19-D. LEVEL 21 BEAM STRENGTHENING CALCULATIONS-JACKING PLATE AND BEAM COLUMN SHEAR EMBED PLATE CALCS.pdf

Project data

Material

Project:

Project no:

Author:

Project name Project number Author Description Date 11/17/2025 Code AISC/ACI

Steel A992, A572 Gr.50, A1085. Gr.A, A53. Gr. B

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PanchacharamS Text Box Broward County Court House - Level 21 Beam Strengthening Calculations Confidential and Privileged Attorney Client Communication Documents

Project item PIPE TO OUTRIGGER PLATE FOR JACKING

Design

Members

Geometry

Supports and forces

Project:

Project no:

Author:

Name PIPE TO OUTRIGGER PLATE FOR JACKING Description Analysis Stress, strain/ loads in equilibrium Design code AISC 360-16 (LRFD) / ACI 318-25

Name Cross-section β – Direction γ - Pitch α - Rotation

Offset ex [in]

Offset ey [in]

Offset ez [in]

M1 1 - PIPE(Imp)8XXS 0.0 90.0 0.0 0.00 0.00 0.00

M2 2 - CHS3,1 0.0 -90.0 0.0 0.00 0.00 -10.00

M3 2 - CHS3,1 0.0 -90.0 0.0 0.00 0.00 10.00

M4 3 - PIPE(Imp)2XXS 0.0 -90.0 0.0 0.00 -11.00 0.00

M5 3 - PIPE(Imp)2XXS 0.0 -90.0 0.0 0.00 11.00 0.00

Name Support Forces in X [in]

M1 / end N-Vy-Vz-Mx-My-Mz Node 0.00

M2 / end Node 0.00

M3 / end Node 0.00

M4 / end Node 0.00

M5 / end Node 0.00

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Project no:

Author:

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Cross-sections

Project no:

Author:

Name Material 1 - PIPE(Imp)8XXS A53. Gr. B

2 - CHS3,1 A53. Gr. B

3 - PIPE(Imp)2XXS A53. Gr. B

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Cross-sections

Project no:

Author:

Name Material Drawing

1 - PIPE(Imp)8XXS A53. Gr. B

2 - CHS3,1 A53. Gr. B

3 - PIPE(Imp)2XXS A53. Gr. B

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Load effects (forces in equilibrium)

Unbalanced forces

Check

Summary

Project:

Project no:

Author:

Name Member N [kip]

Vy [kip]

Vz [kip]

Mx [kip.ft]

My [kip.ft]

Mz [kip.ft]

LE1 (Axial Only) M1 / End -300.00 0.00 0.00 0.00 0.00 0.00

M2 / End -150.00 0.00 0.00 0.00 0.00 0.00

M3 / End -150.00 0.00 0.00 0.00 0.00 0.00

M4 / End 0.00 0.00 0.00 0.00 0.00 0.00

M5 / End 0.00 0.00 0.00 0.00 0.00 0.00

LE2 (Axial + EccX) M1 / End -300.00 0.00 0.00 0.00 37.50 0.00

M2 / End -127.50 0.00 0.00 0.00 0.00 0.00

M3 / End -172.50 0.00 0.00 0.00 0.00 0.00

M4 / End 0.00 0.00 0.00 0.00 0.00 0.00

M5 / End 0.00 0.00 0.00 0.00 0.00 0.00

LE3 (Axial + EccY) M1 / End -300.00 0.00 0.00 0.00 0.00 37.50

M2 / End -129.55 0.00 0.00 0.00 0.00 0.00

M3 / End -129.55 0.00 0.00 0.00 0.00 0.00

M4 / End 0.00 0.00 0.00 0.00 0.00 0.00

M5 / End -40.90 0.00 0.00 0.00 0.00 0.00

Name X [kip]

Y [kip]

Z [kip]

Mx [kip.ft]

My [kip.ft]

Mz [kip.ft]

LE1 (Axial Only) 0.00 0.00 0.00 0.00 0.00 0.00

LE2 (Axial + EccX) 0.00 0.00 0.00 0.00 0.00 0.00

LE3 (Axial + EccY) 0.00 0.00 0.00 -0.01 0.00 0.00

Name Value Check status Analysis 100.0% OK

Plates 1.4 < 5.0% OK

Loc. deformation 0.1 < 3% OK

Welds 94.3 < 100% OK

Buckling Not calculated

GMNA Calculated

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Plates

Design data

Detailed result for M1

Detailed result for M2

Project:

Project no:

Author:

Name Material tp [in] Loads σEd

[ksi] εPl σc,Ed [ksi] Status

M1 A53. Gr. B 7/8 LE2 (Axial + EccX) 31.6 0.3 0.0 OK

M2 A53. Gr. B 1" LE1 (Axial Only) 31.5 0.0 0.0 OK

M3 A53. Gr. B 1" LE2 (Axial + EccX) 31.5 0.1 0.0 OK

M4 A53. Gr. B 7/16 LE3 (Axial + EccY) 0.2 0.0 0.0 OK

M5 A53. Gr. B 7/16 LE3 (Axial + EccY) 31.5 0.0 0.0 OK

SP1 A572 Gr.50 1" LE2 (Axial + EccX) 19.2 0.0 0.0 OK

SP2 A572 Gr.50 1"1/2 LE1 (Axial Only) 12.9 0.0 0.0 OK

SP3 A572 Gr.50 1"1/2 LE2 (Axial + EccX) 16.2 0.0 0.0 OK

SP4 A572 Gr.50 5/8 LE2 (Axial + EccX) 22.1 0.0 0.0 OK

SP5 A572 Gr.50 5/8 LE2 (Axial + EccX) 22.1 0.0 0.0 OK

SP6 A572 Gr.50 5/8 LE1 (Axial Only) 18.8 0.0 0.0 OK

SP7 A572 Gr.50 5/8 LE1 (Axial Only) 18.8 0.0 0.0 OK

SP8 A572 Gr.50 1"1/2 LE3 (Axial + EccY) 45.4 1.4 0.0 OK

Material Fy [ksi] εlim

A53. Gr. B 35.0 5.0

A572 Gr.50 50.0 5.0

Design values used in the analysis

31.5 ksi

Where:

35.0 ksi – characteristic yield strength

0.90 – resistance factor for steel material AISC 360-16 – B3.1

Design values used in the analysis

31.5 ksi

Where:

35.0 ksi – characteristic yield strength

0.90 – resistance factor for steel material AISC 360-16 – B3.1 ϕF = y

F = y ϕ = ϕF = y

F = y ϕ =

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Detailed result for M3

Detailed result for M4

Detailed result for M5

Detailed result for SP1

Detailed result for SP2

Project:

Project no:

Author:

Design values used in the analysis

31.5 ksi

Where:

35.0 ksi – characteristic yield strength

0.90 – resistance factor for steel material AISC 360-16 – B3.1

Design values used in the analysis

31.5 ksi

Where:

35.0 ksi – characteristic yield strength

0.90 – resistance factor for steel material AISC 360-16 – B3.1

Design values used in the analysis

31.5 ksi

Where:

35.0 ksi – characteristic yield strength

0.90 – resistance factor for steel material AISC 360-16 – B3.1

Design values used in the analysis

45.0 ksi

Where:

50.0 ksi – characteristic yield strength

0.90 – resistance factor for steel material AISC 360-16 – B3.1

Design values used in the analysis

45.0 ksi

Where:

50.0 ksi – characteristic yield strength

0.90 – resistance factor for steel material AISC 360-16 – B3.1 ϕF = y

F = y ϕ = ϕF = y

F = y ϕ = ϕF = y

F = y ϕ = ϕF = y

F = y ϕ = ϕF = y

F = y ϕ =

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Detailed result for SP3

Detailed result for SP4

Detailed result for SP5

Detailed result for SP6

Detailed result for SP7

Project:

Project no:

Author:

Design values used in the analysis

45.0 ksi

Where:

50.0 ksi – characteristic yield strength

0.90 – resistance factor for steel material AISC 360-16 – B3.1

Design values used in the analysis

45.0 ksi

Where:

50.0 ksi – characteristic yield strength

0.90 – resistance factor for steel material AISC 360-16 – B3.1

Design values used in the analysis

45.0 ksi

Where:

50.0 ksi – characteristic yield strength

0.90 – resistance factor for steel material AISC 360-16 – B3.1

Design values used in the analysis

45.0 ksi

Where:

50.0 ksi – characteristic yield strength

0.90 – resistance factor for steel material AISC 360-16 – B3.1

Design values used in the analysis

45.0 ksi

Where:

50.0 ksi – characteristic yield strength

0.90 – resistance factor for steel material AISC 360-16 – B3.1 ϕF = y

F = y ϕ = ϕF = y

F = y ϕ = ϕF = y

F = y ϕ = ϕF = y

F = y ϕ = ϕF = y

F = y ϕ =

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Detailed result for SP8

Loc. deformation

Project:

Project no:

Author:

Design values used in the analysis

45.0 ksi

Where:

50.0 ksi – characteristic yield strength

0.90 – resistance factor for steel material AISC 360-16 – B3.1

Name d0 [in] Loads δ

[in] δlim [in] δ/d0 [%] Check status

M1 8.62 LE3 (Axial + EccY) 0.01 0.26 0.1 OK

M2 3.00 LE3 (Axial + EccY) 0.00 0.09 0.0 OK

M3 3.00 LE3 (Axial + EccY) 0.00 0.09 0.0 OK

M4 2.37 LE3 (Axial + EccY) 0.00 0.07 0.0 OK

M5 2.37 LE3 (Axial + EccY) 0.00 0.07 0.0 OK

Overall check, LE3 (Axial + EccY) ϕF = y

F = y ϕ =

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Author:

Strain check, LE3 (Axial + EccY)

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Author:

Equivalent stress, LE3 (Axial + EccY)

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Welds

Project no:

Author:

Item Edge Xu tw [in] w [in]

L [in]

Lc [in] Loads Fn

[kip] ϕRn [kip]

Ut

Utc [%] Detailing Status

SP1 M1-arc 15 E70xx ◢ 3/8 ◢ 1/2 29.84 0.38 LE3 (Axial +

EccY) 3.32 4.35 76.4 55.4 OK OK

SP1 M1-arc 18 E70xx ◢ 3/8 ◢ 1/2 29.84 0.38 LE1 (Axial Only) 3.29 4.31 76.3 56.8 OK OK

