7-7-MP27002-23464030 Approved Structural-Calcs.pdf

Structural Calculations for

Park City Liquor Store Division of Facilities Construction and Management

May 13, 2026

Project Number: 25116

Scope of Work: Full Structural Design

3750 North Old Highway 40

Park City, Utah

05/13/2026

DIVISION OF FACILITIES

CONSTRUCTION AND

MANAGEMENT

REVIEWED FOR

CODE COMPLIANCE

THOMAS PETERSON

06/16/2026

Section Page Number

Project Design Criteria 1

SEAU Snow Loads 2

ASCE Hazards 4

Gravity Design 7

Lateral Design 61

Foundation Design 151

Calculation Table of Contents

Park City Liquor Store

Project Name:

Location:

Job Number:

Client:

Prepared by:

Date:

Design Criteria (ASCE 7-16) Building Data

Governing Code: 2021 IBC Elevation: 6591 ft Building Length: 159 ft Mean Roof Height: 27.125 ft

Risk Category: II Building Height: 27.125 ft Building Width: 116.5 ft Roof Pitch: 0 /12

Soils/Foundations Criteria

Geotechnical Report: Yes

Soils Report by: Date: 2/12/2025

Report Number: Site Class:

Soil Bearing Capacity: 3,000 psf Increase for Wind/Seismic: 50 % Frost Depth: 42 in

Active: Varies pcf At Rest: Varies pcf Passive: 300 pcf Friction coefficient: 0.40

Lateral Force Resisting System(s): (Table 12.2-1 )

Seismic Design

Design Category: C SS: 0.55 g R: 3.25 5.00 (12.8-2) CT: 0.02

Site Class: C S1: 0.196 g Ω: 2.00 2.50 (12.8-2) x: 0.75

Importance factor, Ie: 1.00 SDS: 0.47 g Cd: 3.25 3.50 Calculated Period, Ta: 0.238 sec

Redundancy factor, ρ: 1.00 SD1: 0.196 g (ASCE 7-16 12.8.1.1) Seismic Response Coefficient Cs: 0.145

Long Period, TL: 8 sec

Wind Design

Ultimate Design Wind Speed: 103 mph (From ASCE Hazards) Importance Factor Iw: 1.00 (Table 1.5-1)

Exposure Classification: C: Open Terrain with Scattered Obstructions Gust Factor, G: 0.85 (26.11)

Enclosure Classification: Fully Enclosed Internal Pressure Coefficient, GCpi: 0.18 ( 26.13-1)

Structure Type: Main Wind Force Resisting System (Buildings) Directionality Factor, Kd: 0.85 (Table 26.6-1)

Ground Elevation Factor, Ke: see note 2 (Table 26.9-1) Topographic Factor, Kzt: 1.00 (26.8.1)

Gravity Design

Snow Loads

Ground Snow Load, Pg: 83 psf Importance Factor, Is: 1.00 (Table 1.5-2)

Exposure of Roof: Partially Exposed Esposure Factor, Ce: 1.00 (Table 7.3-1)

Thermal Condition: All other structures Thermal Factor, Ct: 1.00 (Table 7.3-2)

Sloped Roof Snow Load Ps: 58.1 psf (7.4-1) Slope Factor, Cs: 1.00 (Figure 7.4-1)

Flat Roof Snow Load Pf: 58.1 psf (7.3-1)

Live Loads

Roof Live Loads

(Not Concurrent with Roof Snow Load) 20 psf

Floor Live Loads

50 psf

125 psf

Dead Loads

Roof Dead Load

20 psf

C: Very Dense Soil and Soft Rock3200-007-25

Lateral Soil Pressure Fluid Equivalent Density

Offices

Stock Rooms

Roof

Special Reinforced Masonry Walls / Ordinary Concentric Braces Frames

(From ASCE Hazards) (Table 12.2-1 )

GSH Geotechnical, Inc.

25116

Division of Facilities Construction and Management

Luke Balling

Wednesday, May 13, 2026

Park City Liquor Store

3750 North Old Highway 40 Park City, Utah

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Snow Drift

Drift 1:

Location:

Leeward or Upper roof length, lu: 94 ft (7.7.1 and 7.7.2)

Windward or Lower roof length ll: 25 ft (7.7.1 and 7.7.2)

Elev. differece or projection, ht: 3.5 ft (hc + hb on figure 7.7-2)

Width, W: 22 ft Drift: 29 psf

High to Low Roof

ASCE Hazards Report Address:

Old Highway 40 Park City, Utah 84098

Standard: ASCE/SEI 7-16 Latitude: 40.684155

Risk Category: II Longitude: -111.459362

Soil Class: C - Very Dense Soil and Soft Rock

Elevation: 6602.413759223427 ft

(NAVD 88)

Wind

Results:

Wind Speed 103 Vmph

10-year MRI 74 Vmph

25-year MRI 80 Vmph

50-year MRI 84 Vmph

100-year MRI 89 Vmph

Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Fri Apr 17 2026

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 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years).

Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.

Page 1 of 3https://gis.asce.org/beta-7-22/ Fri Apr 17 2026 https://gis.asce.org/beta-7-22/

SS : 0.55

S1 : 0.196

Fa : 1.28

Fv : 1.5

SMS : 0.704

SM1 : 0.294

SDS : 0.469

SD1 : 0.196

TL : 8

PGA : 0.241

PGA M : 0.289

FPGA : 1.2

Ie : 1

Cv : 0.967

Seismic Design Category: C Design Response Spectrum

S (g) vs T(s)a

MCE Response SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

S (g) vs T(s)a

MCE Vertical Response SpectrumR

S (g) vs T(s)a

Seismic

C - Very Dense Soil and Soft RockSite Soil Class:

Results:

Data Accessed: Fri Apr 17 2026

Date Source:

USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS.

Page 2 of 3https://gis.asce.org/beta-7-22/ Fri Apr 17 2026

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 3 of 3https://gis.asce.org/beta-7-22/ Fri Apr 17 2026

TBSE Inc.

Concrete Footing Design

IBC 2018 / ACI 318-14

Updated: 2020 07 26

Project:

Location/ID:

input

Density 145 pcf

Compressive Strength 4000 psi

Fy 60000 psi

Distance to Centroid of Reinforcing 4 in

Ult. Str. Factor (1.4, 1.2-1.6) 1.4

Column Width 12 in

Wall Thickness 8 in note: for masonry walls thickness = t.mas/2

Concrete Strain Limit 0.003

Spot Continuous

Ftg Width depth Brg Press. Ftg Width depth Brg Press.

3 12 3 2 12 3

4 12 3 3 12 3

5 12 3 4 12 3

6 12 3 5 12 3

7 12 3 6 12 3

8 12 3 7 12 3

9 12 3 8 12 3

10 12 3 9 12 3

11 12 3 10 12 3

12 12 3 11 12 3

Assumptions: Concrete is always normal weight, Density input 0 2, lbf ft 3-

:= Density 145ft 3-lbf= ϕb 0.9:= ϕs 0.75:= ACI 21.2 fc input 1 2, := fc 4000= #3 Bar fy input 2 2, psi:= fy 60.00 ksi= #4 Bar cover input 3 2, in:= cover 4.0 in= #5 Bar

Factor input 4 2, := Factor 1.4= #6 Bar Abar

.11

.20

.31

.44

.60

.79

1.00

1.128 in

#7 Bar

COLb input 6 2, in:= COLb 12 in= #8 Bar

Wall_t input 7 2, in:= Wall_t 8 in= #9 Bar εu input 8 2, := εu 0.003= #10 Bar fc_ if fc 100> 10000, fc, ( ):= (22.5.3.1) fc_ 4000= n2 rows Abar( ):= n2 8= k 0 9..:= j 0 n2 2-..:=

BrgS k input 13 k+ 2, ksf:= Soil Allowable Bearing Pressure for Spot Footing

Con - Footing IBC18 20180726.xmcd 6/24/2024 1 of 5

SIZEs k input 13 k+ 0, ft:= Footing Size d_S_design k input 13 k+ 1, in:= Footing Thickness

BrgC k input 13 k+ 7, ksf:= Soil Allowable Bearing Pressure for Continuous Footing

SIZEc k input 13 k+ 5, ft:= Footing Size d_C_design k input 13 k+ 6, in:= Footing Thickness

Min_ds k

6in:= 13.3.1.2

Min_dc k

6in:= 13.3.1.2

One Way Bending, Shear Requirement (22.5) Minimum d distance is based on 22.5 and equation (22.5.5.1).

