SOW Appendix 5 - 16709 - Fargo Structural Calculations 2023-12-18.pdf

Structural Calculations

FOR

EHRM INFRASTRUCTURE UPGRADE - TIER 2

FARGO VA HEALTH CARE SYSTEM

100% Submittal December 18, 2023

Project No: 16709

909 Montgomery Street, Suite 260, San Francisco, CA 94133 (415) 318.8520

E U G E N ES A N F R A N C I S C OP A L O A L T O P A S A D E N A

Structural Calculations Table of Contents Project: EHRM Infastructure Upgrade - TIER 2 Issue Date Project no: 100% CD Submittal 12/18/2023

1 General

ATC Hazard Maps A 100

Wind loads A 200

2 Equipment Enclosure

Key Plan B 100

Retaining wall design B 200

Foundation design B 300

Generator exhuast duct support B 400

3 Main Computer Room (MCR)

Gravity Framing Checks G 100

16709

4/27/23, 3:03 PM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=46.90615630000001&lng=-96.77474629999999&address=2101 Elm St N%2C Fargo%2C ND 58102%2C … 1/2

This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback.

The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Hazards by Location

Search Information

Address: 2101 Elm St N, Fargo, ND 58102, USA

Coordinates: 46.90615630000001, -96.77474629999999

Elevation: 900 ft

Timestamp: 2023-04-27T22:03:14.212Z

Hazard Type: Seismic

Reference Document: ASCE7-16

Risk Category: IV

Site Class: D-default

MCER Horizontal Response Spectrum Design Horizontal Response Spectrum

Basic Parameters

Name Value Description

SS 0.059 MCER ground motion (period=0.2s)

S1 0.019 MCER ground motion (period=1.0s)

SMS 0.094 Site-modified spectral acceleration value

SM1 0.046 Site-modified spectral acceleration value

SDS 0.062 Numeric seismic design value at 0.2s SA

SD1 0.03 Numeric seismic design value at 1.0s SA

Additional Information

Name Value Description

SDC A Seismic design category

Fa 1.6 Site amplification factor at 0.2s

Fv 2.4 Site amplification factor at 1.0s

CRS 0.935 Coefficient of risk (0.2s)

CR1 0.918 Coefficient of risk (1.0s)

PGA 0.028 MCEG peak ground acceleration

FPGA 1.6 Site amplification factor at PGA

PGAM 0.045 Site modified peak ground acceleration

TL 4 Long-period transition period (s)

SsRT 0.059 Probabilistic risk-targeted ground motion (0.2s)

SsUH 0.063 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

SsD 1.5 Factored deterministic acceleration value (0.2s)

S1RT 0.019 Probabilistic risk-targeted ground motion (1.0s)

S1UH 0.021 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

900 ft

Map data ©2023 Google Report a map error

0.0 1.0 2.0 3.0 4.0 5.0 Period (s)

0.00

0.02

0.04

0.06

0.08

Sa(g)

0.0 1.0 2.0 3.0 4.0 5.0 Period (s)

0.00

0.01

0.02

0.03

0.04

0.05

0.06

Sa(g)

4/27/23, 3:03 PM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=46.90615630000001&lng=-96.77474629999999&address=2101 Elm St N%2C Fargo%2C ND 58102%2C … 2/2

S1D 0.6 Factored deterministic acceleration value (1.0s)

PGAd 0.5 Factored deterministic acceleration value (PGA)

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Disclaimer

Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

4/27/23, 3:02 PM ATC Hazards by Location https://hazards.atcouncil.org/#/snow?lat=46.90615630000001&lng=-96.77474629999999&address=2101 Elm St N%2C Fargo%2C ND 58102%2C USA 1/1

This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback.

The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Hazards by Location

Search Information

Address: 2101 Elm St N, Fargo, ND 58102, USA

Coordinates: 46.90615630000001, -96.77474629999999

Elevation: 900 ft

Timestamp: 2023-04-27T21:59:39.101Z

Hazard Type: Snow

ASCE 7-16

Ground Snow Load 50 lb/sqft

ASCE 7-10

Ground Snow Load 50 lb/sqft

ASCE 7-05

Ground Snow Load 50 lb/sqft

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Disclaimer

Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

900 ft

Map data ©2023 Google Report a map error

4/27/23, 3:02 PM ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=46.90615630000001&lng=-96.77474629999999&address=2101 Elm St N%2C Fargo%2C ND 58102%2C USA 1/1

This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback.

The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Hazards by Location

Search Information

Address: 2101 Elm St N, Fargo, ND 58102, USA

Coordinates: 46.90615630000001, -96.77474629999999

Elevation: 900 ft

Timestamp: 2023-04-27T22:02:49.944Z

Hazard Type: Wind

ASCE 7-16

MRI 10-Year 75 mph

MRI 25-Year 82 mph

MRI 50-Year 88 mph

MRI 100-Year 94 mph

Risk Category I 103 mph

Risk Category II 111 mph

Risk Category III 119 mph

Risk Category IV 124 mph

ASCE 7-10

MRI 10-Year 76 mph

MRI 25-Year 84 mph

MRI 50-Year 90 mph

MRI 100-Year 96 mph

Risk Category I 105 mph

Risk Category II 115 mph

Risk Category III-IV 120 mph

ASCE 7-05

ASCE 7-05 Wind Speed 90 mph

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Disclaimer

Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE:

For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region.

Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

900 ft

Map data ©2023 Google Report a map error

Page:

Project No: 16709

Date: 10/1/2023 By: AVS

Fargo - EHRM - Transformer Enclosure

WIND DESIGN - C&C:

ASCE 7-16 - Ch.30, Part 1 (h ≤ 60ft), sec. 30.3 ASCE 7-16 - Ch.30, Part 3 ( 60ft < h < 90ft), sec. 30.5, for h/B > 1.0

Building Dimension:

V = 124 mph (Figs 26.5-1 & 2, A-D) Bldg Length = 15.5 ft

Exp = B (Ch 26.7) Bldg Width = 12.75 ft Kzt = 1 (Ch 26.8-1) Mean Roof Height = 7.5 ft

Kd = 0.85 (Table 26.6-1) Parapet Height = 0 ft Ke= 1 (Ch 26.9) Roof Slope = 0 :12

