9-7-MP27006-26032100 Approved Structural Calculations.pdf

Utah State Correctional Facility

1480 N 8000 W, Salt Lake City, UT 84116

DFCM USCF Fire Storage Tank and Booster Station Horrocks Project No. UT-11178-25

Design Calculations

KIRK

WINEGAR

No. 9206167-2202 10/26/2026

DELTA 1 (P.C. REVISIONS): Pages 1-12, 17, 30-42, 45-50, 85-86

DELTA 2 (P.C. REVISIONS): Pages 17A, 17B

DIVISION OF FACILITIES

CONSTRUCTION AND

MANAGEMENT

REVIEWED FOR

CODE COMPLIANCE

THOMAS PETERSON

11/03/2026

2162 West Grove Parkway Project: DFCM USCF

Suite 400 Job No.: UT-11178-25

Pleasant Grove, UT 84062

(801) 763-5100 Engineer: GL www.horrocks.com Checker: KGW

TABLE OF CONTENTS

Tank Hazards Report .................................................................................................. 1-5

Tank Design Criteria

Concrete Tank Design ............................................................................................... 7-44

Booster Station Design Criteria

Building Hazards Report ......................................................................................... 46-50

Design Loads ......................................................................................................... 51-61

Load Diagrams ....................................................................................................... 62-64

Booster Station Design Calcs .................................................................................. 65-84

ASCE Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-22 Latitude: 40.803

Risk Category: IV Longitude: -112.086

Soil Class: DE Elevation: 4220.034917068672 ft

(NAVD 88)

Wind

Results:

Wind Speed 113 Vmph

10-year MRI 73 Vmph

25-year MRI 79 Vmph

50-year MRI 84 Vmph

100-year MRI 89 Vmph

300-year MRI 97 Vmph

700-year MRI 103 Vmph

1,700-year MRI 109 Vmph

3,000-year MRI 113 Vmph

10,000-year MRI 122 Vmph

100,000-year MRI 139 Vmph

1,000,000-year MRI 156 Vmph

Data Source: ASCE/SEI 7-22, Fig. 26.5-1D and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Fri Oct 09 2026

Page 1 ofhttps://ascehazardtool.org/ Fri Oct 09 202684 https://ascehazardtool.org/

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds correspond to approximately a 1.6% probability of exceedance in 50 years (annual exceedance probability = 0.00033, MRI = 3,000 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service Level wind speeds, all other wind speeds are Ultimate wind speeds.

Site is not in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2.

Page 2 of https://ascehazardtool.org/ Fri Oct 09 202684

PGA M : 0.52

SMS : 1.37

SM1 : 1.24

SDS : 0.91

SD1 : 0.83

TL : 8

SS : 1.37

S1 : 0.47

VS30 : 185

Seismic Design Category: D

Multi-Period Design Spectrum

S (g) vs T(s)a

Multi-Period MCE SpectrumR

S (g) vs T(s)a

Two-Period Design Spectrum

S (g) vs T(s)a

Two-Period MCE SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

Vertical ground motion data has not yet been made available by USGS.

MCE Vertical Response SpectrumR

Vertical ground motion data has not yet been made available by USGS.

Seismic

DESite Soil Class:

Results:

Page 3 of https://ascehazardtool.org/ Fri Oct 09 202684

Data Accessed: Fri Oct 09 2026

Date Source:

USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS.

Page 4 of https://ascehazardtool.org/ Fri Oct 09 202684

Snow

Results:

Ground Snow Load, p : 46 lb/ftg

20-year MRI Value: 9.98 lb/ft^2

Winter Wind Parameter: 0.25

Mapped Elevation: 4219.8 ft

Data Source: ASCE/SEI 7-22, Figures 7.6-1 and 7.6-2 A-D

Date Accessed: Fri Oct 09 2026

Values provided are ground snow loads. In areas designated "case study required," extreme local variations in ground snow loads preclude mapping at this scale. Site-specific case studies are required to establish ground snow loads at elevations not covered.

Snow load values are mapped to a 0.5 mile resolution.

This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other.

Ground Snow Loads for IRC only, p :g(asd) 32.2 lb/ft

The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool.

Page 5 of https://ascehazardtool.org/ Fri Oct 09 202684

CLIENT:

PROJECT:

BY: CHECKED BY:

MATERIAL PROPERTIES: Unit Weight of Concrete: pcf WATER TABLE DATA:

Unit Weight of Tank Liquid: pcf Height of Water Table Above top of Slab: ft

Unit Weight of Soil: pcf

Soil Equivalent Fluid Pressure: Above Water Table: pcf

Below Water Table: pcf

DESIGN CRITERIA: ACI 350-20; Code Requirements for Environmental Engineering Concrete Structures and Commentary

Design Method - Load Factor w/ Service Load Checks f'c : psi fc (allowable) : psi Environmental Durability Factor: (ACI 9.2.6) fy : psi fs (allowable) : psi n : Z (allowable) : kips/in

Es: psi Shrinkage Coef. "c":

TANK DATA: SLAB DATA: Ring Footing:

Top Slab:

Bottom Slab:

COLUMN DATA:

RESERVOIR PLAN VIEW: No. of Columns:

DROP PANELS: Grid Spacing: ft

No. of Panels: Diameter: in

Thickness: in Column Strip = ft

Length / Width: ft Middle Strip = ft

Total Panel Wgt: kips Clear Span, ln = ft

LOADS: COLUMN FOOTINGS:

Uniform Live Load: psf Thickness: in

Live Load Surcharge: psf Length / Width: ft

Seismic Load: %

Uniform Snow Load: psf (pf = 0.7*Ce*Ct*pg)

Soil Cover: psf

'd' STRENGTH COMBINATIONS: (ACI 9.2)

SERVICE COMBINATIONS: (ASCE 7-16, 2.4.1)1. 1.4(D + F)

1. D + F 2. 1.2(D + F) + 1.6(L + H) + 0.5(Lr or S or R)

Input max column end-span distance, 'd': ft 2. D + H + F + L 3. 1.2(D + F) + 1.6(Lr or S or R) + (1.0L or 0.5W) ft 3. D + H + F + S 4. 1.2(D + F)+ 1.0(W + L) + 0.5(Lr or S or R)

4. D + H + F + 0.75L + 0.75S 5. 1.2(D + F) + 1.0(E + L) + 1.6H + 0.2S

Input min column end-span distance, 'd': ft 5. D + H + F + 0.7E 6. 0.9D + 1.2F + 1.0W + 1.6H ft 6. D + H + F + 0.525E + 0.75L + 0.75S 7. 0.9D + 1.2F + 1.0E + 1.6H

8. 1.4(D + F) + 0.6H

Inside Diameter, Din:

Wall Thickness, tw:

Distance to Reinf., d:

Tank Wall Weight =

9.625

Footing Thickness:65.75 8.00

21.00

Wall Height, Hwall:

1.00 in Slab Weight = ft kips

Slab Thickness, ts:

629.10

12.00

40.00

0.00

11.78 in

35.00

8.00

120.00

2.90E+07 0.0003 in in

Backfill Height, Hbf:

Liquid Height, Hliq: Slab Thickness, ts:

69.75

Flexural Stress:

ft

60,000.00

5,000.00

8.00

Distance to Reinf., d:

ft ft

.7

14.00'

Distance to Reinf., d:

in

4.00

19.00

20.00 Outside Diam., Dout:

ft

Outside Diam., Dout: 67.75

45.0

Direct and Hoop Tensile Stress:

150.0

Environmental Exposure: NORMAL

Varies

Varies

Allow. Brg Pressure:

500.00

24,000.00

125.00

Footing Width: 5.00 ftinft 10.00

UT-11178-25

150.00

62.50

PAGE NO.JOB NUMBER:

DATE:

KGW

Tank Design

10/12/2026

APPROVED BY:

SUBJECT:

KGW

0.00

DFCM - Utah Department of Corrections

Fire Storage Tank

ANT

Ledge Width =

36.00

32.625 ft

450.63 kips in

Clear Span, ln =

Clear Span, ln =

8.00

14.00

18.00

0.00

7.00

7.00

19.75

5.00

12.665

19.08

12.25

76.8

86.00

3.00 psf

Y

X

Circular Water Tank Analysis_2021 IBC & ACI 350-20_25-0718_24FT Wall

BY: CHECKED BY:

UT-11178-25

PAGE NO.JOB NUMBER:

DATE:

KGW

Tank Design

10/12/2026

APPROVED BY:

SUBJECT:

KGW

DFCM - Utah Department of Corrections

Fire Storage Tank

ANT

Two-Way Top Slab Design: (In accordance with ACI 14.6 - Direct Design Method)

14.6.2.2: Mo = (wu * l2 * ln ) * (1/8) (Eqn. 14-4)

Determine factored load per unit area, wu: Load Combinations: 1. ksf ksf

2. ksf k-ft Interior Span

3. ksf k-ft End Span

5. ksf

14.6.3.2: In an interior span, total factored static moment Mo shall be distributed as follows:

Negative factored moment = 0.65 * Mo = k-ft

Positive factored moment = 0.35 * Mo = k-ft

14.6.3.3: In an end span, total factored static moment Mo shall be distributed as follows:

14.6.4 - 14.6.6: Factored Moments in Design Strips End Span Condition:

No Errors

163.36

1.68

99.07

No Errors

137.22

139.02

#N/A

#N/A

MuSd (k-ft)

Sd

Mu (k-ft)

Errors

Column Strip fs (ksi)

#VALUE!

