Attachment I (Structural Analysis Report)(For informational purposes only).pdf

1337 E Desert Flower Lane

Phoenix, AZ 85048 Phone: 480-213-8524

© Copyright AbnE, LLC

STRUCTURAL ANALYSIS REPORT FOR

Shelter and Propane Tank Foundation Design

Conducted at:

Wolf Mtn / F72005 4336’59.86” N / 12213’51.22” W

Near Oakridge, OR Lane County, OR

Prepared For:

355 Capitol Street NE, MS 11 Salem, OR 97301

3/22/2024

March 21, 2024 (Revision 0)

Expires 12/31/2024

Prepared by:

Abn Engineering 1337 E Desert Flower Lane

Phoenix, AZ 85048 Phone: (480) 213‐8524

Project: Wolf Mountain March 21, 2024

Description of the project:

Structural calculations for Equipment shelter foundations and Propane Tank foundation design.

Design Codes:

2022 Oregon Structural Specialty Code

ASCE 7‐16

References:

1. Prefabricated Shelter data prepared by Sabre Industries, SSGS19 and SSGS20

2. Propane Tank specification

3. Geotechnical report by Earth Engineers, Inc., dated on 1/12/2022

Design Criteria:

Risk Category IV Wind Load: 120 MPH ultimate wind speed with 3 second gust, Exposure C Soil site class B Seismic Load: Seismic Important Factor = 1.5, SDS = 0.285, SD1 = 0.139, Seismic Design Category = D Ground Snow = 300 psf

Concrete Grade, f’c = 4,500 psi, Steel Grade, fy = 60 ksi

Per Geotechnical report, the allowable soil bearing capacity = 4,000 psf was used for pre‐fabricated shelter and propane tank foundation design.

New Propane Tank Foundation = 12’‐0” x 5’‐7” x 12” thick concrete pad

Design Load:

Total weight of shelter = 51,900 lbs for SSGS19 and 29,700 lbs for SSGS20., per data by shelter manufacturer, Sabre Industries

Total weight of propane tank =6,000 lbs., per design data by manufacturer

Results:

The concrete slab on grade foundation for equipment shelter was design and checked with lateral load and vertical loads. The designed shelter foundation is under the allowable stress values. New propane tank foundation was designed and checked under lateral and vertical loads. The proposed foundation was adequate to support the proposed propane tank. Please see attached calculations for more details.

Conclusion:

Based on the attached calculations the equipment shelter and propane tank foundations are structurally adequate.

Notes and Disclaimer:

Please be advised that the evaluation and recommendations made were based on the site information and all other data provided by customer. Due to any incorrect dimension, any incorrect member size, any incorrect material properties, or any changed information of existing structural condition, any redesign or revision of the structural analysis will be treated as a separate contract item.

If there is a discrepancy discovered after construction has begun between the actual framing and this report or construction drawing, the contractor / owner shall notify the engineer of record for immediate remedial details. By accepting this report, the engineer of record shall not be held liable for discrepancies not brought to the attention of the engineer of record. With this inherent limitation, the design and evaluation was done in accordance with generally accepted engineering principles and practice. AbnE makes no warranty, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of new ladder. AbnE will not be responsible on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of AbnE pursuant to this report will be limited to the total fee received for preparation of this report.

The contractor must review attached calculations and construction drawings for work preparation prior to actual construction. Please contact our office if clarifications are needed. The dimensions shown in this report are for reference only. Contractor shall verify all dimensions in the field prior to any fabrication and construction work. Contractor shall also verify the configuration of the existing framing system before commencing any work.

Design of New Equipment Shelter Foundation

1. Shelter Foundation Design - SSGS19

Design Criteria Source Code Section Eq/Tab/Fig

Occupancy category IV ASCE 7 Table 1‐1

Wind load 120 mph ASCE 7 26.5 Figure 26.5‐1B

Basic Load Combination #8 ASCE 7 2.4.1

Exposure Category C ASCE 7 0

Allowable Soil Bearing Capacity 4,000 psf Geotechnical Report

Dimensions Source Code Section Equation

B = 20.00 ft Sabre Industries Design

D = 11.67 ft Sabre Industries Design

A = 233.3 ft2

W sh = 20.0 ft

H sh = 10.33 ft Sabre Industries Design

S t = 6.00 in

W f = 21.00 in

H f = 38.00 in

H s = 14.00 in

H d = 24.00 in

Shelter Weight = 51,900 lbs

Vertical loading Source Code Section Equation

RLL = 233 lb/ft2

FLL = 300 lb/ft2

WDL = 71,900 lbs Estimated total weight of shelter + equipments

Calcs Source Code Section Equation

DL T = 72 kips

RLL T = 54 kips

FLL T = 70 kips

LL T = 124 kips

L T = 196 kips

WDL = 6,163 lbs/ft

W LL = 10,660 lbs/ft

W TL = 16,823 lbs/ft

B

St

Wsh

Vp

P

Hs

HdWf

Hsh

Hf

Geotechnical Report

Soils Source Code Section Equation q a = 4,000 psf

P ph = 300 psf/ft f = 0.40

W s = 110 pcf

Seismic Source Code Section Equation

S DS = 0.286 g

S D1 = 0.139 g

Lateral load

Earthquake Source Code Section Equation

E m = 19.18 kips ASCE 7 12.4.3 Eq. 12.4‐6

V EQ = 463 lbs/ft in service level

Wind Source Code Section Equation p = 21.05 lb/ft2 ASCE 7 27.4.1 Eq. 27.4‐1

V wind = 145 lbs/ft in service level

Materials

Concrete & Rebar Source Code Section Equation f' c = 4,500 psi

ASTM A615, Grade 60 f y = 60 ksi

Lateral load

Earthquake load Source Code Section E, F, T

I = 1.50 ASCE 7 11.5.1 T 1.5‐2

R = 4.0 ASCE 7 T 12.2‐1

Ω 0 = 2.0 ASCE 7 T 12.2‐1

C s = 0.107 ASCE 7 12.8.1.1 E 12.8‐2

W = 196 kips ASCE 7 12.7.2

V = 21 kips ASCE 7 12.8.1 E 12.8‐1

Q E = 21 kips ASCE 7 12.4.3.1 E 12.4‐7

Seismic Load Effect Source Code Section E, F, T

E mh = 42 kips ASCE 7 12.4.3.1 E 12.4‐7

E v = 1 kips ASCE 7 12.4.2.2

E m1 = 43 kips ASCE 7 12.4.3 (1) E 12.4‐5

E m2 = 41 kips ASCE 7 12.4.3 (2) E 12.4‐6

Wind load Source Code Section E, F, T

Exposure category C ASCE 7 26.7

G = 0.85 ASCE 7 26.9

L/B = 0.58

C p_w1 = 0.8 ASCE 7 F 27.4‐1

C p_w2 = 0.8 ASCE 7 F 27.4‐1

C p_l = ‐0.13 ASCE 7 F 27.4‐1

C p_2 = ‐1.14 ASCE 7 F 27.4‐1

G cpi_w = 0 ASCE 7 T 26.11‐1

G cpi_l = 0 ASCE 7 T 26.11‐1

FOOTING DESIGN

1. Stability Check

Overturning Moment

MOT = 3,123 lbs‐ft/ft =V shelter (H shelter /2)