GCpi = +/- 0.18 Enclosed (Table 26.13-1) Roof Slope Angle: 0.00 deg Roof Type =

(T26.10-1) AT ROOF: ASD Kz Linear Interpolation: h (ft) Kz

H = 7.5 ft H = 7.5 0.57 15 0.57 Hp = 0 ft H + Hp = 7.5 0.57 15 0.57 p = q[(GCp)-(GCpi)] (EQ 30.3-1) 15 0.57 q = 0.00256KzKztKdKeV2 x (0.6 ASD) (EQ 26.10-1) q = 11.44 psf (h = 7.5 ft)

COMPONENTS AND CLADDING PRESSURES

a = 3 ft

Zones P (+) P (-) P (+) P (-) P (+) P (-) P (+) P (-)

Zone 1' 9.6 -12.4 9.6 -12.4 9.6 -12.4 9.6 -12.4 Zone 1 9.6 -21.5 9.6 -20.1 9.6 -18.2 9.6 -16.8 Zone 2 9.6 -28.4 9.6 -26.6 9.6 -24.1 9.6 -22.3 Zone 3 9.6 -38.7 9.6 -35.0 9.6 -30.2 9.6 -26.6

Zone 4 12.4 -13.4 11.8 -12.8 11.1 -12.1 10.5 -11.6 Zone 5 12.4 -16.5 11.8 -15.4 11.1 -13.9 10.5 -12.8

* per F30.3-1 Note 5 : h≤60' & q ≤ 10 o , GCp for walls (zone 4 & 5) shall be reduced by 10%.

* per F30.3 -2A Note 5: h≤60' & q ≤7 o & hp ≥ 3ft, (zone 3 GCP - ) = (zone 2 GCP - )

* per F30.5-1 Note 7: h>60' & q≤10o & hp≥3ft, (zone 3 GCP -) = (zone 2 GCP -)

* per F30.3-2A Note 5 : q ≤7 o & hp ≥3ft, (zone 2 GCP + ) = (zone 4 GCP + ), & (zone 3 GCP + ) = (zone 5 GCP + )

Aeff = 10 sf Aeff = 20 sf Aeff = 50 sf Aeff = 100 sf

Figure 30.3-2A - Gable Roofs q < 7 deg (Flat)

No Roof on Enclosure

Fargo EHRM AVS

11/29/23

16709

Equipment Enclosure Key Plan

TRANSFORMER

BY OTHERS

HSS12x4x1/2 HDR

HS

S8 x8 x5

/8

FI

LL

ED

W / C

ON

CR

ET

E, T

YP

4'- 0"

O .C

M

AX

FUEL TANK

BY OTHERS

(E) MANHOLE AND

UNDERGROUND

VAULT TO REMAIN

CONC. RETAINING

WALL, TYP.

(E) UNDERGROUND

FUEL TANK TO BE

REMOVED

HSS7x3x3/8 HDR

12"

TYP.

1 1/2"x16 GA

METAL DECK

S501

HS

S9 x7 x5

/8

FI

LL

ED

W / C

ON

CR

ET

E, T

YP

HS

S9 x7 x5

/8

FI

LL

ED

W / C

ON

CR

ET

E, T

YP

HSS 7x3x3/8 HDR

HS

S9 x7 x5

/8

FI

LL

ED

W / C

ON

CR

ET

E, T

YP

HS

S9 x7 x5

/8

FI

LL

ED

W / C

ON

CR

ET

E, T

YP

.HS

S1

2x 8x

1/2

FI

LL

ED

W / C

ON

CR

ET

E, T

YP

HS

S1

2x 8x

1/2

FI

LL

ED

W / C

ON

CR

ET

E, T

YP

HS

S5 x5 x3

/8

'-7

31'-1"

Cantilevered Retaining Wall LIC# : KW-06014324, Build:20.21.6.24 HOHBACH-LEWIN (c) ENERCALC INC 1983-2021

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16

7.50 0.00 0.00

12.00

1,500.0

35.0

0.0 250.0

Criteria Soil Data

Retained Height = ft Wall height above soil = ft Active Heel Pressure = psf/ft Slope Behind Wall Height of Soil over Toe in Water height over heel = ft

110.00= pcf

Soil Density, Heel

Passive Pressure = psf/ft

Allow Soil Bearing = psf

Soil Density, Toe 110.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in

Equivalent Fluid Pressure Method

Surcharge Loads Adjacent Footing Load

Load Type

0.0 Lateral Load = 250.0 #/ft

0.0

355.0 0.0 0.0

Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft

Wind on Exposed Stem psf19.2=

Lateral Load Applied to Stem Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs

Axial Dead Load (Service Level)

= lbs

Footing Type Spread Footing

Surcharge Over Toe psf Footing Width = 0.00 ft...Height to Top = 7.50 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft

Used To Resist Sliding & Overturning

Used for Sliding & Overturning

== 0.0 ft Axial Live Load =

Base Above/Below Soil lbs

Axial Load Eccentricity = =Poisson's Ratio 0.300Wind acts left-to-right toward retention side.

at Back of Wall in (Strength Level)

Wind (W)=

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Design Summary

Wall Stability Ratios Overturning = 3.24

Global Stability = 3.30

OK

Sliding = 1.57 OK

Total Bearing Load = 9,445 lbs ...resultant ecc. = 5.42 in

Soil Pressure @ Toe = 1,265 psf OK Soil Pressure @ Heel = 679 psf OK

Allowable = 1,500 psf Soil Pressure Less Than Allowable

ACI Factored @ Toe = 1,771 psf ACI Factored @ Heel = 951 psf Footing Shear @ Toe = 6.2 psi OK Footing Shear @ Heel = 7.6 psi OK

Allowable = 94.9 psi

Sliding Calcs Lateral Sliding Force = 3,454.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd

....for 1.5 Stability = 0.0=

3,777.9 1,632.8

0.0 lbs lbs lbs OK lbs OK

Masonry Block Type =

Stem Construction 2nd Bottom Stem OK Stem OK

Shear.....Actual

Design Height Above Ftg = 7.50ft 0.00 Wall Material Above "Ht" = Concrete Concrete

Thickness = 12.00 12.00 Rebar Size = ## 6 6 Rebar Spacing = 16.00 12.00 Rebar Placed at = Edge Edge

Design Data fb/FB + fa/Fa = 0.000 0.595 Total Force @ Section

=lbs

Moment....Actual =ft-#

Moment.....Allowable = 13,931.7 18,415.0ft-#

=psi

Shear.....Allowable = 94.9 94.9psi

Wall Weight = 150.0 150.0psf

Rebar Depth 'd' = 9.63in 9.63 Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n' =

Short Term Factor = Equiv. Solid Thick. =

Concrete Data f'c = 4,000.0 4,000.0psi Fy = 60,000.0 60,000.0

Masonry Design Method ASD=

Load Factors Building Code Dead Load 0.000 Live Load 0.000 Earth, H 0.000 Wind, W 0.000 Seismic, E 0.000 psi

Service Level = 3,450.0lbsStrength Level

Service Level Strength Level = 10,968.8ft-#

Service Level Strength Level = 29.9psi

Design Method = SD SD SD SDSD

Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures.