NA

Slab Moments

(k-ft) Ext. Negative

End Spans

Positive Int. Negative

Z crack (k/in) #N/A 99.47

Total Moment

NA

109.02

81.77

No. of

Bars

No. of

Bars

Bar

Size

1.68

#N/A 24.66

No. of

BarsReinforcement

20.010.00

37.16

0.70 0.65

Positive factored moment

Exterior negative factored moment

0.75

0.63

0.00

129.79 k-ft k-ft0.00

Interior negative factored moment k-ft

112.49

0.2571

0.2048wu =

Bar

Size

Slab with beams between all supports

(1) w/o edge beam

(2) (3)

Exterior edge unrestrained w/ edge beam

0.2716

0.2226 wu = wu =

76.23 k-ft 60.57

173.05

0.16 0.26 0.30 0.65 k-ft89.99 86.53

0.57

49.55

26.68

0.70

121.14 k-ft

0.52

121.14 k-ft

0.70 k-ft k-ft wu = Mo =

Mo =

0.2716Design wu =

(5)

112.49 k-ft51.92

Bar

Size

No. of

Bars

93.94101.83

17.50

(4) k-ft27.69 k-ft

Exterior edge fully restrained

Slab without beams between interior supports

0.50

121.14 k-ft

Positive Negative

129.79

97.34

44.99 k-ft

6 6

189.52

33.58

0.35

109.02 k-ft 98.64

(1)

1.68

62.37

47.75 95.47

Bar

Size

Interior Spans

49.5526.68

#VALUE!

0.00

21.46

No. of

Bars

Bar

Size

No Errors No Errors

1.68

16.15

BY: CHECKED BY:

UT-11178-25

PAGE NO.JOB NUMBER:

DATE:

KGW

Tank Design

10/12/2026

APPROVED BY:

SUBJECT:

KGW

DFCM - Utah Department of Corrections

Fire Storage Tank

ANT

Column Strip Reinforcement:

3 # 6 bars

9 # 6 bars 3 # 6 bars

NA # NA bars 3 # 6 bars

Middle Strip Reinforecement:

2 # 6 bars 6" 2 # 6 bars

2 # 6 bars 4 # 6 bars

NA # NA bars

Reinforcement Clear Cover in Top Slab:

8.00''

Ext. Negative Positive

113.35Z crack (k/in) #N/A 95.22

Reinforcement

Sd

4.33'

Middle Strip

Int. Negative

Slab Moments

(k-ft)

Bar

Size

32.450.00

No. of

Bars

Bar

Size

No. of

Bars

Bar

Size

Bar

Size

27.26

No. of

Bars

No. of

Bars

End Spans

12.39

Interior Spans

6.67

MuSd (k-ft) #VALUE! 45.74 54.45

18.01 21.45

8.67

64 6NA NA

fs (ksi) #N/A

4 6

16.11

57.76 107.28

1.68#VALUE! 1.68

63.36 63.36

5.83'

No Errors

Mu (k-ft) #N/A

Errors #N/A No Errors No Errors

31.99

No. of

Bars

Bar

Size

Positive Negative

6.67'

10.00'

7.17'

Clear Cover (in)

Bottom Sides

Between Layers &

Top

1.50

10.00''

2.00 2.00

1.68 1.68

20.79

8.00'

10.00''

11.19

1.00'

31.99

No Errors

Max.

BY: CHECKED BY:

UT-11178-25

PAGE NO.JOB NUMBER:

DATE:

KGW

Tank Design

10/12/2026

APPROVED BY:

SUBJECT:

KGW

DFCM - Utah Department of Corrections

Fire Storage Tank

ANT

Design of Drop Panels:

Inputs:

S ft Center-Center Spacing of Supports

Ln ft Clear Span in Long Direction tslab in Thickness of Slab γc pcf Unit Weight of Concrete

Cc1 in Clear Cover @ Drop Panel

Cc2 in Clear Cover @ Slab w/o Drop Panel

Bar Bar Size in Drop Panel & Slab db in Dia of Rebar in Drop Panel & Slab dcol in Diameter of Column wu ksf Total Factored Design Load f'c psi Concrete Compressive Strength

Solution:

hmin in Min thickness of drop panel below slab (ACI 318 8.2.4)

Lmin ft Min extended distance of drop panel from CL (ACI 318 8.2.4) h in Thickness of drop panel below slab

L ft Extended distance of drop panel from CL of support hs in Total thickness of slab + drop panel

Check 1-way Shear

Evaluate average effective depth dl in dt in davg in

Check adequacy of slab thickness (1-way shear) from edge of interior column

Atrib ft

Trib area for critical section, located at distance d from edge of column, and 12" wide strip

Vu kips

ΦVc kips Concrete Shear Strength (ACI 318 22.5.5.1)

DCR OK

Check critical section at the edge of drop panel (slab without drop panel)

Evaluate average effective depth dl in dt in davg in

Check adequacy of slab thickness (1-way shear) from edge of interior drop panel

Atrib ft

Trib area for critical section, located at the face of support, and 12" wide strip

Vu kips

ΦVc kips Concrete Shear Strength (ACI 318 22.5.5.1)

DCR OK

4.98

1.35

5,000

14.00

12.665

10.00

150.00

2.00

1.50

14.88

15.63

0.75

18.00

0.2716

15.25

9.86

0.08

19.41

0.07

7.375

8.125

7.75

3.00

2.5

2.33

8.00

0.81

BY: CHECKED BY:

UT-11178-25

PAGE NO.JOB NUMBER:

DATE:

KGW

Tank Design

10/12/2026

APPROVED BY:

SUBJECT:

KGW

DFCM - Utah Department of Corrections

Fire Storage Tank

ANT

Check 2-way Shear

Critical section at distance d/2 from the edge of the column (slab section with drop panel)

Atrib ft

Trib area for critical section from edge of column

Vu kips

ΦVc kips

DCR OK

Critical section at the edge of the drop panel (slab section w/o drop panel)

Atrib ft

Trib area for critical section from edge of drop panel

Vu kips

ΦVc kips Concrete 2-way Shear Strength (ACI 318 22.6.5.2)

DCR OK

A slab thickness of 10" and a drop panel increase of 8" is acceptable for 1-way and 2-way shear

Check Reinforcement in drop panel

Check minimum steel req for 12" wide strip

As_min in

Min flextural reinf (ACI 318 8.6.1.1)

As_act in

Area of steel provided

Use #6 bars @ 12"O.C.

188.32

51.14

430.26

0.12

Critical Sections for one-way shear

Critical Sections for two-way shear

0.05

0.39

0.44

OK

682.27

121.25

32.93

BY: CHECKED BY:

UT-11178-25

PAGE NO.JOB NUMBER:

DATE:

KGW

Tank Design

10/12/2026

APPROVED BY:

SUBJECT:

KGW

DFCM - Utah Department of Corrections

Fire Storage Tank

ANT

Shear Design of Two-Way Slab System (ACI 11.11.7)

Factored Shear Stress, vu = Vu / Ac + (γv * Mu) / Jc γf = 1 / [1 + (2/3) * sqrt(b1/b2)] b1 = b2 = in γf = γv =

Ac = 2d * (c1 + c2 + 2d) = sq in

Jc = [d*(c1 + d) ]/6 + [(c1 + d)*d

]/6 + [d*(c2 + d)(c1 + d)

]/2

Jc = in

14.6.3.6 - The gravity load moment to be transferred between slab and edge column in accordance with 14.5.3.1 shall be 0.3*Mo

Mu = 0.3*Mo = k-ft

Vu = kips vu = psi φVc = psi

14.6.9: Factored Moments in Columns and Walls

Mu = 0.07 * [( wdu + 0.5 * wlu ) * l2 * ln

- wDu' * l2' * (ln' )

] = k-ft (ACI Eqn. 14-7)

RING FOOTING DESIGN: Footing Pressure = P + M

A S

Dead Load Computation, DL (k/ft) Section: (Factored Pressure for Design) Footing Width = ft

DL Top Slab = k/ft Dout = ft

DL Launder Slab = k/ft Pressure at Face = ksf

DL Wall = k/ft Vu @ Face = k/ft

Mu @ Face = k-ft/ft

Soil Load Computation, H (k/ft) Vws @ Face = k/ft

Soil Load = k/ft Mws @ Face = k-ft/ft

Live Load Computation, LL (k/ft)

Live Load = k/ft ksf

# 6 @ 12

Snow Load Computation, S (k/ft) ksf

Snow Load = k/ft

Service Combinations: Strength Combinations: Net Bearing Pressure Check:

1. k/ft 1. k/ft Footing Heal: psf

2. k/ft 2. k/ft Footing Toe: psf

3. k/ft 3. k/ft

4. k/ft 5. k/ft k/ft k/ftwu = wu = 4.63 wu = 4.79

51.92

3.000

46.22

0.40

2049.28

372040.09

23.22

282.84

0.60

OK!

1.234

32.02

0.901

69.75

Bar

Spa

(in)

Errors No Errors fs (ksi) 6.57

Z crack (k/in)

Mu (k-ft)

Sd

MuSd (k-ft)

64.31

Reinforcement

1.79

Bar

Size

OK!

OK!