Resisting Moment

Component W EQ effect x MR

Weight lb/ft lb/ft ft lb‐ft/ft

Total Load 6,163 353 10.00 58,103

Slab W2 1,500 86 10.00 14,142

R = 7,663 MR = 72,245

(O.K.) Safety Factor

0.6M R = 43,347 lb‐ft/ft

MOT = 3,123 lb‐ft/ft

F.S. = 1.5

M R /M OT = 13.88 > 1.5

(O.K.) Soil Pressure

Vertical Load only

Total load = 71900 lbs

Total area = 233.33 ft2

Soil pressure, q = 265 < 4000 psf

Lateral and Vertical loads a = 5.25 ft =(MR‐MOT)/R

The Middle Third is from 6.7 ft to 13.3 ft.

Therefore, a is outside the Middle Third.

(c)

Resultant q1 q2

(a) In Middle Third 929 ‐163

(b) At edge of Middle Third 766 0

(c) Outside Middle Third 973 0 q max = 973 psf < 4,000 psf q min = 0 psf

Sliding

Total lateral force

P = 463 lbs

Passive Earth Pressure

P pH = 600 lbs = P ph (H d /2)

Friction

F = 3065 lbs = f(q 1 + q 2 )/2*B

Total Resistance to Sliding

(O.K.) R = F = 3065 lbs > P = 463 lbs

(O.K.) F + P pH = 3665 lbs > P = 463 lbs

Factor of Safety against Sliding

(O.K.) S.F. = 7.92 > 1.5

2Rv / 3a 0 q1 q2

(4L ‐ 6a)(Rv / L2) (6a ‐ 2L)(Rv / L2)

2Rv / L 0

2. Reinforcement

Soil Pressure

MOT = 3856 lb‐ft/ft

Component W x M R

Weight lb/ft ft. lb‐ft./ft

DL 1.4 W1 8,628 10.00 86,280

LL 1.7 W2 18,122 10.00 181,220

Slab 1.4 W2 2,100 10.00 21,000

R = 28,850 MR = 288,500

a = 9.87 = (M R ‐M OT )/R

The Middle Third is from 6.7 ft to 13.3 ft.

Therefore, a is inside the Middle Third.

(a)

Resultant q 1 q 2

(a) In Middle Third 1,500 1,385

(b) At edge of Middle Third 2,885 0

(c) Outside Middle Third 1,949 0

Reinforcement in short direction

Moment and Shear q max = 1,500 psf q min = 1385 psf q 1 = 1490 psf q 2 = 1395 psf

M u = Service Load Bearing Pressure ‐ Self‐weight of the Slab, Dead Load and Live Load l = 16.500 ft q' 1 = 47 q' 2 = -48

1) q' 2 > 0 w 1 = -48 w 2 = 95 x max = 13.06 ft = (1/w 2 ) {‐w 1 +[(w 1 2 +3w 1w 2 +w 2

2 )/3] 1/2 } l

Mmax = 202.84 lb-ft = (1/2)(w1x)(l‐x) + (1/6)(w2)(x/l )(l 2‐x2)

V max = -133 lbs =1/6 l (3w 1 +w 2 )

2) q' 2 < 0 x 0 = 8.29 ft =‐q' 2 /(q' 1 ‐ q' 2 ) l x max = 11.63 ft =x 0 +[( l ‐x 0 ) /(3 l )] 1/2

M max = 340 lb‐ft = q' 1 /[6 l ( l ‐x 0 )][x( l ‐x 0 ) 3 ‐ l (x‐x 0 )

3 ]

V max = 163 lbs =q' 1 /(6 l )( l ‐x 0 )*(2 l +x 0 )

M u = 340 lb‐ft

V u = 163 lbs q 1 q 2

(4L ‐ 6a)(Rv / L2) (6a ‐ 2L)(Rv / L2)

2Rv / L 0

2Rv / 3a 0 qmin qmax q2 q1 l

Try #4 at 16 inches

A s = 0.27 in2

S max = 18 in max spacing

(O.K.) 16 in is < 18 in

Minimum reinforcement

A s,min = 0.12 in2 = (3f' c

1/2 /f y )b w d

A s,min = 0.12 in2 =200b w d/f y

A s,min = 0.12 in2 governs

(O.K.) A s > A s,min

Check:

A s,req'd = 0.03 in2 = M u /[ φf y (d‐1/2a)]

For moment:

M n = 3768 lb‐ft =A s f y (d‐1/2a) d = 0.250 ft a = 0.35 in φ = 0.9

(O.K.) φM n = > M u

For shear:

V u = 163 lbs

V c = 4830 lbs φ = 0.85 φ V c = 4105 lbs

(O.K.) φ V c > V u

Use #4 @ 16 inches for Reinforcement in Short Direction

Longitudinal Shrinkage and Temperature Reinforcement

Try #4 at 16 inches

A s = 0.27 in2

S max = 18 in max spacing

(O.K.) 16 in is < 18 in

Shrinkage and Temperature Reinforcment

A s,min = 0.002 for fy = 40 ksi

A s,min = 0.0018 for fy = 60 ksi

Therefore, A s,min = 0.13 in

(O.K.) A s > As,min

Use #4 @ 16 inches for Longitudinal Reinforcement

Use #4 @ 16 inches for Reinforcement in Short Direction

Use #4 @ 16 inches for Longitudinal Reinforcement

Reinforcement in beam

Try 3

#5

Top & Bottom

Bardiam = 0.625 in

A s = 0.93 in2 t cover = 3 in stirrup size = #4 space = 16 in stirrupdiam = 0.5 b w = 21 in b min = 12.875 in

(O.K.) b w > b min

#4 16 6" thick concrete slab f'c = 4,500 psi.

14" 6"

#4 21

16"

3 #5 T&B

Use 3 #5 Top & Bottom

@ " Each Way Placed @ Center of Slab

3" Clear Cover

"Stirrup

3" Clear Cover

6" THICK A. B. C.

GEOTECHNICAL REPORT

q a = 4,000 psf Geotechnical Report

P ph = 300 psf/ft f = 0.40

W s = 110 pcf

Seismic Source Code Section Equation

S DS = 0.286 g

S D1 = 0.139 g

6.5.3 DESIGN PROCEDURE

1 The basic wind speed V and wind directionality factor K d shall be determined in accordance with Section 26.5 and 26.6.

