Amendement 2- RFI-6 695-23-103 VA Milwaukee B5 Roof - BID - Vol5 Appendices.pdf

VA Milwaukee

Replace Building 5 Roof Volume 5 – Appendices

50000 W National Avenue Milwaukee, WI 53295

Alliance|7GAE JV Project No. 222175 VA Project No. 695-23-103

Bid Documents – March 8, 2024

This page intentionally left blank

Report prepared for:

VAMC Milwaukee

50000 W National Avenue Milwaukee, WI 53295

VA Project: 695-23-103

Prepared by:

Alliance 7GAE Joint Venture

600 E. Michigan Avenue, Suite B Kalamazoo, MI 49007

P: 269.927.0144

In consultation with:

ARC Environmental

Nehil Sivak

TABLE OF CONTENTS

VOLUME 1 | DESIGN NARRATIVE

1.1 Executive Summary

1.2 Site and Landscape Narrative

1.3 Structural Narrative

1.4 Architectural Narrative

1.5 Environmental Narrative

VOLUME 2 | SPECIFICATIONS

VOLUME 3 | SCHEMATIC DESIGN DRAWINGS

VOLUME 4 | COST ESTIMATE.

VOLUME 5 | APPENDICES

A. Structural Calculations and Shoring Plan B. QA/QC Plan and Checklist C. Submittal Register D. Meeting Minutes E. Deliverables Schedule and Phasing Plan F. Hazardous Materials Report

APPENDIX A

STRUCTURAL CALCULATIONS AND

SHORING PLAN

Milwaukee, WI

Engineering Calculations

June 19, 2023

Nehil-Sivak Project No. 6559

Prepared by Thomas A. Palarz, Jr.

Wisconsin PE 45433-6 tpala Model

Basis of Design

Applicable Codes

State of Wisconsin Building Code

Interna�onal Building Code (IBC) 2015

ASCE 7 – 10

Na�onal Design Standard (NDS) 2012

Design Loads

Roof dead load = 8 psf

Roof live load = 20 psf

Roof snow load = 23 psf plus dri+ing

Roof wind load = -18 psf (joists)

+14 psf (joists)

-15 psf (beams)

12 psf (beams)

Deck dead load = 5 psf

Deck live load = 75 psf

Deck snow load = 23 psf

Deck wind load = -18 psf (joists)

+14 psf (joists)

-15 psf (beams)

12 psf (beams)

Exis�ng roof framing above decks and deck framing was field measured, with the excep�on of the roof framing above the central enclosed area. Finishes prevented viewing this area. This area will need to be opened up for viewing and field measuring prior to comple�on of a structural analysis for this por�on of roof.

The roof and deck ledger connec�on to wall analysis is not complete since the actual wall construc�on is unknown. Exploratory demoli�on is required to expose the wall system.

Special inspec�ons are not required with this scope of work falling under the category of Light Framed

Construc�on. However, the framing and connec�ons will be reviewed by the EOR.

Roof Loads

3 psf membrane

5 psf decking

TOTAL 8 psf DL

TOTAL 22.7 psf Pf Roof Snow - Base

42 psf Roof Snow - Drift Max (w=9.5')

