Structural REPORT.pdf

Detail Report: M8 Unity Check: 1.293 (axial/bending)Load Combination: LC 1: GOVERNING LOAD COMBINATION (ASD) WARNING: Detail Report Based On Less Than 10 Sections!

y z y z x Input Data:

Shape:

Member Type:

Length (ft):

Material Type:

Design Rule:

Number of Internal Sections:

6-2X8FS (nominal) Beam 14.75

Wood Typical

I Node:

J Node:

I Release:

J Release:

I Offset (in):

J Offset (in):

N16 N17

Fixed BenPIN

N/A N/A

Material Properties:

Material: DF Grade: No.1 Nu: 0.3 Type: Solid Sawn Cm: No Therm. Coeff. (1e⁵°F⁻¹): 0.3 Database: Visually Graded Ci: No Density (k/ft³): 0.035 Species: Douglas Fir-Larch Emod: 1

Shape Properties:

Fb (ksi): 1 E (ksi): 1700 b (actual) (in): 12 Ft (ksi): 0.675 E mod: 1 d (actual) (in): 8 Fv (ksi): 0.18 COVE (Table F1): 0.25 # of Plies: 6 Fc (ksi): 1.5 Emin (ksi): 621.025 Kf: N/A

Design Properties:

le2 (ft) : N/A le1 (ft) : N/A le-bend top (ft) : Lbyy le-bend bot (ft) : N/A Ky-y: 1 Kz-z: 1 y sway: No z sway: No

CD: 1

RB: 3.136

CL: 0.999

Cr: 1 Cfu: 1

CP: 0.537

Kf: 1

Max Defl Ratio: L/556 Max Defl Location: 8.451 Span: 1

N16 N17

M8

Diagrams: -0.001 at 0 ft

-0.308 at 7.375 ft y Deflection ( )in

0 at 14.596 ft

-5.653e-07 at 0 ft z Deflection ( )in

0.661 at 0 ft

Axial Force ( )kips

5.45 at 0 ft

-3.386 at 14.75 ft y Shear Force ( )kips

1.734e-06 at 14.75 ft

-2.213e-06 at 0 ft z Shear Force ( )kips

RISA-3D Version 20 [ MODEL OF EXISTING BUILDING.r3d ] Page 1

Company Designer Job Number Model Name

<Licensed Company> mlacy

FT. HARRISON ORIGINAL BUILDING

Checked By : __________

6/9/2022

3:27:12 PM

Original Structure Beam Report

-2.051e-06 at 0 ft Torsion ( )kip-ft

16.428 at 0 ft

-8.359 at 7.375 ft z-z Moment ( )kip-ft

8.782e-06 at 0 ft

-3.45e-06 at 11.063 ft y-y Moment ( )kip-ft

0.007 at 0 ft

Axial Stress ( )ksi

1.54 at 0 ft

0.032 at 3.534 ft Bending Compression Stress ( )ksi

-0.032 at 3.534 ft

-1.54 at 0 ft Bending Tension Stress ( )ksi

AWC NDS-18: ASD Code Check Limit State Required Available Unity Check Result Applied Loading - Bending/Axial - - - - Applied Loading - Shear + Torsion - - - - Axial Compression Analysis 0.007 ksi 0.846 ksi - - Axial Tension Analysis 0.000 ksi 0.81 ksi - - Flexural Analysis, Fb1' 1.54 ksi 1.199 ksi - - Flexural Analysis, Fb2' 0.000 ksi 1.2 ksi - - Bending & Axial Compression Analysis - - 1.293 Fail Bending & Axial Tension Analysis - - 1.284 Fail Shear Analysis 0.085 ksi 0.18 ksi 0.473 Pass

RISA-3D Version 20 [ MODEL OF EXISTING BUILDING.r3d ] Page 2

Company Designer Job Number Model Name

<Licensed Company> mlacy

FT. HARRISON ORIGINAL BUILDING

Checked By : __________

6/9/2022

3:27:12 PM

Detail Report: M59 Unity Check: 0.359 (axial/bending)Load Combination: LC 1: GOVERNING LOAD COMBINATION (ASD) WARNING: Detail Report Based On Less Than 10 Sections!

y z y z x Input Data:

Shape:

Member Type:

Length (ft):

Material Type:

Design Rule:

Number of Internal Sections:

2X12FS (nominal) Beam

Wood Typical

I Node:

J Node:

I Release:

J Release:

I Offset (in):

J Offset (in):

N120 N119

BenPIN BenPIN

N/A N/A

Material Properties:

Material: DF Grade: No.1 Nu: 0.3 Type: Solid Sawn Cm: No Therm. Coeff. (1e⁵°F⁻¹): 0.3 Database: Visually Graded Ci: No Density (k/ft³): 0.035 Species: Douglas Fir-Larch Emod: 1

