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HomeMy WebLinkAboutTruss Seals1M1M1M1M1MOPENTOP OF BEAM11'-8" ELEV.9'-0" ELEV.HG1T1T2H1T3T3T3T3T3TG1H2H3H1T3T3T3T3T3T3J7BHG2H4CJ7CJ7J5AJ5AJ1J3J1J3J5AJ5AJ1J3J1J3T4T4CJ9J1J3J5J1J3J5J7CJ9J1J3J5J1J3J5J7CJ9J1J3J5J1J3J5J7J7J7J7J7J7J7J7J7J7HG3CJ4CJ4J3AJ1J1J3AJ1J1T5T6PB1V2V4V614' 8"15' 4"30' 0"5' 8"49' 4"8"55' 8"55' 0" 8"55' 8"11' 8" 7' 0" 11' 4"30' 0"6' 4"7' 0" 1' 4"7' 0" 5' 0" 1' 8"10"3' 0" JOSE MARTINEZ, P.E.Consulting Engineer Civil/Structural24 E. 5th StreetHialeah, FL 33010(Florida P.E. 031509)4803 MATANZAS AVE.CJVSHOP DRAWING APPROVALI HAVE VERIFIED ALL DIMENSIONS, TRUSS LAYOUT, OVERHANG DETAILS, NUMBER OF TRUSSES,PITCH, AND BEARING WALL LOCATIONS, AND APPROVE THEM AS SHOWN.DATE _______________BY ____________________________ AND/OR _____________________DATE:REVISION OF THIS SHOP DRAWING BY PROFESSIONAL ENGINEER IS INCOMPLIANCE OF POLICYNO. 5 METRO DADE COUNTY BUILDING AND ZONING DEPARTMENT EXCEPT FOR ALL BUILDINGCOMPONENTS NOT FABRICATED BY FORT DALLAS TRUSS CO. REFER TO ARCHITECT ORENGINEER FOR COMPLETE CORRELATION OF THE INFORMATION PROVIDED IN THIS SHOPDRAWING WITH ALL OTHER TRADES, STRUCTURAL BEAMS, WALLS AND FOUNDATIONREQUIREMENTS OF THE FBC.CHECKED BY:3ALL TRUSSES SPACE 24" O.C. UNLESS OTHERWISE SPECIFIED.NOTE: LABELING TRUSSES IS A SERVICE, NOT A REQUIREMENT. ENGINEEREDDRAWINGS SUPERSEDES LABELING OF TRUSSES. IT IS THE RESPONSIBILITY OF THEBUILDER TO UTILIZE ENGINEERED DRAWINGS WHEN ERECTING THE TRUSSES.THIS TRUSS PLACMENT DIAGRAMIS FOR THE USE OF THE BRICATOR,GENERAL CONTRACTOR, ANDTRUSS ERECTION CONTRACTOR. ITIS NOT INTENDED TO BE SSUBSTITUTE FOR A FRAMING PLAN,WHICH IS THE RESPONSIBILITY OFTHE ARCHITECT OR ENGINEER OFRECORD TO PROVIDE. FORHANDLING AND ERECTION REFERTO TPI BULLETIN BCSI B-1.APP:FT. PIERCE, FL.10-8-21 GC21J11SHEATHING UNDER ALLVALLEY SETS BY BLDR.SEALOLD BUILDERS, LLC.CUSTOMER:JOB NAME:JOB ADDRESS:SALESPERSON:MODEL:LEGALADDRESS:NEW RESIDENCEUPLIFT CONNECTORS TO TRUSSES AND GIRDER TRUSSES ISTHE RESPONSIBLITY OF THE ENGINEER, ARCHITECT, OR GC.NOT THE FABRICATOR. DO NOT CUT OR ALTER TRUSSESBEFORE NOTIFYING AND/OR APPROVAL IN WRITING BY FORTDALLAS TRUSS CO.DRAWING NUMBER:DRAWN BY:**ATTENTION BUILDER**ALL DIMENSIONS,OVERHANGS, PITCH, ETCTO BE CHECKEDBEFORE ORDERING TRUSSESIT IS YOUR RESPONSIBLITYTO CHECK OUR TRUSS PLANSTATEMENT in my professionaljudgement and to best of myknowledge and belief, these trussspecifications comply withapplicable building codes.2ALL NECESSARY REPAIRS TO TRUSSESMUST BE REPORTED TO FORT DALLASTRUSS CO. WITHIN 48 HOURS OFDISCOVERY. TRUSS LAYOUT IS APLACEMENT PLAN ONLY.FOR TRUSSES HAVING AN OVERALL LENGTH OF 35 FEET (10.7m) OR 6 FEET (1.8m)OVERALL HEIGHT. ERECTION SHALL BE SUPERVISED BY EITHER A REGESTIREDPROFESSIONAL ENGINEER OR REGISTERED ARCHITECT RETAINED BYTHECONTRACTOR.INSTALLATIONANDUSE:DO NOT CUT OR ALTERTRUSSES. DO NOT INSTALL OR USED DAMAGEDTRUSSES AND REPORT ANY DAMAGED TRUSSESTO FABRICATOR. PROPER INSTALLATION AND USEOF THESE COMPONENTS IS THE SOLERESPONSIBILITY OF THOSE PERSONS INSTALLINGAND USING THESE COMPONENTS. FORT DALLASCO., LLC, IS NOT RESPONSIBLE FOR THE IABILITIESTHAT MAY RESULT FROM FIELD STORAGE, MISUSE,OR IMPROPER INSTALLATION OF THESECOMPONENTS, WHICH MAY RESULT FAILURES,BODILY INJURY, AND LOSS OF PROPERTY AND/ORLIFE. TRUSSES MUST BE INSTALLED BYCONTRACTORS WITH SUFFICIENT EXPERIENCE INTRUSS INSTALLATION AND HANDLING.14USP HJC26 CJ9,CJ7,CJ4USP HUS26 T4,H4,J7B10-8-21 AH(305)667-67977035 S.W. 44TH STREETMIAMI, FL. 33155FABRICATORS OF ROOF & FLOOR WOOD TRUSSESWWW.BESTTRUSS.COMFAX (305)667-67971-800-273-1034COMPANY, LLC.RUSSDALLASFORBAHAMASANDTHECARIBEANSSERVINGSOUTHFLORIDA,THE!!! IMPORTANT NOTE !!!ERECTING ROOF TRUSSES IS A COMPLEX TASK TO BEPERFORMED BY EXPERIENCED PROFESSIONALS. FORT DALLAS TRUSS CO. EXPECTS THETRUSS ERECTION PERSON TO THOROUGHLY PREP THESE TRUSSES BEFORE ERECTING THEM.NO CONSIDERATION WILL BE MADE BY FORT DALLAS TRUSS CO. FOR LOSS OF TIME ORADDITIONAL CRANE USAGE. FORT DALLAS TRUSS CO. WILL BE RESPONSIBLE ONLY FORREPLACING OR REPAIRING DAMAGED TRUSSES OR THOSE WITH MANUFACTURING DEFECTSOR DO NOT CONFORM TO APPROVED LAYOUT.NORMALLY ALL TRUSSES ARE SPACED24" O.C.NOTE:ALL UPLIFT CONNECTION TO TRUSSESAND GIRDER TRUSSES IS THERESPONSIBILITY OF ENG., ARCH., ORGENERAL CONTRACTORSPECIAL HANGERS BY PURCHASER OFTRUSS PACKAGE*PLEASE REFER TO INDIVIDUAL ENGINEERING SHEETSFOR NUMBER OF PLIES AND NAILING/BOLTINGPATTERN REQUIRED FOR GIRDER TRUSSES. SET-BACKFOR HIPS, ETC.HANGER MANUF.HANGER LISTTRUSS I.D.ALL HANGERS IN THIS TABLE MUST BENAILED TO ITS FULL CAPACITY, WITH NAILSOR BOLTS AS REQUIRED BY SPECIFICHANGER.HANGER I.D.TRUSSES ARE DESIGNED INACCORANCE WITH FBC 2017 UNLESSOTHERWISE SPECIFIED30.0PLATE STRESS INCREASE:MPHTOP CHORD LIVE:CBOTTOM CHORD DEAD:EXPOSURE CATEGORY:TOP CHORD LIVE:IMPORTANCE FACTOR:15.01.001.00LUMBER STRESS INCREASE:1.60COMPONENTS/CLADDING ASCE 7-10WIND LOAD DURATION FACTOR:TRUSS LOADING CONDITONSWIND DESIGN VELOCITY:LUMBER STRESS INCREASE:N/A175PLATE STRESS INCREASE:N/ATOTAL LOAD:1.33TOTAL LOAD:FLOOR TRUSS55.0N/A10.0N/AN/AN/ABUILDING CATEGORY:TOP CHORD DEAD:IIROOF TRUSSBOTTOM CHORD DEAD:TOP CHORD DEAD:28DIFFERENT TRUSS DESIGNSCALE = 3/16" = 1'-0"ROOF AREA: 1859.3 SQ. FT.CORNER SET SPACING(TYP.)1'-0"2'-0"1'-0"2'-0"4.0TRUSS END DETAILAPPROVED TRUSS ANCHOR BY BUILDERSQUARE CUT OVERHANGHEEL HEIGHT = 2x4 STDBOTTOM = 2x4 MINTOP = 2x4 MINN/A1'-0"6 "1212 21J11: NEW RESIDENCE 28 Re : Roof Load:Floor Load: This package includes individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet 55.0 psf Lot/Block: OLD BUILDERS, LLC.Job Name :NEW RESIDENCE Subdivision : Site Information: FT. PIERCE St: FL Zip: 34946 4803 MATANZAS AVE. Design Code:FBC2017/TPI2014 Wind Code:Wind Speed:175 mph N/A Fort Dallas Truss Company, LLC. 7035 SW 44th ST Miami, FL 33155 Tel: (305) 667-6797 Fax: (305) 667-0592 Project Customer: Site Name: Site Address: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. Design Program:8.42 Apr 29 2021 ASCE7-10 C-C for members and forces & MWFRS for reactions No.Date Truss ID#Seal# 1 10/25/21 CJ4 A0081912 2 10/25/21 CJ7 A0081913 3 10/26/21 CJ9 A0081914 4 10/25/21 H1 A0081915 5 10/25/21 H2 A0081916 6 10/25/21 H3 A0081917 7 10/25/21 H4 A0081918 8 10/25/21 HG1 A0081919 9 10/26/21 HG2 A0081920 10 10/25/21 HG3 A0081921 11 10/25/21 J1 A0081922 12 10/25/21 J3 A0081923 13 10/25/21 J3A A0081924 14 10/25/21 J5 A0081925 15 10/25/21 J5A A0081926 16 10/25/21 J7 A0081927 17 10/25/21 J7B A0081928 18 10/25/21 PB1 A0081929 19 10/25/21 T1 A0081930 No.Date Truss ID#Seal# 20 10/25/21 T2 A0081931 21 10/25/21 T3 A0081932 22 10/25/21 T4 A0081933 23 10/25/21 T5 A0081934 24 10/25/21 T6 A0081935 25 10/25/21 TG1 A0081936 26 10/25/21 V2 A0081937 27 10/25/21 V4 A0081938 28 10/25/21 V6 A0081939 Page 1 of 1 Engineers Name Date The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. 240 NW 57 CT. MIAMI, FL 33126 OLD BUILDERS, LLC. (305) 967-3758 095301378 21J11 JAVIER VILLEGAS 1 NEW RESIDENCE 10/26/21 10:50:42 FT. PIERCE, FL 34946 4803 MATANZAS AVE. Delivery Project: Model: Contact:Site:Office: Name: Phone: Fax: Block No: Lot No: To: Deliver To: Job Number: Page: Date: Account No: Designer: Salesperson: Quote Number: Fort Dallas Truss Co. LLC. 7035 SW 44 St. Miami, FL. 33155 (305) 667-6797 Fax: (305) 667-0592 P.O. Number: / Qty:Truss Type:Span:Truss Id:Profile:LOH ROHSlope CJ4 DIAGONAL HIP04-02-03 OA Hght: 01-10-00 2 X 4 / 2 X 4 01-05-00 2 2.83 1 CJ7 DIAGONAL HIP07-00-02 OA Hght: 02-06-00 2 X 4 / 2 X 4 01-05-00 2 2.83 2 CJ9 DIAGONAL HIP09-10-01 OA Hght: 03-02-00 2 X 4 / 2 X 4 01-05-00 3 2.83 3 H1 HIP30-00-00 OA Hght: 05-02-05 2 X 4 / 2 X 4 01-00-0001-00-00 2 4.00 4 H2 HIP30-00-00 OA Hght: 03-10-05 2 X 4 / 2 X 4 01-00-0001-00-00 1 4.00 5 H3 HIP30-00-00 OA Hght: 04-06-05 2 X 4 / 2 X 4 01-00-0001-00-00 1 4.00 6 H4 HIP15-06-00 OA Hght: 03-02-05 2 X 4 / 2 X 4 01-00-00 1 4.00 7 HG1 HIP GIRDER30-00-00 OA Hght: 03-02-05 2 X 4 / 2 X 6 01-00-0001-00-00 1 4.00 8 HG2 HIP GIRDER15-04-00 OA Hght: 02-06-05 2 X 4 / 2 X 6 01-00-0001-00-00 1 4.00 9 HG3 HIP GIRDER07-00-00 OA Hght: 01-10-05 2 X 4 / 2 X 6 01-00-0001-00-00 1 4.00 10 J1 CORNER JACK01-00-00 OA Hght: 01-02-05 2 X 4 / 2 X 4 01-00-00 14 4.00 11 J3 CORNER JACK03-00-00 OA Hght: 01-10-05 2 X 4 / 2 X 4 01-00-00 10 4.00 12 J3A JACK-OPEN03-00-00 OA Hght: 01-10-05 2 X 4 / 2 X 4 01-00-00 2 4.00 13 J5 CORNER JACK05-00-00 OA Hght: 02-06-05 2 X 4 / 2 X 4 01-00-00 6 4.00 14 J5A JACK-OPEN05-00-00 OA Hght: 02-06-05 2 X 4 / 2 X 4 01-00-00 4 4.00 15 J7 JACK-PARTIAL07-00-00 OA Hght: 03-02-05 2 X 4 / 2 X 4 01-00-00 12 4.00 16 J7B JACK-CLOSED07-00-00 OA Hght: 02-07-15 2 X 4 / 2 X 6 1 4.00 17 PB1 PIGGYBACK07-00-00 OA Hght: 01-05-08 2 X 4 / 2 X 4 1 4.00 18 T1 ROOF SPECIAL30-00-00 OA Hght: 04-08-05 2 X 4 / 2 X 4 01-00-0001-00-00 1 4.00 19 240 NW 57 CT. MIAMI, FL 33126 OLD BUILDERS, LLC. (305) 967-3758 095301378 21J11 JAVIER VILLEGAS 2 NEW RESIDENCE 10/26/21 10:50:44 FT. PIERCE, FL 34946 4803 MATANZAS AVE. Delivery Project: Model: Contact:Site:Office: Name: Phone: Fax: Block No: Lot No: To: Deliver To: Job Number: Page: Date: Account No: Designer: Salesperson: Quote Number: Fort Dallas Truss Co. LLC. 7035 SW 44 St. Miami, FL. 33155 (305) 667-6797 Fax: (305) 667-0592 P.O. Number: / Qty:Truss Type:Span:Truss Id:Profile:LOH ROHSlope T2 ROOF SPECIAL30-00-00 OA Hght: 04-08-05 2 X 4 / 2 X 4 01-00-0001-00-00 1 4.00 20 T3 COMMON30-00-00 OA Hght: 05-10-05 2 X 4 / 2 X 4 01-00-0001-00-00 11 4.00 21 T4 COMMON15-06-00 OA Hght: 03-05-00 2 X 4 / 2 X 4 01-00-00 2 4.00 22 T5 COMMON07-00-00 OA Hght: 02-00-05 2 X 4 / 2 X 4 01-00-0001-00-00 1 4.00 23 T6 COMMON07-00-00 OA Hght: 01-09-15 2 X 4 / 2 X 4 01-00-1301-00-13 1 4.00 24 TG1 ROOF SPECIAL30-00-00 OA Hght: 03-05-00 2 X 4 / 2 X 6 01-00-0001-00-00 