff?XWOPbi2TquAJrztDzmxuU-Of3lZgrrXLT47NMP9NZ19gwLhGY9_h6mez7Ml1 zmWuQ -1-5-14 3-3-14 1-5-14 3-3-14 m v 0 Co 4 Scale = 1:12.6 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) -0.00 4-7 >999 240 Weight: 13 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=67/Mechanical, 2=22410-8-9, 4=33/Mechanical Max Horz 2=155(LC 8) Max Uplift 3=-67(LC 8), 2=-225(LC 8), 4=-1(LC 5) Max Grav 3=77(LC 25), 2=224(LC 1), 4=56(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins. BOT CHORD 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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=225. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 60 lb up at 2-5-0 on top chord, and 25 lb down and 1 lb up at 2-5-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert:9=1(B) 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 Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 property 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 ANSI1rPI1 Qualify 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 City Ply T22789576 77283 KJ5 DIAGONAL HIP GIRDER 4 1 Job Reference (optional) Chambers Tnbs, Inc., Fort Pierce, FL Kun: o.vzu s aep 19 zuzu rnm: a.nou s rvuv ou 4u2u im i en muww, mom. _u Gov 1u ,Y_.o , 4u4l .y_ ID:luptf?XWOPbi2TquAJrztDzmxuU-Of3lZgrrXLT47NMP9NZ19gwHmGUI_h6mez7M 11 zm WuQ -1-10-10 3-8-10 7-0-2 -10 1-10- 3-6-10 3-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.24 4-7 >348 240 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.18 4-7 >473 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPl2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD REACTIONS. (lb/size) 3=161/Mechanical, 2=379/0-10-15, 4=87/Mechanical Max Horz 2=215(LC 8) Max Uplift 3=-170(LC 8), 2=381(LC 8), 4=-134(LC 5) Max Grav 3=161(LC 1), 2=379(LC 1), 4=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.3 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; 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 (jt=lb) 3=170,2=381,4=134. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 120 lb down and 60 lb up at 1-6-1, 120 lb down and 60 lb up at 1-6-1, and 41 lb down and 95 lb up at 4-4-0, and 41 lb down and 95 lb up at 4-4-0 on top chord, and 119 lb down and 37 lb up at 1-6-1, 119 lb down and 37 lb up at 1-6-1, and 17 lb down and 4 lb up at 4-4-0, and 17 lb down and 4 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 11=-9(F=-5, B=-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 Cart 6634 6604 Parke East Blvd. Tampa,FL 33610 Date: February 10,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTekO 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 p pr building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1rP/1 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 ype ty Ply T22789577 77283 KJ7 Diagonal Hip Girder 2 1 Job Reference (optional) cnameers I nras, Inc., hon tierce, t-L muu. -4 P I » . ID:luptf?XWOPbi2TquAJrztDzmxuU-ssd7mOsTlfbwlXxbi44_iuTTMfp2j3wwsdsvrUzm WuP 1-10-10 5-1-9 9-10-1 1-10-10 5-1-9 4-8-7 Scale = 1:22.1 Vim» 3x4 = 5-1-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.10 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Weight: 42 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 7-7-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=128/Mechanical, 2=518/0-10-15, 5=326/Mechanical Max Horz 2=276(LC 8) Max Uplift 4=-174(LC 8), 2=435(LC 8), 5=-378(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-751/721, 11-12=-686/745, 3-12=679/732 BOT CHORD 2-14=-807/679, 14-15=-807/679, 7-15=807/679, 7-16=807/679, 6-16=-807/679 WEBS 3-7=-245/281, 3-6=737/876 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 jive load nonconcurrent with any other live loads. 4) ' This truss has been designed for a jive 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 (jt=lb) 4=174, 2=435, 5=378. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 120 lb down and 60 lb up at 1-6-1, 120 lb down and 60 lb up at 1-6-1. 41 lb down and 95 lb up at 4-4-0, 41 lb down and 95 lb up at 44-0, and 145 lb down and 179 lb up at 7-1-15, and 145 lb down and 179 lb up at 7-1-15 on top chord, and 56 lb down and 40 lb up at 1-6-1, 56 lb down and 40 lb up at 1-6-1, 17 lb down and 63 lb up at 4-4-0. 