Anet (Masonry) =in2

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Concrete Stem Rebar Area Details 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0 in2/ft (4/3) * As : 0 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy : 200(12)(9.625)/60000 : 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft 0.0018bh : 0.0018(12)(12) : 0.2592 in2/ft Horizontal Reinforcing Options :

============ One layer of : Two layers of :

Required Area : 0.2592 in2/ft #4@ 0.00 in #4@ 0.00 in Provided Area : 0.33 in2/ft #5@ 0.00 in #5@ 0.00 in Maximum Area : 2.0862 in2/ft #6@ 0.00 in #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2619 in2/ft (4/3) * As : 0.3492 in2/ft Min Stem T&S Reinf Area 2.160 in2 200bd/fy : 200(12)(9.625)/60000 : 0.385 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.288 in2/ft 0.0018bh : 0.0018(12)(12) : 0.2592 in2/ft Horizontal Reinforcing Options :

============ One layer of : Two layers of :

Required Area : 0.3492 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area : 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area : 2.0862 in2/ft #6@ 18.33 in #6@ 36.67 in

3.00 6.00

24.00

Footing Torsion, Tu = ft-lbs0.00 Min. As %

Footing Allow. Torsion, phi Tu

0.0018

= ft-lbs

Footing Data

If torsion exceeds allowable, provide f'c

0.00

= 4,000 psi

Toe Width = ft Heel Width =

Key Distance from Toe Key Depth Key Width = in

= in

12.00 9.00

2.00 ft

Footing Thickness = in 9.00=

Cover @ Top =2.00 in@ Btm.= 3.00 in

Total Footing Width

= 150.00 pcfFooting Concrete Density Fy = 60,000 psi

Footing Design Results

Key:

Factored Pressure Mu' : Upward Mu' : Downward Mu: Design

Actual 1-Way Shear Allow 1-Way Shear

Toe:

= None Spec'd

1,771 90,697 26,568 5,344

6.17 94.87

Heel:

13,783 22,452 8,670

7.65 94.87

HeelToe psf ft-# ft-# ft-# psi psi

Heel Reinforcing = # 7 @ 12.00 in

Other Acceptable Sizes & Spacings

Key Reinforcing

Toe Reinforcing = # 7 @ 12.00 in

Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars:

4.67 0.52

#4@ 4.63 in #5@ 7.18 in #6@ 10.19 in in2 in2 /ft

If two layers of horizontal bars:

#4@ 9.26 in #5@ 14.35 in #6@ 20.37 in supplemental design for footing torsion.

phiMin 57,02854,328= ft-#

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Summary of Overturning & Resisting Forces & Moments

.....RESISTING..........OVERTURNING

Force Distance Moment Distance Moment Item

Force ft-# lbs ftft ft-#lbs

Sloped Soil Over Heel =Surcharge over Heel

Surcharge Over Heel

Adjacent Footing Load =Adjacent Footing Load

Axial Dead Load on Stem = 355.0 3.50 1,242.5 =* Axial Live Load on Stem

Soil Over Toe Surcharge Over Toe

Surcharge Over Toe

Load @ Stem Above Soil

9.50

330.0 1.50 495.0=

Stem Weight(s)

1,125.0 3.50 3,937.5 Earth @ Stem Transitions

=Footing Weight

2,700.0 4.50 12,150.0 Key Weight

112.5 2.50 281.3

Added Lateral Load lbs

= 15,782.6

Vert. Component 697.2 9.00 6,274.5

Total

9,444.7

1,875.0 5.75 10,781.3

51,193.2

* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.

=3,454.4 O.T.M.

Resisting/Overturning Ratio = 3.24

Vertical Loads used for Soil Pressure = 9,444.7 lbs

Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.

Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance.

Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl)

4,125.0 6.50 6.50

26,812.5 26,812.5

Watre Table Buoyant Force =

HL Act Pres (ab water tbl) HL Act Pres (be water tbl)

1,579.4 3.17 5,001.4

Hydrostatic Force

Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)

Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.029 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil.

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 7.50 ft above top of footing

Lap Splice length for #6 bar specified in this stem design segment = 22.20 in Development length for #6 bar specified in this stem design segment = 17.08 in

Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing

Lap Splice length for #6 bar specified in this stem design segment = 22.20 in Development length for #6 bar specified in this stem design segment = 17.08 in

Hooked embedment length into footing for #6 bar specified in this stem design segment = 9.96 in As Provided = 0.4400 in2/ft As Required = 0.3492 in2/ft

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Wall Footing

DESCRIPTION: Enclosure Footing

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16

General Information Material Properties Soil Design Values

1.50

Analysis Settings

130.0ksi No ksfAllowable Soil Bearing =

3.0 60.0

3,122.0

145.0 = 0.250

Flexure = 0.90 Shear =

Values

0.00180

Soil Passive Resistance (for Sliding)

1.0 1.0

Increases based on footing Width

Allow. Pressure Increase per foot of width = ksf when footing is wider than = ft:

AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf= 1.50 when base footing is below ft pcf

Increase Bearing By Footing Weight = pcf

Min. Overturning Safety Factor

: 1

Increases based on footing Depth0.750

Soil/Concrete Friction Coeff.

Ec : Concrete Elastic Modulus

Min. Sliding Safety Factor

: 1

Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf

Concrete Density

Min Allow % Temp Reinf.

ksif'c : Concrete 28 day strength fy : Rebar Yield ksi

Min Steel % Bending Reinf.

Dimensions Footing Width 4.0 ft=

Wall center offset from center of footing 0 in

Wall Thickness 12.0 in Footing Thickness 24.0 in= Rebar Centerline to Edge of Concrete...