1 4.00 25 V2 VALLEY02-00-00 OA Hght: 00-08-00 2 X 4 / 2 X 4 1 4.00 26 V4 VALLEY04-00-00 OA Hght: 01-04-00 2 X 4 / 2 X 4 1 4.00 27 V6 VALLEY06-00-00 OA Hght: 02-00-00 2 X 4 / 2 X 4 1 4.00 28 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) Engineers Name Date Job 21J11 Truss CJ4 Truss Type DIAGONAL HIP GIRDER Qty 2 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081912 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:53:57 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-xsa8RxJrFnKb5y7desifneycZ1Rbz3d0yZcnX1yPaNu Scale = 1:10.8 T1 No.2 - W1 No.3 - B1 No.2 - O1 No.3 - 1 2 3 4 6 5 8 9 2x4 2x4 2x4 3x4 4-2-3 4-2-3 -1-5-0 1-5-0 4-2-3 4-2-3 0-3-151-3-122.83 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 NO FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.43 0.54 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.04 -0.06 0.00 (loc) 2-6 2-6 l/defl >999 >755 n/a L/d 360 180 n/a PLATES MT20 Weight: 18 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=110/Mechanical, 2=251/0-10-15 (min. 0-1-8) Max Horz 2=154(LC 6) Max Uplift6=-155(LC 6), 2=-329(LC 6) Max Grav 6=263(LC 16), 2=293(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-126/256 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 6 and 329 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-8=-90, 3-4=60(F=90) Trapezoidal Loads (plf) Vert: 2=-9(F=5, B=5)-to-5=-117(F=-48, B=-48) Job 21J11 Truss CJ7 Truss Type Diagonal Hip Girder Qty 2 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081913 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:53:59 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-uEivsdL5nOaJKFH?lHk7s31uHr7fRxnIPt5ubwyPaNs Scale: 3/4"=1' T1 No.2 - W2 No.3 - B1 No.2 - W1 No.3 - O1 No.3 - 1 2 3 4 5 8 7 6 10 11 12 2x4 3x4 3x4 3x4 2x4 2x4 7-0-2 7-0-2 -1-5-0 1-5-0 3-11-0 3-11-0 7-0-2 3-1-2 0-3-151-11-122.83 12 Plate Offsets (X,Y)-- [4:0-2-0,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 NO FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.67 0.56 0.15 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.08 -0.12 0.00 (loc) 2-8 2-8 7 l/defl >920 >644 n/a L/d 360 180 n/a PLATES MT20 Weight: 29 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)7=422/Mechanical, 2=376/0-10-15 (min. 0-1-8) Max Horz 2=237(LC 6) Max Uplift7=-234(LC 8), 2=-304(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-209/421 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint 7 and 304 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-10=-90, 4-5=60(F=90) Trapezoidal Loads (plf) Vert: 2=-9(F=5, B=5)-to-6=-194(F=-87, B=-87) Job 21J11 Truss CJ9 Truss Type Diagonal Hip Girder Qty 3 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081914 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:00 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-MQGH3yMjYiiAyPrCJ?FMPGa2OEOuAJGSeWrR7MyPaNr Scale = 1:20.8 T1 No.2 - W3 No.3 - B1 No.2 - W1 No.3 - W2 No.3 - O1 No.3 - 1 2 3 4 5 8 7 6 10 11 12 13 2x4 2x4 3x6 3x4 3x4 2x4 5-3-15 5-3-15 9-10-1 4-6-1 -1-5-0 1-5-0 5-3-15 5-3-15 9-10-1 4-6-1 0-3-152-7-122.83 12 Plate Offsets (X,Y)-- [7:0-2-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 NO FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.71 0.88 0.46 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.10 -0.12 0.02 (loc) 7-8 7-8 7 l/defl >999 >889 n/a L/d 360 180 n/a PLATES MT20 Weight: 45 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-5-15 oc bracing. REACTIONS.(lb/size)7=870/Mechanical, 2=586/0-10-15 (min. 0-1-8) Max Horz 2=312(LC 6) Max Uplift7=-455(LC 8), 2=-416(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1276/699 BOT CHORD 2-12=-654/1229, 8-12=-654/1229, 8-13=-654/1229, 7-13=-654/1229 WEBS 3-8=-411/735, 3-7=-1178/626 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 455 lb uplift at joint 7 and 416 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-10=-90, 4-5=60(F=90) Trapezoidal Loads (plf) Vert: 2=-9(F=5, B=5)-to-6=-272(F=-126, B=-126) Job 21J11 Truss H1 Truss Type Hip Qty 2 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081915 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:02 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-IpO1UeNz3JyuBj?aQQIqUhfP122zeEel5qKYCFyPaNp Scale = 1:57.3 T2 No.2 - T3 No.2 - T2 No.2 - B1 No.2 - W1 No.3 - W2 No.3 - W3 No.3 - W4 No.3 - W5 No.3 - W4 No.3 - W3 No.3 - W2 No.3 - W1 No.3 - O1 No.3 - O1 No.3 - T1 No.2 - T1 No.2 - B1 No.2 - B2 No.2 - HW1 No.3 - HW1 No.3 - O2 No.3 - O2 No.3 - 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 23 24 25 26 27 28 3x4 4x5 4x8 3x4 3x10 3x4 3x4 3x4 5x6 WB3x4 2x4 3x4 3x8 3x4 3x4 3x4 2x4 2x4 2x4 5x6 WB 3x10 3x4 3x4 3x4 6-10-14 6-10-14 13-0-0 6-1-2 17-0-0 4-0-0 23-1-2 6-1-2 30-0-0 6-10-14 -1-0-0 1-0-0 4-10-8 4-10-8 8-11-4 4-0-12 13-0-0 4-0-12 17-0-0 4-0-0 21-0-12 4-0-12 25-1-8 4-0-12 30-0-0 4-10-8 31-0-0 1-0-0 0-3-154-7-150-3-154-7-154.00 12 Plate Offsets (X,Y)-- [2:0-0-9,0-1-8], [7:0-5-4,0-2-0], [11:0-0-9,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.70 0.97 0.40 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.31 -0.47 0.14 (loc) 17-19 14-16 11 l/defl >999 >749 n/a L/d 360 180 n/a PLATES MT20 Weight: 164 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 - 3-10-10, Right 2x4 SP No.3 -\ 3-10-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 5-2-14 oc bracing: 16-17. REACTIONS.(lb/size)2=1743/0-8-0 (min. 0-2-1), 11=1743/0-8-0 (min. 0-2-1) Max Horz 2=173(LC 10) Max Uplift2=-1020(LC 6), 11=-1020(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-4000/2105, 3-23=-3928/2118, 3-4=-3704/1991, 4-5=-3596/1998, 5-6=-2854/1698, 6-24=-2666/1672, 7-24=-2666/1672, 7-8=-2853/1698, 8-9=-3596/1998, 9-10=-3704/1991, 10-25=-3928/2119, 11-25=-4001/2106 BOT CHORD 2-26=-2012/3690, 20-26=-2012/3690, 19-20=-2012/3690, 18-19=-1671/3254, 17-18=-1671/3254, 17-27=-1278/2665, 16-27=-1278/2665, 15-16=-1644/3254, 14-15=-1644/3254, 13-14=-1873/3690, 13-28=-1873/3690, 11-28=-1873/3690 WEBS 3-19=-305/338, 5-19=-160/448, 5-17=-755/559, 6-17=-229/535, 7-16=-280/539, 8-16=-756/559, 8-14=-161/449, 10-14=-305/338 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-1-6 to 1-10-10, Interior(1) 1-10-10 to 8-9-1, Exterior(2) 8-9-1 to 21-0-12, Interior(1) 21-0-12 to 28-1-6, Exterior(2) 28-1-6 to 31-1-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1020 lb uplift at joint 2 and 1020 lb uplift at joint 11. 7) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss H2 Truss Type Hip Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081916 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:03 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-m?yQh_Ocqd4lptam_7p31vCVXSOuNgwuKU35khyPaNo Scale = 1:56.3 T1 No.2 - T2 No.2 - T1 No.2 - B1 No.2 - W1 No.3 - W2 No.3 - W3 No.3 - W4 No.3 - W3 No.3 - W4 No.3 - W3 No.3 - W2 No.3 - W1 No.3 - O1 No.3 - O1 No.3 - B1 No.2 - B2 No.2 - 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 19 20 21 22 23 24 25 26 27 28 2x4 4x8 4x8 2x4 3x8 4x5 3x4 2x4 3x4 3x8 2x4 3x4 3x4 2x4 4x5 3x8 4-10-14 4-10-14 9-0-0 4-1-2 15-0-0 6-0-0 21-0-0 6-0-0 25-1-2 4-1-2 30-0-0 4-10-14 -1-0-0 1-0-0 4-10-14 4-10-14 9-0-0 4-1-2 15-0-0 6-0-0 21-0-0 6-0-0 25-1-2 4-1-2 30-0-0 4-10-14 31-0-0 1-0-0 0-3-153-3-150-3-153-3-154.00 12 Plate Offsets (X,Y)-- [2:0-4-0,Edge], [4:0-5-4,0-2-0], [6:0-5-4,0-2-0], [8:0-4-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.97 0.93 0.46 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.44 -0.61 0.17 (loc) 13 13 8 l/defl >799 >577 n/a L/d 360 180 n/a PLATES MT20 Weight: 145 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS.(lb/size)2=1743/0-8-0 (min. 0-2-1), 8=1743/0-8-0 (min. 0-2-1) Max Horz 2=-124(LC 15) Max Uplift2=-1064(LC 6), 8=-1064(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-4020/2231, 3-19=-3948/2245, 3-4=-3493/2060, 4-20=-3977/2409, 5-20=-3977/2409, 5-21=-3977/2409, 6-21=-3977/2409, 6-7=-3493/2060, 7-22=-3948/2245, 8-22=-4020/2231 BOT CHORD 2-23=-2058/3710, 16-23=-2058/3710, 16-24=-2058/3710, 15-24=-2058/3710, 14-15=-1736/3274, 14-25=-1736/3274, 13-25=-1736/3274, 13-26=-1711/3274, 12-26=-1711/3274, 11-12=-1711/3274, 11-27=-1979/3710, 10-27=-1979/3710, 10-28=-1979/3710, 8-28=-1979/3710 WEBS 3-16=0/269, 3-15=-500/386, 4-15=-104/385, 4-13=-564/964, 5-13=-609/507, 6-13=-564/964, 6-11=-104/385, 7-11=-500/388, 7-10=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-1-6 to 1-10-10, Interior(1) 1-10-10 to 4-9-1, Exterior(2) 4-9-1 to 13-2-15, Interior(1) 13-2-15 to 16-9-1, Exterior(2) 16-9-1 to 25-1-2, Interior(1) 25-1-2 to 28-1-6, Exterior(2) 28-1-6 to 31-1-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1064 lb uplift at joint 2 and 1064 lb uplift at joint 8. 7) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss H3 Truss Type Hip Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081917 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:05 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-iO3A6gPsMEKS2Ak96YrX6KHtoFBprZ6BooYCpayPaNm Scale = 1:56.3 T1 No.2 - T2 No.2 - T1 No.2 - B1 M 31 - W1 No.3 - W2 No.3 - W3 No.3 - W4 No.3 - W4 No.3 - W3 No.3 - W2 No.3 - W1 No.3 - O1 No.3 - O1 No.3 - O2 No.3 - B1 M 31 - B2 M 31 - O2 No.3 - 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 18 19 20 21 22 23 24 25 26 2x4 4x5 4x5 2x4 3x8 5x6 WB 3x4 2x4 3x8 3x4 3x8 3x4 2x4 5x6 WB 3x8 5-10-14 5-10-14 11-0-0 5-1-2 19-0-0 8-0-0 24-1-2 5-1-2 30-0-0 5-10-14 -1-0-0 1-0-0 5-10-14 5-10-14 11-0-0 5-1-2 15-0-0 4-0-0 19-0-0 4-0-0 24-1-2 5-1-2 30-0-0 5-10-14 31-0-0 1-0-0 0-3-153-11-150-3-153-11-154.00 12 Plate Offsets (X,Y)-- [2:0-4-0,Edge], [8:0-4-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.80 0.45 0.48 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.31 -0.49 0.13 (loc) 12-13 12-13 8 l/defl >999 >713 n/a L/d 360 180 n/a PLATES MT20 Weight: 146 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-13 oc bracing. REACTIONS.