V = 120 mph

K d = 0.85

2 An exposure category or exposure categories and velocity pressure exposure coefficient

Kz or Kh, as applicable, shall be determined for each wind drection in accordance with Section 26.7.

exposure category

K z = 0.848884

K h = N/A

3 A topographic factor K zt shall be determined in accordance with Section 26.8

K zt = N/A

4 A gust effect factor G or G f , as applicable, shall be determined in accordance with Section 26.9

G = 0.85

5 An enclosure classification shall be determined in accordance with Sectin 26.10.

Enclosure classification = enclosed

6 Internal pressure coefficient GC pi shall be determined in accordance with Section 26.11

GC pi = +/‐ 0.18

7 External pressure coefficients C p or GC pf , or force coefficients C f , as applicable, shall be determined in accordance with Figure 27.4‐1. 27‐4‐2 and 27.4‐3.

C p = 0.8 windward

C p = ‐1.14 leeward

8 Velocity pressure q z or q h , as applicable, shalle be determined in accordance with Section 27.3.2.

q z = 26.60 lb/ft

9 Design wind load p or F shall be determined in accordance with Eq. 27.4‐1, and 6.5.15, as applicable.

p = 21.05 lb/ft2

Section

26.5 V = 120 mph Figure 26.5‐1B

26.6 K d = 0.85 Table 26.6‐1

Risk category = IV Table 1.4‐1

Exposure category = C

27.3.1 K z = 0.85 Table 27.3‐1

z g = 900 α = 9.5

26.8 K zt = 1 K zt =(1+K 1 K 2 K 3 )

K 1 = 0

K 2 = 0

K 3 = 0

26.9 G = 0.85

26.1 Enclosure classification = enclosed

27.3.2 q z = 26.60 lb/ft

Equation 27.3‐1 q z =0.00256K z K zt K d V

K z = 0.85 Table 26.1‐1

K zt = 1

K d = 0.85 Table 26.6‐1

V = 120 q h = 26.60 lb/ft

GC pi+ = 0.18 Table 26.11‐1

GC pi‐ = ‐0.18 Table 26.11‐1

C p = 0.8 windward Figures 27.4‐1, 27.4‐2 and 27.4‐3 q z = 26.60 lb/ft

C p = ‐1.14 leeward q h = 26.60

Walls

L/B = 0.58

C p = ‐0.13

B/L = 1.71

C p = ‐1.14

Roofs N/A

27.4.1 Windward

p = 13.30 lb/ft2 Equation 27.4‐1 p=qGC p ‐q i (GC pi )

Leeward p = ‐21.05 lb/ft2 Equation 27.4‐1 p=qGC p ‐q i (GC pi ) q = q z = 26.60 windward q = q h = 26.60 leeward

G = 0.85

C p = 0.8 windward

C p = ‐1.14 leeward q i = q h = 26.60

GC pi = 0.18 windward

GC pi = ‐0.18 leeward

Tables

26.9‐1 Exposure category = C z g = 900 α = 9.5

27.3‐1 K z = 0.85 = 2.01(15/z g ) 2/ α

, for z < 15ft z g = 900 α = 9.5

26.6‐1 K d = 0.85

Section

12.4.2.2 Vertical Seismic Load Effect

E v = 5.11 kips =0.2S DS D

S DS = 0.286

D = 89.4 kips

12.4.3 Seismic Load Effect Including Overstrength Factor

2 For use in load combination 7 in Section 2.3.2 or load combination 8 in Section 2.4.1, E shall be taken equal to Em as determined in accordance with Eq. 12.4‐6, as follows:

E = E m = 19.18 kips

E mh = 19.18 kips

E v = 5.11 kips

12.4.3.1 Horizontal Seismic Load Effect with Overstrength Factor

E mh = 19.18 kips =Ω 0 Q E

Ω 0 = 2.0

Q E = 9.59 kips

12.7.2 Effective Seismic Weight

W = 89.4 kips = DL T + 1 + 2 + 3 + 4

DL T = 52 kips = Shelter Weight'