Min_ds k jj Min_ds k jj jj 1 in+

Factor BrgS k

SIZEs k

COLb- 2 jj-( ) 0.5 ft ϕs jj 2 fc ft psi>while jj

Vs k

Factor BrgS k

SIZEs k

COLb- 2 Min_ds k

-( ) 0.5 ϕs Min_ds k

( ):= Min_ds

6.0

6.0

6.0

8.0

9.0

10.0

12.0

13.0

15.0

16.0 in

= Vs

38.9

77.8

116.7

106.9

116.7

124.4

116.7

122.6

116.7

121.5 psi

Continuous footing equation as followed: 2 fc psi 126.491 psi=

Min_dc k jj Min_dc

Factor BrgC k

SIZEc k

Wall_t- 2 jj-( ) 0.5 ft ϕs jj 2 fc ft psi>while jj

Vc k

Factor BrgC k

SIZEc k

Wall_t- 2 Min_dc k

-( ) 0.5 ϕs Min_dc k

Two Way Bending, Shear Requirement (22.6)

Minimum d distance is based on 22.6.4.1 and equation (22.6.5.2).

Min_dc

6.0

6.0

6.0

7.0

8.0

9.0

11.0

12.0

14.0

15.0 in

= Vc

13.0

51.9

90.7

105.6

116.7

125.3

116.7

123.1

116.7

121.9 psi

Min_ds k jj Min_ds k( )2 jj COLb+( )

4 fc 4 jj COLb+( ) jj psi ϕs[ ]>while jj

4 fc psi 252.982 psi=

Vc2 k

SIZEs k( )2

Min_ds k

COLb+( )2 ϕs 4 Min_ds

COLb+( ) Min_ds

Use the greater of the Min. d + cover or the desired design depth t_s k max d_S_design k

Min_ds k cover+, ( ):= d_s k t_s k cover-:= t_c k max d_C_design k

Min_dc k cover+, ( ):= d_c k t_c k cover-:=

Min_ds

6.0

6.0

7.0

9.0

11.0

14.0

16.0

18.0

20.0

23.0 in

= Vc2

87.5

178.2

236.8

244.0

250.8

228.1

236.1

243.1

249.1

235.6 psi

Con - Footing IBC18 20180726.xmcd 6/24/2024 2 of 5

Bending Steel (ACI 22.3) β1 if fc 4000< .85, if fc 8000> .65, .85 .05 fc 4000-

:= Table 22.2.2.4.3 β1 0.85=

Mus k

COLb-ft:= Muc k Factor BrgC

SIZEc

Wall_t 2-ft:= aas k fy

2 .85 fc psi ft

Reinf. Conc.

Chp 3 p. 48

(3.3.5) aac k fy

2 .85 fc psi ft

Reinf. Conc.

Chp 3 p. 48

(3.3.5)bbs k fy- d_s k bbc k fy- d_c k ccs k

Mus k ϕb ccc k

Muc k ϕb

"per ft of ftg"Aans k bbs k

- bbs k( )2

4 aas k ccs k

2 aas

:= Aanc bbc k

- bbc k( )2

4 aac k ccc k

2 aac

A18s k

0.0018 1 ft t_s k

:= Min Bending (Table 24.4.3.2) A18c k

0.0018 1 ft t_c k

Analysis vs. Minimum

Abends k if Aans k

A18s k

> Aans k

, A18s k

, ( ):= Mus

2.1

4.7

8.4

13.1

18.9

25.7

33.6

42.5

52.5

63.5 ft kip

= Muc

1.5

3.7

7.1

11.4

16.9

23.3

30.9

39.4

49.1

59.7 ft kip

Abendc k if Aanc k

A18c k

> Aanc k

, A18c k x_s k

Abends k fy

.85 fc psi 12 in β1 := εs k εu x_s k

Min_ds k x_s k x_c k

Abendc k fy

.85 fc psi 12 in β1 := εc k εu x_c k

Min_dc k x_c k εmax 0.004:= 8.3.3.1 warn_As k if εs k εmax< "Too much steel", "Steel OK", ( ):= warn_Ac k if εc k εmax< "Too much steel", "Steel OK", ( ):=

Loads k

SIZEs k( )2

BrgS k

:= Loadc k

SIZEc k

BrgC k s_s k j, Abar j ft

Abends k

:= spacing_c k j, Abar j ft

Abendc k

:= Load_des_s k

Loads k lbf ft t_s k

SIZEs k( )2 numb_s k j, ceil

SIZEs k s_s k j, := numb_c ceil

SIZEc k spacing_c

:= Load_des_c

Loadc k lbf ft t_c k

SIZEc k

Con - Footing IBC18 20180726.xmcd 6/24/2024 3 of 5

Plain Concrete check for continuous footings This section can be deleted to be more conservative.