(lb/size)2=1743/0-8-0 (min. 0-1-8), 8=1743/0-8-0 (min. 0-1-8) Max Horz 2=-148(LC 15) Max Uplift2=-1044(LC 6), 8=-1044(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-4008/2212, 3-18=-3928/2229, 3-19=-3206/1901, 4-19=-3126/1915, 4-5=-2989/1893, 5-6=-2989/1893, 6-20=-3126/1915, 7-20=-3206/1901, 7-21=-3928/2229, 8-21=-4008/2212 BOT CHORD 2-22=-2013/3697, 15-22=-2013/3697, 15-23=-2013/3697, 14-23=-2013/3697, 13-14=-2013/3697, 13-24=-1702/3182, 12-24=-1702/3182, 11-12=-1960/3697, 11-25=-1960/3697, 10-25=-1960/3697, 10-26=-1960/3697, 8-26=-1960/3697 WEBS 3-15=0/295, 3-13=-802/597, 4-13=-269/612, 5-13=-451/328, 5-12=-451/327, 6-12=-268/612, 7-12=-802/599, 7-10=0/295 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-1-6 to 1-10-10, Interior(1) 1-10-10 to 6-9-1, Exterior(2) 6-9-1 to 23-2-15, Interior(1) 23-2-15 to 28-1-6, Exterior(2) 28-1-6 to 31-1-6 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1044 lb uplift at joint 2 and 1044 lb uplift at joint 8. 7) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss H4 Truss Type HIP Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081918 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:06 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-BadYK0QU7YSJgKJLfFMneXq?gfP3a5iK0SImL0yPaNl Scale = 1:28.2 T1 No.2 - T2 No.2 - T3 M 31 - B1 No.2 - W1 No.3 - W2 No.3 - W1 No.3 - O1 No.3 - B2 No.2 - 1 2 3 4 5 8 7 6 10 11 12 13 14 15 2x4 4x8 4x8 3x6 3x6 3x4 2x4 3x4 7-0-0 7-0-0 8-4-0 1-4-0 15-6-0 7-2-0 -1-0-0 1-0-0 7-0-0 7-0-0 8-4-0 1-4-0 15-6-0 7-2-0 0-3-152-7-150-3-42-7-154.00 12 Plate Offsets (X,Y)-- [2:0-2-2,Edge], [3:0-5-4,0-2-0], [5:0-4-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.98 0.96 0.14 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.10 -0.29 0.04 (loc) 5-7 5-7 5 l/defl >999 >616 n/a L/d 360 180 n/a PLATES MT20 Weight: 60 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 *Except* T3: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS.(lb/size)5=825/Mechanical, 2=967/0-8-0 (min. 0-1-8) Max Horz 2=112(LC 10) Max Uplift5=-443(LC 7), 2=-596(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1586/980, 10-11=-1513/983, 3-11=-1485/998, 3-12=-1444/1075, 4-12=-1444/1075, 4-5=-1594/1026 BOT CHORD 2-13=-807/1399, 8-13=-807/1399, 8-14=-806/1405, 7-14=-806/1405, 6-7=-852/1441, 6-15=-852/1441, 5-15=-852/1441 WEBS 3-8=-136/387, 3-7=-228/342, 4-7=-131/254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-1-6 to 1-10-10, Interior(1) 1-10-10 to 2-9-1, Exterior(2) 2-9-1 to 15-5-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 lb uplift at joint 5 and 596 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss HG1 Truss Type HIP GIRDER Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081919 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:07 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-fnBwXMR6usaAIUuYDzt0BlMGt3qvJOZUF61JtSyPaNk Scale = 1:56.3 T1 M 31 - T2 M 31 - T1 M 31 - B1 M 26 - W1 No.3 - W2 No.3 - W3 No.3 - W4 No.3 - W5 No.3 - W5 No.3 - W4 No.3 - W3 No.3 - W2 No.3 - W1 No.3 - T3 M 31 - B1 M 26 - B2 M 26 - O2 No.3 - O2 No.3 - HW1 No.3 - HW1 No.3 - O1 No.3 - O1 No.3 - 1 2 3 4 5 6 7 8 9 10 11 12 18 17 16 15 14 13212223 24 2x4 5x8 MT18HS 5x8 MT18HS 5x8 MT18HS 2x4 6x16 7x10 MT18HS WB6x10 2x4 3x4 3x4 3x4 3x4 3x4 6x10 2x4 7x10 MT18HS WB 6x16 7-0-0 7-0-0 12-4-0 5-4-0 17-8-0 5-4-0 23-0-0 5-4-0 30-0-0 7-0-0 -1-0-0 1-0-0 3-10-14 3-10-14 7-0-0 3-1-2 11-0-0 4-0-0 15-0-0 4-0-0 19-0-0 4-0-0 23-0-0 4-0-0 26-1-2 3-1-2 30-0-0 3-10-14 31-0-0 1-0-0 0-3-152-7-150-3-152-7-154.00 12 Plate Offsets (X,Y)-- [2:0-6-11,Edge], [4:0-4-0,0-2-3], [7:0-4-0,Edge], [9:0-4-0,0-2-3], [11:0-6-11,Edge], [13:0-5-0,0-4-0], [18:0-5-0,0-4-0] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 NO FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.63 0.67 0.80 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.74 -0.99 0.18 (loc) 15-16 15-16 11 l/defl >473 >357 n/a L/d 360 180 n/a PLATES MT20 MT18HS Weight: 174 lb FT = 0% GRIP 244/190 244/190 LUMBER- TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-0 oc bracing. REACTIONS.(lb/size)2=3091/0-8-0 (min. 0-2-9), 11=3084/0-8-0 (min. 0-2-9) Max Horz 2=-99(LC 13) Max Uplift2=-1845(LC 4), 11=-1841(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8125/4656, 3-4=-7961/4515, 4-5=-7665/4405, 5-6=-9677/5526, 6-7=-9642/5508, 7-8=-9642/5508, 8-9=-7645/4395, 9-10=-7941/4505, 10-11=-8105/4647 BOT CHORD 2-21=-4363/7595, 18-21=-4363/7595, 17-18=-5215/9310, 16-17=-5215/9310, 16-22=-5515/9873, 22-23=-5515/9873, 15-23=-5515/9873, 14-15=-5129/9279, 13-14=-5129/9279, 13-24=-4264/7576, 11-24=-4264/7576 WEBS 3-18=-76/351, 4-18=-1136/2132, 5-18=-1999/1194, 5-16=-417/770, 6-16=-325/326, 6-15=-371/351, 8-15=-412/762, 8-13=-1986/1187, 9-13=-1132/2125, 10-13=-77/351 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1845 lb uplift at joint 2 and 1841 lb uplift at joint 11. 8) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Girder carries tie-in span(s): 7-0-0 from 7-0-0 to 12-8-0; 7-0-0 from 17-8-0 to 23-0-0 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 706 lb down and 416 lb up at 7-0-0, and 706 lb down and 416 lb up at 23-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S)Standard Continued on page 2 Job 21J11 Truss HG1 Truss Type HIP GIRDER Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081919 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:07 2021 Page 2 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-fnBwXMR6usaAIUuYDzt0BlMGt3qvJOZUF61JtSyPaNk LOAD CASE(S)Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-90, 4-9=-90, 9-12=-90, 2-18=-20, 18-22=-139(F=-119), 15-22=-20, 13-15=-139(F=-119), 11-13=-20 Concentrated Loads (lb) Vert: 18=-706(F) 13=-706(F) Job 21J11 Truss HG2 Truss Type HIP GIRDER Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081920 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:09 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-b9Jhy1TMQTquXo2wLOwUG9SbctVXnREniQWQyLyPaNi Scale = 1:30.5 T1 No.2 - T2 M 31 - T1 No.2 - B1 No.2 - W1 No.3 - W1 No.3 - O1 No.3 - O1 No.3 - B2 No.2 - 1 2 3 4 5 6 9 8 7 12 13 14 15 2x4 4x5 4x5 2x4 3x10 6x10 2x4 3x10 5-0-0 5-0-0 10-4-0 5-4-0 15-4-0 5-0-0 -1-0-0 1-0-0 5-0-0 5-0-0 10-4-0 5-4-0 15-4-0 5-0-0 16-4-0 1-0-0 0-3-151-11-150-3-151-11-154.00 12 Plate Offsets (X,Y)-- [2:0-3-13,0-1-8], [3:0-2-12,0-2-0], [4:0-2-12,0-2-0], [5:0-3-13,0-1-8], [8:0-5-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 NO FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.68 0.66 0.22 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.16 -0.20 0.05 (loc) 7-9 7-9 5 l/defl >999 >859 n/a L/d 360 180 n/a PLATES MT20 Weight: 70 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 31 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-6-12 oc bracing. REACTIONS.(lb/size)2=1427/0-8-0 (min. 0-1-11), 5=1427/0-8-0 (min. 0-1-11) Max Horz 2=-75(LC 13) Max Uplift2=-926(LC 4), 5=-926(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3222/1842, 3-12=-3020/1797, 4-12=-3020/1797, 4-5=-3222/1841 BOT CHORD 2-13=-1674/2981, 9-13=-1674/2981, 9-14=-1683/3020, 8-14=-1683/3020, 7-8=-1683/3020, 7-15=-1669/2981, 5-15=-1669/2981 WEBS 3-9=-191/601, 4-7=-191/600 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 926 lb uplift at joint 2 and 926 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Girder carries hip end with 5-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 421 lb down and 202 lb up at 10-4-0, and 421 lb down and 202 lb up at 5-0-0 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=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-143(F=-52), 4-6=-90, 2-9=-20, 7-9=-32(F=-12), 5-7=-20 Concentrated Loads (lb) Vert: 9=-321(F) 7=-321(F) Job 21J11 Truss HG3 Truss Type HIP GIRDER Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081921 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:10 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-3Mt39NT?Bnyl9xc7u5RjpN_skGyZWxuwx4GzUnyPaNh Scale = 1:17.6 T1 No.2 - T2 No.2 - T1 No.2 - B1 No.2 - W1 No.3 - W1 No.3 - O1 No.3 - O1 No.3 - 1 2 3 4 5 6 8 7 11 12 13 14 2x4 4x5 4x5 2x4 3x8 3x8 2x4 2x4 3-0-0 3-0-0 4-0-0 1-0-0 7-0-0 3-0-0 -1-0-0 1-0-0 3-0-0 3-0-0 4-0-0 1-0-0 7-0-0 3-0-0 8-0-0 1-0-0 0-3-151-3-150-3-151-3-154.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 NO FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.27 0.22 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 -0.02 0.00 (loc) 8 8 5 l/defl >999 >999 n/a L/d 360 180 n/a PLATES MT20 Weight: 36 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 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. REACTIONS.(lb/size)2=565/0-8-0 (min. 0-1-8), 5=565/0-8-0 (min. 0-1-8) Max Horz 2=54(LC 4) Max Uplift2=-532(LC 4), 5=-532(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-731/561, 3-11=-657/564, 4-11=-657/564, 4-5=-731/559 BOT CHORD 2-12=-477/644, 8-12=-477/644, 8-13=-487/657, 7-13=-487/657, 7-14=-472/644, 5-14=-472/644 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 532 lb uplift at joint 2 and 532 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Girder carries hip end with 3-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 lb down and 52 lb up at 4-0-0, and 108 lb down and 52 lb up at 3-0-0 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=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-98(F=-7), 4-6=-90, 2-8=-20, 7-8=-22(F=-2), 5-7=-20 Concentrated Loads (lb) Vert: 8=-82(F) 7=-82(F) Job 21J11 Truss J1 Truss Type CORNER JACK Qty 14 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081922 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:11 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-XYRRNjUdy45cn5BJSpyyLaX2kgKtFO53Ak?X0DyPaNg Scale = 1:6.2 T1 No.2 - B1 No.2 - O1 No.3 - 1 2 3 6 4 2x4 2x4 1-0-0 1-0-0 -1-0-0 1-0-0 1-0-0 1-0-0 0-3-150-7-150-3-120-7-154.