17 lb down and 63 lb up at 4-4-0, and 36 lb down and 108 lb up at 7-1-15, and 36 lb down and 108 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). -LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=20 Concentrated Loads (lb) Vert: 13=-80(F=-40, B=40) 15=-9(F=-5, B=-5) 16=-55(F=-27, B=-27) 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 Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 property 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 ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sufe 203 Waldorf, MD 20601 Tampa, FL 36610 Job russ cuss Type ty 7Job T22789578 77283 V4 Valley 2 Fy Reference (optional) Chambers Tnlas, Inc., Fort Aerce, FL Run: 8.420 s Sep 14 2020 Print: 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 14:43:33 2021 Page 1 ID:lupff?XWOPbi2TquAJrztDzmxuU-K2BW Mt63zjnNgWoGobDE5Og53B2Sbb35HcTNwzmWuO 2-M 4-60 2-M 2-M 3x4 i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 TCDL 7.0 Lumber DOL 1.25 BC 0.15 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=102/4-0-0, 3=102/4-0-0 Max Horz 1=-29(LC 10) Max Uplift 1=-65(LC 12), 3=65(1_13 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3x6 = 2 3x4 Scale = 1:7.6 DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) n/a - n/a 999 MT20 244/190 Vert(CT) n/a - n/a 999 Horz(CT) -0.00 3 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; 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. LOAD CASE(S) Standard 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 Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 ,till WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 my building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 quality Criteria, DSB-89 and SCSI 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 ly Ply T22789579 77283 V8 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce. FL Run: 8.420 s Sep 14 2020 Print: 8A30 s Nov 30 2020 MITek Industnes, Inc. Wea I-eb 10 14:43:33 ZOZI page 1 ID:Iupff7XWOPbi2TquAJrztDzmxuU-K2BW Mt63zjnNgWoGobDE5OWj3AOSay35HcTNwzmWuO 4-0-0 3x4 i 2x3 11 4x4 = 3x4 Scale = 1:15.0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.79 BC 0.19 WB 0.11 Matrix-P DEFL. in (loc) Udefl Ud Vert(LL) n/a n/a 999 Vert(CT) nla n/a 999 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 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. (lb/size) 1=125/8-0-0, 3=125/8-0-0, 4=250/8-0-0 Max Horz 1=-70(LC 10) Max Uplift 1=-100(LC 12). 3=100(LC 12), 4=-117(LC 12) Max Grav 1=125(LC 1), 3=131(LC 18), 4=250(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-176/354 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=16ft; B=45ft; L=24ft; eave=4ft; 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 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 (jt=lb) 1=100, 3=100, 4=117. This item has been electronically signed and LOAD CASE(S) Standard 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.Cort 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• 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 ANSI/rPlf 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 Type Qty Ply T22789580 77283 V12 Valley 1 1 a Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Run: 8.420 s Sep 14 2020 Print: 8.430 s Nov 30 2020 MITeK Industries, Inc. wed I-eb 1u 14:46:33 tun rage 1 ID: luptf?XWOPbi2TquAJrztDzmxuU-K2BWMt63zjnNgWoGobDE50dg366SZR35HcTNwzmWuO 6-0-0 12-0-0 6-0-0 6-0-0 Scale = 1:20.7 4x6 = 3x4 4 2x3 11 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid 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. (lb/size) 1=182/12-0-0, 3=182/12-0-0, 4=432/12-0-0 Max Horz 1=-112(LC 10) Max Uplift 1=-138(LC 12), 3=-138(LC 12), 4=-230(LC 12) Max Grav 1=184(LC 21), 3=195(LC 18), 4=432(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-281/467 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=16ft; B=45ft; L=24ft; eave=4ft; 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 (jt=lb) 1=138, 3=138, 4=230. This Item has been electronically signed and LOAD CASE(S) Standard 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 Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 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 MOW building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek' 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 ANSUTPH quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jo Truss ype Qly P yT22789581 71usssi Valley 1 1 _:1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Run: 8.420 s sap 14 zuzu Pnnt: 8.45u s Nov su 2020 ivi ex mausmes, Inc. vvea Feb 10 14:43:34 2021 ray. 1 I D:lupff?XWOPbi2TquAJrztDzmxuU-oEkuBiukgGre?g5_gV7SnJYmYTZIBOkCKxLOvMzm WuN 8-0-0 16-0-0 8-0-0 8-0-0 Scale = 1:26.6 4x4 = 3x4 i 8 7 b 3x4 2x3 11 2x3 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WE 0.14 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC20201rP12014 Matrix-S Weight: 58 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 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1=-154(LC 10) Max Uplift All uplift 100 lb or less at joints) 1, 5, 7 except 6=-273(LC 12), 8=273(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=251(LC 1), 6=362(LC 18), 8=362(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-6=-275/456, 2-8=-275/456 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=16ft; B=45ft; L=24ft; eave=4ft; 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, 