1 = 18 kips = 0.25FLL T

2 = 20 kips = Estimated Equipment Weight

3 = 0.0 kips

4 = 0.0 kips

12.8.1 Seismic Base Shear

V = 9.59 kips =C sW

C s = 0.107

W = 89.4 kips

12.8.1.1 C s = 0.107 =S DS /(R/I)

S DS = 0.286

R = 4.0

I = 1.50

Seismic Design Category = D

Tables

12.2‐1 R = 4.0

Ω 0 = 2.0

2. Shelter Foundation Design - SSGS20

Design Criteria Source Code Section Eq/Tab/Fig

Occupancy category IV ASCE 7 Table 1‐1

Wind load 120 mph ASCE 7 26.5 Figure 26.5‐1B

Basic Load Combination #8 ASCE 7 2.4.1

Exposure Category C ASCE 7 0

Allowable Soil Bearing Capacity 4,000 psf Geotechnical Report

Dimensions Source Code Section Equation

B = 10.00 ft Sabre Industries Design

D = 11.67 ft Sabre Industries Design

A = 116.7 ft2

W sh = 10.0 ft

H sh = 10.33 ft Sabre Industries Design

S t = 6.00 in

W f = 21.00 in

H f = 38.00 in

H s = 14.00 in

H d = 24.00 in

Shelter Weight = 29,700 lbs

Vertical loading Source Code Section Equation

RLL = 233 lb/ft2

FLL = 300 lb/ft2

WDL = 34,700 lbs Estimated total weight of shelter + equipments

Calcs Source Code Section Equation

DL T = 35 kips

RLL T = 27 kips

FLL T = 35 kips

LL T = 62 kips

L T = 97 kips

WDL = 2,974 lbs/ft

W LL = 5,330 lbs/ft

W TL = 8,304 lbs/ft

B

St

Wsh

Vp

P

Hs

HdWf

Hsh

Hf

Geotechnical Report q a = 4,000 psf

P ph = 300 psf/ft f = 0.40

W s = 110 pcf

Seismic Source Code Section Equation

S DS = 0.286 g

S D1 = 0.139 g

Lateral load

Earthquake Source Code Section Equation

E m = 9.32 kips ASCE 7 12.4.3 Eq. 12.4‐6

V EQ = 223 lbs/ft in service level

Wind Source Code Section Equation p = 13.30 lb/ft2 ASCE 7 27.4.1 Eq. 27.4‐1

V wind = 92 lbs/ft in service level

Materials

Concrete & Rebar Source Code Section Equation f' c = 4,500 psi

ASTM A615, Grade 60 f y = 60 ksi

Lateral load

Earthquake load Source Code Section E, F, T

I = 1.50 ASCE 7 11.5.1 T 1.5‐2

R = 4.0 ASCE 7 T 12.2‐1

Ω 0 = 2.0 ASCE 7 T 12.2‐1

C s = 0.107 ASCE 7 12.8.1.1 E 12.8‐2

W = 97 kips ASCE 7 12.7.2

V = 10 kips ASCE 7 12.8.1 E 12.8‐1

Q E = 10 kips ASCE 7 12.4.3.1 E 12.4‐7

Seismic Load Effect Source Code Section E, F, T

E mh = 21 kips ASCE 7 12.4.3.1 E 12.4‐7

E v = 1 kips ASCE 7 12.4.2.2

E m1 = 21 kips ASCE 7 12.4.3 (1) E 12.4‐5

E m2 = 20 kips ASCE 7 12.4.3 (2) E 12.4‐6

Wind load Source Code Section E, F, T

Exposure category C ASCE 7 26.7

G = 0.85 ASCE 7 26.9

L/B = 1.17

C p_w1 = 0.8 ASCE 7 F 27.4‐1

C p_w2 = 0.8 ASCE 7 F 27.4‐1

C p_l = ‐0.65 ASCE 7 F 27.4‐1

C p_2 = ‐0.37 ASCE 7 F 27.4‐1

G cpi_w = 0 ASCE 7 T 26.11‐1

G cpi_l = 0 ASCE 7 T 26.11‐1

FOOTING DESIGN

1. Stability Check

Overturning Moment

MOT = 1,507 lbs‐ft/ft =V shelter (H shelter /2)

Resisting Moment

Component W EQ effect x MR

Weight lb/ft lb/ft ft lb‐ft/ft

Total Load 2,974 170 5.00 14,021

Slab W2 750 43 5.00 3,536

R = 3,724 MR = 17,556

(O.K.) Safety Factor

0.6M R = 10,534 lb‐ft/ft

MOT = 1,507 lb‐ft/ft

F.S. = 1.5

M R /M OT = 6.99 > 1.5

(O.K.) Soil Pressure

Vertical Load only

Total load = 34700 lbs

Total area = 116.67 ft2

Soil pressure, q = 335 < 4000 psf

Lateral and Vertical loads a = 2.42 ft =(MR‐MOT)/R

The Middle Third is from 3.3 ft to 6.7 ft.

Therefore, a is outside the Middle Third.

(c)

Resultant q1 q2

(a) In Middle Third 948 ‐203

(b) At edge of Middle Third 745 0

(c) Outside Middle Third 1,024 0 q max = 1,024 psf < 4,000 psf q min = 0 psf

Sliding

Total lateral force

P = 223 lbs

Passive Earth Pressure

P pH = 600 lbs = P ph (H d /2)

Friction

F = 1490 lbs = f(q 1 + q 2 )/2*B

Total Resistance to Sliding

(O.K.) R = F = 1490 lbs > P = 223 lbs

(O.K.) F + P pH = 2090 lbs > P = 223 lbs

Factor of Safety against Sliding

(O.K.) S.F. = 9.36 > 1.5

2Rv / 3a 0 q1 q2

(4L ‐ 6a)(Rv / L2) (6a ‐ 2L)(Rv / L2)

2Rv / L 0

2. Reinforcement

Soil Pressure

MOT = 1861 lb‐ft/ft

Component W x M R

Weight lb/ft ft. lb‐ft./ft

DL 1.4 W1 4,164 5.00 20,820

LL 1.7 W2 9,061 5.00 45,305

Slab 1.4 W2 1,050 5.00 5,250

R = 14,275 MR = 71,375

a = 4.87 = (M R ‐M OT )/R

The Middle Third is from 3.3 ft to 6.7 ft.

Therefore, a is inside the Middle Third.

(a)

Resultant q 1 q 2

(a) In Middle Third 1,539 1,316

(b) At edge of Middle Third 2,855 0

(c) Outside Middle Third 1,954 0

Reinforcement in short direction

Moment and Shear q max = 1,539 psf q min = 1316 psf q 1 = 1500 psf q 2 = 1355 psf

M u = Service Load Bearing Pressure ‐ Self‐weight of the Slab, Dead Load and Live Load l = 6.500 ft q' 1 = 73 q' 2 = -73

1) q' 2 > 0 w 1 = -73 w 2 = 146 x max = 5.14 ft = (1/w 2 ) {‐w 1 +[(w 1 2 +3w 1w 2 +w 2

2 )/3] 1/2 } l

Mmax = 48.42 lb-ft = (1/2)(w1x)(l‐x) + (1/6)(w2)(x/l )(l 2‐x2)

V max = -80 lbs =1/6 l (3w 1 +w 2 )

2) q' 2 < 0 x 0 = 3.26 ft =‐q' 2 /(q' 1 ‐ q' 2 ) l x max = 4.58 ft =x 0 +[( l ‐x 0 ) /(3 l )] 1/2

M max = 81 lb‐ft = q' 1 /[6 l ( l ‐x 0 )][x( l ‐x 0 ) 3 ‐ l (x‐x 0 )

3 ]

V max = 98 lbs =q' 1 /(6 l )( l ‐x 0 )*(2 l +x 0 )

M u = 81 lb‐ft

V u = 98 lbs q 1 q 2

(4L ‐ 6a)(Rv / L2) (6a ‐ 2L)(Rv / L2)

2Rv / L 0

2Rv / 3a 0 qmin qmax q2 q1 l

Try #4 at 16 inches

A s = 0.27 in2

S max = 18 in max spacing

(O.K.) 16 in is < 18 in

Minimum reinforcement

A s,min = 0.12 in2 = (3f' c

1/2 /f y )b w d

A s,min = 0.12 in2 =200b w d/f y

A s,min = 0.12 in2 governs

(O.K.) A s > A s,min

Check:

A s,req'd = 0.01 in2 = M u /[ φf y (d‐1/2a)]

For moment:

M n = 3768 lb‐ft =A s f y (d‐1/2a) d = 0.250 ft a = 0.35 in φ = 0.9

(O.K.) φM n = > M u

For shear:

V u = 98 lbs

V c = 4830 lbs φ = 0.85 φ V c = 4105 lbs

(O.K.) φ V c > V u

Use #4 @ 16 inches for Reinforcement in Short Direction

Longitudinal Shrinkage and Temperature Reinforcement

Try #4 at 16 inches

A s = 0.27 in2

S max = 18 in max spacing

(O.K.) 16 in is < 18 in

Shrinkage and Temperature Reinforcment

A s,min = 0.002 for fy = 40 ksi

A s,min = 0.0018 for fy = 60 ksi

Therefore, A s,min = 0.13 in

(O.K.) A s > As,min

Use #4 @ 16 inches for Longitudinal Reinforcement

Use #4 @ 16 inches for Reinforcement in Short Direction

Use #4 @ 16 inches for Longitudinal Reinforcement

Reinforcement in beam

Try 3

#5

Top & Bottom

Bardiam = 0.625 in

A s = 0.93 in2 t cover = 3 in stirrup size = #4 space = 16 in stirrupdiam = 0.5 b w = 21 in b min = 12.875 in

(O.K.) b w > b min

#4 16 6" thick concrete slab f'c = 4,500 psi.