Shape Properties:

Fb (ksi): 1 E (ksi): 1700 Emin (ksi): 621.025 Ft (ksi): 0.675 E mod: 1 b (actual) (in): 2 Fv (ksi): 0.18 COVE (Table F1): 0.25 d (actual) (in): 12 Fc (ksi): 1.5

Design Properties:

le2 (ft) : N/A le1 (ft) : N/A le-bend top (ft) : Lbyy le-bend bot (ft) : N/A Ky-y: 1 Kz-z: 1 y sway: No z sway: No

CD: 1

RB: 20.785

CL: 0.943

Cr: 1 Cfu: 1

CP: 0.065

Max Defl Ratio: L/2015 Max Defl Location: 6 Span: 1

N120 N119

M59

Diagrams: -1.627e-07 at 0 ft

-0.129 at 9 ft y Deflection ( )in

5.545e-04 at 12 ft z Deflection ( )in

1.134e-04 at 0 ft

Axial Force ( )kips

0.423 at 0 ft

-0.43 at 12 ft y Shear Force ( )kips z Shear Force ( )kips

RISA-3D Version 20 [ MODEL OF EXISTING BUILDING.r3d ] Page 1

Company Designer Job Number Model Name

<Licensed Company> mlacy

FT. HARRISON ORIGINAL BUILDING

Checked By : __________

6/9/2022

3:24:09 PM

Original Structure Joist Report

-0.027 at 0 ft

-1.355 at 6 ft z-z Moment ( )kip-ft y-y Moment ( )kip-ft

4.723e-06 at 0 ft

Axial Stress ( )ksi

0.339 at 6 ft

Bending Compression Stress ( )ksi -0.339 at 6 ft

Bending Tension Stress ( )ksi

AWC NDS-18: ASD Code Check Limit State Required Available Unity Check Result Applied Loading - Bending/Axial - - - - Applied Loading - Shear + Torsion - - - - Axial Compression Analysis 0.000 ksi 0.097 ksi - - Axial Tension Analysis 0.000 ksi 0.675 ksi - - Flexural Analysis, Fb1' 0.339 ksi 0.943 ksi - - Flexural Analysis, Fb2' 0.000 ksi 1 ksi - - Bending & Axial Compression Analysis - - 0.359 Pass Bending & Axial Tension Analysis - - 0.359 Pass Shear Analysis 0.049 ksi 0.18 ksi 0.274 Pass

RISA-3D Version 20 [ MODEL OF EXISTING BUILDING.r3d ] Page 2

Company Designer Job Number Model Name

<Licensed Company> mlacy

FT. HARRISON ORIGINAL BUILDING

Checked By : __________

3:24:10 PM

Detail Report: M8 Unity Check: 0.348 (axial/bending)Load Combination: LC 1: GOVERNING LOAD COMBINATION (ASD) y z y z x Input Data:

Shape:

Member Type:

Length (ft):

Material Type:

Design Rule:

Number of Internal Sections:

6-2X8FS (nominal) Beam 14.75

Wood Typical

I Node:

J Node:

I Release:

J Release:

I Offset (in):

J Offset (in):

N16 N17

Fixed BenPIN

N/A N/A

Material Properties:

Material: DF Grade: No.1 Nu: 0.3 Type: Solid Sawn Cm: No Therm. Coeff. (1e⁵°F⁻¹): 0.3 Database: Visually Graded Ci: No Density (k/ft³): 0.035 Species: Douglas Fir-Larch Emod: 1

Shape Properties:

Fb (ksi): 1 E (ksi): 1700 b (actual) (in): 12 Ft (ksi): 0.675 E mod: 1 d (actual) (in): 8 Fv (ksi): 0.18 COVE (Table F1): 0.25 # of Plies: 6 Fc (ksi): 1.5 Emin (ksi): 621.025 Kf: N/A

Design Properties:

le2 (ft) : N/A le1 (ft) : N/A le-bend top (ft) : Lbyy le-bend bot (ft) : N/A Ky-y: 1 Kz-z: 1 y sway: No z sway: No

