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BENJAMIN TRUSS PACKAGE - Reviewed by Arch_v1ULTIMATE ENGINEERING DESIGNS, INC. ENGINEERING COVER SHEET This cover sheet is provided as per Florida Statute 61G15-23.001, F.A.C. in lieu signing and sealing each individual sheet. An index sheet of the quantity of truss designs specified below is attached with the identification and date of each drawing. Quantity of Truss Designs: 8 Project Name:MIRAN CONST - 561 NE 106 ST MIAMI SHORES, FL Building Authority:MIAMI SHORES, FL Design Loads:Roof: 30-15-0-10 psf. Wind: 175 mph Exposure: C Kd: 0.85 HVHZ DOL: Plate: 1.00 Lumber: 1.33 Building Code:FBC 2020 / TPI 2014 / ASCE 7-16 Software Used:MITEK 2020 v 8.420 Attachments:Truss placement diagram, Truss profile list, product approvals, Valley detail, web bracing reccomendation Engineer of Truss Design Package: ULTIMATE ENGINEERING DESIGNS INC. 9590 N.W. 89th Avenue MEDLEY, FL 33178 PHONE: (305) 882-8826 (Office) ARMANDO R. PEREZ. P.E. 28026 CELLULAR: (786) 734-2539 ^ bruce & bruce, Inc. approved rejected approved as corrected revise & resubmit This review is only for general conformance with the design concept of the project and general compliance with the information given in the Construct Documents. Corrections or comments made on the shop drawings during this review do not relieve the contractor from compliance with requirements of the plans and specifications. Approval of a specific item shall not include approval of an assembly of which the item is a component. Contractor is responsible for: dimensions to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences, and procedures of construction; coordination of the Work of all trades; and for performing all work in a safe and satisfactory manner. Date:_________ By: ____________________ victor bruce Digitally signed by victor bruce Date: 2021.01.05 15:48:34 -05'00' Armand o Perez Digitally signed by Armando Perez Date: 2020.12.16 20:45:49 -05'00' , 254504030 J2000286 B2000286 Inside Sales 1 MIAMI SHORES, FL 561 NE 106 ST 12/15/20 12:45:45 Reaction 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: Trusscorp International, Inc. 9590 NW 8th Ave Medley, FL 33178 (305) 882-8826 Fax: (305) 887-6008 P.O. Number: .F. / Reactions:Qty: Truss Type:Span:Truss Id:Slope G1 COMMON 1 13-01-00 3.13 3137.03 -2528.38 3137.03 -2528.40 Joint 1 Joint 3 T1 COMMON 10 15-07-00 3.13 977.08 -836.71 977.08 -836.71 Joint 2 Joint 4 T2 COMMON 7 15-07-00 3.13 702.22 -734.92 882.17 -757.51 Joint 2 Joint 5 440.81 -436.12 Joint 8 T3 COMMON 7 13-01-00 3.13 839.58 -822.15 839.58 -822.16 Joint 2 Joint 4 T4 COMMON 1 13-01-00 3.13 845.70 -836.83 713.47 -649.29 Joint 2 Joint 4 V12 VALLEY 2 12-00-00 3.13 299.54 -202.15 299.54 -202.15 Joint 1 Joint 3 622.27 -615.62 Joint 4 V4 GABLE 2 04-00-00 0.00 44.80 44.80 Joint 1 Joint 2 V8 VALLEY 2 08-00-00 3.13 265.14 -190.73 265.14 -190.73 Joint 1 Joint 3 355.85 -327.47 Joint 4 Job BENJAMIN Truss G1 Truss Type COMMON Qty 1 Ply 2 561 NE 106 ST MIAMI SHORES, FL Job Reference (optional) 8.420 s Sep 25 2020 MiTek Industries, Inc. Tue Dec 15 12:41:39 2020 Page 1 Trusscorp Int., 9590 NW 89 AVE, Medley, FL ID:NI_CGZYLYjxLH4AbUe_Ofly93kS-qW59sNWiFXtPf07AyasVUBRQhiVHTTpaqwGA0Cy8k8g Scale = 1:20.9 3137#/-2528#3137#/-2528#3137#/-2528#3137#/-2528# 1 2 3 4 11 12 13 14 15 16 17 18 4x10 4x10 3x6 4x6 6-6-8 6-6-8 13-1-0 6-6-8 6-6-8 6-6-8 13-1-0 6-6-8 0-4-142-1-50-4-143.13 12 Plate Offsets (X,Y)-- [1:0-3-7,0-0-1], [3:0-3-7,0-0-1], [4:0-4-8,0-1-8] 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 FBC2020/TPI2014 CSI. TC BC WB Matrix-MSH 0.99 0.84 0.51 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.15 -0.18 0.03 (loc) 4-10 4-10 3 l/defl >999 >857 n/a L/d 360 180 n/a PLATES MT20 Weight: 106 lb FT = 0% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-3-8 oc bracing. REACTIONS.(lb/size)1=2219/0-8-0 (min. 0-1-14), 3=2219/0-8-0 (min. 0-1-14) Max Uplift1=-2528(LC 7), 3=-2528(LC 8) Max Grav 1=3137(LC 10), 3=3137(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-7301/6012, 11-12=-7094/5753, 2-12=-7025/5705, 2-13=-7025/5705, 13-14=-7094/5753, 3-14=-7301/6012 BOT CHORD 1-15=-3625/4545, 1-16=-5716/7024, 4-16=-5399/6707, 4-17=-5399/6707, 3-17=-5716/7024, 3-18=-3625/4545 WEBS 2-4=-1948/2828 NOTES-(11) 1) 2-ply truss to be connected together with 16d (0.131"x 3.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-6-8, Exterior(2R) 3-6-8 to 9-6-8, Interior(1) 9-6-8 to 10-1-0, Exterior(2E) 10-1-0 to 13-1-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) 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 2528 lb uplift at joint 1 and 2528 lb uplift at joint 3. 8) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-1-0 for 152.9 plf. 10) Girder carries tie-in span(s): 11-0-0 from 0-0-0 to 13-1-0 11) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S)Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 5-8=-249(F=-229) Job BENJAMIN Truss T1 Truss Type COMMON Qty 10 Ply 1 561 NE 106 ST MIAMI SHORES, FL Job Reference (optional) 8.420 s Sep 25 2020 MiTek Industries, Inc. Tue Dec 15 12:41:40 2020 Page 1 Trusscorp Int., 9590 NW 89 AVE, Medley, FL ID:NI_CGZYLYjxLH4AbUe_Ofly93kS-IifY3jXL0q?GHAiNWHNk1P_dA5syC?xj3a0kYey8k8f Scale = 1:29.7 977#/-837#977#/-837#977#/-837#977#/-837# 1 2 3 4 5 6 15 16 17 18 19 20 21 22 2x4 2x4 3x4 3x4 2x4 4x8 7-9-8 7-9-8 15-7-0 7-9-8 -1-4-0 1-4-0 7-9-8 7-9-8 15-7-0 7-9-8 16-11-0 1-4-0 0-4-142-5-40-4-143.13 12 Plate Offsets (X,Y)-- [1:0-2-4,0-1-0], [5:0-2-4,0-1-0] 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 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-AS 0.88 0.81 0.13 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.21 -0.33 0.03 (loc) 6-11 6-11 4 l/defl >874 >562 n/a L/d 360 180 n/a PLATES MT20 Weight: 58 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)2=977/0-8-0 (min. 0-1-8), 4=977/0-8-0 (min. 0-1-8) Max Uplift2=-837(LC 4), 4=-837(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1897/1462, 15-16=-1822/1470, 3-16=-1804/1478, 3-17=-1804/1478, 17-18=-1822/1470, 4-18=-1897/1462 BOT CHORD 2-19=-246/500, 2-20=-1267/1764, 6-20=-1267/1764, 6-21=-1267/1764, 4-21=-1267/1764, 4-22=-246/500 WEBS 3-6=0/374 NOTES-(8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-9-8, Exterior(2R) 4-9-8 to 10-9-8, Interior(1) 10-9-8 to 13-11-0, Exterior(2E) 13-11-0 to 16-11-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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 837 lb uplift at joint 2 and 837 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S)Standard Job BENJAMIN Truss T2 Truss Type COMMON Qty 7 Ply 1 561 NE 106 ST MIAMI SHORES, FL Job Reference (optional) 8.420 s Sep 25 2020 MiTek Industries, Inc. Tue Dec 15 12:41:41 2020 Page 1 Trusscorp Int., 9590 NW 89 AVE, Medley, FL ID:NI_CGZYLYjxLH4AbUe_Ofly93kS-mvDwH3Yzn877uKHZ4?uzZcXneVC3xTdtHElH44y8k8e Scale = 1:29.7 702#/-735#882#/-758#441#/-436#702#/-735#882#/-758# 1 2 3 4 5 6 8 7 17 18 19 20 21 22 23 24 25 2x4 2x4 3x4 3x4 2x4 4x6 2x4 2x4 3-8-0 3-8-0 4-0-0 0-4-0 7-9-8 3-9-8 15-7-0 7-9-8 -1-4-0 1-4-0 4-0-0 4-0-0 7-9-8 3-9-8 15-7-0 7-9-8 16-11-0 1-4-0 0-4-142-5-40-4-143.13 12 Plate Offsets (X,Y)-- [1:0-2-4,0-1-0], [6:0-2-4,0-1-0] 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 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-AS 0.90 0.82 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.19 -0.35 0.02 (loc) 7-16 7-16 5 l/defl >720 >397 n/a L/d 360 180 n/a PLATES MT20 Weight: 59 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)2=702/0-8-0 (min. 0-1-8), 5=882/0-8-0 (min. 0-1-8), 8=370/0-8-0 (min. 0-1-8) Max Uplift2=-735(LC 4), 5=-758(LC 4), 8=-436(LC 4) Max Grav 2=702(LC 1), 5=882(LC 1), 8=441(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-1410/1052, 3-17=-1343/1058, 3-18=-1413/1145, 4-18=-1336/1153, 4-19=-1361/1121, 19-20=-1377/1113, 5-20=-1454/1105 BOT CHORD 2-21=-144/305, 2-22=-919/1332, 8-22=-919/1332, 8-23=-919/1332, 7-23=-919/1332, 7-24=-919/1332, 5-24=-919/1332, 5-25=-172/417 WEBS 4-7=0/323, 3-8=-363/340 NOTES-(8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-9-8, Exterior(2R) 4-9-8 to 10-9-8, Interior(1) 10-9-8 to 13-11-0, Exterior(2E) 13-11-0 to 16-11-0; cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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 735 lb uplift at joint 2, 758 lb uplift at joint 5 and 436 lb uplift at joint 8. 6) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S)Standard Job BENJAMIN Truss T3 Truss Type COMMON Qty 7 Ply 1 561 NE 106 ST MIAMI SHORES, FL Job Reference (optional) 8.420 s Sep 25 2020 MiTek Industries, Inc. Tue Dec 15 12:41:42 2020 Page 1 Trusscorp Int., 9590 NW 89 AVE, Medley, FL ID:NI_CGZYLYjxLH4AbUe_Ofly93kS-E5mIUPZbYSFzWUsldiQC6q3?tvaZgwj0WuVqcWy8k8d Scale = 1:25.5 840#/-822#840#/-822#840#/-822#840#/-822# 1 2 3 4 5 6 15 16 17 18 19 20 21 22 2x4 2x4 3x4 3x4 2x4 4x6 6-6-8 6-6-8 13-1-0 6-6-8 -1-4-0 1-4-0 6-6-8 6-6-8 13-1-0 6-6-8 14-5-0 1-4-0 0-4-142-1-50-4-143.13 12 Plate Offsets (X,Y)-- [1:0-2-4,0-1-0], [5:0-2-4,0-1-0] 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 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-MSH 0.74 0.67 0.11 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.13 -0.20 0.02 (loc) 6-14 6-14 4 l/defl >999 >772 n/a L/d 360 180 n/a PLATES MT20 Weight: 50 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 3-5-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)2=840/0-8-0 (min. 0-1-8), 4=840/0-8-0 (min. 0-1-8) Max Uplift2=-822(LC 4), 4=-822(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1537/1391, 15-16=-1473/1397, 3-16=-1472/1405, 3-17=-1472/1405, 17-18=-1473/1397, 4-18=-1537/1391 BOT CHORD 2-19=-226/432, 2-20=-1198/1425, 6-20=-1198/1425, 6-21=-1198/1425, 4-21=-1198/1425, 4-22=-226/432 WEBS 3-6=-14/345 NOTES-(7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 3-6-8, Exterior(2R) 3-6-8 to 9-6-8, Interior(1) 9-6-8 to 11-5-0, Exterior(2E) 11-5-0 to 14-5-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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 822 lb uplift at joint 2 and 822 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S)Standard Job BENJAMIN Truss T4 Truss Type COMMON Qty 1 Ply 1 561 NE 106 ST MIAMI SHORES, FL Job Reference (optional) 8.420 s Sep 25 2020 MiTek Industries, Inc. Tue Dec 15 12:41:42 2020 Page 1 Trusscorp Int., 9590 NW 89 AVE, Medley, FL ID:NI_CGZYLYjxLH4AbUe_Ofly93kS-E5mIUPZbYSFzWUsldiQC6q3_ivaPgwi0WuVqcWy8k8d Scale = 1:23.3 713#/-649#846#/-837#713#/-649#846#/-837# 1 2 3 4 5 13 14 15 16 17 18 19 20 2x4 3x4 3x4 2x4 4x6 6-6-8 6-6-8 13-1-0 6-6-8 -1-4-0 1-4-0 6-6-8 6-6-8 13-1-0 6-6-8 0-4-142-1-50-4-143.13 12 Plate Offsets (X,Y)-- [1:0-2-4,0-1-0] 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 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-MSH 0.82 0.68 0.11 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.13 -0.21 0.02 (loc) 5-9 5-9 4 l/defl >999 >750 n/a L/d 360 180 n/a PLATES MT20 Weight: 46 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 3-3-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-7-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)4=713/0-8-0 (min. 0-1-8), 2=846/0-8-0 (min. 0-1-8) Max Horz 2=45(LC 4) Max Uplift4=-649(LC 4), 2=-837(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1568/1464, 13-14=-1504/1469, 3-14=-1503/1477, 3-15=-1503/1473, 15-16=-1503/1465, 4-16=-1567/1464 BOT CHORD 2-17=-262/428, 2-18=-1313/1455, 5-18=-1313/1455, 5-19=-1313/1455, 4-19=-1313/1455, 4-20=-498/536 WEBS 3-5=-33/349 NOTES-(7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 3-6-8, Exterior(2R) 3-6-8 to 9-6-8, Interior(1) 9-6-8 to 10-1-0, Exterior(2E) 10-1-0 to 13-1-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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 649 lb uplift at joint 4 and 837 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S)Standard Job BENJAMIN Truss V4 Truss Type GABLE Qty 2 Ply 1 561 NE 106 ST MIAMI SHORES, FL Job Reference (optional) 8.420 s Sep 25 2020 MiTek Industries, Inc. Tue Dec 15 12:41:43 2020 Page 1 Trusscorp Int., 9590 NW 89 AVE, Medley, FL ID:NI_CGZYLYjxLH4AbUe_Ofly93kS-jHKgilZDJlNq8eQyBQxRf1cKCJ42POi9lYEO9zy8k8c Scale = 1:7.5 45#/0#45#/0# 2 1 4-0-0 4-0-0 2-0-0 2-0-0 