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.19 0.09 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2 2 3 l/defl >999 >999 n/a L/d 360 180 n/a PLATES MT20 Weight: 6 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=-26/Mechanical, 2=225/0-8-0 (min. 0-1-8), 4=9/Mechanical Max Horz 2=69(LC 6) Max Uplift3=-26(LC 1), 2=-230(LC 6) Max Grav 3=45(LC 6), 2=281(LC 18), 4=209(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 3 and 230 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss J3 Truss Type Corner Jack Qty 10 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081923 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:12 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-?k?pa3VFjODTOFmV0WTBuo4C34dh_rLDPOl4ZgyPaNf Scale = 1:9.6 T1 No.2 - B1 No.2 - O1 No.3 - 1 2 3 6 4 2x4 2x4 3-0-0 3-0-0 -1-0-0 1-0-0 3-0-0 3-0-0 0-3-151-3-150-11-121-3-154.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.28 0.31 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.02 -0.00 (loc) 2-4 2-4 3 l/defl >999 >999 n/a L/d 360 180 n/a PLATES MT20 Weight: 13 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=81/Mechanical, 2=309/0-8-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=124(LC 6) Max Uplift3=-87(LC 10), 2=-261(LC 6) Max Grav 3=81(LC 1), 2=320(LC 18), 4=226(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 3 and 261 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss J3A Truss Type JACK-OPEN Qty 2 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081924 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:13 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-TxYCoPWtUiLK0PLhaE_QR?cNpUzwjIbMd2Ud56yPaNe Scale = 1:9.6 T1 No.2 - B1 No.2 - O1 No.3 - 1 2 3 6 4 2x4 2x4 3-0-0 3-0-0 -1-0-0 1-0-0 3-0-0 3-0-0 0-3-151-3-150-11-121-3-154.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.28 0.31 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 -0.02 -0.00 (loc) 2-4 2-4 3 l/defl >999 >999 n/a L/d 360 180 n/a PLATES MT20 Weight: 12 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=81/Mechanical, 2=309/0-8-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=124(LC 6) Max Uplift3=-87(LC 10), 2=-313(LC 6), 4=-40(LC 6) Max Grav 3=81(LC 1), 2=320(LC 18), 4=226(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 3, 313 lb uplift at joint 2 and 40 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss J5 Truss Type Corner Jack Qty 6 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081925 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:14 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-y76a?lWVF?TBeZwu7xVfzD9T_uDmSlrWsiEBdYyPaNd Scale = 1:12.9 T1 No.2 - B1 No.2 - O1 No.3 - 1 2 3 6 4 2x4 3x4 5-0-0 5-0-0 -1-0-0 1-0-0 5-0-0 5-0-0 0-3-151-11-151-7-121-11-154.00 12 Plate Offsets (X,Y)-- [2:0-3-6,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.64 0.65 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.12 -0.00 (loc) 2-4 2-4 3 l/defl >999 >458 n/a L/d 360 180 n/a PLATES MT20 Weight: 19 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=187/Mechanical, 2=404/0-8-0 (min. 0-1-8), 4=46/Mechanical Max Horz 2=181(LC 6) Max Uplift3=-183(LC 10), 2=-297(LC 6) Max Grav 3=187(LC 1), 2=404(LC 1), 4=246(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 lb uplift at joint 3 and 297 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss J5A Truss Type Jack-Open Qty 4 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081926 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:15 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-QJgyD5X7?Jb2FjV4he1uWQiekHY?BC4f5Mzk9_yPaNc Scale = 1:12.9 T1 No.2 - B1 No.2 - O1 No.3 - 1 2 3 6 4 2x4 3x4 5-0-0 5-0-0 -1-0-0 1-0-0 5-0-0 5-0-0 0-3-151-11-151-7-121-11-154.00 12 Plate Offsets (X,Y)-- [2:0-3-6,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.64 0.65 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.12 -0.00 (loc) 2-4 2-4 3 l/defl >999 >458 n/a L/d 360 180 n/a PLATES MT20 Weight: 19 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=187/Mechanical, 2=404/0-8-0 (min. 0-1-8), 4=46/Mechanical Max Horz 2=181(LC 6) Max Uplift3=-183(LC 10), 2=-297(LC 6) Max Grav 3=187(LC 1), 2=404(LC 1), 4=246(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 lb uplift at joint 3 and 297 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss J7 Truss Type Jack-Partial Qty 12 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081927 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:16 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-uVEKQRYlmdjuts4GFMY72eEtJhyhwdYpK0jIiRyPaNb Scale = 1:16.6 T1 No.2 - B1 No.2 - W1 No.3 - W2 No.3 - O1 No.3 - 1 2 3 7 6 5 9 10 11 4 12 13 2x4 3x4 3x4 2x4 3x4 3-9-2 3-9-2 7-0-0 3-2-14 -1-0-0 1-0-0 3-9-2 3-9-2 7-0-0 3-2-14 0-3-152-7-152-3-122-7-154.00 12 Plate Offsets (X,Y)-- [2:0-3-6,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.33 0.43 0.18 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.04 0.01 (loc) 7 2-7 6 l/defl >999 >999 n/a L/d 360 180 n/a PLATES MT20 Weight: 31 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-8-1 oc bracing. REACTIONS.(lb/size)4=117/Mechanical, 2=505/0-8-0 (min. 0-1-8), 6=235/Mechanical Max Horz 2=237(LC 6) Max Uplift4=-109(LC 6), 2=-344(LC 6), 6=-130(LC 10) Max Grav 4=117(LC 1), 2=505(LC 1), 6=323(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-585/282, 9-10=-529/287, 3-10=-498/293 BOT CHORD 2-12=-460/496, 7-12=-460/496, 7-13=-460/496, 6-13=-460/496 WEBS 3-7=0/270, 3-6=-536/497 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-1-6 to 1-10-10, Interior(1) 1-10-10 to 2-8-5, Exterior(2) 2-8-5 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 4, 344 lb uplift at joint 2 and 130 lb uplift at joint 6. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss J7B Truss Type JACK-CLOSED GIRDER Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081928 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:17 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-MioidmZOXwrlV0fTp33Mbrn?95B0f_vyYgSrEtyPaNa Scale = 1:16.5 T1 No.2 - W3 No.3 - B1 No.2 - W1 No.3 - W2 No.3 - 1 2 3 5 4 6 7 8 3x8 2x4 6x10 3x6 3x6 4-0-2 4-0-2 7-0-0 2-11-14 4-0-2 4-0-2 7-0-0 2-11-14 0-3-152-7-154.00 12 Plate Offsets (X,Y)-- [4:Edge,0-4-0], [5:0-4-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 NO FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.52 0.87 0.56 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.06 -0.07 0.01 (loc) 1-5 1-5 4 l/defl >999 >999 n/a L/d 360 180 n/a PLATES MT20 Weight: 36 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-14 oc bracing. REACTIONS.(lb/size)1=1558/0-8-0 (min. 0-1-13), 4=1558/Mechanical Max Horz 1=189(LC 4) Max Uplift1=-833(LC 8), 4=-896(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2362/1203 BOT CHORD 1-7=-1270/2194, 5-7=-1270/2194, 5-8=-1270/2194, 4-8=-1270/2194 WEBS 2-5=-703/1470, 2-4=-2407/1393 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 lb uplift at joint 1 and 896 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Girder carries tie-in span(s): 15-6-0 from 0-0-0 to 7-0-0 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=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90, 1-4=-388(B=-368) Job 21J11 Truss PB1 Truss Type Piggyback Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081929 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:18 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-quM5r6Z0IEzc6AEfMnab73KD?VflOYz5nKCOmJyPaNZ Scale = 1:13.0 T1 No.2 - T1 No.2 - B1 No.2 - ST1 No.3 - 1 2 3 45 6 2x4 4x5 2x4 2x4 7-0-0 7-0-0 3-6-0 3-6-0 7-0-0 3-6-0 0-3-81-5-80-3-84.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.38 0.33 0.12 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 23 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 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. REACTIONS.(lb/size)1=182/7-0-0 (min. 0-1-8), 3=182/7-0-0 (min. 0-1-8), 4=374/7-0-0 (min. 0-1-8) Max Horz 1=42(LC 10) Max Uplift1=-118(LC 6), 3=-123(LC 7), 4=-148(LC 6) Max Grav 1=277(LC 23), 3=277(LC 25), 4=381(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-290/335 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 1, 123 lb uplift at joint 3 and 148 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss T1 Truss Type Roof Special Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081930 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:20 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-mHTrGobGqrDKMUN2UCc3DUPVTIBusKOOEehVrCyPaNX Scale = 1:58.3 T1 No.2 - T2 No.2 - T3 No.2 - T3 No.2 - T4 No.2 - T1 No.2 - B1 No.2 - W1 No.3 - W2 No.3 - W3 No.3 - W4 No.3 - W5 No.3 - W5 No.3 - W7 No.3 - W2 No.3 - W1 No.3 - O1 No.3 - O1 No.3 - B1 No.2 - B2 No.2 - O2 No.3 - O3 No.3 - 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 21 22 23 24 25 26 27 28 2x4 4x5 4x5 4x5 4x5 4x5 2x4 3x8 5x6 WB 3x4 2x4 3x8 3x8 3x8 3x4 2x4 5x6 WB 3x8 4-10-14 4-10-14 9-0-0 4-1-2 15-2-0 6-2-0 21-0-0 5-10-0 25-1-2 4-1-2 30-0-0 4-10-14 -1-0-0 1-0-0 4-10-14 4-10-14 9-0-0 4-1-2 12-8-0 3-8-0 15-2-0 2-6-0 17-8-0 2-6-0 21-0-0 3-4-0 25-1-2 4-1-2 30-0-0 4-10-14 31-0-0 1-0-0 0-3-153-3-154-1-150-3-153-3-154.00 12 Plate Offsets (X,Y)-- [2:0-4-0,Edge], [10:0-4-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.64 0.99 0.64 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.38 -0.60 0.18 (loc) 15 15-17 10 l/defl >928 >586 n/a L/d 360 180 n/a PLATES MT20 Weight: 154 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS.(lb/size)2=1743/0-8-0 (min. 0-2-1), 10=1743/0-8-0 (min. 0-2-1) Max Horz 2=154(LC 10) Max Uplift2=-988(LC 6), 10=-982(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-4025/1982, 3-21=-3954/1992, 3-4=-3481/1755, 4-5=-3280/1718, 5-6=-3257/1765, 6-7=-3249/1765, 7-8=-3277/1721, 8-9=-3478/1759, 9-22=-3955/1977, 10-22=-4027/1967 BOT CHORD 2-23=-1882/3715, 18-23=-1882/3715, 18-24=-1882/3715, 17-24=-1882/3715, 16-17=-1768/3762, 16-25=-1768/3762, 15-25=-1768/3762, 15-26=-1750/3731, 14-26=-1750/3731, 13-14=-1750/3731, 13-27=-1740/3717, 12-27=-1740/3717, 12-28=-1740/3717, 10-28=-1740/3717 WEBS 3-18=0/269, 3-17=-547/410, 4-17=-320/725, 5-17=-636/420, 5-15=-1101/712, 6-15=-883/1777, 7-15=-1052/681, 7-13=-627/409, 8-13=-332/738, 9-13=-555/414, 9-12=0/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-1-6 to 1-10-10, Interior(1) 1-10-10 to 12-8-0, Exterior(2) 12-8-0 to 17-8-0, Interior(1) 17-8-0 to 28-1-6, Exterior(2) 28-1-6 to 31-1-6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 988 lb uplift at joint 2 and 982 lb uplift at joint 10. 7) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss T2 Truss Type Roof Special Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081931 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:21 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-ET1DT8cub9LBzeyE2v7IlhxcniXwbpxYTIQ2NeyPaNW Scale = 1:58.3 T1 No.2 - T2 No.2 - T3 No.2 - T4 No.2 - T1 No.2 - B1 No.2 - W1 No.3 - W2 No.3 - W3 No.3 - W4 No.3 - W3 No.3 - W5 No.3 - W5 No.3 - W6 No.3 - W2 No.3 - W1 No.3 - O1 No.3 - O1 No.3 - O2 No.3 - B1 No.2 - B2 No.2 - O2 No.3 - 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 22 23 24 25 26 27 28 29 30 2x4 4x8 4x5 4x5 4x5 4x8 2x4 3x8 5x6 WB 3x4 2x4 3x4 3x8 3x8 3x4 3x4 2x4 5x6 WB 3x8 5-10-14 5-10-14 11-0-0 5-1-2 14-8-0 3-8-0 15-8-0 1-0-0 19-0-0 3-4-0 24-1-2 5-1-2 30-0-0 5-10-14 -1-0-0 1-0-0 5-10-14 5-10-14 11-0-0 5-1-2 14-8-0 3-8-0 15-2-0 0-6-0 15-8-0 0-6-0 19-0-0 3-4-0 24-1-2 5-1-2 30-0-0 5-10-14 31-0-0 1-0-0 0-3-153-11-154-1-150-3-153-11-154.00 12 Plate Offsets (X,Y)-- [2:0-4-0,Edge], [4:0-5-4,0-2-0], [6:0-3-0,Edge], [8:0-5-4,0-2-0], [10:0-4-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.80 1.00 0.49 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.37 -0.53 0.17 (loc) 16 16 10 l/defl >953 >668 n/a L/d 360 180 n/a PLATES MT20 Weight: 166 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. REACTIONS.(lb/size)2=1743/0-8-0 (min. 0-2-1), 10=1743/0-8-0 (min. 0-2-1) Max Horz 2=148(LC 10) Max Uplift2=-1044(LC 6), 10=-1044(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-4011/2128, 3-22=-3931/2141, 3-4=-3198/1755, 4-5=-3159/1788, 5-6=-3201/1819, 6-7=-3182/1811, 7-8=-3150/1788, 8-9=-3197/1755, 9-23=-3932/2143, 10-23=-4012/2129 BOT CHORD 2-24=-2009/3701, 19-24=-2009/3701, 19-25=-2009/3701, 18-25=-2009/3701, 17-18=-2009/3701, 17-26=-1499/2973, 16-26=-1499/2973, 16-27=-1516/3098, 15-27=-1516/3098, 15-28=-1375/2972, 14-28=-1375/2972, 13-14=-1888/3701, 13-29=-1888/3701, 12-29=-1888/3701, 12-30=-1888/3701, 10-30=-1888/3701 WEBS 3-19=0/308, 3-17=-813/602, 4-17=-177/425, 4-16=-252/451, 5-16=-695/459, 6-16=-357/577, 6-15=-318/509, 7-15=-644/420, 8-15=-252/449, 8-14=-179/430, 9-14=-815/604, 9-12=0/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-1-6 to 1-10-10, Interior(1) 1-10-10 to 14-8-0, Exterior(2) 14-8-0 to 15-8-0, Interior(1) 15-8-0 to 28-1-6, Exterior(2) 28-1-6 to 31-1-6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1044 lb uplift at joint 2 and 1044 lb uplift at joint 10. 7) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss T3 Truss Type Common Qty 11 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081932 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:23 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-Bs9_uqd87mbvDx6c9KAmq61ziWD63gbrxbv9RXyPaNU Scale = 1:55.3 T2 No.2 - T2 No.2 - B1 No.2 - W5 No.3 - W4 No.3 - W3 No.3 - W2 No.3 - W1 No.3 - W4 No.3 - W3 No.3 - W2 No.3 - W1 No.3 - O1 No.3 - O1 No.3 - T1 No.2 - T1 No.2 - B1 No.2 - B2 No.2 - 1 2 3 4 5 6 7 8 9 14 13 12 11 10 17 18 19 20 21 22 23 24 25 26 4x5 3x8 3x8 5x6 6x10 3x4 2x4 5x6 6x10 3x4 2x4 2x4 2x4 3x8 5-6-8 5-6-8 10-3-4 4-8-12 15-0-0 4-8-12 19-8-12 4-8-12 24-5-8 4-8-12 30-0-0 5-6-8 -1-0-0 1-0-0 5-6-8 5-6-8 10-3-4 4-8-12 15-0-0 4-8-12 19-8-12 4-8-12 24-5-8 4-8-12 30-0-0 5-6-8 31-0-0 1-0-0 0-3-155-3-150-3-154.00 12 Plate Offsets (X,Y)-- [2:0-4-0,Edge], [4:0-3-0,0-3-0], [6:0-3-0,0-3-0], [8:0-4-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.70 0.96 0.61 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.32 -0.50 0.17 (loc) 12-13 11-12 8 l/defl >999 >708 n/a L/d 360 180 n/a PLATES MT20 Weight: 150 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS.(lb/size)2=1743/0-8-0 (min. 0-2-1), 8=1743/0-8-0 (min. 0-2-1) Max Horz 2=197(LC 10) Max Uplift2=-992(LC 6), 8=-992(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-4014/1977, 3-17=-3936/1989, 3-4=-3333/1689, 4-18=-2560/1394, 5-18=-2488/1403, 5-19=-2488/1403, 6-19=-2560/1394, 6-7=-3333/1689, 7-20=-3936/1991, 8-20=-4014/1978 BOT CHORD 2-21=-1903/3703, 14-21=-1903/3703, 14-22=-1903/3703, 13-22=-1903/3703, 13-23=-1482/3099, 12-23=-1482/3099, 12-24=-1354/3099, 11-24=-1354/3099, 11-25=-1746/3703, 10-25=-1746/3703, 10-26=-1746/3703, 8-26=-1746/3703 WEBS 5-12=-547/1179, 6-12=-937/646, 6-11=-134/399, 7-11=-680/479, 7-10=0/296, 4-12=-937/646, 4-13=-133/399, 3-13=-680/476, 3-14=0/296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-1-6 to 1-10-10, Interior(1) 1-10-10 to 12-0-0, Exterior(2) 12-0-0 to 18-0-0, Interior(1) 18-0-0 to 28-1-6, Exterior(2) 28-1-6 to 31-1-6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 992 lb uplift at joint 2 and 992 lb uplift at joint 8. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss T4 Truss Type Common Qty 2 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081933 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:24 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-f2jM5Aenu4jmq5hpj1h?NKZCiwYooDE_9Ffj_zyPaNT Scale = 1:27.6 T1 No.2 - T2 No.2 - B1 No.2 - W2 No.3 - W1 No.3 - W1 No.3 - O1 No.3 - B2 M 31 - 1 2 3 4 5 6 8 7 10 11 12 13 14 15 2x4 4x5 3x6 3x6 4x5 3x8 2x4 2x4 7-8-0 7-8-0 15-6-0 7-10-0 -1-0-0 1-0-0 4-2-14 4-2-14 7-8-0 3-5-2 11-1-2 3-5-2 15-6-0 4-4-14 0-3-152-10-100-3-44.00 12 Plate Offsets (X,Y)-- [2:0-3-0,Edge], [6:0-4-4,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.50 0.99 0.20 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.33 0.04 (loc) 6-8 6-8 6 l/defl >999 >556 n/a L/d 360 180 n/a PLATES MT20 Weight: 65 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS.(lb/size)6=825/Mechanical, 2=967/0-8-0 (min. 0-1-8) Max Horz 2=120(LC 14) Max Uplift6=-433(LC 7), 2=-586(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1810/1069, 3-10=-1753/1080, 3-11=-1378/823, 4-11=-1324/832, 4-12=-1324/837, 5-12=-1381/826, 5-13=-1873/1248, 6-13=-1946/1241 BOT CHORD 2-14=-926/1643, 8-14=-926/1643, 7-8=-1118/1810, 7-15=-1118/1810, 6-15=-1118/1810 WEBS 4-8=-222/529, 5-8=-610/551, 3-8=-450/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-1-6 to 1-10-10, Interior(1) 1-10-10 to 4-8-0, Exterior(2) 4-8-0 to 10-8-0, Interior(1) 10-8-0 to 12-5-4, Exterior(2) 12-5-4 to 15-5-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 lb uplift at joint 6 and 586 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss T5 Truss Type COMMON Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081934 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:25 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-7EHkJWfPfOrdSFG?HlCEwX6N5J1NXi47OvOGWPyPaNS Scale = 1:17.3 T1 No.2 - T1 No.2 - B1 No.2 - W1 No.3 - O1 No.3 - O1 No.3 - 1 2 3 4 5 69 10 2x4 4x5 2x4 3x6 3x6 2x4 3-6-0 3-6-0 7-0-0 3-6-0 -1-0-0 1-0-0 3-6-0 3-6-0 7-0-0 3-6-0 8-0-0 1-0-0 0-3-151-5-150-3-154.00 12 Plate Offsets (X,Y)-- [2:0-3-0,Edge], [4:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.45 0.40 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 -0.03 -0.01 (loc) 2-6 4-6 4 l/defl >999 >999 n/a L/d 360 180 n/a PLATES MT20 Weight: 29 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-7-8 oc bracing. REACTIONS.(lb/size)2=478/0-8-0 (min. 0-1-8), 4=478/0-8-0 (min. 0-1-8) Max Horz 2=-56(LC 11) Max Uplift2=-470(LC 6), 4=-470(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-505/932, 3-4=-505/932 BOT CHORD 2-9=-728/454, 6-9=-728/454, 6-10=-728/454, 4-10=-728/454 WEBS 3-6=-391/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 470 lb uplift at joint 2 and 470 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss T6 Truss Type COMMON Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081935 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:26 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-bRr6Wrg1QhzU4PrBqSjTSlfYrjNcG9KHdZ8p2syPaNR Scale = 1:17.3 T1 No.2 - T1 No.2 - B1 No.2 - W1 No.3 - 1 2 3 4 5 67 8 4x5 3x6 3x6 2x4 3-6-0 3-6-0 7-0-0 3-6-0 -1-0-13 1-0-13 3-6-0 3-6-0 7-0-0 3-6-0 8-0-13 1-0-13 0-3-151-5-150-3-154.00 12 Plate Offsets (X,Y)-- [2:0-3-0,Edge], [4:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.45 0.40 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 -0.03 -0.01 (loc) 2-6 4-6 4 l/defl >999 >999 n/a L/d 360 180 n/a PLATES MT20 Weight: 26 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-7-8 oc bracing. REACTIONS.