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REV-17-2285J.C.D. ARCHITECT , Inc. JUAN C. DAVID R. A. AR -00015344 LEED ACCREDITED PROFESSIONAL Design & Development Architecture Interiors Planning Construction ARCHITECT. INC. 1385 Corti Way. 54(0 407 o M453. Flonda 33145 a Phone. (305) 285-0343 o Fax (305) 285-4330 PROPOSED NEW TERRACE •••••, • .... • .• •• . . .. • • •••• 1481 NE 104th Street Miami Shores, FL 33138 Owner: James Breen TABLE OF CONTENT Sheet No. Description 01-03 Grade Beam Design 04-04 Wood Beam Design 05-05 Wood Ledger Design 06-10 Wind Load Analysis as per ASCE 7-10 • ; • • •••• •• • • • • ▪ • • •••• • •• •• •• • • • • • • ••• •• • • •• • • • • • • • • • • • •• • • • • • • • • •• • ••• • • • J.C.D. ARCHITECT, Inc. JUAN C. DAVID R. A. Am -003153•4 LEED ACCREDITED PROFESSIONAL Design & Development Arahltaciurs Interiors Plannim Conalruellon mecum ve• ease • ••••• moss ma. . maw Oilier . eme SOO ale,Ime + .4-04 JOB ADDRESS PROJECT No SHEET No OF CALCULATED BY DATE CHECKED BY DATE 4: \ ( 34' %31-2 ) ) • •*its, {i.a.3•5t (55" :4/4,3) woo o B EA 1..25 • • ' I • • • • • . . • , • • • _ ,.•..• • • • • 4L.2 5!. 1 • • • . -7 5- i..e. ...• • tit • ; . : • , . ' • • • • • • ' : .. • • • • • • • .. • • • • ! • • , :.• • • • • i 1 r , . • • •. .......-...... - . • : • • '4'0°4 -7-->C -00 4.2,‘'.2),e I • • j; 4.1A /Z..) :?) _2.c., • i--=-_ ('p03 ) (a- ) = 5 3 • 4 - , ..z4)„,- : _s'. ) y (a. G) 6,?•3 ! . . , 2-v / =( 2 -2 .4 2 j ' C. 42.:4 ) =430 —'c' 33.q ,( / 0.2 . 05 . ) y (e. ;4 ) ,•-• 6/.0 . - i/c2 5/. a v. • o 5710 • • e • • : . • • • : • • • • • • • • • • • . • • • • 5(0 • • • .• • • • • • • • • • • • •. —•. : • • Ili• ••• • • • • AVER..4 /.4.- /Ne"-- k 52. /4 )*(e)-ia ) '' 34. 0 - . /0 .2 4`. 6. 0 2-.1--/6-2 7] ) (a —'0 ..6 ) - .. 44.e # ...2adv. 3 4 :"--. ( /*-9'. g'cfl ): x (et 4 ) '4--- ///. e) -a Iio,.o 57- . . i . , . . . . . .• . : . . - ... , .. .; '. . . . .• . . ; i- . • ; •• ' 1 : i E '• -. "r- : ! ...... • ••1 - . , • • • • • • • • • • • • ,• .• • . • ..• . • - ".• • _ • • • ... • - .-• .•. • - n - • _ • 01 Title : Dsgnr: Description : Scope : Job # Date: 11:31AM, 22 MAR 16 Rev: 580000 User KW -0605358, Ver 5 8 0,1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 TERRACE -ANA. EC W: Beams Description GB -1 (12"x24") Grade Beam (3 -Span 15')(Exterior) General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy fc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description Span Beam Width Beam Depth End Fixity Reinforcing Center Area Bar Depth Left Area Bar Depth Right Area Bar Depth ft in in S-1 S-2 S-3 15.00 15.00 2.00 12.00 12.00 12.00 24.00 24.00 24.00 Pin -Pin Pin -Pin Pin -Free 1.20in2 1.20in2 1.20in2 20.19in 20.19in 20.19in 1.20in2 1.20in2 1.20in2 3.81in 3.81in 3.81in 1.20in2 1.20in2 1.20in2 3.81in 3.81in 3.81in • • • • • •• • • •••• • • •••• • • •• • • • • • •••• • • • ••.• •• • • • • • • • • •.•• . •• Loads Using Live Load This Span ?? Yes Yes Yes Dead Load k/ft1.500 1.200 1.200 Live Load k/ft� 0.600 0.600 0.600 • • •• • • • • IF • • • • • • • • • • • • LResults Beam OK Beam OK Beam OK • • • •• . ••• Mmax @ Cntr k -ft 52.12 37.63 0.00 @ X = ft 5.80 9.40 0.00 Mn * Phi k -ft 104.82 104.82 104.82 Max @ Left End k -ft 0.00 -80.49 -5.40 Mn * Phi k -ft 104.82 104.82 104.82 .- Max @ Right End k -ft' -80.49 -5.40 0.00 Mn * Phi k -ft 104.82 104.82 104.82 Bending OK Bending OK Bending OK Shear @ Left k 18.03 25.26 5.40 Shear @ Rightk 28.77 15.24 0.00 • • • ••• •' .• • •r• .• Reactions & Deflections DL @ Left k 8.76 25.07 9.07 LL @ Left k 3.39 11.13 4.67 Total @ Left k 12.15 36.20 13.74 DL @ Right k 25.07 9.07 0.00 LL @ Right k 11.13 4.67 0.00 Total @ Right k 36.20 13.74 0.00 Max. Deflection in -0.023 -0.014 0.007 @ X = ft 6.50 8.80 2.00 Inertia : Effective in4 12,017.76 12,017.76 13,824.00 Shear Stirrups Stirrup Rebar Area in2 0.220 0.220 0.220 Spacing @ Left in Not Req'd 10.10 Not Req'd Spacing @ .2*L in Not Req'd 10.10 Not Req'd Spacing @ .4*L in Not Req'd Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Not Req'd Spacing @ .8*L in 10.10 Not Req'd Not Req'd Spacing @ Right in 10.10 Not Req'd Not Req'd 02 Title : Dsgnr: Description : Scope: Job # Date: 11:31AM, 22 MAR 16 Rev 580000 User: KW -0605358, Ver 5 8 0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Multi -Span Concrete Beam Description GB -1 (12"x24") Grade Beam (3 -Span 15')(Exterior) [Query Values Page 2 I TERRACE -ANA. EC W: Beams Location ft 0.00 0.00 0.00 Moment k -ft 0.0 -80.5 -5.4 Shear ki 18.0 25.3 5.4 Deflection ink 0.0000 0.0000 0.0000 1 • ••• • • • • •••• • • • • •• • • •• • • • • • •••• • • • • •••••• • • • • • • • • •••• • •• •• • • • • • • •• •• • •• • • • • • • • • • • • • • •• • ••• • 03 • • • •• • ( Rev: 580000 LUser KW -0605358, Ver 5.8 0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 4:01 PM, 12 AUG 17 Multi -Span Timber Beam Page 1 TERRACE-ANA.ECW:Studs & Joists Description Beam 8"x12" (Gravity -2 Spans -9.7' ) LGeneral Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Southern Pine, No.2 2 -4 Thick, 10 Wid Spans Considered Continuous Over Support Fb : Basic Allow 750.0 psi Fv : Basic Allow 175.0 psi Elastic Modulus Load Duration Factor Note: Repetitive Member Stress Increase of 1.15 being used for all members under 4" wide 1,400.0 ksi 1.000 Timber Member Information Description Span Timber Section Beam Width Beam Depth End Fixity Le: Unbraced Length ft Member Type ft in in 54 S-2 9.70 9.70 8x12 8x12 7.500 7.500 11.500 11.500 Pin - Pin Pin - Pin 4.50 4.50 Sawn Sawn • • • • • •• • • •••• • • •••• •••• • • .••• • •• • • • •••• • •• • • • • • •• •. • • • • Loads Live Load Used This Span ? Dead Load #/ft Live Load #/ft •• • • • • • • • • Yes Yes 450.00 450.00 510.00 510.00 • • • • • • • • •• •• •• • Results • • • •• • ••• • Mmax @ Cntr in-ki @X= ft' i Max @ Left End in -k Max @ Right End in -k1 fb : Actual psi Fb : Allowable psi Shear @ Left Shear @ Right fv : Actual Fv : Allowable k, k' psi psi 76.2 3.62 0.0 -135.5 819.6 861.1 Bending OK 3.49 5.82 85.0 175.0 Shear OK 76.2 6.08 -135.5 0.0 819.6 861.1 Bending OK 5.82 3.49 86.1 175.0 Shear OK •. • • T• Reactions & Deflection DL @ Left kJ 1.64 5.46 LL @ Left k 1.86 6.18 Total @ Left k 3.49 11.64 DL @ Right k 5.46 1.64 LL @ Right k 6.18 1.86 Total @ Right k 11.64 3.49 Max. Deflection in -0.060 -0.060 @X= ft 4.07 5.63 [Query Values Location ft Moment in -k Shear k Deflection in 1 0.00 0.0 3.5 0.0000 0.00 -135.5 5.8 0.0000 04 Title : Dsgnr: Description : Scope : Rev 580000 User KW -0605358, Ver 5 8 0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Ledger Design Job # Date: 12:56PM, 22 MAR 16 Page 1 TERRACE-ANA.ECWStuds & Joists Description 2-2"x12" Wood Ledger Design (Terrace) LGeneral Information Ledger Width Ledger Depth Bolt Diameter Bolt Spacing Load Duration Factors... Live Load Short Term 3.000 in 11.500 in 7/8" Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. 1 Uniform Load... Dead Load Live Load 425.00 #/ft 510.00#/ft 12.000 in Horizontal Shear 0.00#/ft Southern Pine, No.2 2 -4 Thick, 8 Wide 1.250 Fb Allowable 975.0 psi 1.330 Fv Allowable 175.0 psi Point Load... Dead Load 0.00 lbs Live Load 0.00 lbs Spacing 0.00 ft Offset 0.00 in •• • • • • Ledger Stresses • • • .• • • • Load Combination : Maximum Moment Bending Stress Stress Ratio MaximumShear Shear Stress Stress Ratio DL + LL 935.00 in-# 14.14 psi 0.012 589.24 lbs 17.08 psi 0.078 DL + ST 425.00 in-# 6.43 psi 0.005 267.84 lbs 7.76 psi 0.033 DL 012114115‘ •••• 936100.41-# • • • 1it.1a.psi • • • • • '0 11•• • • • • s • •• • • 17108 i• •• ••• d o13 Bolt Loading Note: Bolt Design Value from NDS 8.2 / UBC 23 Using :Southern Pine • • • • • • Stress Summary Max. Vertical Load Allow Vertical Load Max. Horizontal Load Allow Horizontal Load Angle of Resultant Diagonal Component Allow Diagonal Force DL + LL 935.00 lbs 3,437.50 lbs 0.00 lbs 7,687.50 lbs 90.0 degrees 935.00 lbs 1,124.51 lbs Final Stress Ratio 0.831 : 1.00 Summary DL + ST 425.00 lbs 3,657.50 lbs 0.00 lbs 8,179.50 lbs 90.0 degrees 425.00 lbs 1,174.88 lbs Dk+LL.IS7 • .135.00 lbs •'•. • 3,657.50 lbs • • 0.00 lbs 8,179.50 lbs 90.0 degrees 935.00 lbs 1.174.88 lbs 0.362 : 1.00 0.796 : 1.00 • • •• ••4• • • • • Stress Summary Wood Bending Stress Ratio Wood Shear Stress Ratio Bolt Stress Ratio DL + LL 0.012 : 1.00 0.078 : 1.00 0.831 : 1.00 DL + ST 0.005 : 1.00 0.033 : 1.00 0.362 : 1.00 Wood Stress & Bolts OK DL+LL+ST 0.011 : 1.00 0.073 :1.00 0.796 : 1.00 05 J.C.D. ARCHITECT , Inc. JUAN C. DAVID R. A. AP -X(1153* LED ACCREDITED PROFESSIONAL Design & Development Architecture Interiors Planning Construction ARCHITECT. INC ;I•g• C•pi W.&.•• .01 • iwyrr• !0 33136 • Pror• CICe• 2/10-41•1 • 1•• 208•310 AO JOB ADDRESS PROJECT No SHEET No OF CALCULATED BY DATE CHECKED BY DATE ssz..4e.6" 4 Ac? a / 4/( 2) (.2') (3) ) 36 = •••• ii• • ., : ••• 4, • : 1 • . • •. : • •.• • • •• . • . • • • - •• •••••• ; •••• •••••• • • i • • ••••:. •" 6" • •••••6 •• • • • • .• • • • • •. • • • • • ' •• • ••• ••• • • •• •:••••• • • • • • • : 06 . I I WIND10 v3-20 • Detailed Wind Load Design (Method 2) per ASCE 7-10 Description: J. Breen Terrace Analysis by: O.G. Company Name: J.C.D. User Input Data Structure Type Building Basic Wind Speed (V) 175 mph Struc Category (I, II, III, or IV) I I Exposure (B, C, or D) D Struc Nat Frequency (n1) 1 Hz Slope of Roof Slope of Roof (Theta) 3.0 14.0 :12 Deg Type of Roof Hipped Kd (Directonality Factor) 0.85 Eave Height (Eht) 20.50 ft Ridge Height (RHt) 25.50 ft Mean Roof Height (Ht) 23.00 ft Width Perp. To Wind Dir (B) 73.00 ft Width Paral. To Wind Dir (L) 70.00 ft Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.33 Flexible Structure No Calculated Parameters Hurricane Prone Region (V>100 mph) Table 6-2 Values Alpha = 11.500 zg = 700.000 • • • • • • • - • At = •••• Bt = 1 AWD. • • • •• Bm = oat). Cc = 04E 1= 650.00 Epsilon = Zmin = 0:12; 7SA .. ft• • • ft• Gust Factor Category 1: Rigid Structures - Simplified Method Gust1 For rigid structures (Nat Freq > 1 Hz) use 0.85 0.85 Gust Factor Category 11: Rigid Structures - Complete Analysis Zm 0.6 * Ht 13.80 ft lzm Cc *(33/z)^0.167 0.1735 Enclosed Buildings Lzm I*(zm/33)^Epsilon 582.89 ft Q (1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0.63))^0.5 0.9135 Gust2 0.925*((1+1.7*Izm*3.4*Q)/(1+1.7*3.4*Izm)) 0.8850 Gust Factor Summary G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85 Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gcpi Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 -0.18 Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. 8/16/2017 •••- • •••• • •• • • •..• • • • • •- •• • • •• • • • • - .• • • • •. • • • • • Page No. 1 of 4 07 8/16/2017 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev ft Kz Kzt qz Ib/ft"2 Pressure (1b/ft^2) 2.01 *(Ht/zg)^(2/Alpha) Windward Wali* Leeward Wall Total Shear Moment +GCpi -GCpi +GCpi -GCpi +/-Gcpi (Kip) (Kip -ft) 25.5 1.13 1.00 75.29 37.89 64.51 -44.74 -18.12 82.63 15.08 18.85 23 1.11 1.00 73.95 36.98 63.60 -44.74 -18.12 81.72 29.99 56.34 20.5 1.09 1.00 72.49 35.98 62.60 -44.74 -18.12 80.72 32.94 94.57 20 1.08 1.00 72.18 35.77 62.39 -44.74 -18.12 80.51 62.33 176.27 15 1.03 1.00 68.65 33.37 60.00 -44.74 -18.12 78.11 147.86 1908.49 ote: B 'ositive forces act toward the face and Negative forces act away from the face. Figure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind -Force ResistingSystems M hod 2) r iiiiiylk ., MIII UNINZ IIII MI•M - 0 --0 - 0 -0 -0 - 0 - 0 -0 ttrttttttt 1111111111 k L 1.1 -0 - 0 H -0 -0 - 0 - 0 -0 - 0 L Variable Formula Value Units Kh 2.01 *(Ht/zg)^(2/Alpha) 1.11 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256*(V)^2*Kh*Kht*Kd 73.95 psf Khcc Comp & Clad: Table 6-3 Case 1 1.11 Qhcc .00256*VA2*Khcc*Kht*Kd 73.95 psf, Wall Pressure Coefficients, Cp Surface Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures) 0.8 • • • • • •• • • •••• •••• • ••• • • • . • •.•• • • • •••• •• • • • • • • • • •••• • • •• • • •• • • • • • •• . • • • • • • • • • • •• •• • Roof Pressure Coefficients, Cp Roof Area (sq. ft.) Reduction Factor 1.00 Calculations for Wind Normal to 73 ft Face Additional Runs may be req'd for other wind directions Cp Pressure (psf) +GCpi -GCpi Leeward Walls (Wind Dir Normal to 73 ft wall) Leeward Walls (Wind Dir Normal to 70 ft wall) Side Walls -0.50 -0.49 -0.70 -44.74 -44.20 -57.31 -18.12 -17.58 -30.69 Roof - Wind Normal to Ridge (Theta>=10) - for Wind Normal to 73 ft face Windward - Min Cp Windward - Max Cp Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. -0.60 -51.21 -24.58 -0.08 -18.42 8.20 • • • ••• . • • • • Page No. 2 of 4 08 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 Leeward Normal to Ridge -0.47 -43.02 Overhang Top (Windward) -0.60 -37.90 Overhang Top (Leeward) -0.47 -29.71 Overhang Bottom (Applicable on Windward only) 0.80 49.29 -16.39 -37.90 -29.71 49.29 Roof - Wind Parallel to Ridge (AII Theta) - for Wind Normal to 70 ft face Dist from Windward Edge: 0 ft to 46 ft - Max Cp Dist from Windward Edge: 0 ft to 11.5 ft - Min Cp Dist from Windward Edge: 11.5 ft to 23 ft - Min Cp Dist from Windward Edge: 23 ft to 46 ft - Min Cp Dist from Windward Edge: > 46 ft -0.18 -0.90 -0.90 -0.50 -0.30 -24.63 -69.89 -69.89 -44.74 -32.17 2.00 -43.26 - 43.26 - 18.12 -5.55 * Horizontal distance from windward edge Figure 6-10 - External Pressure Coefficients, GCpf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft Kh = 2.01 *(Ht/zg)^(2/Alpha) Kht = Topographic factor (Fig 6-2) Qh = 0.00256*(V)^2*Kh*Kht*Kd Theta = Angle of Roof 8/16/2017 • • • ▪ •••• • • • • •• • • •. • • • •••• • 1.11 • 1.00 •"•'• •• �• 73.95 �••` •• •` • 14.0 Deg •••••` .•` •.' • • • • • • • Transverse Direction Longitudinal Direction Torsional Load Cases Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh (psf) Min P (psf) Max P (psf) 1 0.48 0.18 -0.18 73.95 22.04 48.66 2 -0.69 0.18 -0.18 73.95 -64.34 -37.72 3 -0.44 0.18 -0.18 73.95 -45.55 -18.93 4 -0.37 0.18 -0.18 73.95 -40.97 -14.35 5 -0.45 0.18 -0.18 73.95 -46.59 -19.97 6 -0.45 0.18 -0.18 73.95 -46.59 -19.97 1E 0.72 0.18 -0.18 73.95 40.23 66.85 2E -1.07 0.18 -0.18 73.95 -92.44 -65.82 3E -0.63 0.18 -0.18 73.95 -59.61 -32.98 Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. • • • • • •• • • ••• • • • Page No. 3 of 4 09 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 4E -0.56 0.18 -0.18 73.95 -54.43 -27.81 p = qh * (GCpf - GCpi) Figure 6-11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft a= 7 =_> Hipped Roof 7 < Theta <= 27 7.00 ft Double Click on any data entry line to receive a help Screen 8/16/2017 • . •••• • • • . . •• . • •• • • • • • •••• • • • • •••• •• • • • • • • • • •••• • •• ••••. • • •• • • • •• • • •• •• • !. • • • • • • • • • • • • • . • • •• • • • ••• • • • • • •• Component Width (ft) Span (ft) Area (ftA2) Zone GCp Nind Press (Ib/ft"2' Max Min Max Min GT -1, T-1 4 5 34 385.33 1H 0.30 -0.80 22.19 1 -59.16 GT -1, T-1 4.5 34 385.33 2H 0.30 -2.20 22.19 -162.70 GT -1, T-1 4.5 34 385.33 3H 0.30 -2.50 22.19 -184.88 T-1 2 34 385.33 1 0.30 -0.80 35.50 -72.47 T-1 2 34 385.33 2 0.30 -1.20 35.50 -102.05 T-1 2 34 385.33 3 0.30 -1.20 35.50 -102.05 0.00 Wall 1 9 27.00 4 0.92 -1.02 81.63 -89.03 Wall 1 9 27.00 5 0.92 -1.25 81.63 -105.58 0.00 ote: " Enter Zone 1 through 5, or 1H through 3H for overhangs. Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. Page No. 4 of 4 10 EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 (954).972.SOIL FACSIMILE #954-9718872 ESTABLISHED 1981 FEBRUARY 15, 2015 .. • . . . . . .... . .. .. . . • .. • .. • • ••• • • • • REPORT OF GEOTECHNICAL EXPLORATIOX. ;. • ENGINEERING ANALYSIS - RECOMMENDATION FOR JAMES BREEN • .. .. • PROPOSED NEW SINGLE FAMILY POOL 1481 NE 104 STREET MIAMI SHORES, FLORIDA DADE COUNTY, FLORIDA '. • ••• • • • • • • THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY, CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 (954).972.SOIL FACSIMILE #954-9718872 ESTABLISHED 1981 February 15, 2015 Report of Engineering Evaluation for: James Breen Project : Proposed Pool Location : 1481 NE 104th Street Miami Shores, Florida Dade County, Florida To Whom it May Concern; .... • . .... • . . • .. • • .. • . . . .... • . As per your request EastCoast Testing 8 Engineering, inc. performed the modified and standard penetration test boring's at the above reference location. The purpose of this investigation was to provide information concerning the site and subsurface conditions in order to provide site preparation and foundation design recommendations for support of the proposed construction. This report presents our findings and foundation recommendations. it is our understanding that plans for this project consist of new reinforced gunite pool to be constructed in the rear of the subject property. Final Floor elevations for the test boring's were not furnished. Major intersections for this project are north of east of US 1, (SR 5) and north of NE 95th Street in Miami Shores, Florida, Dade County, Florida. STANDARD PENETRATION TEST BORINGS The location for the test boring's were determined by our client, and drill supervisor and are indicated on the test boring report logs'. A review of our test samples recovered indicate that beneath the surface the upper levels of subsoils consist of fine-grained sands with some/little limestone fragments, root, silt and organics to a depth of +/-2.5 feet below grade. Below this layer our borings discovered stratums of very loose silty fine-grained sands, and organic silt, (muck) which continued to +/-8.5 feet below the surface. Underling these deleterious subsoils were layers of fine-grained silty sands, and limestone fragments with little sands in a medium dense compaction condition to +1-13.0 feet. Below this zone our boring disclosed multifarious stratums of limestone fragments witlitt/e/traces of fine -medium grained sands predominantly in a medium dense state of relative consolidation which extended to +1-26.5 feet below the land surface grade elevation. From this depth our boring encountered limestone fragments in a very dense to a medium dense consolidated state to -30.0 feet. These limestone substratum terminated our subsurface exploration at thirty feet maximum penetration. • • • • • • • • • THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY, CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 4361 Okeechobee Blvd. - Suite A-5 West Palm Beach, Florida 33409 (954).972.SOiL 4100 North Powerline Rd. - Suite G-1 Pompano Beach, Florida 33073 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 FACSIMILE #954-9718872 ESTABLISHED 1981 Page #2 - Laboratory #7003305 1481 NE 104"' Street Miami Shores, Florida .... . • • .... • • . ... . .. • • . • The natural ground water table was discovered to exist at an elevation O71-1-31 0-- 410" below ?+/-3'10"- 4'10"below the existing natural -ground surface at the time of our borings. Fluctuation in Me 'I. observed groundwater levels should be expected due to rainfall variations, seasonal climatic . . changes, construction activity and other on-site specific factors. •: EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 (954).972.SOIL FACSIMILE #954-9718872 ESTABLISHED 1981 Page #3 - Laboratory #7003305 1481 NE 104`" Street Miami Shores, Florida PIN PILE ALTERNATIVE ...• • • • . .. . . .. . .•.• • . .� ...• .• • • ▪ . . . ..•. . .• . . •• •• .. . • • • • • •• As an alternative to a deep helical pier foundation system, we recocnmt'ntI that :he• • proposed structure's be supported utilizing a foundation system of pin piling. Wg anticiaStto • • that a three and one-half, (3.0" i.D.) pin pile installed to a minimum depth ditpipximajgly • +/-28 feet or to refusal conditions will yield an allowable bearing capacity of 10 kips. A••; minimum penetration of +/-28.0 feet below grade will be required to accept a completed pin pile and/or as determined by the engineer. Pre drilling through the surficial fills may be required if practical refusal is found at a higher elevation. Pin piles driven to the recommended depth should be able to support loads up to 5 tons given the soil conditions of the site. It is recommended that two, (2) test piers be performed prior to full production to determine the approximate depths of the pin pile's. A geotechnical engineer or his representative shall be present for the test pile operations and for the remainder of the pin pile installation for certification purposes. We recommend that these piles have a minimum wall thickness equivalent to schedule 80. All pin piling shall be hot dipped galvanized. The sections of the piling should be welded to the outer collars to insure the structural stability of the piling. Once the piles are installed, they may be filled with 4000 psi concrete grout and attached to the proposed foundations with either embedded reinforcing, or top plates. This decision and detail are the responsibility of the project structural engineer. The piling should be installed with a Rhino Model 140 pneumatic jack hammer, (90 pounds minimum weight) or approved equal, capable of advancing the piling to the required depth, (refusal). Refusal conditions are determined with less than 0.1 inches of movement in one minute of driving. Piling installed in accordance with these recommendations will provide an allowable compressive capacity of 10 kips. Should a geotechnical engineer from this office or his representative inspect the installation of the pin piling a Foundation Certification will be submitted upon satisfactory completion. • •• • • THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY, CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 (954).972.SO1L Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 FACSIMILE #954-9718872 ESTABLISHED 1981 Page #4 - Laboratory #7003305 1481 NE 104`" Street Miami Shores, Florida CONSTRUCTION PLAN & SPECIFICATIONS REVIEW . • .. . • . •••- . . . . .. . . .. . • . . . .