36.00''

1667.01

2.73

3.00'

7.48

17.07

5.45

9.55

7.59

42.64

4.33

6.03 wu = 5.55

4.79 wu =4.58

248.93

6.03 wu = 5.89 wu = 5.93

-0.32

0.346 wu = 4.23

0.000

1.00'

1.00' wu =

0.395 wu =

0.000

BY: CHECKED BY:

UT-11178-25

PAGE NO.JOB NUMBER:

DATE:

KGW

Tank Design

10/12/2026

APPROVED BY:

SUBJECT:

KGW

DFCM - Utah Department of Corrections

Fire Storage Tank

ANT

COLUMN FOOTING DESIGN: Footing Pressure = P + M

A S

Tributary Area = sf

Factored Moment, Mu = k-ft

Service Moment, Mws = k-ft

Dead Load Computation, DL Section: (Factored Pressure for Design) Footing Width = ft

DL Top Slab = kips Pressure at Face = ksf

DL Drop Panel = kips Vu @ Face = k/ft

DL Column = kips Mu @ Face = k-ft/ft

Vws @ Face = k/ft

Soil Load Computation, H Mws @ Face = k-ft/ft

Soil Load = kips

Live Load Computation, LL

Live Load = kips ksf # 5 @ 12

Snow Load Computation, S ksf

Snow Load = kips

Service Combinations: Strength Combinations: Net Bearing Pressure Check:

1. kips 1. kips Footing Heal: psf

2. kips 2. kips Footing Toe: psf

3. kips 3. kips

4. kips 5. kips kips kips

Punching Shear Check:

At Column Edge: φVc = 4*sqrt (f 'c) * bo * d = kips > Pu, At Footing Edge: φVc = 4*sqrt (f 'c) * bo * d = kips > Pu, Pu =

1534.42 OK!

Pu = 50.43

644.36 OK!

52.44

2125.14

1638.84

59.20

62.05

62.05

Pu = 47.05 Pu =

42.88 Pu =

Pu =

Pu =

Pu =

0.000

7.840

6.860

2.12

47.05 Pu =

43.86 Pu =

36.02

OK!

3.60

2.86

36.09

4.75

5.63

4.22

OK!

3.00''

21.00''

Errors No Errors

Bar

Spa

(in)

Bar

Size

MuSd (k-ft)

2.84 fs (ksi)

Reinforcement

Mu (k-ft)

Sd

Z crack (k/in)

2.590

28.30

1.52

6.43

1.750'

5.00'

196.00

24.500

6.400

5.125

7.48

5.07

BY: CHECKED BY:

Seismic Design of Liquid Containing Structures and Commentary (ACI 350.3-20)

(Seismic Criteria in Accordance with ASCE 7-16: Minimum Design Loads for Buildings and Other Structures)

TANK PROPERTIES:

ft ft pcf pcf psi psi lbs lbs (Note: Includes weight of soil cover and column drop panels) lbs

Site Location:

Site Class: (ASCE Table 20.3.1)

Importance Factor: (ACI Table 4.1.1(a))

Response Modification Factor: (ACI Table 4.1.1(b))

Seismic Spectral Response Parameters:

Liquid Weight:

Stored Liquid Weight, WL = lbs

(ACI Eq. 9.3.1a) (ACI Eq. 9.3.1b)

4,031,949

Circular Tank: Shell

Impulsive Component, W i (lbs): 1,338,715

Convective Component, Wc (lbs): 2,525,476

SDS SD1

1.370 0.470 0.996 2.650 1.365 1.246 0.910 0.830

SMS SM1

1.50

Impulsive Component, Ri: 2.25

Compulsive Component, Rc: 1.0

Ss S1 Fa Fv

Latitude: 40 48 12

112.09

D

Sec Dec Deg

40.80

Longitude: 112 5 10.3

(Defalut)

Ec: 4,286,826

Structure Weight: 1,079,732

Deg Min

Effective Mass Coeff., ε 0.54

Superimposed DL: 76,800

Total Weight: 1,156,532

Height to C.G. (ft) 10.00 20.42 Concrete, f'c: 5,000

Weight (lbs) 629,104 450,628 Concrete Weight, γc:

19.00

Thickness (in) 12.00 10.00 Liquid Weight, γL: 62.50

Inside Diameter (ft): 65.75 65.75 Liquid Height, HL:

DFCM - Utah Department of Corrections

JOB NUMBER:

UT-11178-25

KGW

APPROVED BY:

KGW

Circular Tank: Shell

Fire Storage Tank

SUBJECT:

Tank Design

Roof Wall Height, HW:

ANT

PAGE NO.

8/9/2026

DATE:

20.00 tanh 0.866

0.866

Li

L

L

D

HW

W D

H

0.230 tanh 3.68 c L

L L

W HD

W H D

BY: CHECKED BY:

DFCM - Utah Department of Corrections

JOB NUMBER:

UT-11178-25

KGW

APPROVED BY:

KGW

Fire Storage Tank

SUBJECT:

Tank Design

ANT

PAGE NO.

8/9/2026

DATE:

Height Factors:

(Excluding Base Pressure, EBP)

For tanks w D/HL<1.333, hi / HL = 0.5-0.09375(D/HL) (ACI Eq. 9.3.2a)

For tanks w D/HL>=1.333, Hi / HL = 0.375 (ACI Eq. 9.3.2b)

(ACI Eq. 9.3.2c)

(Including Base Pressure, IBP)

For tanks w D/HL<0.75, hi' / HL = 0.45 (ACI Eq. 9.3.3a)

For tanks w D/HL>=0.75, (ACI Eq. 9.3.3b)

(ACI Eq. 9.3.3c)

Dynamic Properties: (ACI 9.3.4)

(ACI Eq. 9.3.4a) (ACI Eq. 9.3.4b) (ACI Eq. 9.3.4c) (ACI Eq. 9.3.4f)

(ACI Eq. 9.3.4g) (ACI Eq. 9.3.4h) (ACI R9.4.3)

Fundamental Period of Tank Oscillation, Ti (sec): 0.042

Coefficient, λ 9.657

Circular Frequency of Convective Vibration Mode, ωc (rad/s): 1.19

Natural Period of Convective Mode of Sloshing, Tc (sec): 5.276

Natural Period of Vibration of Vertical Liquid Motion, Tv (sec): 0.038

Circular Frequency of Impulsive Vibration Mode, ωi (rad/s): 149.87

Height above base to C.G. of Impulsive Lateral Force, hi' (ft): 26.24

Height above base to C.G. of Convective Lateral Force, hc' (ft): 24.45

Circular Tank: Shell

Coefficient, Cw: 0.142

Coefficient, Cl: 0.247

Circular Tank: Shell

Circular Tank: Shell

Height above base to C.G. of Impulsive Lateral Force, hi (ft): 7.13

Height above base to C.G. of Convective Lateral Force, hc (ft): 10.30 cosh 3.68 1

3.68 sinh 3.68

L c

L L L

H

Dh

H H H

D D cosh 3.68 2.01

3.68 sinh 3.68

L c

L L L

H

Dh

H H H

D D

0.866

0.125

2* tanh 0.866

Li

L

L

D

Hh

H D

H i l c

L c g C E H ω γ i iT ω π2= c D λω =

3.68 tanh 3.68 LHg D λ = c cT ω π2= w l w t C C r

L L v w c

DH

T gt E γπ=

BY: CHECKED BY:

DFCM - Utah Department of Corrections

JOB NUMBER:

UT-11178-25

KGW

APPROVED BY:

KGW

Fire Storage Tank

SUBJECT:

Tank Design

ANT

PAGE NO.

8/9/2026

DATE:

Seismic Response Coefficients: (ACI 9.4)

Calculation of Ci:

For Ti <= Ts, Ci = SDS (ACI Eq. 9.4.1a)

For Ti > Ts, Ci = (SD1 / Ti) <= SDS (ACI Eq. 9.4.1b)

Ts = sec (ACI Eq. 9.4.1c)

Calculation of Cc:

For Tc <= TL, Cc = (1.5SD1 / Tc) <= 1.5SDS (ACI Eq. 9.4.2a)

For Tc > TL, Cc = (1.5SD1*TL / Tc ) (ACI Eq. 9.4.2b)

TL = (ASCE 7-16, Fig. 22-14)

Calculation of Ct: Wave Oscillation: (ACI 7.1)

Ct = SDS (ACI Eq. 9.4.3a) dmax = (D/2) Cc I (ACI Eq. 7.1c)

Shell Wall: dmax = ft ft

Dynamic Lateral Forces: (ACI 4.1.1)

(ACI Eq. 4.1.1a) Pw' = lb/ft of wall

(ACI Eq. 4.1.1c) Pr = lb/ft of wall

(ACI Eq. 4.1.1d) Pi = lb/ft of wall

(ACI Eq. 4.1.1e) Pc = lb/ft of wall

Total Base Shear: (ACI 4.1.2)

(ACI Eq. 4.1.2)

Tangential Shear Stress, q = psi lb/ft of wall Allow. Shear Stress, qallow = psi

Vertical Acceleration: (ACI 4.1.4) pvy = uv*qhy (ACI Eq. 4.1.4.2a) uv = Ct I (b/Ri) >= 0.2SDS (ACI Eq. 4.1.4.2b) uv = qhy = γL (HL - y) = psf pvy = psf (at wall base)

< ho = 1.00 FAIL

480.11

1187.50

OK!