(lb/size)2=478/0-8-0 (min. 0-1-8), 4=478/0-8-0 (min. 0-1-8) Max Horz 2=-56(LC 11) Max Uplift2=-470(LC 6), 4=-470(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-505/932, 3-4=-505/932 BOT CHORD 2-7=-728/454, 6-7=-728/454, 6-8=-728/454, 4-8=-728/454 WEBS 3-6=-391/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 470 lb uplift at joint 2 and 470 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss TG1 Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081936 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:27 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-3dPUkBgfB?6LhZQOOAEi?yBgG7e8?PQQrDtNbIyPaNQ Scale = 1:58.3 T1 M 31 - T2 M 26 - T4 M 26 - T5 M 31 - B1 M 26 - W1 No.3 - W3 No.3 - W2 No.3 - W4 No.3 - W5 No.2 - W6 No.3 - W2 No.3 - W7 No.2 - W2 No.3 - W8 M 31 - W9 No.3 - W10 No.3 - T3 M 26 - B1 M 26 - B2 M 26 - O1 No.3 - O1 No.3 - 1 2 3 4 5 6 7 8 9 10 11 12 13 21 20 19 18 17 16 15 14242526272829 30 2x4 7x10 MT18HS 5x8 MT18HS 7x10 MT18HS 7x10 MT18HS 2x4 5x10 MT18HS 10x14 M18SHS6x10 2x4 3x10 2x4 7x10 2x4 4x5 4x8 6x10 3x4 2x4 7x10 MT18HS 5x12 7-0-0 7-0-0 10-8-10 3-8-10 14-5-4 3-8-10 18-0-10 3-7-6 21-8-0 3-7-6 25-2-2 3-6-2 30-0-0 4-9-14 -1-0-0 1-0-0 4-1-14 4-1-14 7-0-0 2-10-2 10-8-10 3-8-10 14-5-4 3-8-10 18-0-10 3-7-6 21-8-0 3-7-6 22-4-0 0-8-0 25-6-2 3-2-2 30-0-0 4-5-14 31-0-0 1-0-0 0-3-152-7-152-10-100-3-152-7-154.00 12 Plate Offsets (X,Y)-- [2:0-5-15,0-2-12], [4:0-5-0,0-2-0], [8:0-2-0,0-2-0], [9:0-6-8,0-4-4], [12:0-3-3,Edge], [15:0-3-8,0-1-8], [17:0-3-8,0-2-0], [18:0-1-8,0-4-8], [21:0-5-0,0-4-0] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 NO FBC2017/TPI2014 CSI. TC BC WB Matrix-S 0.67 0.76 0.94 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.84 -1.11 0.20 (loc) 18 18 12 l/defl >420 >317 n/a L/d 360 180 n/a PLATES MT20 M18SHS MT18HS Weight: 187 lb FT = 0% GRIP 244/190 244/190 244/190 LUMBER- TOP CHORD 2x6 SP M 26 *Except* T1,T5: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* W5: 2x6 SP No.2, W7: 2x4 SP No.2, W8: 2x4 SP M 31 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-8-8 oc bracing. WEBS 1 Row at midpt 5-21 REACTIONS.(lb/size)2=3626/0-8-0 (min. 0-3-0), 12=2942/0-8-0 (min. 0-2-7) Max Horz 2=106(LC 8) Max Uplift2=-2161(LC 4), 12=-1524(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9680/5567, 3-4=-9693/5542, 4-5=-9388/5416, 5-6=-13350/7685, 6-7=-13350/7685, 7-8=-13350/7685, 8-9=-11304/6467, 9-10=-8982/5073, 10-11=-7374/4034, 11-12=-7503/4021 BOT CHORD 2-24=-5255/9061, 21-24=-5255/9061, 21-25=-6890/12160, 20-25=-6890/12160, 19-20=-6890/12160, 19-26=-6890/12160, 26-27=-6890/12160, 18-27=-6890/12160, 18-28=-6328/11304, 17-28=-6328/11304, 16-17=-4604/8430, 15-16=-4604/8430, 15-29=-3911/7214, 14-29=-3911/7214, 14-30=-3725/7016, 12-30=-3725/7016 WEBS 3-21=-71/412, 4-21=-1425/2614, 5-21=-3258/1899, 5-19=-294/618, 5-18=-761/1383, 8-18=-1447/2496, 8-17=-1818/1144, 9-17=-2039/3467, 9-15=-4194/2487, 10-15=-2731/4756, 10-14=-505/298, 11-14=-68/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2161 lb uplift at joint 2 and 1524 lb uplift at joint 12. 8) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Girder carries tie-in span(s): 7-0-0 from 7-0-0 to 14-0-0 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1558 lb down and 919 lb up at 14-5-4, and 706 lb down and 416 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S)StandardContinued on page 2 Job 21J11 Truss TG1 Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081936 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:28 2021 Page 2 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-XpytxXhHyJECJj_aytlxXAkr0XzNksga4tdw7kyPaNP LOAD CASE(S)Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-90, 4-9=-90, 9-10=-90, 10-13=-90, 2-21=-20, 21-27=-139(B=-119), 12-27=-20 Concentrated Loads (lb) Vert: 21=-706(B) 18=-1558(B) Job 21J11 Truss V2 Truss Type Valley Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081937 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:28 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-XpytxXhHyJECJj_aytlxXAk?uX7Zk4Ia4tdw7kyPaNP Scale = 1:6.1 T1 No.2 - B1 No.2 - 1 2 4 3 2x4 2-0-0 2-0-0 0-8-04.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.04 0.11 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a -0.00 (loc) - - 2 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 5 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=61/2-0-0 (min. 0-1-8), 2=50/2-0-0 (min. 0-1-8), 3=11/2-0-0 (min. 0-1-8) Max Horz 1=31(LC 6) Max Uplift1=-31(LC 6), 2=-46(LC 6) Max Grav 1=228(LC 18), 2=50(LC 1), 3=211(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 1 and 46 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss V4 Truss Type Valley Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081938 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:29 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-?0WF9tivicM2xsZmWbHA4NH6XxPpTXYjJXMUfAyPaNO Scale = 1:9.4 T1 No.2 - W1 No.3 - B1 No.2 - 1 2 34 2x4 2x4 2x4 4-0-0 4-0-0 1-4-04.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.30 0.36 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 12 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=163/4-0-0 (min. 0-1-8), 3=163/4-0-0 (min. 0-1-8) Max Horz 1=84(LC 6) Max Uplift1=-82(LC 6), 3=-110(LC 6) Max Grav 1=274(LC 18), 3=274(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 1 and 110 lb uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard Job 21J11 Truss V6 Truss Type Valley Qty 1 Ply 1 OLD BUILDERS, LLC. Job Reference (optional) A0081939 8.420 s Apr 29 2021 MiTek Industries, Inc. Tue Oct 26 10:54:30 2021 Page 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL.ID:8HGZ0kwktrgnXdzSYshzYuyVVOy-UC4dMDjXTwUvY08z3IoPdbp8yKfRC_osYB61BdyPaNN Scale = 1:13.2 T1 No.2 - W1 No.3 - B1 No.2 - 1 2 34 2x4 2x4 2x4 6-0-0 6-0-0 2-0-04.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.33 YES FBC2017/TPI2014 CSI. TC BC WB Matrix-P 0.90 0.72 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 19 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=273/6-0-0 (min. 0-1-8), 3=273/6-0-0 (min. 0-1-8) Max Horz 1=140(LC 6) Max Uplift1=-137(LC 6), 3=-184(LC 6) Max Grav 1=324(LC 18), 3=324(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-223/319 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 1 and 184 lb uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S)Standard 7'-0" CORNET SET CORNER JACK COMMON JACK TYP. b i'-- END JACK PARTIAL ROOF LAYOUT TOP CHORD CONNECTION CONER JACKS -USP (2) MP3 7'-0" JACKS -USP (2) MP3 5'-0" JACKS -(2) 8d NAILS 3'-0" JACKS -(2) 8d NAILS 1 '-0" JACKS -(2) 8d NAILS MIN. P= 1.4 �-1-2- MAX. P=6.5 3 BOTTOM CHORD CONNECTION CONER JACKS-SKH26 UR OR HJC26 7'-0" JACKS -USP (2) MP3 5'-0" JACKS -(2) 8d NAILS 3'-0" JACKS -(2) 8d NAILS 1'-0" JACKS -(2) 8d NAILS COMMON JACK NOTE: THIS DESIGN HAS BEEN CHECKED FOR 175 MPH WINF LOAD. WALL HGT. 30' MAX PROVIDE FOR UPLIFT AT BEARING WALL CONNECTIONS 925 lbs LUMBER STRESS INCREASE 1.33 PLATE STESS INCREASE: MINIMUM GRADE OF LUMBER LOADING (PDF) 7'-0" 2x4 No.2 SP TOP 3'-0" 2x4 No.2 SP BOTTOM WEB 2x4 No. 3 SP I SPACING 24" O.C. I LL 30.0 10.0 Nail design loads: (ACCORDING TO NATIONAL DESIGN SPEC.) FOR GROUP II SPECIES(S.P.) I 8d COMMON NAILS = 78 lbs (SHEAR) 10d COMMON NAILS = 94 lbs (SHEAR) USP HANGERS DESIGN LOADS (ACCORDING TO MIAMI DADE BUILDING CODE COMPLIANCE OFFICE/PRODUCT CONTROL DEVISION) IRT3 HURRICANE CLIP-366 lbs (UPLIFT 100%) W/ (8) 8d x 1-1/2" N.O.A. No. 07-0306.10 CLPBF BUTTERFLY HANGER =480 lbs (UPLIFT 100% w/ (8) 10d NAILSFL17244.19:sKH26 UR = 1135 lbs UPLIFT/890 lbs REACTION (UPLIFT 160% ) W/ (12) NAILSFL17243.7 HJC26 = 2345 lbs UPLIFT/3265 lbs REACTION (UPLIFT 160% ) W/ (28) NAILSFL17236.10 MAXIMUN ALLOWABLE LOADS: T.C. NOTE2 UPLIFT (100%) ROOF (125 %) T.C. NOTE2I UPLIFT (100%) I ROOF (125 %) FLORIDA BUILDING CODE 2020 I CORNER JACK 365 lbs 365 lbs 7'-011 365 lbs 365 lbs CORNER JACK 7'-0" 870 lbs U/1975 lbs R 367 lbs 900 lbs U/2020 lbs R 1170 lbs JACK SIZE 5'-0" 3'-0" NAILS NAILS NAILS NAILS 5'-0" NAILS NAILS 3'-0" NAILS NAILS 1'-0" NAILS NAILS 1'-0" NAILS NAILS TRUSS CONNECTORS 8-20-20 GC/JMM 281 Plated TrussMiTek ® USP® Product CatalogCopyright © 2020 MiTek Industries, Inc. All Rights ReservedPlated TrussHHC / HJC / HJHC / HTHJ Hip/Jack Connectors HHC – Designed to support hip/hip truss/rafter. Contact MiTek when using in multi-ply applications HJHC – Allows for hip/hip support and hip/jack/hip installations HJC / HTHJ – Used to simultaneously hang a combination of hips and jacks off girder trusses. These hangers fit both left-hand and right-hand applications. An open back design allows for retrofit installations Materials: HHC/HJC/HJHC – 12 gauge, HTHJ –18 gauge Finish: G90 galvanizing Options: See HJC Specialty Options Chart below Codes: See chart for code references Installation: • Use all specified fasteners. See Product Notes, page 18. Typical HJC/HTHJ installation Typical HJC/HTHJ installation top view HJC Typical HHC installation top view Typical HJC (skewed) installation with alternate skew angle top view HHCHTHJ Typical HJHC installation top view HJC (skewed) HJHC Floor Uplift1 Floor Uplift1 Description Ref. No.Qty Type Qty Qty Type 100% 115% 125% 160% 100% 115% 125% 160% 2 x 6 right / left HJC26 LTHJA26, THJA26, THJU26 12 5-3/8 16 16d 5 7 10d 2750 3055 3265 2345 2420 2685 2750 1905 2 x 8 right / left HJC28 -- 12 7-1/8 20 16d 6 8 10d 3385 3385 3385 2345 2760 2760 2760 1910 2 x 6 terminal HHC26 LTHJA26, THJA26 12 5-7/16 20 16d 5 -- 10d 3100 3505 3505 2130 2725 2800 2800 1870 2 x 8 terminal HHC28 -- 12 7-3/16 24 16d 6 -- 10d 3505 3505 3505 2410 2805 2805 2805 1930 2 x 6 terminal HJHC26 -- 12 5-7/16 20 16d 5 2 10d 3100 3505 3505 2410 2725 2815 2815 1935 2 x 8 terminal HJHC28 -- 12 7-3/16 24 16d 6 2 10d 3505 3505 3505 2410 2820 2820 2820 1940 2 x 6 terminal HTHJ26-18 -- 18 5 16 16d 7 5 16d 2295 2605 2695 1790 1985 2110 2110 1225 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) Loading published for total load of hip / jack connection. 3) NAILS: 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. -- MiTek USP Stock No. Steel Gauge RoofRoof H (in) Supported Member IBC, FL, LA Fastener Schedule3 Code Ref. DF/SP Allowable Loads (Lbs.)2 S-P-F Allowable Loads (Lbs.)2 per Hip per Jack Supporting Member Option Hip Truss Skew Range 30˚ to 60˚ Allowable Loads 100% of table load Ordering Add SK, angle of hip required, to product number. Ex. HJC26_SK55 HJC Specialty Options Chart – Refer to Specialty Options pages 320-321 for additional details. 