•.- • • • • •••- •. • . . • •... • •- •-• • • •• •• • • •- It is recommended that this office be provided the opportunity to atah?I general • review of the foundation and earthwork plans and specifications prepared from tine • recommendations presented in this report. •••. • •.• - -•. Our report has been written in a guideline recommendation format and is not • • • appropriate for use as a specification -type format. It is recommended that this report not be made a part of the contract documents, however, it should be made available to prospective contractors for information purposes. CONSTRUCTION RELATED SERVICES We recommend the owner retain Eastcoast Testing & Engineering, inc. to perform construction materials testing and observations on this site. Field tests and observations include foundation and pavement subgrades by performing quality assurance testing on the placement of compacted structural fills, and pavement courses. We can also provide concrete testing, pavement section testing, structural steel testing, general construction observation services, and Special Inspection services. LIMITATIONS Our geotechnical exploration study has been performed, our findings obtained, and our recommendations prepared In accordance with generally accepted geotechnical engineering conclusions and practices. EastCoast Testing & Engineering, inc., (ETE) is not responsible for any independent conclusions, opinions or recommendations made by others based on the data contained in this report. This report does not reflect any variations which may occur away from the soil borings. The discovery of any subsurface conditions which deviates from the data obtained during this geotechnical investigation should be reported to us for further analysis and evaluation. - �• • THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY, CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" • EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 (954).972.SOIL FACSIMILE #954-9718872 ESTABLISHED 1981 Page #5 - Laboratory #7003305 1481 NE 104th Street Miami Shores, Florida ••. • . • • • •••• • • • • .• • • •• • • . • •••• • • • •••• •• • • • • • • • • •.•. • .• The Standard Penetration Test ASTM D-1586 • . •• •• •• • • . • • • .. • The Standard Penetration Test is the most commonly employed :too/ utilized to • identify in-situ subsurface soil conditions. The "N" values obtained from the:borins provide an accurate estimation of internal soil characteristics such as relative densitypinternal sheer. : strength, angle of internal friction, and the approximate range of the soil's unit weight. • • • These "N" values represent the resistance of a 2 -inch diameter split spoon sampler driven by a 140 -pound hammer free falling 30 inches. Each drive of the 24 inches long split spoon is divided into four six-inch increments. The second and third increments are totaled to produce the "N" value found on your report. The Standard Penetration Test also allows for the recovery of soil samples which are returned to our laboratory and visually examined and classified. The SPT samples are available for laboratory testing if requested. Samples are generally held for 30 days unless otherwise directed by the client. An approximate ground water table is obtained from the borehole upon completion of the drilling procedures. This water table is useful in the general evaluation of particular soil conditions, and may give the contractor some insight into what can be anticipated during construction. It should be noted that the ground water level will fluctuate seasonally. This level may also be affected by local draw -downs, soil conditions, and the watersheds contribution to the underlying aquifer. It should not be construed to be a measure of the soils' permeability, or of the de -watering characteristics of the site. Although the standard penetration test is one of the most reliable methods used to identify soil characteristics and types, it may only represent a small fraction of the materials actually deposited at the site. As is common industry practice, we have assumed a uniformity of profiles between borings to provide a subsoil profile forengineering purposes. This profile is strictly based on the data obtained from the borings, and if unusual or varying conditions are found we should be notified immediately. • • • • • • • THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY, CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 (954).972.SOIL FACSIMILE #954-9718872 ESTABLISHED 1981 Page #6 - Laboratory #7003305 • • 1481 NE 104`" Street • • • • • •• • • •• • Miami Shores, Florida • • • • • • • A test is expressly representative of the immediate location tested, a1u ••• thereliabtlity. • • • • of the conclusions is a direct result of the quantity of tests performed. An'v ariationins • • location may reveal similarly some changes in the depth, thickness, texture Ajit genditiens• :• of the stratum encountered. •• Unless specifically stated otherwise, and specifically directed and prea• rra age• d by? he• • • • • client, all elevations are taken with respect to the existing ground surface ab the time .of testing. Boring locations are usually obtained in the field by pacing off distances and• • approximating right angles to landmarks and property corners. More precise locations may be obtained from on site surveys and placement of the boring locations by a Land Surveyor, Registered in the State of Florida. These services are provided at additional costs and are beyond the scope of this report. • • • • The data presented herein was obtained for the specific purposes stated in this report, and should not be misconstrued to apply to any other circumstance, project, or ancillary use unless so specified and addressed by the engineer of record. Thank you for using EASTCOAST TESTING AND ENGINEERING, INC., for your geotechnical needs. Should you need further assistance with this or any other project, please contact this office. Respectfully Submitted; EASTCOAST TESTING & ENGINEERING, INC. Certificate of Authorization #3425 ,.4 2/15/2015 Mohammed A. Hai, P.E. Senior Geotechnical Engineer Florida Registration No. 59345 f:lwpdocs17003305 jamesbreen.cscores.cs.mh Craig Smith, President • • • • THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY, CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 4361 Okeechobee Blvd. - Suite A-5 West Palm Beach, Florida 33409 (954).972.SOIL 4100 North Powerline Rd. - Suite G-1 Pompano Beach, Florida 33073 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 FACSIMILE #954-9718872 ESTABLISHED 1981 TEST BORING REPORT CVO: LABORATORY PROJECT BORING C.O.D.: PO#: POVNG ' ` Cl3STO11QER•l#:. "`:MEW •••• •.••pRILL •••• NUMBER: PROJECT: LOCATION: LOCATION: GROUND 7003305-A OFFICE FAX #: 954-971-8872 NUMBER: C 1t : DRQ LER: I;li34 • CASING'.,: 1••• CLIENT: JAMES BREEN PROPOSED POOL ` RV` 1481 NE 104th STREET - MIAMI SHORES, FLORIDA A.M! • APPROX. N. END OF PROPOSED POOL H.H•• WATER: +/-410" DATE: 02/10/15 ELEV: N/F N/g; NOTE: SURVEY NOT GIVEN UNLESS NOTED: B.E.G: BELOW EXISTING GRADE LIGATIONS: APPR€X UMAESS STAI4611 DEPTH SAMPLE BORING NUMBER: 1 PAGE NUMBER: 1. • \l'• VALUf'S 5PT FEET' NUMBER VISUAL SOIL CLASSIFICATION/AASHTO M145/ASTMD2487 DEPTH titL,OWV_PER 6+• • 1 1 DARK BROWN FINE-GRAINED SAND LITTLE ROOT & ORGANICS 0.0-1 .0' • •. •• • • •4 • • _ 2 2 DARK BROWN FINE-GRAINED SAND WITH SILT, (LOAMY SAND) 1.0-2.5' '119% ! 15 3 1 9 •• 5 4 3 VERY DARK BROWN ORGANIC SILT, (MUCK) 2.5-8.0' 1 2 5 3 4 7 6 5 6 7 2 7 5 8 5 12 9 4 DARK GRAY SILTY FINE-GRAINED SAND 8.0-10.0' 14 18 28 10 28 25 11 BOTTOM OF BORING @ 10.0 FEET NOTE: HAND HAMMER 12 13 14 15 16 , MODIFIED STANDARD PENETRATION TEST BORING: BLOWS PER FOOT ON 2" 0.0. SAMPLER WITH A 35 LB. HAMMER FALLING 30" SOIL INVESTIGATION AND SAMPLING BY AUGER BORINGS: A. S.T.M. D 1452/STANDARD PENETRATION TEST:ASTM D158& THE SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE. AS A MUTUAL 'PROTECTION T_E SOILS WILL BE STORED IN OUR LABORATQBY FACILITIES FOR A MAXIMUM OF THREE MONTHS THE OWNER. ARCHITECT AND/OR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTY AND DESIGN OF THE STRUCTURE OF PROPERTY RESPECTFULLY SUBMITTED, EASTCOAST TESTING & ENGINEERING, INC., , CERTIFICATE OF AUTHORIZATION #3425 2/15/2015 MOHAMMED A. HAI, P.E. SENIOR GEOTECHNICAL ENGINEER STATE OF FLORIDA #59345 CRAIG SMITH, PRESIDENT THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED. AUTHORIZATION FOR PUBLICATION OF STATEMENTS. CONCLUSIONS. CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM. (ETE) IS STRICTLY PROHIBITED UNLESS WRITTEN AUTHORIZATION IS PROVIDED AND APPROVED BY EASTCOAST TESTING & ENGINEERING. INC. THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" • • • • w •• • • • • •• • • • • EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite ,4-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 (954).972.SOIL Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 FACSIMILE #954-9718872 ESTABLISHED 1981 TEST BORING REPORT CVO: LABORATORY PROJECT BORING C.O.D.: PO#: :130MG •' COSTOI'QIEe ...:MEW '•••.KRILL •••• NUMBER: PROJECT: LOCATION: LOCATION: GROUND 7003305-B OFFICE FAX #: 954-971-8872 ` NUMEER , CT -PEP: DRILLER: :IQi.• CASINc: 2'•• CLIENT: JAMES BREEN PROPOSED POOL H.E!' 1481 NE 104th STREET- MIAMI SHORES, FLORIDA A.h'1•• APPROX. 22' S. & 20' W. OF THE EXISTING NW BUILDING CORNER F35Q"", WATER: +1-3'10" DATE: 02/10/15 ELEV. N/F 3;.;, NOTE: SURVEY NOT GIVEN UNLESS NOTED: B.E.G: BELOW EXISTING GRADE LoSAIIKMVS: APPROX UNLESS STAT RGb i DEPTH SAMPLE BORING NUMBER: 2 PAGE NUMBER: 1• •• PVALUES• •SPT 1 FEET 'NUMBER VISUAL SOIL CLASSIFICATION/AASHTO M145/ASTMD2487 ( DEPTH III.prt§ PER 61••1 1 1 BROWNISH GRAY FINE-GRAINED SAND & LIMESTONE FRAGMENTS 0.0-2.0' : ••• ••4 • • 'l 1'-- 2 •••3,_= 3 2 BROWN SILTY FINE-GRAINED SAND SOME LIMESTONE FRAGMENTS 2.0-5.0' 1 3 •• 1 4 0 1 5 2 1 1 6 3 VERY DARK BROWN ORGANIC SILT, (MUCK) 5.0-8.5' 1 0 7 2 1 1 8 1 4 9 10 2 4 10 4 PALE BROWN LIMESTONE FRAGMENTS LITTLE FINE -MEDIUM GRAINED SAND 8.5-13.0' 6 8 11 14 7 7 12 7 8 13 19 10 11 14 5 WHITE LIMESTONE FRAGMENTS LITTLE SAND BORING CONTINUED 13.0-16.0' 8 10 15 12 7 6 16 6 7 STANDARD PENETRATION TEST BORING: BLOWS PER FOOT ON 2' O.D. SAMPLER WITH A 140 LB. HAMMER FALLING 30" SOIL INVESTIGATION ANO SAMPLING BY AUGER BORINGS: A,S. TM. D 1452/STANDARD PENETRATION TESTASTM 41585,ME SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE. AS A MUTUAL 'PROTECTION THE SOILS WILL BE STCRED IN OUR LABORATORY FAC1LmES FOR A MAXIMUM OF THREE MONTHS THE OWNER. ARCHITECT AND/OR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE CF PROPERTY AND DESIGN OF THE STRUCTURE OF PROPERTY RESPECTFULLY SUBMITTED, EASTCOAST TESTING & ENGINEERING, INC., CERTIFICATE OF AUTHORIZATION #3425 r• 2/15/2015 MOHAMMED A. HAI, P.E. SENIOR GEOTECHNICAL ENGINEER STATE OF FLORIDA #59345 CRAIG SMITH, PRESIDENT THE INTENT OF THIS REPORT !S NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED. AUTHORIZATION FOR PUBLICATION OF STATEMENTS CONCLUSIONS. CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM. (ETE1 IS STRICTLY PROHIBITED UNLESS WRITTEN AUTHORIZATION 1S PROVIDED AND APPROVED BY EASTCOAST TESTING & ENGINEERING. INC. THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY CONCRETE, ASPHALT ETC, A "GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 (954).972.SOIL FACSIMILE #954-9718872 ESTABLISHED 1981 ... . . • . .... • . . .. . . .• • • • •. .D. SAMPLER WITH A 14U Lh. HAMMER FALLING 30" SOIL INVESTIGATION AND SAMPLING BY AUGER BORINGS: A S T_M. D 1452/STANDARD PENETRATION TEST,:ASTM 01586_ THE SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE. AS A MUTUAL "PRCTECTION THE SOILS WILL BE STORED IN OUR LABORATORY FACILITIES FOR A MAXIMUM OF THREE MONTHS THE OWNER. ARCHITECTANC/OR ENGINEER ARE ENCOURAGED TO VISUALLY/NSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTYAND DESIGN OF THE STRUCTURE OF PROPERTY RESPECTFULLY SUBMITTED, EASTCOAST TESTING & ENGINEERING, INC., CERTIFICATE OF AUTHORIZATION #3425 . • 2/15/2015 MOHAMMED A. HAI, P.E. SENIOR GEOTECHNICAL ENGINEER STATE OF FLORIDA #59345 CRAIG SMITH, PRESIDENT THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED. AUTHORIZATION FOR PUBLICATION OF STATEMENTS. CONCLUSIONS CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM. (ETEJ /S STRICTLY PROHIBITED UNLES&WRITTENAUTHQRIZATION 1SPROVIDED AND APPROVED BY EASTCOAST TESTING &ENGINEERING. INC. THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY, CONCRETE, ASPHALT ETC, A "GEOTECHNICAL TESTING LAB" • •• • • • •• • •• •• • TEST BORING REPORT • :.. .• .. •..... CVO: C.O.D.: •PM: ••. .. • • • LABORATORY NUMBER: 7003305-C OFFICE FAX#: 954-971-8872 IMNG NU 3EI _ • • . 2• CLIENT: JAMES BREEN CUSTOMER:#: PROJECT: PROPOSED POOL : •C1 EW Q1-IIEF. H.4.. PROJECT LOCATION: 1481 NE 104th STREET - MIAMI SHORES, FLORIDA . . DRIV. :• AN_ BORING LOCATION: APPROX. 22' S. & 20' W. OF THE EXISTING NW BUILDING CORNER • •. • DILL RI61#: F350, GROUND WATER: +/-3'1Q" : DATE: 02/10/15 ELEV: N/F CASING• 3" NOTE: SURVEY NOT GIVEN UNLESS NOTED' B.E.G: BELOW EXISTING GRADE LOCATIONS: APPROX UNLESS STAKD DEPTH SAMPLE BORING NUMBER: 2 PAGE NUMBER: 2 SPT FEET NUMBER VISUAL SOIL CLASSIFICATION/AASHTO 17 M145/ASTMD2487 DEPTH N VALUES BLOWS PER 6" 6 WHITE LIMESTONE FRAGMENTS LITTLE SAND 18 16.0-20.0' 8 12 19 23 20 9 9 21 16 7 8 7 WHITE LIMESTONE FRAGMENTS LITTLE SAND 22 20.0 25.0' 10 10 23 24 14 11 24 11 16 25 34 18 24 22 21 26 8 PALE BROWN LIMESTONE FRAGMENTS 27 LITTLE SAND 25.0-3+� 24 3 1 28 1 46 29 80 34 15 30 5 5 11 6 5 31 32 BOTTOM OF BORING @ 30.0 FEET STANDARD PENETRATION TEST BORING: RI (1W aco cnnr n►. �.. .D. SAMPLER WITH A 14U Lh. HAMMER FALLING 30" SOIL INVESTIGATION AND SAMPLING BY AUGER BORINGS: A S T_M. D 1452/STANDARD PENETRATION TEST,:ASTM 01586_ THE SAMPLES COLLECTED CONSTITUTE A MINUTE PERCENTAGE OF THE SUBSOILS AT THE SITE. AS A MUTUAL "PRCTECTION THE SOILS WILL BE STORED IN OUR LABORATORY FACILITIES FOR A MAXIMUM OF THREE MONTHS THE OWNER. ARCHITECTANC/OR ENGINEER ARE ENCOURAGED TO VISUALLY/NSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTYAND DESIGN OF THE STRUCTURE OF PROPERTY RESPECTFULLY SUBMITTED, EASTCOAST TESTING & ENGINEERING, INC., CERTIFICATE OF AUTHORIZATION #3425 . • 2/15/2015 MOHAMMED A. HAI, P.E. SENIOR GEOTECHNICAL ENGINEER STATE OF FLORIDA #59345 CRAIG SMITH, PRESIDENT THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED. AUTHORIZATION FOR PUBLICATION OF STATEMENTS. CONCLUSIONS CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM. (ETEJ /S STRICTLY PROHIBITED UNLES&WRITTENAUTHQRIZATION 1SPROVIDED AND APPROVED BY EASTCOAST TESTING &ENGINEERING. INC. THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY, CONCRETE, ASPHALT ETC, A "GEOTECHNICAL TESTING LAB" • •• • • • •• • •• •• • 8/16/2017 LCIIMIA 011PAP/ImilPnop Bus esus &Professional Regulation' r ► OFFICE QF,JME SECRETARY BCIS Home I Log In I User Registration Product Approval USER: Public User Florida Building Code Online Hot Topics 1 Submit Surcharge I Stats & Facts Publications I FBC Staff BCIS Site Map Links l Search Product Approval Menu > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived FL10655-R3 Revision 2014 Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Product Manufacturer Simpson Strong -Tie Co. Address/Phone/Email 2221 Country Lane McKinney, TX 75070 (972) 439-3029 rshackelford@strongtie.com •••• Authorized Signature Randall Shackelford • • • •••• ••• • rshackelford@strongtie.com • • •• • • • • • • • • • • • •••• Technical Representative Randall Shackelford (new) • Address/Phone/Email 2221 Country Lane ••••• • • • • • McKinney, TX 75069 • • • • (972) 439-3029 •••• • • • rshackelford@strongtie.com • • • • • • • • •• •• • •• Quality Assurance Representative Shelby Troth Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By 5956 W. Las Positas Blvd Pleasanton, CA 94588 (925) 560-9000 Ext 9049 stroth@strongtie.com Structural Components Wood Connectors • • • • • • • • • • • • • • •• • ••• • • • •• Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Benchmark Holdings, L.L.C. 12/31/2017 Joseph A Reed, PE 1 Validation Checklist - Hardcopy Received to of Independence FL10655 R3 COI ICC Cert of Indenendence.Ddf tandard and Year (of Standard) of Product Standards Standard Year AF&PA NDS 2012 ASTM D1761 2000 ASTM D7147 2005 Approved Testing Lab FL10655 R3 Equiv D1761 and D7147 Eauivalence.odf �• • �• •• https://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtBNbEYSV%2boQTICuAhT5s5207TvJOGcIjN09S061DRZXA%3d%3d 1/5 8/16/2017 Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option C Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Go to Page 03/24/2015 04/30/2015 05/10/2015 O 0 Page 1/30 0 FL # I Model, Number or Name Description 10655.1 ( HGUS26-2, HGUS28-2, HGUS210-2 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 FL10655 R3 II ESR -2549 Hanaers.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR -2549 Hangers.pdf 10655.2 HGUS26-3, HGUS28-3, HGUS210-3, HGUS212-3, HGUS214-3 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 FL10655 R3 II ESR -2549 Hanaers.odf ••• •••-•1 Verified By: ICC Evaluation Service, LLC ... • • • Created by Independent TQird eatV: •••• Evaluation Reports • • • • • • FL10655 R3 AE ESR -2542 -lege-s.odf • • •• • • • • 10655.3 HGUS26-4, HGUS28-4, HGUS210-4, HGU5212 4, HGUS214-4• 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 FL10655 R3 II ESR-25496F1angers.odf ; • • •••• • • • • • • • . . •' •••• • • Verified By: ICC EvaluatioA SeAtilte, LLC • • • Created by Independent Third ?arty: • Evaluation Reports • • • FL10655 R3 AE ESR -2549 Hangers.odf • . • • • • • • 10655.4 HGUS46, HGUS48, HGUS410, HGUS412, HGUS414 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 FL10655 R3 II ESR -2549 Hanaers.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR -2549 Hanaers.pdf 10655.5 HHUS26-2, HHUS28-2, HHUS210-2, HHUS46, HHUS48, HHUS410 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 FL10655 R3 II ESR -2549 Hanaers.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR -2549 Hanaers.odf 10655.6 HSUL26-2,HSUL210-2, HSUL214-2, HSUL46, HSUL410, HSUL414 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 FL10655 R3 II ESR -2549 Hanaers.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: _ Evaluation Reports FL10655 R3 AE ESR -2549 Hangers.odf 10655.7 HSUR26-2, HSUR210-2, HSUR214-2, HSUR46, HSUR410, HSUR414 Joist Hanger Limits of Use Installation Instructions haps://floridabuilding.org/pr/pr_app_dtl.aspx?param=wG EVXQwtDgtBNbEYSV%2boQTICuAhT5s5207TvJOGcIjN09SO61DRZXA%3d%3d •• • • •• • •. • •• • • • • • 2/5 8/16/2017 Florida Building Code Online Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: FL10655 R3 II ESR -2549 Hangers.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR -2549 Hangers.Ddf 10655.8 HTU26, HTU28, HTU210, HTU26-2, HTU28-2, HTU210-2 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: In HVHZ, where HTU26 is installed with minimum nailing and with 1/2" gap, and is resisting wind uplift, supplemental connectors must be used to achieve minimum 700 lbs. uplift. Installation Instructions FL10655 R3 II ESR -2549 Hangers.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR -2549 Hanaers.Ddf 10655.9 HU24-2, HU26-2, HU28-2, HU210-2, HU212-2, HU214-2, HU216-2 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: In HVHZ, when HU24-2 is resisting wind uplift, install supplemental connectors to achieve minimum 700 lbs uplift. Installation Instructions FL10655 R3 II ESR -2549 Hanaers.Ddf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR -2549 Hangers.Ddf 10655.10 HU26, HU28, HU210, HU212, HU214, HU216 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: In HVHZ, for HU26, HU28, and HU210 only, when resisting wind uplift supplemental connectors must be used to achieve minimum 700 lbs. uplift. Installation Instructions FL10655 R3 II ESR -2549 Hanaers.Ddf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports • • • FL10655 R3 AE ESR -2549 Il8ngers.pdf • • •• • • •••• • •• • • • •••• • 1• • ••• • •• • 10655.11 HU26-3, HU210-3, HU212-3, HU214- 3, HU216-3, HU210-4 Joist Hanger •••• • • •••• •• • • • • • •• au• • •••• • 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 • • FL10655 R3 II ESR-25491-ianMMrs.pdf Verified By: ICC Evaluation,Sergie% LLC Created by Independent Ttird party: Evaluation Reports FL10655 R3 AE ESR -2540 Hangats.Ddf •• • •• • • • • • •• • • • • ••• • • • • • • • • • •• ••• • 10655.12 HU310-2, HU312-2, HU314-2 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 FL10655 R3 II ESR -2549 Hangers.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR -2549 Hanoers.Ddf 10655.13 HU34, HU36, HU38, HU310, HU312, HU314, HU316 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R3 II ESR -2549 Hangers.Ddf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, for HU34, HU36, and HU38 only, when resisting wind uplift supplemental connectors must be used to achieve minimum 700 lbs. uplift. FL10655 R3 AE ESR -2549 Hangers.odf 10655.14 HU44, HU46, HU48, HU410, HU412, HU414, HU416 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: In HVHZ, for HU44 only, when resisting wind uplift Installation Instructions FL10555 R3 II ESR -2549 Hangers.