14" 6"

#4 21

16"

3 #5 T&B

Use 3 #5 Top & Bottom

@ " Each Way Placed @ Center of Slab

3" Clear Cover

"Stirrup

3" Clear Cover

6" THICK A. B. C.

GEOTECHNICAL REPORT

q a = 4,000 psf Geotechnical Report

P ph = 300 psf/ft f = 0.40

W s = 110 pcf

Seismic Source Code Section Equation

S DS = 0.286 g

S D1 = 0.139 g

6.5.3 DESIGN PROCEDURE

1 The basic wind speed V and wind directionality factor K d shall be determined in accordance with Section 26.5 and 26.6.

V = 120 mph

K d = 0.85

2 An exposure category or exposure categories and velocity pressure exposure coefficient

Kz or Kh, as applicable, shall be determined for each wind drection in accordance with Section 26.7.

exposure category

K z = 0.848884

K h = N/A

3 A topographic factor K zt shall be determined in accordance with Section 26.8

K zt = N/A

4 A gust effect factor G or G f , as applicable, shall be determined in accordance with Section 26.9

G = 0.85

5 An enclosure classification shall be determined in accordance with Sectin 26.10.

Enclosure classification = enclosed

6 Internal pressure coefficient GC pi shall be determined in accordance with Section 26.11

GC pi = +/‐ 0.18

7 External pressure coefficients C p or GC pf , or force coefficients C f , as applicable, shall be determined in accordance with Figure 27.4‐1. 27‐4‐2 and 27.4‐3.

C p = 0.8 windward

C p = ‐0.65 leeward

8 Velocity pressure q z or q h , as applicable, shalle be determined in accordance with Section 27.3.2.

q z = 26.60 lb/ft

9 Design wind load p or F shall be determined in accordance with Eq. 27.4‐1, and 6.5.15, as applicable.

p = 13.30 lb/ft2

Section

26.5 V = 120 mph Figure 26.5‐1B

26.6 K d = 0.85 Table 26.6‐1

Risk category = IV Table 1.4‐1

Exposure category = C

27.3.1 K z = 0.85 Table 27.3‐1

z g = 900 α = 9.5

26.8 K zt = 1 K zt =(1+K 1 K 2 K 3 )

K 1 = 0

K 2 = 0

K 3 = 0

26.9 G = 0.85

26.1 Enclosure classification = enclosed

27.3.2 q z = 26.60 lb/ft

Equation 27.3‐1 q z =0.00256K z K zt K d V

K z = 0.85 Table 26.1‐1

K zt = 1

K d = 0.85 Table 26.6‐1

V = 120 q h = 26.60 lb/ft

GC pi+ = 0.18 Table 26.11‐1

GC pi‐ = ‐0.18 Table 26.11‐1

C p = 0.8 windward Figures 27.4‐1, 27.4‐2 and 27.4‐3 q z = 26.60 lb/ft

C p = ‐0.65 leeward q h = 26.60

Walls

L/B = 1.17

C p = ‐0.65

B/L = 0.86

C p = ‐0.37

Roofs N/A

27.4.1 Windward

p = 13.30 lb/ft2 Equation 27.4‐1 p=qGC p ‐q i (GC pi )

Leeward p = ‐9.91 lb/ft2 Equation 27.4‐1 p=qGC p ‐q i (GC pi ) q = q z = 26.60 windward q = q h = 26.60 leeward

G = 0.85

C p = 0.8 windward

C p = ‐0.65 leeward q i = q h = 26.60

GC pi = 0.18 windward

GC pi = ‐0.18 leeward

Tables

26.9‐1 Exposure category = C z g = 900 α = 9.5

27.3‐1 K z = 0.85 = 2.01(15/z g ) 2/ α

, for z < 15ft z g = 900 α = 9.5

26.6‐1 K d = 0.85

Section

12.4.2.2 Vertical Seismic Load Effect

E v = 2.49 kips =0.2S DS D

S DS = 0.286

D = 43.5 kips

12.4.3 Seismic Load Effect Including Overstrength Factor

2 For use in load combination 7 in Section 2.3.2 or load combination 8 in Section 2.4.1, E shall be taken equal to Em as determined in accordance with Eq. 12.4‐6, as follows:

E = E m = 9.32 kips

E mh = 9.32 kips

E v = 2.49 kips

12.4.3.1 Horizontal Seismic Load Effect with Overstrength Factor

E mh = 9.32 kips =Ω 0 Q E

Ω 0 = 2.0

Q E = 4.66 kips

12.7.2 Effective Seismic Weight

W = 43.5 kips = DL T + 1 + 2 + 3 + 4

DL T = 30 kips = Shelter Weight'

1 = 9 kips = 0.25FLL T

2 = 5 kips = Estimated Equipment Weight

3 = 0.0 kips

4 = 0.0 kips

12.8.1 Seismic Base Shear

V = 4.66 kips =C sW

C s = 0.107

W = 43.5 kips

12.8.1.1 C s = 0.107 =S DS /(R/I)

S DS = 0.286

R = 4.0

I = 1.50

Seismic Design Category = D

Tables

12.2‐1 R = 4.0

Ω 0 = 2.0

Generator & Propane Tank Anchorage & Ice Sheild Design

1. Lateral Loads Calculation for Equipment (2018 IBC)

1.1 Earthquake Load

Soil Site Class = B

Risk Category = IV

From Spectrum Data:

SS = 0.476 g SMS = 0.428 g SDS = 2/3 SMS = 0.285 g

S1 = 0.260 g SM1 = 0.208 g SD1 = 2/3 SM1 = 0.139 g

Seismic Design Category = D

= 1.0 (ASCE 7, 12.3.4.1)

Seismic Design Force : (for Nonstructural Components)

R = 2.5 ap = 1.0 (ASCE 7, Table 13.6-1)

Ip = 1.5 z/h = 0.0

1.0 for Ice Shield Generator Wp = 1,244 lbs

Fp = [0.4 ap SDS Wp / (Rp/Ip)] x (1+2(z/h)) (ASCE 7, 13.3-1)

= 85.2 lbs Fp,MAX = 1.6 SDS Ip Wp Fp,MIN = 0.3 SDS Ip Wp

= 851.9 lbs = 159.7 lbs

Therefore Fp = 160 lbs

Propane Tank -1000 gal Wp = 6,000 lbs

Fp = [0.4 ap SDS Wp / (Rp/Ip)] x (1+2(z/h)) (ASCE 7, 13.3-1)