4-0-0 2-0-0 0-5-8LOADING (psf) TCLL TCDL BCLL BCDL 30.0 15.0 0.0 10.0 SPACING- Plate Grip DOL Plate Metal DOL Lumber DOL Rep Stress Incr Code 2-0-0 0.90 0.90 0.90 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-P 0.00 0.02 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 Weight: 9 lb FT = 0% GRIP LUMBER- BOT CHORD 2x6 SP No.1 BRACING- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)2=22/4-0-0 (min. 0-1-8), 1=22/4-0-0 (min. 0-1-8) Max Grav 2=45(LC 3), 1=45(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(5) 1) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 5) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S)Standard Job BENJAMIN Truss V8 Truss Type VALLEY Qty 2 Ply 1 561 NE 106 ST MIAMI SHORES, FL Job Reference (optional) 8.420 s Sep 25 2020 MiTek Industries, Inc. Tue Dec 15 12:41:43 2020 Page 1 Trusscorp Int., 9590 NW 89 AVE, Medley, FL ID:NI_CGZYLYjxLH4AbUe_Ofly93kS-jHKgilZDJlNq8eQyBQxRf1cGBJ1oPN09lYEO9zy8k8c Scale = 1:14.5 1 2 3 45 6 3x4 4x6 3x4 2x4 4-0-0 4-0-0 8-0-0 4-0-0 4-0-0 4-0-0 8-0-0 4-0-0 1-0-83.13 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 FBC2020/TPI2014 CSI. TC BC WB Matrix-P 0.26 0.22 0.11 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: 21 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 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)1=153/8-0-0 (min. 0-1-8), 3=153/8-0-0 (min. 0-1-8), 4=324/8-0-0 (min. 0-1-8) Max Uplift1=-191(LC 4), 3=-191(LC 4), 4=-327(LC 4) Max Grav 1=265(LC 13), 3=265(LC 15), 4=356(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-253/363 NOTES-(8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2E); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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 191 lb uplift at joint 1, 191 lb uplift at joint 3 and 327 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S)Standard Job BENJAMIN Truss V12 Truss Type VALLEY Qty 2 Ply 1 561 NE 106 ST MIAMI SHORES, FL Job Reference (optional) 8.420 s Sep 25 2020 MiTek Industries, Inc. Tue Dec 15 12:41:44 2020 Page 1 Trusscorp Int., 9590 NW 89 AVE, Medley, FL ID:NI_CGZYLYjxLH4AbUe_Ofly93kS-BUu2v4ar43Vhlo?8l7SgBF8Q_jKN8pIJ_C_xhPy8k8b Scale = 1:18.9 1 2 3 4 5 6 7 8 3x4 4x6 3x4 2x4 6-0-0 6-0-0 12-0-0 6-0-0 6-0-0 6-0-0 12-0-0 6-0-0 1-6-123.13 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 FBC2020/TPI2014 CSI. TC BC WB Matrix-SH 0.38 0.39 0.17 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: 34 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 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)1=224/12-0-0 (min. 0-1-8), 3=224/12-0-0 (min. 0-1-8), 4=622/12-0-0 (min. 0-1-8) Max Uplift1=-202(LC 4), 3=-202(LC 4), 4=-616(LC 4) Max Grav 1=300(LC 13), 3=300(LC 15), 4=622(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-438/575 NOTES-(8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2E) 1-1-11 to 4-1-11, Exterior(2R) 4-1-11 to 7-10-5, Exterior(2E) 7-10-5 to 10-10-5; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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 202 lb uplift at joint 1, 202 lb uplift at joint 3 and 616 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S)Standard 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-R6 Application Type Revision Code Version 2017 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 Walden, EIT Address/Phone/Email 14305 Southcross Drive Ste 200 Burnsville, MN 55306 (952) 898-8635 EWalden@mii.com Quality Assurance Representative Todd Asche Address/Phone/Email 14305 Southcross Drive Ste 200 Burnsville, MN 55306 (952) 898-8635 tasche@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 10/31/2020 Validated By ICC Evaluation Service, LLC. Certificate of Independence FL17232_R6_COI_Certification of Independence for Evaluation.pdf Referenced Standard and Year (of Standard)Standard Year ANSI/AWC NDS 2015 ASTM D7147 2005 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option C Date Submitted 10/03/2019 Date Validated 10/03/2019 Date Pending FBC Approval Date Approved 10/11/2019 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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.pdf 17232.6 HUS26, HUS28, HUS210, HUS175, HUS177, HUS179, HUS24-2, HUS26- Slant Nail Joist Hanger 2, HUS28-2, HUS210-2, HUS212-2, HUS46, HUS48, HUS410, HUS412 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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Design Pressure: N/A Other: Evaluation Reports FL17232_R6_AE_ESR-3445.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_R6_II_ESR-3445.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17232_R6_AE_ESR-3445.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 an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public-records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2019 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 25 ICC-ES Evaluation Report ESR-3445 Reissued October 2018 Revised September 2019 This report is subject to renewal October 2020. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: MiTek® USA, INC. (FORMERLY USP STRUCTURAL CONNECTORS) 16023 SWINGLEY RIDGE ROAD CHESTERFIELD, MISSOURI 63017 (800) 328-5934 www.mitek-us.com uspcustomerservice@mii.com EVALUATION SUBJECT: MiTek® USP® FACE MOUNT HANGERS 1.0 EVALUATION SCOPE Compliance with the following codes:  2018, 2015, 2012, 2009 and 2006 International Building Code® (IBC)  2018, 2015, 2012, 2009 and 2006 International Residential Code® (IRC) For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-3445 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The MiTek® USA, Inc. USP® structural connectors described in this report (see Table 17 for complete listing) are used for connecting wood framing members in accordance with Section 2304.10.3 of the 2018 and 2015 IBC (Section 2304.9.3 of the 2012, 2009 and 2006 IBC). The connectors may also be used in structures regulated under the IRC when an engineered design is submitted to, and approved by, the code official, in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 CLPBF Butterfly Hanger: The CLPBF Butterfly Hanger is a face-mount hanger with triangular header flanges having prepunched nail holes for joist-to-header or truss-to-truss connections. The CLPBF Butterfly Hanger is cold-formed from No. 18 gage steel and is prepunched for 10d common nails into the header and 10d-by-11/2-inch nails into the joist. See Table 1 and Figure 1 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.2 HD Face Mount Hanger: The HD Face Mount Hanger is designed to support headers, joists and trusses. The HD Face Mount Hanger is cold- formed from No. 14 gage steel; and is prepunched for 16d common nails into the supporting member, and either 16d common, 10d common or 10d-by-11/2-inch nails into the supported member. See Table 2 and Figure 2 for product dimensions, fastener schedule, allowable loads, and typical installation details. The HD, THD, THF and THFI offer increased allowable download and/or uplift values by installing additional nails into the diamond holes. Minimum (`min’) load values require the installation of the specified nails into all round holes of the hanger to support the corresponding allowable loads. Maximum (‘max’) load values require the installation of the specified nails into all round and all diamond holes of the hanger to support the increased loads. Interpolation is not allowed between the min-max allowable load values and nail count. 3.3 HUS Slant Nail Joist Hanger: The HUS Slant Nail Joist Hanger is designed to provide double shear nailing for joist/truss-to-beam connections. The HUS Slant Nail Joist Hanger is cold-formed from No. 14 gage or No. 16 gage steel and is prepunched for 16d common nails into both the joist and the header. See Table 3 and Figure 3 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.4 JL Standard Joist Hangers: The JL Standard Joist Hangers are designed as face mount hangers for connecting nominal dimension lumber to headers, beams or girders. The JL hangers are cold-formed from No. 20 gage steel. The hangers are prepunched for 16d common or 10d common nails into the header, and 10d-by-11/2-inch nails into the joist. See Table 4 and Figure 4 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.5 JN and JNE Power Nail Hangers: JN and JNE Joist Hangers are designed to support one- and two-ply nominally 2-by-6 and 2-by-8 dimension lumber joists. The JN joist hangers are cold-formed from No.18 gage steel and have a seat depth of 15/8 inches ESR-3445 | Most Widely Accepted and Trusted Page 2 of 25 (41 mm). The JNE joist hangers are cold-formed from No. 20 gage steel and have a seat depth of 2 inches (51 mm). JN and JNE joist hangers are not prepunched for nails. See Table 5 and Figure 5 for product dimensions, required fastener schedule, allowable loads, and a typical installation detail. 3.6 JUS Slant Nail Joist Hanger: The JUS Slant Nail Joist Hanger is designed for face-mount applications to provide double shear nailing for joist/truss-to-beam connections. The JUS Slant Nail Joist Hanger is cold-formed from No. 18 gage steel and is prepunched for either 10d common or 16d common nails into both the joist and the header. See Table 6 and Figure 6 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.7 SUH Joist Hanger: The SUH Joist Hanger is designed as a face-mount hanger to support nominal dimension lumber joists. The SUH Joist Hanger is cold-formed from No. 16 gage steel. The SUH Joist Hanger has prongs in the header flanges to temporarily position the hanger on the header. The hanger is prepunched for 10d common or 16d common nails into the header and 10d-by-11/2, 10d common, or 16d common nails into the joist. See Table 7 and Figure 7 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.8 THD Face Mount Hanger: The THD Face Mount Hanger is designed to support metal- plate-connected wood trusses and can also support LVL, LSL and PSL members. The THD Face Mount Hanger is cold-formed from either No. 12 gage, No. 14 gage, or No. 16 gage steel; and is prepunched for 16d common nails into the header, and either 10d common or 10d-by-11/2-inch nails into the joist. See Table 8 and Figure 8 for product dimensions, required fastener schedule, allowable loads, and a typical installation detail. 3.9 THDH Face Mount Hanger: The THDH Face Mount Hanger is designed as a hanger for metal-plate-connected wood trusses and can also support LVL, LSL and PSL members. The THDH Face Mount Hanger is cold-formed from No. 12 gage steel and is prepunched for 16d common nails. See Table 9 and Figure 9 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.10 THF Face Mount Hanger: The THF Face Mount Hanger is designed to provide lateraltop chord support for I-joist-to-header applications. The supporting header may be wood I-joists, LVL, LSL, PSL, or solid sawn lumber. The THF Face Mount Hanger is cold-formed from either No. 18 gage, No. 16 gage, or No. 12 gage steel; and is prepunched for 10d common nails into the header, and either 10d common or 10d-by-11/2-inch nails into the joist. See Table 10 and Figure 10 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.11 THFI Face Mount Hanger: The THFI Face Mount Hanger is designed to provide lateral top chord support for I-joist-to-header applications with the added benefit of having six locking prongs in the hanger seat. The supporting header may be wood I-joists, LVL, LSL, PSL, or solid sawn lumber. The locking prongs provide a consistent uplift capacity for I-joists of all bottom flange thicknesses without the need of hanger-to-joist nails. The THFI also has a patented self-supporting top tab that securely grips to the header and holds the hanger in place without needing manual assistance while fasteners are installed. The THFI Face Mount Hanger is cold formed from No. 18 gage steel and is pre-punched for 10d common nails into the header. See Table 11 and Figure 11 for product dimensions, fastener schedule, allowable loads and a typical installation detail. 