TOTAL 20 psf LL

ROOF JOIST LOADING

Base Drift

MARK SPACING DL Snow Snow LL feet plf plf plf plf

RJ1 1.7 13.7 38.8 71.8 34.2

RJ2 1.7 13.7 38.8 71.8 34.2

RJ3 1.7 13.7 38.8 71.8 34.2

ROOF BEAM LOADING

MARK Tributary Base Drift

Width DL* Snow Snow LL feet plf plf plf plf

RB1 10.0 100 227 420 200

RB2 11.5 115 261 483 230

RB3 11.0 110 250 462 220

RB4 11.5 115 261 483 230

RB5 6.0 60 136 252 120

RB6 4 40 91 168 80 max

RB7 10 100 227 420 200

RB8 11.5 115 261 483 230

RB9 11 110 250 462 220

RB10 11.5 115 261 483 230

RB11 6 60 136 252 120

RB12 4 40 91 168 80 max

* denotes 2 psf added for joist dead load

2nd Level Loads

5 psf decking

TOTAL 5 psf DL

TOTAL 22.7 psf Pf Roof Snow

TOTAL 50 psf LL

DECK JOIST LOADING

MARK SPACING DL LL Snow feet plf plf plf

2J1 1.7 8.6 85.5 38.8

2J2 1.7 8.6 85.5 38.8

2J3 1.3 6.7 66.5 30.2

DECK BEAM LOADING

MARK Tributary

Width DL* LL SL feet plf plf plf

2B1 10.0 70 500 227.0

2B2 11.5 81 575 261.1

2B3 11.0 77 550 249.7

2B4 11.5 81 575 261.1

2B5 6.0 42 300 136.2

2B6 4 28 200 90.8

2B7 10 70 500 227.0

2B8 11.5 81 575 261.1

2B9 11 77 550 249.7

2B10 11.5 81 575 261.1

2B11 6 42 300 136.2

2B12 4 28 200 90.8

* denotes 2 psf added for joist dead load

Post Loads Base Drift

Length DL Snow Snow LL Ry DL Ry SL Ry LL feet plf plf plf plf lbs lbs lbs

RB1 12 100 227 420 200 600 2900 1200

RB2 12 115 261 483 230 690 3300 1380

RB3 12 110 250 462 220 660 3200 1320

RB4 12 115 261 483 230 690 3300 1380

RB5 12 60 136 252 120 360 1700 720

RB6 11 40 91 168 80 220 800 440

RB7 12 100 227 420 200 600 2900 1200

RB8 12 115 261 483 230 690 3300 1380

RB9 12 110 250 462 220 660 3200 1320

RB10 12 115 261 483 230 690 3300 1380

RB11 12 60 136 252 120 360 1700 720

RB12 11 40 91 168 80 220 800 440

Length DL LL SL Ry DL Ry LL SL feet plf plf plf lbs lbs lbs

2B1 12 70 500 227 420 3000 1362

2B2 12 81 575 261 483 3450 1566

2B3 12 77 550 250 462 3300 1498

2B4 12 81 575 261 483 3450 1566

2B5 12 42 300 136 252 1800 817

2B6 11 28 200 91 154 1100 499

2B7 12 70 500 227 420 3000 1362

2B8 12 81 575 261 483 3450 1566

2B9 12 77 550 250 462 3300 1498

2B10 12 81 575 261 483 3450 1566

2B11 12 42 300 136 252 1800 817

2B12 11 28 200 91 154 1100 499 l)lrj. No

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ASCE 7-16 Snow Loads LIC# : KW-06015551, Build:20.22.12.28 NEHIL-SIVAK (c) ENERCALC INC 1983-2022

DESCRIPTION: Lower roof drift loading

VA Milwaukee

Project File: VA Milwaukee.ec6

Snow Drifts on Lower Roofs Description : Deck Roof per ASCE 7-16, Chapter 7

Balanced Snow Load 21.00

30.00 psfGround Snow Load

44.00 ftlu - upper hd : leeward 2.32 ft hd : windward 1.08 ft hd : Max 2.32 ft hd : Design 2.32 ft pd : Max Drift Only 41.49 psf pd + Balanced 62.49 psf W : Drift Width 9.27 ft

Total Snow Load @ End of Drift psf21.00 lu-lower 12.00 ft

10.00 ft pcf Height of Roof Step Snow Density 17.90 hb : Balanced 1.17 ft

8.83 fthc : Step Height - hb 7.52 1.00 hc / hb psf

Importance Factor

Wood Beam

DESCRIPTION: Roof Joist RJ1

VA Milwaukee

Project File: VA Milwaukee.ec6

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase

Allowable Stress Design

Eastern White Pine No.1

775.0 775.0

1,000.0 350.0

1,100.0 400.0

135.0

350.0 22.470

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Uniform Load : D = 0.0140, Lr = 0.0350, S = 0.0390 , Tributary Width = 1.0 ft, (base loads) Uniform Load : S = 0.0720 , Tributary Width = 1.0 ft

.DESIGN SUMMARY Design N.G.

Maximum Bending Stress Ratio 2.706: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 6.000ft

112.91 psi=

1,127.43psi

1.625 X 5.750Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

155.25 psi==

Section used for this span 1.625 X 5.750 Maximum Shear Stress Ratio 0.727 : 1

0.000 ft=

3,050.44psi

Maximum Deflection

0 <240

Ratio = 0 <180

Max Downward Transient Deflection 1.839 in 78Ratio = <240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 2.096 in Ratio = <180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : S Only n/a Span: 1 : +D+S n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 1.00Length = 12.0 ft 1 0.423 0.114 0.90 1.100 1.151.00 1.00 0.28 372.9 882.3 0.09 121.51.00 13.81.00 1.00+D+Lr 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.993 0.267 1.25 1.100 1.151.00 1.00 0.91 1,217.2 1,225.5 0.28 168.81.00 45.11.00 1.00+D+S 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 2.706 0.727 1.15 1.100 1.151.00 1.00 2.28 3,050.4 1,127.4 0.70 155.31.00 112.91.00 1.00+D+0.750Lr 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.821 0.221 1.25 1.100 1.151.00 1.00 0.75 1,006.1 1,225.5 0.23 168.81.00 37.21.00 1.00+D+0.750S 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00

DESCRIPTION: Roof Joist RJ1

VA Milwaukee

Project File: VA Milwaukee.ec6

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

1.00Length = 12.0 ft 1 2.112 0.568 1.15 1.100 1.151.00 1.00 1.78 2,381.0 1,127.4 0.55 155.31.00 88.11.00 1.00+0.60D 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.143 0.038 1.60 1.100 1.151.00 1.00 0.17 223.7 1,568.6 0.05 216.01.00 8.31.00