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR -2549 Hangers.odf https://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtBNbEYSV%2boCITICuAhT5s5207TvJOGcIjN09SO61DRZXA%3d%3d 3/5 8/16/2017 Florida Building Code Online supplemental connectors must be used to achieve minimum I 700 lbs. uplift. i 10655.15 I HU66, HU68, HU610, HU612, HU614, HU616 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 FL10655 R3 II ESR -2549 Hangers.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR -2549 Hangers.pdf 10655.16 HU88, HU810, HU812, HU814, HU816 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 FL10655 R3 II ESR -2549 Hanaers.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR -2549 Hanaers.odf 10655.17 HUC24-2, HUC26-2, HUC28-2, HUC210-2, HUC212-2, HUC214-2, HUC216-2 Joist Hanger, Concealed Flange Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: In HVHZ, for HUC24-2 only, when resisting wind uplift supplemental connectors must be used to achieve minimum 700 lbs. uplift. Installation Instructions FL10655 R3 II ESR -2549 Hangers.pdf •••• Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR -2549 Hangers.odf 10655.18 HUC26-3, HUC210-3, HUC212-3, HUC214-3, HUC216-3, HUC210-4 Joist Hanger, Concealed Flan•9e• • : • • • • • • •••• • r... 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 Instruction • FL10655 R3 II ESR -2549 He rwr .odf • . •• • • • • • • • • : • • • • •••• • •••• • • • • • • Verified By: ICC Evaluation6ervice•LLC Created by Independent ThirelParty: Evaluation Reports FL10655 R3 AE ESR -25491 A90.odf 1 10655.19 1HUC310-2, HUC312-2, HUC314-2 Joist Hanger, Concealed Flange • • • • 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. • FL10655 R3 II ESR -2549 flandt:rPodf • • • • • • • • • • • • a • Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR -2549 Hangers.odf 10655.20 HUC34, HUC36, HUC38, HUC310, HUC312, HUC314, HUC316 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: In HVHZ, for HUC34, HUC36, and HUC38 only, when resisting wind uplift supplemental connectors must be used to achieve minimum 700 lbs. uplift. Installation Instructions FL10655 R3 II ESR -2549 Hanaers.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10655 R3 AE ESR -2549 Hangers.odf Go to Page 8ackl 1Nextl 0 0 Page 1/30 0 Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovriaht 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. 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Product Approval Accepts: •• • • •• • • • •• •• • • •• • •• https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtBNbEYSV%2boOTICuAhT5s5207TvJOGcIjN09S061DRZXA%3d%3d 4/5 • 8/16/2017 Florida Building Code Online 1 lidheck Credit Card Safe ,;ccurit\ err IFU( • ••. • • • • •••• • • • • •• • • •• • • • • • •••• • • • •••• •• • • • • • • • • •••• • •• • • •• •• •• • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • ••• • • • https://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtBNbEYSV%2boCiTICuAhT5s5207TvJOGcIjN09S061DRZXA%3d%3d 5/5 ,fE^ ICC EVAVICELUATION �S ICC -ES Report ICC -ES 1 (800) 423-6587 1 (562) 699-0543 1 www.icc-es.org Most Widely Accepted and Trusted ESR -2549 Valid: 01/15 to 01/16 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: ...• • • • •••• • • • • ..• • .. • • • • • •••• • • • • ••••.. • • • • •• •• SIMPSON STRONG -TIE COMPANY, INC 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: •• •• •. ... •. • • .. • • .' • • • • .. • • • ..• ••• • • • .. SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR WOOD FRAMING ICC ICC ICC Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" rimank Zai A Subsidiary of coo Np 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 © 2014 MEI Pump= nw, mmnrw lE" EVALUATION �S Most Widely Accepted and Trusted ICC -ES Evaluation Report ESR -2549 Reissued January 2015 This report is subject to renewal January 2016. www.icc-es.org 1 (800) 423-6587 1 (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: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.stronotie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: • 2012, 2009 and 2006 Intemational Building Code® (IBC) • 2012, 2009 and 2006 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES The Simpson Strong -Tie® face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable loads; and Figure 2 for a drawing of a typical U series hanger. 3.1.3 HU and HUC Series Hangers: The HU and HUC series hangers are formed from No. 14 gage galvanized steel. HU hangers having a width equal to or greater than 29/16 inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series hanger and Figure 3b for an HUC hanger. 3.1.4 LUS Series Hangers: The LUS series hangers are formed from No. 18 gage galvanized steel. The hangers have prepunched holes for the installation of naiis,that are driven at a 45 -degree angle tlarougb the joist.arid into the, header, which is described as'dpdbl4 shear. nailing in the installation instructions. See•.Tpb{p. 4 fol •014'hanger. dimensions, required fastener§,•M4Ilowable (pads; and Figure 4 for a drawing of a typicil ,14U•S series• ganger. • • 3.1.5 MUS Joist Hanger: Tho IM141A� series hang • ers are • • • • formed from No. 18 gage galvaciizedsteel. Toe U-shaped • . • • • portion of the hangers has .pr&punched Ides. for the, installation of joist nails that arvil,fing at an angle through the joist and into the header, v=hicIt issdescriaed ass doubt% shear nailing in the installation instructions. 9ee•Fable 5 for the hanger dimensions, required fasteners, and allowable, Toads; Figure 5 for a drawing'af a typical'1NS:series hanger. 3.1.6 HUS and HUSC Series Hangers: The HUS and HUSC series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUSC26, HUS28, HUSC28, HUS210, and HUSC210 hangers, which are formed from No. 16 gage galvanized steel. The HUS models having a seat width (W) equal to 39/16 inches (90 mm) are available with concealed flanges and are specified with the model designation HUSC. The hangers have prepunched holes for the installation of joist nails that are driven at a 45 -degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 6 for the hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at a 45 -degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 7 for the hanger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. • • • • /CC -ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not .specifically addressed nor are ihev to he construed as an endorsement of the subject ojthe report or a recommendation for as use. There is no warranty by /(Y' Evaluation Service, LLC. express or implied, as to ane, finding or other mover in this report, or as to any product covered by the report. Copyright ® 2014 A1VSl CM MOS ammo sew Page 1 of 14 .' • • ESR -2549 Most Widely Accepted and Trusted Page 2 of 14 3.1.8 SUR/L and SUR/LC Series Hangers: The SUR/L series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror-image identical hangers, skewed at 45 degrees right and left, respectively. The 2-2x and 4x SUR/L models are available with the A2 flanges concealed and are identified with the model designation SUR/LC. See Table 8 for the hanger dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.9 HSUR/L and HSUR/LC Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror-image identical hangers, skewed at 45 degrees right and left, respectively. The 2-2x and 4x HSUR/L models are available with the A2 flanges concealed and are identified with the model designation HSUR/LC. See Table 9 for the hanger dimensions, required fasteners, and allowable loads; and Figure 9 for a drawing of typical HSUR/L series hangers. 3.1.10 The HTU Series Hangers: The HTU hangers are designed to support trusses installed with full or partial heel heights and gaps between the truss and the supporting girders of up to, but not exceeding, 1/2 inch (12.7 mm), as shown in Tables 10A and 10C, and 1/8 inch (3.2 mm) as shown in Table 10B. Minimum and maximum nailing options are given in Tables 10A, 10B, and 10C to address varying heel heights and support conditions. The HTU hangers are formed from No. 16 gage galvanized steel. See Table 10A and Figures 10A and 10B for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to 1/2 inch (12.7 mm). See Table 10B and Figures 10A and 10B for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to 1/8 inch (3.2 mm). See Table 10C and Figures 10A and 10C for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the minimum allowable number of nails is driven into the supporting girder, and the gap between the truss and supporting girder is less than or equal to 1/2 inch (12.7 mm). 3.1.11 The LUCZ Series Hangers: The LUCZ hangers have concealed flanges to allow for installation near the end of a supporting member such as a ledger or header. The hangers are formed from No. 18 gage galvanized steel. See Table 11 and Figure 11 for hanger dimensions, required fastener schedule, allowable loads and a typical installation detail. 3.1.12 The HGUS Series Hangers: The HGUS series hangers are formed from No. 12 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45 degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 12 for the HGUS series hanger model numbers, hanger dimensions, required fasteners, and allowable loads; and Figure 12 for a drawing of a typical HGS hanger. 3.2 Materials: 3.2.1 Steel: All hangers described in this report, with the exception of the HTU and HGUS series hangers, are manufactured from galvanized steel complying with ASTM A653, SS designation, Grade 33 with a minimum yield strength, F8, of 33,000 psi (227 MPa) and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). The HTU and HGUS series hangers are manufactured from galvanized steel complying with ASTM A653 SS designation, Grade 40 with a minimum yield strength, FY, of 40,000 psi (276 MPa) and a minimum tensile strength, F,,, of 55,000 psi (379 MPa). Minimum base -steel thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 12 0.0975 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The hangers have a minimum G90 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM NW. with a minimum specified coating weight of.2.0 ounteis.afzinc pea square foot of surface area (603,.9/1,21, total for ppth sides. Model numbers for all hanger•S•ir,t s repoll+;ptpt the. LUCZ series hangers, do not it cate.t.e Z or HD•G ending,. but the information shown apples. ',The lu .ber treater o : holder of this report (Simpson Strong -Tie Corepan;).should be contacted for recommendatidrTs En minirrium•corrosion • • resistance of steel connectors•iH tfhjact wirthe'specific proprietary preservative treatdtf ot*fire rettrdaflt• treated' lumber. • • • • 3.2.2 Wood: Wood member? with Jhhich leg pepectors are used must be either savin ItSr? er, structural glued; laminated timber or engineered ttlmber having 9• 1pimum• specific gravity of 0.50 (minimum equivalent •specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F1667 and have the following minimum fastener dimensions and bending yield strengths (F,b): .• • • COMMON NAIL SIZE SHANK DIAMETER (inch) FASTENER LENGTH (inches) Fib (psi) 10d x 11/2 0.148 11/2 90,000 10d 0.148 3 90,000 16d x 2'/2 0.162 21/2 90,000 16d 0.162 31/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or 2012 IRC Section R317.3, 2009 IRC Section R317.3, or 2006 IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. .• • • • ESR -2549 Most Widely Accepted and Trusted Page 3 of 14 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and include the load duration factor, Co, corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100°F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, CM, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.8°C), the allowable loads in this report must be adjusted by the temperature factor, Cr, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacture's published installation instructions, the most restrictive governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for wood - framed construction described in this report comply with, or are suitable altematives 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 instructions must be available at the jobsite at all times during installation. In the event of conflict between this report and the Simpson Strong - Tie published installation instructions, the more restrictive 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 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section .%Z. of this report.• • • • •••• 6.0 EVIDENCE SUBMITTED • • • • • • • • • • Data in accordance with the Teerg Accepfahtg Criteria for Joist Hangers and Simitdt•024ices (ACt3), dates October 2010 (editorially revisVi! tgmber:611)!. • • 7.0 IDENTIFICATION ••+• •• •• • • • • • • • • The products described in thi%igpart are ic{enfitrad with a die -stamped label or an adtit§ •label, indi�.ating the •' • name of the manufacturer (Sinlpsotr Itrong-lie), tae model • number, and the number of an index evaleattort repot./ (ESR-2523) that is used as an identifier for the product, recognized in this report. " • • • • • • • • TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS MODEL No. DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS3'4's (lbs) W H B Headers Joist Uplifts Download CD = 1.6 CD = 1.0 CD= 1.15 CD= 1.25 10d 16d 10d 16d 10d 16d LU24 19/16 31/6 11/2 4 2-10d x 11/2 265 465 555 530 635 575 690 LU26 19/16 43/4 11/2 6 4-10d x 11/2 565 695 835 800 955 865 1,030 LU28 19/16 63/6 11/2 8 6-10d x 11/2 850 930 1,110 1,065 1,270 1,150 1,375 LU210 19/16 713/16 11/2 10 6-10d x 11/2 850 1,160 1,390 1,330 1,590 1,490 1,720 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4LU Series hangers provide torsional resistance, which is defined as a moment of 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 its vertical position is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. 6Aloowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. ESR -2549 Most Widely Accepted and Trusted Page 4 of 14 TABLE 2 -ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS MODEL No. DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS3'4's (lbs) Uplift 6 Download W H B s Header Joist Co = 1.6 CD= 1.0 CD=1.15 CD=1.25 10d 16d 10d 16d 10d 16d U24 19/16 31/8 2 4 2-10d x11/2 265 490 575 550 650 590 705 U26 19/16 43/4 2 6 4-10d x 11/2 585 730 865 830 980 890 1,055 U210 19/16 713/16 2 10 6-10d x 11/2 1,110 1,220 1,440 1,380 1,630 1,480 1,685 U214 19/16 10 2 12 8-10d x11/2 1,115 1,465 1,730 1,655 1,955 1775 2,110 U34 29/16 33/6 2 4 2-10d x 11/2 265 490 575 550 650 590 705 U36 29/16 53/6 2 8 4-10d x11/2 585 975 1,150 1,105 1,305 1,185 1,410 U310 29/16 87/6 2 14 6-10d x 11/2 1,110 1,710 2,015 1,930 2,280 2,070 2,465 U314 29/16 10'/2 2 16 6-10d x 11/2 1,110 1,950 2,305 2,210 2,610 2,370 2,815 U24-2 31/8 3 2 4 2-10d 265 490 575 550 650 590 705 U26-2 31/8 5 2 8 4-10d 585 975 1,150 1,105 1,305 1,185 1,410 U210-2 31/6 81/2 2 14 6-10d 1,110 1,750 2,015 1,930 2,280 2,070 2,465 U44 39/16 27/6 2 4 2-10d 265 490 575 550 650 590 705 U46 39/16 47/6 2 8 4-10d 585 975 1,150 1,105 1,305 1,185 1,410 U410 39/16 83/6 2 14 6-10d 1,110 1,710 2,015 1,930 2,280 2,070 2,465 U414 39/16 10 2 16 6-10d 1,110 1,950 2,305 2,210 2,610 2,370 2,815 U26-3 45/6 41/4 2 8 4-10d 585 975 1,150 1,105 1,305 1,185 1,410 U66 51/2 5 2 8 4-10d 585 975 1,150 1,105 1,305 1,185 1,410 U610 51/2 81/2 2 14 6-10d 1,110 1,710 2,015 1,930 2,280 2,070 2,465 U210-3 45/6 73/4 2 14 6-10d 1,110 1,710 2,015 1,930 2,280 2,070 2,465 U24R 21/16 35/6 2 4 2-10d x 11/2 265 490 575 550 650 590 705 U26R 21/16 55/6 2 8 4-10d x 11/2 585 975 1,150 1,105 • 1,305 1,+85 4,410 U21OR 21/16 91/6 2 14 6-10d x 11/2 1,110 1,710 2,015 1,930 6. X28D 2,Q70 • • 2,465 U44R 41/16 25/6 2 4 2-16d 265 490 575 550 • • • 654 59Q:.. 6705 U46R 41/16 45/6 2 8 4-16d 585 975 1,150 1,105 •••1;306 1,185 • 1,410 U41OR 41/16 81/8 2 14 6-16d 1,115 1,710 2,015 1,930 • • 2!280 2,610 • 2,465 U66R 6 5 2 8 4-16d 585 975 1,150 1,105 • .1'105 1,485•• 1,410 U610R 6 81/2 2 14 6-16d 1,115 1,710 2,015 1,930 •6;,920 2,://4 •x,465 ' For SI: 1 inch = 25.4 mm, 1 ibf = 4.45 N. 'Refer to Figure 2 (this page) for definitions of hanger nomenclature (W, H, B).; • . • 'Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building codes • 4U Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 me the dereN thh joist of 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). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. 6Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. •• • • • •• • • •••• • • • • •• �• • • FIGURE 1 -LU SERIES HANGER (See Table 1 -Page 3) FIGURE 2-U SERIES HANGER (See Table 2 -above) • ESR -2549 Most Widely Accepted and Trusted Page 5 of 14 TABLE 3 -ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS MODEL NO. HANGER DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS (Ibs)3,4,5 W H B Header Joist Uplift' Download CD=1.6 Co=1.0 CD= 1.15 CD= 1.25 HU26 19/16 31/16 2'/4 4-16d 2-10d x 11/2 335 595 670 725 HU28 19/16 51/4 21/4 6-16d 4-10d x 11/2 605 895 1,010 1,085 HU210 19/16 71/8 21/4 8-16d 4-10d x 11/2 605 1,190 1,345 1,450 HU212 19/16 9 21/4 10-16d 6-10d x 11/2 1,135 1,490 1,680 1,810 HU214 19/16 101/8 21/4 12-16d 6-10d x 11/2 1,135 1,790 2,015 2,170 HU216 19/16 1215/16 21/4 18-16d 8-10d x 11/2 1,510 2,680 3,025 3,260 HU34 29/16 33/8 21/2 4-16d 2-10d x 11/2 380 595 670 725 HU36 29/16 53/6 21/2 8-16d 4-10d x 11/2 605 1,190 1,345 1,450 HU38 29/16 71/8 2'/2 10-16d 4-10d x11/2 605 1,490 1,680 1,810 HU310 29/,6 87/8 21/2 14-16d 6-10d x 11/2 905 2,085 2,350 2,535 HU312 29/16 105/8 21/2 16-16d 6-10d x11/2 905 2,385 2,690 2,895 HU314 29/16 123/8 21/2 18-16d 8-10d x 11/2 1,510 2,680 3,025 3,260 HU316 29/16 141/8 21/2 20-16d 8-10d x 11/2 1,510 2,980 3,360 3,620 HU44 39/16 27/8 21/2 4-16d 2-10d 380 595 670 725 HU46 39/16 53/16 21/2 8-16d 4-10d 755 1,190 1,345 1,450 HU48 39/16 613/16 21/2 10-16d 4-10d 755 1,490 1,680 1,810 HU410 39/16 85/8 21/2 14-16d 6-10d 1,135 2,085 2,350 2,535 HU412 39/16 105/1s 21/2 16-16d 6-10d 1,135 2,385 2,690 2,895 HU414 39/16 125/8 21/2 18-16d 8-10d 1,510 2,680 3,025 3,260 HU416 39/1s 135/8 21/2 20-16d 8-10d 1,510 2,980 3,360 3,620 HU66 51/2 43/16 21/2 8-16d 4-16d 900 1,190 1,345 1,450 HU68 51/2 513/16 21/2 10-16d 4-16d 900 1,490 1,680 1,810 HU610 51/2 75/8 21/2 14-16d 6-16d 1,350 2,085 2,350 ••••2,535 HU612 51/2 93/8 21/2 16-16d 6-16d 1,350 2,385 : • 61,690 6 6 •2,895 HU614 51/2 115/8 21/2 18-16d 8-16d 1,800 2,680 • 3,025 : 0•3460 HU616 51/2 1211/16 21/2 20-16d 8-16d 1,800 2,980 0 • 3,360 ••3,620 HU24-2 31/8 31/16 21/2 4-16d 2-10d 380 •••••• 595 •6•• 670 • 725 HU26-2 31/8 53/8 21/2 8-16d 4-10d 755 1,190 • • •• • • • 1,345 •• • • 1,450 HU28-2 31/e 7 21/2 10-16d 4-10d 755 1,490 •• • • • 1,680 • • 1,810 HU210-2 31/8 813/16 21/2 14-16d 6-10d 1,135 2,085 • • • • • 2,350 : 4'. i,535 HU212-2 31/8 109/16 21/2 16-16d 6-10d 1,135 2,385 ,••„•i,690 • 2,895 HU214-2 31/8 1273/16 21/2 18-16d 8-10d 1,510 2,680 : • 1025 • ,260 , HU216-2 31/8 131/8 21/2 20-16d 8-10d 1,510 2,980 • • 3,360 i • • •'3,4820 HU310-2 5'/8 87/8 21/2 14-16d 6-10d 1,135 2,085 • • €,350 • • • 2635 I HU312-2 51/8 105/8 21/2 16-16d 6-10d 1,135 2,385 2,690 • €695 HU314-2 51/8 125/8 21/2 18-16d 8-10d 1,510 2,680 3,025 3,260 HU26-3 411/16 51/2 21/2 8-16d 4-10d 755 1,190 1,345 1,450 HU210-3 411/16 89/16 21/2 14-16d 6-10d 1,135 2,085 2,350 2,535 HU212-3 411/16 105/16 21/2 16-16d 6-10d 1,135 2,385 2,690 2,895 HU214-3 411/18 121/16 21/2 18-16d 8-10d 1,510 2,680 3,025 3,260 HU216-3 411/16 137/8 21/2 20-16d 8-10d 1,510 2,980 3,360 3,620 HU210-4 61/8 83/8 21/2 14-16d 6-16d 1,350 2,085 2,350 2,535 HU88 71/2 65/8 21/2 10-16d 4-16d 900 1,490 1,680 1,810 HU810 71/2 83/8 21/2 14-16d 6-16d 1,350 2,085 2,350 2,535 HU812 71/2 101/8 2'/2 16-16d 6-16d 1,350 2,385 2,690 2,895 HU814 71/2 117/8 21/2 18-16d 8-16d 1,800 2,680 3,025 3,260 HU816 71/2 135/8 21/2 20-16d 8-16d 1,800 2,680 3,360 3,620 For SI: 1 inch = 25.4 mm 1 Ibf = 4.45 N. 'Refer to Figures 3a and 3b (previous page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3HU series hangers with widths (W) equal to or greater than 2 9/16 inches (65 mm) are available with header flanges turned in (concealed) and are identified with the model designation HUC#. See Figure 3b (previous page). "'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 5HU Series hangers provide torsional resistance, which is defined as a moment of not Tess 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). The height, H. of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. • •• • • •••• • • •••• • •• • • ESR -2549 Most Widely Accepted and Trusted Page 6 of 14 TABLE 4 -ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS MODEL NO. DIMENSIONS' (inches) COMMON NAILS2 (Quantity -Type) ALLOWABLE LOADS3'4 (lbs) W H B Header Joist Uplift6 Download Cp=1.6 Co=1.0 Co=1.15 Co=1.25 LUS24 19/16 31/8 13/4 4-10d 2-10d 490 670 765 830 LUS26 19/16 43/4 13/4 4-10d 4-10d 1,165 870 990 1,075 LUS28 19/16 65/6 13/4 6-10d 4-10d 1,165 1,105 1,260 1,365 LUS210 19/16 713/16 13/4 8-10d 4-10d 1,165 1,345 1,530 1,660 LUS24-2 3'/8 31/8 2 4-16d 2-16d 440 800 910 985 LUS26-2 31/8 415/16 2 4-16d 4-16d 1,165 1,030 1,180 1,275 LUS28-2 31/8 7 2 6-16d 4-16d 1,165 1,315 1,500 1,620 LUS210-2 31/8 815/16 2 8-16d 6-16d 1,745 1,830 2,085 2,260 LUS214-2 31/8 1015/16 2 10-16d 6-16d 1,745 2,110 2,405 2,605 LUS26-3 45/8 41/8 2 4-16d 4-16d 1,165 1,030 1,180 1,275 LUS28-3 45/8 61/4 2 6-16d 4-16d 1,165 1,315 1,500 1,620 LUS210-3 45/8 873/16 2 8-16d 6-16d 1,745 1,830 2,085 2,260 LUS36 29/16 51/4 2 4-16d 4-16d 1,165 1030 1,180 1.280 LUS44 39/16 3 2 4-16d 2-16d 440 800 910 985 LUS46 39/16 43/4 2 4-16d 4-16d 1,165 1,030 1,180 1,275 LUS48 39/16 63/4 2 6-16d 4-16d 1,165 1,315 1,500 1,620 LUS410 39/16 83/4 2 8-16d 6-16d 1,745 1,830 2,085 2,260 LUS414 39/16 103/4 2 10-16d 6-16d 1,745 2,110 2,405 2,605 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, B). 'Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. •••• Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. • • 4LUS Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds;(3341V,1 times tt-Vee ith of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the jol5flis 0.125 incl' (3.Qmm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is.fxovided,as;d9s'gned by, others. • • 'Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. • 'Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed the allowable L13Ijft la4is mus? be reduced when other load durations govern. •••• • • • FIGURE 3a -HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER (See Table 3 -Page 5) (See Table 3, Footnote 3 -Page 5) •••••• • •• 1l/16A�ae. • FIGURE 4-LUS SERIES HANGER (See Table 4 above) • •• • • • • • ESR -2549 Most Widely Accepted and Trusted Page 7 of 14 TABLE 5 -ALLOWABLE LOADS FOR THE MUS SERIES HANGERS MODEL NO. DIMENSIONS' (inches) COMMON NAILS' (Quantity -Type) ALLOWABLE LOADS3'4 (lbs) W H B Header Joist Uplift' Download CD = 1.6 CD = 1.0 Co=1.15 CD = 1.25 MUS26 19/16 53/16 2 6-10d 6-10d 1,090 1,300 1,485 1,615 MUS28 19/16 63/4 2 8-10d 8-10d 1,555 1,735 1,985 2,150 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). 'Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4MUS series hangers provide torsional resistance, which is defined as a moment of 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). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 5 -MUS HANGER (see Table 5) •••. • • • ••••• • • • •• • • •• FIGURE 6 -HUS SERIES 1-14> F2 (see Tillg §? • TABLE 6 -ALLOWABLE LOADS FOR THE HUS AND HUSC SERIES HANGERS • • • • •• • • • • • •• • • • • MODEL NO. DIMENSIONS' (inches) COMMON NAILS' (Quantity -Type) ALLOWABL6hd4I 3,4'7 : • • • • ' (IN) • W H B Header Joist' Uplift6 • Download • • , Co = 1.6 Co = 1.0 • 1• •Com 1.15 • • •1111 Co = 1.25 ; • i HUS26 15/6 53/8 3 14-16d 6-16d 1,500 2,720 3,090 ••3.•335 HUS28 15/8 71/16 3 22-16d 8-16d 2,000 3,770 3,895 3,980 HUS210 15/8 91/16 3 30-16d 10-16d 3,000 4,010 4,165 4,275 HUS46 39/16 45/16 2 4-16d 4-16d 1,235 1,045 1,190 1,290 HUS48 39/,6 615/16 2 6-16d 6-16d 1,550 1,565 1,785 1,930 HUS410 39/16 875/16 2 8-16d 8-16d 2,970 2,090 2,380 2,575 HUS412 39/16 103/4 2 10-16d 10-16d 3,635 2,610 2,975 3,220 HUS26-2 31/8 53/16 2 4-16d 4-16d 1,235 1,045 1,190 1,290 HUS28-2 31/8 7'116 2 6-16d 6-16d 1,550 1,565 1,785 1,930 HUS210-2 31/8 93/16 2 8-16d 8-16d 2,970 2,090 2,380 2,575 HUS212-2 31/8 11 2 10-16d 10-16d 3,635 2,610 2,975 3,220 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H, B). 'Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4HUS series hangers provide torsional resistance, which is defined as a moment of 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). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. THUS series hangers with widths (W) equal to or greater than 39/16 inches (90 mm) are available with header flanges turned in (concealed) and are identified with the model designation HUSC#. • • •••• ••• • • ESR -2549 Most Widely Accepted and Trusted Page 8 of 14 TABLE 7 -ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS MODEL NO. DIMENSIONS' (inches) COMMON NAILS2 (Quantity -Type) ALLOWABLE LOADS3'4 (lbs) W H B Header Joists Uplift& Download CD= 1.6 CD= 1.0 CD= 1.15 CD= 1.25 HHUS26-2 35/16 57/16 3 14-16d 6-16d 1,550 2,790 3,160 3,410 HHUS28-2 35/16 71/2 3 22-16d 8-16d 2,000 4,215 4,770 5,150 HHUS210-2 35/16 91/8 3 30-16d 10-16d 3,745 5,640 6,385 6,890 HHUS46 35/6 51/4 3 14-16d 6-16d 1,550 2,790 3,160 3,410 HHUS48 35/8 71/8 3 22-16d 8-16d 2,000 4,215 4,770 5,150 HHUS410 35/8 9 3 30-16d 10-16d 3,745 5,640 6,385 6,890 For SI: 1 inch = 25.4 mm 1 Ibf = 4.45 N. 'Refer to Figure 7 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4HUS series hangers provide torsional resistance, which is defined as a moment of 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). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. A2 FIGURE 7-HHUS SERIES HANGER (see Table 7) • • • • • • d) • ••• • •••• • • •• • • • • • • • • • • • • • FIGURE 8-SUR/L SERIES HAKIbtft (see TIble Sr •• • • • • • • •• •• • •• TABLE 8 -ALLOWABLE LOADS FOR THE SUR/L AND SUR/LC SERIES JOIST HANGERS: • • • • • • •• MODEL NO.Uplifts DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOW/LE•L•QADS3'4• (18s) • • • •• • W H B Al A2 Header Joist Download • • CD= 1.6 CD= 1.0 CD= 1.15 CD= 1.25 SUR/L24 19/16 31/16 2 11/8 1'/4 4-16d 4-10d x 11/2 450 575 650 705 SUR/L26 19/16 5 2 11/8 11/4 6-16d 6-10d x 11/2 735 865 980 1,055 SUR/L26-2 31/8 475/16 25/6 11/2 23/8 8-16d 4-16d x1 1/2 815 1,150 1,305 1,400 SUR/L210 19/16 83/16 2 11/8 11/4 10-16d 10-10d x 11/2 1,250 1,440 1,630 1,760 SUR/L214 19/16 10 2 11/6 11/4 12-16d 12-10d x 11/2 2,165 1,730 1,955 2,110 SUR/L210-2 31/8 811/16 25/8 11/2 23/8 14-16d 6-16d x 21/2 1,300 2,015 2,280 2,465 SUR/L2.56/9 29/16 813/16 33/16 11/8 21/8 14-16d 2-10d x 11/2 225 2,015 2,280 2,465 SUR/L2.56/11 29/16 113/16 33/16 11/8 21/8 16-16d 2-10d x 11/2 225 2,305 2,610 2,665 SUR/L414 39/16 121/2 25/8 1 23/8 18-16d 8-16d x 21/2 1,770 2,500 2,500 2,500 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4SUR/L series hangers provide torsional resistance, which is defined as a moment of 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). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other Toad durations govern. 6The 2-2x and 4x SUR/L models are available with the A2 flanges concealed and are specified with the model designation SUR/LC. • • ESR -2549 Most Widely Accepted and Trusted Page 9 of 14 TABLE 9—ALLOWABLE LOADS FOR THE HSUR/L AND HSUR/LC SERIES JOIST HANGERS MODEL NO. DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS3'4'6 (lbs) W H B Al A2 Header Joist Uplift' Download C0=1.6 CD=1.0 CD=1.15 CD=1.25 HSUR/L26-2 31/6 415/16 27/16 1'/4 23/16 12-16d 4-16dx21/2 815 1,790 2,000 2,000 HSUR/L210-2 31/8 811/16 27/16 11/4 23/16 20-16d 6-16dx21/2 1,300 2,980 3,360 3,620 HSUR/L214-2 31/8 1217/16 27/16 11/4 23/16 26-16d 8-16dx2'/2 1,800 3,875 4,370 4,705 HSUR/L46 39/16 43/4 27/16 1 23/16 12-16d 4-16d 815 1,790 2,000 2,000 HSUR/L410 39/16 81/2 27/16 1 23/16 20-16d 6-16d 1,300 2,980 3,360 3,620 HSUR/L414 39/16 121/2 27/16 1 23/16 26-16d 8-16d 1,800 3,875 4,370 4,705 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 9 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4HSUR/L series hangers provide torsional resistance, which is defined as a moment of 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). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 'Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. 6The 2-2x and 4x HSUR/L models are available with the A2 flanges concealed and are specified with the model designation HSUR/LC. A+ A2 r FIGURE 9—HSUR/L SERIES HANGER • • • • • •• • • •••• •••• • • •• • • • • • •••• • • • •••• •• • • • • • • • • •••• • •• •• • • • • • • •• •• • •• • • • • • • • • • • • • • • • •• • ••• • • • • ESR -2549 Most Widely Accepted and Trusted Page 10 of 14 TABLE 10A -DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS (1/2 Inch Maximum Gap between Supporting Member and Supported Member - Maximum Number of Nails into Supporting Member) MODEL No. DIMENSIONS' (inches FASTENERS (Quantity -Type) 5,6 7 ALLOWABLE LOADS (lbs) W H B Into Supporting Member Into Supported Member Uplift' Download Co=1.6 Co=0.9 Co=1.0 Co=1.15 Co=1.25 Co=1.6 Sing e 2X Sizes HTU26 (1/2" Gap - Min Nail)' 15/8 57/18 31/2 20-16d 11-10dx11/2 670 2,660 2,735 2,735 2,735 2,735 15/8 5'/16 3'/2 20-16d 14-10dx11/2 1,175 2,660 2,940 3,100 3,100 3,100 HTU26 ('/2" Gap - Max Nail)2 15/8 57/16 31/2 20-16d 20-10dx11/2 1,215 2,660 2,940 3,340 3,600 3,760 HTU28 (1/2" Gap - Min Nail)' 15/8 71/16 31/2 26-16d 14-10dx11/2 1,125 3,460 3,770 3,770 3,770 3,770 HTU28 ('/2" Gap - Max Nail)2 15/8 71/16 31/2 26-16d 26-10dx1'/2 1,920 3,460 3,820 4,340 4,680 5,015 HTU210 ('/2 Gap - Min Nail)' 15/8 91/16 31/2 32-16d 14-10dx1'/2 1250 3,600 3,600 3,600 3,600 3,600 HTU210 ('/2" Gap - Max Nail)2 15/8 9'/,6 3'/2 32-16d 32-10dx1'/2 3255 4,255 4,705 5,020 5,020 5,020 Double 2X Sizes HTU26-2 ('/2" Gap - Min Nail)' 35/16 5'/16 31/2 20-16d 14-10d 1,515 2,660 2,940 3,340 3,500 3,500 HTU26-2 02" Gap - Max Nail)2 35/16 5'/16 3'/2 20-16d 20-10d 1„910 2,660 2,940 3,340 3,500 3,500 HTU28-2 ('/2" Gap - Min Nail)' 35/,6 7'/,6 3'/2 26-16d 14-10d 1490 3,460 3,820 3,980 3,980 3,980 HTU28-2 ('/2" Gap - Max Nail)2 35/16 71/16 3'/2 26-16d 26-10d 3,035 3,460 3,820 4,340 4,680 5,555 HTU210-2 02' Gap - Min Nail)' 35/,6 91/16 3'/2 32-16d 14-10d 1,755 4,255 4,255 4,255 4,255 4,255 HTU210-2 ('/2" Gap - Max Nail)2 35/,6 91/16 31/2 32-16d 32-10d 3,855 4,255 4,705 5,345 5,760 6,470 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'The suffix '('/2" Gap - Min Nail)' corresponds to installed conditions where the gap between the supporting member and supported member is more than 1/8 inch (3.2 mm) and less than or equal to i/2 inch (12.7 mm), and at a minimum, the number of nails specified in the table above are installed into the supported wood truss. Refer to Figure 10B on page 13 for a typical installation detail. 2The suffix '(1/2" Gap - Max Nail)' corresponds to installed conditions where the gap between the supporting member and supported member is more than '/8 inch (3.2 mm) and less than or equal to 1/2 inch (12.7 mm), and all of the pre -punched nail holes in the U-shaped portion of the hanger supporting the truss (joist) are filled with nails. This is designated in the table as "Max Nail" and is shown in Figure 10B on page 13. 'Refer to Figure 10A for definitions of hanger nomenclature (W, H, B). 'Allowable loads correspond to installations where the maximum possible number of nails is driven into the supporting member. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 5Tabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. 'Tabulated loads must be selected based on the applicable load duration factor, Co, as permitted by the applicable building code. See Sections 4.1 and 4.2 for design and installation requirements. 'HTU series hangers provide torsional resistance, which is defined as a moment of 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 its vertical position is 0.125 inch (3.2 mm), for joists having a height no greater than the height (H) of the hanger. Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. •••• • • • • •••• • • • • •• • • •• • • • • • •••• • • • • •••• •• • • • • • • • • •••• • •• •• • • • • • • •• •• • •• • • • • • • • • • • • • • • • • • • • • •• • ••• • • • ESR -2549 Most Widely Accepted and Trusted Page 11 of 14 TABLE 10B -DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS ('/8 Inch Maximum Gap between Supporting Member and Supported Member - Maximum Number of Nails into Supporting Member) MODEL No. DIMENSIONS' (inches FASTENERS ° (Quantity -Type) s, ° , ALLOWABLE LOADS (lbs) W H 8 Into Supporting Member Into Supported MemberCo=1.6 Uplift° Download Co=0.9 Co=1.0 Cp=1.15 Co=1.25 C0=1.6 Single 2X Sizes HTU26 (1/8" Gap - Min Nail)' 15/8 57/16 31/2 20-16d 11-10dx11/2 730 2,660 2,940 3,045 3,045 3,045 15/8 5'/18 31/2 20-16d 14-10dx11/2 1,250 2,660 2,940 3,200 3,200 3,200 HTU26 (1/8" Gap - Max Nail)2 1518 57/16 31/2 20-16d 20-10dx1'/2 1,555 2,660 2,940 3,340 3,600 4,010 HTU28 (1/8" Gap - Min Nail)' 15/8 71/16 3'/2 26-16d 14-10dx11/2 1,235 3,460 3,820 3,895 3,895 3,895 HTU28 (1/8' Gap - Max Nail)2 15/8 71/16 31/2 26-16d 26-10dx11/2 2,140 3,460 3,820 4,340 4,680 5,435 HTU210 08' Gap - Min Nail)' 15/8 91/18 31/2 32-16d 14-10dx11/2 1,330 4,255 4,355 4,355 4,355 4,355 HTU210 (1/8" Gap - Max Nail)2 15/8 91/16 31/2 32-16d 32-10dx11/2 3,315 4,255 4,705 5,345 5,760 5,995 • Double 2X Sizes HTU26-2 ('/6" Gap - Min Heel)' 35/18 57/18 31/2 20-16d 14-10d 1,515 2,660 2,940 3,340 3,600 3,910 HTU26-2 (1/8' Gap - Max Nail)2 35/18 57/16 31/2 20-16d 20-10d 2,175 2,660 2,940 3,340 3,600 4,485 HTU28-2 (1/8" Gap - Min Nail)' 35/16 71/16 31/2 26-16d 14-10d 1,530 3,460 3,820 4,310 4,310 4,310 HTU28-2 (1/8" Gap - Max Nail)2 35/18 71/16 31/2 26-16d 26-10d 3,485 3,460 3,820 4,340 4,680 5,850 HTU210-2 (1/8" Gap - Min Nail)' 35/16 91/18 31/2 32-16d 14-10d 1,755 4,255 4,705 4,815 4,815 4,815 HTU210-2 (1/8" Gap - Max Nail)2 35/16 91/16 31/2 32-16d 32-10d 4,110 4,255 4,705 5,345 5,760 7,200 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 1The suffix '('/8' Gap - Min Nail)' corresponds to installed conditions where the gap between the supporting member and supported wood truss is 1/8 inch (3.2 mm) or less, and at a minimum, the number of nails specified in the table above are installed into the supported wood truss. Refer to Figure 10B for a typical installation detail. 2The suffix '(1/8" Gap - Max Nail)' corresponds to installed conditions where the gap between the supporting member and supported wood truss is 1/8 inch (3.2 mm) or less, and the all of the pre -punched nail holes in the U-shaped portion of the hanger supporting the truss (joist) are filled with nails. This is designated in the table as "Max Nail" and is shown in Figure 10B on page 13. 'Refer to Figure 10A for definitions of hanger nomenclature (W, H, B). `Allowable loads correspond to installations where the maximum possible number of nails is installed into the supporting member. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 5Tabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. 'Tabulated loads must be selected based on the applicable load duration factor, Co, as permitted by the applicable building code. See Sections 4.1 and 4.2 for design and installation requirements. 'HTU series hangers provide torsional resistance, which is defined as a moment of 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 its vertical position is 0.125 inch (3.2 mm), for joists having a height no greater than the height (H) of the hanger. 'Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift Toads must be reduced proportionally when other load durations govern. ••• • • •••• • • • • •• • • •• • • • • • •••• • ••• •••• • • •• •• • • • • • •• • • • • • • • •• •• • • • • • •• • • • • • • • • • • • • • • •• • ••• • • • ESR -2549 Most Widely Accepted and Trusted Page 12 of 14 TABLE 10C—DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS – ALTERNATE INSTALLATION (112 Inch Maximum Gap between Supporting Member and Supported Member - Minimum Number of Nails into Supporting Member) MODEL No.1'2 DIMENSIONS' (inches) FASTENERS ° (Quantity -Type) ALLOWABLE LOADS 5'6'7 (lbs) W H B Into Supporting Member Into Supported Member Uplifts Download Co=1.6 CD=0.9 CD=1.0 CD=1.15 CD=1.25 CD=1.6 HTU26 (1/2' Gap – Min Nail)' 15/8 57/16 31/2 10-16d 14-10dx11/2 925 1,330 1,470 1,670 1,800 2,040 HTU26 (1/2" Gap – Max Nail)2 15/8 57/18 31/2 10-16d 20-10dx11/2 1,310 1,330 1,470 1,670 1,800 2,250 HTU28 (1/2" Gap – Max Nail)2 15/8 71/18 31/2 20-16d 26-10dx1'/2 1,920 2,660 2,940 3,340 3,600 3,905 HTU210 (1/2" Gap – Max Nail)2 15/8 91/18 31/2 20-16d 32-10dx1'/2 2,880 2,660 2,940 3,340 3,600 3,905 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'The suffix `('/2" Gap – Min Nail)' corresponds to installed conditions where the gap between the supporting member and supported member is more than 1/5 inch (3.2 mm) and less than or equal to 1/2 inch (12.7 mm), and at a minimum, the number of nails specified in the table above are installed into the supported wood truss. Refer to Figure 100 for an alternate installation detail. 2The suffix '(1/2" Gap – Max Nail)' corresponds to installed conditions where the gap between the supporting member and supported member is more than 1/8 inch (3.2 mm) and less than or equal to 1/2 inch (12.7 mm), and the all of the pre -punched nail holes in the U-shaped portion of the hanger supporting the truss (joist) are filled with nails. This is designated in the table as "Max Nail" and is shown in Figure 10C. 3Refer to Figure 10A for definitions of hanger nomenclature (W, H, B). `Allowable loads correspond to installations where the minimum allowable number of nails is installed into the supporting member. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 5Tabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. 6Tabulated loads must be selected based on the applicable load duration factor, CD, as permitted by the applicable building code. See Sections 4.1 and 4.2 for design and installation requirements. 'HTU series hangers provide torsional resistance, which is defined as a moment of 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 its vertical position is 0.125 inch (3.2 mm), for joists having a height no greater than the height (H) of the hanger. Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. FIGURE 10A—HTU SERIES HANGER •••• • •••• • • ® • •• • • •• • • • • •••• FIGURE 10B TYPICAL HTU JK$'JL LATION • FIGURE 10C—ALTERNATE HTU INSTALLATION •••• •• • • • • • • •••• • •• • • •• •• •• • • • • • •• • • • • • • • • • • • • • • • • ••• • • • • • • �• ESR -2549 Most Widely Accepted and Trusted Page 13 of 14 TABLE 11—DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR LUCZ SERIES HANGERS MODEL No. DIMENSIONS (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS 2, 3, 4' 5 (lbs) W H Into Supporting Member Into Supported Member Uplift' Download C0=1.60 Co =0.9 Co =1.0 Co =1.15 Co =1.25 Co =1.60 LUC26Z 19/15 43/4 6-10dx11/2 4 - 10d x 11/2 730 640 710 810 875 1,100 6 - 10d 730 640 710 810 875 1,100 6 - 16d 730 760 845 965 1,040 1,315 LUC210Z 19/,6 73/4 10 - 10d x 1'/2 6 - 10d x 11/2 1,100 1,065 1,185 1,345 1,455 1,830 10 - 10d 1,100 1,065 1,185 1,345 1,455 1,830 10-16d 1,100 1,270 1,410 1,605 1,735 2,190 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'Allowable loads correspond to installations where all pre -punched nail holes in the hanger are filled with nails. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 2Tabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. 'Tabulated loads must be selected based on the applicable load duration factor, Co, as permitted by the applicable building code. See Sections 4.1 and 4.2 for design and installation requirements. 4The maximum allowable gap between the joist end and the supporting member is 1/8 inch (3.2 mm). 5LUCZ series hangers provide torsional resistance, which is defined as a moment of 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 its vertical position is 0.125 inch (3.2 mm), for nominal 2x6 'Allowable supported by the LUC26Z and nominal 2x10 joists supported by the LUC210Z. Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. •••• • • • • •••• • • • •• • • •• • • • •••• FIGURE 11—LUCZ SERIES HANGER AND INSTALLATION DETAIL • • • • • • • •••• •• • • • • • • • • •••• • •• •• • • • • • • •• •• • •• • • • • • • • • • • •• • • • • • •• • ••• • • ESR -2549 Most Widely Accepted and Trusted Page 14 of 14 TABLE 12 -ALLOWABLE LOADS FOR THE HGUS SERIES JOIST HANGERS' Model No. DIMENSIONS' FASTENERS2 ALLOWABLE LOADS' 6 Uplift Download W H B Header Joists CD = 1.6 CD = 1.0 CD = 1.15 Co = 1.25 HGUS26-2 37/16 57/16 4 20-16d 8-16d 2,155 4,355 4,875 5,230 HGUS28-2 37/16 73/,6 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS210-2 37/16 93/16 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS46 35/6 51/4 4 20-16d 8-16d 2,155 4,355 4,875 5,230 HGUS48 35/6 7 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS410 35/6 9 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS412 35/6 107/16 4 56-16d 20-16d 5,045 9,600 9,600 9,600 HGUS414 35/6 127/16 4 66-16d 22-16d 5,515 10,100 10,100 10,100 HGUS26-3 415/16 57/16 4 20-16d 8-16d 2,155 4,355 4,875 5,230 HGUS28-3 415/16 73/16 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS210-3 415/16 93/16 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS212-3 415/16 103/4 4 56-16d 20-16d 5,045 9,600 9,600 9,600 HGUS214-3 415/16 123/4 4 66-16d 22-16d 5,515 10,100 10,100 10,100 HGUS26-4 69/16 57/16 4 20-16d 8-16d 2,155 4,355 4,875 5,230 HGUS28-4 69/16 73/16 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS210-4 69/16 93/16 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS212-4 69/16 109/16 4 56-16d 20-16d 5,045 9,600 9,600 9,600 HGUS214-4 69/,6 129/16 4 66-16d 22-16d 5,515 10,100 10,100 10,100 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 12 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve tabulated loads. 5Allowable uplift Toads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift Toads must be reduced when other load durations govern. 6HGUS series hangers provide torsional resistance, which is defined as the moment of 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" (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. FIGURE 12-HGUS SERIES JOIST HANGER • • •• •• • • •••• • • • • •• • • •• • • • • • •••• • • • • •••• •• • • • • • • • • •••• • •• •• • • • • • • •• •• • •• • • • • • • • • • • • • • • • • • • • • • •• • ••• • • • 8/12/2017 Florida . iLAs ►OFFICE OF THE B{ SECRETARYtr- Florida Building Code Online Deva HOW ABOUT DEWS Dame Divisiows CONTACt DNP BCIS Home I Log In 1 User Registration 1 Hot Topics 1 Submit Surcharge 1 Stats & Facts 1 Publications I FBC Staff I BCIS Site Map 1 Unks 1 Search Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL10446-R4 Application Type Revision Code Version Application Status Comments Archived 2014 Approved •••• *Approved by DBPR. Approvals by DBOt shot, be review•ea and ratified Dy • : • the POC and/or the Commission if necessary. • • • • • • • • • •••• • • • • •••• •• • • • • • • • • •••• • •• • • • • • Product Manufacturer Simpson Strong -Tie Co. • • • • • • • • Address/Phone/Email 2221 Country Lane • McKinney, TX 75070 • • • • • • (972) 439-3029 • • • • rshackelford@strongtie.com • • • • • • • • •• • ••• • • • • • Authorized Signature Randall Shackelford • • rshackelford@strongtie.com Technical Representative Randall Shackelford (new) Address/Phone/Email 2221 Country Lane McKinney, TX 75069 (972) 439-3029 rshackelford@strongtie.com Quality Assurance Representative Shelby Troth Address/Phone/Email Category Subcategory Compliance Method 5956 W. Las Positas Blvd Pleasanton, CA 94588 (925) 560-9000 Ext 9049 stroth@strongtie.com Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity Evaluation Entity IAPMO Uniform Evaluation Services LLC. Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2017 Validated By IAPMO Uniform ES 11-_t'tlit'ei 9FC•aili �•te of Independence FL10446 R4 COI CERTIFICATE OF INDEPENDENCE IAPMO UES.PDF r :standard and Year (of Standard) of Product Standards Standard Year ASTM D1761 2000 ASTM D7147 2005 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2012 Approved Testing Lab FL10446 R4 Eauiv D1761 and D7147 Equivalence.pdf https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqudsDrIH61487bAmT00afx%21hK01xzb6YCaGgNHIRJ4y%2bQ%3d%3d 1/4 A 8/12/2017 Florida Building Code Online Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option C 06/05/2015 06/09/2015 06/15/2015 FL # Model, Number or Name Description 10446.1 A21, A23, A33, A34, A35, A44 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: In HVHZ, if used to resist roof uplift provide supplemental connection to achieve minimum 700 lbs. uplift ... Angle • • . • •••• Installation Instructions•. • • •• • • • FL10446 R4 II ER 0112 Clipi�Tiii �.pdf • •; • • • Verified By: IAPMO Uniform v ation Services LLC. Created by Independent TMrtJ•PIM: • Evaluation Reports •••• • • • FL10446 R4 AE ER 0112 Cjjq Vs.pdf • • • • •• • •. • • • • • • • • • 10446.2 DSP, SSP Stud Plate Ties •• •• • •• Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: In HVHZ, if used to resist roof uplift provide • supplemental connection to achieve minimum 700 lbs. uplift • ••• Installation Instructions • • • FL10446 R4 II ER 0112 Gips-Ties.pdf • • Verified By: IAPMO Unifornr'EvalAtion Semites LLC. Created by Independent Third arty: • • • • Evaluation Reports •; FL10446 R4 AE ER 0112 Clips-Ties.pdf ••• • ••• • •• • • •• • ••• 10446.3 FC4, FC6 Framing Clips 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 FL10446 R4 II ER 0112 Clios-Ties.Ddf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL10446 R4 AE ER 0112 Clips-Ties.pdf 10446.4 FSC Floor Span Connector Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10446 R4 II ER 0112 Clios-Ties.odf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL10446 R4 AE ER 0112 Clios-Ties.odf 10446.5 FWANZ Foundation Wall Angles 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 FL10446 R4 II ER 0112 Clios-Ties.Ddf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL10446 R4 AE ER 0112 Clips-Ties.Ddf 10446.6 GA1, GA2 Angles Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: In HVHZ, if used to resist roof uplift provide supplemental connection to achieve minimum 700 lbs. uplift Installation Instructions FL10446 R4 II ER 0112 Clios-Ties.odf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL10446 R4 AE ER 0112 Clips-Ties.pdf 10446.7 H10A, H10A-2, H1OS, H14 Hurricane Tie Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Installation Instructions FL10446 R4 II ER 0112 Clios-Ties.odf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: httos://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqudsDrl H61487bAmT00afx%2fhK0bab6YCaGgN H I RJ4y%2bQ%3d%3d 2/4 • 8/12/2017 Florida Building Code Online Design Pressure: N/A Other: Evaluation Reports FL10446 R4 AE ER 0112 Clips-Ties.odf 10446.8 H2A, H2.5T, H8, HGA10 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 Clips-Ties.pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, if H2A, H2.5T, or HGA10 is used to resist FL10446 R4 AE ER 0112 Clips-Ties.pdf roof uplift provide supplemental connection to achieve minimum 700 lbs. uplift 10446.9 HH4, HH6 Header Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 Clips-Ties.pdf Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: IAPMO Uniform Evaluation Services LLC• . Created by Independent Third Party: • • • • • Design Pressure: N/A Evaluation Reports • • •••• • • • Other: Use F3 direction load, CD=1.6 for uplift load when FL10446 R4 AE ER 0112 tlineTiae.cdf . •• installed per installation drawing. • • • •••• ••• • 10446.10 L30, L50, L70, L90 Angles • •••• .• • • • Limits of Use Installation Instructions • • • • • • • • ••• • • • • Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 CIi2 Tigs,..odf • Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform veru t+on Services 11G.• • • Impact Resistant: N/A Created by Independent ThWa Party: • • • • • •' Design Pressure: N/A Evaluation Reports • Other: In HVHZ, if L30 or L50 are used to resist roof uplift FL10446 R4 AE ER 0112 Z'lips'riee.pdf • • • • • provide supplemental connection to achieve minimum 700 lbs. uplift •• • • • • ' ••• •• • ••• ■ ■ 10446.11 LCE4 Post Cap • • Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 Clios-Ties.odf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10446 R4 AE ER 0112 Clios-Ties.odf 10446.12 LS30, LS50, LS70, LS90 Skewable Angle Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 Clios-Ties.pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, if LS50 or LS70 are installed with 1-1/2" FL10446 R4 AE ER 0112 Clios-Ties.odf nails, or LS30, is used to resist roof uplift provide supplemental connection to achieve minimum 700 lbs. uplift 10446.13 LTP4, LTP5 Tie Plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 Clios-Ties.odf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10446 R4 AE ER 0112 Clips-Ties.odf 10446.14 RBC, RBCP Roof Boundary Clip Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 Clips-Ties.pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10446 R4 AE ER 0112 Clips-Ties.pdf 10446.15 TJC37 Truss Jack Clip Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R4 II ER 0112 CIios-Ties.pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, if used to resist roof uplift provide FL10446 R4 AE ER 0112 Clips-Ties.pdf supplemental connection to achieve minimum 700 lbs. uplift 1 https://fl orida b ui Id i ng. org/p r/p r_app_dtl.aspx? pa ram=wG EVXQwtDq udsDrl H61487bAmT00afx%2fh K01xzb6YCaGg N H I RJ4y%2 bQ%3d %3d •• • • •• • •• • • • • • • •• • •• 3/4 • 8/12/2017 Florida Building Code Online 10446.16 Z2, Z4, Z44 Panel Stiffener Clips 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 FL10446 R4 II ER 0112 Clips-Ties.odf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL10446 R4 AE ER 0112 CIios-Ties.Ddf [Back' INextl 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 erne a ddess 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 no`ssito supply a personal address, please provide the Department with an email address which can be made available to the public. To determineif you aie a licensee tid Chapter 455•FF• • • • please click here . • • • • •• • • •• • • • • •••• Product Approval Accepts: MICA ® IChe[kEli Credit Card Safe .sccurit iI-rlui • • • • •••• •• • • • •• • • ••••• • • •• •• • • • • • • • •• •• • •• • • • • • • • • • • • • • • •• • ••• • • • • •• haps://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqudsDrIH61487bAmT00afx%2fhK0lxzb6YCaGgNHIRJ4y%2K/%3d%3d 4/4 EVALUATION REPORT TM Originally Issued: 08/2008 EVALUATION SUBJECT: Simpson Strong -Tie Angles, Clips, and Ties REPORT HOLDER: Simpson Strong -Tie Company Inc. 5956 West Las Positas Boulevard Pleasanton, California 94588 (800) 999-5099 www.strongtie.com Number: Revised: 08/29/2014 Valid Through: 08/2015 CSI Division: 06—Wood, Plastics and Composites CSI Section: 06 05 23—Wood, Plastic, and Composite Fastenings 1.0 SCOPE OF EVALUATION 1.1 Compliance to the following codes & regulations: • 2012 International Building Code® (IBC) • 2012 International Residential Code® (IRC) • 2009 International Building Code® (IBC) • 2009 International Residential Code® (IRC) • 2006 International Building Code® (IBC) • 2006 International Residential Code® (IRC) 1.2 Evaluated in accordance with: • IAPMO UES Evaluation Criteria for Joist Hangers and Miscellaneous Connectors (EC 002-2011) 1.3 Properties assessed: • Structural 2.0 PRODUCT USE Simpson Strong -Tie structural angles, clips and ties are used as wood framing anchors and mechanical fastenings in accordance with Section 2304.9.3 of the IBC. The products may be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 PRODUCT DESCRIPTION 3.1 Product information: 3.1.1 A Series Angles: The A series angles transfer shear loads between wood members and are formed from No. 18 gage steel. Table 1 provides model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.2 A34 and A35 Framing Angles: The A34 and A35 framing angles connect wood framing members and are fabricated from No.18 gage steel. The connectors have cutouts on each leg and a prong to aid in installation. The A35 angle has slots and bend lines to permit field adjustments of the legs for two- and three-way tied connections. Table 2 and Figure 2 provides model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.3 DSP and SSP Stud Plate Tie Connectors: The SSP stud plate ties transfer uplift loads from a double top plate to a stud or from a stud to sill plate. The SSP is formed from No. 18 gage steel. The DSP is used to connect a double wood stud to a single or double wood plate, and is formed from No. 18 gage steel. Table 3 and Figure 3 psoo,ide model numbers, dimensions, fastener.schedules, aligwwablt loads, • and installation details. • •.' • • • • • • • . • •••• 3.1.4 FC Series Framing Cljpsial a FC series framing clips transfer shear loads betwecgojiood members and and formed from No. 16 gage steel.T'1e,4 and Fltu?%4 provide...• model numbers, dimensions, fa4ggeor•schedulGs, gjlowable •: •. • loads, and installation details. ••••••• •• • • • 3.1.5 FSC Floor Span Conncctors:: The TSC cpnnectoL transfer tension loads from me►iber Yo memrtftel'may bc, used as an alternative to floor -to -Aper :trap ccriaectoirs. ThC connector is formed from No. 12 gage steel. Taltlg 5 and Figure 5 provide model numbers, dimensions, fastener schedules, allowable Toads, and installation details. 3.1.6 GA Series Gusset Angles: The GA series gusset angles connect wood framing members and are formed from No. 18 gage steel. Table 6 and Figure 6 contain model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.7 H2A, H2.5T, H8, H1OA, H10A-2, H10S, H14 and HGAIO Hurricane Ties: The hurricane ties connect wood rafters' or trusses to wood wall plates or studs. The H2A, I -12.5T, H8, H1OA, HI0A-2, H10S, and H14 are formed from No. 18 gage steel, and the HGAIO is formed from No. 14 gage steel. Table 7 and Figure 7 contain model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.8 HH Series Header Hangers: The 1-11-1 series header hangers transfer wind uplift and lateral loads between wood roof and wall members and are formed from No. 16 gage steel. Table 8 and Figure 8 provide model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.9 L Series Reinforcing Angles: The L series reinforcing angles connect wood framing members and are formed from No. 16 gage steel. Table 9 and Figure 9 describe model numbers, dimensions, fastener schedules, allowable loads, and installation details. The product described in this Uniform Evaluation Service (UES) Report has been evaluated as an alternative material, design or method of construction in order to satisfy and comply with the intent of the provisions of the code. as noted in this report, and for at least equivalence to that prescribed in the code in quality, strength, effectiveness, fire resistance, durability and safely, as applicable, in accordance with IBC Section 104.11. Copyright 0 2014 by International Association of Plumbing and Mechanical Officials. All rights reserved. Printed in the United States. No part of this publication may be reproduced, stored in an electronic retrieval system, or transmitted, in any form or by any means, electronic, mechanical, photocopying, recording or otherwise, without the prior written permission of the publisher. Ph: 1-8774IESRPT • Fax: 909.472.4171 • web: www.uniform-es.org • 5001 East Philadelphia Street, Ontario, California 91761-2816 — USA • •• • alert • EVALUATION REPORT Originally Issued: 08/2008 Revised: 08/29/2014 3.1.10 LCE4 Post Cap: The LCE4 post cap transfers uplift and lateral forces from a wood beam to a wood post and is formed from No. 20 gage steel. Table 10 and Figure 10 describe model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.11 LS Series Skewable Angles: The LS series skewable angles transfer loads between wood framing members and are formed from No. 18 gage steel. The angles are designed to allow field skewing from 0 to 135 degrees. Table 11 and Figure 11 contain model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.12 LTP4 and LTP5 Lateral Tie Plates: The LTP4 and LTP5 lateral tie plates transfer shear loads from the wood top plate to wood rim joist or blocking members and is formed from No. 20 gage steel. Table 12 and Figure 12 provide model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.13 RBC and RBCP Roof Boundary Clips: The RBC/RBCP roof boundary clips transfer loads between the roof diaphragm perimeter blocking and wall top plates and are formed from No. 20 gage steel. Table 13 and Figure 13 contain model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.14 TJC37 Jack Truss Connector: The TJC37 is a field skewable connector that transfers loads from jack trusses, joists, rafters and blocking members to supporting members and is formed from No. 16 gage steel. Table 14 and Figure 14 describe model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.15 Z Series Panel Stiffener Clips: The Z2 and Z4, Z44 panel stiffener clips are formed from No. 20 and No. 12 gage steel, respectively. The Z clips are used to support nominally 2 -by -4 or 2 -by -6 wood blocking between joists or trusses that provide solid backing for ceiling panel material. Table 15 and Figure 15 provide model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.16 FWANZ Foundation Wall Angles: The FWANZ foundation wall angles are used to attach the foundation or basement walls to the floor system to resist out -of -plane loads imposed by soil pressure. Each angle fastens to the wood rim -board and wood mudsill with nails. The FWANZ is formed from No. 14 gage steel. Table 16 and Figure 16 provide model numbers, dimensions, fastener schedule, allowable loads, and installation details. 3.2 Materials 3.2.1 Steel: The DSP, FWANZ, H2A, H2.5T, 1-18, H14, LCE4, LTP5, RBC, RBCP, SSP and TSP connectors described in this report are manufactured from galvanized Valid Through: 08/2015 steel complying with ASTM A 653, Grade 40, SS designation with a minimum yield strength of 40,000 psi (227 MPa) and a minimum ultimate tensile strength of 55,000 psi (358 MPa). All other connectors described in this report are manufactured from galvanized steel complying with ASTM A 653, Grade 33, SS designation with a minimum yield strength of 33,000 psi (227 MPa) and a minimum ultimate tensile strength of 45,000 psi (310 MPa). Base metal thicknesses for the connectors in this report are as follows: .••. GAGE • • • • CASE IVIETQ,L •.TNdCKNESS(iuthes) . No. 12 0.0975. • No. 14 •••••• 0.0ftp •• • • No. 16 "" 0.0555.. ' No. 18 • • 0.0146 • • • No. 20 0.0335, For SI: 1 inch = 25.4 mm ; • • • •. • • • ... • • ••• • The connectors have a minimum G90 :inc coati ng designatatr • • complying with ASTM A 653. Some models•also are available with a G185 zinc coating designation in accordance with ASTM A 653 (denoted by model numbers ending in the letter Z). Some models are available with a batch hot -dipped galvanized coating in accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total for both sides (denoted by model numbers ending with the letters HDG). Model numbers in this report do not list the Z or HDG ending, but the information shown applies. The holder of this report (Simpson Strong -Tie) or lumber treater shall be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with specific proprietary preservative -treated or fire -retardant - treated lumber. 3.2.2 Wood: Wood members with which the connectors are used shall be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber), except as noted in Section 4.1. The thickness (depth) of the wood main member shall be equal to or greater than the length of the fasteners specified in the tables in this report, unless the reduced penetration effect on the load calculation per the applicable National Design Specification for Wood Construction and its Supplement (NDS) is taken into account, or as required by wood member design, whichever is greater. Page 2 of 21 EVALUATION REPORT Number: Originally Issued: 08/2008 Revised: 08/29/2014 3.2.3 Fasteners: Common nails shall comply with ASTM F 1667 when used with connectors in this report and have the following minimum fastener dimensions and bending yield strengths (Fyb): FASTENER SHANK DIAMETER (inches) FASTENER LENGTH (inches) Fib (psi) 8d x 11/2 0.131 1 Y2 100,000 8d 0.131 2Y2 100,000 10d x 11/2 0.148 11/2 90,000 1Od 0.148 3 90,000 16d 0.162 31/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with fire -retardant -treated or preservative -treated lumber shall comply with IBC Section 2304.9.5 or the 2012 and 2009 IRC Section R317.3 (2006 IRC Section R319.3), as applicable. The report holder or lumber treater shall be contacted for recommendations on minimum corrosion resistance and connection capacities of fasteners used with the specific proprietary preservative - treated or fire -retardant -treated lumber. SDS wood screw fasteners described in Table 7 shall be Simpson Strong -Tie SDS wood screws recognized in ICC - ES ESR -2236. 4.0 DESIGN AND INSTALLATION 4.1 Design The tabulated connector Toads shown in this report are for allowable stress design and include the load duration factor, Co, corresponding with the applicable loads in accordance with the National Design Specification for Wood Construction and its supplement (NDS). Further load duration increases are not permitted other than those shown. Tabulated allowable loads apply to products connected to wood used where sustained temperatures are 100°F (37.8°C) or less and under dry conditions. The allowable loads shall be adjusted by the wet service factor, Cnr, specified in the NDS for dowel -type fasteners, when products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected. The allowable loads in this report shall be adjusted by the temperature factor, C,, specified in the NDS when connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.8°C). 4.2 Installation Valid Through: 08/2015 Installation of the connectors shown in this report shall be in accordance with the manufacturer's published installation instructions and this evaluation report. If there is a conflict between this report and the manufacturer's published installation instructions, the more restrictive prevails. 4.3 Special Inspection .... 4.3.1: Periodic special insp fiction• shall be• igriducted accordance with the 2012 IBC• .eetien 1705.101. 009 IBC • • Section 1706 or 2006 IBC Section 1704, as app+cable, when • the product series are components within the main wind - force -resisting system of structures constructed in areas 1istti • • • in the 2012 IBC Section 1705,17V99 IBC:gaction 1706.1 and Section 1705.4 for the 207) 1BC. Spi fiat Inspection : • requirements do not apply to structures, or porlionsi thereof: • • that qualify for exception under •lie 2012 IBS' Sections • 1704.2, 1705.3, 1705.10.1 or CNM2, 2009 IFIC Sections •. 1704.1, 1704.4, 1706.2 or 1716.3 and 200:.1J Sections 1704.1 and 1704.4. • • • • • • •. • ••• • • 4.3.2: Periodic special inspection shall be con ucted in accordance with the applicable subsections of Section 1705.11 of the 2012 IBC and Section 1707 of the 2009 and 2006 IBC when the product series are components within the seismic -force -resisting system of structures constructed in Seismic Design Category C, D, E or F. Special inspection requirements do not apply to structures, or portions thereof, that qualify for exception under 2012 IBC Sections 1704.2 or 1705.11, 2009 IBC Sections 1704.1, 1707.3 or 1707.4 or 2006 IBC Sections 1704.1 or 1707.3. 4.3.3: For installations under the IRC, special inspection is not normally required. However, for an engineered design where calculations are required to be signed by a registered design professional, periodic special inspection requirements and exemptions are as stated in Sections 4.3.1 and 4.3.2 as applicable for installations under the IRC. 5.0 LIMITATIONS The Simpson Strong -Tie products described in this report are in compliance with, or are acceptable 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 shall be manufactured, identified and installed in accordance with the manufacturer's published installation instructions and this report. A copy of the instructions shall be available at the jobsite continuously during installation. 5.2 Where applicable, adjustment factors noted in Section 4.1 and the applicable codes shall be considered. Page 3 of 21 EVALUATION REPORT Number: Originally Issued: 08/2008 Revised: 08/29/2014 5.3 Connected wood members and fasteners shall be in compliance, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.4 Use of connectors with fire -retardant -treated or preservative -treated lumber shall be in accordance with Section 3.2.1 of this report. Use of fasteners with fire - retardant -treated or preservative -treated lumber shall be in accordance with Section 3.2.3 of this report. 