= inat Bottom of footing 3.0

Reinforcing

Bars along X-X Axis

Reinforcing Bar Size

Bar spacing

8.00

Applied Loads

1.0 D Lr

ksf

L S P : Column Load OB : Overburden = k W E

M-zz V-x = k0.1680

1.180 k-ft Vx applied = 24.0 in above top of footing

H

DESCRIPTION: Enclosure Footing

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity

PASS 0.6341 Soil Bearing 0.9511 ksf 1.50 ksf +D+0.60W

PASS 2.333 Overturning - Z-Z 1.111 k-ft 2.592 k-ft +0.60D+0.60W PASS 3.214 Sliding - X-X 0.1008 k 0.3240 k +0.60D+0.60W PASS n/a Uplift 0.0 k 0.0 k No Uplift

Utilization Ratio Item Applied Capacity Governing Load Combination

PASS 0.02177 Z Flexure (+X) 1.316 k-ft 60.448 k-ft +1.20D+W PASS 0.009045 Z Flexure (-X) 0.5467 k-ft 60.448 k-ft +0.90D PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a

Detailed Results

Rotation Axis & Xecc

Actual Soil Bearing Stress Actual / Allowable Soil Bearing

Gross Allowable -X +X RatioLoad Combination...

, D Only 1.50 ksf 0.540 ksf 0.540 ksf 0.3600.0 in , +D+0.60W 1.50 ksf 0.1289 ksf 0.9511 ksf 0.6346.173 in , +D+0.450W 1.50 ksf 0.2316 ksf 0.8484 ksf 0.5664.630 in , +0.60D+0.60W 1.50 ksf 0.0 ksf 0.7503 ksf 0.50010.289 in , +0.60D 1.50 ksf 0.3240 ksf 0.3240 ksf 0.2160.0 in

Rotation Axis & Overturning Stability Units : k-ft

Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio , D Only None 0.0 k-ft Infinity OK , +D+0.60W 1.111 k-ft 4.320 k-ft 3.888 OK , +D+0.450W 0.8334 k-ft 4.320 k-ft 5.184 OK , +0.60D+0.60W 1.111 k-ft 2.592 k-ft 2.333 OK , +0.60D None 0.0 k-ft Infinity OK

Flexure Axis & Load Combination k-ft

As Req'd Footing Flexure

Tension @ Bot.Which Actual As Statusk-ft

Mu Side ? or Top ? in^2in^2 in^2

Gvrn. As Phi*Mn

, +1.40D 0.8505 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.40D 0.8505 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D 0.729 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D 0.729 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D+0.50W 0.4361 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D+0.50W 1.022 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D+W 0.145 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D+W 1.316 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +0.90D+W 0.01742 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +0.90D+W 1.17 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +0.90D 0.5467 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +0.90D 0.5467 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK

DESCRIPTION: Eccentric Enclosure Footing

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16

General Information Material Properties Soil Design Values

1.50

Analysis Settings

130.0ksi No ksfAllowable Soil Bearing =

3.0 60.0

3,122.0

145.0 = 0.250

Flexure = 0.90 Shear =

Values

0.00180

Soil Passive Resistance (for Sliding)

1.0 1.0

Increases based on footing Width

Allow. Pressure Increase per foot of width = ksf when footing is wider than = ft:

AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf= 1.50 when base footing is below ft pcf

Increase Bearing By Footing Weight = pcf

Min. Overturning Safety Factor

: 1

Increases based on footing Depth0.750

Soil/Concrete Friction Coeff.

Ec : Concrete Elastic Modulus

Min. Sliding Safety Factor

: 1

Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf

Concrete Density

Min Allow % Temp Reinf.

ksif'c : Concrete 28 day strength fy : Rebar Yield ksi

Min Steel % Bending Reinf.

Dimensions Footing Width 5.0 ft=

Wall center offset from center of footing 24 in

Wall Thickness 12.0 in Footing Thickness 24.0 in= Rebar Centerline to Edge of Concrete...

= inat Bottom of footing 3.0

Reinforcing

Bars along X-X Axis

Reinforcing Bar Size

Bar spacing

8.00

Applied Loads

1.0 D Lr

ksf

L S P : Column Load OB : Overburden = k W E

M-zz V-x = k0.1680

1.180 k-ft Vx applied = 24.0 in above top of footing

DESCRIPTION: Eccentric Enclosure Footing

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity

PASS 0.8772 Soil Bearing 1.316 ksf 1.50 ksf +D+0.60W

PASS 2.227 Overturning - Z-Z 1.111 k-ft 2.475 k-ft +0.60D+0.60W PASS 3.646 Sliding - X-X 0.1008 k 0.3675 k +0.60D+0.60W PASS n/a Uplift 0.0 k 0.0 k No Uplift

Utilization Ratio Item Applied Capacity Governing Load Combination

PASS 0.0 Z Flexure (+X) 0.0 k-ft 0.0 k-ft No Moment PASS 0.03169 Z Flexure (-X) 1.915 k-ft 60.448 k-ft +0.90D PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.07510 1-way Shear (-X) 6.170 psi 82.158 psi +1.40D

Detailed Results

Rotation Axis & Xecc

Actual Soil Bearing Stress Actual / Allowable Soil Bearing

Gross Allowable -X +X RatioLoad Combination...

, D Only 1.50 ksf 0.01640 ksf 0.9636 ksf 0.6429.796 in , +D+0.60W 1.50 ksf 0.0 ksf 1.316 ksf 0.87715.239 in , +D+0.450W 1.50 ksf 0.0 ksf 1.206 ksf 0.80413.878 in , +0.60D+0.60W 1.50 ksf 0.0 ksf 1.044 ksf 0.69618.867 in , +0.60D 1.50 ksf 0.009840 ksf 0.5782 ksf 0.3859.796 in

Rotation Axis & Overturning Stability Units : k-ft

Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio , D Only None 4.125 k-ft Infinity OK , +D+0.60W 1.111 k-ft 4.125 k-ft 3.712 OK , +D+0.450W 0.8334 k-ft 4.125 k-ft 4.950 OK , +0.60D+0.60W 1.111 k-ft 2.475 k-ft 2.227 OK , +0.60D None 2.475 k-ft Infinity OK

Flexure Axis & Load Combination k-ft

As Req'd Footing Flexure

Tension @ Bot.Which Actual As Statusk-ft

Mu Side ? or Top ? in^2in^2 in^2

Gvrn. As Phi*Mn

, +1.40D 2.98 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.40D 0 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D 2.554 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D 0 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D+0.50W 1.742 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D+0.50W 0 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D+W 0.9899 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D+W 0 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +0.90D+W 0.4123 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +0.90D+W 0 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +0.90D 1.915 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +0.90D 0 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK

Steel Column

DESCRIPTION: Exhaust support frame

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

.Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16

General Information

Steel Stress Grade Top & Bottom PinnedAnalysis Method :

A-36, Carbon Steel, Fy = 36 ksi

18Overall Column Height ft

Top & Bottom FixityLoad Resistance Factor

Fy : Steel Yield ksi29,000.0 ksi

Steel Section Name : LL 3x3x1/4

36.0 ft

E : Elastic Bending Modulus Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT Y-Y Axis = 18 ft, K = 1.0

Unbraced Length for buckling ABOUT X-X Axis = 18 ft, K = 1.0

Brace condition for deflection (buckling) along columns :

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

Column self weight included : 176.40 lbs * Dead Load Factor

AXIAL LOADS . . .