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S 1 2.0956 6.044 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 0.759 0.759 Max Upward from Load Combinations 0.759 0.759 Max Upward from Load Cases 0.666 0.666 D Only 0.093 0.093 +D+Lr 0.303 0.303 +D+S 0.759 0.759 +D+0.750Lr 0.250 0.250 +D+0.750S 0.592 0.592 +0.60D 0.056 0.056 Lr Only 0.210 0.210 S Only 0.666 0.666

DESCRIPTION: Roof Joist RJ2

VA Milwaukee

Project File: VA Milwaukee.ec6

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase

Allowable Stress Design

Eastern White Pine No.1

775.0 775.0

1,000.0 350.0

1,100.0 400.0

135.0

350.0 22.470

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Uniform Load : D = 0.0140, Lr = 0.0350, S = 0.0390 , Tributary Width = 1.0 ft, (base loads) Uniform Load : S = 0.0720 , Tributary Width = 1.0 ft

.DESIGN SUMMARY Design N.G.

Maximum Bending Stress Ratio 1.546: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 6.125ft

80.49 psi=

1,127.43psi

1.750 X 7.50Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

155.25 psi==

Section used for this span 1.750 X 7.50 Maximum Shear Stress Ratio 0.518 : 1

11.669 ft=

1,743.10psi

Maximum Deflection

0 <240

Ratio = 0 <180

Max Downward Transient Deflection 0.836 in 175Ratio = <240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.957 in Ratio = <180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : S Only n/a Span: 1 : +D+S n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 1.00Length = 12.250 ft 1 0.250 0.084 0.90 1.100 1.151.00 1.00 0.30 220.2 882.3 0.09 121.51.00 10.21.00 1.00+D+Lr 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.250 ft 1 0.572 0.192 1.25 1.100 1.151.00 1.00 0.96 700.4 1,225.5 0.28 168.81.00 32.31.00 1.00+D+S 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.250 ft 1 1.546 0.518 1.15 1.100 1.151.00 1.00 2.38 1,743.1 1,127.4 0.70 155.31.00 80.51.00 1.00+D+0.750Lr 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.250 ft 1 0.474 0.159 1.25 1.100 1.151.00 1.00 0.79 580.3 1,225.5 0.23 168.81.00 26.81.00

DESCRIPTION: Roof Joist RJ2

VA Milwaukee

Project File: VA Milwaukee.ec6

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

1.00Length = 12.250 ft 1 1.208 0.405 1.15 1.100 1.151.00 1.00 1.86 1,362.4 1,127.4 0.55 155.31.00 62.91.00 1.00+0.60D 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.250 ft 1 0.084 0.028 1.60 1.100 1.151.00 1.00 0.18 132.1 1,568.6 0.05 216.01.00 6.11.00

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S 1 0.9567 6.170 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 0.778 0.778 Max Upward from Load Combinations 0.778 0.778 Max Upward from Load Cases 0.680 0.680 D Only 0.098 0.098 +D+Lr 0.313 0.313 +D+S 0.778 0.778 +D+0.750Lr 0.259 0.259 +D+0.750S 0.608 0.608 +0.60D 0.059 0.059 Lr Only 0.214 0.214 S Only 0.680 0.680

DESCRIPTION: Roof Joist RJ3

VA Milwaukee

Project File: VA Milwaukee.ec6

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase

Allowable Stress Design

Eastern White Pine No.1

775.0 775.0

1,000.0 350.0

1,100.0 400.0

135.0

350.0 22.470

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Uniform Load : D = 0.0140, Lr = 0.0350, S = 0.0390 , Tributary Width = 1.0 ft, (base loads) Uniform Load : S = 0.0720 , Tributary Width = 1.0 ft

.DESIGN SUMMARY Design N.G.

Maximum Bending Stress Ratio 1.587: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 6.000ft

81.53 psi=

1,127.43psi

1.750 X 7.250Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

155.25 psi==

Section used for this span 1.750 X 7.250 Maximum Shear Stress Ratio 0.525 : 1

0.000 ft=

1,789.06psi

Maximum Deflection

0 <240

Ratio = 0 <180

Max Downward Transient Deflection 0.852 in 168Ratio = <240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.975 in Ratio = <180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : S Only n/a Span: 1 : +D+S n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 1.00Length = 12.0 ft 1 0.255 0.084 0.90 1.100 1.151.00 1.00 0.29 225.1 882.3 0.09 121.51.00 10.31.00 1.00+D+Lr 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.586 0.194 1.25 1.100 1.151.00 1.00 0.92 718.3 1,225.5 0.28 168.81.00 32.71.00 1.00+D+S 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 1.587 0.525 1.15 1.100 1.151.00 1.00 2.29 1,789.1 1,127.4 0.69 155.31.00 81.51.00 1.00+D+0.750Lr 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.486 0.161 1.25 1.100 1.151.00 1.00 0.76 595.0 1,225.5 0.23 168.81.00 27.11.00