6.0 SUBSTANTIATING DATA Data in accordance with IAPMO UES Evaluation Criteria for the Testing and Analysis of Joist Hangers and Miscellaneous Connectors (EC 002-2011), inclusive of tests and calculations. 7.0 IDENTIFICATION A label shall be affixed on at least one of the following: product, packaging, installation instructions or descriptive literature. The label shall include the company name or trademark, model number, and the IAPMO Uniform ES Mark of Conformity the name of the inspection agency (when applicable) and the Evaluation Report Number (ER - 112) to identify the products recognized in this report. A die - stamp label may also substitute for the label. Either Mark of Conformity may be used as shown below: IAPMO ER #112 Brian Gerber, P.E., S.E. Technical Director of Uniform Evaluation Service +40,4gd Richard Beck, PE, CBO, MCP Director of Uniform Evaluation Service C �> GP Russ Chanty CEO, The IAPMO Group For additional information about this evaluation report please visit www.uniform-es.org or email at infoQuniform-es.org Page 4 of 21 Valid Through: 08/2015 . • •. • • • • •••• • • • • •• • • •• • • • • • •••• • • • • •••• •• • • • • • • • •••• • •• •• • • • • • • •• •• • •• • • • • • • • • • • • • • • • • • • •• • ••• • • • • • •• TM EVALUATION REPORT Number: Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 1: ALLOWABLE LOADS FOR THE A ANGLES MODEL ANGLE DIMENSIONS' (in) FASTENERS (Quantity -Type) ALLOWABLE LOADS2,3,0 (lbs) Supporting Supported Fi where CD = F2 where CD = NO. L Wi W2 Member Member (Base) (Post) 1.0 1.15 1.25 1.66 1.0 1.15 1.25 1.66 A21 13/8 2 11/2 2-10d x 1% 2-10d x 1'/ 235 270 290 365 175 175. "175. 175 • • •• . • •• A23 23/4 2 11/2 4-10d x 1% 4-10d x 1% 475 540 580 715 0415 • 540. • 5@5 565 • • -. A33 11/2 3 3 4-10d 4-10d 565 625 665 800 4Q 4 330; • V> 334. • • A44 11/2 49/16 43/8 4-10d 4-10d 565 625 665 800. ' X15 •25.5• 295. 295. SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. • • • • • 1. Refer to Figure 1 for definitions of angle dimension nomenclature (L, W1 W2) and allowable load directions (F1 and F2). • 2. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. • • • • 3. F1 and F2 loads cannot be combined. • • • • • • • • 4. The F1 allowable loads are for one connector. When angles are installed on each side of wood member, the minimum member thickness shallot 3 inches. 5. The F2 allowable loads apply only when the connectors are used in pairs. 6. Allowable loads have been increased for wind or earthquake loading. No further increase is allowed. • • • �• •••• • •••• • ••• • • ••• ••.• .• • • Figure 1 — A21 and A23 Angles Page 5 of 21 • Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 2: ALLOWABLE LOADS FOR THE A34 / A35 FRAMING ANGLES MODEL NO. FASTENERS (Quantity -Type) DIRECTION OF LOAD ALLOWABLE LOADS12 (lbs) Joist Header/Plate Co=1.0 Co=1.15 Co=1.25 CD=1.6 A34 4-8dx1% 4-8dx1'/2 Fi 395 450 485 515 4-8dx1'/2 4-8dx1'/2 F2 395 450 455 455 A35 3-8dx1 %2 6-8dx1'/2 Ai 295 335 365 • ••210 Ob"' •.•• 3-8dx1'/2 6-8dx1'/2 Ci 210 210 • ?•1Q•• 3-8dx1 % 6-8dx1 % E 295 335 ..3a•• 425 • 6-8dx1'% 6-8dx1'/2 A2 295 335 • •i i5, • P). •' 6-8dx1% 6-8dx11/2 C2 295 335 "26'562 •• •• 27O • •• 6-8dxl% 6-8dx1'% D 230 230 :•2400: • • 230 • • • 6-8dx1%2 6-8dx1% Fi 595 670 • 695, • • •Alba X �g5"' 6-8dx1% 6-8dx1 % F2 595 670 670 670 6 SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. 1. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 2. Connectors are required on both sides of joist to achieve F2 loads in both directions. Figure 2 — A34 and A35 Framing Angles Page 6 of 21 Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 3: ALLOWABLE LOADS FOR SSP AND DSP STUD PLATE TIES MODEL NO. FASTENERS (Quantity -Type) ALLOWABLE UPLIFT LOADS1(Ibs) • Studs Double Top Plate Sill Plate Double TopPlate3 iII !late • Co=l 60 • •Qr1.60 SSP 4-10dX1'/2 3-10dX1'% - 350 • • - •• - 1-1OdX1% - ••. 2A 4-10d 3-10d - 435• _ • •-• • • • - - 1-10d - • •495 • DSP 8-10dX1 Y2 6-10dX1'/2 - 775 • - • : EVALUATION REPORT Number: Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 4: ALLOWABLE LOADS FOR THE FC FRAMING CLIPS MODEL NO. CONNECTOR WIDTH (W) (in) FASTENERS (Quantity -Type) ALLOWABLE DOWNLOAD, Fil.i (lbs.). ."' • • Co=1.O.•' •_ •- co=1.1§ _ •.Co=1.25 - FC4 39/16 8-16d 865•••'•• 920 ••:••.920 ••, FC6 51/2 10-16d 1,010'6'1,145 • 1,235:. SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N • • •••• 1. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. •• • • 2. Minimum thickness of the supporting member (post) shall be 21/2 inches to achieve the tabulated load value (similar to Fgure:3). •• •• FC Connector Dimensions .. • • • • • •• •• • • • • • •• • • ••• • • • ••• • .•• • • • • • •• • • • ••• • • Typical FC Connector Installation Figure 4- FC Framing Clips Page 8 of 21 EVALUATION REPORT Number: Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 5: ALLOWABLE LOADS FOR FSC FLOOR SPAN CONNECTOR MODEL NO. FASTENERS (Quantity -Type) ALLOWABLE UPLIFT LOADS';(IbSi• CD=1.e • • Stud Anchor Rod3'4 FSC 15-10dx1 '/z 3/8 inchATR diameter 1,839 • SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N • •••• 1. The uplift loads have been increased using the tabulated value of Co for wind or earthquake loading with no further increase allowed. Allowable loads shall be adjusted when otharl2d' durations govern. • • • • 2. Load values are based on a minimum lumber thickness of 1'/: inches. 3. Standard cut washer is required with the 3/8 inch diameter all -thread rod. • • • 4. The all -thread rod shall comply with minimum requirements of ASTM A307 Grade A. • • .4— Nut and washer required • • • • • •• • Max. 18' Max. 18' m— Nut and washer required FSC Stud to Stud Installation Figure 5 — FSC Floor Span Connector Page 9 of 21 •••• • • •••• • •• • • • •••• • • • • • • •• • • • • • • • •• •• • • • • • •• • • • • •• • • • • ••• • • • Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 6: ALLOWABLE LOADS FOR GA GUSSET ANGLES MODEL NO. ANGLE LENGTH (L) (inches) FASTENERS•••• (Quantity -Type) ALLOWABLE LOADS' (lbs) F, where Co = • F2 where Co &' • • • .. - 1.0 1.15 1.25 1.62 1.0 • J.IS : 1.25 • • 1.62 GA1 23/4 4-10d x 1 1/2 235 270 290 330 235 • 427G • • • 298 • i , • •365 GA2 31/4 6-10d x 1 1/2 355 405 435 550 355 •'305 • • 435 0 550 SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. •••• •• •• • • • • •••• • •• 1. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 2. Allowable loads have been increased using the tabulated value of Co for wind or earthquake loading. No further incrgte'iS allowed.: • • • • 3. Connectors are required on both sides to achieve F2 loads in both directions. • • • • • • • GA1 • • • • • • • • • • • • • • ••• • Typical GA Installation Figure 6 — GA Gusset Angles Page 10 of 21 • EVALUATION REPORT Number: Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 7: ALLOWABLE LOADS FOR H HURRICANE TIES MODEL NO. FASTENERS (Quantity -Type) ALLOWABLE LOADS1,2,3,5,8 (lbs) U lift3 p Co=1.6 • • • • • Lateral Com 1.6• • To Rafter To Plates To Studs Fl; • : _ • F.j• H2A 5-8dx1% 2-8dx1% 5-8dx1% 575 130••. •. 5,• H2.5T 5-8d 5-8d - 5457 .• 435••• 145 H8 5 —10d x 1 % 5 — 10d x 1 '/2 - 795 5' • • • :6.90% H10A 9-10dx1'/2 9-10dx1'h - 1,140 55d" . . 2g5 H10A-2 9-10dx3 9-10dx3 - 1,245 515..• .• • : ng. H1OS 8- 8d x 1% 8 - 8d x 1% 8 - 8d 1,01078.9 660.8.9•• 2158 H14 12 - 8d x 1'h 013 - 8d - 1, 350 • • 925 • • • 285 12-8dx1'% E 15-8d - 1,465 $70.6. ••230 HGA10 4—SDS 1/4x 1% 4—SDS 1/4x 3 - 695 1,165 94 SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N 1. Allowable loads are for one anchor. A minimum rafter thickness of 2 '4 inches shall be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 2. Allowable simultaneous loads in more than one direction on a single connector shall be evaluated as follows: Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate + Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate < 1.0. The number of terms considered in the equation is dependent on the designer's method of calculating wind forces and the utilization of the connector in the structural system. 3. The loads have been increased for wind or earthquake loading using the tabulated value of Co with no further increase is allowed. Allowable loads shall be adjusted when other load durations govern. 4. Allowable loads in the F1 direction are not intended to replace diaphragm boundary members or prevent cross -grain bending of the truss or rafter members. 5. When cross -grain bending or cross -grain tension cannot be avoided in the members, mechanical reinforcement of the wood members to resist such loads shall be considered. 6. Hurricane Ties are shown installed on the outside of the wall for clarity. Installation on the inside of the wall is acceptable. For a Continuous Load Path against uplift loads, connections in the same area (i.e. truss to plate connector and plate to stud connector) shall be on same side of the wall. 7. Allowable uplift load for the H2.5T and H1OS with 8dX1'4 fasteners is 425 lbs and 550 lbs, respectively. 8. H1OS nails to plates are optional for uplift loads but required for lateral loads. 9. For H10S, the stud may be offset 1 inch maximum from center of rafter for reduced uplift and F1 load capacities of 890 lbs and 545 lbs, respectively. 10. HGA10 F2 value is for load acting toward the connector. For load away from the connector, F2 = 780 lbs. Page 11 of 21 EVALUATION REPORT Number: Originally Issued: 08/2008 Revised: 08/29/2014 H2A H2A Typical Installation H10S Plate nails for lateral loads only H10S Typical Installation H2.5T H2T Typical Installation H8 H8 Typical Installation HGA10 Typical Installation Valid Through: 08/2015 H10A H10A Typical Installation • •••• • • -- • • II J • • .••••• e • • • . • • • :; • • • • • • • • •• H10A-2• • • • • • • • • • • •`ti. • • • • �\ • •• • •.••, • •� • • H10A-2 Typical Installation H14 H14 Typical Top Plate Installation Figure 7 — H Hurricane Ties Page 12 of 21 8d commons to header. FII all three triangle holes l0 straightened bottom flange. H14 Typical Beam Installation EVALUATION REPORT Number: Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 8: ALLOWABLE LOADS FOR THE HH HEADER HANGERS MODEL NO HANGER DIMENSIONS (in) FASTENERS (Quantity -Type) ALLOWABLE LOADSz,s •••• •• ' •'•' • • • • • • (lbs) • • •' • • • • . . • ••••• .•• • W H Stud Header Fi where Co = ° F2 where Co = F3 w ere CD = •....• F4Where Ca' • ;'• • '• • 1.0 1.15 1.25 1.0 1.63 1.d.l 1.63 ..•••. • . ' 1V ►• • ► • • 1.b'3': ... HH4 31/2 213/16 9-16d 4-16d 1,295 1,470 1,585 575 780 57% 7.795 • • • ► 1,d6P5 1,085' HH6 51/2 51/8 12-16d 6-16d 1,730 1,960 2,115 865 1,025 865 • • 1,105 • :0144 1,7b . ••• SI: 1 inch = 25.4 mm 1 lbs = 4.45 N. 1. Figure 8 describes definitions of dimension nomenclature (W and H). 2. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 3. Allowable loads have been increased using the tabulated value of Co for wind or earthquake loading. No further increase is allowed. 4. Duration of load increase shall not exceed 1.25. 5. Minimum lumber thickness shall be 21/2 inches to achieve tabulated allowable load values. HH4 Hanger Dimensions Typical HH Installation Figure 8 — HH Header Hangers Page 13 of 21 • • •• • Allowable Load Directions ••• �• .•• • • • • • • •• • • •• • •• • EVALUATION REPORT Number: TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 9: ALLOWABLE LOADS FOR THE L REINFORCING ANGLES MODEL NO. ANGLE LENGTH (L) (inches) FASTENERS (Quantity -Type) ALLOWABLE LOADS1'3.4 (lbs) •••• • • '. • Fi where CD = `•62 where C. = • • • • • .••• • 1.0 1.15 1.25 1.62 1.0 • • 115• • • 1.25 • • . 1.62 • • L30 3 4-10d x 1 % 245 250 250 250 245 `•L`/g • • 295 " •• . • 370 ' . • • L50 5 6-10d x 1 '/365 415 445 555 365 ` 415 . • • 45 .. . 555 ' L70 7 8-10d x 1 1/2 485 550 595 740 485 b 550` 1 • • 56..:. 740 • L90 9.. 10-10d x 1 1/2 610 690 740 925 610 690 740• • • 9251 ` SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. 1. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 2. Allowable loads have been increased for wind or earthquake loading. No further increase is allowed. 3. Minimum member thickness shall be 1% inches to achieve the tabulated allowable load values. 4. Connectors are required on both sides to achieve F2 loads in both directions. L Angle Typical L50 Installation and Allowable Load Directions Figure 9 — L Reinforcing Angles Page 14 of 21 .• • • ••• • • ••• •.i. • • •••• • •••• EVALUATION REPORT Number: TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 10: ALLOWABLE LOADS FOR LCE4 POST CAP MODEL NO. FASTENERS (Quantity -Type) ALLOWABLE LOADS1'2 (lbs) • • Uplift3 L'lteraf. • •• • • Beam Post CD=1.60 CBZ4.6e• '• LCE4 14-16d 10-16d 1,955 1,125• •• • • • •••• LCE4 (Mitered Corner) 14-16d 10-16d 985 • • • • • •' SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N • • ••• • ••• • •• • • • • • •• • • • • • • • • •• • • • • • 1. The loads have been increased using the tabulated value of CD for wind or earthquake loading, with:10 further increase allowed. Allowable loads shall be adjusted when other load durations govem. • • • • • • • 2. Loads apply only when used in pairs. Loads in table above are for each connector. ' •• 3. Uplift loads do not apply to splice conditions. LCE4 LCE4 (Mitered Corner) Figure 10 — LCE4 Post Cap Page 15 of 21 •' • • EVALUATION REPORT Number: Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 11: ALLOWABLE LOADS FOR LS SKEWABLE ANGLES MODEL NO. L (inches) FASTENERS (Quantity -Type) �� ALLOWABLE LOADS1'2 (lbs) . . ••• . . •••• .. . . .. Carried Member Carrying Member CD=1.0 CD=1.15 CD;1.11. • •••• CDAT.t• . •. • LS30 3 3/9 3-10d x 1% 3-10d x 1'/z 325 325 3245... :25.. • 3-10d 3-10d 355 395 3..14 •••• • P` • LS50 4 '/a 4-10d x 1'% 4-10d x 1'/ 475 540 VC: •: • • 565• • • 4-10d 4-10d 475 540 585 • • •• • Wr • • ••• • LS70 6' 5-10d x 11/2 5-10d x 1' 595 640 640 640•.: 5-10d 5-10d 595 675 730 915 LS90 7' 6-10d x 1% 6-10d x 1% 715 810 845 845 6-10d 6-10d 715 810 875 1,040 SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. 1. Tabulated allowable load capacities shall be selected based on duration of load as permitted by the applicable NDS edition. 2. Figure 11 indicates load directions. LS Adjustable BBend one time onty. Shipped at 45° LS Bend Angles Figure 11 — LS Skewable Angles Page 16 of 21 LS Installed EVALUATION REPORT Number: Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 12: ALLOWABLE LOADS FOR LTP4 AND LTP5 LATERAL TIE PLATES MODEL NO. CONNECTOR CONFIGURATION FASTENERS (Quantity -Type) ALLOWABLE LATERAL'. 6 •, : WOW (Ib%1 • • •• Ce=1.6! .••, Rim Board Plates LTP4 G 6-8d x 1% 6-8d x 1% 670 •••• H 6-8d x 1 1/2 6-8d x 1 % 600 • LTP5 2 G 6-8dx1'/z 6-8d x 1 % •••••620 :•• •4 H 6-8d x 1% 6-8d x 1 1/2 •••• 545 • • • • • • • SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. • • • ' ' • • • • • 1. The loads have been increased using the tabulated value of CD for wind or earthquake loading with no further increase allowed • Allowable loads shall be adjusted when other load durations govern •••••• • • • • • • 2. The LTP5 may be installed over wood structural panel sheathing no greater than '/:" thick. • • • • LTP4 LTP4 Typical Installations Figure 12 — LTP4 and LTP5 Lateral Tie Plates Page 17 of 21 • ••• • EVALUATION REPORT Number: TM Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 13: ALLOWABLE LOADS FOR RBC/RBCP ROOF BOUNDARY CLIPS MODEL NO. CONNECTION TYPE BEND ANGLE4 FASTENERS (Quantity -Type) ALLOWABLE • • •,.� LATERAL . I•ivADS;'2,3 (Ibs)• • • •Cot1.6 : . Plate Blocking RBC Inside 45 to 90° 6-10dx1 'A 6-10dx1 '/2 ...n35 •' Outside 0 to 29° • • • •435 foe 30 to 45° • • • •••480 • SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. •. ••• • • • .• • •• • • • • • • •• • •• • • • • • • • • 1. The loads have been increased using the tabulated value of Co for wind or earthquake loading with rto father increSse • • • allowed. Allowable loads shall be adjusted when other load durations govern. • • 2. Allowable loads are for one clip attached to blocking minimum 1'/2" thick. : • : • • • 3. RBCP replaces blocking fasteners with prongs. All load values are identical. Bend holes shall be aligned along lower edges • • • of block as shown in Figure 13 below. All prongs in the RBCP shall be pressed (not hammered) intpthe block such fiat there is no more than a 1/32 inch gap between the face of the block and the bottom surface of the RBS1. RDCP proIgs• • • • shall be installed in clear wood (no knots, etc.). • • • • •• 4. RBC/RBCP is shipped flat. Bending angle is measured from initial flat orientation. For inside installation, the bend angle = 90° - roof slope. For outside installation, the bend angle = roof slope. RBC 5314• RBCP RBC Inside Installation (RBCP Similar) RBC Outside Installation RBCP Outside Installation Figure 13 — RBC and RBCP Roof Boundary Clips Page 18 of 21 Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 14: ALLOWABLE LOADS FOR TJC37 TRUSS JACK CONNECTOR SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. 1. No load duration increase allowed. 2. Allowable loads are for vertical direction (uplift or download). TJC37 TJC37 Typical Installation • • • • • •• • • • •• • •• • • • ••• • • • • • Jack Truss Bottom Chord Figure 14 — TJC37 Truss Jack Connector Page 19 of 21 0°-67.5° TJC37 Bend Angles ALLOWABLE LOADS1'2 Where •""I Co=1.0 • •'• •••• FASTENERS (Quantity -Type) Co=1.15 •' • •• • MODEL NO. Co=1.25 •••• • Co=1.6 • (lbs.) •••. •• • Carrying Carried •••••61 to Member Member 0° Skew 1 to 60°Skew Skew. • 4-8dx1 % 4-8dx1 % 340 • 300 • • • • • 320 • • • TJC37 6-8dx1 % 6-8dx1 1/2 580 485 • • • • • 425 - - - SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. 1. No load duration increase allowed. 2. Allowable loads are for vertical direction (uplift or download). TJC37 TJC37 Typical Installation • • • • • •• • • • •• • •• • • • ••• • • • • • Jack Truss Bottom Chord Figure 14 — TJC37 Truss Jack Connector Page 19 of 21 0°-67.5° TJC37 Bend Angles Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 15: ALLOWABLE LOADS FOR Z PANEL STIFFENER CLIPS MODEL CLIP DIMENSIONS' (in) FASTENERS (Quantity -Type) ALLOWABLE DOWNI,OAV : Vy�gre • • • • • Col.O • • • • ••Er1.15 ••S•.• • •1 6 • • • • ...WA.) • •..• • • • • W H B TF Top Seat Z2 25/18 11/2 1 3/8 1 3/8 2-10d x 11/2 2-10d x 11/2 ••:•4€16 • •• • _ • Z4 11/2 31/2 21/8 1 3/4 1-16d 1-16d • • •$65 • (0. • Z44 21/2 31/2 2 13/8 2-16d 2-16d •.••__ • 6815• • G. SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. 1. Figure 15 provides definitions of clip dimension nomenclature (W, H, B, TF). 2. No load duration increase permitted. • • 3. Compression perpendicular -to -grain capacity for the joists bearing on the clips shall be verified in accordance with the applicable NDS edition and shall not exceed the allowable loads noted in the table. • • • • • •• • • ••• • • • • • • • • •••• • • •••• • •• • • • • Figure 15 — Z Panel Stiffener Clips Page 20 of 21 EVALUATION REPORT Number: Originally Issued: 08/2008 Revised: 08/29/2014 Valid Through: 08/2015 TABLE 16: ALLOWABLE LOADS FOR FWANZ FOUNDATION WALL ANGLES Model No. Sill Plate Fastener (Quantity -Type) Board Material •••• Al owablef2 Load. • • • • • •• • • •• Sill Plate Rim Board Co = 0.90 to .150 Co"'T.60 • FWANZ 2x4, 3x4, 2-2x4, 4x4 (8) 10d x 1% (5) 10d x 1'/ 1" OSB 895 .9595. :•$99• 1W OSB"`" 945 ••�TQ• ` 1'/:' I -Joist 945 ••1 85a ••93• : 1',17w1 11/4' LSL 945 : `r,Qld 1, 315 2x DF/SP 945 • 1,040 :•1,410 1'/;' LVL 945 ••1!05cP ••'048• 5 2x6, 3x6, 2-2x6, 4x6 (11) 10d x 1% (5) 10d x 1'/z 1" OSB 895 895 89!• 1W OSB 1,110 1,110 1,110 1%" I -Joist 1,135 1,135 1,135 11/4" LSL 1,220 1,220 1,220 2x DF/SP 1,300 1,440 1,445 1%" LVL 1,300 1,440 1,645 SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. 1. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 2. FWANZ lateral Fi load is equal to 310 lbs. No further increase in load permitted. 3. For simultaneous Fi and F2 loads, the connector shall be evaluated as follows: Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate + Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate s 1.0. The number of terms in the equation is dependent on the utilization of the connector in the structural system. 4. For joist/blocking spacing up to 16 inches on center FWANZ shall be centered between joists/blocking. For joist/blocking spacing greater than 16 inches on center but not exceeding 48 inches on center. The FWANZ shall be located within 4 inches of the adjacent joist/blocking. 5. Splice joint not permitted on rim board in same bay as FWANZ unless blocking is placed on both sides of the splice joint. 6. When floor joists are parallel to the rimboard, the structural design professional shall ensure proper load transfer from rimboard into the diaphragm. 7. When I -joist rim material is used, backer blocks shall be used and installed according to the I -Joist manufacturer's instructions. Typical Installation and Allowable Load Direction Figure 16 — FWANZ Foundation Wall Angles Page 21 of 21 8/8/2017 rofessiona LoM4 Regulation � w dba r ► OfFICE OF THE SECRETARY Florida Building Code Online •RPRmrISIONS CONTACT. De PR BCIS Home Log In 1 User Registration 1 Hot Topics i Submit Surcharge i Stats & Facts i Publications FBC Staff 1 BCIS Site Map i Unks 1 Search 1 Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application Ust > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email FL13872-R2 Revision -- 2014 2014 Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. 