0.404

1,000

1,323

3,930

4,329

Shell 140.85

V = 7,606 141.42

Shell

COEFFICIENT Shell

Ci 0.910

Cc 0.236

Ct 0.910

0.913

11.64 w W i i

W P C I

R ε i r ir

R

W

ICP

c c cc

R

W

ICP

i i ii

R

W

ICP

( ) 222 egcrwi PPPPPV ++++=

Circular Water Tank Analysis_2021 IBC & ACI 350-20_25-0718_24FT Wall

SEE ADDITIONAL

CALCULATIONS ON

PAGE 17.

BY: CHECKED BY:

DFCM - Utah Department of Corrections

JOB NUMBER:

UT-11178-25

KGW

APPROVED BY:

KGW

Fire Storage Tank

SUBJECT:

Tank Design

ANT

PAGE NO.

8/9/2026

DATE:

181.01

173.25

165.49

157.73

149.98

142.22

134.46

126.70

118.95

111.19

103.43

95.67

87.92

80.16

72.40

64.65

56.89

49.13

41.37

33.62

25.86

0.00

2.00

4.00

6.00

8.00

10.00

12.00

14.00

16.00

18.00

20.00

0 50 100 150 200

F lu id H e ig h t

(f t)

Force (lb/ft)

Dynamic Force Distribution (Shell Wall)

Impulsive Force

84.99

87.89

90.78

93.67

96.57

99.46

102.36

105.25

108.15

111.04

113.93

116.83

119.72

122.62

125.51

128.40

131.30

134.19

137.09

139.98

142.88

0.00

2.00

4.00

6.00

8.00

10.00

12.00

14.00

16.00

18.00

20.00

0 50 100 150 200

F lu id H e ig h t

(f t)

Force (lb/ft)

Dynamic Force Distribution (Shell Wall)

Convective Force

CLF = 1.4 (min) or 3.2 (max)

CLF = 2.2 (average) <= Used for Design, Per ACI 350.3-20, R7.1

Upward Fluid Pressure on Underside of Flat Roof

FR/AV = CLFγL (dmax/I-h0)

FR = Total Upward Force on Roof Structure (lbs)

AV = Project Area of Roof Impacted by the Wave (ft γL = 62.4 Unit Weight of Tank Liquid (lbs/ft dmax = 11.64 Maximum Wave Oscillation (ft)

I = 1.5 Seismic Importance Factor h0 = 1.0 Distance from Undisturbed Water Surface to Underside of Roof (ft)

Li = Distance of Flat Roof Structure from Wall Subject to Upward Pressure, F R/AV

Li = D/2 - D/πsin -1

(h0/dmax) (For Circular Tanks)

D = 65.75 Tank Inside Diameter (ft)

Li = 28.628 (ft)

FR/AV = 3195.9 (lbs/ft

(FR/AV) * Li = 91493 (lbs/ft)

See "Roof Slab w/ Wave Uplift" Calculation on Page

Tensile Capacity of #7 Rebar

Diameter = 7 /8 = 0.88 (in)

Area = 0.60 (in

Yield Strength = 60,000 (lbs/in

Yield Capacity = 36079 (lbs)

Ultimite Tensile = 90000 (lbs/in

Ultimate Breaking = 54119 (lbs)

(2) #7 hooked dowels into roof slab from top of wal to resist uplift, (2) * 26507 = 72158.46 (lbs)

(FR/AV) * Li * spacing of (2) #7 dowels = 68619.68 (lbs)

OK

Wall Forces in Circular Tanks with Inadequate Freeboard q0 = cos -1

(h0/dmax) kc = [2q0 + sin(2q0)]/2π h0 = 1 Distance from Undisturbed Water Surface to Underside of Roof (ft) dmax = 11.64 Maximum Wave Oscillation (ft)

I = 1.5 Seismic Importance Factor q0 = 1.484779642 (rad) kc = 0.499865146

Excluding Bottom Pressure

Pi-w = [(1-kc)W i + kc(Hw/HL)WL]Ci(I/Ri)

Pc-w = (1-kc)Cc(I/Rc)Wc

Mi-w = [(1-kc)W ihi + kc(Hw/HL)WL(Hw/2)]Ci(I/Ri)

Mc-w = Pc-whc

W i = 1,338,715 Impulsive Component (lbs)

Wc = 2,525,476 Convective Component (lbs)

WL = 4,031,949 Stored Liquid Weight (lbs)

Hw = 20 Height of Wall (ft)

HL = 19 Height of Liquid (ft)

Ri = 2.25 Response Modification Factor, Impulsive Component

Ci = 0.910 Period-Dependent Seismic Response Coefficient

Rc = 1.0 Response Modification Factor, Convective Component

Cc = 0.236 Period-Dependent Seismic Response Coefficient hi = 7.13 Height above base to C.G. of Impulsive Lateral Force (ft) hc = 10.3 Height above base to C.G. of Convective Lateral Force (ft)

Pi-w = 8197.31

Pc-w = 2164.65

Mi-w = 76329.40

Mc-w = 22295.91

Resultant Wall Force = => 8478.3

Height of Resultant = / => 9.38

(Total base shear is not less than the corresponding value computed assuming that the adequate freeboard is provided, therefore moments are also within acceptable ranges, by inspection)

2 + �

2+�

2 �

2 + �

17A

Including Bottom Pressure

Mi-w' = [(1-kc)W ihi' + kc(Hw/HL)WL(Hw/2)]Ci(I/Ri)

Mc-w' = Pc-whc' hi' = 26.24 Height above base to C.G. of Impulsive Lateral Force (ft) hc' = 24.45 Height above base to C.G. of Convective Lateral Force (ft)

Pc = 4329 Dynamic Lateral Force (lbs/ft of wall)

Mi-w' = 113907.99

Mc-w' = 52936.30

17B

BY: CHECKED BY:

Design Condition No. 1 - Leakage Test Prior to Backfilling

Design for Shear at Wall Base:

Wall Shear Capacity, k/ft

Shear, φ = therefore, k/ft

Triangular Load: Note: Consider Base as

(from Table A-12, coef. = )

Design for Ring Tension: H /Dt = H = ft Applied Shear, Vu = coef. X wuH

= k/ft wu = Sd * 1.4 * pcf = pcf D = ft wuHR = lbs/ft t = in Vu (max) = k/ft < k/ft O.K.

Environmental Durability Factor, Sd = =

20 * 1.4

Ring Tension Table - Hinged Base w/ Free Top

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H

263.51

95,426

95,426

47,713

95,426

186.15

95,426

264.90

12.00

Outside Face

Size Spa (in)

12.00

Ring Steel

Provided

(in /ft)

Concrete

Stress, fc

(psi)

78.82

0.884

53.926

Provided

Tension

(lbs/ft)

6 12.00

47,713

47,713

244.28

111.37

6 6.00

6.00

6 6.00

6.00

1.767

6 12.00

6.00

95,426

240.17

6.00

6.00

6.006

12.00

95,426

0.566

0.640 71,017

0.645

61,048

71,609 1.33

636,5640.329

140.51

47,71350.880.884

1.767

47,713

12.00 6 12.00

0.95

6 6.00

Point

1.767

1.767

1.13

1.16

1.32

0.342 37,977

0.222

0.103

Coefficeint from Table

A-5

-0.011 -1,239

11,398

6 12.00

12.00

62,804

0.000

51,290

0.550

0.462

1.767

217.32

0.70

6.00

0.68

0.00

UT-11178-25

JOB NUMBER:

0.884

0.884

1.767

DFCM - Utah Department of Corrections

ANT

PAGE NO.

KGW

APPROVED BY:

KGW

SUBJECT:

Fire Storage Tank

6.86 12.25

0.196

6.86

0.75

168.79

6.08

Tank Design

DATE:

Fixed

20.00

65.75

12.00

16.33

12.25

62.50

110,978

8/9/2026

0.9 * 60

1.929

24,678

0.21

0.46

Ring Steel

Required

(in /ft)

Inside Face

Size Spa (in)

Ring

Tension

(lbs/ft)

0.02

0.884

6.00

6.00 6

12.00

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

-20,000 0 20,000 40,000 60,000 80,000 100,000 120,000

T a n k H e ig h t

Ring Tension (lbs/ft)

Hinged Ring Steel

2 'c wV f c b d= = cVφ =

BY: CHECKED BY:

UT-11178-25

JOB NUMBER:

DFCM - Utah Department of Corrections

ANT

PAGE NO.

KGW

APPROVED BY:

KGW

SUBJECT:

Fire Storage Tank Tank Design

DATE:

8/9/2026

Design for Wall Flexure: H /Dt = H = ft t = in wuH = lb-ft/ft D = ft wu = pcf * 1.4 = pcf

Wall Moment Table - Hinged Base w/ Free Top

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H

Wall Moment Table - Fixed Base w/ Free Top

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H

0.0009.00

65.75

20.00

2.2530.006

24.595

0.000 0.000

10.07

0.064 4.87

0.000

0.00

Point

Coefficeint from Table

A-7

Mult

(kip-ft)

Z

(kips/in) Sd

As ult

(in /ft)

1.607

1.607

1.607

0.409

0.000.409

0.409

0.409

0.0270.0008 0.862 5

Bar

Size

0.020

0.000

0.0000

0.000

0.0002

0.0000

700,000

9.00

9.00

0.206

0.000

0.000

0.005 9.00

0.000

0.000

As Min

(in /ft)

1.607

As

Provided

(in /ft) fs

(ksi) φMn

(kip-ft)

17.275

62.50

0.409 0.00 0.000

0.00354

Bar

Spacing

(in)

0.0000

0.00354

0.00354

0.00354 ρactual

0.00354

0.00354

0.409

0.589

0.589

1.607

1.607

0.00354

9.00

17.275

2.02 9.422

Point

Coefficeint from Table

A-2

Mult

(kip-ft)

7.5840.0067

0.0000 0.000

0.48

0.000

0.0018 2.081 0.048

9.00

0.409

17.275 0.00

1.607

1.6070.0038 4.298

0.0077 8.676

0.100 5 9.00

74.976

0.133 φMn

(kip-ft) ρactual

0.409 17.275

17.275

22.738

46.961

66.701

As ult

(in /ft)

Bar

Diam.