Exhaust Pipe: Axial Load at 18.0 ft, D = 0.40 k

BENDING LOADS . . .

Wind: Lat. Uniform Load creating Mx-x, W = 0.070 k/ft

Y-Y Slenderness Ratio kl/r > 200

DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.6442

Location of max.above base 9.060 ft

0.6917 k

11.445 k

2.835 k-ft

Load Combination +1.20D+W

Load Combination +1.20D+W

0.0 k-ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio =

0.630 k

0.02593 : 1

Location of max.above base 0.0 ft At maximum location values are . . .

: 1

At maximum location values are . . .

k

Pu

0.9 * Pn Mu-x

Vu : Applied Vn * Phi : Allowable

0.9 * Mn-x :

0.9 * Mn-y :

Mu-y

4.617 k-ft

0.0 k-ft

Maximum Load Reactions . .

(see tab for all)

Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.630 k Bottom along Y-Y 0.630 k

Maximum Load Deflections . . .

Along Y-Y 2.343 in at 9.060ft above base for load combination :W Only

Along X-X 0.0 in at 0.0ft above base for load combination :

24.30

Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus

Load Combination Results

Cbx Cby KxLx/Ry KyLy/Rx

+1.40D PASS PASS0.00 0.000 0.00 ftft0.071 1.14 1.00 172.80 233.26 +1.20D PASS PASS0.00 0.000 0.00 ftft0.060 1.14 1.00 172.80 233.26 +1.20D+0.50W PASS PASS9.06 0.013 0.00 ftft0.337 1.14 1.00 172.80 233.26 +1.20D+W PASS PASS9.06 0.026 0.00 ftft0.644 1.14 1.00 172.80 233.26 +0.90D+W PASS PASS9.06 0.026 0.00 ftft0.637 1.14 1.00 172.80 233.26 +0.90D PASS PASS0.00 0.000 0.00 ftft0.045 1.14 1.00 172.80 233.26 k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

D Only 0.576 +D+0.60W 0.3780.576 0.378 +D+0.450W 0.2840.576 0.284 +0.60D+0.60W 0.3780.346 0.378 +0.60D 0.346 W Only 0.6300.630

DESCRIPTION: Exhaust support frame

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

k k-ft Item

X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

MaximumAxial @ Base 0.576 Minimum" 0.6300.630 MaximumReaction, X-X Axis Base 0.576 Minimum" 0.576 MaximumReaction, Y-Y Axis Base 0.6300.630 Minimum" 0.576 MaximumReaction, X-X Axis Top 0.576 Minimum" 0.576 MaximumReaction, Y-Y Axis Top 0.576 Minimum" 0.576 MaximumMoment, X-X Axis Base 0.576 Minimum" 0.576 MaximumMoment, Y-Y Axis Base 0.576 Minimum" 0.576 MaximumMoment, X-X Axis Top 0.576 Minimum" 0.576 MaximumMoment, Y-Y Axis Top 0.576 Minimum" 0.576

.Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance

D Only 0.0000 0.000 0.000 ftft inin 0.000 +D+0.60W 0.0000 1.406 9.060 ftft inin 0.000 +D+0.450W 0.0000 1.054 9.060 ftft inin 0.000 +0.60D+0.60W 0.0000 1.406 9.060 ftft inin 0.000 +0.60D 0.0000 0.000 0.000 ftft inin 0.000 W Only 0.0000 2.343 9.060 ftft inin 0.000

.Steel Section Properties : LL 3x3x1/4

R xx =

1.250 in

Depth = 3.000 in

R yy =

0.926 in

J = 0.018 in^4

Leg Width = 3.000 in Thickness

0.250 in Zx = 2.040 in^3

Area

2.880 in^2 Weight = 9.800 plf

I xx = 2.46 in^4 S xx = 1.14 in^3

H = 0.827 in I yy = 4.500 in^4 S yy = 1.500 in^3

Qs = 0.000 Xcg = 0.000 in Ycg = 0.836 in

Leg Spacing = 0.000 in

Fargo - Generator Exhaust Support AVS

12/11/2023

16709

'-6

/4

'-0

'-0

4'

-0

Total weight = 25ft x

63.5 PLF = 1588 lbs

Use (4) L3x3x1/4 post frame with bracing at 12ft above floor. See following enercalc output for corner post DCRs.

DESCRIPTION: Exhaust support frame

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

.Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16

General Information

Steel Stress Grade Top & Bottom PinnedAnalysis Method :

A-36, Carbon Steel, Fy = 36 ksi

18Overall Column Height ft

Top & Bottom FixityLoad Resistance Factor

Fy : Steel Yield ksi29,000.0 ksi

Steel Section Name : LL 3x3x1/4

36.0 ft

E : Elastic Bending Modulus Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT Y-Y Axis = 18 ft, K = 1.0

Unbraced Length for buckling ABOUT X-X Axis = 18 ft, K = 1.0

Brace condition for deflection (buckling) along columns :

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

Column self weight included : 176.40 lbs * Dead Load Factor

AXIAL LOADS . . .

Exhaust Pipe: Axial Load at 18.0 ft, D = 0.40 k

BENDING LOADS . . .

Wind: Lat. Uniform Load creating Mx-x, W = 0.070 k/ft

Y-Y Slenderness Ratio kl/r > 200

DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.6442

Location of max.above base 9.060 ft

0.6917 k

11.445 k

2.835 k-ft

Load Combination +1.20D+W

Load Combination +1.20D+W

0.0 k-ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio =

0.630 k

0.02593 : 1

Location of max.above base 0.0 ft At maximum location values are . . .

: 1

At maximum location values are . . .

k

Pu

0.9 * Pn Mu-x

Vu : Applied Vn * Phi : Allowable

0.9 * Mn-x :

0.9 * Mn-y :

Mu-y

4.617 k-ft

0.0 k-ft

Maximum Load Reactions . .