DESCRIPTION: Roof Joist RJ3

VA Milwaukee

Project File: VA Milwaukee.ec6

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

1.00Length = 12.0 ft 1 1.240 0.410 1.15 1.100 1.151.00 1.00 1.79 1,398.1 1,127.4 0.54 155.31.00 63.71.00 1.00+0.60D 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.086 0.028 1.60 1.100 1.151.00 1.00 0.17 135.1 1,568.6 0.05 216.01.00 6.21.00

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S 1 0.9748 6.044 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 0.762 0.762 Max Upward from Load Combinations 0.762 0.762 Max Upward from Load Cases 0.666 0.666 D Only 0.096 0.096 +D+Lr 0.306 0.306 +D+S 0.762 0.762 +D+0.750Lr 0.253 0.253 +D+0.750S 0.595 0.595 +0.60D 0.058 0.058 Lr Only 0.210 0.210 S Only 0.666 0.666

DESCRIPTION: Roof Beam RB1

VA Milwaukee

Project File: VA Milwaukee.ec6

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Eastern White Pine No.1

775.0 775.0

1,000.0 350.0

1,100.0 400.0

135.0

350.0 22.470

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Uniform Load : D = 0.10, Lr = 0.20, S = 0.2270 , Tributary Width = 1.0 ft, (base loads) Varying Uniform Load : S= 0.420->0.0 k/ft, Extent = 0.0 -->> 9.50 ft, Trib Width = 1.0 ft, (Drift)

.DESIGN SUMMARY Design N.G.

Maximum Bending Stress Ratio 2.215: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 5.474ft

114.82 psi=

980.38psi

5.250 X 7.50Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

155.25 psi==

Section used for this span 5.250 X 7.50 Maximum Shear Stress Ratio 0.740 : 1

0.000 ft=

2,171.21psi

Maximum Deflection

0 <240

Ratio = 0 <180

Max Downward Transient Deflection 0.892 in 161Ratio = <240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 1.137 in Ratio = <180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : S Only n/a Span: 1 : +D+S n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 1.00Length = 12.0 ft 1 0.607 0.179 0.90 1.100 1.001.00 1.00 1.91 465.8 767.3 0.57 121.51.00 21.81.00 1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 1.261 0.372 1.25 1.100 1.001.00 1.00 5.51 1,343.5 1,065.6 1.65 168.81.00 62.81.00 1.00+D+S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 2.215 0.740 1.15 1.100 1.001.00 1.00 8.91 2,171.2 980.4 3.01 155.31.00 114.81.00 1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 1.055 0.311 1.25 1.100 1.001.00 1.00 4.61 1,124.1 1,065.6 1.38 168.81.00 52.61.00 1.00+D+0.750S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

DESCRIPTION: Roof Beam RB1

VA Milwaukee

Project File: VA Milwaukee.ec6

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

1.00Length = 12.0 ft 1 1.779 0.590 1.15 1.100 1.001.00 1.00 7.15 1,744.1 980.4 2.40 155.31.00 91.61.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.205 0.061 1.60 1.100 1.001.00 1.00 1.15 279.5 1,364.0 0.34 216.01.00 13.11.00

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S 1 1.1372 5.912 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 3.467 2.525 Max Upward from Load Combinations 3.467 2.525 Max Upward from Load Cases 2.831 1.888 D Only 0.637 0.637 +D+Lr 1.837 1.837 +D+S 3.467 2.525 +D+0.750Lr 1.537 1.537 +D+0.750S 2.760 2.053 +0.60D 0.382 0.382 Lr Only 1.200 1.200 S Only 2.831 1.888

DESCRIPTION: Roof Beam RB2

VA Milwaukee

Project File: VA Milwaukee.ec6

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Eastern White Pine No.1

775.0 775.0

1,000.0 350.0

1,100.0 400.0

135.0

350.0 22.470

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Uniform Load : D = 0.1150, Lr = 0.230, S = 0.260 , Tributary Width = 1.0 ft, (base loads) Varying Uniform Load : S= 0.480->0.0 k/ft, Extent = 0.0 -->> 9.50 ft, Trib Width = 1.0 ft, (Drift)

.DESIGN SUMMARY Design N.G.