3.12 LGU/MGU/HGU Girder Hanger: The LGU/MGU/HGU Girder Hangers are designed as face mount hangers for attaching glulam beams to glulam headers. Header fasteners are located high on the side flanges to allow a deeper supported member to be attached top flush to a shallower supporting member. The LGU/MGU/HGU Girder Hangers are cold formed from either No. 10 gage or No. 7 gage steel and are pre-punched for 1/4-inch-diameter MiTek Pro Series WS3 (3-inch-length) wood screws. The MiTek Pro Series wood screws are proprietary screws described in ESR-2761 and are shipped with the hangers. The LGU/MGU/HGU Girder Hangers can also be used to attach LVL, LSL and PSL beams and headers together. See Table 12 and Figure 12 for product dimensions, fastener schedule, allowable loads and a typical installation detail. 3.13 THDHQ Girder Truss Hanger: The THDHQ Girder Truss Hangers are designed as face mount hangers for attaching multi-ply metal plated wooded girder trusses together. The THDHQ hangers are cold formed from No. 12 gage steel and are pre-punched for 1/4-inch-diameter MiTek Pro Series WS3 (3-inch-length), WS45 (41/2-inch-length) or WS6 (6-inch-length) wood screws. The MiTek Pro Series wood screws are proprietary screws described in ESR-2761 and are shipped with the THDHQ hangers. The THDHQ hangers can also be used to connect LVL, LSL and PSL beams and headers together. See Table 13 and Figure 13 for product dimensions, fastener schedule, allowable loads and a typical installation detail. 3.14 IHF Face Mount Hanger: The IHF Face Mount Hanger is designed to resist the gravity and uplift loads from wood I-joists. Sized specifically for wood I-joists, the sides of the IHF Face Mount Hanger provide lateral support to the I-joist top flange. The IHF Face Mount hanger is intended to support wood I-joists with flanges manufactured from structural composite lumber (SCL). Design values for the IHF Face Mount Hanger and I-joist flange property requirements are provided in Table 14. The supporting header may be wood I-joist, LVL, LSL, PSL, or solid sawn lumber. The IHF Face Mount Hanger is cold-formed from No. 16 gage steel, and is prepunched for either 10d common or 16d common nails installed into the header and 10d-by-11/2-inch nails installed into the joist flanges. Diamond holes in the hanger flanges for hanger-to- header nailing provide for customizable (MIN/MAX) fastening to match the allowable download capacity needed as indicated in Table 14. The IHF Face Mount Hanger dimensions and typical installations are shown in Figure 14. 3.15 IHFL Face Mount Hanger: The IHFL Face Mount Hanger is designed to resist the gravity and uplift loads from wood I-joists. Sized specifically for wood I-joists, the sides of the IHFL Face Mount Hanger provide lateral support to the I-joist top flange. The IHFL Face Mount Hanger is intended to support wood I-joists with flanges manufactured from sawn lumber or structural composite lumber (SCL). Design values for the IHFL Face Mount Hanger and I-joist flange property requirements are provided in Table 15. The supporting header may be wood I-joist, LVL, LSL, PSL, or solid sawn lumber. The IHFL Face Mount Hanger is cold-formed from No. 18 gage steel, and is prepunched for 10d common nails installed into the header. ESR-3445 | Most Widely Accepted and Trusted Page 3 of 25 Uplift resistance is provided by six Seat Cleat® prongs that lock the bottom flange of the I-joist to the hanger, providing a consistent uplift capacity for I-joist of all bottom flange thicknesses without the installation of hanger-to-joist nails. Additional uplift capacity is provided when two joist nails are installed into the joist bottom flange (see Table 3.15 Footnote 6). Diamond holes in the hanger flanges for hanger-to-header nailing provide for customizable (MIN/MAX) fastening to match the allowable download capacity needed as indicated in Table 15. The IHFL Face Mount Hanger dimensions and typical installation are shown in Figure 15. 3.16 Materials: 3.16.1 Steel: The specific types of steel and corrosion protection for each product are described in Table 16 of this report. Minimum steel base-steel thicknesses for the different gages are shown in the following table: GAGE NO. MINIMUM BASE-STEEL THICKNESS (inch) 20 0.033 18 0.044 16 0.055 14 0.070 12 0.099 For SI: 1 inch = 25.4 mm. 3.16.2 Wood: Wood members must be sawn lumber or structural glued laminated timber with a minimum specific gravity of 0.50, or approved structural engineered lumber (structural composite lumber, alternative strand lumber, or prefabricated wood I-joists) with a minimum equivalent specific gravity of 0.50, unless otherwise noted in the applicable table within this report. Wood members must have a moisture content not exceeding 19 percent (16 percent for structural glued laminated timber and structural engineered lumber products, except as noted in Section 4.1). For connectors installed with nails, the thickness of each wood member must be sufficient such that the specified fasteners do not protrude through the opposite side of the member, unless otherwise permitted in the applicable table within this report. Wood members that are structural engineered lumber must be recognized in, and used in accordance with, a current evaluation report. Refer to Section 3.14.4 for issues related to treated wood. 3.16.3 Fasteners: Required fastener types and sizes for use with the MiTek structural connectors described in this report are specified in this section and Tables 1 through 15. Nails used for connectors described in this report must be bright or hot-dipped galvanized carbon steel nails complying with material requirements, physical properties, tolerances, workmanship, protective coating and finishes, and packaging and package marking requirements specified in ASTM F1667; and must have lengths, diameters and bending yield strengths as shown in the following table: FASTENER DESIGNATION FASTENER LENGTH (inches) SHANK DIAMETER (inch) MINIMUM REQUIRED Fyb (psi) P-nail1 1.375 0.105 100,000 10d x 11/2 1.5 0.148 90,000 10d Common 3.0 0.148 90,000 16d Common 3.5 0.162 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. 1The fastener designation “P-nail” refers to power-driven nails described in ESR-1539. The fastener must have a minimum diameter, length, and bending yield strength as specified in this table. Alternatively, nails of other materials or finishes may be used when they are recognized in an ICC-ES evaluation report as having bending yield strength and withdrawal capacity equal to or better than those of a bright carbon steel of the same nominal diameter. MiTek Pro Series screws used for LGU/MGU/HGU and THDHQ hangers are described in ESR-2761. 3.16.4 Use in Treated Wood: Connectors used in contact with preservative-treated or fire-retardant-treated wood must comply with Section 2304.10.5 of the IBC (Section 2304.9.5 of the 2012, 2009 and 2006 IBC); Section R317.3 of the IRC (Section R319.3 of the 2006 IRC). The lumber treater or the report holder (MiTek), or both, should be contacted for recommendations on the appropriate level of corrosion resistance to specify for the connectors. Fasteners used in contact with preservative-treated or fire- retardant-treated wood must be hot-dipped galvanized carbon steel nails. Alternatively, nails of other materials and finishes may be used when they are recognized in an ICC-ES evaluation report for use in the applicable treated lumber and have equivalent or greater capacities as those required in this report. 4.0 DESIGN AND INSTALLATION 4.1 Design: The allowable load capacities in Tables 1 through 15 are based on allowable stress design. The use of the allowable load values for the products listed in Table 17 of this report must comply with all applicable requirements and conditions specified in this report. Tabulated allowable loads are for normal load duration and/or short load duration, based on load duration factors, CD, in accordance with Section 11.3.2 of the National Design Specification® for Wood Construction (NDS) for the 2018 and 2015 IBC and IRC (Section 10.3.2 of the NDS for the 2012, 2009 and 2006 IBC and IRC), as indicated in Tables 1 through 15 of this report. No further increases are permitted for load durations other than those specified. Tabulated allowable loads are for connections in wood seasoned to a maximum moisture content of 19 percent (16 percent for structural glued laminated timber and structural engineered lumber products) or less, used under continuously dry conditions and where sustained temperatures are limited to 100°F (37.8°C) or less. When connectors are installed in wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where the in-service moisture content is expected to exceed this value, the applicable wet service factor, CM, must be applied. Unless otherwise noted in the tables of this report, the applicable wet service factor, CM, is as specified in the NDS for lateral loading of dowel-type fasteners. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100F (37.8C), the allowable loads in this evaluation report must be adjusted by the temperature factor, Ct, specified in Section 11.3.4 of the NDS for 2018 and 2015 IBC and IRC (Section 10.3.4 of the NDS for the 2012, 2009 and 2006 IBC and IRC). Connected wood members must be checked for load-carrying capacity at the connection in accordance with NDS Section 11.1.2 for the 2018 and 2015 IBC and IRC (Section 10.1.2 of the NDS for the 2012, 2009 and 2006 IBC and IRC). 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer’s published installation instructions. 4.3 Special Inspection: 4.3.1 Main Windforce-resisting Systems under the IBC: Periodic special inspection must be conducted for ESR-3445 | Most Widely Accepted and Trusted Page 4 of 25 components within the main windforce-resisting system, where required in accordance with Sections 1704.2 and 1705.11 of the 2018 and 2015 IBC, Section 1705.10 of the 2012 IBC, Sections 1704 and 1706 of the 2009 IBC, and Section 1704 of the 2006 IBC. 4.3.2 Seismic Force-resisting Systems under the IBC: Periodic special inspection must be conducted for components within the seismic force-resisting system, where required in accordance with Sections 1704.2 and 1705.12 of the 2018 and 2015 IBC, Section 1705.11 of the 2012 IBC, and Sections 1704 and 1707 of the 2009 and 2006 IBC. 4.3.3 Installations under the IRC: Special inspections are normally not required for connectors used in structures regulated under the IRC. However, for components and systems requiring an engineered design in accordance with IRC Section R301, periodic special inspection requirements and exemptions must be in accordance with Sections 4.3.1 and 4.3.2 of this report. 5.0 CONDITIONS OF USE The MiTek Structural Connectors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer’s published installation instructions. A copy of the manufacturer’s published installation instructions must be available at the jobsite at all times during installation. In the event of a conflict between this report and the manufacturer’s published installation instructions, this report governs. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 Connected wood members and fasteners must comply with Sections 3.14.2 and 3.14.3, respectively. 5.4 Adjustment factors, noted in Section 4.1 of this report and the applicable codes, must be considered where applicable. 5.5 Use of connectors and fasteners with preservative- treated or fire-retardant-treated lumber must be in accordance with Section 3.14.4. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), approved October 2018. 7.0 IDENTIFICATION The connectors described in this report are identified by the product model (stock) number, the number of the ICC-ES index evaluation report for MiTek (ESR-2685), and by one or more of the following designations: MiTek USA, Inc.; USP Structural Connectors, a MiTek® Company; USP; or United Steel Products Company. TABLE 1—CLPBF BUTTERFLY HANGER ALLOWABLE LOADS1,2,3,4 STOCK NO. JOIST WIDTH (in.) STEEL GA. DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS (lbs) W H D Header Joist Download Uplift Qty Type Qty Type CD=1.0 CD=1.15 CD=1.25 CD=1.60 CLPBF 11/2 18 19/16 21/2 21/2 12 10d Common 6 10d x 11/2 1,340 1,340 1,340 195 For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N. 1Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a reference compression perpendicular to grain design value, Fc-perp, of 625 psi (4.31 MPa) or greater. 