(see tab for all)

Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.630 k Bottom along Y-Y 0.630 k

Maximum Load Deflections . . .

Along Y-Y 2.343 in at 9.060ft above base for load combination :W Only

Along X-X 0.0 in at 0.0ft above base for load combination :

24.30

Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus

Load Combination Results

Cbx Cby KxLx/Ry KyLy/Rx

+1.40D PASS PASS0.00 0.000 0.00 ftft0.071 1.14 1.00 172.80 233.26 +1.20D PASS PASS0.00 0.000 0.00 ftft0.060 1.14 1.00 172.80 233.26 +1.20D+0.50W PASS PASS9.06 0.013 0.00 ftft0.337 1.14 1.00 172.80 233.26 +1.20D+W PASS PASS9.06 0.026 0.00 ftft0.644 1.14 1.00 172.80 233.26 +0.90D+W PASS PASS9.06 0.026 0.00 ftft0.637 1.14 1.00 172.80 233.26 +0.90D PASS PASS0.00 0.000 0.00 ftft0.045 1.14 1.00 172.80 233.26 k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

D Only 0.576 +D+0.60W 0.3780.576 0.378 +D+0.450W 0.2840.576 0.284 +0.60D+0.60W 0.3780.346 0.378 +0.60D 0.346 W Only 0.6300.630

Brace at 12 ft above finished floor

DESCRIPTION: Exhaust support frame

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

k k-ft Item

X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

MaximumAxial @ Base 0.576 Minimum" 0.6300.630 MaximumReaction, X-X Axis Base 0.576 Minimum" 0.576 MaximumReaction, Y-Y Axis Base 0.6300.630 Minimum" 0.576 MaximumReaction, X-X Axis Top 0.576 Minimum" 0.576 MaximumReaction, Y-Y Axis Top 0.576 Minimum" 0.576 MaximumMoment, X-X Axis Base 0.576 Minimum" 0.576 MaximumMoment, Y-Y Axis Base 0.576 Minimum" 0.576 MaximumMoment, X-X Axis Top 0.576 Minimum" 0.576 MaximumMoment, Y-Y Axis Top 0.576 Minimum" 0.576

.Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance

D Only 0.0000 0.000 0.000 ftft inin 0.000 +D+0.60W 0.0000 1.406 9.060 ftft inin 0.000 +D+0.450W 0.0000 1.054 9.060 ftft inin 0.000 +0.60D+0.60W 0.0000 1.406 9.060 ftft inin 0.000 +0.60D 0.0000 0.000 0.000 ftft inin 0.000 W Only 0.0000 2.343 9.060 ftft inin 0.000

.Steel Section Properties : LL 3x3x1/4

R xx =

1.250 in

Depth = 3.000 in

R yy =

0.926 in

J = 0.018 in^4

Leg Width = 3.000 in Thickness

0.250 in Zx = 2.040 in^3

Area

2.880 in^2 Weight = 9.800 plf

I xx = 2.46 in^4 S xx = 1.14 in^3

H = 0.827 in I yy = 4.500 in^4 S yy = 1.500 in^3

Qs = 0.000 Xcg = 0.000 in Ycg = 0.836 in

Leg Spacing = 0.000 in

Fargo - Generator Exhaust Support AVS

12/11/2023

16709

13'-0"

3' -0

Muffler Footprint = 3x13 = 39 sqft Muffler Weight = 500 Lbs

Weight per sqft = 13 psf < 20 psf roof live load

Roof ok by inspection.

DESCRIPTION: Enclosure Footing

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16

General Information Material Properties Soil Design Values

1.50

Analysis Settings

130.0ksi No ksfAllowable Soil Bearing =

3.0 60.0

3,122.0

145.0 = 0.250

Flexure = 0.90 Shear =

Values

0.00180

Soil Passive Resistance (for Sliding)

1.0 1.0

Increases based on footing Width

Allow. Pressure Increase per foot of width = ksf when footing is wider than = ft:

AutoCalc Footing Weight as DL Yes Adjusted Allowable Bearing Pressure ksf= 1.50 when base footing is below ft pcf

Increase Bearing By Footing Weight = pcf

Min. Overturning Safety Factor

: 1

Increases based on footing Depth0.750

Soil/Concrete Friction Coeff.

Ec : Concrete Elastic Modulus

Min. Sliding Safety Factor

: 1

Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf

Concrete Density

Min Allow % Temp Reinf.

ksif'c : Concrete 28 day strength fy : Rebar Yield ksi

Min Steel % Bending Reinf.

Dimensions Footing Width 4.0 ft=

Wall center offset from center of footing 0 in

Wall Thickness 12.0 in Footing Thickness 24.0 in= Rebar Centerline to Edge of Concrete...

= inat Bottom of footing 3.0

Reinforcing

Bars along X-X Axis

Reinforcing Bar Size

Bar spacing

8.00

Applied Loads

1.0 D Lr

ksf

L S P : Column Load OB : Overburden = k W E

M-zz V-x = k0.1160

0.4350 k-ft Vx applied = 24.0 in above top of footing

DESCRIPTION: Enclosure Footing

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity

PASS 0.4931 Soil Bearing 0.7396 ksf 1.50 ksf +D+0.60W

PASS 4.805 Overturning - Z-Z 0.5394 k-ft 2.592 k-ft +0.60D+0.60W PASS 4.655 Sliding - X-X 0.06960 k 0.3240 k +0.60D+0.60W PASS n/a Uplift 0.0 k 0.0 k No Uplift

Utilization Ratio Item Applied Capacity Governing Load Combination

PASS 0.01676 Z Flexure (+X) 1.013 k-ft 60.448 k-ft +1.20D+W PASS 0.009045 Z Flexure (-X) 0.5467 k-ft 60.448 k-ft +0.90D PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a

Detailed Results

Rotation Axis & Xecc

Actual Soil Bearing Stress Actual / Allowable Soil Bearing

Gross Allowable -X +X RatioLoad Combination...