Maximum Bending Stress Ratio 2.533: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 5.474ft

131.30 psi=

980.38psi

5.250 X 7.50Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

155.25 psi==

Section used for this span 5.250 X 7.50 Maximum Shear Stress Ratio 0.846 : 1

0.000 ft=

2,483.16psi

Maximum Deflection

0 <240

Ratio = 0 <180

Max Downward Transient Deflection 1.021 in 141Ratio = <240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 1.301 in Ratio = <180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : S Only n/a Span: 1 : +D+S n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 1.00Length = 12.0 ft 1 0.693 0.205 0.90 1.100 1.001.00 1.00 2.18 531.6 767.3 0.65 121.51.00 24.91.00 1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 1.446 0.427 1.25 1.100 1.001.00 1.00 6.32 1,541.0 1,065.6 1.89 168.81.00 72.11.00 1.00+D+S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 2.533 0.846 1.15 1.100 1.001.00 1.00 10.18 2,483.2 980.4 3.45 155.31.00 131.31.00 1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 1.209 0.357 1.25 1.100 1.001.00 1.00 5.29 1,288.7 1,065.6 1.58 168.81.00 60.31.00

DESCRIPTION: Roof Beam RB2

VA Milwaukee

Project File: VA Milwaukee.ec6

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

1.00Length = 12.0 ft 1 2.034 0.674 1.15 1.100 1.001.00 1.00 8.18 1,994.4 980.4 2.75 155.31.00 104.71.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.234 0.069 1.60 1.100 1.001.00 1.00 1.31 319.0 1,364.0 0.39 216.01.00 14.91.00

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S 1 1.3006 5.912 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 3.965 2.889 Max Upward from Load Combinations 3.965 2.889 Max Upward from Load Cases 3.238 2.162 D Only 0.727 0.727 +D+Lr 2.107 2.107 +D+S 3.965 2.889 +D+0.750Lr 1.762 1.762 +D+0.750S 3.156 2.348 +0.60D 0.436 0.436 Lr Only 1.380 1.380 S Only 3.238 2.162

DESCRIPTION: Roof Beam RB3

VA Milwaukee

Project File: VA Milwaukee.ec6

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Eastern White Pine No.1

775.0 775.0

1,000.0 350.0

1,100.0 400.0

135.0

350.0 22.470

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Uniform Load : D = 0.110, Lr = 0.220, S = 0.2550 , Tributary Width = 1.0 ft, (base loads) Varying Uniform Load : S= 0.460->0.0 k/ft, Extent = 0.0 -->> 9.50 ft, Trib Width = 1.0 ft, (Drift)

.DESIGN SUMMARY Design N.G.

Maximum Bending Stress Ratio 2.453: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 5.474ft

127.04 psi=

980.38psi

5.250 X 7.50Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

155.25 psi==

Section used for this span 5.250 X 7.50 Maximum Shear Stress Ratio 0.818 : 1

0.000 ft=

2,405.30psi

Maximum Deflection

0 <240

Ratio = 0 <180

Max Downward Transient Deflection 0.992 in 145Ratio = <240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 1.260 in Ratio = <180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : S Only n/a Span: 1 : +D+S n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 1.00Length = 12.0 ft 1 0.664 0.196 0.90 1.100 1.001.00 1.00 2.09 509.7 767.3 0.63 121.51.00 23.81.00 1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 1.384 0.409 1.25 1.100 1.001.00 1.00 6.05 1,475.2 1,065.6 1.81 168.81.00 69.01.00 1.00+D+S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 2.453 0.818 1.15 1.100 1.001.00 1.00 9.87 2,405.3 980.4 3.33 155.31.00 127.01.00 1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 1.158 0.342 1.25 1.100 1.001.00 1.00 5.06 1,233.8 1,065.6 1.51 168.81.00 57.71.00

DESCRIPTION: Roof Beam RB3

VA Milwaukee

Project File: VA Milwaukee.ec6

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

1.00Length = 12.0 ft 1 1.969 0.652 1.15 1.100 1.001.00 1.00 7.92 1,930.6 980.4 2.66 155.31.00 101.21.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.224 0.066 1.60 1.100 1.001.00 1.00 1.25 305.8 1,364.0 0.38 216.01.00 14.31.00

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S 1 1.2600 5.912 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 3.835 2.803 Max Upward from Load Combinations 3.835 2.803 Max Upward from Load Cases 3.138 2.107 D Only 0.697 0.697 +D+Lr 2.017 2.017 +D+S 3.835 2.803 +D+0.750Lr 1.687 1.687 +D+0.750S 3.051 2.277 +0.60D 0.418 0.418 Lr Only 1.320 1.320 S Only 3.138 2.107

DESCRIPTION: Roof Beam RB4

VA Milwaukee

Project File: VA Milwaukee.ec6

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Eastern White Pine No.1

775.0 775.0

1,000.0 350.0

1,100.0 400.0

135.0

350.0 22.470

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Uniform Load : D = 0.1160, Lr = 0.230, S = 0.2610 , Tributary Width = 1.0 ft, (base loads) Varying Uniform Load : S= 0.480->0.0 k/ft, Extent = 0.0 -->> 9.50 ft, Trib Width = 1.0 ft, (Drift)

.DESIGN SUMMARY Design N.G.