4CLPBF hangers provide torsional resistance, up to a maximum joist depth of 3.5 inches (88.9 mm), where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). FIGURE 1—CLPBF BUTTERFLY HANGER ESR-3445 | Most Widely Accepted and Trusted Page 5 of 25 TABLE 2—HD FACE MOUNT HANGER ALLOWABLE LOADS1,2,3,4,5,6 STOCK NO. STEEL GAGE HANGER DIMENSIONS (inches) MIN /MAX FASTENER SCHEDULE ALLOWABLE LOADS (lbs) HEADER JOIST DOWNLOAD UPLIFT W H D Qty Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 HD26 14 19/16 31/2 21/2 min 4 16d Common 2 10d x 11/2 615 695 745 335 max 4 16d Common 4 10d x 11/2 615 695 745 585 HD28 14 19/16 51/4 21/2 min 8 16d Common 4 10d x 11/2 1,230 1,390 1,490 760 max 8 16d Common 6 10d x 11/2 1,230 1,390 1,490 760 HD210 14 19/16 73/16 21/2 min 10 16d Common 4 10d x 11/2 1,540 1,735 1,865 760 max 14 16d Common 6 10d x 11/2 2,155 2,430 2,610 1,170 HD212 14 19/16 913/16 21/2 min 14 16d Common 6 10d x 11/2 2,155 2,430 2,610 1,170 max 20 16d Common 10 10d x 11/2 3,080 3,475 3,725 1,510 HD214 14 19/16 1013/16 21/2 min 16 16d Common 8 10d x 11/2 2,465 2,780 2,980 1,190 max 24 16d Common 12 10d x 11/2 3,695 4,125 4,250 1,510 HD216 14 19/16 123/4 21/2 min 18 16d Common 8 10d x 11/2 2,770 3,125 3,355 1,510 max 26 16d Common 12 10d x 11/2 3,930 4,125 4,250 1,900 HD24-2 14 31/8 31/2 21/2 - - 4 16d Common 2 10d Common 615 695 745 365 HD26-2 14 31/8 51/4 21/2 min 8 16d Common 4 10d Common 1,230 1,390 1490 760 max 12 16d Common 6 10d Common 1,850 2,085 2,235 1,170 HD28-2 14 31/8 71/8 21/2 min 10 16d Common 4 10d Common 1,540 1,735 1,865 780 max 14 16d Common 6 10d Common 2,155 2,430 2,610 1,170 HD210-2 14 31/8 9 21/2 min 14 16d Common 6 10d Common 2,155 2,430 2,610 1,170 max 20 16d Common 10 10d Common 3,080 3,475 3,725 1,950 HD212-2 14 31/8 11 21/2 min 16 16d Common 8 10d Common 2,465 2,780 2,980 1,305 max 24 16d Common 12 10d Common 3,695 4,170 4,470 2,340 HD214-2 14 31/8 13 21/2 min 18 16d Common 8 10d Common 2,770 3,125 3,355 1,510 max 26 16d Common 12 10d Common 4,005 4,515 4,845 2,340 HD216-2 14 31/8 14 21/2 min 22 16d Common 10 10d Common 3,390 3,820 4,100 1,950 max 30 16d Common 14 10d Common 4,620 5,035 5,035 2,735 HD26-3 14 45/8 41/2 21/2 min 8 16d Common 4 10d Common 1,230 1,390 1,490 760 max 12 16d Common 6 10d Common 1,850 2,085 2,235 1,170 HD28-3 14 45/8 63/8 21/2 min 10 16d Common 4 10d Common 1,540 1,735 1,865 780 max 14 16d Common 6 10d Common 2,155 2,430 2,610 1,170 HD210-3 14 45/8 81/4 21/2 min 14 16d Common 6 10d Common 2,155 2,430 2,610 1,170 max 20 16d Common 10 10d Common 3,080 3,475 3,725 1,950 HD212-3 14 45/8 101/4 21/2 min 16 16d Common 8 10d Common 2,465 2,780 2,980 1,305 max 24 16d Common 12 10d Common 3,695 4,170 4,470 2,340 HD214-3 14 45/8 121/4 21/2 min 18 16d Common 8 10d Common 2,770 3,125 3,355 1,510 max 26 16d Common 12 10d Common 4,005 4,515 4,845 2,340 HD216-3 14 45/8 131/4 21/2 min 22 16d Common 10 10d Common 3,390 3,820 4,100 1,950 max 30 16d Common 14 10d Common 4,620 5,035 5,035 2,735 HD28-4 14 61/8 7 21/2 min 10 16d Common 4 16d Common 1,540 1,735 1,865 870 max 14 16d Common 6 16d Common 2,155 2,430 2,610 1,305 HD210-4 14 61/8 91/4 21/2 min 14 16d Common 6 16d Common 2,155 2,430 2,610 1,305 max 18 16d Common 8 16d Common 2,770 3,125 3,355 1,845 HD34 14 29/16 3 21/2 min 4 16d Common 2 10d x 11/2 615 695 745 335 max 4 16d Common 4 10d x 11/2 615 695 745 585 HD36 14 29/16 43/4 21/2 min 8 16d Common 4 10d x 11/2 1,230 1,390 1,490 760 max 8 16d Common 6 10d x 11/2 1,230 1,390 1,490 760 HD38 14 29/16 611/16 21/2 min 10 16d Common 4 10d x 11/2 1,540 1,735 1,865 760 max 14 16d Common 6 10d x 11/2 2,155 2,430 2,610 1,170 HD310 14 29/16 77/16 21/2 min 10 16d Common 4 10d x 11/2 1,540 1,735 1,865 760 max 14 16d Common 6 10d x 11/2 2,155 2,430 2,610 1,170 HD312 14 29/16 95/16 21/2 min 14 16d Common 6 10d x 11/2 2,155 2,430 2,610 1,170 max 20 16d Common 10 10d x 11/2 3,080 3,475 3,725 1,510 HD314 14 29/16 115/16 21/2 min 16 16d Common 8 10d x 11/2 2,465 2,780 2,980 1,190 max 24 16d Common 12 10d x 11/2 3,695 4,170 4,435 1,900 HD316 14 29/16 135/16 21/2 min 18 16d Common 8 10d x 11/2 2,770 3,125 3,355 1,510 max 26 16d Common 12 10d x 11/2 4,005 4,435 4,435 1,900 HD38-2 14 51/8 61/8 21/2 min 10 16d Common 4 10d Common 1,540 1,735 1,865 780 max 14 16d Common 6 10d Common 2,155 2,430 2,610 1,170 HD310-2 14 51/8 8 21/2 min 14 16d Common 6 10d Common 2,155 2,430 2,610 1,170 max 20 16d Common 10 10d Common 3,080 3,475 3,725 1,510 ESR-3445 | Most Widely Accepted and Trusted Page 6 of 25 TABLE 2—HD FACE MOUNT HANGER ALLOWABLE LOADS1,2,3,4,5,6 STOCK NO. STEEL GAGE HANGER DIMENSIONS (inches) MIN /MAX FASTENER SCHEDULE ALLOWABLE LOADS (lbs) HEADER JOIST DOWNLOAD UPLIFT W H D Qty Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 HD312-2 14 51/8 10 21/2 min 16 16d Common 8 10d Common 2,465 2,780 2,980 1,305 max 24 16d Common 12 10d Common 3,695 4,170 4,470 2,340 HD44 14 39/16 35/16 21/2 - - 4 16d Common 2 10d Common 615 695 745 390 HD46 14 39/16 51/16 21/2 min 8 16d Common 4 10d Common 1,230 1,390 1,490 760 max 12 16d Common 6 10d Common 1,850 2,085 2,235 1,170 HD48 14 39/16 615/16 21/2 min 10 16d Common 4 10d Common 1,540 1,735 1,865 780 max 14 16d Common 6 10d Common 2,155 2,430 2,610 1,170 HD410 14 39/16 813/16 21/2 min 14 16d Common 6 10d Common 2,155 2,430 2,610 1,170 max 20 16d Common 10 10d Common 3,080 3,475 3,725 1,950 HD412 14 39/16 1013/16 21/2 min 16 16d Common 8 10d Common 2,465 2,780 2,980 1,305 max 24 16d Common 12 10d Common 3,695 4,170 4,470 2,340 HD414 14 39/16 1213/16 21/2 min 18 16d Common 8 10d Common 2,770 3,125 3,355 1,510 max 26 16d Common 12 10d Common 4,005 4,515 4,815 2,340 HD416 14 39/16 1413/16 21/2 min 22 16d Common 10 10d Common 3,390 3,820 4,100 1,950 max 30 16d Common 14 10d Common 4,620 4,990 4,990 2,245 HD418 14 39/16 161/2 21/2 - - 28 16d Common 8 10d Common 4,310 4,815 4,815 1,560 HD66 14 51/2 41/16 21/2 min 8 16d Common 4 16d Common 1,230 1,390 1,490 870 max 12 16d Common 6 16d Common 1,850 2,085 2,235 1,305 HD68 14 51/2 515/16 21/2 min 10 16d Common 4 16d Common 1,540 1,735 1,865 920 max 14 16d Common 6 16d Common 2,155 2,430 2,610 1,305 HD610 14 51/2 713/16 21/2 min 14 16d Common 6 16d Common 2,155 2,430 2,610 1,305 max 20 16d Common 10 16d Common 3,080 3,475 3,725 2,305 HD612 14 51/2 913/16 21/2 min 16 16d Common 8 16d Common 2,465 2,780 2,980 1,305 max 24 16d Common 12 16d Common 3,695 4,170 4,470 2,765 HD614 14 51/2 1113/16 21/2 min 18 16d Common 8 16d Common 2,770 3,125 3,355 1,845 max 26 16d Common 12 16d Common 4,005 4,515 4,845 2,765 HD616 14 51/2 1313/16 21/2 min 22 16d Common 10 16d Common 3,390 3,820 4,100 2,305 max 30 16d Common 14 16d Common 4,620 4,990 4,990 3,225 HD86 14 71/2 415/16 21/2 min 8 16d Common 4 16d Common 1,230 1,390 1,490 870 max 10 16d Common 4 16d Common 1,540 1,735 1,865 920 HD88 14 71/2 613/16 21/2 min 10 16d Common 4 16d Common 1,540 1,735 1,865 920 max 14 16d Common 6 16d Common 2,155 2,430 2,610 1,305 HD810 14 71/2 89/16 21/2 min 14 16d Common 6 16d Common 2,155 2,430 2,610 1,305 max 18 16d Common 8 16d Common 2,770 3,125 3,355 1,845 HD812 14 71/2 101/2 21/2 min 16 16d Common 6 16d Common 2,465 2,780 2,980 1,305 max 22 16d Common 8 16d Common 3,390 3,820 4,100 1,845 HD814 14 71/2 1113/16 21/2 min 18 16d Common 8 16d Common 2,770 3,125 3,355 1,845 max 24 16d Common 12 16d Common 3,695 4,170 4,435 2,765 HD816 14 71/2 1213/16 21/2 min 20 16d Common 8 16d Common 3,080 3,475 3,725 1,845 max 26 16d Common 12 16d Common 4,005 4,435 4,435 2,765 HD1770 14 113/16 71/8 21/2 min 12 16d Common 4 10d x 11/2 1,850 2,085 2,235 760 max 16 16d Common 8 10d x 11/2 2,465 2,780 2,980 1,190 HD17925 14 113/16 91/8 21/2 min 18 16d Common 6 10d x 11/2 2,770 3,125 3,355 1,170 max 24 16d Common 10 10d x 11/2 3,695 4,170 4,320 1,900 HD17112 14 113/16 113/8 21/2 min 22 16d Common 6 10d x 11/2 3,390 3,625 3,685 1,170 max 30 16d Common 12 10d x 11/2 4,320 4,515 4,640 1,900 HD1714 14 113/16 135/16 21/2 min 28 16d Common 8 10d x 11/2 3,790 3,920 4,005 1,510 max 36 16d Common 14 10d x 11/2 4,580 4,810 4,955 1,900 HD27925 14 23/4 93/16 21/2 min 14 16d Common 6 10d x 11/2 2,155 2,430 2,610 1,170 max 20 16d Common 10 10d x 11/2 3,080 3,475 3,725 1,510 HD27112 14 23/4 113/16 21/2 min 16 16d Common 8 10d x 11/2 2,465 2,780 2,980 1,190 max 24 16d Common 12 10d x 11/2 3,695 4,170 4,435 1,900 HD2714 14 23/4 133/16 21/2 min 18 16d Common 8 10d x 11/2 2,770 3,125 3,355 1,510 max 26 16d Common 12 10d x 11/2 4,005 4,435 4,435 1,900 HD32105 14 31/4 915/16 21/2 min 16 16d Common 6 10d Common 2,465 2,780 2,980 1,170 max 22 16d Common 10 10d Common 3,390 3,820 4,100 1,950 HD3212 14 31/4 117/8 21/2 min 18 16d Common 8 10d Common 2,770 3,125 3,355 1,510 max 26 16d Common 12 10d Common 4,005 4,515 4,845 2,340 BLANK (Continued) ESR-3445 | Most Widely Accepted and Trusted Page 7 of 25 TABLE 2—HD FACE MOUNT HANGER ALLOWABLE LOADS1,2,3,4,5,6 STOCK NO. STEEL GAGE HANGER DIMENSIONS (inches) MIN /MAX FASTENER SCHEDULE ALLOWABLE LOADS (lbs) HEADER JOIST DOWNLOAD UPLIFT W H D Qty Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 HD5112 14 51/4 915/16 21/2 min 16 16d Common 8 16d Common 2,465 2,780 2,980 1,305 max 24 16d Common 12 16d Common 3,695 4,170 4,470 2,765 HD51135 14 51/4 1215/16 21/2 min 20 16d Common 10 16d Common 3,080 3,475 3,725 2,305 max 28 16d Common 14 16d Common 4,310 4,860 5,035 3,225 HD5210 14 53/8 77/8 21/2 min 14 16d Common 6 16d Common 2,155 2,430 2,610 1,305 max 20 16d Common 10 16d Common 3,080 3,475 3,725 2,305 HD5212 14 53/8 97/8 21/2 min 16 16d Common 8 16d Common 2,465 2,780 2,980 1,305 max 24 16d Common 12 16d Common 3,695 4,170 4,470 2,765 HD5214 14 53/8 117/8 21/2 min 18 16d Common 8 16d Common 2,770 3,125 3,355 1,845 max 26 16d Common 12 16d Common 4,005 4,515 4,845 2,765 HD5216 14 53/8 137/8 21/2 min 22 16d Common 10 16d Common 3,390 3,820 4,100 2,305 max 30 16d Common 14 16d Common 4,620 4,990 4,990 3,225 HD62117 14 61/4 113/4 21/2 - - 24 16d Common 6 10d Common 3,695 4,170 4,435 1,170 Hd71117 14 71/8 113/4 21/2 - - 26 16d Common 6 10d Common 4,005 4,435 4,435 1,170 HD7100 14 71/8 9 21/2 min 14 16d Common 6 16d Common 2,155 2,430 2,610 1,305 max 18 16d Common 8 16d Common 2,770 3,125 3,355 1,845 HD7120 14 71/8 1011/16 21/2 min 16 16d Common 6 16d Common 2,465 2,780 2,980 1,305 max 22 16d Common 8 16d Common 3,390 3,820 4,100 1,845 HD7140 14 71/8 13 21/2 min 20 16d Common 8 16d Common 3,080 3,475 3,725 1,845 max 26 16d Common 12 16d Common 4,005 4,435 4,435 2,765 HD7160 14 71/8 155/8 21/2 - - 24 16d Common 8 10d Common 3,695 4,170 4,435 1,560 HD7180 14 71/8 173/4 21/2 - - 28 16d Common 8 10d Common 4,310 4,860 4,940 1,560 HD77117 14 71/8 113/4 21/2 - - 26 16d Common 6 10d Common 4,005 4,435 4,435 1,170 HD83117 14 85/16 113/4 21/2 - - 26 16d Common 6 10d Common 4,005 4,435 4,435 1,170 HD95117 14 91/2 113/4 21/2 - - 30 16d Common 6 10d Common 4,620 4,990 4,990 1,170 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.895 kPa. 1Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installations requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 3 For minimum (MIN) nailing configuration, all round nail holes must be filled with nails. For maximum (MAX) nailing configuration, all round and diamond holes must be filled with nails. The joist hangers are not intended for use with intermediate numbers of fasteners. 4Allowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a minimum reference compression perpendicular to grain design value, Fc-perp, 625 psi (4.31 MPa). 