'Simpson Strong -Tie Co. 2221 Country Lane McKinney, TX 75070 (972) 439-3029 rshackelford@strongtie.com Authorized Signature Randall Shackelford rshackelford@strongtie.com Technical Representative Randall Shackelford (new) Address/Phone/Email 2221 Country Lane McKinney, TX 75069 (972) 439-3029 rshackelford@strongtie.com Quality Assurance Representative Shelby Troth Address/Phone/Email Category Subcategory Compliance Method 5956 W. Las Positas Blvd Pleasanton, CA 94588 (925) 560-9000 Ext 9049 stroth@strongtie.com Structural Components 'Wood Connectors •••• • • • • •••• • • • • •• • • •• • • • • • •••• • • • • •••• •• • • • • • • • • •••• • •• • • •• • • • • • • •• •• • •• • •• • • • • • • • • • • • • • a • •• • ••• • • • • • • • Evaluation Report from a Product Evaluation Entity Evaluation Entity IAPMO Uniform Evaluation Services LLC. Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2017 Validated By IAPMO Uniform ES to of Independence FL13872 R2 COI CERTIFICATE OF INDEPENDENCE IAPMO UES.PDF tandard and Year (of Standard) of Product Standards • Standard ar AISI S100, Sl, S2 2007 ASTM D1761 2000 ASTM D7147 2005 Approved Testing Lab FL13872 R2 Eauiv D1761 and D7147 Eauivalence.odf https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv%2bFd42duxgbkmgFNpVboJtDUv3GmJ7E5a2NwSzN04xQw%3d%3d 1/4 8/8/2017 Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option C Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Go to Page 06/05/2015 06/09/2015 06/15/2015 0 0 Page 1/ 2 0 0 FL # Model, Number or Name Description 13872.1 CMST12, CMST14, CMSTC16, CS14, CS16, CS18, CS20, CS22 Coiled Straps 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 • • • • FL13872 R2 II ER 0124 CFS Connc.odf • • • • • • Verified By: IAPMO Uniform EtaIuatiotl Servicgs LI.S Created by Independent Third Party: • • • • Evaluation Reports •••• FL13872 R2 AE ER 0124 CF6s.ss•adf • •• • •• •• •••• • • • •••• • •••• • • 13872.2 FCB43.5, FCB45.5, FCB47.5, FCB49.5,FCB411.5 Framing Fixed -Clip Connector •..„• • • • • • • • • 1141 (II of Use Installation Instructions • •Limits • Approved for use in HVHZ: Yes FL13872 R2 II ER 0238 CFS Clii .ggf Verified By: IAPMO Uniform EVuaaiore Services Approved for use outside HVHZ: Yes LLC. Impact Resistant: N/A Created by Independent Third•Party: • ' • ' Design Pressure: N/A Evaluation Reports • • • • Other: FL13872 R2 AE ER 0238 CFS Cyd a if • 13872.3 HRS6, HRS8, HRS12, FHA6, FHA9, FHAl2, FHA18, FHA24, FHA30, MSTI26, MSTI36, MSTI48, MSTI60, MSTI72, S/MST27, S/MST37, S/MST48 Straps 97 mil (12 ga) Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: When resisting wind uplift, supplemental connectors may be required to achieve 700# uplift for HVHZ. Installation Instructions FL13872 R2 II ER 0124 CFS Conns.odf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL13872 R2 AE ER 0124 CFS Conns.odf 13872.4 HTS16, HTS20, HTS24, HTS28, HTS30, HTS30C Heavy Twist Straps 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 FL13872 R2 II ER 0124 CFS Conns.odf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL13872 R2 AE ER 0124 CFS Conns.odf 13872.5 LSTA30, LSTA36, LSTI49, LSTI73, MSTA9, MSTA12, MSTA15, MSTA18, MSTA21, MSTA24 Straps 43 mil (18 ga) 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 FL13872 R2 II ER 0124 CFS Conns.odf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL13872 R2 AE ER 0124 CFS Conns.odf 13872.6 LSTA9, LSTA12, LSTA15, LSTA18, LSTA21, LSTA24, ST292, ST2122, ST2115, ST2215 Straps 33 mil (20 ga) Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Installation Instructions FL13872 R2 II ER 0124 CFS Conns.odf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: ••• • • ••• •••• • • • •••• • •••• • https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv%2bFd42duxgbkmgFNpVboJtDUv3GmJ7E5a2NwSzN04xQw%3d%3d 2/4 8/8/2017 Florida Building Code Online Design Pressure: N/A Other: When resisting wind uplift, supplemental connectors may be required to achieve 700# uplift for HVHZ. Evaluation Reports FL13872 R2 AE ER 0124 CFS Conns.Ddf 13872.7 LSUBH3.25, SUBH3.25, MSUBH3.25 Bridging Connector Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL13872 R2 II ER 0124 CFS Conns.Ddf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL13872 R2 AE ER 0124 CFS Conns.pdf 13872.8 LTP5 Lateral Tie Plate Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: This product has not been evaluated for uplift resistance. Installation Instructions FL13872 R2 II ER 0124 CFS Conns.pdf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL13872 R2 AE ER 0124 CFS Conns.Ddf 13872.9 LTS12, LTS16, LTS18, LTS20 Light Twist Straps •••• 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 • • • •••• • FL13872 R2 II ER 0124 CFS cQrfns,df • • • • • • • • • • Verified By: IAPMO Uniform Evaluation Servickg tioc• Created by Independent Third Pa'ryP' Evaluation Reports • FL13872 R2 AE ER 0124 CFS•CpsIes.pdf • • • • • • • • 13872.10 MSTA30, MSTA36, ST6215, ST6224, ST9, ST12, ST18, ST22, MSTC28, MSTC40, MSTC52 Straps 54 mil (16 ga) ••• • • • • • • • • • • • • • • 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 • • • FL13872 R2 II ER 0124 CFS'Conns.pdf • • • • • • Verified By: IAPMO Uniform Evaluatier Services LLC. Created by Independent Third'P,aity:. • • • • Evaluation Reports '•• FL13872 R2 AE ER 0124 CFS Conns.odf l 13872.11 MSTC66, MSTC78, ST6236 Straps 68 mil (14 ga) 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 FL13872 R2 II ER 0124 CFS Conns.odf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL13872 R2 AE ER 0124 CFS Conns.Ddf 13872.12 MTS12, MTS16, MTS18, MTS20, MTS30, MTS24C, MTS30C Medium Twist Straps 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 FL13872 R2 II ER 0124 CFS Conns.odf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL13872 R2 AE ER 0124 CFS Conns.Ddf 13872.13 S/BA, S/B, S/LBV, S/JCT, S/HJCT 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: When resisting wind uplift, supplemental connectors may be required to achieve 700# uplift for HVHZ. Installation Instructions FL13872 R2 II ER 0124 CFS Conns.odf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL13872 R2 AE ER 0124 CFS Conns,odf 13872.14 S/H1A Hurricane Tie Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: When resisting wind uplift, supplemental connectors may be required to achieve 700# uplift for HVHZ. Installation Instructions FL13872 R2 II ER 0124 CFS Conns.odf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL13872 R2 AE ER 0124 CFS Conns.odf 13872.15 S/HD8S, S/HD8B, S/HD1OS, Holdowns https://floridabuild ing.org/pr/pr_app_dtl. aspx?para m=wGEVXQwtDgv%2bFd42d uxgbkmg FN pVboAD Uv3GmJ7E5a2NwSzN04xQw%3d%3d •••• • • • •••• • •••• • ••• • • ••• •••• • •• •••• • •••• • 3/4 8/8/2017 Florida Building Code Online 1S/HD10B, S/HD15S, S/HD15B 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 FL13872 R2 II ER 0124 CFS Conns.odf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL13872 R2 AE ER 0124 CFS Conns.pdf 13872.16 S/HDU4, S/HDU6, S/HDU9, S/HDU11 Holdowns 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 FL13872 R2 II' ER 0124 CFS Conns.odf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL13872 R2 AE ER 0124 CFS Conns.odf 13872.17 S/LTT20, S/DTT2Z, S/HTT14, HTT4, HTT5 Holdowns 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 FL13872 R2 II ER 0124 CFS Conns.odf 4141 Verified By: IAPMO Uniform Evaluation Service/ilia. Created by Independent Thir L Party • •••• • Evaluation Reports • • • ••- FL13872 R2 AE ER 0124 CFS•ConnS.pdf : •••„ •••. 'ow 13872.18 S/MST60, S/MST72 • • Straps 118 mil (10 ga) • • • 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 •• • • •• •• •• •• FL13872 R2 II ER 0124 CFS EOrfiS.pdf • • • • • • • Verified By: IAPMO Uniform EtiallIatioli Services LLCa Created by Independent Thir ,aI1 ' • ••• • • • Evaluation Reports FL13872 R2 AE ER 0124 CFrObVC•odf • • • • - 13872.19 SCB43.5, SCB45.5, SCB47.5, SCB49.5, SCB411.5 Bypass Framing Slide Clip • • • • • •• • •• Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions • • FL13872 R2 II ER 0238 CFS CIios.pdf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL13872 R2 AE ER 0238 CFS Clios.odf 13872.20 SCW3.25, SCW5.5 Head of Wall Slide Clip Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL13872 R2 II ER 0238 CFS Clips.odf Verified By: IAPMO Uniform Evaluation Services LLC. Created by Independent Third Party: Evaluation Reports FL13872 R2 AE ER 0238 CFS Clios.pdf Go to Page [Next 00Page 1/200 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 emalls provided may be used for official communication with the licensee. However email addresses are public record. 0 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: 1741 1111 Credit Card Safe ,t't Urll\ \iI- i ltit • •••• • •• •••• • •••• • ••• • • ••• •••• • •• •••• • •••• https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv%2bFd42duxgbkmgFNpVboADUv3GmJ7E5a2NwSzN04xQw%3d%3d 4/4 • �SEVALUATION ICC -ES Report ICC -ES 1 (800) 423-6587 1 (562) 699-0543 1 www.icc-es.org Most Widely Accepted and Trusted ESR -2105 Valid: 01/15 to 01/16 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: .•.• • . .•.• • . . •. • • • • •• • • • • • • •••• • • • •••• •• • • • • • •• • • • ••••• • • •• • • •• •• • • • SIMPSON STRONG -TIE COMPANY INC. ; •• ,• 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: SIMPSON STRONG -TIE STRAPS ICC —� ICC , ICC —� b c PMG LISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" •• • • • • • • •• • • • • • •• ••• • • • • • 1BIM\ A Subsidiary of INTERNATIONAL /CC -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 © 2014 Mo r...r Pismo FOIXICT CUTIPIWINI ICCSERVICEVAE LUATION Most Widely Accepted and Trusted ICC -ES Evaluation Report ESR -2105 Reissued January 2015 This report is subject to renewal January 2016. www.icc-es.org I (800) 423-6587 1 (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: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.stronutie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE STRAPS 1.0 EVALUATION SCOPE Compliance with the following codes: • 2012, 2009 and 2006 International Building Code® (IBC) • 2012, 2009 and 2006 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES The Simpson Strong -Tie FHA, HST, LSTA, LSTI, MST, MSTA, MSTC, MSTI, and ST Series Straight Tie Straps; CMST and CS Series Coiled Tie Straps; MSTC16 Coiled Tie Strap; CTS218 Compression/Tension Straps; and the MSTCB3 Pre-bent Tie Straps are used to transfer between wood members wind or seismic loads resulting from the critical load combination in accordance with Section 1605.3 of the IBC where allowable stress equations are used. The straps may also be used in structures regulated by the IRC where an engineered design is submitted in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 Straight Tie Straps: The FHA, HST, LSTA, LSTI, MST, MSTA, MSTC, MSTI, and ST Series straight tie straps are supplied in manufacturer -designated lengths with prepunched holes for nails or bolts. 3.1.1 FHA Series: The FHA Series tie straps are 63/8 to 30 inches (162 to 762 mm) long, and have a constant width of 13/16 inches (30.2 mm). The total strap width between longitudinal edges is 17/16 inches (36.5 mm). The longitudinal edges of the tie straps have 1/4 -inch -deep (6.4 mm) notches that are spaced 2 inches (51 mm) on center. Each end of an FHA strap has four 11/64 -inch - diameter (4.3 mm) prepunched nail holes. See Figure 1 for a drawing of the FHA Series tie straps. See Table 1 for strap dimensions, fastener schedules, and allowable tension loads. .... 3.1.2 ST Series: The ST9, $T12, .ST18, aed.St 22 straps are 9 to 215/8 inches (22$.18 349 mre) Ian@ and 11/4 inches (31.8 mm) wide. W. OOP hdt,aigie0enly spaced 11/64 -inch -diameter (4. ,,r Q• prepunchgd nail holes. One end of each strap has a Aired pror9" which is formed from the steel strap. See.Nure•2 for ai dliawisg of the ST9, ST12, ST18, and ST 22 tig scraps. The ST292, ST2122, ST2215., 715, STOW, 'and ST6236 straps are 95/16 to 3f16, finches 236.5 to 858.8 mm) long, and have a consItant'wifth of 016 igiches (46 mm). The total strap width between longitut1 it>tif edges is 21/16 inches (52.4 mm). Notchos ate g/32 inch (,7.1 mm) deep and are spaced 13/4 inches t44.t mm)'on .center. Each longitudinal edge of an ST strap has a row of 11/64 -inch -diameter (4.3 mm) prepunched nail holes, spaced 13/4 inches (44.5 mm) on center. See Figure 3 for a drawing of the ST292, ST2122, ST2215, ST6215, ST6224, and ST6236 tie straps. The ST2115 strap is 166/16 inches (414.3 mm) long and 3/4 inch (19.1 mm) wide, and has one row of 11/64 -inch - diameter (4.3 mm), prepunched nail holes, spaced 15/8 inches (41.3 mm) on center. See Figure 4 for a drawing of the ST2115 tie strap. See Table 1 for ST Series tie strap dimensions, fastener schedules, and allowable tension loads. 3.1.3 HST Series: The HST Series tie straps are either 211/4 or 251/2 inches (540 or 648 mm) long and from 21/2 to 6 inches (63.5 to 152 mm) wide. Each end of an HST strap has either three or six prepunched holes to accommodate 5/8 -inch- or 3/4 -inch -diameter (15.9 and 19.1 mm) bolts. The spacing and the location of the bolt holes in the strap length comply with the code -required bolt spacing and end distances. See Figure 5 for a drawing of the HST Series tie straps. See Table 2 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.4 MST Series: The MST Series tie straps are 27 to 72 inches (686 to 1829 mm) long and 21/16 inches (52.4 mm) wide. Each strap has two rows of 11/64 -inch - diameter (4.3 mm) prepunched nail holes spaced 13/4 inches (43.7 mm) on center. Additionally, the straps have 5/8 -inch -diameter (15.9 mm) prepunched bolt holes ICC -ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed, nor are they to he 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. semis ANSI Copyright ® 2014 Page 1 of 10 ESR -2105 I Most Widely Accepted and Trusted spaced 51/4 inches (133.4 mm) on center. See Figure 6 for a drawing of the MST Series tie straps. See Table 2 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.5 LSTA and MSTA Series: The LSTA and MSTA Series tie straps are 9 to 49 inches (229 to 1245 mm) long and 11/4 inches (32 mm) wide. Each strap has one row of staggered 11/64 -inch -diameter (4.3 mm) prepunched nail holes. The MSTA49 has 5/32 -inch -diameter (4.0 mm) prepunched nail holes. Longitudinal spacing (pitch) of consecutive holes is 11/2 inches (38 mm), and the transverse distance (gage) between staggered holes is 9/16 inch (14.3 mm). For the MSTA49, the longitudinal spacing (pitch) of consecutive holes is 117/32 inches (38.9 mm), and the transverse distance (gage) between staggered holes is 1/2 inch (12.7 mm). Both ends of every strap (except for the MSTA49) has one nail hole located between the last two staggered holes. See Figure 7 for a drawing of the LSTA and MSTA Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.6 LSTI Series: The LSTI Series tie straps are either 49 or 73 inches (1244 or 1854 mm) long and 33/4 inches 95.3 mm) wide. Each strap has two rows of staggered /32 -inch -diameter (4.0 mm) prepunched nail holes. Longitudinal spacing (pitch) of consecutive holes in a row is 3 inches (76 mm), and the transverse distance (gage) between staggered holes in a row is 3/8 inch (9.5 mm). See Figure 8 for a drawing of the LSTI Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.7 MSTI Series: The MSTI Series tie straps are 21/16 inches (52.4 mm) wide and from 26 to 72 inches (660 to 1829 mm) long. Each strap has three rows of 5/32 -inch - diameter (4.0 mm) prepunched nail holes spaced 3 inches (76 mm) on center. The holes in adjacent rows are offset by 1 inch (25.4 mm), resulting in one nail hole per inch of strap. See Figure 9 for a drawing of the MSTI Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.8 MSTC Series: The MSTC Series tie straps are 281/4 to 773/4 inches (718 to 1975 mm) long and 3 inches (76.2 mm) wide. The straps have two rows of staggered prepunched holes spaced 11/2 inches (38.1 mm), measured from center -to -center of holes. On the nail head side of the strap, the holes are oblong and measure 3/64 inch wide by 9/32 inch long (5.1 mm by 7.1 mm), and are chamfered at 120 degrees. On the wood side of the strap, the holes are 11/64 inch wide by 1/4 inch long (4.4 mm by 6.4 mm). The long direction of the nail holes is perpendicular to the length of the strap. See Figure 10 for a drawing of the MSTC Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.2 Coiled Tie Straps: The CS Series, CMST Series, and CMSTC16 tie straps are supplied in coils and are cut to a specified length at the jobsite for engineered applications where the connected wood members are not abutting each other. 3.2.1 CS Series: The CS14, CS16, CS18, CS20, and CS22 straps are supplied as 100-, 150-, 200-, 250-, and 300 -foot -long (30.5, 45.7, 61.0, 76.2, and 91.4 m) coils, respectively. The coiled steel is 11/4 inches (32 mm) wide and has two rows of prepunched, 5/32 -inch -diameter (4.0 mm) holes. The longitudinal spacing of the holes in Page 2 of 10 each row is 21/16 inches (52.4 mm). See Figure 11 for a drawing of the CS Series tie straps and Figure 14 for a typical installation. See Table 4 for strap dimensions, fastener schedules, and allowable tension loads. 3.2.2 CMST Series: The CMST12 strap is supplied as a 40 -foot -long (12.19 m) coil, and the CMST14 strap is supplied as a 521/2 -foot -long (16.0 m) coil. The coiled steel is 3 inches (76 mm) wide and has two rows of prepunched round holes with 11/64 -inch (4.3 mm) diameters, and two rows of equilateral triangular holes sized to circumscribe an 11/64 -inch -diameter (4.3 mm) hole. The longitudinal spacing of the round and triangular holes in each row is 3.5 inches (88.9 mm). See Figure 12 for a drawing of the CMST14 tie strap, and Figure 13 for a typical installation. See Table 4 for strap dimensions, fastener schedules, and allowable tension loads. 3.2.3 CMSTC16: The CMSTC16 strap is supplied as a 54 -foot -long (16.46 m) coil. The width of the coiled steel is 3 inches (76.2 mm). The strap has two rows of gtvgered prepunched holes spaced 11/2 itches t3$.1.'him), measured from center-to-centers:111,Am. On ttie roil head side of the strap, the holes are obrong and•essure 1/4 inch wide by 1/64 inch long re.� mm by 8.3� mmm), and are chamfered at 120 degrees.'O?i'tfMM wood side of the strap, the holes are 11/64 inch wi dl % inch la/ig (4.4 mm by 6.4 mm). See Figure 13 for a Ortfvfng of th2 CI 1STC16 tie strap and Figure 13 for a typksZfisrallatiorr e2lable 4 for strap dimensions, fastener•s+chedules, and a$Iewable tension loads. • • . • 3.3 Compression/Tension Still's: The CTS Series compression/tdhAptr :trap is,wppliod in manufacturer -designated lengths with pre-punchetioDoles for nails or Simpson Strong -Tie SD Series wood screws (ESR -3046). The straps have unique rolled edges and embossments allowing the straps to span gaps to partially restore compression as well as tension capacity to the notched or cut wood lumber framing. The CTS218 is 11/2 inches wide by 17 7/8 inches long (38 by 454 mm). The flat portion of the strap is 13/8 inches wide (35 mm) and the rolled edge is 3/6 inch deep (9.5 mm). The strap has one row of staggered 5/32 -inch - diameter (4.0 mm) prepunched fastener holes. Longitudinal spacing of consecutive holes is 1/2 inch (12.7 mm), and the transverse distance between staggered holes is 3/8 inch (9.5 mm). There are 24 total prepunched holes, 12 holes on either side of a 65/16 -inch -long gap (161 mm). A 53/4 -inch -long -by -9/32 -inch -deep (147 by 7.1 mm) embossment is centered in the gap and on the strap. See Figure 15 for a drawing of the CTS218 strap and Figure 16 for a typical installation. See Table 5 for strap quantities, fastener schedule, and allowable tensile and compressive loads. 3.4 Pre -Bent Straps: The MSTC48B3 and MSTC66B3 are pre-bent straps designed to transfer tension load from an upper -story wood column or post to joists or a beam at the story below. The MSTC48B3 and MSTC66B3 pre-bent tie straps are 447/8 and 627/8 inches (1140 and 1597 mm) long, respectively, and 3 inches (76.2 mm) wide. The straps have two rows of staggered prepunched holes spaced 11/2 inches (38.1 mm), measured from center -to -center of holes. On the nail head side of the strap, the holes are oblong and measure 13/64 inch wide by 9/32 inch long (5.1 mm by 7.1 mm), and are chamfered at 120 degrees. On the wood side of the strap, the holes are 11/64 inch wide by 1/4 inch • • •• • • • .�• • • • • ESR -2105 I Most Widely Accepted and Trusted Page 3 of 10 long (4.4 mm by 6.4 mm). The long direction of the nail holes is perpendicular to the length of the strap. See Figure 17 for drawings of the MSTCB3 Series pre-bent tie straps. See Table 6 for strap dimensions, fastener schedules, and allowable tension loads. 