Maximum Bending Stress Ratio 2.542: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 5.474ft

131.71 psi=

980.38psi

5.250 X 7.50Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

155.25 psi==

Section used for this span 5.250 X 7.50 Maximum Shear Stress Ratio 0.848 : 1

0.000 ft=

2,491.87psi

Maximum Deflection

0 <240

Ratio = 0 <180

Max Downward Transient Deflection 1.023 in 140Ratio = <240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 1.305 in Ratio = <180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : S Only n/a Span: 1 : +D+S n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 1.00Length = 12.0 ft 1 0.699 0.206 0.90 1.100 1.001.00 1.00 2.20 536.0 767.3 0.66 121.51.00 25.11.00 1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 1.450 0.428 1.25 1.100 1.001.00 1.00 6.34 1,545.4 1,065.6 1.90 168.81.00 72.31.00 1.00+D+S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 2.542 0.848 1.15 1.100 1.001.00 1.00 10.22 2,491.9 980.4 3.46 155.31.00 131.71.00 1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 1.213 0.358 1.25 1.100 1.001.00 1.00 5.30 1,293.1 1,065.6 1.59 168.81.00 60.51.00

DESCRIPTION: Roof Beam RB4

VA Milwaukee

Project File: VA Milwaukee.ec6

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

1.00Length = 12.0 ft 1 2.042 0.677 1.15 1.100 1.001.00 1.00 8.21 2,002.0 980.4 2.76 155.31.00 105.11.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.236 0.070 1.60 1.100 1.001.00 1.00 1.32 321.6 1,364.0 0.39 216.01.00 15.01.00

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S 1 1.3052 5.912 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 3.977 2.901 Max Upward from Load Combinations 3.977 2.901 Max Upward from Load Cases 3.244 2.168 D Only 0.733 0.733 +D+Lr 2.113 2.113 +D+S 3.977 2.901 +D+0.750Lr 1.768 1.768 +D+0.750S 3.166 2.359 +0.60D 0.440 0.440

S Only 3.244 2.168

DESCRIPTION: Roof Beam RB5

VA Milwaukee

Project File: VA Milwaukee.ec6

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Eastern White Pine No.1

775.0 775.0

1,000.0 350.0

1,100.0 400.0

135.0

350.0 22.470

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Uniform Load : D = 0.060, Lr = 0.120, S = 0.140 , Tributary Width = 1.0 ft, (base loads) Varying Uniform Load : S= 0.250->0.0 k/ft, Extent = 0.0 -->> 9.50 ft, Trib Width = 1.0 ft, (Drift)

.DESIGN SUMMARY Design N.G.

Maximum Bending Stress Ratio 1.353: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 5.518ft

69.95 psi=

980.38psi

5.250 X 7.50Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

155.25 psi==

Section used for this span 5.250 X 7.50 Maximum Shear Stress Ratio 0.451 : 1

0.000 ft=

1,326.56psi

Maximum Deflection

0 <240

Ratio = 0 <180

Max Downward Transient Deflection 0.542 in 265Ratio = >=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.695 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : S Only n/a Span: 1 : +D+S n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 1.00Length = 12.0 ft 1 0.378 0.112 0.90 1.100 1.001.00 1.00 1.19 290.3 767.3 0.36 121.51.00 13.61.00 1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.767 0.226 1.25 1.100 1.001.00 1.00 3.35 816.9 1,065.6 1.00 168.81.00 38.21.00 1.00+D+S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 1.353 0.451 1.15 1.100 1.001.00 1.00 5.44 1,326.6 980.4 1.84 155.31.00 70.01.00 1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.643 0.190 1.25 1.100 1.001.00 1.00 2.81 685.2 1,065.6 0.84 168.81.00 32.01.00

DESCRIPTION: Roof Beam RB5

VA Milwaukee

Project File: VA Milwaukee.ec6

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

1.00Length = 12.0 ft 1 1.088 0.360 1.15 1.100 1.001.00 1.00 4.38 1,067.0 980.4 1.47 155.31.00 55.91.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.128 0.038 1.60 1.100 1.001.00 1.00 0.71 174.2 1,364.0 0.21 216.01.00 8.11.00

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S 1 0.6950 5.912 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 2.111 1.550 Max Upward from Load Combinations 2.111 1.550 Max Upward from Load Cases 1.714 1.153 D Only 0.397 0.397 +D+Lr 1.117 1.117 +D+S 2.111 1.550 +D+0.750Lr 0.937 0.937 +D+0.750S 1.682 1.262 +0.60D 0.238 0.238 Lr Only 0.720 0.720 S Only 1.714 1.153

DESCRIPTION: Roof Beam RB6

VA Milwaukee

Project File: VA Milwaukee.ec6

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Eastern White Pine No.1

775.0 775.0

1,000.0 350.0

1,100.0 400.0

135.0

350.0 22.470

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Load for Span Number 1

Varying Uniform Load : D= 0.0290->0.0, Lr= 0.060->0.0, S= 0.0910->0.0 k/ft, Extent = 0.0 -->> 11.0 ft, Trib Width = 1.0 ft, (base loads) Varying Uniform Load : S= 0.120->0.0 k/ft, Extent = 0.0 -->> 9.50 ft, Trib Width = 1.0 ft, (Drift)

.DESIGN SUMMARY Design N.G.