5HD hangers provide torsional resistance, up to a maximum joist depth of H + 1.0 inch (H + 25.4 mm), where torsional resistance is defined as a moment not less than 75 pounds (335 N) times the depth of the joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 6HDIF inverted flange hangers are available in widths of 2.25 inches (57.2 mm) or greater at the same design loads as a corresponding HD models. FIGURE 2—HD FACE MOUNT HANGER (Continued) ESR-3445 | Most Widely Accepted and Trusted Page 8 of 25 TABLE 3—HUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS1,2,3,4,6 STOCKNO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE DESIGN LOADS (lbs) W H D A Header Joist 5 Download Uplift Qty Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 HUS26 16 15/8 57/16 3 2 14 16d Common 6 16d Common 2,760 3,140 3,400 2,045 HUS28 16 15/8 73/16 3 2 22 16d Common 8 16d Common 4,170 4,745 5,125 2,990 HUS210 16 15/8 93/16 3 2 30 16d Common 10 16d Common 5,455 5,825 6,060 4,110 HUS175 16 113/16 53/8 3 2 14 16d Common 6 16d Common 2,760 3,140 3,400 2,045 HUS177 16 113/16 71/8 3 2 22 16d Common 8 16d Common 4,170 4,745 5,125 2,990 HUS179 16 113/16 91/8 3 2 30 16d Common 10 16d Common 5,580 6,060 6,060 4,110 HUS24-2 14 31/8 37/16 2 1 4 16d Common 2 16d Common 850 965 1,040 765 HUS26-2 14 31/8 51/4 2 1 4 16d Common 4 16d Common 1,085 1,235 1,330 1,170 HUS28-2 14 31/8 71/8 2 1 6 16d Common 6 16d Common 1,625 1,850 1,880 2,420 HUS210-2 14 31/8 91/8 2 1 8 16d Common 8 16d Common 2,170 2,465 2,660 2,420 HUS212-2 14 31/8 111/8 2 1 10 16d Common 10 16d Common 2,710 3,080 3,325 3,615 HUS46 14 35/8 5 2 1 4 16d Common 4 16d Common 1,085 1,235 1,330 1,170 HUS48 14 35/8 7 2 1 6 16d Common 6 16d Common 1,625 1,850 1,880 2,420 HUS410 14 35/8 87/8 2 1 8 16d Common 8 16d Common 2,170 2,465 2,660 2,420 HUS412 14 35/8 107/8 2 1 10 16d Common 10 16d Common 2,710 3,080 3,325 3,615 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2Allowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a reference compression perpendicular to grain design value, Fc-perp, of 625 psi (4.31 MPa) or greater. 3See Section 3.14.3 for required fastener dimensions and mechanical properties. 4HUS hangers provide torsional resistance, where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5Joist nails must be driven horizontally into the joist at an angle of 30- to 45-degrees from normal, such that they penetrate through the joist and into the header. 6HUS-IF inverted flange hangers are available in widths of 21/4 inches or greater at the same design loads as corresponding HUS models. FIGURE 3—HUS SLANT NAIL JOIST HANGER ESR-3445 | Most Widely Accepted and Trusted Page 9 of 25 TABLE 4—JL STANDARD JOIST HANGER ALLOWABLE LOADS1,2,3,4 STOCK NO. STEEL GAGE DIMENSIONS (inches) FASTENER SCHEDULE ALLOWABLE LOADS (lbs) Header Joist Qty Type Qty Type Download Uplift W H D CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 JL24 20 19/16 3 11/2 4 10d Common 2 10dx11/2 470 540 580 295 4 16d Common 2 10dx11/2 560 640 695 295 JL26 20 19/16 43/4 11/2 6 10d Common 4 10dx11/2 710 805 870 600 6 16d Common 4 10dx11/2 840 960 1,045 600 JL28 20 19/16 63/8 11/2 10 10d Common 6 10dx11/2 1,180 1,345 1,450 815 10 16d Common 6 10dx11/2 1,400 1,600 1,740 815 JL210 20 19/16 81/4 11/2 14 10d Common 8 10dx11/2 1,650 1,885 2,030 1,030 14 16d Common 8 10dx11/2 1,960 2,040 2,040 1,030 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi =6.895 kPa. 1Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installations requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a minimum reference compression perpendicular to grain design value, Fc-perp, of 625 psi (3.17 MPa). 4JL hangers provide torsional resistance, up to a maximum joist depth of H + 1.0 inch (H + 25.4 mm), where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). FIGURE 4—JL STANDARD JOIST HANGERS ESR-3445 | Most Widely Accepted and Trusted Page 10 of 25 TABLE 5—JN AND JNE POWER NAIL HANGER ALLOWABLE LOADS1,2 STOCK NO. JOIST WIDTH STEEL GAGE Dimensions (in.) Fastener Schedule3,4,5 Allowable Loads (lbs)6 W H D Header Joist Download Uplift Qty Type Qty Type CD=1.0 CD=1.15 CD=1.25 CD=1.6 JN26-2 JN28-2 (2) 11/2 (2) 11/2 18 18 31/16 31/16 53/8 71/8 15/8 15/8 8 P-nail 6 P-nail 490 560 610 585 10 P-nail 6 P-nail 610 700 765 585 12 P-nail 6 P-nail 730 840 915 585 14 P-nail 6 P-nail 855 980 1,070 585 16 P-nail 6 P-nail 975 1,120 1,220 585 18 P-nail 6 P-nail 1,100 1,265 1,375 585 20 P-nail 6 P-nail 1,220 1,405 1,525 585 22 P-nail 6 P-nail 1,340 1,545 1,680 585 24 P-nail 6 P-nail 1,465 1,685 1,830 585 JN26E JN28E JN210E 11/2 11/2 11/2 20 20 20 19/16 19/16 19/16 51/4 63/4 81/4 2 2 2 8 P-nail 4 P-nail 480 550 600 305 10 P-nail 4 P-nail 600 690 750 305 12 P-nail 4 P-nail 720 830 900 305 14 P-nail 4 P-nail 840 965 1,050 305 16 P-nail 4 P-nail 960 1,105 1,200 305 18 P-nail 4 P-nail 1,080 1,240 1,310 305 20 P-nail 4 P-nail 1,325 1,325 1,325 305 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2Allowable loads shown are for installations in wood members complying with Section 3.14.2. 3The fastener designation “P-nail" refers to power-driven nails described in ESR-1539, and must have a minimum diameter, length, and bending yield strength as specified in Section 3.14.3 of this report. 4Fasteners must be driven in such a way as firmly seats the nail head against the hanger steel, without embedding the nail head through the plane of the metal surface, or otherwise punching through. 5The quantity of nails installed must be equally distributed to both sides of the hanger. The nails must be located within designated prepunched nailing areas at one inch (25.4 mm) spacing in a row, with the vertical rows spaced at 3/8 inch (9.53 mm); also, nails must be no less than 5/16 inch (7.94 mm) from any hanger edge. 6JN and JNE hangers provide torsional resistance, up to a maximum joist depth of 10 inches (254 mm), where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). FIGURE 5—JN AND JNE POWER NAIL HANGERS ESR-3445 | Most Widely Accepted and Trusted Page 11 of 25 TABLE 6—JUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS1,2,3,4 STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE DESIGN LOADS (lbs) W H D A Header Joist Download Uplift Qty Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 JUS24 18 19/16 31/8 13/4 1 4 10d Common 2 10d Common 675 775 835 660 JUS26 18 19/16 413/16 13/4 1 4 10d Common 4 10d Common 870 1,000 1,080 1,050 JUS28 18 19/16 65/8 13/4 1 6 10d Common 4 10d Common 1,110 1,270 1,375 1,050 JUS210 18 19/16 73/4 13/4 1 8 10d Common 4 10d Common 1,350 1,545 1,670 1,050 JUS36 18 29/16 51/4 2 1 4 16d Common 4 16d Common 1,040 1,185 1,290 1,270 JUS38 18 29/16 63/4 2 1 6 16d Common 4 16d Common 1,325 1,510 1,645 1,270 JUS310 18 29/16 91/8 2 1 8 16d Common 6 16d Common 1,845 2,105 2,290 2,345 JUS24-2 18 31/8 37/16 2 1 4 16d Common 2 16d Common 805 900 900 660 JUS26-2 18 31/8 51/4 2 1 4 16d Common 4 16d Common 1,040 1,185 1,290 1,270 JUS28-2 18 31/8 71/8 2 1 6 16d Common 4 16d Common 1,325 1,510 1,645 1,270 JUS210-2 18 31/8 91/8 2 1 8 16d Common 6 16d Common 1,845 2,105 2,290 2,345 JUS214-2 18 31/8 131/8 2 1 12 16d Common 6 16d Common 2,420 2,755 2,830 2,345 JUS44 18 35/8 31/4 2 1 4 16d Common 2 16d Common 780 780 780 660 JUS46 18 35/8 5 2 1 4 16d Common 4 16d Common 1,040 1,185 1,290 1,270 JUS48 18 35/8 67/8 2 1 6 16d Common 4 16d Common 1,325 1,510 1,645 1,270 JUS410 18 35/8 87/8 2 1 8 16d Common 6 16d Common 1,845 2,105 2,290 2,345 JUS412 18 35/8 107/8 2 1 10 16d Common 6 16d Common 2,130 2,405 2,405 2,345 JUS414 18 35/8 127/8 2 1 12 16d Common 6 16d Common 2,405 2,405 2,405 2,345 JUS24-3 18 45/8 23/4 2 1 4 16d Common 2 16d Common 805 900 900 660 JUS26-3 18 45/8 41/2 2 1 4 16d Common 4 16d Common 1,040 1,185 1,290 1,270 JUS28-3 18 45/8 63/8 2 1 6 16d Common 4 16d Common 1,325 1,510 1,645 1,270 JUS210-3 18 45/8 83/8 2 1 8 16d Common 6 16d Common 1,845 2,105 2,290 2,345 JUS212-3 18 45/8 103/8 2 1 10 16d Common 6 16d Common 2,130 2,405 2,405 2,345 JUS214-3 18 45/8 123/8 2 1 12 16d Common 6 16d Common 2,405 2,405 2,405 2,345 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2Allowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a reference compression perpendicular to grain design value, Fc-perp, of 625 psi (4.31 MPa) or greater. 3See Section 3.14.3 for required fastener dimensions and mechanical properties. 4JUS hangers provide torsional resistance, up to a maximum joist depth of H + 1.0 inch (H + 25.4 mm) where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5Joist nails must be driven horizontally into the joist at an angle of 30- to 45-degrees from normal, such that they penetrate through the joist and into the header. FIGURE 6—JUS SLANT NAIL JOIST HANGER ESR-3445 | Most Widely Accepted and Trusted Page 12 of 25 TABLE 7—SUH JOIST HANGER ALLOWABLE LOADS1,2,3 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2Allowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a reference compression perpendicular to grain design value, Fc-perp, of 625 psi (4.31 MPa) or greater. 3See Section 3.14.3 for required fastener dimensions and mechanical properties. 10dC refers to 10d Common and 16dC refers to 16d Common nails. STOCK NO. STEEL GAGE DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (lbs) Download Uplift W H D A Header Joist 16d Common Nails Into Header 10d Common Nails Into Header Qty Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 SUH24 16 19/16 31/4 2 13/16 4 2 10dx11/2 590 665 720 500 560 605 380 SUH26 16 19/16 51/8 2 13/16 6 4 10dx11/2 880 1,000 1,080 750 840 910 755 SUH28 16 19/16 65/8 2 13/16 8 6 10dx11/2 1,175 1,335 1,440 1,000 1,120 1,210 875 SUH210 16 19/16 8 2 13/16 10 6 10dx11/2 1,470 1,670 1,800 1,250 1,405 1,515 1,135 SUH214 16 19/16 10 2 11/8 12 8 10dx11/2 1,765 2,000 2,160 1,500 1,685 1,815 1,510 SUH1710 16 113/16 77/8 2 13/16 10 6 10dx11/2 1,470 1,670 1,800 1,250 1,405 1,515 1,135 SUH1714 16 113/16 97/8 2 13/16 12 8 10dx11/2 1,765 2,000 2,000 1,500 1,685 1,815 1,510 SUH24R 16 2 31/16 2 11/8 4 2 10dx11/2 590 665 720 500 560 605 380 SUH26R 16 2 415/16 2 13/16 6 4 10dx11/2 880 1,000 1,080 750 840 910 755 SUH28R 16 2 67/16 2 11/8 8 6 10dx11/2 1,175 1,335 1,440 1,000 1,120 1,210 875 SUH210R 16 2 713/16 2 11/8 10 6 10dx11/2 1,470 1,670 1,800 1,250 1,405 1,515 1,135 SUH214R 16 2 913/16 2 11/8 12 8 10dx11/2 1,765 2,000 2,160 1,500 1,685 1,815 1,510 SUH2310 16 23/8 815/16 2 13/16 16 6 10dx11/2 2,350 2,585 2,585 2,000 2,245 2,420 1,135 SUH2314 16 23/8 105/8 2 13/16 18 6 10dx11/2 2,585 2,585 2,585 2,250 2,525 2,725 1,135 SUH34 16 29/16 33/8 2 11/8 6 2 10dx11/2 880 1,000 1,080 750 840 910 380 SUH36 16 29/16 55/16 2 11/8 10 4 10dx11/2 1,470 1,670 1,800 1,250 1,405 1,515 755 SUH310 16 29/16 87/8 2 11/8 16 6 10dx11/2 2,350 2,585 2,585 2,000 2,245 2,420 1,135 SUH314 16 29/16 109/16 2 11/8 18 6 10dx11/2 2,645 3,000 3,240 2,250 2,525 2,725 1,135 SUH2610 16 211/16 813/16 2 13/16 16 6 10dx11/2 2,350 2,670 2,880 2,000 2,245 2,420 1,135 SUH2614 16 211/16 101/2 2 13/8 18 6 10dx11/2 2,645 3,000 3,240 2,250 2,525 2,725 1,135 SUH24-2 16 31/8 31/8 2 11/8 6 2 10dC 880 1,000 1,080 750 840 910 380 SUH26-2 16 31/8 51/16 2 11/8 10 4 10dC 1,470 1,670 1,800 1,250 1,405 1,515 755 SUH28-2 16 31/8 61/4 2 11/8 12 4 10dC 1,765 2,000 2,000 1,500 1,685 1,815 755 SUH210-2 16 31/8 89/16 2 11/8 16 6 10dC 2,350 2,670 2,880 2,000 2,245 2,420 1,135 SUH214-2 16 31/8 101/4 2 11/8 18 6 10dC 2,645 3,000 3,240 2,250 2,525 2,725 1,135 SUH44 16 39/16 27/8 2 11/8 6 2 10dC 880 1,000 1,080 750 840 910 380 SUH46 16 39/16 413/16 2 11/8 10 4 10dC 1,470 1,670 1,800 1,250 1,405 1,515 755 SUH48 16 39/16 61/16 2 11/8 12 4 10Dc 1,765 2,000 2,000 1,500 1,685 1,815 755 SUH410 16 39/16 83/8 2 11/8 16 6 10dC 2,350 2,670 2,880 2,000 2,245 2,420 1,135 SUH414 16 39/16 101/16 2 11/8 18 6 10dC 2,645 3,000 3,240 2,250 2,525 2,725 1,135 SUH44R 16 4 211/16 2 11/8 6 2 16dC 880 1,000 1,080 750 840 910 450 SUH46R 16 4 411/16 2 11/8 8 4 16dC 1,175 1,335 1,440 1,000 1,120 1,210 875 SUH410R 16 4 83/16 2 2 14 6 16dC 2,060 2,335 2,520 1,750 1,965 2,120 1,220 SUH26-3 16 45/8 51/4 2 1 8 2 10dC 1,175 1,335 1,440 1,000 1,120 1,210 380 SUH28-3 16 45/8 71/8 23/4 1 10 6 10Dc 1,470 1,670 1,800 1,250 1,405 1,515 1,135 SUH210-3 16 45/8 83/8 2 1 14 6 10dC 2,000 2,000 2,000 1,750 1,965 2,000 1,135 SUH2310-2 16 43/4 83/8 2 13/16 14 6 10dC 2,060 2,335 2,520 1,750 1,965 2,120 1,135 SUH2314-2 16 43/4 10 2 13/16 16 6 10dC 2,350 2,670 2,880 2,000 2,245 2,420 1,135 SUH310-2 16 51/8 9 2 15/8 14 6 10dC 2,060 2,335 2,520 1,750 1,965 2,120 1,135 SUH66 16 51/2 5 2 1 8 4 10dC 1,175 1,335 