45°45° Specify angle (60° max) 45°45° 45°45° 6"3-1/4" 1-3/4" H 5"5-7/8" 2" H 9" 1-7/8" 3-1/4" H 10-1/2" 1-3/4" 3-1/4" H Varies 8" max. width H 3-1/4" 1-3/4" BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications Contact Us BCIS Site Map Links Search Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL #FL17236-R7 Application Type Editorial Change Code Version 2020 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MiTek Inc. Address/Phone/Email 16023 Swingley Ridge Road Chesterfield, MO 63017 (800) 328-5934 ewalden@mii.com Authorized Signature Erin Walden ewalden@mii.com Technical Representative Erin M. Walden Address/Phone/Email 16023 Swingley Ridge Road Chesterfield, MO 63017 (952) 898-8635 ewalden@mii.com Quality Assurance Representative Erin M. Walden Address/Phone/Email 16023 Swingley Ridge Road Chesterfield, MO 63017 (952) 898-8635 ewalden@mii.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity ICC-ES Evaluation Service, LLC Quality Assurance Contract Expiration Date 10/31/2022 Validated By ICC Evaluation Service, LLC. Certificate of Independence FL17236_R7_COI_ICC-ES Certification of Independence for Evaluation.pdf Referenced Standard and Year (of Standard)Standard Year ANSI/AWC NDS 2018 ASTM D7147 2011 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option C Date Submitted 12/29/2020 Date Validated 01/04/2021 Date Pending FBC Approval Date Approved 01/10/2021 Summary of Products FL #Model, Number or Name Description 17236.1 BN264, BN284 BN Breakfast Nook Hanger Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236_R7_II_ESR-3448 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236_R7_AE_ESR-3448 Oct2020.pdf 17236.2 DSC4L/R, LDSC4L/R DSC/LDSC Drag Strut Connector Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236_R7_II_ESR-3448 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236_R7_AE_ESR-3448 Oct2020.pdf 17236.3 FTC1, FTC1F, FTC2, FTC2F FTC Floor Truss Clip Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236_R7_II_ESR-3448 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236_R7_AE_ESR-3448 Oct2020.pdf 17236.4 FTC32 FTC Floor Truss Clip Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236_R7_II_ESR-3448 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236_R7_AE_ESR-3448 Oct2020.pdf 17236.5 GT2T2B, GT2T2BH, GT2T3B, GT2T4B, GT2T6B, GT2T6BH, GT2T8B, GT3T3B, GT3T3BH, GT3T4B, GT3T4BH, GT3T6B, GT3T6BH, GT3T8B, GT3T8BH, GT4T4B, GT4T4BH, GT4T6B, GT4T6BH, GT4T8B, GT5T8BH GT Girder Truss Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236_R7_II_ESR-3448 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236_R7_AE_ESR-3448 Oct2020.pdf 17236.6 HCPRS HCPRS Hurricane/Seismic Anchor Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236_R7_II_ESR-3448 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236_R7_AE_ESR-3448 Oct2020.pdf 17236.7 HGA10 HGA Hurricane Gusset Angle Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236_R7_II_ESR-3448 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236_R7_AE_ESR-3448 Oct2020.pdf 17236.8 HHCP2 HHCP Hurricane/Seismic Anchor Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236_R7_II_ESR-3448 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236_R7_AE_ESR-3448 Oct2020.pdf 17236.9 HHCP4 HHCP Hurricane/Seismic Anchor Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236_R7_II_ESR-3448 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236_R7_AE_ESR-3448 Oct2020.pdf 17236.10 HJC26, HJC28 HJC Hip/Jack Connector Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236_R7_II_ESR-3448 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236_R7_AE_ESR-3448 Oct2020.pdf 17236.11 RT3A, RT4, RT5, RT6, RT7, RT7A,RT7AT, RT10, RT15 RT Hurricane Tie Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236_R7_II_ESR-3448 Oct2020.pdf Verified By: Terrence E. Wolfe, P.E. 44923 Created by Independent Third Party: Yes Evaluation Reports FL17236_R7_AE_ESR-3448 Oct2020.pdf 17236.12 RT8A, RT16-2, RT16A, RT16AR, RT20 RT Hurricane Tie Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236_R7_II_ESR-3448 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236_R7_AE_ESR-3448 Oct2020.pdf 17236.13 SBP4, SBP6 SBP Supplementary Bearing Plate Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236_R7_II_ESR-3448 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236_R7_AE_ESR-3448 Oct2020.pdf 17236.14 STC24, STC26, STC28 STC Scissor Truss Clip Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236_R7_II_ESR-3448 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236_R7_AE_ESR-3448 Oct2020.pdf 17236.15 TSP TSP Stud Plate Tie Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236_R7_II_ESR-3448 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236_R7_AE_ESR-3448 Oct2020.pdf Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. 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Product Approval Accepts: 140 MiTek ® USP® Product Catalog Copyright © 2020 MiTek Industries, Inc. All Rights ReservedHangers HangersHUS / JUS / MUS Slant Nail Face Mount Joist Hangers Typical JUS26 installationTypical HUS46 installation Typical HUS410IF inverted flange installation MUS HUS28-2 Double shear nail design features fewer nails and faster installation Uses standard length common nails The HUS, JUS and MUS hanger series offers double shear nailing. MiTek’s dimple allows for 30° to 45° nailing through the joist into the header resulting in higher loads and less nailing. Slant nailing allows for higher load values, fewer nails, and faster installation. Materials: JUS – 18 gauge; MUS – 18 gauge; HUS – 14 or 16 gauge Finish: G90 galvanizing Options: See chart for Corrosion Finish Options. See HUS Specialty Options Chart. Codes: IBC, FL, LA Installation: • Use all specified fasteners. See Product Notes, page 18. • Joist nails must be driven at a 30° to 45° angle through the joist or truss into the header to achieve listed loads. Slant/double shear nails must be used to achieve listed load values. • JUS & MUS – 16d sinkers (0.148" x 3-1⁄4") may be used where 10d commons are specified with no load reduction. Option Inverted Flange Not available in widths less than 2-1/4". 100% of table load. 65% of table load when nailing into the support members end grain. Add IF to product number. Ex. HUS410_IF Ordering Allowable Loads Range HUS Specialty Options Chart Refer to Specialty Options pages 320-321 for additional details. W W A DW H Dimple allows 30° to 45° nailing A D H JUS28 A D H 142 MiTek ® USP® Product Catalog Copyright © 2020 MiTek Industries, Inc. All Rights ReservedHangers HangersFace Mount Hangers – DF/SP Allowable Loads Floor Uplift1 Joist Size Ref. No.W H D A Qty Type Qty Type 100% 115% 125% 160% 10d 470 540 580 16d 560 640 695 10d HDG 465 535 580 16d HDG 550 615 615 JUS24 LUS24 18 1-9/16 3-1/8 1-3/4 1 -- 4 10d 2 10d 675 775 835 660 10d 500 560 605 16d 590 665 720 Min 2 335 Max 4 585 10d 710 805 870 16d 840 960 1045 10d HDG 695 800 870 16d HDG 830 950 1035 JUS26 LUS26 18 1-9/16 4-13/16 1-3/4 1 -- 4 10d 4 10d 870 1000 1080 1050 MUS26 MUS26 18 1-9/16 5-1/16 2 1 -- 6 10d 6 10d 1285 1475 1605 865 10d 750 840 910 16d 880 1000 1080 HUS26 HUS26 16 1-5/8 5-7/16 3 2 -- 14 16d 6 16d 2760 3140 3400 2045 Min 2 335 Max 4 585 HD28 HU28 14 1-9/16 5-1/4 2-1/2 1-1/8 -- 8 16d 6 10d x 1-1/2 1230 1390 1490 760 10d 710 805 870 16d 840 960 1045 10d HDG 695 800 870 16d HDG 830 950 1035 10d 1180 1345 1450 16d 1400 1600 1740 10d HDG 930 1065 1160 16d HDG 1105 1215 1215 JUS26 LUS26 18 1-9/16 4-13/16 1-3/4 1 -- 4 10d 4 10d 870 1000 1080 1050 JUS28 LUS28 18 1-9/16 6-5/8 1-3/4 1 -- 6 10d 4 10d 1110 1270 1375 1050 MUS26 MUS26 18 1-9/16 5-1/16 2 1 -- 6 10d 6 10d 1285 1475 1605 865 MUS28 MUS28 18 1-9/16 7-1/16 2 1 -- 8 10d 8 10d 1710 1970 2140 1230 10d 750 840 910 16d 880 1000 1080 10d 1000 1120 1210 16d 1175 1335 1440 HUS26 HUS26 16 1-5/8 5-7/16 3 2 -- 14 16d 6 16d 2760 3140 3400 2045 HUS28 HUS28 16 1-5/8 7-3/16 3 2 -- 22 16d 8 16d 4170 4745 5125 2990 HD28 HU28 14 1-9/16 5-1/4 2-1/2 1-1/8 -- 8 16d 6 10d x 1-1/2 1230 1390 1490 760 Min 10 4 1540 1735 1865 760 Max 14 6 2155 2430 2610 1170 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) For JUS, HUS, and MUS hangers: Nails must be driven at a 30° to 45˚ angle through the joist or truss into the header to achieve the table loads. 