Maximum Bending Stress Ratio 1.011: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 4.536ft

73.51 psi=

980.38psi

2x10Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

155.25 psi==

Section used for this span 2x10 Maximum Shear Stress Ratio 0.473 : 1

0.000 ft=

990.67psi

Maximum Deflection

0 <240

Ratio = 0 <180

Max Downward Transient Deflection 0.294 in 448Ratio = >=240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.345 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : S Only n/a Span: 1 : +D+S n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 1.00Length = 11.0 ft 1 0.188 0.085 0.90 1.100 1.001.00 1.00 0.26 144.3 767.3 0.10 121.51.00 10.31.00 1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.381 0.174 1.25 1.100 1.001.00 1.00 0.72 405.5 1,065.6 0.27 168.81.00 29.31.00 1.00+D+S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 1.011 0.473 1.15 1.100 1.001.00 1.00 1.77 990.7 980.4 0.68 155.31.00 73.51.00 1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

DESCRIPTION: Roof Beam RB6

VA Milwaukee

Project File: VA Milwaukee.ec6

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

1.00Length = 11.0 ft 1 0.319 0.145 1.25 1.100 1.001.00 1.00 0.61 340.2 1,065.6 0.23 168.81.00 24.61.00 1.00+D+0.750S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.795 0.372 1.15 1.100 1.001.00 1.00 1.39 779.0 980.4 0.53 155.31.00 57.71.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.063 0.029 1.60 1.100 1.001.00 1.00 0.15 86.6 1,364.0 0.06 216.01.00 6.21.00

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S 1 0.3449 5.259 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 0.858 0.396 Max Upward from Load Combinations 0.858 0.396 Max Upward from Load Cases 0.740 0.331 D Only 0.118 0.065 +D+Lr 0.338 0.175 +D+S 0.858 0.396 +D+0.750Lr 0.283 0.148 +D+0.750S 0.673 0.313 +0.60D 0.071 0.039 Lr Only 0.220 0.110 S Only 0.740 0.331

DESCRIPTION: Roof Beam RB7

VA Milwaukee

Project File: VA Milwaukee.ec6

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Eastern White Pine No.1

775.0 775.0

1,000.0 350.0

1,100.0 400.0

135.0

350.0 22.470

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Uniform Load : D = 0.10, Lr = 0.20, S = 0.2272 , Tributary Width = 1.0 ft, (base loads) Varying Uniform Load : S= 0.420->0.0 k/ft, Extent = 0.0 -->> 9.50 ft, Trib Width = 1.0 ft, (Drift)

.DESIGN SUMMARY Design N.G.

Maximum Bending Stress Ratio 2.058: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 5.474ft

100.62 psi=

980.38psi

6.50 X 7.0Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

155.25 psi==

Section used for this span 6.50 X 7.0 Maximum Shear Stress Ratio 0.648 : 1

0.000 ft=

2,017.81psi

Maximum Deflection

0 <240

Ratio = 0 <180

Max Downward Transient Deflection 0.887 in 162Ratio = <240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 1.132 in Ratio = <180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : S Only n/a Span: 1 : +D+S n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 1.00Length = 12.0 ft 1 0.568 0.158 0.90 1.100 1.001.00 1.00 1.93 435.8 767.3 0.58 121.51.00 19.21.00 1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 1.173 0.326 1.25 1.100 1.001.00 1.00 5.53 1,249.6 1,065.6 1.67 168.81.00 55.01.00 1.00+D+S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 2.058 0.648 1.15 1.100 1.001.00 1.00 8.93 2,017.8 980.4 3.05 155.31.00 100.61.00 1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.982 0.273 1.25 1.100 1.001.00 1.00 4.63 1,046.2 1,065.6 1.40 168.81.00 46.01.00

DESCRIPTION: Roof Beam RB7

VA Milwaukee

Project File: VA Milwaukee.ec6

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

1.00Length = 12.0 ft 1 1.654 0.517 1.15 1.100 1.001.00 1.00 7.17 1,621.6 980.4 2.43 155.31.00 80.31.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.192 0.053 1.60 1.100 1.001.00 1.00 1.16 261.5 1,364.0 0.35 216.01.00 11.51.00

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S 1 1.1324 5.912 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 3.474 2.532 Max Upward from Load Combinations 3.474 2.532 Max Upward from Load Cases 2.832 1.890 D Only 0.643 0.643 +D+Lr 1.843 1.843 +D+S 3.474 2.532 +D+0.750Lr 1.543 1.543 +D+0.750S 2.766 2.060 +0.60D 0.386 0.386 Lr Only 1.200 1.200 S Only 2.832 1.890

DESCRIPTION: Roof Beam RB8

VA Milwaukee

Project File: VA Milwaukee.ec6

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Eastern White Pine No.1

775.0 775.0

1,000.0 350.0

1,100.0 400.0

135.0

350.0 22.470

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Uniform Load : D = 0.1150, Lr = 0.230, S = 0.260 , Tributary Width = 1.0 ft, (base loads) Varying Uniform Load : S= 0.480->0.0 k/ft, Extent = 0.0 -->> 9.50 ft, Trib Width = 1.0 ft, (Drift)

.DESIGN SUMMARY Design N.G.