3.5 Materials: 3.5.1 Steel: The tie straps described in this report are manufactured from galvanized steel complying with ASTM A653, SS designation, and minimum G90 zinc coating specifications, except for the HST3 and HST6 tie straps, which are manufactured from galvanized steel complying with ASTM A1011, and the MST48, MST60, and MST72 tie straps, which are manufactured from galvanized steel complying with Simpson Strong -Tie's published specification for steel. Refer to the tables in this report for the minimum specified yield and tensile strengths, Fy and F,,, respectively, of the steel for each strap described in this report. Some models are available with a G185 continuous sheet galvanization in accordance with ASTM A653. The model numbers of tie straps with a G185 zinc coating are followed by the letter Z. Some models are available with a batch hot -dip galvanized coating with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total for both sides, in accordance with ASTM A123. The model numbers of tie straps with a batch hot -dipped zinc coating are followed by the letters HDG. The galvanized steel tie straps have the following minimum base -metal thicknesses: GAGE BASE -METAL THICKNESS (inch) No. 3 0.2285 No. 7 0.1715 No. 10 0.1275 No. 12 0.0975 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0334 3.5.2 Wood: Wood members with which the tie straps are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber). The thickness (depth) of the wood main member must be equal to or greater than the length of the fasteners specified in the tables in this report, unless the reduced penetration effect on the load calculation per the applicable National Design Specification for Wood Construction and its Supplement (NDS) is taken into account, or as required by wood member design, whichever is greater. 3.5.3 Fasteners: Nails must comply with ASTM F1667 and have minimum bending yield strength, Fyb, of 90,000 psi (620.1 MPa). Bolts used with the MST and HST Series tie straps must as a minimum comply with ASTM F1554 -07a Grade 36 and have a minimum bending yield strength of 45,000 psi (310.1 MPa). Fasteners used in contact with preservative -treated or fire -retardant -treated lumber must, as a minimum, comply with IBC Section 2304.9.5, 2012 and 2009 IRC Section R317.3 or 2006 IRC Section R319.3, as applicable. The lumber treater or report holder should be contacted for recommendations on minimum corrosion resistance and connection capacities of fasteners used with the specific proprietary preservative -treated or fire -retardant -treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: Tabulated allowable tension loads in this evaluation report are based on allowable stress design and are the lesser of the tie strap steel strength or the connection strength. When connection strength governs, the tabulated allowable loads include the load duration factor, CO, corresponding to design wind and seismic loads in accordance with the NDS. Tabulated allowable loads are for tie straps cerlig8ted to wood used under continuously cry irlt2cjor condltfdh%, and where sustained temperatures are•100°F (37.8;C)•dtless. When tie straps are fastened tb woodhaving a moisture content greater than 19 percent ( eeteent for engineered wood products), or where wet ANA, is e4Actetl. the allowable tension loads based or? f/stener latbral•design values in this evaluation report inwstk adjurt'jf by, the wet service factor, CM, specified the NDS. • • • When tie straps are conneVh8; 14 wood that will experience sustained exposure t0 tempdrature$ griming 100°F (37.7°C), the allowable Zoadds• in this* evaluation report must be adjusted by the atemperature• tdt to ; Cr, specified in the NDS. • • Connected wood members must be analyzed for load - carrying capacity at the tie strap connection in accordance with the NDS. 4.2 Installation: Installation of the tie straps must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie Straight and Coiled Tie Straps 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 tie straps must be manufactured, identified, and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 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 statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 of this report and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.3.2 and 3.3.3 of this report. ESR -2105 I Most Widely Accepted and Trusted Page 4 of 10 5.5 Use of tie straps with preservative -treated and fire - retardant -treated lumber is outside the scope of this report. Use of fasteners with treated lumber must comply with Section 3.3.3 of this report. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC -ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2010 (editorially revised December 2011). 6.2 Structural calculations. 6.3 Quality documentation. 7.0 IDENTIFICATION Each tie strap described in this report is identified with a die -stamped label or an adhesive label, indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR -2523) which contains a summary of all the product model numbers in the ICC -ES evaluation reports issued to this manufacturer. TABLE 1—ALLOWABLE TENSION LOADS FOR THE ST AND FHA SERIES TIE STRAPS MODEL SERIES MODEL NO. 11E STRAP PROPERTIES COMMON NAILS' (Total Quantity -Size) ALLOWABLE TENSION LOADS 2'3'4 (lbs.) Thickness (Gage No.) Length (inches) Minimum Fy (ksi) Minimum F. (ksi) Co = 1.6 •••• FHA FHA6 12 63/8 33 45 8-16d • • 945 •••• FHA9 12 9 33 45 8-16d • • • • :945 • • • FHAl2 12 115/8 33 45 8-16d 945 • • • • • • FHA18 12 173/4 33 45 8-16d _ 945 • FHA24 12 232/8 33 45 8-16d •••••94.5 • • _ • _ FHA30 12 30 33 45 8-16d • •••• 945 • (4. ST ST292 20 95/16 33 45 12-16d - :265(5) : • • • • ST2122 20 1213/16 40 55 16-16d • • • •1,530(5) • • • ST2115 20 165/16 50 65 10-16d • D60(5) • ST2215 20 165/16 50 65 20-16d • 1!875(5) • • ST6215 16 165/16 33 45 20-16d • •2.095(5) • ST6224 16 235/16 40 55 28-16d • • 2•,540(5) • • • • ST6236 14 3313/16 50 65 40-16d 3,845(5' • • ST9 16 9 33 45 8-16d 885 ST12 16 115/8 33 45 10-16d 1,105 ST18 16 17'/4 33 45 14-16d 1,420(5) 1ST22 16 215/8 33 45 18-16d 1,420(5) For SI: .1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Quantity of fasteners is the minimum number of common nails required to achieve the tabulated allowable loads. One half of the tabulated quantity must be installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. 2Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. Allowable tension loads are the lesser of the tie strap steel strength or the connection strength. 4Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 11.3.1 from the NDS, where the side member (i.e., the steel tie strap) dowel bearing strength, Fes, is equal to 2.2F,1Co, where Co equals 1.6 as shown in the table, and where F. equals the minimum specified tensile strength value of the steel shown in the table. The tabulated allowable tension loads govemed by connection strength have been multiplied by the load duration factor, CD, noted in the table, and are not permitted to be adjusted for other load durations. 5The tabulated allowable tension load is govemed by steel strength, and does not include a one-third stress increase or the load duration factor, Co. The steel strength is the lesser of yielding at the gross section of the strap, the fracture in the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI S100 -07/S2-10 (2012 IBC), Section C2 of AISI S100-07 (2009 IBC) or AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members) (2006 IBC). ��—FMA3p FHA24 .JTZ- iv• cr ' . • . . —FHA18 FHA/2FHA9--�:1 FIGURE 1—FHA SERIES TIE STRAPS 2Fa - '- 0 +f Tl--sra38 FHA6 r• -3T6224 s22tml1k 612122 FIGURE 3—ST SERIES TIE STRAPS ST292 T—ST22I t--ST18 --Si12 ST9 —+ FIGURE 2—ST SERIES TIE STRAPS E 16Vie FIGURE 4—ST2115 TIE STRAP • ESR -2105 I Most Widely Accepted and Trusted Page 5 of 10 TABLE 2—ALLOWABLE TENSION LOADS FOR THE HST AND MST SERIES TIE STRAPS MODEL SERIES MODE NO. TIE STRAP PROPERTIES FASTENERS' (Quantity–Size) ALLOWABLE TENSION LOADS2'3,4'5 (lbs.) CD= 1.6 Thick. (Gage No.) Length (in.) Min. Fy (ksi) Min. F„ (ksi) Nails Bolts Nails Bolts Wood Member Thickness (in.) 3 31/2 51/2 HST HST2 7 211/4 40 55 — 6-5/8" — 5,280 5,260 5,220 HST5 7 211/4 40 55 — 12-5/8" — 10,560 10,605 10,650 HST3 3 251/2 33 52 - 6-3/4" — 6,875 7,740 7,680 HST6 3 251/2 33 52 — 12-3/4" — 13,545 15,240 15,475 MST MST27 12 27 40 55 30-16d 4–'/2' 3,705 2,175 2,170 2,165 MST37 12 371/2 40 55 42-16d 6-1/2" 5,080 3,075 3,060 3,030 MST48 12 48 42 56 50-16d 8-1/2" 5,310(6) 3,695(6) 3,695(6) 3,675 MST60 10 60 42 56 68-16d 10-1/2' 6,730(61 4,665 4,605 " • ,490 MST72 10 72 42 56 68-16d 10-1/2' 6,730 (6) 4,05 . 4,605.4 •,41X90 • For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. • • • • • • • • • • • 'Quantity of fasteners is the total number of common nails or bolts, but not both, required to achieve the tabulated allowable loads. Orle half of • • the tabulated quantity must be installed in each wood member forming the connection. Fasteners must comply AI ecfion 3.3.3 of this report. •••• • • • • • 2Allowable tension loads for nailed and bolted connections are not cumulative. • •••• • • • • • • 3Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivAppt ryipimum 9piecifie • • g ra v ity of 0.50. •••••• ••• • •••• 4Allowable tension loads are the lesser of the tie strap steel strength or the connection strength.• • • Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection str;rigtlitderived by • multiplying the number of fasteners by the minimum value from the yield mode equations in Section 11.3.1 from tie NDS!where tiv jip/gI bearing strength, Fes, of the side member (i.e., the steel tie strap) is equal to 2.2F8/CD for nailed and bolted connections,oNhere the load duration factor, CD, equals 1.6 as shown in the table, and where the minimum specified tensile strength, F. of theStpestr'dp is as sjipwn r the • table. For bolted connections, the tabulated allowable tension loads include the load duration factor, CD, noted in the table, and the appl)ble *The action factor, C9. The tabulated allowable tension load is governed by steel strength, and does not include a one-third stress increase or the load duration factor, CD. The steel strength is the lesser of yielding at the gross section of the strap, the fracture in the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI S100 -07/S2-10 (2012 IBC), Section C2 of AISI S100-07 (2009 IBC) or AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members) (2006 IBC). oil /.1 216:1 HST2 and HST5 1 /i 3" HST3 and HST6 HST2 HST3 HST5 HST6 • i HST2 = 21i't" t HST3 = 3" HST5 = 5" HST6 = 6" 4 FIGURE 5 --HST SERIES TIE STRAP 2v: a o 1.4'7 51?-.n-"ri'n.►-_ . I. j7 o of o o i G 1s. i H T MST72 }" MST130 .{ MST48 MST37 M3T7r FIGURE 6—MST SERIES TIE STRAP ESR -2105 I Most Widely Accepted and Trusted Page 6 of 10 TABLE 3—ALLOWABLE TENSION LOADS FOR THE LSTA, MSTA, LSTI, AND MSTI SERIES TIE STRAPS MODEL SERIES MODEL NO. TIE STRAP PROPERTIES ' (Total Q al t tyLS-Size) ALLOWABLE TENSION LOADS2'3,4 (lbs.) Thickness (Gage No.) Length (inches) Min. Fy (ksi) Min. F„ (ksi) co = 1.6 LSTA LSTA9 20 9 50 65 8-10d common 740 LSTA12 20 12 50 65 10-10d common 925 LSTA15 20 15 50 65 12-10d common 1,110 LSTA18 20 18 50 65 14-10d common 1,235(5) LSTA21 20 21 50 65 16-10d common 1,235(5) LSTA24 20 24 50 65 18-10d common 1,235(5) LSTA30 18 30 50 65 22-10d common 1,640(5) LSTA36 18 36 50 65 24-10d common 1,6405) MSTA MSTA9 18 9 50 65 8-10d common 750 MSTA12 18 12 50 65 10-10d common 2"••• MSTA15 18 15 50 65 12-10dcommort• ••• 1,fi30•• MSTA18 18 18 50 65 14-10d common • • • 1:3146• • • MSTA21 18 21 50 65 16-10d common • 1,505• • -- - . MSTA24 18 24 50 65 18-10d common • • • • 1440(5) • MSTA30 16 30 50 65 22-10d common • • • • • 2,a5054 • MSTA36 16 36 50 65 26-10d common• • • • • • 2,410'5' • • • MSTA49 16 49 50 65 26-10d common• • ' • 2,G20(5• • LSTI LSTI49 18 49 40 55 32-10dx11/2 commas •; • _ 2,975. LSTI73 18 73 40 55 • 48-10dx11/2 common _ 4,i0•34,5•• • MSTI MSTI26 12 26 40 55 26-10dx1'/2 comm•e•' : '1.2078 • MSTI36 12 36 40 55 36-10dx11/2 common 3,800 • •: MSTI48 12 48 40 55 48-10dx1'/2 common 5,065 MSTI60 12 60 40 55 60-10d x11/2 common 5,080(5) MSTI72 12 72 40 55 72-10d x11/2 common 5,080(5) MSTC MSTC28 16 281/4 50 65 36-16d sinker 3,455 MSTC40 16 401/4 50 65 52-16d sinker 4,745(5) MSTC52 16 521/4 50 65 62-16d sinker 4,745(5) MSTC66 14 653/4 50 65 76-16d sinker 5,8605) MSTC78 14 773/4 50 65 76-16d sinker 5,860(5) For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Total fasteners are the minimum number of nails required to achieve the tabulated allowable loads. One half of the total must be installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. 2Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. Allowable tension loads are the lesser of the tie strap steel strength or the connection strength. 'Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 11.3.1 from the NDS, where the side member (i.e., the steel tie strap) dowel bearing strength, Fes, is equal to 2.2F„/Co, where the load duration factor, CD, equals 1.6 as shown in the table, and where the minimum specified tensile strength, F„ of the steel strap is as shown in the table. The tabulated allowable tension loads governed by connection strength have been multiplied by the load duration factor, CD, noted in the table. The tabulated allowable tension load is govemed by steel strength, and does not include a one-third stress increase or the load duration factor, CO. The steel strength is the lesser of yielding at the gross section of the strap, the fracture in the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI S100 -07/S2-10 (2012 IBC), Section C2 of AISI S100-07 (2009 IBC) or AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members) (2006 IBC). ESR -2105 I Most Widely Accepted and Trusted Page 7 of 10 —0111/21"- 11/4"[• • . . I -3«H • 1 .1 1 • • • • • • •I •I 1 •I • LSTA36 LSTA24 LSTA18 LSTA30 LSTA21 LSTA12 LSTA15 LSTA9 —.- FIGURE 7—LSTA SERIES (MSTA SERIES SIMILAR) TIE STRAP Oho Vie" ••• • o ° e to • • • • 0 0 1�• � o d • o • b o 6• • 6 0l • o o ��%e• . e • �iY°• 1•0 = • 1ST173 •••••• LSTI49 L FIGURE 8—LSTI SERIES TIE STRAP 21/4e' • •O. . .10 • . MSTI72 MS7I60 • +1 •3. 1., •o, • • . 4 •••• •• • • • • • • •••• • •• • • •• •• •• • • • • • •• •. • • • • • • • • • • • • 'I.:. • i'/i • • P.a J • -1 -I MSTMB MSTI36 MSTt26 —• FIGURE 9—MSTI SERIES TIE STRAP t0o0o0o0o030o0o0o0I0\ 3" 1'�«i0�0 0 0 0 000 0 0 0 0o0 0 0 0 000 3« L FIGURE 10—MSTC SERIES TIE STRAP • • ESR -2105 1 Most Widely Accepted and Trusted Page 8 of 10 TABLE 4—ALLOWABLE TENSION LOADS FOR THE CS AND CMST SERIES COIL STRAPS AND THE CMSTCI6 COIL TIE STRAP MODEL SERIES MODEL NO. TIE STRAP PROPERTIES NAILSI (Quantity—Size) ALLOWABLE TENSION LOADS2'3 (lbs.) Thickness (Gage No.) Length Min. FY (ksi) Min. F„ (ksi) Co = 1.6 Based on Steel Strengths CS CS14 14 Cut to length 50 65 30-10d common 2,985 2,490 36-8d common 3,005 2,490 CS16 16 Cut to length 40 55 22-10d common 2,080 1,705 26-8d common 2,040 1,705 CS18 18 Cut to length 40 55 18-10d common 1,675 1,370 22-8d common 1,695 1,370 CS20 20 Cut to length 40 55 14-10d common 1,280 1,030 18-8d common 1,370 1,030 CS22 22 Cut to length 40 55 12-10d common 1,100 845 14-8d common 1,055 845 CMST CMST12 12 Cut to length 50 65 84-16d common 10,710 •9713• 98-10d common 10,280 ••• t13 CMST14 14 Cut to length 50 65 66-16d common 7,75 • 6}490• 78-10d common ••••-- •••--78-10d 77N•:.. 6,4.90 CMSTC CMSTC16 16 Cut to length 50 65 56-16d sinker 5,374 • • • • 4,585 • For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. •••• • • • • 'Total fasteners are the m'nimum number of nails required to achieve the tabulated allowable loads. One half of the total must be•insthlled in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. • • .. • 2Allowable tension Toads are based on the steel straps connected to wood members having an assigned o:@QLnent minimufi specific•. gravity of 0.50. • • • • Allowable tension loads must be the lesser of the tie strap steel strength or the connection strength. • • • • • `Allowable tension Toads based on connection strength are derived by multiplying the number of nails by the 9rgin mu value.fgain thg yield • • mode equations in Section 11.3.1, where the side member (i.e., the steel tie strap) dowel bearing strength, Fes, is equal to 2.2FJ D,wvhere Co equals 1.6 as shown in the table, and where the minimum specified tensile strength, F„ of the steel strap is as shown in the table. A? wable tension loads governed by connection strength have been multiplied by the load duration factor, Co, noted in the table. 'The tabulated allowable tension Toads based on steel strength do not include a one-third stress increase, and are the lesser of yielding at the gross section of the strap, the fracture in the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI S100 -07/S2-10 (2012 IBC), Section C2 of AISI S100-07 (2009 IBC) or AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members) (2006 IBC). • •• csae 16G1u[157 ?iv Tk• ---zstis•-� �� FIGURE 11—CS SERIES TIE STRAP 0 GRST14 MG/USE FIGURE 12—CMST14 TIE STRAP o 0 0 0 CMSTCI6 16 GAUGE u 0 Typ. l 0 0 0 0 FIGURE 13—CMSTCI6 TIE STRAP rrye , Provide min. end di for CS and CMST Equal number of specified t1e d I 'I=: in each end Dili FIGURE 14—TYPICAL INSTALLATION OF CS, CMST, AND CMSTCI6 TIE STRAP ESR -2105 I Most Widely Accepted and Trusted Page 9 of 10 TABLE 5—ALLOWABLE TENSION AND COMPRESION LOADS FOR CTS SERIES STRAP MODLE NO. STRAP QTY. INSTALLATION FASTENERS2 (Qty. -Size) ALLOWABLE LOADS' (LBS) Compression (CD = 1.60)4'5 Tension (CD = 1.60) CTS218' 1 One Side 24 – 10d x 11/2 1,020 2,2706 2 One Side 2,045 4,5406 2 Two Side 2,370 4,5406 3 Two Side 3,725 6,8106 4 Two Side 4,750 9,0806 1 One Side 24 – SD#9 x 11/2 1,175 2,480' 2 One Side 2,350 4,960' 2 Two Side 2,735 4,960' 3 Two Side 4,130 7,440' 4 Two Side 5,470 .9,5101. For SI: 1 inch = 25.4 mm, 1lbf = 4.45 N, 1 psi = 6.89 MPa. • • • •• • 'Strap properties: minimum Fy = 33, 000 pound per square inch (psi) and minimum F„ = 45, 000 psi. 14 gage stogie... 2Fastener quantities are for a single strap. • • • •• • • • • • •••• 'Allowable loads are based on steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. • 4The maximum gap between wood framing members is 41/2 inches (114 mm). . • • • • • •. `. • • 6The tabulated allowable compression capacity is controlled by steel buckling and is a tested load. •••• • • • • • 6The tabulated allowable tension loads are governed by the connection strength and have been multiplied by theioad•duration faetor,CO3 of 1.60, as shown in the table. Connection strength is derived by multiplying half of the required number of nails by 2iryiiimum 4Iu�s tithe yield mode equations in Section 11.3.1 of the NDS, where the side member (i.e. steel strap) dowel bearing strength eFani is equal to i.2F„/CD, • • where F„ of steel strap equals to 45,000 psi. • • • • 'The tabulated allowable tension loads are governed by the steel strength, and does not include the 1/3 steel str8ss incrAase or tp4Q41.during factor, CD. The steel strength is the least of the yielding at the gross section of the strap, the fracture at the net sectiorraway from the • • connection, and fracture at the connection in accordance with Section C2 of AISI S100 -07/S2-10 (2012 IBC), S&ctipn CI of theds4S1 S100-07 • • (2009 IBC), or AISI-NAS-01, North American Specification for Design of Cold -formed Steel Structural Members (2006 IBC). •• FIGURE 15--CTS218 COMPRESSION/TENSION STRAP FIGURE 16—TYPICAL INSTALLATION OF CTS218 COMPRESSION/TENSION STRAP (TWO -STRAP, ONE-SIDED INSTALLATION SHOWN) • ESR -2105 I Most Widely Accepted and Trusted Page 10 of 10 TABLE 6—ALLOWABLE TENSION LOADS FOR THE MSTCB3 SERIES PRE-BENT TIE STRAPS1'2'3'4's MODEL NO. TIE STRAP PROPERTIES MIN. WOOD BEAM DIMENSIONS COMMON NAILS (Total Quantity -Size) ALLOWABLE TENSION LOADS (lbs.) Beam Studs/Post Thickness (Gage No.) Length (inches) Min. F„ (ksi) Mini. F. (ksi) Width (min) Depth (min) Face Bottom Co = 1.6 MSTC48B3 14 447/8 50 65 3 9'/4 12-10d 4-10d 38-10d 3,975 MSTC66B3 14 627/8 50 65 31/2 111/2 14-10d 4,505 For SI: 1 inch = 25.4 mm, 1Ibf = 4.45 N, 1 psi = 6.89 MPa. 'Nails in studs/post must be installed symmetrically. Nails may be installed over the entire length of the strap over the studs/post. 2 Allowable tension loads are based on steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. The beam must also have a reference compression design value perpendicular to grain, Fj, of 625 psi (4,310 MPa) or greater. 3 Loads governed by the lower of 0.125" deflection from static tests on wood members, steel ultimate divided by 2.0 or the calculated nail values. 4 Allowable tension loads based on connection strength are derived by multiplying the number of nails by the minimum value from the yield mode equations in NDS Section 11.3.1, where the side member (i.e., the steel tie strap) dowel bearing strength, Fes, is equal.t•Q.2F�/Co, where CD equals 1.6 as shown in the table, and where the minimum specified tensile strength, F„ of the steel strapys as shotvp.rytabl Allowable tension loads governed by connection strength have been multiplied by the load duration factor, CO, notedlin a tablgg. • 5 The tabulated allowable tension loads based on steel strength do not include a one-third stress increase, and are the Tesser ai fielding at the • • gross section of the strap, the fracture in the net section away from the connection, or fracture at the connecttdFPi0•aLcordancedJltR Section C2 of AISI S100 -07/S2-10 (2012 IBC), Section C2 of AISI S100-07 (2009 IBC) or AISI-NAS-01 (North American Speognation for tht• Design of• • Cold -formed Steel Structural Members) (2006 IBC). •••• • • • • • • • • • • •••• • •• 447/8" 627' for MSTC66B3 MSTC48B3 2 Min. 2-2x or 4x Start nails 11/2" up from end of stud 38 Nails Min. Length 21" 1 No Nai s Req'd Face Nails Beam 2W Pre-bent •• • • • • • • •• •• • •• • • • • • • • • • • • • • •• • • • • •• • T •m•2 2xor 4x ••••. M f— . • • • Start nails 11/2° up from end of stud Rim Joist 38 Nails Min. Length 21" No Nails Req'd Face Nails Beam Bottom Nails MSTC66B3 Installation with No Rim Joist MSTC66B3 Installation with Rim Joist FIGURE 17—MSTCB3 SERIES PRE-BENT TIE STRAPS