(in)

Bar

Spacing

(in)

As

Provided

(in /ft)

9.00 24.595

0.177

0.000 0.00510 0.0001.607

6 9.00

17.275

58.3050.236

0.270

As Min

(in /ft)

9.00

9.00 fs

(ksi)

0.213 16.07

9.00 0.409

0.000 0.00

0.0001 0.108 0.002 5 9.00 0.409 1.178

17.275 0.770.0003 0.328

0.25

0.0019 2.086 0.048 5 0.00354 4.88 22.789

0.027

9.00 0.409

9.00 0.409 0.00354 17.2750.0008 0.872 0.020 5 2.04 9.525

0.0045 5.090 0.118 5

9.00 0.409 0.00354

0.0050 5.676 0.132 5

9.00 0.409 17.275 0.1580.00354

17.275 0.109 8.26

11.92

38.5110.0031 3.525 0.082 5

1.607

1.607

-0.0185 -20.845 0.496 6

9.00 0.589

-0.0040 -4.523 0.105 6

24.595 25.0810.0029 3.263 0.076 6 5.38

-24.595

1.607

55.6171.607

3.585

0.000

17.275

Z

(kips/in)

0.0000.0000 0.000 0.000 5 9.00 0.409

0.160

0.203

1.607 0.00510

12.00

87.50

17.275

0.00510

24.595

1.607 17.275

0.00354

12.50

14.30

0.00354

17.275

17.275 0.003

0.0061 6.862

17.275 0.064

0.010

1.607

1.607

1.607

0.00354

1.607

1.607

1.607

0.00354

Sd

6.08

0.008 5

0.589

9.00 0.589

9.00 0.589

1.607

0.00510

0.00354

0.00510

0.00510

0.176 13.29 62.020

160.24934.350.408

0.140

0.101

7.45 34.773

-24.595

9.00 0.409

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

-30.00 -20.00 -10.00 0.00 10.00 20.00 30.00

T a n k H e ig h t

Bending Moment (k-ft)

Fixed Base Moments Reinforcement

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

-5.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00

T a n k H e ig h t

Bending Moment (k-ft)

Hinged Base Moments Reinforcement

BY: CHECKED BY:

Design Condition No. 2 - Backfilled Empty Tank

Design for Shear at Wall Base:

Wall Shear Capacity, k/ft

Shear, φ = therefore, k/ft

Triangular Load: Note: Consider Base as

(from Table A-12, coef. = )

Design for Ring Tension: H /Dt = H = ft Applied Shear, Vu = coef. X wuH

= k/ft

D = ft t = in Vu (max) = k/ft < k/ft O.K.

Environmental Durability Factor, Sd = =

20 * 1.6

Earth Pressure Calculations: wuHR = psf * 1.6 * (Sd = ) * R = lbs/ft puR = psf * 1.6 * (Sd = ) * R = lbs/ft

Condition No. 1 - Normal Earth Pressure Condition No. 2 - Seismic Earth Pressure

Soil Pressure @ H = ft = psf Soil Pressure @ H = ft = psf

Soil Pressure @ H = ft = psf Soil Pressure @ H = ft = psf

Water Pressure @ H = ft = psf Water Pressure @ H = ft = psf

Design, wH = psf Design, wH = psf

Design, pH = psf Design, pH = psf

Ring Compression Table - Hinged Base w/ Free Top Ring Compression Table - Hinged Base w/ Fixed Top

Note: VR/H =

0.0 H 0.0 H

0.1 H 0.1 H

0.2 H 0.2 H

0.3 H 0.3 H

0.4 H 0.4 H

0.5 H 0.5 H

0.6 H 0.6 H

0.7 H 0.7 H

0.8 H 0.8 H

0.9 H 0.9 H

1.0 H 1.0 H

16.33

Fixed

10.50

0.75

0.196

-7071.32

Total Ring

Comp.

(lbs/ft)

-18,442

-9.079 64,197

-5.178 36,615

1,485

0.352

468,000 0.593

DFCM - Utah Department of Corrections

Fire Storage Tank

ANT

0.462

0.566

4.00

4.00

150.00

4.00 334.80

Equiv. Pressure (pcf): 45.00

1.022

Point Point

0.550 485

-10,133

-3,612

-45,778

-36,4941.042

0.750

1.062

1.066

1.040

-0.011

0.429

DATE:

KGW

Tank Design

8/9/2026

UT-11178-25

4.00 334.80

Above Water

Table

10.50

PAGE NO.JOB NUMBER:

KGW

APPROVED BY:

SUBJECT:

180.00

Seismic earth pressure without environmental durability factor applied controls.

-64,197

-27,207

0.329

0.000 00.000 468,000

0.010 -71

00.000

1,555

12.25

0.989

Backfill Height (ft): 4.00

Above Water

Table

Below Water

Table

Coefficeint from Table

A-8

Ring

Comp.

(lbs/ft)

4.00

468,000

Ring

Comp.

(lbs/ft)

Coefficeint from Table

A-6

4.00 0.00

0.945

Backfill Height (ft):

Coefficeint from Table

A-5

0.103 -55,057

0.640

0.645

-18,312

0.222

0.342

1.003

0.345 -2,442 -6,054

-1339.20

Allowable

Comp.

(lbs/ft)

468,000

468,000

468,000

1.688

6.08 20.00

65.75

12.2512.00

0.9 * 60

83.70

-693-1,1780.167

1674.00

468,000

-2,490

0.00

-720.00

180.00

0.00

900.00

4.00

88,052

279.00

1674.00 1.000

-1339.20 1.000

Below Water

Table

0.00

-63,928

Equiv. Pressure (pcf):

-2.252

468,000

-0.480 3,394 -33,100

Allowable

Comp.

(lbs/ft)

468,000

468,000

468,000

468,000

15,928 -29,850

-29,697

468,000

-13,861

-4,190 -22,501

-3,7270.527

468,000

468,000

468,000

468,000

468,000

468,000

468,000

468,000

468,000

2 'c wV f c b d= = cVφ =

BY: CHECKED BY:

DFCM - Utah Department of Corrections

Fire Storage Tank

ANT

DATE:

KGW

Tank Design

8/9/2026

UT-11178-25

PAGE NO.JOB NUMBER:

KGW

APPROVED BY:

SUBJECT:

Design for Wall Flexure: H /Dt =

Wall Moment Table - Hinged Base w/ Free Top: wuH + puH

= lb-ft/ft

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H

Wall Moment Table - Fixed Base w/ Free Top: wuH = lb-ft/ft puH

= lb-ft/ft

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H

0.0067

0.0061 -5.237

0.0077 -6.622

0.0000

460,800

Coefficeint from Table

A-4

0.0000

0.0001 φMn

(kip-ft)

0.076

0.589

0.589

0.409

0.0000

17.275

-5.788

1.406

1.406

0.4099.00

1.406

9.00

0.122

0.000

1.406

0.000

0.180

10.73

9.55

Point

Coefficeint from Table

A-7

0.000 5

As

Provided

(in /ft)

Bar

Diam.

(in)

0.0000 0.000

0.0000

0.0000 0.000

-17.275

0.00

6.72

0.000

8.35 38.9360.00510

1.406

1.406

0.00510

50.069

15.184

6.292

17.275

0.00 fs

(ksi)

0.000

0.000 0.00

As Min

(in /ft)

0.000

0.409

0.00354

17.275

-17.275

0.000

Mult

(kip-ft)

As ult

(in /ft)

9.000.000

0.0000.000

0.00

Z

(kips/in)

0.409

9.00

0.409

9.00

-17.275

6.08

0.0038 -3.280

0.0002 -0.157

0.0018 -1.588

0.0008 -0.658 5

9.00 0.409

0.037

0.154 6

50.004

0.015 9.00 0.409

0.00354

-610,560

Bar

Spacing

(in)

Sd ρactual

1.406

1.406

Point

Coefficeint from Table

A-2

Mult

(kip-ft)

As ult

(in /ft)

0.000.000 0.000

0.409

1.406 0.00354

0.409

1.406

0.00354

1.4060.409

9.00

0.005 0.32

-17.275

-24.595

0.162

0.020

Bar

Spacing

(in)

Sd

Bar

Diam.