Maximum Bending Stress Ratio 2.352: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 5.474ft

115.00 psi=

980.38psi

6.50 X 7.0Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

155.25 psi==

Section used for this span 6.50 X 7.0 Maximum Shear Stress Ratio 0.741 : 1

0.000 ft=

2,306.24psi

Maximum Deflection

0 <240

Ratio = 0 <180

Max Downward Transient Deflection 1.014 in 142Ratio = <240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 1.294 in Ratio = <180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : S Only n/a Span: 1 : +D+S n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 1.00Length = 12.0 ft 1 0.648 0.180 0.90 1.100 1.001.00 1.00 2.20 496.8 767.3 0.66 121.51.00 21.91.00 1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 1.344 0.374 1.25 1.100 1.001.00 1.00 6.34 1,432.7 1,065.6 1.91 168.81.00 63.01.00 1.00+D+S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 2.352 0.741 1.15 1.100 1.001.00 1.00 10.20 2,306.2 980.4 3.49 155.31.00 115.01.00 1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 1.125 0.313 1.25 1.100 1.001.00 1.00 5.30 1,198.7 1,065.6 1.60 168.81.00 52.71.00

DESCRIPTION: Roof Beam RB8

VA Milwaukee

Project File: VA Milwaukee.ec6

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

1.00Length = 12.0 ft 1 1.890 0.591 1.15 1.100 1.001.00 1.00 8.20 1,853.1 980.4 2.78 155.31.00 91.71.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.219 0.061 1.60 1.100 1.001.00 1.00 1.32 298.1 1,364.0 0.40 216.01.00 13.11.00

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S 1 1.2943 5.912 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 3.971 2.894 Max Upward from Load Combinations 3.971 2.894 Max Upward from Load Cases 3.238 2.162 D Only 0.733 0.733 +D+Lr 2.113 2.113 +D+S 3.971 2.894 +D+0.750Lr 1.768 1.768 +D+0.750S 3.161 2.354 +0.60D 0.440 0.440

DESCRIPTION: Roof Beam RB9

VA Milwaukee

Project File: VA Milwaukee.ec6

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Eastern White Pine No.1

775.0 775.0

1,000.0 350.0

1,100.0 400.0

135.0

350.0 22.470

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : IBC 2021

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading Uniform Load : D = 0.110, Lr = 0.230, S = 0.250 , Tributary Width = 1.0 ft, (base loads) Varying Uniform Load : S= 0.480->0.0 k/ft, Extent = 0.0 -->> 9.50 ft, Trib Width = 1.0 ft, (Drift)

.DESIGN SUMMARY Design N.G.

Maximum Bending Stress Ratio 2.291: 1

Load Combination +D+S

Span # where maximum occurs Span # 1 Location of maximum on span 5.474ft

112.31 psi=

980.38psi

6.50 X 7.0Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+S

155.25 psi==

Section used for this span 6.50 X 7.0 Maximum Shear Stress Ratio 0.723 : 1

0.000 ft=

2,245.67psi

Maximum Deflection

0 <240

Ratio = 0 <180

Max Downward Transient Deflection 0.991 in 145Ratio = <240 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 1.260 in Ratio = <180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v

Span: 1 : S Only n/a Span: 1 : +D+S n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0 1.00Length = 12.0 ft 1 0.621 0.173 0.90 1.100 1.001.00 1.00 2.11 476.5 767.3 0.64 121.51.00 21.01.00 1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 1.325 0.368 1.25 1.100 1.001.00 1.00 6.25 1,412.4 1,065.6 1.88 168.81.00 62.11.00 1.00+D+S 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 2.291 0.723 1.15 1.100 1.001.00 1.00 9.93 2,245.7 980.4 3.41 155.31.00 112.31.00 1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 1.106 0.307 1.25 1.100 1.001.00 1.00 5.21 1,178.4 1,065.6 1.57 168.81.00 51.81.00

DESCRIPTION: Roof Beam RB9

VA Milwaukee

Project File: VA Milwaukee.ec6

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C iCLx CCCM CF rt

Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu

1.00Length = 12.0 ft 1 1.839 0.576 1.15 1.100 1.001.00 1.00 7.97 1,802.5 980.4 2.71 155.31.00 89.51.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.210 0.058 1.60 1.100 1.001.00 1.00 1.26 285.9 1,364.0 0.38 216.01.00 12.61.00

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

+D+S 1 1.2598 5.912 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 3.881 2.804 Max Upward from Load Combinations 3.881 2.804 Max Upward from Load Cases 3.178 2.102 D Only 0.703 0.703 +D+Lr 2.083 2.083 +D+S 3.881 2.804…