SP1 M1-arc 47 E70xx ◢ 3/8 ◢ 1/2 29.84 0.38 LE2 (Axial +

EccX) 3.44 4.32 79.6 66.9 OK OK

SP1 M1-arc 50 E70xx ◢ 3/8 ◢ 1/2 29.84 0.38 LE2 (Axial +

EccX) 3.44 4.32 79.6 68.2 OK OK

SP2 SP1 E70xx ◢ 1/4

◢ 3/8 ◣ 7.92 0.40 LE1 (Axial Only) 3.52 4.65 75.6 50.1 OK OK

E70xx ◢ 1/4

◢ 3/8 ◣ 7.92 0.40 LE1 (Axial Only) 3.52 4.65 75.6 50.1 OK OK

SP3 SP1 E70xx ◢ 1/4

◢ 3/8 ◣ 7.92 0.40 LE2 (Axial +

EccX) 3.57 4.67 76.4 52.2 OK OK

E70xx ◢ 1/4

◢ 3/8 ◣ 7.92 0.40 LE2 (Axial +

EccX) 3.57 4.67 76.4 52.2 OK OK

SP1 SP5 E70xx ◢ 1/4

◢ 3/8 ◣ 14.97 1.00 LE2 (Axial +

EccX) 3.94 9.73 40.5 19.2 OK OK

E70xx ◢ 1/4

◢ 3/8 ◣ 14.97 1.00 LE2 (Axial +

EccX) 3.96 9.76 40.6 19.1 OK OK

SP3 SP5 E70xx ◢ 1/4

◢ 3/8 ◣ 2.99 0.43 LE2 (Axial +

EccX) 3.78 5.01 75.6 52.2 OK OK

E70xx ◢ 1/4

◢ 3/8 ◣ 2.99 0.43 LE2 (Axial +

EccX) 3.78 5.00 75.5 51.9 OK OK

SP1 SP4 E70xx ◢ 1/4

◢ 3/8 ◣ 14.97 1.00 LE2 (Axial +

EccX) 3.94 9.73 40.5 23.4 OK OK

E70xx ◢ 1/4

◢ 3/8 ◣ 14.97 1.00 LE2 (Axial +

EccX) 3.96 9.76 40.6 23.2 OK OK

SP3 SP4 E70xx ◢ 1/4

◢ 3/8 ◣ 2.99 0.43 LE2 (Axial +

EccX) 3.78 5.01 75.6 53.4 OK OK

E70xx ◢ 1/4

◢ 3/8 ◣ 2.99 0.43 LE2 (Axial +

EccX) 3.78 5.00 75.5 53.1 OK OK

SP1 SP7 E70xx ◢ 1/4

◢ 3/8 ◣ 14.97 1.00 LE1 (Axial Only) 3.25 9.72 33.4 14.6 OK OK

E70xx ◢ 1/4

◢ 3/8 ◣ 14.97 1.00 LE1 (Axial Only) 3.23 9.70 33.3 14.7 OK OK

SP2 SP7 E70xx ◢ 1/4

◢ 3/8 ◣ 2.97 0.42 LE1 (Axial Only) 3.65 4.94 73.9 47.8 OK OK

E70xx ◢ 1/4

◢ 3/8 ◣ 2.97 0.42 LE1 (Axial Only) 3.71 4.95 75.0 48.8 OK OK

SP1 SP6 E70xx ◢ 1/4

◢ 3/8 ◣ 14.97 1.00 LE3 (Axial +

EccY) 3.88 9.73 39.9 20.5 OK OK

E70xx ◢ 1/4

◢ 3/8 ◣ 14.97 1.00 LE3 (Axial +

EccY) 3.51 9.88 35.5 18.8 OK OK

SP2 SP6 E70xx ◢ 1/4

◢ 3/8 ◣ 2.97 0.42 LE1 (Axial Only) 3.65 4.95 73.8 47.8 OK OK

E70xx ◢ 1/4

◢ 3/8 ◣ 2.97 0.42 LE1 (Axial Only) 3.71 4.95 75.0 49.1 OK OK

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Design data

Detailed result for SP1 / M1-arc 15 - 1

Detailed result for SP1 / M1-arc 18 - 1

Project:

Project no:

Author:

Item Edge Xu tw [in] w [in]

L [in]

Lc [in] Loads Fn

[kip] ϕRn [kip]

Ut

Utc [%] Detailing Status

SP8 M1 E70xx ◢ 3/8 ◢ 1/2 22.35 0.38 LE3 (Axial + EccY) 5.99 6.36 94.3 91.2 OK OK

SP2 M2-arc 1 E70xx - - 6.26 - - - - - - OK OK

SP3 M3-arc 1 E70xx - - 6.26 - - - - - - OK OK

SP8 M5-arc 1 E70xx - - 6.05 - - - - - - OK OK

SP8 M4-arc 1 E70xx - - 6.05 - - - - - - OK OK

Material Fexx [ksi]

E70xx 70.0

Weld resistance check (AISC 360-16 – J2-4)

4.35 kip ≥ 3.32 kip

Where:

43.4 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

9.6° – angle of loading measured from the weld longitudinal axis

0.13 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

4.31 kip ≥ 3.29 kip

Where:

43.0 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

7.7° – angle of loading measured from the weld longitudinal axis

0.13 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ =

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Detailed result for SP1 / M1-arc 47 - 1

Detailed result for SP1 / M1-arc 50 - 1

Detailed result for SP2 / SP1 - 1

Project:

Project no:

Author:

Weld resistance check (AISC 360-16 – J2-4)

4.32 kip ≥ 3.44 kip

Where:

43.2 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

8.4° – angle of loading measured from the weld longitudinal axis

0.13 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

4.32 kip ≥ 3.44 kip

Where:

43.2 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

8.4° – angle of loading measured from the weld longitudinal axis

0.13 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

4.65 kip ≥ 3.52 kip

Where:

62.7 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

81.5° – angle of loading measured from the weld longitudinal axis

0.10 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ =

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Detailed result for SP2 / SP1 - 2

Detailed result for SP3 / SP1 - 1

Detailed result for SP3 / SP1 - 2

Project:

Project no:

Author:

Weld resistance check (AISC 360-16 – J2-4)

4.65 kip ≥ 3.52 kip

Where:

62.7 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

81.5° – angle of loading measured from the weld longitudinal axis

0.10 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

4.67 kip ≥ 3.57 kip

Where:

62.9 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

85.4° – angle of loading measured from the weld longitudinal axis

0.10 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

4.67 kip ≥ 3.57 kip

Where:

62.9 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

85.4° – angle of loading measured from the weld longitudinal axis

0.10 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ =

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Detailed result for SP1 / SP5 - 1

Detailed result for SP1 / SP5 - 2

Detailed result for SP3 / SP5 - 1

Project:

Project no:

Author:

Weld resistance check (AISC 360-16 – J2-4)

9.73 kip ≥ 3.94 kip

Where:

52.0 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

37.6° – angle of loading measured from the weld longitudinal axis

0.25 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

9.76 kip ≥ 3.96 kip

Where:

52.1 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

38.0° – angle of loading measured from the weld longitudinal axis

0.25 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

5.01 kip ≥ 3.78 kip

Where:

62.6 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

81.0° – angle of loading measured from the weld longitudinal axis

0.11 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ =

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Detailed result for SP3 / SP5 - 2

Detailed result for SP1 / SP4 - 1

Detailed result for SP1 / SP4 - 2

Project:

Project no:

Author:

Weld resistance check (AISC 360-16 – J2-4)

5.00 kip ≥ 3.78 kip

Where:

62.5 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

80.0° – angle of loading measured from the weld longitudinal axis

0.11 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

9.73 kip ≥ 3.94 kip

Where:

52.0 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

37.6° – angle of loading measured from the weld longitudinal axis

0.25 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

9.76 kip ≥ 3.96 kip

Where:

52.1 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

38.0° – angle of loading measured from the weld longitudinal axis

0.25 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ =

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Detailed result for SP3 / SP4 - 1

Detailed result for SP3 / SP4 - 2

Detailed result for SP1 / SP7 - 1

Project:

Project no:

Author:

Weld resistance check (AISC 360-16 – J2-4)

5.01 kip ≥ 3.78 kip

Where:

62.6 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

81.0° – angle of loading measured from the weld longitudinal axis

0.11 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

5.00 kip ≥ 3.78 kip

Where:

62.5 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

80.1° – angle of loading measured from the weld longitudinal axis

0.11 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

9.72 kip ≥ 3.25 kip

Where:

51.9 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

37.4° – angle of loading measured from the weld longitudinal axis

0.25 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ =

21 / 26

PanchacharamS Text Box

Detailed result for SP1 / SP7 - 2

Detailed result for SP2 / SP7 - 1

Detailed result for SP2 / SP7 - 2

Project:

Project no:

Author:

Weld resistance check (AISC 360-16 – J2-4)

9.70 kip ≥ 3.23 kip

Where:

51.9 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

37.1° – angle of loading measured from the weld longitudinal axis

0.25 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

4.94 kip ≥ 3.65 kip

Where:

62.1 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

76.0° – angle of loading measured from the weld longitudinal axis

0.11 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

4.95 kip ≥ 3.71 kip

Where:

62.2 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

77.2° – angle of loading measured from the weld longitudinal axis

0.11 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ =

22 / 26

PanchacharamS Text Box

Detailed result for SP1 / SP6 - 1

Detailed result for SP1 / SP6 - 2

Detailed result for SP2 / SP6 - 1

Project:

Project no:

Author:

Weld resistance check (AISC 360-16 – J2-4)

9.73 kip ≥ 3.88 kip

Where:

52.0 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

37.6° – angle of loading measured from the weld longitudinal axis

0.25 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

9.88 kip ≥ 3.51 kip

Where:

52.8 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

39.9° – angle of loading measured from the weld longitudinal axis

0.25 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

4.95 kip ≥ 3.65 kip

Where:

62.1 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

76.4° – angle of loading measured from the weld longitudinal axis

0.11 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ =

23 / 26

PanchacharamS Text Box

Detailed result for SP2 / SP6 - 2

Detailed result for SP8 / M1 - 1

Detailed result for SP2 / M2-arc 1 - 1

Detailed result for SP3 / M3-arc 1 - 1

Detailed result for SP8 / M5-arc 1 - 1

Detailed result for SP8 / M4-arc 1 - 1

Buckling

Project:

Project no:

Author:

Weld resistance check (AISC 360-16 – J2-4)

4.95 kip ≥ 3.71 kip

Where:

62.2 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

76.8° – angle of loading measured from the weld longitudinal axis

0.11 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

Weld resistance check (AISC 360-16 – J2-4)

6.36 kip ≥ 5.99 kip

Where:

63.0 ksi – nominal stress of weld material:

, where:

70.0 ksi – electrode classification number, i.e. minimum specified tensile strength

89.2° – angle of loading measured from the weld longitudinal axis

0.13 in2 – effective area of weld critical element

0.75 – resistance factor for welded connections

CJP welds are not checked. Their resistance is assumed to be the same as that of the connected plate.

CJP welds are not checked. Their resistance is assumed to be the same as that of the connected plate.

CJP welds are not checked. Their resistance is assumed to be the same as that of the connected plate.

CJP welds are not checked. Their resistance is assumed to be the same as that of the connected plate.

Buckling analysis was not calculated.

ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ = ϕR =n ϕ ⋅ F ⋅nw A = we F = n

F = nw

F =nw 0.6 ⋅ F ⋅EXX (1 + 0.5 ⋅ sin θ) 1.5

F = EXX

θ =

A = we ϕ =

24 / 26

PanchacharamS Text Box

Symbol explanation

Code settings

Software info

Project:

Project no:

Author:

Symbol Explanation tp Plate thickness σEd Equivalent stress εPl Plastic strain σc,Ed Contact stress

Fy Yield strength εlim Limit of plastic strain tw Throat thickness of weld w Leg size of weld

L Length of weld

Lc Length of weld critical element

Fn Force in weld critical element ϕRn Weld resistance - AISC 360-16 – J2-4

Ut Utilization

Utc Weld capacity estimation

◢ Fillet weld

Fexx Ultimate strength as rated by electrode classification number d0 Cross-section size δ Local cross-section deformation δlim Allowed deformation

Item Value Unit Reference Friction coefficient - concrete 0.25 - ACI 349-01 – B.6.1.4

Friction coefficient in slip-resistance 0.30 - AISC 360-16 – J3.8

Limit plastic strain 0.05 -

Detailing Yes

Distance between bolts [d] 2.66 - AISC 360-16 – J3.3

Concrete breakout resistance check Both

Base metal capacity check at weld fusion face No AISC 360-16 – J2-2

Deformation at bolt hole at service load is design consideration Yes AISC 360-16 – J3.10

Cracked concrete Yes ACI 318-25 – 17

Local deformation check Yes

Local deformation limit 0.03 - CIDECT DG 1, 3 – 1.1

Geometrical nonlinearity (GMNA) Yes Analysis with large deformations for hollow section joints

Application IDEA StatiCa Connection Version 25.1.0.4141

25 / 26

PanchacharamS Text Box

Author:

Developed by IDEA StatiCa

26 / 26

PanchacharamS Text Box www.hilti.com

Hilti PROFIS Engineering 3.1.24

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Shear Transfer from col to beam

Page:

Specifier:

E-Mail:

Date:

11/18/2025

Specifier's comments:

1 Input data

Anchor type and diameter: HIT-RE 500 V3 + HAS-E-55 (ASTM F1554 Gr.55) 1

Item number: 2198010 HAS-E-55 1"x14" (element) / 2123401 HIT-RE 500 V3 (adhesive)

Specification text: Hilti Æ 1 in HIT-RE 500 V3 + HAS-E-55 (ASTM F1554 Gr.55) with 12 in nominal embedment depth per ICC-ES ESR-3814 , SAFEset -automatic cleaning installation per MPII

Effective embedment depth: hef,act = 12.000 in. (hef,limit = - in.)

Material: ASTM F1554 Grade 55

Evaluation Service Report: ESR-3814

Issued I Valid: 5/1/2025 | 1/1/2027

Proof: Design Method ACI 318-19 / Chem

Shear edge breakout verification: Up to first three rows, as applicable (Case 1, 2 from ACI 318-19 Fig. R.17.7.2.1b)

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.

Anchor plateR : lx x ly x t = 36.000 in. x 36.000 in. x 0.500 in.; (Recommended plate thickness: not calculated)

Profile: W shape (AISC), W36X135; (L x W x T x FT) = 35.600 in. x 12.000 in. x 0.600 in. x 0.790 in.

Base material: cracked concrete, 6000, fc' = 6,000 psi; h = 420.000 in., Temp. short/long: 32/32 °F

Installation: automatic cleaned drilled hole, Installation condition: Dry

Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar

R - The anchor calculation is based on a rigid anchor plate assumption.

Geometry [in.] & Loading [lb, in.lb]

PanchacharamS Snapshot www.hilti.com PanchacharamS Snapshot

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PanchacharamS Pen G

PanchacharamS Pen

PanchacharamS Text Box lbs-in

PanchacharamS Text Box lbs

PanchacharamS PolyLine

PanchacharamS Text Box

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Shear Transfer from col to beam

Page:

Specifier:

E-Mail:

Date:

11/18/2025

1.1 Design results

Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]

1 Combination 1 N = 0; Vx = 0; Vy = 150,000;

Mx = 900,000; My = 0; Mz = 0;

no 84

Tension

Compression

1 2 3 4

5 6 7 8

9 10 11 12

13 14 15 16 x y2 Load case/Resulting anchor forces

Anchor reactions [lb] Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y 1 0 9,375 0 9,375 2 0 9,375 0 9,375 3 0 9,375 0 9,375 4 0 9,375 0 9,375 5 1,379 9,375 0 9,375 6 1,379 9,375 0 9,375 7 1,379 9,375 0 9,375 8 1,379 9,375 0 9,375 9 3,164 9,375 0 9,375

10 3,164 9,375 0 9,375 11 3,164 9,375 0 9,375 12 3,164 9,375 0 9,375 13 4,950 9,375 0 9,375 14 4,950 9,375 0 9,375 15 4,950 9,375 0 9,375 16 4,950 9,375 0 9,375