1,440 1,000 1,120 1,210 755 SUH610 16 51/2 9 2 1 14 6 10dC 2,060 2,335 2,520 1,750 1,965 2,120 1,135 SUH66R 16 6 5 2 1 8 4 16dC 1,175 1,335 1,440 1,000 1,120 1,210 875 SUH610R 16 6 9 2 1 14 6 16dC 2,060 2,335 2,520 1,750 1,965 2,120 1,220 FIGURE 7—SUH JOIST HANGER ESR-3445 | Most Widely Accepted and Trusted Page 13 of 25 TABLE 8—THD FACE MOUNT HANGER ALLOWABLE LOADS1,2,3,4,5 STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS (lbs) Header Joist Download Uplift W H D Qty Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.60 THD26 16 15/8 51/16 3 18 16d Common 12 10dx11/2 2,645 3,000 3,240 2,265 THD26max 16 15/8 51/16 3 20 16d Common 20 10dx11/2 2,940 3,240 3,240 2,315 THD28 16 15/8 7 3 28 16d Common 16 10dx11/2 4,115 4,200 4,200 2,315 THD28max 16 15/8 7 3 28 16d Common 26 10dx11/2 4,115 4,670 4,975 2,315 THD210 16 15/8 9 3 38 16d Common 20 10dx11/2 5,315 5,620 5,660 3,775 THD210max 16 15/8 9 3 38 16d Common 32 10dx11/2 5,585 6,145 6,145 4,035 THD175 14 17/8 5 3 18 16d Common 12 10dx11/2 2,770 3,125 3,355 2,315 THD177 14 17/8 67/8 3 28 16d Common 16 10dx11/2 4,310 4,860 5,005 2,315 THD179 14 17/8 87/8 3 38 16d Common 20 10dx11/2 5,850 6,250 6,455 3,905 THD26-2 14 37/16 53/8 3 18 16d Common 12 10d Common 2,770 3,125 3,355 2,340 THD28-2 14 37/16 71/8 3 28 16d Common 16 10d Common 4,310 4,860 5,005 2,595 THD210-2 14 37/16 91/8 3 38 16d Common 20 10d Common 5,850 6,600 7,045 3,905 THD210-3 12 51/8 9 3 38 16d Common 20 10d Common 6,535 7,255 7,745 4,035 THD210-4 12 63/4 9 3 38 16d Common 20 10d Common 6,535 7,255 7,745 4,035 THD46 14 35/8 55/16 3 18 16d Common 12 10d Common 2,770 3,125 3,355 2,340 THD48 14 35/8 71/16 3 28 16d Common 16 10d Common 4,310 4,860 5,005 2,595 THD410 14 35/8 91/16 3 38 16d Common 20 10d Common 5,850 6,600 7,045 3,905 THD412 14 35/8 11 3 48 16d Common 20 10d Common 7,045 7,045 7,045 3,905 THD414 14 35/8 127/8 3 58 16d Common 20 10d Common 7,045 7,045 7,045 3,905 THD610 12 51/2 9 3 38 16d Common 20 10d Common 6,535 7255 7,745 4,035 THD612 12 51/2 11 3 48 16d Common 20 10d Common 8,255 8,435 8,435 4,035 THD614 12 51/2 127/8 3 58 16d Common 20 10d Common 8,435 8,435 8,435 4,035 THD7210 12 71/4 9 3 38 16d Common 20 10d Common 6,535 7,255 7,745 4,035 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.895 kPa. 1Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installations requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a minimum reference compression perpendicular to grain design value, Fc-perp, of 625 psi. 4THD hangers provide torsional resistance, up to a maximum joist depth of H + 1.0 inch (H + 25.4 mm), where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5Some THD models feature nail holes along the bend line that must be filled with nails, driven into the header at a 45º angle, to achieve the tabulated allowable loads. FIGURE 8—THD FACE MOUNT HANGER ESR-3445 | Most Widely Accepted and Trusted Page 14 of 25 TABLE 9—THDH FACE MOUNT HANGER ALLOWABLE LOADS1,2,3,4 STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS (lbs) W H D Header Joist Download Uplift Qty Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 THDH26 12 15/8 57/16 5 20 16d Common 8 16d Common 4,375 4,895 5,180 2,805 THDH28 12 15/8 73/16 5 36 16d Common 12 16d Common 7,595 8,175 8,175 4,345 THDH210 12 15/8 93/16 5 46 16d Common 16 16d Common 9,310 9,710 9,710 5,290 THDH27925 12 23/4 91/8 4 46 16d Common 12 16d Common 9,020 9,020 9,020 4,345 THDH27112 12 23/4 107/8 4 56 16d Common 14 16d Common 9,710 9,710 9,710 4,345 THDH2714 12 23/4 121/4 4 66 16d Common 16 16d Common 11,185 11,325 11,325 5,290 THDH26-2 12 37/16 53/8 4 20 16d Common 8 16d Common 4,375 4,895 5,180 2,805 THDH28-2 12 37/16 71/8 4 36 16d Common 10 16d Common 7,360 8,175 8,175 3,000 THDH210-2 12 37/16 91/8 4 46 16d Common 12 16d Common 9,020 9,020 9,020 4,345 THDH212-2 12 33/8 101/2 4 56 16d Common 14 16d Common 9,710 9,710 9,710 4,345 THDH214-2 12 33/8 121/4 4 66 16d Common 16 16d Common 11,325 11,325 11,325 5,290 THDH3210 12 33/16 93/8 4 46 16d Common 12 16d Common 9,020 9,020 9,020 4,345 THDH3212 12 33/16 105/8 4 56 16d Common 14 16d Common 9,710 9,710 9,710 5,290 THDH46 12 39/16 53/8 4 20 16d Common 8 16d Common 4,375 4,895 5,180 2,805 THDH48 12 39/16 71/8 4 36 16d Common 10 16d Common 7,360 8,175 8,175 3,000 THDH410 12 39/16 91/8 4 46 16d Common 12 16d Common 9,020 9,020 9,020 4,345 THDH412 12 39/16 101/2 4 56 16d Common 14 16d Common 9,710 9,710 9,710 5,290 THDH414 12 39/16 131/16 4 66 16d Common 16 16d Common 11,325 11,325 11,325 5,305 THDH26-3 12 51/8 57/16 4 20 16d Common 8 16d Common 4,375 4,895 5,180 2,805 THDH28-3 12 51/8 73/16 4 36 16d Common 12 16d Common 7,595 8,175 8,175 4,345 THDH210-3 12 51/8 93/16 4 46 16d Common 16 16d Common 9,710 9,710 9,710 5,290 THDH212-3 12 51/8 113/16 4 56 16d Common 20 16d Common 9,530 9,530 9,530 5,290 THDH214-3 12 51/8 133/16 4 66 16d Common 22 16d Common 11,325 11,325 11,325 5,305 THDH5210 12 53/8 91/8 4 46 16d Common 16 16d Common 9,710 9,710 9,710 5,290 THDH5212 12 53/8 111/8 4 56 16d Common 20 16d Common 9,530 9,530 9,530 5,290 THDH5214 12 53/8 131/8 4 66 16d Common 22 16d Common 11,325 11,325 11,325 5,305 THDH610 12 51/2 9 4 46 16d Common 16 16d Common 9,020 9,020 9,020 5,290 THDH612 12 51/2 11 4 56 16d Common 20 16d Common 9,530 9,530 9,530 5,290 THDH614 12 51/2 13 4 66 16d Common 22 16d Common 11,325 11,325 11,325 5,305 THDH26-4 12 69/16 57/16 4 20 16d Common 8 16d Common 4,375 4,895 5,180 2,805 THDH28-4 12 67/16 79/16 4 36 16d Common 12 16d Common 7,595 8,175 8,175 4,345 THDH6710 12 67/8 813/16 4 46 16d Common 12 16d Common 9,020 9,020 9,020 4,345 THDH6712 12 67/8 1013/16 4 56 16d Common 14 16d Common 9,020 9,020 9,020 5,290 THDH6714 12 67/8 1213/16 4 66 16d Common 16 16d Common 11,325 11,325 11,325 5,305 THDH7210 12 71/4 9 4 46 16d Common 12 16d Common 9,020 9,020 9,020 4,345 THDH7212 12 71/4 101/2 4 56 16d Common 14 16d Common 9,020 9,020 9,020 5,290 THDH7214 12 71/4 121/4 4 66 16d Common 16 16d Common 11,325 11,325 11,325 5,305 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2Allowable loads shown are for installations in wood members complying with Section 3.14.2. 3See Section 3.14.3 for required fastener dimensions and mechanical properties. 4THDH hangers provide torsional resistance, up to a maximum joist depth of H + 1.0 inch (H + 25.4 mm) where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist, at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5Allowable loads shown are for installations in wood members complying with Section 3.11.2. 6Wood members must also have a minimum reference compression perpendicular to grain design value, Fc-perp, of 625 psi. 7Joist nails must be driven horizontally into the joist at an angle of 30- to 45-degrees from normal, such that they penetrate through the joist, and into the header. FIGURE 9—THDH FACE MOUNT HANGER ESR-3445 | Most Widely Accepted and Trusted Page 15 of 25 TABLE 10—THF FACE MOUNT HANGER ALLOWABLE LOADS1,2,3,4 STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULE5 ALLOWABLE LOADS (lbs) Nail Conf. Header Joist Download Uplift W H D Qty Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.60 THF15925 18 11/2 91/16 2 MIN 8 10d Common 2 10dx11/2 930 1,065 1,160 240 MAX 12 10d Common 2 10dx11/2 1,390 1,600 1,700 240 THF15112 18 11/2 111/16 2 MIN 8 10d Common 2 10dx11/2 930 1,065 1,160 240 MAX 16 10d Common 2 10dx11/2 1,855 2,135 2,165 240 THF15140 18 11/2 131/2 2 MIN 12 10d Common 2 10dx11/2 1,390 1,600 1,740 240 MAX 20 10d Common 2 10dx11/2 2,105 2,140 2,165 240 THF16925 18 15/8 9 2 MIN 8 10d Common 2 10dx11/2 930 1,065 1,160 240 MAX 12 10d Common 2 10dx11/2 1,390 1,600 1,700 240 THF16112 18 15/8 11 2 MIN 8 10d Common 2 10dx11/2 930 1,065 1,160 240 MAX 16 10d Common 2 10dx11/2 1,855 2,135 2,320 240 THF16140 18 15/8 137/16 2 MIN 12 10d Common 2 10dx11/2 1,390 1,600 1,740 240 MAX 20 10d Common 2 10dx11/2 2,265 2,300 2,320 240 THF17925 18 13/4 815/16 2 MIN 8 10d Common 2 10dx11/2 930 1,065 1,160 240 MAX 12 10d Common 2 10dx11/2 1,390 1,600 1,700 240 THF17112 18 13/4 1015/16 2 MIN 8 10d Common 2 10dx11/2 930 1,065 1,160 240 MAX 16 10d Common 2 10dx11/2 1,855 2,135 2,320 240 THF17140 18 13/4 133/8 2 MIN 12 10d Common 2 10dx11/2 1,390 1,600 1,740 240 MAX 20 10d Common 2 10dx11/2 2,320 2,455 2,480 240 THF20925 18 21/8 87/8 2 MIN 8 10d Common 2 10dx11/2 930 1,065 1,160 240 MAX 12 10d Common 2 10dx11/2 1,390 1,600 1,700 240 THF20112 18 21/8 113/16 2 MIN 8 10d Common 2 10dx11/2 930 1,065 1,160 240 MAX 16 10d Common 2 10dx11/2 1,855 2,135 2,320 240 THF20140 18 21/8 131/4 2 MIN 12 10d Common 2 10dx11/2 1,390 1,600 1,740 240 MAX 20 10d Common 2 10dx11/2 2,320 2,670 2,790 240 THF15925-2 16 31/8 93/16 21/2 - 12 10d Common 6 10d Common 1,415 1,630 1,770 1,135 THF15112-2 16 31/8 1013/16 21/2 - 14 10d Common 6 10d Common 1,650 1,900 2,065 1,135 THF15140-2 12 31/8 123/4 21/2 - 18 10d Common 6 10d Common 2,395 2,755 2,995 1,275 THF16925-2 16 33/8 91/16 21/2 - 12 10d Common 6 10d Common 1,415 1,630 1,770 1,135 THF16112-2 16 33/8 103/4 21/2 - 14 10d Common 6 10d Common 1,650 1,900 2,065 1,135 THF16140-2 12 33/8 125/8 21/2 - 18 10d Common 6 10d Common 2,395 2,755 2,995 1,275 THF17157 18 113/16 153/4 31/2 - 24 10d Common 2 10dx11/2 2,785 3,200 3,480 240 THF20157 18 21/8 153/4 33/8 - 24 10d Common 2 10dx11/2 2,785 3,200 3,480 240 THF17157-2 12 35/8 153/4 21/2 - 22 10d Common 6 10d Common 2,925 3,365 3,660 1,275 THF20925-2 16 43/16 811/16 21/2 - 12 10d Common 6 10d Common 1,415 1,630 1,770 1,135 THF20112-2 16 43/16 11 21/2 - 16 10d Common 6 10d Common 1,890 2,170 2,360 1,135 THF20140-2 16 43/16 135/8 21/2 - 20 10d Common 6 10d Common 2,360 2,715 2,950 1,135 THF23925 18 25/16 93/16 21/2 - 12 10d Common 2 10dx11/2 1,390 1,600 1,740 165 THF23100 18 25/16 93/16 21/2 - 12 10d Common 2 10dx11/2 1,390 1,600 1,740 330 THF23118 18 25/16 113/16 21/2 - 14 10d Common 2 10dx11/2 1,625 1,870 2,030 330 THF23140 16 25/16 131/2 21/2 - 18 10d Common 2 10dx11/2 2,125 2,445 2,655 330 THF23160 16 25/16 159/16 21/2 - 22 10d Common 2 10dx11/2 2,595 2,970 2,970 330 THF23180 16 25/16 171/8 21/2 - 24 10d Common 8 10dx11/2 2,830 3,255 3,540 1,285 THF23925-2 16 43/4 83/8 21/2 - 12 10d Common 6 10d Common 1,415 1,630 1,770 1,135 THF23118-2 16 43/4 1011/16 21/2 - 16 10d Common 6 10d Common 1,890 2,170 2,360 1,135 THF23140-2 12 43/4 135/16 21/2 - 20 10d Common 6 10d Common 2,660 3,060 3,325 1,275 THF23160-2 12 43/4 1515/16 21/2 - 24 10d Common 6 10d Common 3,190 3,670 3,990 1,275 THF25925 18 21/2 91/8 21/2 - 12 10d Common 2 10dx11/2 1,390 1,600 1,740 165 THF25112 18 21/2 111/8 21/2 - 14 10d Common 2 10dx11/2 1,625 1,870 2,030 330 THF25120 18 21/2 111/8 21/2 - 14 10d Common 2 10dx11/2 1,625 1,870 2,030 330 THF25130 16 21/2 121/4 21/2 - 18 10d Common 2 10dx11/2 2,125 2,445 2,655 330 THF25140 16 21/2 137/16 21/2 - 18 10d Common 2 10dx11/2 2,125 2,445 2,655 330 THF25160 16 21/2 151/2 21/2 - 22 10d Common 2 10dx11/2 2,595 2,970 2,970 330 THF25925-2 16 51/8 83/16 21/2 - 12 10d Common 6 10d Common 1,415 1,630 1,770 1,135 THF25112-2 16 51/8 107/16 21/2 - 16 10d Common 6 10d Common 1,890 2170 2,360 1,135 THF25140-2 12 51/8 131/8 21/2 - 20 10d Common 6 10d Common 2,660 3,060 3,325 1,275 (Continued) ESR-3445 | Most Widely Accepted and Trusted Page 16 of 25 TABLE 10—THF FACE MOUNT HANGER ALLOWABLE LOADS1,2,3,4 STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULE5 ALLOWABLE LOADS (lbs) Nail Conf. Header Joist Download Uplift W H D Qty Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.60 THF25160-2 12 51/8 153/4 21/2 - 24 10d Common 6 10d Common 3,190 3,670 3,990 1,275 THF26925 18 25/8 91/16 21/2 - 12 10d Common 2 10dx11/2 1,390 1,600 1,740 165 THF26112 18 25/8 111/16 21/2 - 14 10d Common 2 10dx11/2 1,625 1,870 2,030 330 THF26140 16 25/8 133/8 21/2 - 18 10d Common 2 10dx11/2 2,125 2,445 2,655 330 THF26160 16 25/8 157/16 21/2 - 22 10d Common 2 10dx11/2 2,595 2,970 2,970 330 THF35925 18 31/2 85/8 21/2 - 12 10d Common 2 10dx11/2 1,390 1,600 1,740 230 THF35112 18 31/2 105/8 21/2 - 16 10d Common 2 10dx11/2 1,855 2,135 2,320 230 THF35140 16 31/2 1215/16 21/2 - 20 10d Common 2 10dx11/2 2,360 2,715 2,950 230 THF35157 16 31/2 15 21/2 - 22 10d Common 2 10dx11/2 2,595 2,985 3,245 230 THF35165 16 31/2 169/16 21/2 - 24 10d Common 8 10dx11/2 2,830 3,255 3,540 1,285 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.895 kPa. 1Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installations requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a minimum reference compression perpendicular to grain design value, Fc-perp, of 625 psi (4.31 MPa). 