, D Only 1.50 ksf 0.540 ksf 0.540 ksf 0.3600.0 in , +D+0.60W 1.50 ksf 0.3404 ksf 0.7396 ksf 0.4932.997 in , +D+0.450W 1.50 ksf 0.3903 ksf 0.6897 ksf 0.4602.248 in , +0.60D+0.60W 1.50 ksf 0.1244 ksf 0.5236 ksf 0.3494.994 in , +0.60D 1.50 ksf 0.3240 ksf 0.3240 ksf 0.2160.0 in

Rotation Axis & Overturning Stability Units : k-ft

Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio , D Only None 0.0 k-ft Infinity OK , +D+0.60W 0.5394 k-ft 4.320 k-ft 8.009 OK , +D+0.450W 0.4046 k-ft 4.320 k-ft 10.679 OK , +0.60D+0.60W 0.5394 k-ft 2.592 k-ft 4.805 OK , +0.60D None 0.0 k-ft Infinity OK

Flexure Axis & Load Combination k-ft

As Req'd Footing Flexure

Tension @ Bot.Which Actual As Statusk-ft

Mu Side ? or Top ? in^2in^2 in^2

Gvrn. As Phi*Mn

, +1.40D 0.8505 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.40D 0.8505 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D 0.729 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D 0.729 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D+0.50W 0.5868 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D+0.50W 0.8712 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D+W 0.4446 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +1.20D+W 1.013 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +0.90D+W 0.2624 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +0.90D+W 0.8311 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +0.90D 0.5467 -X Bottom 0.5184 Min Temp % 0.66 60.448 OK , +0.90D 0.5467 +X Bottom 0.5184 Min Temp % 0.66 60.448 OK

Steel Beam

DESCRIPTION: HSS INT. HDR. - GENERATOR ROOM

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Completely Unbraced Load Resistance Factor Design Fy : Steel Yield : 46.0 ksi

Beam Bracing : E: Modulus : 29,000.0

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added

Uniform Load : D = 0.3880 k/ft, Tributary Width = 1.0 ft, (WALL)

Uniform Load : D = 0.150, L = 0.10 ksf, Tributary Width = 5.0 ft, (STAIR)

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.537 : 1

Load Combination +1.20D+1.60L

Span # where maximum occurs Span # 1 Location of maximum on span 5.250ft

11.369 k Mn * Phi : Allowable 55.545 k-ft Vn * Phi : Allowable

HSS8x4x5/16Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +1.20D+1.60L

103.034 k

Section used for this span HSS8x4x5/16 Mu : Applied

Maximum Shear Stress Ratio = 0.110 : 1

0.000 ft

29.845 k-ft Vu : Applied

0 <360

Ratio = 0 <240.0

Maximum Deflection Max Downward Transient Deflection 0.093 in 1,356Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.304 in Ratio = >=240.

Max Upward Total Deflection 0.000 in

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios

M V max Mu -max Mu + Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length +1.40D

Dsgn. L = 10.50 ft 1 0.395 0.081 21.96 21.96 61.72 55.55 1.14 1.00 8.36 114.48 103.03 +1.20D+1.60L

Dsgn. L = 10.50 ft 1 0.537 0.110 29.84 29.84 61.72 55.55 1.14 1.00 11.37 114.48 103.03 +1.20D+L

Dsgn. L = 10.50 ft 1 0.463 0.095 25.71 25.71 61.72 55.55 1.14 1.00 9.79 114.48 103.03 +1.20D

Dsgn. L = 10.50 ft 1 0.339 0.070 18.82 18.82 61.72 55.55 1.14 1.00 7.17 114.48 103.03 +0.90D

Dsgn. L = 10.50 ft 1 0.254 0.052 14.11 14.11 61.72 55.55 1.14 1.00 5.38 114.48 103.03

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

+D+L 1 0.3043 5.280 0.0000 0.000

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

Overall MAXimum 8.600 8.600 Overall MINimum -2.625 -2.625 D Only 5.975 5.975

DESCRIPTION: HSS INT. HDR. - GENERATOR ROOM

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

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

+D+L 8.600 8.600 +D+0.750L 7.943 7.943 +0.60D 3.585 3.585 L Only 2.625 2.625

.Steel Section Properties : HSS8x4x5/16

R xx =

1.630 in

Depth = 8.000 in

R yy =

2.820 in Zy = 9.910 in^3

J = 42.600 in^4

Width = 4.000 in Wall Thick

0.291 in Zx = 16.100 in^3

Area

6.430 in^2 Weight = 23.340 plf

I xx = 51.00 in^4 S xx

12.80 in^3 Cw = 16.50 in^6

I yy = 17.200 in^4 C = 0.000 in^3 S yy = 8.580 in^3

Ycg = 4.000 in

Fargo EHRM AVS

11/29/23

16709

MCR Key Plan

(E ) E

X1 5I

(E

) W 4x

(E

) W 4x

(E

) W 4x

(E) W18x60

(E) W18x60

(E) W18x60

(E) W18x60

(E) W18x50 (E

) M C

6x

(E ) W x4

(E) W12x22 (E) W12x22

(E ) E

X8 W

F2

(E ) W

8x

(E ) W

8x

(E ) W

8x

(E ) W

8x

5 1/2 CONC SLAB ON 1

1/2" COMPOSITE DECK

(E ) C

O N

C . J

O

IS

T

WT6x20

(E) W18x60

WT6x20

(E) W18x60

WT6x20

(E ) W x4

(E

) W x4

(E ) W x4

WT6x20WT6x20 WT6x20 WT6x20

WT6x20WT6x20 WT6x20 WT6x20

WT6x20WT6x20 WT6x20 WT6x20

WT6x20WT6x20WT6x20 WT6x20 WT6x20

10'-0" 5'-0" 5'-0" 10'-0"

S701

S701

S701

TYP.

CL. O

TYP.,

(E) BEAM

MIDSPAN

(E ) C

O N

C . J

O

IS

T

B1

B2

B3

B4

(E) 16W71 (E) 16W71

Concrete Beam

DESCRIPTION: Fargo - Existing concrete joist

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties 3.0

7.50 145.0

Elastic Modulus 3,122.0 ksi

60.0 29,000.0

40.0 29,000.0

3= 1.0

= 0.90 0.750 f'c ksi fy - Main Rebar ksi

Density

1/2 fr = f'c * 410.792 pcf

E - Main Rebar ksi psi

= 1.0LtWt Factor Fy - Stirrups ksi

E - Stirrups ksi

0.850

Shear :

Stirrup Bar Size #

Number of Resisting Legs Per Stirrup

Phi Values Flexure :

.Cross Section & Reinforcing Details Tee Section, Stem Width = 5.0 in, Total Height = 12.50 in, Top Flange Width = 24.0 in, Flange Thickness = 4.0 in Span #1 Reinforcing