(in)

0.589

-1,071,360

9.00

9.00

9.00

9.00

9.00

0.049

0.00354

-24.595

As

Provided

(in /ft) fs

(ksi)

Z

(kips/in)

As Min

(in /ft)

0.000

0.0004

0.4099.000.0001 -0.082 0.002

1.4069.00 -17.275 0.006 0.390.409

5 0.17 0.787

0.0019 -1.406 0.033 5

0.98 4.554

0.0021

0.0008 -0.476 0.011 50.0011 -17.275 0.015

0.0003 -0.188 0.004 5

9.00

0.409

0.409

1.4069.00 -17.275 0.043 2.88

0.0045 -3.691 0.086 5

-17.275 0.075 4.99 23.2920.0031 -2.436 0.056 50.0035

9.00 0.409

9.26

0.0048 -17.275 0.114 7.56

1.406

0.0050 -4.518 0.105 50.0048 9.00 0.409 1.406 0.140 43.198

24.595-0.0040 1.416 0.033 6-0.0072

0.0029 -3.249 0.075 60.0017 21.8534.68

2.041.406

-0.0185 12.391 0.291 6-0.0240 9.00 0.589 1.406 83.35017.87

9.00 0.589 9.528

35.283

13.438

1.800

0.000

1.504

0.000

31.361

44.543

0.000

3.25

1.35

0.101

-17.275

0.135

0.000

0.100

-17.275

1.406 -17.275 0.003

1.406

1.406

0.589

0.206

0.00354

1.406 φMn

(kip-ft)

17.275

0.00354

0.00354

24.595

0.00510

24.595 0.388

1.406

-24.595

0.044

9.00

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

-30.00 -20.00 -10.00 0.00 10.00 20.00 30.00

T a n k H e ig h t

Bending Moment (k-ft)

Fixed Base Moments Reinforcement

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

-30.00 -20.00 -10.00 0.00 10.00 20.00 30.00

T a n k H e ig h t

Bending Moment (k-ft)

Hinged Base Moments Reinforcement

BY: CHECKED BY:

DFCM - Utah Department of Corrections

Fire Storage Tank

ANT

DATE:

KGW

Tank Design

8/9/2026

UT-11178-25

PAGE NO.JOB NUMBER:

KGW

APPROVED BY:

SUBJECT:

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H

Wall Moment Table - Fixed Base w/ Fixed Top

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H 0.4095 9.00 1.406-0.0058 -0.415 11.976 0.281 17.275 0.375 24.54 114.490

1.406-0.0049 -0.349 1.067 0.025 5 9.00 0.409 17.275 0.033 2.19 10.201

-0.0030 -0.215 -3.464 0.080 5 9.00 1.406 0.107 7.10 33.113

1.406

-17.275

1.406 0.149

0.409 -17.275

9.00 0.409

0.0057 0.412 -3.278 0.076 5 9.00

-0.0001 -0.006 -4.524 0.105

1.406 0.101 6.720.409

5 -17.275 0.140 9.27 43.255

31.343

0.0175 1.257 -1.179 0.027 5 9.00 0.409 -17.275 0.036 2.42 11.2721.406

0.035 2.320.0354 2.535 1.130 0.026 5 9.00 1.4060.409 17.275 10.802

0.409

0.0695 4.981 4.793 0.111 6

1.4060.0554 3.969 3.493 0.081 5 9.00 17.275 0.108 7.16 33.391

32.243

0.135 6.27 29.2400.0618 4.429 4.347 0.101 9.00 1.4060.589 24.595

9.00 24.595 6.910.589

0.0000 0.000 0.000 0.000 1.406 0.000 0.000.589 24.595

6 9.00 0.000

As ult

(in /ft)

Bar

Diam.

(in)

As

Provided

(in /ft)

Sd fs

(ksi)

Z

(kips/in) Point

Coefficeint from Table

A-9

Mult

(kip-ft)

Total Mult

(kip-ft)

Bar

Spacing

(in) φMn

(kip-ft)

As Min

(in /ft)

Point

Coefficeint from Table

A-9

Mult

(kip-ft)

Total Mult

(kip-ft)

As ult

(in /ft)

Bar

Size

Bar

Spacing

(in)

As

Provided

(in /ft)

Sd φMn

(kip-ft)

Z

(kips/in)

As Min

(in /ft) fs

(ksi)

9.00 0.0000.589 0.00

6 9.00 0.589 0.137 6.39 29.7931.406 24.5950.0618 4.429 4.429 0.103

24.595 0.0001.40660.0000 0.000 0.000 0.000

0.0554 3.969 3.812 0.088 5

6 9.00 0.589 24.5951.406 0.154 7.18 33.5090.0695 4.981 4.981 0.116

5 9.00

36.440

0.058

7.81

0.0354 2.535 1.877 0.043 0.409

0.11817.2751.4069.00 0.409

17.9471.406 3.85

1.406 0.010 0.68 3.165

17.275

0.0175 1.257 0.409 -17.275

0.089 5.881.4060.409 -17.275

5 9.00

0.0057 0.412 -2.868 0.066 5 9.00

-0.331 0.008

-0.0001 -0.006 -5.243 0.122 5 9.00 0.409

27.421

-0.0030 -0.215 -6.837 0.159 5

9.00 0.409 1.406

0.409

0.191

1.406 0.163-17.275 50.12610.74

58.677

0.2139.00 14.011.406 -17.275

-0.0049 -0.349 -6.138 0.143 5

65.361

-0.0058 -0.415 -0.415 0.010 5 -17.2751.406 0.85 3.9680.013

-17.275 12.58

0.4099.00

50970.88Wall Moment Table - Hinged Base w/ Fixed Top

-9.079

*Note: VH =

1.688

64,197

32.875

* 20

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

-20.00 -10.00 0.00 10.00 20.00 30.00

T a n k H e ig h t

Bending Moment (k-ft)

Fixed Base Moments Reinforcement

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

-20.00 -10.00 0.00 10.00 20.00 30.00

T a n k H e ig h t

Bending Moment (k-ft)

Hinged Base Moments Reinforcement

BY: CHECKED BY:

DFCM - Utah Department of Corrections

Fire Storage Tank

ANT

DATE:

KGW

Tank Design

8/9/2026

UT-11178-25

PAGE NO.JOB NUMBER:

KGW

APPROVED BY:

SUBJECT:

Revise Moments for Top Slab Moment: Slab Moment = k-ft (From 2-Way Slab Calculations)

Wall Moment Table - Hinged Base w/ Fixed Top

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H

Wall Moment Table - Fixed Base w/ Fixed Top

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H

12.00

0.000

Radius of

Gyration, 'R'

(in)

2.89

3.46

Moment of

Inertia, 'I'

( in

As ult

(in /ft)

Bar

Size

Bar

Spacing

(in)

Point

Coefficeint from Table

A-11

Mult

(kip-ft)

Total Mult

(kip-ft)

10.00

SLAB

WALL 20.00

Relative

Stiffness

Calc's

Length, 'L'

(ft)

Base, 'b'

(in)

Height, 'h'

(in)

12.00

As ult

(in /ft)

Bar

Size

0.4099.00

9.00

Bar

Spacing

(in)

As

Provided

(in /ft)

Point

Coefficeint from Table

A-11

4.347 0.101

0.2489 0.000 4.793 0.111

17.275 0.000

8.91 41.5565 9.00

Sd

5 9.00 0.409 1.406 -17.275 0.089

6 9.00 0.589 1.406 -24.595 0.213

5 9.00 0.409 1.406

0.154 10.21

-0.0380 0.000 1.130 0.026

7.16 33.3915 9.00 0.409 1.406 17.275 0.108

1.0000 0.000 0.000 0.000 fs

(ksi)

Z

(kips/in)

0.00 0.000 φMn

(kip-ft)

As Min

(in /ft)

5 9.00 0.409 1.406 17.275 0.149 9.82 45.824

0.5696 0.000

-0.0651 0.000 -1.179 0.027

-0.0574 0.000 -3.278 0.076

2.42 11.2725 9.00 0.409 1.406 -17.275 0.036

0.409 1.406 17.275 0.135

5 9.00 0.409 1.406 17.275 0.035 2.32 10.802

0.0547 0.000 3.493 0.081

-0.0392 0.000 -4.524 0.105

-0.0176 0.000 -3.464 0.080

9.27 43.2555 9.00 0.409 1.406 -17.275 0.140

5 9.00 0.409 1.406 -17.275 0.101 6.72 31.343

-0.0048 0.000 1.067 0.025

0.0000 0.000 11.976 0.281

1.54 7.1776 9.00 0.589 1.406 24.595 0.033

6 9.00 0.589 1.406 -24.595 0.107 4.99 23.299

6 9.00 0.589 1.406 24.595 0.375 17.27 80.558

1.406

17.275

17.275 0.000 0.001.0000 0.000 0.000 0.000 0.000

Ratio L/R

Relative

Stiffness

Distrib.