4For minimum (MIN) nailing configuration, all round nail holes must be filled with nails. For maximum (MAX) nailing configuration, all round and diamond holes must be filled with nails. The joist hangers are not intended for use with intermediate numbers of fasteners. 5Reinforce supported and supporting I-joists as required per manufacturer’s instructions. FIGURE 10—THF FACE MOUNT HANGER ESR-3445 | Most Widely Accepted and Trusted Page 17 of 25 TABLE 11—THFI FACE MOUNT HANGER ALLOWABLE LOADS 1,2,3,4 STOCK NO. STEEL GAGE HANGER DIMENSIONS (in.) MIN/ MAX FASTENING SCHEDULE ALLOWABLE LOADS (lbs) W H D Header6 Joist 5 Download Uplift Qty Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 THFI1795 18 17/8 91/2 2 - 8 10d Common - - 960 1,095 1,180 125 THFI17118 18 17/8 117/8 2 - 10 10d Common - - 1,200 1,265 1,265 125 THFI1714 18 17/8 14 2 Min 12 10d Common - - 1,440 1,640 1,770 125 THFI1714 18 17/8 14 2 Max 14 10d Common - - 1,680 1,915 2,065 125 THFI1716 18 17/8 16 2 Min 14 10d Common - - 1,680 1,915 2,065 125 THFI1716 18 17/8 16 2 Max 16 10d Common - - 1,920 2,190 2,190 125 THFI2095 18 21/8 91/2 2 - 8 10d Common - - 960 1,095 1,180 125 THFI20118 18 21/8 117/8 2 - 10 10d Common - - 1,200 1,265 1,265 125 THFI2014 18 21/8 14 2 Min 12 10d Common - - 1,440 1,640 1,770 125 THFI2014 18 21/8 14 2 Max 14 10d Common - - 1,680 1,915 2,065 125 THFI2016 18 21/8 16 2 Min 14 10d Common - - 1,680 1,915 2,065 125 THFI2016 18 21/8 16 2 Max 16 10d Common - - 1,920 2,190 2,265 125 THFI2395 18 23/8 91/2 2 - 8 10d Common - - 960 1,095 1,180 125 THFI23118 18 23/8 117/8 2 - 10 10d Common - - 1,200 1,265 1,265 125 THFI2314 18 23/8 14 2 Min 12 10d Common - - 1,440 1,640 1,770 125 THFI2314 18 23/8 14 2 Max 14 10d Common - - 1,680 1,915 2,065 125 THFI2316 18 23/8 16 2 Min 14 10d Common - - 1,680 1,915 2,065 125 THFI2316 18 23/8 16 2 Max 16 10d Common - - 1,920 2,190 2,265 125 THFI25925 18 25/8 91/4 2 - 8 10d Common - - 960 1,095 1,180 125 THFI2595 18 25/8 91/2 2 - 8 10d Common - - 960 1,095 1,180 125 THFI25118 18 25/8 117/8 2 - 10 10d Common - - 1,200 1,265 1,265 125 THFI2514 18 25/8 14 2 Min 12 10d Common - - 1,440 1,640 1,770 125 THFI2514 18 25/8 14 2 Max 14 10d Common - - 1,680 1,915 2,065 125 THFI2516 18 25/8 16 2 Min 14 10d Common - - 1,680 1,915 2,065 125 THFI2516 18 25/8 16 2 Max 16 10d Common - - 1,920 2,190 2,265 125 THFI3595 18 35/8 91/2 2 - 10 10d Common - - 1,200 1,265 1,265 125 THFI35118 18 35/8 117/8 2 - 12 10d Common - - 1,440 1,640 1,770 125 THFI3514 18 35/8 14 2 Min 12 10d Common - - 1,440 1,640 1,770 125 THFI3514 18 35/8 14 2 Max 14 10d Common - - 1,680 1,915 2,065 125 THFI3516 18 35/8 16 2 Min 14 10d Common - - 1,680 1,915 2,065 125 THFI3516 18 35/8 16 2 Max 16 10d Common - - 1,920 2,190 2,265 125 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.895 kPa. 1Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installations requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a minimum reference compression perpendicular to grain design value, Fc-perp, of 625 psi (4.31 MPa). 4For minimum (Min) nailing configuration, all round nail holes must be filled with nails. For maximum (Max) nailing configuration, all round and diamond holes must be filled with nails. The joist hangers are not intended for use with intermediate numbers of fasteners. 5Joists are held in hangers using seat cleats. 6Reinforce supporting I-joist headers as required per manufacturer’s instructions FIGURE 11—THFI FACE MOUNT HANGER ESR-3445 | Most Widely Accepted and Trusted Page 18 of 25 TABLE 12—LGU / MGU / HGU GIRDER HANGER ALLOWABLE LOADS STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS2,4 (lbs) W H1 H1 D Header Joist Download Uplift Qty Type3 Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 LGU325 10 31/4 Specify 73/8 41/2 18 WS3 12 WS3 7,135 7,410 7,410 3,975 LGU363 10 35/8 Specify 73/8 41/2 18 WS3 12 WS3 7,135 7,410 7,410 3,975 LGU525 10 51/4 Specify 73/8 41/2 18 WS3 12 WS3 7,135 7,410 7,410 3,975 MGU363 10 35/8 Specify 85/8 41/2 24 WS3 16 WS3 9,515 10,940 11,890 5,060 MGU525 10 51/4 Specify 85/8 41/2 24 WS3 16 WS3 9,515 10,940 11,890 5,060 MGU550 10 51/2 Specify 85/8 41/2 24 WS3 16 WS3 9,515 10,940 11,890 5,060 MGU562 10 55/8 Specify 85/8 41/2 24 WS3 16 WS3 9,515 10,940 11,890 5,060 MGU700 10 7 Specify 85/8 41/2 24 WS3 16 WS3 9,515 10,940 11,890 5,060 HGU363 7 35/8 Specify 103/8 51/4 38 WS3 24 WS3 14,705 14,990 14,990 7,375 HGU525 7 51/4 Specify 103/8 51/4 38 WS3 24 WS3 14,705 14,990 14,990 7,375 HGU550 7 51/2 Specify 103/8 51/4 38 WS3 24 WS3 14,705 14,990 14,990 7,375 HGU562 7 55/8 Specify 103/8 51/4 38 WS3 24 WS3 14,705 14,990 14,990 7,375 HGU700 7 7 Specify 103/8 51/4 38 WS3 24 WS3 14,705 14,990 14,990 7,375 HGU725 7 71/4 Specify 103/8 51/4 38 WS3 24 WS3 14,705 14,990 14,990 7,375 HGU900 7 9 Specify 103/8 51/4 38 WS3 24 WS3 14,705 14,990 14,990 7,375 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.895 kPa. 1The minimum supported member heights, H, for the LGU, MGU, and HGU are 8", 91/4", and 11", respectively. 2Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installations requirements. 3The WS3 is a ¼" x 3" self-drilling screw described in ESR-2761 and are included with the hangers. 4Allowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a minimum reference compression perpendicular to grain design value, Fc-perp, of 625 psi (4.31 MPa). FIGURE 12—LGU / MGU / HGU GIRDER HANGER ESR-3445 | Most Widely Accepted and Trusted Page 19 of 25 TABLE 13—THDHQ GIRDER TRUSS HANGER ALLOWABLE LOADS1,2,3 STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE LOADS (lbs) W H D Header Joist Download Uplift Qty Type Qty Type CD = 1.0 CD = 1.15 CD = 1.25 CD = 1.6 THDHQ26-2 12 35/16 57/16 4 12 WS3 4 WS3 5,015 5,745 5,745 2,055 THDHQ26-3 12 415/16 57/16 4 12 WS3 4 WS3 5,015 5,745 5,745 2,055 THDHQ26-4 12 69/16 57/16 4 12 WS45 4 WS6 5,015 5,745 5,745 2,490 THDHQ28-2 12 35/16 73/16 4 20 WS3 8 WS3 8,355 9,540 9,540 3,645 THDHQ28-3 12 415/16 73/16 4 20 WS3 8 WS3 8,355 9,540 9,540 3,645 THDHQ28-4 12 69/16 73/16 4 20 WS45 8 WS6 8,355 9,540 9,540 4,530 THDHQ210-2 12 35/16 93/16 4 28 WS3 8 WS3 10,840 10,880 10,880 5,270 THDHQ210-3 12 415/16 93/16 4 28 WS3 8 WS3 10,880 10,880 10,880 5,270 THDHQ210-4 12 69/16 93/16 4 28 WS45 8 WS6 10,880 10,880 10,880 4,200 THDHQ46 12 35/8 57/16 4 12 WS3 8 WS3 5,015 5,745 5,745 2,055 THDHQ48 12 35/8 73/16 4 20 WS3 8 WS3 8,355 9,540 9,540 3,645 THDHQ410 12 35/8 93/16 4 28 WS3 8 WS3 10,880 10,880 10,880 5,270 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.895 kPa. 1Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installations requirements. 2Wood screws (WS) used for THDHQ hangers are described in ESR-2761 and are included with the hangers. 3Allowable loads shown are for installations in wood members complying with Section 3.14.2. Wood members must also have a minimum reference compression perpendicular to grain design value, Fc-perp, of 625 psi (4.31 MPa). FIGURE 13—THDHQ GIRDER TRUSS HANGER ESR-3445 | Most Widely Accepted and Trusted Page 20 of 25 TABLE 14—IHF JOIST HANGER ALLOWABLE LOADS1,2,3,4,5,6 STOCK NO. STEEL GAGE DIMENSIONS (inches) FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) W H D Nailing Configu- ration Header Joist FC-PERP = 750 psi Uplift Qty Type Qty Type CD =1.0 CD =1.15 CD =1.25 CD =1.6 IHF15925 16 11/2 91/16 21/2 MIN 8 10d Common 2 10d x 11/2 1,000 1,120 1,210 330 MAX 20 16d Common 2 10d x 11/2 2,905 2,905 2,905 330 IHF15112 16 11/2 111/16 21/2 MIN 10 10d Common 2 10d x 11/2 1,250 1,405 1,515 330 MAX 24 16d Common 2 10d x 11/2 3,065 3,095 3,115 330 IHF1514 16 11/2 131/2 21/2 MIN 12 10d Common 2 10d x 11/2 1,500 1,685 1,815 330 MAX 28 16d Common 2 10d x 11/2 3,065 3,095 3,115 330 IHF16925 16 15/8 9 21/2 MIN 8 10d Common 2 10d x 11/2 1,000 1,120 1,210 330 MAX 20 16d Common 2 10d x 11/2 2,905 2,905 2,905 330 IHF16112 16 15/8 11 21/2 MIN 10 10d Common 2 10d x 11/2 1,250 1,405 1,515 330 MAX 24 16d Common 2 10d x 11/2 3,295 3,325 3,350 330 IHF1614 16 15/8 137/16 21/2 MIN 12 10d Common 2 10d x 11/2 1,500 1,685 1,815 330 MAX 28 16d Common 2 10d x 11/2 3,295 3,325 3,350 330 IHF17925 16 13/4 815/16 21/2 MIN 8 10d Common 2 10d x 11/2 1,000 1,120 1,210 330 MAX 20 16d Common 2 10d x 11/2 2,905 2,905 2,905 330 IHF17112 16 13/4 1015/16 21/2 MIN 10 10d Common 2 10d x 11/2 1,250 1,405 1,515 330 MAX 24 16d Common 2 10d x 11/2 3,530 3,560 3,585 330 IHF1714 16 13/4 133/8 21/2 MIN 12 10d Common 2 10d x 11/2 1,500 1,685 1,815 330 MAX 28 16d Common 2 10d x 11/2 3,530 3,560 3,585 330 IHF1716 16 113/16 153/4 21/2 MIN 14 10d Common 2 10d x 11/2 1,750 1,965 2,120 330 MAX 30 16d Common 2 10d x 11/2 3,530 3,560 3,585 330 IHF20925 16 21/8 87/8 21/2 MIN 8 10d Common 2 10d x 11/2 1,000 1,120 1,210 330 MAX 20 16d Common 2 10d x 11/2 2,905 2,905 2,905 330 IHF20112 16 21/8 113/16 21/2 MIN 10 10d Common 2 10d x 11/2 1,250 1,405 1,515 330 MAX 24 16d Common 2 10d x 11/2 3,530 3,960 3,960 330 IHF2014 16 21/8 131/4 21/2 MIN 12 10d Common 2 10d x 11/2 1,500 1,685 1,815 330 MAX 28 16d Common 2 10d x 11/2 4,115 4,150 4,170 330 IHF23925 16 25/16 93/16 21/2 MIN 10 10d Common 2 10d x 11/2 1,250 1,375 1,375 330 MAX 24 16d Common 2 10d x 11/2 3,530 4,000 4,320 330 IHF23112 16 25/16 113/16 21/2 MIN 10 10d Common 2 10d x 11/2 1,250 1,405 1,515 330 MAX 24 16d Common 2 10d x 11/2 3,530 3,960 3,960 330 IHF2314 16 25/16 131/2 21/2 MIN 12 10d Common 2 10d x 11/2 1,500 1,685 1,815 330 MAX 28 16d Common 2 10d x 11/2 4,115 4,440 4,440 330 IHF2316 16 25/16 159/16 21/2 MIN 14 10d Common 2 10d x 11/2 1,750 1,965 2,120 330 MAX 30 16d Common 2 10d x 11/2 4,410 4,440 4,440 330 IHF2318 16 25/16 171/8 21/2 MIN 14 10d Common 2 10d x 11/2 1,750 1,965 2,120 330 MAX 30 16d Common 2 10d x 11/2 4,410 4,440 4,440 330 IHF25925 16 21/2 91/8 21/2 MIN 10 10d Common 2 10d x 11/2 1,250 1,375 1,375 330 MAX 24 16d Common 2 10d x 11/2 3,530 4,000 4,320 330 IHF25112 16 21/2 111/8 21/2 MIN 10 10d Common 2 10d x 11/2 1,250 1,375 1,375 330 MAX 24 16d Common 2 10d x 11/2 3,530 3,960 3,960 330 IHF2514 16 21/2 137/16 21/2 MIN 12 10d Common 2 10d x 11/2 1,500 1,685 1,815 330 MAX 28 16d Common 2 10d x 11/2 4,115 4,440 4,440 330 IHF2516 16 21/2 151/2 21/2 MIN 14 10d Common 2 10d x 11/2 1,750 1,965 2,120 330 MAX 30 16d Common 2 10d x 11/2 4,410 4,440 4,440 330 IHF26925 16 25/8 91/16 21/2 MIN 10 10d Common 2 10d x 11/2 1,250 1,375 1,375 330 MAX 24 16d Common 2 10d x 11/2 3,530 4,000 4,320 330 IHF26112 16 25/8 111/16 21/2 MIN 10 10d Common 2 10d x 11/2 1,250 1,375 1,375 330 MAX 24 16d Common 2 10d x 11/2 3,530 3,960 3,960 330 IHF2614 16 25/8 133/8 21/2 MIN 12 10d Common 2 10d x 11/2 1,500 1,685 1,815 330 MAX 28 16d Common 2 10d x 11/2 4,115 4,440 4,440 330 IHF2616 16 25/8 157/16 21/2 MIN 14 10d Common 2 10d x 11/2 1,750 1,965 2,120 330 MAX 30 16d Common 2 10d x 11/2 4,410 4,440 4,440 330 ESR-3445 | Most Widely Accepted and Trusted Page 21 of 25 TABLE 14—IHF JOIST HANGER ALLOWABLE LOADS1,2,3,4,5,6 (Continued) STOCK NO. STEEL GAGE DIMENSIONS (inches) FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) W H D Nailing Configu- ration Header Joist FC-PERP = 750 psi Uplift Qty Type Qty Type CD =1.0 CD =1.15 CD =1.25 CD =1.6 IHF15925-2 16 31/8 93/16 21/2 MIN 10 10d Common 2 10d Common 1,250 1,375 1,375 330 MAX 24 16d Common 2 10d Common 3,530 4,000 4,320 330 IHF15112-2 16 31/8 1013/16 21/2 MIN 10 10d Common 2 10d Common 1250 1,375 1,375 330 MAX 24 16d Common 2 10d Common 3,530 3,960 3,960 330 IHF16925-2 16 33/8 91/16 21/2 MIN 10 10d Common 2 10d Common 1,250 1,375 1,375 330 MAX 24 16d Common 2 10d Common 3,530 4,000 4,320 330 IHF16112-2 16 33/8 103/4 21/2 MIN 10 10d Common 2 10d Common 1,250 1,375 1,375 330 MAX 24 16d Common 2 10d Common 3,530 3,960 3,960 330 IHF35925 16 31/2 85/8 21/2 MIN 10 10d Common 2 10d x 11/2 1,250 1,375 1,375 330 MAX 24 16d Common 2 10d x 11/2 3,530 4,000 4,320 330 IHF35112 16 31/2 105/8 21/2 MIN 10 10d Common 2 10d x 11/2 1,250 1,375 1,375 330 MAX 24 16d Common 2 10d x 11/2 3,530 3,960 3,960 330 IHF3514 16 31/2 1215/16 21/2 MIN 12 10d Common 2 10d x 11/2 1,500 1,685 1,815 330 MAX 28 16d Common 2 10d x 11/2 4,115 4,440 4,440 330 IHF3516 16 31/2 15 21/2 MIN 14 10d Common 2 10d x 11/2 1,750 1,965 2,120 330 MAX 30 16d Common 2 10d x 11/2 4,410 4,440 4,440 330 IHF3518 16 31/2 169/16 21/2 MIN 14 10d Common 2 10d x 11/2 1,750 1,965 2,120 330 MAX 30 16d Common 2 10d x 11/2 4,410 4,440 4,440 330 IHF20925-2 16 43/16 811/16 21/2 MIN 10 10d Common 2 10d Common 1,250 1,405 1,515 330 MAX 24 16d Common 2 10d Common 3,530 3,960 3,960 330 IHF20112-2 16 43/16 11 21/2 MIN 10 10d Common 2 10d Common 1,250 1,405 1,515 330 MAX 24 16d Common 2 10d Common 3,530 3,960 3,960 330 IHF2014-2 16 43/16 135/8 21/2 MIN 12 10d Common 2 10d Common 1,500 1,685 1,815 330 MAX 28 16d Common 2 10d Common 3,960 3,960 3,960 330 IHF23925-2 16 43/4 83/8 21/2 MIN 10 10d Common 2 10d Common 1,250 1,405 1,515 330 MAX 24 16d Common 2 10d Common 3,530 3,960 3,960 330 IHF25925-2 16 51/8 83/16 21/2 MIN 10 10d Common 2 10d Common 1,250 1,405 1,515 330 MAX 24 16d Common 2 10d Common 3,530 3,960 3,960 330 IHF25112-2 16 51/8 107/16 21/2 MIN 10 10d Common 2 10d Common 1,250 1,405 1,515 330 MAX 24 16d Common 2 10d Common 3,530 3,960 3,960 330 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi =6.895 kPa. 1Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.16.3 and 3.16.4 for fastener requirements. 