7 except (jt=lb) 6=273, 8=273. This item has been electronically signed and LOAD CASE(S) Standard 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 Cart 8634 69D4 Parke East Blvd. Tampa FL 33810 Date: February 10,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 property Incorporate this design into the overall n building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V IiTek' 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 ANSI?PH 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 T22789582 77283 V20 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Run: 8.420 s Sep 14 2020 Print: 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Feb 10 14:43:34 2021 Page 1 ID:luptf?XWOPbi2TquAJrzlDzmxuU-oEkuBiukgGre?g5_gV7SnJYLTTfBORCKxLOvMzm WuN 10-0-0 20-0-0 10-0-0 10-0-0 Scale = 1:32.9 4x4 = 3x4 i 8 7 6 3x4 2x3 II 5x6 = 2x3 II 20-0-0 20-0-0 Plate Offsets (X,Y)— [7:0-3-0,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 75 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 20-0-0. (lb) - Max Horz 1=-195(LC 10) Max Uplift All uplift 100 lb or less at joints) 1, 5 except 6=366(LC 12), 8=-366(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 7 except 6=486(LC 18), 8=486(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-6=-360/518, 2-8=360/518 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=16ft; 6=45ft; L=24ft; eave=4ft; 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 10-0-0, Exterior(2R) 10-0-0 to 13-0-0, Interior(1) 13-0-0 to 19-4-9 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 (jt=lb) This item has been 6=366, 8=366. electronically signed and sealed by Velez, Joaquin, PE LOAD CASE(S) Standard 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.Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 property Incorporate this design into the overall�o building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M itek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1"Pl1 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 o Truss Truss Type city77Jb 722789583 77283 V24 Valley 1 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Run: 8.420 s Sep 14 2020 Print: 8.430 s Nov 30 2020 MITek Industries, Inc. Wed Feb 10 14:43:35 2021 Page 1 ID:luptf?XWOPbi2TquAJrztDzmxuU-GRIGP2vMbazVc_gAODehKW5_ltmdwTXMYb5ZSozm WuM 12-0-0 24-0-0 12-0-0 12-0-0 45 = Scale = 1:39.5 3x4 i 8 13 7 14 6 3x4 2x3 II 5x5 = 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S PLATES GRIP MT20 244/190 Weight: 89 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. All bearings 24-0-0. (lb) - Max Horz 1=-237(LC 10) Max Uplift All uplift 100 lb or less at joints) 1, 5, 7 except 6=-422(LC 12), 8=-422(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 5 except 7=536(LC 17), 6=669(LC 18), 8=669(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-10=-157/271, 3-10=-120/282, 3-11=120/273, 4-11=-141/262 WEBS 3-7=-255/152, 4-6=429/552, 2-8=-429/552 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=16ft; B=45ft; L=24ft; eave=4ft; 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 12-0-0, Exterior(2R) 12-0-0 to 15-0-0, Interior(1) 15-0-0 to 23-4-9 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 nonccncurrent 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 This Item has been will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 5, 7 except (jt=lb) electronically signed and 6=422, 8=422. sealed by Velez, Joaquin, PE LOAD CASE(S) Standard 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 Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 10,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parametersshown, and is for an Individual building component, not a tmss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall H V _ building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek� 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 ANS11TPI1 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 Symbols PLATE LOCATION AND ORIENTATION 14-1 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-11fi , - -I- For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint Ft number where bearings occur. Min size shown is for crushing only. Industry Standards: aNSI/TPH: National Design Specification for Metal Plate Connected Wood Truss Construction. QSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. C1 of O U a. O H Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 0 Of O r U 0- 0 F JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTekO All Rights Reserved Bill MiTek MITek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 ® General Safety (Votes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pur ins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIrrPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those avressly stated.