Max. concrete compressive strain: 0.07 [‰] Max. concrete compressive stress: 322 [psi] Resulting tension force in (x/y)=(-0.000/7.886): 37,972 [lb] Resulting compression force in (x/y)=(-0.000/-15.816): 37,972 [lb]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

www.hilti.com PanchacharamS Text Box

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Shear Transfer from col to beam

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11/18/2025

3 Tension load

Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* 4,950 34,072 15 OK

Bond Strength** 37,972 82,024 47 OK

Sustained Tension Load Bond Strength* N/A N/A N/A N/A

Concrete Breakout Failure** 37,972 74,867 51 OK

* highest loaded anchor **anchor group (anchors in tension)

3.1 Steel Strength

Nsa = ESR value refer to ICC-ES ESR-3814 f Nsa ³ Nua ACI 318-19 Table 17.5.2

Variables

Ase,N [in.2] futa [psi]

0.61 75,000

Calculations

Nsa [lb] 45,430

Results

Nsa [lb] f steel f Nsa [lb] Nua [lb] 45,430 0.750 34,072 4,950 www.hilti.com PanchacharamS Text Box

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Shear Transfer from col to beam

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Date:

11/18/2025

3.2 Bond Strength

Nag = (ANa ANa0

) y ec1,Na y ec2,Na y ed,Na y cp,Na Nba ACI 318-19 Eq. (17.6.5.1b) f Nag ³ Nua ACI 318-19 Table 17.5.2 ANa see ACI 318-19, Section 17.6.5.1, Fig. R 17.6.5.1(b)

ANa0 = (2 cNa) 2 ACI 318-19 Eq. (17.6.5.1.2a) cNa = 10 da √t uncr 1100 ACI 318-19 Eq. (17.6.5.1.2b) y ec,Na = ( 1

1 + e'

N cNa

) £ 1.0 ACI 318-19 Eq. (17.6.5.3.1) y ed,Na = 0.7 + 0.3 (ca,min cNa

) £ 1.0 ACI 318-19 Eq. (17.6.5.4.1b) y cp,Na = MAX(ca,min cac cNa cac

) £ 1.0 ACI 318-19 Eq. (17.6.5.5.1b)

Nba = l a · t k,c · p · da · hef ACI 318-19 Eq. (17.6.5.2.1)

Variables t k,c,uncr [psi] da [in.] hef [in.] ca,min [in.] aoverhead t k,c [psi] 2,440 1.000 12.000 ∞ 1.000 1,414 ec1,N [in.] ec2,N [in.] cac [in.] l a

0.000 3.386 21.097 1.000

Calculations cNa [in.] ANa [in.2] ANa0 [in.2] y ed,Na

14.825 2,556.41 879.12 1.000 y ec1,Na y ec2,Na y cp,Na Nba [lb]

1.000 0.814 1.000 53,307

Results

Nag [lb] f bond f Nag [lb] Nua [lb] 126,191 0.650 82,024 37,972 www.hilti.com PanchacharamS Text Box

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Shear Transfer from col to beam

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Specifier:

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Date:

11/18/2025

3.3 Concrete Breakout Failure

Ncbg = (ANc ANc0

) y ec,N y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1b) f Ncbg ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = ( 1

1 + 2 e'

N 3 hef

) £ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef

) £ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac

1.5hef cac ) £ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)

Nb = kc l a √f'c h 1.5 ef ACI 318-19 Eq. (17.6.2.2.1)

Variables hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N

12.000 0.000 3.386 ∞ 1.000 cac [in.] kc l a f'c [psi]

21.097 17 1.000 6,000

Calculations

ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 3,240.00 1,296.00 1.000 0.842 1.000 1.000 54,739

Results

Ncbg [lb] f concrete f Ncbg [lb] Nua [lb] 115,180 0.650 74,867 37,972 www.hilti.com PanchacharamS Text Box

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Shear Transfer from col to beam

Page:

Specifier:

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Date:

11/18/2025

4 Shear load

Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* 9,375 17,719 53 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength (Concrete Breakout Strength controls)**

150,000 223,517 68 OK

Concrete edge failure in direction ** N/A N/A N/A N/A

* highest loaded anchor **anchor group (relevant anchors)

4.1 Steel Strength

Vsa = ESR value refer to ICC-ES ESR-3814 f Vsteel ³ Vua ACI 318-19 Table 17.5.2

Variables

Ase,V [in.2] futa [psi]