3) NAILS: 10d x 1-1/2 nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. LU28 1-9/16 6-1/8 JL28IF-TZ -- -- -- -- 815 730 JL26IF-TZ 1-1/2 730 8 4 10 6 10d x 1-1/2 6 1-9/16 -- 6-3/8 2 x 4 HD26 HU26 14 1-9/16 3-1/2 2-1/2 2 x 6 JL26 LU26 SUH26 U26 JL26IF-TZ JL24 LU24 16 1-1/2 SUH24 U24 18 1-1/2 20 1-9/16 3 2 x 8 16 1-9/16 2 1-9/16 5-1/8 2 1-3/16 1-1/2 -- 4-1/2 15/16 SUH28 --1-3/16 14 1-9/16 7-3/16 JL26 LU26 15/16 HD210 HU210 20 60064 16 1-9/16 3-1/4 2 1-3/16 10d x 1-1/2 HDG 4 10d x 1-1/2 10d x 1-1/2 HDG -- 1-1/2 15/16 JL24IF-TZ --1-9/16 3-1/8 1-1/8 LUC26Z JL28 18 -- 6 4 16d -- -- 1-1/2 20 1-9/16 4-3/4 1-1/2 18 1-9/16 1-9/16 4-3/4 1-9/16 4-1/218 HD26 HU26 14 1-9/16 3-1/2 380 600 730 7554 615 695 745 -- -- -- -- -- 10d x 1-1/2 42 10d x 1-1/2 10d x 1-1/2 HDG 10d x 1-1/2 295 280 Roof Code Ref.CorrosionFinishHeader Joist DF/SP Allowable Loads (Lbs.)2 2 10d x 1-1/2 64 46 615 69516d10d x 1-1/2 745 IBC, FL, LA Fastener Schedule3 875 755 2-1/2 1-1/8 6-5/8 5-1/8 2 1-3/16 16 1-9/16 4 10d x 1-1/2 6 10d x 1-1/2-- 16d 10d x 1-1/2 6 8 Dimensions (in) MiTek USP Stock No. Steel Gauge LUC26Z Min/ Max --1-1/2 15/16 4 2-1/2 1-1/8 4 2 10d x 1-1/2 4 10d x 1-1/2 HDG SUH26 U26 20 Corrosion Finish Stainless Steel Gold Coat HDG Triple Zinc Corrosion Finish Stainless Steel Gold Coat HDG Triple Zinc Corrosion Finish Stainless Steel Gold Coat HDG Triple Zinc A D H WContinued on next page 144 MiTek ® USP® Product Catalog Copyright © 2020 MiTek Industries, Inc. All Rights ReservedHangers HangersFace Mount Hangers – DF/SP Allowable Loads Floor Uplift1 Joist Size Ref. No.W H D A Qty Type Qty Type 100% 115% 125% 160% JUS24-2 LUS24-2 18 3-1/8 3-7/16 2 1 -- 4 16d 2 16d 805 900 900 660 10d 750 840 910 16d 880 1000 1080 HD24-2 HU24-2 14 3-1/8 3-1/2 2-1/2 1-1/8 -- 4 16d 2 10d 615 695 745 365 HUS24-2 -- 14 3-1/8 3-7/16 2 1 -- 4 16d 2 16d 850 965 1040 765 HUS24-2IF -- 14 3-1/8 3-7/16 2 1 -- 4 16d 2 16d 850 965 1040 765 JUS26-2 LUS26-2 18 3-1/8 5-1/4 2 1 -- 4 16d 4 16d 1040 1185 1290 1270 10d 1250 1405 1515 16d 1470 1670 1800 HD24-2 HU24-2 14 3-1/8 3-1/2 2-1/2 1-1/8 -- 4 16d 2 10d 615 695 745 365 HUS26-2 HUS26-2 14 3-1/8 5-1/4 2 1 -- 4 16d 4 16d 1085 1235 1330 1170 HUS26-2IF HUSC26-2 14 3-1/8 5-1/4 2 1 -- 4 16d 4 16d 1085 1235 1330 1170 Min 8 4 1230 1390 1490 760 Max 12 6 1850 2085 2235 1170 Min 8 4 1230 1390 1490 760 Max 12 6 1850 2085 2235 1170 JUS26-2 LUS26-2 18 3-1/8 5-1/4 2 1 -- 4 16d 4 16d 1040 1185 1290 1270 JUS28-2 LUS28-2 18 3-1/8 7-1/8 2 1 -- 6 16d 4 16d 1325 1510 1645 1270 10d 1250 1405 1515 16d 1470 1670 1800 10d 1500 1685 1815 16d 1765 2000 2000 HUS26-2 HUS26-2 14 3-1/8 5-1/4 2 1 -- 4 16d 4 16d 1085 1235 1330 1170 HUS26-2IF HUSC26-2 14 3-1/8 5-1/4 2 1 -- 4 16d 4 16d 1085 1235 1330 1170 HUS28-2 HUS28-2 14 3-1/8 7-1/8 2 1 -- 6 16d 6 16d 1625 1850 1880 2420 HUS28-2IF HUSC28-2 14 3-1/8 7-1/8 2 1 -- 6 16d 6 16d 1625 1850 1880 2420 Min 8 4 1230 1390 1490 760 Max 12 6 1850 2085 2235 1170 Min 8 4 1230 1390 1490 760 Max 12 6 1850 2085 2235 1170 Min 10 4 1540 1735 1865 780 Max 14 6 2155 2430 2610 1170 Min 10 4 1540 1735 1865 780 Max 14 6 2155 2430 2610 1170 JUS28-2 LUS28-2 18 3-1/8 7-1/8 2 1 -- 6 16d 4 16d 1325 1510 1645 1270 JUS210-2 LUS210-2 18 3-1/8 9-1/8 2 1 -- 8 16d 6 16d 1845 2105 2290 2345 10d 1500 1685 1815 16d 1765 2000 2000 -- 10d 2000 2245 2420 16d 2350 2670 2880 HUS28-2 HUS28-2 14 3-1/8 7-1/8 2 1 -- 6 16d 6 16d 1625 1850 1880 2420 HUS28-2IF HUSC28-2 14 3-1/8 7-1/8 2 1 -- 6 16d 6 16d 1625 1850 1880 2420 Min 10 4 1540 1735 1865 780 Max 14 6 2155 2430 2610 1170 Min 10 4 1540 1735 1865 780 Max 14 6 2155 2430 2610 1170 HUS210-2 HUS210-2 14 3-1/8 9-1/8 2 1 -- 8 16d 8 16d 2170 2465 2660 2420 HUS210-2IF HUSC210-2 14 3-1/8 9-1/8 2 1 -- 8 16d 8 16d 2170 2465 2660 2420 Min 14 6 2155 2430 2610 1170 Max 20 10 3080 3475 3725 1950 Min 14 6 2155 2430 2610 1170 Max 20 10 3080 3475 3725 1950 HDQ210-2IF HUCQ210-2 14 3-1/4 9 3 1-1/2 -- 12 WS3 6 WS3 5015 5590 5590 2975 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) For JUS and HUS hangers: Nails must be driven at a 30° to 45˚ angle through the joist or truss into the header to achieve the table loads. 3) MiTek's WS3 structural wood screws are 1/4" dia. x 3" long and are included with HDQIF hangers. 4) NAILS: 10d nails are 0.148" dia. x 3" long, 16d are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. IBC, FL, LA 380 755 755 755 755 1135 12 4 10d 12 4 10d 16 6 10d 6 2 10d 10 4 10d 10 4 10d (2) 2 x 6 HU26-2 HUC26-2 SUH26-2 (2) 2 x 4 SUH24-2 U24-2 1-1/816 3-1/8 3-1/8 2 2-1/2 -- -- 1-1/8 U26-2 16 3-1/8 5-1/16 2 16d 16d 10d 10d -- 14 3-1/8 5-1/4 3-1/8 9 2-1/2 2-1/2 1-1/8 14 3-1/8 5-1/4 1-1/8 2-1/2 1-1/8 3-1/8 6-1/4 2 3-1/8 5-1/4 2-1/2 -- (2) 2 x 8 14 (2) 2 x 10 SUH28-2 -- SUH210-2 U210-2 HD28-2 HU28-2 HD210-2IF HUC210-2 HD210-2 HU210-2 16 16 14 14 MiTek USP Stock No. Steel Gauge SUH26-2 U26-2 SUH28-2 -- HU28-2 14 14 16 HD26-2 HU26-2 HD28-2 16 HUC26-2 14 HD26-2 HD26-2IF Code Ref.CorrosionFinishDimensions (in)DF/SP Allowable Loads (Lbs.)2 Fastener Schedule3,4 Min/ Max Joist Roof 16d 10d Header -- --1-1/8 3-1/8 5-1/16 2 3-1/8 26-1/4 1-1/8 3-1/8 5-1/4 2-1/2 16d 10d HD26-2IF 16d 10d 16d 10d 16d 10d 16d 10d 1-1/8 1-1/8 3-1/8 7-1/8 -- 1-1/8 -- 14 3-1/8 9 2-1/2 1-1/8 3-1/8 16d 10d HD28-2IF HUC28-2 HD28-2IF HUC28-2 14 3-1/8 7-1/8 2-1/2 --16d 10d 8-9/16 2 3-1/8 7-1/8 2-1/2 3-1/8 7-1/8 2-1/2 -- Corrosion Finish Stainless Steel Gold Coat HDG Triple Zinc Corrosion Finish Stainless Steel Gold Coat HDG Triple Zinc Corrosion Finish Stainless Steel Gold Coat HDG Triple Zinc A D H WContinued on next page BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications Contact Us BCIS Site Map Links Search Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL #FL17232-R7 Application Type Revision Code Version 2020 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MiTek Inc. Address/Phone/Email 16023 Swingley Ridge Road Chesterfield, MO 63017 (800) 328-5934 ewalden@mii.com Authorized Signature Erin Walden ewalden@mii.com Technical Representative Erin M. Walden Address/Phone/Email 16023 Swingley Ridge Road Chesterfield, MO 63017 (952) 898-8635 ewalden@mii.com Quality Assurance Representative Erin M. Walden Address/Phone/Email 16023 Swingley Ridge Road Chesterfield, MO 63017 (952) 898-8635 ewalden@mii.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity ICC Evaluation Service Quality Assurance Contract Expiration Date 10/31/2022 Validated By ICC Evaluation Service, LLC. Certificate of Independence FL17232_R7_COI_Certification of Independence for Evaluation.pdf Referenced Standard and Year (of Standard)Standard Year ANSI/AWC NDS 2018 ASTM D7147 2011 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option C Date Submitted 12/02/2020 Date Validated 12/08/2020 Date Pending FBC Approval Date Approved 12/12/2020 Summary of Products Go to Page Page 1 / 2 FL #Model, Number or Name Description 17232.1 CLPBF Butterfly Hanger Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.2 HD26, HD24-2, HD34, HD44 Face Mount Hanger Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.3 HD28, HD210, HD212, HD214, HD216, HD26-2, HD28-2, HD210-2, HD212-2, HD214-2, HD216-2, HD26- 3, HD28-3, HD210-3, HD212-3, HD214-3, HD216-3, HD28-4, HD210- 4, HD36, HD38, HD310, HD312, HD314, HD316, HD38-2, HD310-2, HD312-2, HD46, HD48 Face Mount Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.4 HD410, HD412, HD414, HD416, HD418, HD66, HD68, HD610, HD612, HD614, HD616, HD86, HD88, HD810, HD812, HD814, HD816, HD1770, HD17925, HD17112, HD1714, HD27925, HD27112, HD2714, HD32105, HD3212, HD5112, HD51135 Face Mount Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.5 HD5210, HD5212, HD5214, HD5216, HD62117, Hd71117, HD7100, HD7120, HD7140, HD7160, HD7180, HD77117, HD83117, HD95117 Face Mount Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.6 HUS26, HUS28, HUS210, HUS175, HUS177, HUS179, HUS24-2, HUS26- 2, HUS28-2, HUS210-2, HUS212-2, HUS46, HUS48, HUS410, HUS412 Slant Nail Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.7 IHF15925, IHF15112, IHF1514, IHF16925, IHF16112, IHF1614, IHF17925, IHF17112, IHF1714, IHF1716, IHF20925, IHF20112, IHF2014, IHF23925, IHF23112, IHF2314, IHF2316, IHF2318, IHF25925, IHF25112, IHF2514, IHF2516, IHF26925, IHF26112, IHF2614, IHF2616 Joist Hanger Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.8 IHF15925-2, IHF15112-2, IHF16925- 2, IHF16112-2, IHF35925, IHF35112, IHF3514, IHF3516, IHF3518, IHF20925-2, IHF20112-2, IHF2014-2, IHF23925-2, IHF25925- 2, IHF25112-2 Joist Hanger Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.9 IHFL15925, IHFL15112, IHFL17925, IHFL17112, IHFL1714, IHFL1716, IHFL20925, IHFL20112, IHFL2014, IHFL2016, IHFL23925, IHFL23112, IHFL2314, IHFL2316, IHFL25925, IHFL25112, IHFL2514, IHFL2516, IHFL35925, IHFL35112, IHFL3514, IHFL3516 Joist Hanger Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.10 JL24, JL26 Standard Joist Hangers Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.11 JL28, JL210 Standard Joist Hangers Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.12 JN26-2, JN28-2, JN26E, JN28E, JN210E Power Nail Hangers Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.13 JUS24, JUS24-2, JUS24-3, JUS44 Slant Nail Joist Hanger Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.14 JUS26, JUS28, JUS210, JUS36, JUS38, JUS310, JUS26-2, JUS28-2, JUS210-2, JUS214-2, JUS46, JUS48, JUS410, JUS412, JUS414, JUS26-3, JUS28-3, JUS210-3, JUS212-3, JUS214-3 Slant Nail Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.15 LGU325, LGU363, LGU525, MGU363, MGU525, MGU550, MGU562, MGU700, HGU363, HGU525, HGU550, HGU562, HGU700, HGU725, HGU900 Girder Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.16 SUH24, SUH24R, SUH34, SUH24-2, SUH44, SUH44R, SUH26-3 Joist Hanger Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.17 SUH26, SUH28, SUH210, SUH214, SUH1710, SUH1714, SUH26R, SUR28R, SUH210R, SUH214R,SUH2310, SUH2314, SUH36, SUH310, SUH314, SUH2610, SUH2614, SUH26-2, SUH28- 2,SUH210-2,SUH214-2 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.18 SUH46, SUH48, SUH410, SUH414, SUH46R, SUH410R, SUH28-3, SUH210-3, SUH2310-2, SUH2314-2, SUH310-2, SUH66, SUH610, SUH66R, SUH610R Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.19 THD26, THD28, THD210, THD175, THD177, THD179, THD26-2, THD28- 2, THD210-2, THD210-3, THD210-4, THD46, THD48, THD410, THD412, THD414, THD610, THD612, THD614, THD7210 Face Mount Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Design Pressure: N/A Other: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf 17232.20 THDH26, THDH28, THDH210, THDH27925,THDH27112,THDH2714, THDH26-2, THDH28-2, THDH210-2, THDH212-2, THDH214-2, THDH3210, THDH3212, THDH46, THDH48, THDH410, THDH412, THDH414 Face Mount Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17232_R7_II_ESR-3445 Oct2020.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R7_AE_ESR-3445 Oct2020.pdf Go to Page Page 1 / 2 Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is 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