Moment

(k-ft)

As

Provided

(in /ft)

Sd φMn

(kip-ft)

As Min

(in /ft) fs

(ksi)

Z

(kips/in)

54.23%

6.84

5.7712.00

19.75 0.000

0.000

1000.00

1728.00

45.77%

Mult

(kip-ft)

Total Mult

(kip-ft)

47.624

0.2489 0.000 4.981 0.116 9.00 0.409 1.406 17.275

42.3430.5696 0.000 4.429 0.103 0.409 1.406 0.137 9.08

3.85 17.9475 9.00 0.409 1.406

0.409 1.406

17.275 0.058-0.0380 0.000 1.877 0.043

0.0547 0.000 3.812 0.088 7.81 36.44017.275 0.1189.00

5.88 27.421

-0.0651 0.000 -0.331 0.008

-0.0574 0.000 -2.868 0.066

0.68 3.1655 9.00 0.409 1.406 -17.275 0.010

9.86 45.989

-0.0392 0.000 -5.243 0.122

-0.0176 0.000 -6.837 0.159

10.74 50.1265 9.00 0.409 1.406 -17.275 0.163

6 9.00 0.589 1.406 -24.595 0.013 0.60 2.792

-0.0048 0.000 -6.138 0.143

0.0000 0.000 -0.415 0.010

8.85 41.2876 9.00 0.589 1.406 -24.595 0.191

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

-30.00 -20.00 -10.00 0.00 10.00 20.00 30.00

T a n k H e ig h t

Bending Moment (k-ft)

Fixed Base Moments Reinforcement

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

-30.00 -20.00 -10.00 0.00 10.00 20.00

T a n k H e ig h t

Bending Moment (k-ft)

Hinged Base Moments Reinforcement

BY: CHECKED BY:

Design Condition No. 3 - Full Tank (Soil Pressure Ignored)

Ring Tension Table - Hinged Base w/ Fixed Top

Note: VR/H =

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H

PAGE NO.

DATE:

UT-11178-25

JOB NUMBER:

SUBJECT:

Tank Design

8/9/2026

38,043

70,945

51,242

0.010

0.000

-1

Point

-72

-47

-2.252

-0.480

Coefficeint from Table

A-8

-9.079

Ring

Tension

(lbs/ft)

-5.178 707

0.00

0.22

01,239

KGW

0.46 6

Ring Steel

Required

(in /ft)

12.00

12.0012,105

24,986

-136.51

APPROVED BY:

6.00

6.006

6.00

KGW

DFCM - Utah Department of Corrections

ANT

Fire Storage Tank

0.593

0.527

0.345 71,562

1.16

612.00

6.00

Total Ring

Tension

(lbs/ft) Spa (in)

12.00

6.00 6

1.767

95,426

12.00

6.00

6.00

240.12

6.00

6.00 6.006

12.00

47,7130.884 50.8812.00

Spa (in)

47,713

186.30

217.21

95,426

Size

Concrete

Stress, fc

(psi)

50.88

80.56

6 95,426

0.884

Outside Face

Size

12.00

112.13

47,713

Provided

Tension

(lbs/ft)

Inside Face

47,7130.884

1.767

0.884

95,426

95,426244.09

0.68

1.13

1.767 95,426263.34

1.767

47,7136

612.00

1.767

0.00 6

0.167

0.352 6

-48

-81

-23

6.0062,723

61,026

1.33

1.31

1.767 264.79

140.50

6.00

36,562

12.00 0.884

Ring Steel

Provided

(in /ft)

0.70

0.95

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

0 20,000 40,000 60,000 80,000 100,000 120,000

T a n k H e ig h t

Ring Tension (lbs/ft)

Hinged Ring Steel

BY: CHECKED BY:

PAGE NO.

DATE:

UT-11178-25

JOB NUMBER:

SUBJECT:

Tank Design

8/9/2026KGW

APPROVED BY:

KGW

DFCM - Utah Department of Corrections

ANT

Fire Storage Tank

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H

Wall Moment Table - Fixed Base w/ Fixed Top

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H 1.406

1.406

1.406

1.406 -17.275

17.275

1.406

17.275

0.02

1.406

1.406

1.406

24.595 0.000

-20.838 0.496 50.007 fs

(ksi)

Z

(kips/in)

0.00 0.000

0.025 8.792

0.408-17.275

-0.0049 -4.517 0.105 50.006 10.58

7.65

9.00

9.00 0.409

0.409 17.275 0.176

0.140

-0.0058

-0.0001 5.676 0.132 50.000

9.00 0.409 35.686

13.29

-0.0030 3.266 0.076 50.004

49.355

0.118 5-0.007

62.0211.406

0.4099.00

17.275 0.108 8.21 38.279

17.275 0.158 11.91

17.275 0.063 4.782.043 0.047 5 9.00 0.409

0.409

0.0695 0.244 0.006 6 24.595 0.008 0.40

0.0554 0.805 0.019 5 9.00

0.0618 0.033 0.001 6

0.0354

7.590

-0.0030 8.680

0.0057 4.291

-0.0001

0.820

0.0175 2.060

Point

Coefficeint from Table

A-9

Total Mult

(kip-ft)

As ult

(in /ft)

Mult

(kip-ft) Sd

1.406

6.862

0.409

0.0554

0.0000

0.0618

-0.0840.0695

17.275

17.2750.139

0.000

0.002

0.000

0.5890.002

-0.075

0.5896

-0.084

9.00

Wall Moment Table - Hinged Base w/ Fixed Top

1.406

Z

(kips/in)

74.977

1.406

0.00024.595

1.929

Sd

-861.05

0.019 5

1.406 φMn

(kip-ft)

0.12

As Min

(in /ft)

0.00

-9.079

Note: VH = 1,239

As ult

(in /ft)

Bar

Size

Bar

Spacing

(in)

As

Provided

(in /ft)

32.875

0.589 fs

(ksi)

Mult

(kip-ft)

1.92

0.33

0.160

Point

Coefficeint from Table

A-9

Total Mult

(kip-ft)

0.000

-0.075

-24.595

6 0.003

1.406

1.406

9.00

9.00 0.6470.14

0.002 0.575

9.00

9.00

0.100

0.048

0.003

20.33

46.885

8.954

5 9.00

9.00 0.409

0.4099.00 22.506

1.406

0.0251.406 17.275

0.409 16.0717.275

0.133

4.82

10.05

0.064

5 9.00

9.00 48.80

1.406

As Min

(in /ft)

1.520

0.409

0.077

0.271

17.780.236

1.406 17.275

1.406

1.406 1.875

22.321

55.541

1.88

0.589 24.595

1.4060.409

0.101

227.6730.409

-0.021

0.0040.409

0.000

-24.595

0.203

17.275

17.275

0.589

0.000

-0.043

0.000

0.004

-0.067

-0.075

-0.084

-0.067

-0.007

-0.043

0.213

0.409

0.409

9.00

0.177

0.000

0.006

0.007 5

0.000 0.000

0.0354

9.00 0.589

9.00

17.275

9.00

Bar

Diam.

(in)

9.000.007

-0.0049

94.836

82.929

-0.0058

0.0000 6

0.0175 3.503 0.081-0.021

0.0057 5.083

0.001

Bar

Spacing

(in)

As

Provided

(in /ft)

9.00

0.000 φMn

(kip-ft)

0.05 0.254

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

-30.00 -20.00 -10.00 0.00 10.00 20.00 30.00

T a n k H e ig h t

Bending Moment (k-ft)

Fixed Base Moments Reinforcement

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

-30.00 -20.00 -10.00 0.00 10.00 20.00 30.00

T a n k H e ig h t

Bending Moment (k-ft)

Hinged Base Moments Reinforcement

BY: CHECKED BY:

PAGE NO.

DATE:

UT-11178-25

JOB NUMBER:

SUBJECT:

Tank Design

8/9/2026KGW

APPROVED BY:

KGW

DFCM - Utah Department of Corrections

ANT

Fire Storage Tank

Revise Moments for Top Slab Moment: Slab Moment = k-ft (From 2-Way Slab Calculations)

Note: This condition assumes that the tank is full of water and experiences vertical soil pressure, but not lateral soil pressure.

Wall Moment Table - Hinged Base w/ Fixed Top

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H

Wall Moment Table - Fixed Base w/ Fixed Top

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H

φMn

(kip-ft)

As Min

(in /ft) fs

(ksi) SdPoint

Coefficeint from Table

A-11

Mult

(kip-ft)

Total Mult

(kip-ft)

As ult

(in /ft)

Bar

Size

Bar

Spacing

(in)

As

Provided

(in /ft)

0.002 6 9.00 0.589

6 9.00 24.595 0.0000.589 1.4060.000 0.000 0.000

Z

(kips/in)

0.00 0.000

0.5751.406 -24.595 0.002 0.120.000 -0.075

0.6470.2489 0.000 -0.084 0.002 6 9.00 0.589

1.0000

0.0547 0.000 0.139 0.003

1.406 -24.595 0.003

0.5696

0.14

9.00 0.409 1.406 17.275 0.025 1.92

5 9.00 0.409 1.406 17.275 0.004 0.33 1.520

8.954

-0.0651 0.000 2.060 0.048 5 9.00 0.409 1.406

-0.0380 0.000 0.820 0.019 5

-0.0574 0.000 4.291 0.100 5 9.00 0.409

17.275 0.064 4.82 22.506

-0.0392 0.000 6.862 0.160

1.406 17.275 0.133 10.05 46.885

5 9.00 0.409 1.406 17.275 0.213 16.07 74.977

-0.0176 0.000 8.680 0.203 5

-0.0048 0.000 7.590 0.177 5 9.00 0.409 1.406

0.271 20.339.00 0.409 1.406 17.275 94.836

0.0770.0000 0.000 0.007 0.000 5 9.00 0.409

17.275 0.236 17.78 82.929

Point

Coefficeint from Table

A-11

Mult

(kip-ft)

Total Mult

(kip-ft)

1.406 17.275 0.000 0.02

As ult

(in /ft)

Bar

Diam.