0.61 75,000

Calculations

Vsa [lb] 27,260

Results

Vsa [lb] f steel f Vsa [lb] Vua [lb] 27,260 0.650 17,719 9,375 www.hilti.com PanchacharamS Text Box

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

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Design:

Fastening point:

Shear Transfer from col to beam

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Specifier:

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Date:

11/18/2025

4.2 Pryout Strength (Concrete Breakout Strength controls)

Vcpg = kcp [(ANc ANc0

) y ec,N y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1b) f Vcpg ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = ( 1

1 + 2 e'

N 3 hef

) £ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef

) £ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac

1.5hef cac ) £ 1.0 ACI 318-19 Eq. (17.6.2.6.1b)

Nb = kc l a √f'c h 1.5 ef ACI 318-19 Eq. (17.6.2.2.1)

Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 12.000 0.000 0.000 ∞ y c,N cac [in.] kc l a f'c [psi]

1.000 21.097 17 1.000 6,000

Calculations

ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 3,780.00 1,296.00 1.000 1.000 1.000 1.000 54,739

Results

Vcpg [lb] f concrete f Vcpg [lb] Vua [lb] 319,310 0.700 223,517 150,000

5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%] Status

0.507 0.671 5/3 84 OK

bNV = bz N + bz

V <= 1 www.hilti.com PanchacharamS Text Box

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Shear Transfer from col to beam

Page:

Specifier:

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Date:

11/18/2025

6 Warnings

• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (EN1992-4, AS5216, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format.

• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.

• Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions.

• For additional information about ACI 318 strength design provisions, please go to https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/

• Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-19, Section 26.7.

Fastening meets the design criteria!

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Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Shear Transfer from col to beam

Page:

Specifier:

E-Mail:

Date:

11/18/2025

7 Installation data Anchor type and diameter: HIT-RE 500 V3 + HAS-E-55 (ASTM F1554 Gr.55) 1

Profile: W shape (AISC), W36X135; (L x W x T x FT) = 35.600 in. x 12.000 in. x

0.600 in. x 0.790 in.

Item number: 2198010 HAS-E-55 1"x14" (element) / 2123401 HIT-RE 500 V3 (adhesive)

Hole diameter in the fixture: df = 1.125 in. Maximum installation torque: 1,800 in.lb Plate thickness (input): 0.500 in. Hole diameter in the base material: 1.125 in.

Recommended plate thickness: not calculated Hole depth in the base material: 12.000 in.

Drilling method: SafeSet - automatic cleaning Minimum thickness of the base material: 14.250 in.

Cleaning: Automatically performed while drilling

Hilti Æ 1 in HIT-RE 500 V3 + HAS-E-55 (ASTM F1554 Gr.55) with 12 in nominal embedment depth per ICC-ES ESR-3814 , SAFEset - automatic cleaning installation per MPII

7.1 Recommended accessories

Drilling Cleaning Setting

• Suitable Rotary Hammer

• Properly sized drill bit for SAFEset -automatic cleaning (TE-CD / TE-YD)

• Vacuum cleaner

• No accessory required • Dispenser including cassette and mixer

• Torque wrench

1 2 3 4

5 6 7 8

9 10 11 12

13 14 15 16 x y

18.000 18.000

6.000 8.000 8.000 8.000 6.000

4.

9.

9.

9.

4.

.0

.0 www.hilti.com PanchacharamS Text Box

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

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Design:

Fastening point:

Shear Transfer from col to beam

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Date:

11/18/2025

Coordinates Anchor [in.]

Anchor x y c-x c+x c-y c+y

1 -12.000 -13.500 - - - - 2 -4.000 -13.500 - - - - 3 4.000 -13.500 - - - - 4 12.000 -13.500 - - - - 5 -12.000 -4.500 - - - - 6 -4.000 -4.500 - - - - 7 4.000 -4.500 - - - - 8 12.000 -4.500 - - - -

Anchor x y c-x c+x c-y c+y

9 -12.000 4.500 - - - - 10 -4.000 4.500 - - - - 11 4.000 4.500 - - - - 12 12.000 4.500 - - - - 13 -12.000 13.500 - - - - 14 -4.000 13.500 - - - - 15 4.000 13.500 - - - - 16 12.000 13.500 - - - -www.hilti.com PanchacharamS Text Box

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Shear Transfer from col to beam

Page:

Specifier:

E-Mail:

Date:

11/18/2025

8 Remarks; Your Cooperation Duties

• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.

Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.

Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.

www.hilti.com PanchacharamS Text Box