= 410.9 lbs Fp,MAX = 1.6 SDS Ip Wp Fp,MIN = 0.3 SDS Ip Wp

= 4,108.8 lbs = 770.4 lbs

Therefore Fp = 770 lbs

Ice Shield - Propane Tank Wp = 1,418 lbs (including 272.2 psf x 0.2 roof snow loads)

220 lbs (Ice Shield Only) Fp = [0.4 ap SDS Wp / (Rp/Ip)] x (1+2(z/h)) (ASCE 7, 13.3-1)

= 291.2 lbs Fp,MAX = 1.6 SDS Ip Wp Fp,MIN = 0.3 SDS Ip Wp

= 970.7 lbs = 182.0 lbs

Therefore Fp = 291 lbs

Roof Snow Load

Ce = 0.9 (Fully Exposed) Ground Snow, pg = 300 psf

Ct = 1.2 (Unheated) pm = 24.0 psf

Is = 1.2 (Risk Category IV) pf = 272.2 psf

Cs = 1.0 Roof Snow, ps = 272.2 psf

1.2 Wind Loads on Equipment (2018 IBC)

Basic Wind Speed = 120 mph

Exposure = C

Mean Roof Height (h) = 3.0 ft < 60 ft

Wind Loads on Other Structures (ASCE 7-10, 29.5 / ASCE 7-16, 29.4)

Generator

W = 7.3 ft D = 2.8 ft H = 3.0 ft

Eff. Wind Area = 22.1 ft2 8.6 ft2 p = qzGCf (lb/ft2) (ASCE 7-10, 29.5-1 / ASCE 7-16, 29.4-1) where, G = 0.85 where, Cf = force coefficient (ASCE 7-10, Fig. 29.5-1 / ASCE 7-16, Fig. 29.4-1)

= 1.30 qz = 0.00256 Kz Kzt Kd V 2 I (lb/ft2)

Kz = 2.01 (z/zg) 2/ where z = 15.00 ft zg = 900 ft = 9.5

Kz = 0.85

Kzt = (1+K1K2K3)

= 1.0

Kd = 0.9

Threfore, qz = 28.2 psf

Threfore, p = 31.1 psf

Wind Force W = 690 lbs

Propane Tank -1000 gal

W = 15.9 ft D = 3.4 ft H = 4.2 ft

Eff. Wind Area = 66.3 ft2 14.2 ft2 p = qzGCf (lb/ft2) (ASCE 7-10, 29.5-1 / ASCE 7-16, 29.4-1) where, G = 0.85 where, Cf = force coefficient (ASCE 7-10, Fig. 29.5-1 / ASCE 7-16, Fig. 29.4-1)

= 1.30 qz = 0.00256 Kz Kzt Kd V 2 I (lb/ft2)

Kz = 2.01 (z/zg) 2/ where z = 15.00 ft zg = 900 ft

= 9.5 Kz = 0.85

Kzt = (1+K1K2K3)

= 1.0

Kd = 0.9

Threfore, qz = 28.2 psf

Threfore, p = 31.2 psf

Wind Force W = 2,070 lbs

Ice Shield - Propane Tank

W = 5.5 ft D = 4.0 ft H = 0.5 ft

Eff. Wind Area = 2.8 ft2 2.0 ft2 p = qzGCf (lb/ft2) (ASCE 7-10, 29.5-1 / ASCE 7-16, 29.4-1) where, G = 0.85 where, Cf = force coefficient (ASCE 7-10, Fig. 29.5-1 / ASCE 7-16, Fig. 29.4-1)

= 1.29 qz = 0.00256 Kz Kzt Kd V 2 I (lb/ft2)

Kz = 2.01 (z/zg) 2/ where z = 15.00 ft zg = 900 ft

= 9.5 Kz = 0.85

Kzt = (1+K1K2K3)

= 1.0

Kd = 0.9

Threfore, qz = 28.2 psf

Threfore, p = 30.8 psf

Wind Force W = 85 lbs EQ Force = 291 lbs = 21 lbs/pipe = 73 lbs/pipe

Wind on Pipe = 9 plf

Steel Column LIC# : KW-06015574, Build:20.23.08.30 Abn Engineering (c) ENERCALC INC 1983-2023

DESCRIPTION: Ice Shield Pipe

Project File: Wolf Mtn.ec6

Code References Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16

General Information

Steel Stress Grade Top Free, Bottom FixedAnalysis Method :

8Overall Column Height Top & Bottom FixityLoad Resistance Factor

Fy : Steel Yield ksi29,000.0 ksi

Steel Section Name : Pipe3STD

35.0 ft

E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K = 2.1

Unbraced Length for buckling ABOUT Y-Y Axis = 8 ft, K = 2.1

Brace condition :

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

Column self weight included : 60.640 lbs * Dead Load Factor

AXIAL LOADS . . .

Axial Load at 8.0 ft, D = 0.0550 k

BENDING LOADS . . .

Lat. Point Load at 7.0 ft creating My-y, W = 0.0210, E = 0.0730 k Lat. Uniform Load creating My-y, W = 0.0090 k/ft

DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.09329

Location of max.above base 0.0 ft

0.1388 k

15.751 k

0.0 k-ft

Load Combination +1.20D+E

Load Combination +1.20D+W

5.749 k-ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio

0.0930 k

0.005705 : 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

5.749 k-ft

-0.5110 k-ft

Maximum Load Reactions . .

Top along X-X 0.0 k Bottom along X-X 0.0930 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k

Maximum Load Deflections . . .

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

Along X-X 0.2109 in at 8.0ft above base for load combination :E Only

16.301

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 ftft0.010 1.00 1.85 172.31 0.00 +1.20D PASS PASS0.00 0.000 0.00 ftft0.009 1.00 1.85 172.31 0.00 +1.20D+0.50W PASS PASS0.00 0.003 0.00 ftft0.042 1.00 1.85 172.31 0.00 +1.20D+W PASS PASS0.00 0.006 0.00 ftft0.080 1.00 1.85 172.31 0.00 +0.90D+W PASS PASS0.00 0.006 0.00 ftft0.079 1.00 1.85 172.31 0.00 +1.20D+E PASS PASS0.00 0.004 0.00 ftft0.093 1.00 1.85 172.31 0.00 +0.90D+E PASS PASS0.00 0.004 0.00 ftft0.092 1.00 1.85 172.31 0.00 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 0.116 +D+0.60W 0.116 -0.056 -0.261 +D+0.450W 0.116 -0.042 -0.196 +0.60D+0.60W 0.069 -0.056 -0.261 +D+0.70E 0.116 -0.051 -0.358 +D+0.5250E 0.116 -0.038 -0.268