(in)

Bar

Spacing

(in)

As

Provided

(in /ft)

Sd φMn

(kip-ft)

As Min

(in /ft) fs

(ksi)

1.0000 0.000 0.000 0.000 6 9.00 0.589 1.406

Z

(kips/in)

0.5696 0.000 0.033 0.001 6 9.00 0.589

24.595 0.000 0.00 0.000

1.406 24.595 0.001 0.05 0.254

6 9.00 0.589 1.406 24.595 0.008 0.40 1.8750.2489 0.000 0.244 0.006

-0.0380 0.000 2.043 0.047 5 9.00 0.409 1.406

8.7921.406 17.275 0.025 1.880.0547 0.000 0.805 0.019 5 9.00 0.409

-0.0651 0.000 3.503 0.081 5 9.00 0.409

17.275 0.063 4.78 22.321

1.406 17.275 0.108 8.21 38.279

5 9.00 0.409 1.406 17.275 0.158 11.91 55.541-0.0574 0.000 5.083 0.118

-0.0176 0.000 3.266 0.076 5 9.00 0.409 1.406

62.0211.406 17.275 0.176 13.29-0.0392 0.000 5.676 0.132 5 9.00 0.409

-0.0048 0.000 -4.517 0.105 5 9.00 0.409

17.275 0.101 7.65 35.686

5 9.00 0.409 1.406 -17.275 0.408 48.80 227.6730.0000 0.000 -20.838 0.496

1.406 -17.275 0.140 10.58 49.355

0.000

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

-30.00 -20.00 -10.00 0.00 10.00 20.00 30.00

T a n k H e ig h t

Bending Moment (k-ft)

Fixed Base Moments Reinforcement

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

-30.00 -20.00 -10.00 0.00 10.00 20.00 30.00

T a n k H e ig h t

Bending Moment (k-ft)

Hinged Base Moments Reinforcement

BY: CHECKED BY:

Design Condition No. 4: Seismic Loading - Full Tank

Note: This condition assumes that the tank is full of water and experiences vertical soil pressure, but not lateral soil pressure.

Load Case No. 5: 1.2F + 1.0E

Seismic Pressure, p = psf (Total base shear, 'V' divided by the wall height)

Ring Tension Table - Hinged Base w/ Fixed Top pR = lb/ft

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H 50.88

95,426

0.884

380.31

12502.62

12.00

6 6.00

6.00

0.63

81.19

0.42 6

1.37

0.884

6.00

1.767

12.0012.00

1.767

95,426

95,426254.31

95,426

6.00

107.050.884

47,713

204.09

231.16

140.86 47,713

270.06

268.52

60.00

241.66

1.767

6.00

1.767

12.00

95,426

6.00

12.00

12.00

1.767

0.884

Ring Steel

Provided

(in /ft)

134.71

0.884

6.00

47,713

12,363

36,709

1.062

5,369

0.85

1.06

1.14

Ring Steel

Required

(in /ft)

Outside Face

Size

Inside Face

Size Spa (in) Spa (in)

12.0060.23 12.00

12.00

0.429

13,280

13,327

57,201

1.066

0.000

6.00

67,090

61,686

73,157

0.68

1.35

73,812

1.24 6

9,378

6.00

6.00

12,536

Point

13,002

11,818

12,782

13,030

1.022

1.042

Ring

Tension

(lbs/ft)

1.003

Coefficeint from Table

A-6

KGW

45,638

22,912

34,199

1.767

Concrete

Stress, fc

(psi)

12.00

Provided

Tension

(lbs/ft)

Total Ring

Tension

(lbs/ft)

DFCM - Utah Department of Corrections

ANT

SUBJECT:

Tank Design

PAGE NO.

8/9/2026KGW

JOB NUMBER:

Fire Storage Tank

0.989 12,363

1.040

0.945

0.750

DATE:

UT-11178-25

95,426

6.00

47,713

47,713

APPROVED BY:

6.00

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

0 20,000 40,000 60,000 80,000 100,000 120,000

T a n k H e ig h t

Ring Tension (lbs/ft)

Hinged Ring Steel

BY: CHECKED BY:

KGW

DFCM - Utah Department of Corrections

ANT

SUBJECT:

Tank Design

PAGE NO.

8/9/2026KGW

JOB NUMBER:

Fire Storage Tank

DATE:

UT-11178-25

APPROVED BY:

Design for Wall Flexure: H /Dt = pH = lb-ft/ft

Wall Moment Table - Hinged Base w/ Fixed Top

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H

Wall Moment Table - Fixed Base w/ Fixed Top

0.0 H

0.1 H

0.2 H

0.3 H

0.4 H

0.5 H

0.6 H

0.7 H

0.8 H

0.9 H

1.0 H

0.180

0.724

0.263

17.735

0.409

9.006.606 1.000 17.275

6.08

1.028

-0.013

0.000

Mult

(kip-ft)

0.282

1.000

1.000

9.00

0.000

0.024 5

9.000.103

0.409

0.002

0.009

11.73 φMn

(kip-ft) fs

(ksi)

-24.595

As

Provided

(in /ft)

0.00

9.00

0.04

17.2755

0.000

1.000 -24.595 0.203

3.257

9.00 0.589

As ult

(in /ft)

Bar

Size

24.595 0.008 0.50

-17.275 0.113 38.947

2.319

24.595 0.000

0.363

0.70

24.595 0.0001.000

9.00 0.409 1.000

0.071

0.137

28.247

54.744

0.205

0.465

0.000

0.10

0.053 9.00

0.409

0.154

71.263

0.240

6.05

0.409

0.409

17.275

1.000

0.032 2.67

20.93

1.000

17.275

17.275

97.653

12.442

Z

(kips/in)

As Min

(in /ft)

Sd

152,123

Coefficeint from Table

A-4

Total Mult

(kip-ft)

0.001-0.050

1.0000.409

1.000

0.007

0.162

0.059

0.589

0.5890.015

0.000

Bar

Spacing

(in)

9.00

9.00 φMn

(kip-ft)

9.00 0.589

Point

Coefficeint from Table

A-4

0.0048

0.0001

-0.0240

-0.0072

0.0000

4.412

0.0017 7.703

0.0035 2.302

0.326

0.536

0.734

0.0021

0.0048

0.0011

0.0004

Point

-1.090

-3.644

Total Mult

(kip-ft)

0.00 0.000

15.280.168

Mult

(kip-ft)

5.416 0.126

0.084

Bar

Diam.

(in)

Bar

Spacing

(in)

-3.638

As ult

(in /ft)

As Min

(in /ft)

9.00

As

Provided

(in /ft)

1.000

Sd

8.350.4099.00 fs

(ksi)

Z

(kips/in)

17.275

1.000 0.001 0.0824.5956

0.0000 0.000 0.000

9.00 0.589

6 1.0000.000

0.0150.0001 0.043 0.001

0.0011 0.852 0.020 5

9.00 0.5890.0004 0.268 0.006 6

1.000 17.275 0.026 2.26 10.530

0.059

0.162

17.275 0.064 5.53 25.8090.0021 2.077 0.048 50.326

0.0035 3.539 0.082 5 9.00 0.409 1.0000.536

9.00 0.409

17.275 0.109 9.44 44.021

0.0048 5.589 0.130 50.724

0.0048 5.091 0.118 50.734 9.00

0.0017 3.063 0.071 50.263 9.00

14.96

0.095 8.251.000 17.2750.409

9.00 1.000 0.173 69.772

0.408

13.08 61.021

9.00 0.409

1.000

1.000

-0.0072 -4.961 0.115 5-1.090

38.503

0.409

-0.0240 -21.505 0.513 5-3.644

9.00 0.409

9.00

57.17 266.696-17.275

-17.275 0.154

1.000 13.590.409 63.40017.275 0.158

0.409 17.275

1.000

1.000

82.727

17.275

0.000

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

-30.00 -20.00 -10.00 0.00 10.00 20.00 30.00

T a n k H e ig h t

Bending Moment (k-ft)

Fixed Base Moments Reinforcement

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

-30.00 -20.00 -10.00 0.00 10.00 20.00 30.00

T a n k H e ig h t

Bending Moment (k-ft)

Hinged Base Moments Reinforcement

BY: CHECKED BY:

Concrete Column Spiral Reinforcement Design

Inputs:

f'c psi Concrete Compressive Strength fyt psi Yield Strength of Transverse Reinforcement

Ties Spiral Bar Size

Dc in Diameter of Column

Ds in Diameter of Spiral Reinforcement

Dagg in Nominal Max Size of Coarse Aggregate

Solution:

Ag in

Cross sectional area of Column

Ach in

Cross sectional area of transverse reinforcement

Asp in

Area of trasnverse reinforcement

Required Transverse Reinforcement (ACI 318-19 25.7.3.3) s_req in Required transverse reinforcement pitch s_max in Max allowable transverse reinforcement pitch

S_min in Min allowable transverse reinforcement pitch s in Provided pitch of spiral

Use #4 spiral with 3" pitch

0.20

1.3333

1.00

254.47

176.71

KGW

APPROVED BY:

5,000

60,000

#4

18.00

15.00

KGW

DATE:

8/9/2026

DFCM - Utah Department of Corrections

JOB NUMBER:

UT-11178-25

PAGE NO.

Fire Storage Tank

SUBJECT:

Tank Design

ANT

Concrete Column LIC# : KW-06014224,…