1-#6 at 2.0 in from Top, from 0.0 to 17.0 ft in this span 1-#6 at 1.0 in from Bottom, from 0.0 to 17.0 ft in this span

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

Uniform Load : D = 0.0180, L = 0.150 ksf, Tributary Width = 2.0 ft, (Floor) .Check As Min Limits!DESIGN SUMMARY

Maximum Bending Stress Ratio = 0.997 : 1

Span # where maximum occurs Span # 1 Location of maximum on span 8.515 ft

Mn * Phi : Allowable 25.022 k-ft

Typical SectionSection used for this span Mu : Applied 24.946 k-ft

Maximum Deflection

0 <360.0

Ratio = 0 <180.0

Max Downward Transient Deflection 0.286 in 714Ratio = >=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.603 in Ratio = >=180.0 Max Upward Total Deflection 0.000 in

Bar Layout DescriptionCross Section Moment of Inertia ( in^4 )

Bottom Top I gross Icr - TopIcr - Bottom

Phi*Mn ( k-ft ) Cross Section Strength & Inertia Top & Bottom references are for tension side of section

Section 1 1- #6 @ d=2",1- #6 @ d=11.5", 25.02 19.27 1,534.61 431.33 289.46

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

Overall MAXimum 4.041 4.041 Overall MINimum 0.895 0.895 D Only 1.491 1.491 +D+L 4.041 4.041 +D+0.750L 3.404 3.404 +0.60D 0.895 0.895 L Only 2.550 2.550

.Maximum Forces & Stresses for Load Combinations

OK, with increased floor live load

Concrete Beam

DESCRIPTION: Fargo - Existing concrete joist

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Span # Bending Stress Results ( k-ft )Location (ft)Load Combination

Mu : Max Stress RatioSegment Phi*Mnxalong Beam MAXimum BENDING Envelope

Span # 1 1 17.000 24.95 25.02 1.00 +1.40D

Span # 1 1 17.000 8.87 25.02 0.35 +1.20D+1.60L

Span # 1 1 17.000 24.95 25.02 1.00 +1.20D+L

Span # 1 1 17.000 18.44 25.02 0.74 +1.20D

Span # 1 1 17.000 7.61 25.02 0.30 +0.90D

Span # 1 1 17.000 5.70 25.02 0.23

Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections

+D+L 1 0.6025 8.500 0.0000 0.000

Composite Steel Beam

DESCRIPTION: FARGO - (E) BM 1

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties Analysis Method :

ksi Load Combination :ASCE 7-16

Beam is Fully Braced against lateral-torsional buckling by attached slab Load Resistance Factor Design

Fy : Steel Yield : 50.0 ksi

Beam Bracing :

E: Modulus : 29,000.0

Composite Beam Section Data 5.50 5.0

Beam is UNSHORED for Concrete Placement 3/4"

21.050 3.0

145.0ftEffective Width Total Slab Thickness in Stud Diameter in

Qn : Stud Capacity kConcrete Density pcf Concrete f'c ksi

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1

Uniform Load : D = 0.06550 ksf, Tributary Width = 8.0 ft, Pre & Post Composite Uniform Load : D = 0.01950, L = 0.150 ksf, Tributary Width = 8.0 ft, Post Composite Only

.Design N.G.DESIGN SUMMARY MAX Bending Ratio = 0.853 : 1

Load Combination +1.20D+0.50Lr+1.60L+1.60H

Location of maximum 20.0 ft

54.720 k

Mn * Phi : Allow k-ft641.23

Vn * Phi : Allow W18x60

%% Composite Action

Steel section

Location of maximum Load Combination

+1.20D+0.50Lr+1.60L+1.60H

226.590 kComposite

Pre-Composite

Mu : Applied

MAX Shear Ratio = 0.241 : 1

0.0 ft

461.250 k-ft

146.720

547.20

Vu : Applied

Defl Ratio

Defl Ratio 175

<240

<240

DEFLECTIONS

Max Downward

1.468 in Max Upward

0.000 in

Max Downward 2.727 in Max Upward 0.000 in

NonComposite

FINAL Composite

Transient Composite

Defl Ratio

Max Downward Max Upward in in

0.000 1.069

PreCompDL+PreCompLL

L Only

+D+L+H k-ft k-ftMn * Phi : Allowable

Mu : Applied

.Shear Stud Requirements From Support 1 to 20.00 ft use 10 studs.

From 20.00 ft to Support 2 use 10 studs.

.Maximum Forces & Stresses for Load Combinations

Span # Bending SummaryLoad Comb & Design Length Shear Summary

Mu-Applied Max Stress Ratios

M V Vn * PhiMnTr * Phi Va Pre Composite : D + Const L

Span L = 40 ft 1 0.318 0.065 146.72 461.25 14.67 226.59 Final Composite : +1.40D+1.60H

Span L = 40 ft 1 0.297 0.084 190.40 641.23 19.04 226.59

Strength of beam is OK, beam strengthening required to meet deflection limits.

DESCRIPTION: FARGO - (E) BM 1

Project Filename: Fargo - 4th Floor MCR.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Span # Bending SummaryLoad Comb & Design Length Shear Summary

Mu-Applied Max Stress Ratios

M V Vn * PhiMnTr * Phi Va Final Composite : +1.20D+0.50Lr+1.6

Span L = 40 ft 1 0.853 0.241 547.20 641.23 54.72 226.59 Final Composite : +1.20D+1.60L+0.50

Span L = 40 ft 1 0.853 0.241 547.20 641.23 54.72 226.59 Final Composite : +1.20D+1.60Lr+L+1

Span L = 40 ft 1 0.629 0.178 403.20 641.23 40.32 226.59 Final Composite : +1.20D+1.60Lr+0.5

Span L = 40 ft 1 0.255 0.072 163.20 641.23 16.32 226.59 Final Composite : +1.20D+L+1.60S+1.

Span L = 40 ft 1 0.629 0.178 403.20 641.23 40.32 226.59 Final Composite : +1.20D+1.60S+0.50

Span L = 40 ft 1 0.255 0.072 163.20 641.23 16.32 226.59 Final Composite : +1.20D+0.50Lr+L+W

Span L = 40 ft 1 0.629 0.178 403.20 641.23 40.32 226.59 Final Composite : +1.20D+L+0.50S+W+

Span L = 40 ft 1 0.629 0.178 403.20 641.23 40.32 226.59 Final Composite : +0.90D+W+E+1.60H

Span L = 40 ft 1 0.191 0.054 122.40…