DESCRIPTION: Ice Shield Pipe

Project File: Wolf Mtn.ec6 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

+0.60D+0.70E 0.069 -0.051 -0.358 W Only -0.093 -0.435 E Only -0.073 -0.511 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 0.116 Minimum" -0.093 -0.435 MaximumReaction, X-X Axis Base 0.116 Minimum" -0.093 -0.435 MaximumReaction, Y-Y Axis Base 0.116 Minimum" 0.116 MaximumReaction, X-X Axis Top 0.116 Minimum" 0.116 MaximumReaction, Y-Y Axis Top 0.116 Minimum" -0.073 -0.511 MaximumMoment, X-X Axis Base 0.116 Minimum" 0.116 MaximumMoment, Y-Y Axis Base 0.116 Minimum" -0.073 -0.511 MaximumMoment, X-X Axis Top 0.116 Minimum" 0.116 MaximumMoment, Y-Y Axis Top 0.116 Minimum" 0.116

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

D Only 0.0000 0.000 0.000 ftft inin 0.000 +D+0.60W 0.0939 0.000 0.000 ftft inin 8.000 +D+0.450W 0.0705 0.000 0.000 ftft inin 8.000 +0.60D+0.60W 0.0939 0.000 0.000 ftft inin 8.000 +D+0.70E 0.1476 0.000 0.000 ftft inin 8.000 +D+0.5250E 0.1107 0.000 0.000 ftft inin 8.000 +0.60D+0.70E 0.1476 0.000 0.000 ftft inin 8.000 W Only 0.1566 0.000 0.000 ftft inin 8.000 E Only 0.2089 0.000 0.000 ftft inin 7.946

Steel Section Properties : Pipe3STD

R xx =

1.170 in

Depth = 3.500 in

R yy =

1.170 in

J = 5.690 in^4

Diameter = 3.500 in Wall Thick

0.216 in Zx = 2.190 in^3

Area

2.070 in^2 Weight = 7.580 plf

I xx = 2.85 in^4 S xx = 1.63 in^3

I yy = 2.850 in^4 S yy = 1.630 in^3

Ycg = 0.000 in

DESCRIPTION: Ice Shield Pipe

Project File: Wolf Mtn.ec6

Sketches www.hilti.com

Hilti PROFIS Engineering 3.0.92

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

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Pipe Shoe Anchor

Page:

Specifier:

E-Mail:

Date:

3/20/2024

Specifier's comments:

1 Input data

Anchor type and diameter: Kwik Bolt TZ2 - SS 304 5/8 (2 3/4) hnom1

Item number: 2210277 KB-TZ2 5/8x4 1/4 SS304

Effective embedment depth: hef,act = 2.750 in., hnom = 3.250 in.

Material: AISI 304

Evaluation Service Report: ESR-4266

Issued I Valid: 12/17/2021 | 12/1/2023

Proof: Design Method ACI 318-11 / Mech.

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in.

Anchor plateR : lx x ly x t = 8.000 in. x 8.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)

Profile: Steel pipe, PIPE3STD; (L x W x T) = 3.500 in. x 3.500 in. x 0.216 in.

Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 12.000 in.

Installation: hammer drilled hole, Installation condition: Dry

Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar

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

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

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

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Pipe Shoe Anchor

Page:

Specifier:

E-Mail:

Date:

3/20/2024

1.1 Design results

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

1 Combination 1 N = 0; Vx = 0; Vy = -146;

Mx = 1,022.000; My = 0.000; Mz = 0.000;

no 31

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

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Pipe Shoe Anchor

Page:

Specifier:

E-Mail:

Date:

3/20/2024

2 Proof I Utilization (Governing Cases)

Design values [lb] Utilization

Loading Proof Load Capacity bN / bV [%] Status Tension Concrete Breakout Failure 1,980 6,562 31 / - OK

Shear Concrete edge failure in direction y- 146 5,085 - / 3 OK

Loading bN bV z Utilization bN,V [%] Status Combined tension and shear loads 0.302 0.029 5/3 14 OK

3 Warnings

• Please consider all details and hints/warnings given in the detailed report!

Fastening meets the design criteria!

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

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Pipe Shoe Anchor

Page:

Specifier:

E-Mail:

Date:

3/20/2024

4 Remarks; Your Cooperation Duties

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

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

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

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

1.3 Anchor Bolt Design

Generator 2018 IBC

Wind= 690 lbs SDC= D EQ*Ω= 319 lbs Ω= 2

Load combination used for the design:

0.9 DL + 1.0 W

(0.9-0.2SDS) if EQ Governs

1 V = 690 lbs 1 V x 0.3= 207 lbs (orthogonal direction) Hc = 3.0 ft. COG = 1.5 ft.

Dc = 2.7 ft. Wc = 4.8 ft.

Wp = 0.9 DL

= 1,120 lbs

MOT = V x COG MOT = V x COG

= 1,046 lb-ft = 314 lb-ft MR = Wp x 1/2 Dc MR = Wp x 1/2 Wc

= 1,493 lb-ft = 2,696 lb-ft

M = MOT - MR M = MOT - MR

= -447 lb-ft = -2,383 lb-ft

Anchor Bolts for Generator

Bolt Number = 4

T (Tension on Bolt) = (M / Dc) / 2 bolts T (Tension on Bolt) = (M / Wc) / 2 bolts = 0 lbs. = 0 lbs.

V (Shear on Bolt) = V / 4 bolts V (Shear on Bolt) = V / 4 bolts = 172 lbs. = 52 lbs.

V

Wp

Hc

T

Dc

Propane Tank -1000 gal 2018 IBC

Wind= 2,070 lbs SDC= D EQ*Ω= 1,541 lbs Ω= 2

Load combination used for the design:

0.9 DL + 1.0 W

(0.9-0.2SDS) if EQ Governs

1 V = 2,070 lbs 1 V x 0.3= 621 lbs (orthogonal direction) Hc = 4.2 ft. COG = 2.1 ft.

Dc = 1.4 ft. Wc = 9.0 ft.

Wp = 0.9 DL

= 5,400 lbs

MOT = V x COG MOT = V x COG

= 4,312 lb-ft = 1,294 lb-ft MR = Wp x 1/2 Dc MR = Wp x 1/2 Wc

= 3,656 lb-ft = 24,300 lb-ft

M = MOT - MR M = MOT - MR

= 656 lb-ft = -23,006 lb-ft

Anchor Bolts for Propane Tank -1000 gal

Bolt Number = 4

T (Tension on Bolt) = (M / Dc) / 2 bolts T (Tension on Bolt) = (M / Wc) / 2 bolts = 242 lbs. = 0 lbs.

V (Shear on Bolt) = V / 4 bolts V (Shear on Bolt) = V / 4 bolts = 517 lbs. = 155 lbs.

V

Wp

Hc

T

Dc

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

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Generator & Propane Tank Anchorage

Page:

Specifier:

E-Mail:

Date:

3/20/2024

Specifier's comments:

1 Input data

Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (3 1/4 ) hnom3

Item number: 2210261 KB-TZ2 1/2x4 1/2 SS304

Effective embedment depth: hef,act = 3.250 in., hnom = 3.750 in.