CD: 1

RB: 3.136

CL: 0.999

Cr: 1 Cfu: 1

CP: 0.537

Kf: 1

Max Defl Ratio: L/2872 Max Defl Location: 11.523 Span: 2

N16 N17

M8

Diagrams: -9.735e-05 at 6.914 ft

-0.031 at 11.523 ft y Deflection ( )in

5.943e-08 at 0 ft

0 at 6.146 ft z Deflection ( )in

-1.685e-05 at 0 ft Axial Force ( )kips

3.703 at 7.375 ft

-2.806 at 6.453 ft y Shear Force ( )kips

3.913e-07 at 0 ft

-1.448e-07 at 2.458 ft z Shear Force ( )kips

RISA-3D Version 20 [ MODEL OF REVISED BUILDING.r3d ] Page 1

Company Designer Job Number Model Name

<Licensed Company> mlacy

FT. HARRISON ORIGINAL BUILDING

Checked By : __________

6/9/2022

3:40:33 PM

Revised Structure Beam Report

4.445 at 7.375 ft

-3.334 at 11.831 ft z-z Moment ( )kip-ft

4.502e-07 at 1.076 ft

0 at 14.443 ft y-y Moment ( )kip-ft

-1.755e-07 at 0 ft Axial Stress ( )ksi

0.417 at 7.375 ft

0.002 at 8.911 ft Bending Compression Stress ( )ksi

-0.002 at 8.911 ft

-0.417 at 7.375 ft Bending Tension Stress ( )ksi

AWC NDS-18: ASD Code Check Limit State Required Available Unity Check Result Applied Loading - Bending/Axial - - - - Applied Loading - Shear + Torsion - - - - Axial Compression Analysis 0.000 ksi 0.846 ksi - - Axial Tension Analysis 0.000 ksi 0.81 ksi - - Flexural Analysis, Fb1' 0.417 ksi 1.199 ksi - - Flexural Analysis, Fb2' 0.000 ksi 1.2 ksi - - Bending & Axial Compression Analysis - - 0.348 Pass Bending & Axial Tension Analysis - - 0.347 Pass Shear Analysis 0.058 ksi 0.18 ksi 0.321 Pass

RISA-3D Version 20 [ MODEL OF REVISED BUILDING.r3d ] Page 2

Company Designer Job Number Model Name

<Licensed Company> mlacy

FT. HARRISON ORIGINAL BUILDING

Checked By : __________

3:40:34 PM

Detail Report: M70 Unity Check: 0.449 (axial/bending)Load Combination: LC 1: GOVERNING LOAD COMBINATION (ASD) z y z x Input Data:

Shape:

Member Type:

Length (ft):

Material Type:

Design Rule:

Number of Internal Sections:

2X12FS (nominal) Beam

Wood Typical

I Node:

J Node:

I Release:

J Release:

I Offset (in):

J Offset (in):

N197 N195

BenPIN BenPIN

N/A N/A

Material Properties:

Material: DF Grade: No.1 Nu: 0.3 Type: Solid Sawn Cm: No Therm. Coeff. (1e⁵°F⁻¹): 0.3 Database: Visually Graded Ci: No Density (k/ft³): 0.035 Species: Douglas Fir-Larch Emod: 1

Shape Properties:

Fb (ksi): 1 E (ksi): 1700 Emin (ksi): 621.025 Ft (ksi): 0.675 E mod: 1 b (actual) (in): 2 Fv (ksi): 0.18 COVE (Table F1): 0.25 d (actual) (in): 12 Fc (ksi): 1.5

Design Properties:

le2 (ft) : N/A le1 (ft) : N/A le-bend top (ft) : Lbyy le-bend bot (ft) : N/A Ky-y: 1 Kz-z: 1 y sway: No z sway: No

CD: 1

RB: 20.785

CL: 0.943

Cr: 1 Cfu: 1

CP: 0.065

Max Defl Ratio: L/1614 Max Defl Location: 6 Span: 1

N197 N195

M70

Diagrams: -2.069e-07 at 0 ft

-0.097 at 6.25 ft y Deflection ( )in z Deflection ( )in

3.516e-06 at 0 ft

Axial Force ( )kips

0.528 at 0 ft

-0.538 at 12 ft y Shear Force ( )kips z Shear Force ( )kips

RISA-3D Version 20 [ MODEL OF REVISED BUILDING.r3d ] Page 1

Company Designer Job Number Model Name

<Licensed Company> mlacy

FT. HARRISON ORIGINAL BUILDING

Checked By : __________

6/9/2022

3:39:15 PM

Revised Structure Joist Report

-0.002 at 0 ft

-1.693 at 6.125 ft z-z Moment ( )kip-ft y-y Moment ( )kip-ft

1.465e-07 at 0 ft

Axial Stress ( )ksi

0.423 at 6.125 ft

Bending Compression Stress ( )ksi -0.423 at 6.125 ft

Bending Tension Stress ( )ksi

AWC NDS-18: ASD Code Check Limit State Required Available Unity Check Result Applied Loading - Bending/Axial - - - - Applied Loading - Shear + Torsion - - - - Axial Compression Analysis 0.000 ksi 0.097 ksi - - Axial Tension Analysis 0.000 ksi 0.675 ksi - - Flexural Analysis, Fb1' 0.423 ksi 0.943 ksi - - Flexural Analysis, Fb2' 0.000 ksi 1 ksi - - Bending & Axial Compression Analysis - - 0.449 Pass Bending & Axial Tension Analysis - - 0.449 Pass Shear Analysis 0.035 ksi 0.18 ksi 0.196 Pass