3Allowable loads shown are for installations in wood members complying with Section 3.16.2. Wood I-joist flanges must have a minimum reference compression perpendicular to grain design value, Fc-perp, of 750 psi. 4Fill all round header nail holes for MIN nailing; and all round and diamond nail holes for MAX nailing. The joist hangers are not intended for use with intermediate numbers of fasteners. 5Diamond joist nail holes must be filled to achieve the tabulated uplift. With no joist nails installed, allowable uplift of 65 lbs is provided by Seat Cleat® engagement with I-joist flange. 6Web stiffeners are not required unless specified by the wood I-joist manufacturer. FIGURE 14—IHF FACE MOUNT HANGER ESR-3445 | Most Widely Accepted and Trusted Page 22 of 25 TABLE 15—IHFL JOIST HANGER ALLOWABLE LOADS1,2,3,4,5,6 STOCK NO. STEEL GAGE DIMENSIONS (inches) FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) ALLOWABLE LOADS (lbs.) W H D Nailing Configu- ration Header Joist FC-PERP = 625 psi FC-PERP = 750 psi Uplift 6 Qty Type CD =1.0 CD =1.15 CD =1.25 CD =1.0 CD =1.15 CD =1.25 CD =1.6 IHFL15925 18 1 1/2 9 1/16 2 1/2 -- 8 10d Common -- 960 1,095 1,180 960 1,095 1,180 50 IHFL15112 18 1 1/2 11 1/16 2 1/2 -- 10 10d Common -- 1,200 1,370 1,475 1,200 1,370 1,475 50 IHFL17925 18 1 3/4 8 15/16 2 1/2 -- 8 10d Common -- 960 1,095 1,180 960 1,095 1,180 50 IHFL17112 18 1 3/4 10 15/16 2 1/2 -- 10 10d Common -- 1,200 1,370 1,475 1,200 1,370 1,475 50 IHFL1714 18 1 3/4 13 3/8 2 1/2 MIN 12 10d Common -- 1,440 1,640 1,770 1,440 1,640 1,770 50 MAX 14 10d Common -- 1,680 1,915 2,065 1,680 1,915 2,065 50 IHFL1716 18 1 3/4 15 7/8 2 1/2 MIN 14 10d Common -- 1,680 1,915 2,065 1,680 1,915 2,065 50 MAX 16 10d Common -- 1,920 2,190 2,360 1,920 2,190 2,360 50 IHFL20925 18 2 1/16 8 3/4 2 1/2 -- 8 10d Common -- 960 1,095 1,180 960 1,095 1,180 50 IHFL20112 18 2 1/16 11 5/16 2 1/2 -- 10 10d Common -- 1,200 1,370 1,475 1,200 1,370 1,475 50 IHFL2014 18 2 1/16 13 3/16 2 1/2 MIN 12 10d Common -- 1,440 1,640 1,770 1,440 1,640 1,770 50 MAX 14 10d Common -- 1,680 1,915 2,065 1,680 1,915 2,065 50 IHFL2016 18 2 1/16 15 11/16 2 1/2 MIN 14 10d Common -- 1,680 1,915 2,065 1,680 1,915 2,065 50 MAX 16 10d Common -- 1,920 2,190 2,360 1,920 2,190 2,360 50 IHFL23925 18 2 5/16 9 3/16 2 1/2 -- 8 10d Common -- 960 1,095 1,180 960 1,095 1,180 50 IHFL23112 18 2 5/16 11 3/16 2 1/2 -- 10 10d Common -- 1,200 1,370 1,475 1,200 1,370 1,475 50 IHFL2314 18 2 5/16 13 1/2 2 1/2 MIN 12 10d Common -- 1,440 1,640 1,770 1,440 1,640 1,770 50 MAX 14 10d Common -- 1,680 1,915 2,065 1,680 1,915 2,065 50 IHFL2316 18 2 5/16 15 9/16 2 1/2 MIN 14 10d Common -- 1,680 1,915 2,065 1,680 1,915 2,065 50 MAX 16 10d Common -- 1,920 2,190 2,360 1,920 2,190 2,360 50 IHFL25925 18 2 1/2 9 1/8 2 1/2 -- 8 10d Common -- 960 1,095 1,180 960 1,095 1,180 50 IHFL25112 18 2 1/2 11 1/8 2 1/2 -- 10 10d Common -- 1,200 1,370 1,475 1,200 1,370 1,475 50 IHFL2514 18 2 1/2 13 7/16 2 1/2 MIN 12 10d Common -- 1,440 1,640 1,770 1,440 1,640 1,770 50 MAX 14 10d Common -- 1,680 1,915 2,065 1,680 1,915 2,065 50 IHFL2516 18 2 1/2 15 1/2 2 1/2 MIN 14 10d Common -- 1,680 1,915 2,065 1,680 1,915 2,065 50 MAX 16 10d Common -- 1,920 2,190 2,360 1,920 2,190 2,360 50 IHFL35925 18 3 1/2 8 5/8 2 1/2 -- 10 10d Common -- 1,200 1,370 1,475 1,200 1,370 1,475 50 IHFL35112 18 3 1/2 10 5/8 2 1/2 MIN 10 10d Common -- 1,200 1,370 1,475 1,200 1,370 1,475 50 MAX 12 10d Common -- 1,440 1,640 1,770 1,440 1,640 1,770 50 IHFL3514 18 3 1/2 12 15/16 2 1/2 MIN 12 10d Common -- 1,440 1,640 1,770 1,440 1,640 1,770 50 MAX 14 10d Common -- 1,680 1,915 2,065 1,680 1,915 2,065 50 IHFL3516 18 3 1/2 15 2 1/2 MIN 14 10d Common -- 1,680 1,915 2,065 1,680 1,915 2,065 50 MAX 16 10d Common -- 1,920 2,190 2,360 1,920 2,190 2,360 50 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi =6.895 kPa. 1Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.16.3 and 3.16.4 for fastener requierments. 3Allowable loads shown are for installations in wood members complying with Section 3.16.2. Wood members must also have a minimum reference compression perpendicular to grain as shown above for utilization of the associated design value. 4Fill all round header nail holes for MIN nailing; and all round and diamond header nail holes for MAX nailing. The joist hangers are not intended for use with intermediate numbers of fasteners. 5Web stiffeners are not required unless specified by the I-joist manufacturer. 6Uplift resistance provided by Seat Cleat® engagement with I-joist flange. For additional uplift capacity, install (2) 10d x 1-1/2” nails through diamond holes in the bucket and into the joist member. Under these installation conditions, the allowable uplift load is 220 lbs (160%). FIGURE 15—IHFL FACE MOUNT HANGER ESR-3445 | Most Widely Accepted and Trusted Page 23 of 25 TABLE 16—STEEL TYPE, STRENGTH AND CORROSION RESISTANCE Product Steel Coating1 CLPBF Butterfly Hanger ASTM A653, SS designation, Grade 40 G90 HD Face Mount Hanger ASTM A653, SS designation, Grade 40 G90 HUS Slant Nail Joist Hanger ASTM A653, SS designation, Grade 40 G90, G185 JL Standard Joist Hanger ASTM A653, SS designation, Grade 40 G90 JN Power Nail Hanger ASTM A653, SS designation, Grade 40 G90 JNE Power Nail Hanger ASTM A653, SS designation, Grade 40 G90 JUS Slant Nail Joist Hanger ASTM A653, SS designation, Grade 40 G90, G185 SUH Joist Hanger ASTM A653, SS designation, Grade 40 G90 THD Face Mount Hanger ASTM A653, SS designation, Grade 40 G90, G185 THDH Face Mount Hanger ASTM A653, SS designation, Grade 40 G90, G185 THF Face Mount Hanger ASTM A653, SS designation, Grade 40 G90 THFI Face Mount Hanger ASTM A653, SS designation, Grade 40 G90 LGU/MGU/HGU Girder Hanger ASTM A653, SS designation, Grade 40 G90 THDHQ Girder Truss Hanger ASTM A653, SS designation, Grade 40 G90 IHFL Face Mount Hanger ASTM A653, SS designation, Grade 40 G90 IHFL Face Mount Hanger ASTM A653, SS designation, Grade 40 G90 1Corrosion protection is a zinc coating in accordance with ASTM A653. TABLE 17—CROSS-REFERENCE OF PRODUCT NAMES WITH APPLICABLE REPORT SECTIONS, TABLES AND FIGURES PRODUCT NAME SECTION TABLE NO. FIGURE NO. CLPBF Butterfly Hanger 3.1 1 1 HD Face Mount Hanger 3.2 2 2 HUS Slant Nail Joist Hanger 3.3 3 3 JL Standard Joist Hangers 3.4 4 4 JN Power Nail Hanger 3.5 5 5 JNE Power Nail Hanger 3.5 5 5 JUS Slant Nail Joist Hanger 3.6 6 6 SUH Joist Hanger 3.7 7 7 THD Face Mount Hanger 3.8 8 8 THDH Face Mount Hanger 3.9 9 9 THF Face Mount Hanger 3.10 10 10 THFI Face Mount Hanger 3.11 11 11 LGU/MGU/HGU Girder Hanger 3.12 12 12 THDHQ Girder Truss Hanger 3.13 13 13 IHF Joist Hanger 3.14 14 14 IHFL Joist Hanger 3.15 15 15 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2019 ICC Evaluation Service, LLC. All rights reserved. Page 24 of 25 ICC-ES Evaluation Report ESR-3445 LABC and LARC Supplement Issued July 2019 Revised September 2019 This report is subject to renewal October 2020. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: MiTek® USA, INC. (FORMERLY USP STRUCTURAL CONNECTORS) 16023 SWINGLEY RIDGE ROAD CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MiTek® USP® FACE MOUNT HANGERS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® USP® face mount hangers for connecting wood framing members, described in ICC-ES master evaluation report ESR-3445, have also been evaluated for compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety (LADBS). Applicable code editions:  2017 City of Los Angeles Building Code (LABC)  2017 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The MiTek® USP® face mount hangers for connecting wood framing members, described in Sections 2.0 through 7.0 of the master evaluation report ESR-3445, comply with the LABC Chapter 23, and the LARC, and are subject to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The MiTek® USP® face mount hangers for connecting wood framing members, described in this evaluation report supplement must comply with all of the following conditions: • All applicable sections in the master evaluation report ESR-3445. • The design, installation, conditions of use and identification are in accordance with the 2015 International Building Code® (2015 IBC) provisions noted in the master evaluation report ESR-3445. • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. • The supported end of joist or beam must be within 1/4-inch from the supporting member. • Solid blocking must be required for all joist hangers supporting roof joists having one end twisted more than one-half degree per foot of length relative to the other end, except as specifically noted in the master evaluation report. • Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. This supplement expires concurrently with the master report, reissued October 2018 and revised September 2019 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2019 ICC Evaluation Service, LLC. All rights reserved. Page 25 of 25 ICC-ES Evaluation Report ESR-3445 FBC Supplement Issued July 2019 Revised September 2019 This report is subject to renewal October 2020. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: MiTek® USA, INC. (FORMERLY USP STRUCTURAL CONNECTORS) 16023 SWINGLEY RIDGE ROAD CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MiTek® USP® FACE MOUNT HANGERS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® USP® face mount hangers for connecting wood framing members, described in ICC-ES master evaluation report ESR-3445, have also been evaluated for compliance with the codes noted below. Applicable code editions:  2017 Florida Building Code—Building  2017 Florida Building Code—Residential 2.0 CONCLUSIONS The that MiTek® USP® face mount hangers, described in Sections 2.0 through 7.0 of the master evaluation report ESR-3445, comply with the Florida Building Code—Building and the Florida Building Code—Residential, provided the design and installation are in accordance with the 2015 International Building Code® provisions noted in the master report. Use of the MiTek® USP® Face Mount Hangers has also been found to be in compliance with the High-Velocity Hurricane Zone (HVHZ) provisions of the Florida Building Code—Building, and the Florida Building Code—Residential, and the following conditions apply: • For connections subject to uplift, the connection must be designed for no less than 700 pounds (3114 N). • Fasteners must be galvanized. For products falling under Florida Rule 9N-3, verification that the report holder’s quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official, when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued October 2018 and revised September 2019.