Material: AISI 304

Evaluation Service Report: ESR-4266

Issued I Valid: 12/17/2021 | 12/1/2023

Proof: Design Method ACI 318-19 / Mech

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in.

Anchor plateR : lx x ly x t = 2.000 in. x 2.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)

Profile: no profile

Base material: cracked concrete, Custom, fc' = 4,500 psi; h = 6.000 in.

Installation: hammer drilled hole, Installation condition: Dry

Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar

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

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

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

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Generator & Propane Tank Anchorage

Page:

Specifier:

E-Mail:

Date:

3/20/2024

1.1 Design results

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

1 Combination 1 N = 242; Vx = 517; Vy = 155;

Mx = 0; My = 0; Mz = 0;

no 17

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

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Generator & Propane Tank Anchorage

Page:

Specifier:

E-Mail:

Date:

3/20/2024

2 Proof I Utilization (Governing Cases)

Design values [lb] Utilization

Loading Proof Load Capacity bN / bV [%] Status Tension Concrete Breakout Failure 242 4,343 6 / - OK

Shear Concrete edge failure in direction y+ 540 3,244 - / 17 OK

Loading bN bV z Utilization bN,V [%] Status Combined tension and shear loads 0.056 0.166 5/3 6 OK

3 Warnings

• Please consider all details and hints/warnings given in the detailed report!

Fastening meets the design criteria!

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

PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Generator & Propane Tank Anchorage

Page:

Specifier:

E-Mail:

Date:

3/20/2024

4 Remarks; Your Cooperation Duties

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

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

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

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

2. Equipment Concrete Pad Design (2018 IBC)

Propane Tank -1000 gal and Ice Shield

Material Properties:

fc' = 4.5 ksi (= Concrete Compressive Stress) c = 150 pcf (= Concrete Unit Weight)

Concrete Pad Dimension:

B = 5.6 ft L = 12.0 ft t = 1.00 ft 12" pad

A = 67.0 ft2

Wc = 10,050 lbs

Stability Check : (in Short Direction)

Equipment Weight = 6,220 lbs 0.7EQ = 743 lbs COG = 2.1 Total Vertical Load, Q = 16,270 lbs 0.6WL = 1,293 lbs

MR = 0.6Q x B/2 MOT = 0.6 x V x COG

= 27.3 kips-ft = 2.7 kips-ft

FS = MR/ MOT

= 10.1 > 1.0 (O.K)

Bearing Pressure Check:

qallow = 1,500 psf e = MOT / Q = 0.2 ft qmax = Q/A (1+6e/B) qmin = Q/A (1-6e/B)

= 286 psf = 200 psf qmax = 286 psf < 1,500 psf (O.K)

Sliding Check :

Vmax= 1,293 lbs f = 0.4

Vresisting= 0.6Q x f

= 3,905 lbs > 1,293 lbs (O.K)

As min. Check : min = 0.0018 (for fy = 60 ksi) try #5 @ 12 inch O.C.

As,req = 0.26 in2 < As = 0.31 in2

(O.K)

L

B t

Specification of Generator & Propane Tank

EC

O

-1

S he et o f 3 Pa rt N am e:

A

5C

R ev is io n:

F D ra w in g

N am e:

A

5C

R ev is io n:

F mu273 Rectangle mu273 Rectangle mu273 Rectangle mu273 Rectangle mu273 Rectangle mu273 Rectangle

ABOVEGROUND

PROPANE STORAGE TANKS

120 - 1000 Gallons

PRESSURE VESSEL CODES & REGISTRATION

• Designed and constructed in accordance with the ASME Section VIII, Division 1 Code

• Registered with the National Board of Boiler & Pressure Vessels Inspectors

• Complies with NFPA 58

• Conforms to specifications set forth by the Railroad Commission of Texas

PAINT SPECIFICATIONS

• Super durable TGIC polyester powder paint for maximum rust protection

• Standard tanks painted Sky White, custom colors available upon request

VESSEL FEATURES

• Tanks fully fitted with RegO valves and Rochester liquid level gauges

• Container pressure rated at 250 PSI @ 400°F

• Vacuum purged

• Stainless steel data plate

• Steel domes (custom colors available upon request)

• #54 liquid level outage valve orifice

PROCESS CONTROL

All welded products are x-rayed and pressure tested @ 325 PSI per ASME Sec VIII, Div 1 requirements, followed by rigorous leak test inspections, both pre and post valving

STORAGE & DISTRIBUTION

Contact Propane Education & Research Council for additional resources and information at propane.com

DOME

Made With Pride Made In the U.S.A.

* Drain **No Drain

Federal, state or local regulations may contain specific applicable requirements for protective coatings and cathodic protection.

The purchaser and installer are responsible for compliance with such federal, state, local and NFPA industry regulations, including, but not limited to, proper purging prior to putting into service. Coating (s) must be continuous, uninterrupted and must comply with local, state or national codes or regulations.

68268**

68270**

68272**

68274** 68303*

68276** 68304*

Part Number

Description

120 Gallon Aboveground Storage Tank

250 Gallon Aboveground Storage Tank

320 Gallon Aboveground Storage Tank

500 Gallon Aboveground Storage Tank

1000 Gallon Aboveground Storage Tank

Water Capacity

Gal/l

454.2

946.3

1211.3

1892.7

3785.4

Outside Diameter

In/mm

24” 609.6

30”

30” 762.0

37.5” 952.5

41” 1041.4

Head Type

Ellip

Hemi

Hemi

Hemi

Hemi

Overall Length In/mm

5’ 8” 1727.2

7’ 10” 2387.6

9’ 7”

9’ 10” 2997.2

15’ 11” 4851.4

Overall Height In/mm

2’ 10 1/4”

3’ 4 3/16” 1020.8

3’ 4 3/16” 1020.8

3’ 11 1/2” 1206.5

4’ 2 15/16” 1293.8

Leg Width In/mm

10 1/8” 257.2

12 3/4” 323.9

12 3/4” 323.9

15”

16 1/4” 412.8

Leg Spacing In/mm

3’ 0” 914.4

3’ 6” 1066.8

4’ 0 1/4” 1225.6

5’ 0”

9’ 0” 2743.2

Weight Lbs/kg

140.6

213.6

256.7

417.3

787.9

Full Load

Per Stack

Quantity

ABOVEGROUND VESSEL DIMENSIONS & SPECIFICATIONS

(All Vessel Dimensions are Approximate)

ABOVEGROUND

PROPANE STORAGE TANKS

120 - 1000 Gallons

MANCHESTER TANK & EQUIPMENT CO. Proudly Made in the U.S.A.

manchestertank.com 49041 07/2020