RISA-3D Version 20 [ MODEL OF REVISED BUILDING.r3d ] Page 2

Company Designer Job Number Model Name

<Licensed Company> mlacy

FT. HARRISON ORIGINAL BUILDING

Checked By : __________

3:39:16 PM

Detail Report: M10 Unity Check: 0.543 (axial/bending)Load Combination: LC 1: GOVERNING LOAD COMBINATION (ASD) z y z x Input Data:

Shape:

Member Type:

Length (ft):

Material Type:

Design Rule:

Number of Internal Sections:

W8X18 Beam

Hot Rolled Steel

Typical

I Node:

J Node:

I Release:

J Release:

I Offset (in):

J Offset (in):

N9 N12

Fixed BenPIN

N/A N/A

Material Properties:

Material: A992 Therm. Coeff. (1e⁵°F⁻¹): 0.65 Ry: 1.1 E (ksi): 29000 Density (k/ft³): 0.49 Fu(ksi): 65 G (ksi): 11154 Fy (ksi): 50 Rt: 1.1 Nu: 0.3

Shape Properties:

d (in): 8.14 Area (in²): 5.26 Sw(in⁴): 4.44 bf (in): 5.25 Zyy (in³): 4.66 rT (in): 1.39 tf (in): 0.33 Zzz (in³): 17 J (in⁴): 0.172 tw (in): 0.23 Cw (in⁶): 122 kdet (in): 0.812 Iyy (in⁴): 7.97 Wno (in²): 10.3 kdes (in): 0.63 Izz (in⁴): 61.9

Design Properties:

Lb y-y (ft) : 1.33 Lb z-z (ft) : N/A Lcomp top (ft) : Lbyy Lcomp bot (ft) : N/A Ltorque (ft) : N/A

Ky-y: 1 Kz-z: 1 y sway: No z sway: No Function: Lateral Seismic DR: None

Max Defl Ratio: L/1645 Max Defl Location: 12 Span: 2

N9 N12

M10

Diagrams: 0.005 at 19.5 ft

-0.088 at 12 ft y Deflection ( )in z Deflection ( )in

-1.617e-04 at 0 ft

-1.618e-04 at 18 ft Axial Force ( )kips

4.545 at 6 ft

-4.295 at 17.25 ft y Shear Force ( )kips

7.801e-07 at 22.5 ft

-4.684e-06 at 0 ft z Shear Force ( )kips

RISA-3D Version 20 [ MODEL OF REVISED BUILDING.r3d ] Page 1

Company Designer Job Number Model Name

<Licensed Company> mlacy

FT. HARRISON ORIGINAL BUILDING

Checked By : __________

7/25/2022

1:36:02 PM

Revised Structure Steel Beam with Column Demo

7.366 at 6 ft

-5.886 at 11.75 ft z-z Moment ( )kip-ft

4.006e-06 at 0 ft

-1.392e-06 at 1.25 ft y-y Moment ( )kip-ft

-3.074e-05 at 0 ft

-3.075e-05 at 6 ft Axial Stress ( )ksi

5.812 at 6 ft

0.02 at 8 ft Bending Compression Stress ( )ksi

-0.02 at 8 ft

-5.812 at 6 ft Bending Tension Stress ( )ksi

AISC 15th (360-16): ASD Code Check Limit State Required Available Unity Check Result Applied Loading - Bending/Axial Applied Loading - Shear + Torsion - - - - Axial Tension Analysis 0.000 k 157.485 k - - Axial Compression Analysis 0.000 k 84.295 k - - Flexural Analysis (Strong Axis) 7.366 k-ft 13.558 k-ft - - Flexural Analysis (Weak Axis) 0.000 k-ft 11.627 k-ft - - Shear Analysis (Major Axis y) 4.545 k 37.444 k 0.121 Pass Shear Analysis (Minor Axis z) 0.000 k 62.246 k 0.000 Pass Bending & Axial Interaction Check (UC Bending Max) - - 0.543 Pass

Required axial tensile strength at governing location Allowable axial tensile strength Required flexural strength about z-axis at governing location Allowable flexural strength (strong axis) Required flexural strength about y-axis at governing location

Allowable flexural strength (weak axis)

Bending and Axial Interaction (Eq. H1-1b)

RISA-3D Version 20 [ MODEL OF REVISED BUILDING.r3d ] Page 2

Company Designer Job Number Model Name

<Licensed Company> mlacy

FT. HARRISON ORIGINAL BUILDING

Checked By : __________

7/25/2022

1:36:02 PM