Sm k

12in( ) t_c k( )2

6:= ϕMn k

0.6 min 5 1.0( ) fc Sm k

0.85 fc Sm psi:= Section 14.5.2.1

Unityp k

Muc k ϕMn k

For continuous footings with bending less than plain concrete bending capacity, use a minimum

#4 bars at 18" o.c.

Amin.p k max Abar

1.5 Aanc

k

, ( ) Unityp k

0.80<if

Abendc k otherwise

Abendc k

Amin.p k

:= spacing_c k j, Abar j ft

Abendc k

FOOTING SUMMARY

Footing Schedule

Square Spot Footings

Size ThicknessCapacity [kip] Number of Reinforcing Bars Check As ft in ASD LRFD #3 #4 #5 #6 #7 #8 #9 in^2

3 12 27.0 37.8 8 4 3 2 2 1 1 Steel OK 0.26

4 12 48.0 67.2 10 6 4 3 2 2 2 Steel OK 0.26

5 12 75.0 105.0 12 7 5 3 3 2 2 Steel OK 0.26

6 13 108.0 151.2 19 10 7 5 4 3 2 Steel OK 0.33

7 15 147.0 205.8 25 14 9 7 5 4 3 Steel OK 0.39

8 18 192.0 268.8 31 17 11 8 6 5 4 Steel OK 0.42

9 20 243.0 340.2 40 22 14 10 8 6 5 Steel OK 0.48

10 22 300.0 420.0 49 27 18 13 9 7 6 Steel OK 0.54

11 24 363.0 508.2 60 33 22 15 11 9 7 Steel OK 0.60

12 27 432.0 604.8 69 38 25 18 13 10 8 Steel OK 0.63

Continuous Footings

Size ThicknessCapacity [plf] Reinforcing Spacing [in] Check As ft in ASD LRFD #3 #4 #5 #6 #7 #8 #9 in^2

2 12 6000 8400 10 18 28 40 54 71 90 Steel OK 0.13

Con - Footing IBC18 20180726.xmcd 6/24/2024 4 of 5

3 12 9000 12600 5 9 14 20 28 37 46 Steel OK 0.26

4 12 12000 16800 5 9 14 20 28 37 46 Steel OK 0.26

5 12 15000 21000 4 7 11 16 22 29 37 Steel OK 0.33

6 12 18000 25200 3 5 8 11 15 19 24 Steel OK 0.49

7 13 21000 29400 2 4 6 9 12 16 20 Steel OK 0.61

8 15 24000 33600 2 4 6 8 11 15 18 Steel OK 0.65

9 16 27000 37800 2 3 5 7 9 12 16 Steel OK 0.77

10 18 30000 42000 2 3 5 6 9 12 15 Steel OK 0.81

11 19 33000 46200 1 3 4 6 8 10 13 Steel OK 0.93

SIZEs ft t_s in

Loads kip numb_s warn_As

Abends in

SIZEc ft t_c in

Loadc plf spacing_c in warn_Ac

Abendc in

Loads Factor kip

Note: As is square inches per foot of footing width.

Temperature steel is required for continuous footing in longitudinal direction use #5 at 12" in longitudinal direction.

Continuous footing longitudinal steel

Number or Reinforcing Bars

#3 #4 #5 #6 #7 #8 #9 SIZEc

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0 ft numb_c

5 3 2 2 1 1 1

8 4 3 2 2 1 1

10 6 4 3 2 2 2

15 9 6 4 3 3 2

27 15 10 7 5 4 3

39 22 14 10 8 6 5

48 27 17 12 9 7 6

63 35 23 16 12 9 7

74 41 27 19 14 11 9

93 51 33 24 17 13 11

Con - Footing IBC18 20180726.xmcd 6/24/2024 5 of 5

WIND LOAD - ASCE 7-16

103 mph, Exposure C, Mean Roof Height = 25.0 ft

Kzt at Base = 1

Kd = 0.85 , Roof Slope 0.0 degrees

Enclosed Building, GCpi = 0.18

WALL COMPONENTS AND CLADDING per ASCE7-16 Figure 30.3-1

GCp by Zone

Zone 4 (+/-) Zone 5 (+/-)

10 ft2

50 ft2 0.90/-0.99 0.90/-1.26

0.79/-0.88 0.79/-1.04

500 ft2 0.63/-0.72 0.63/-0.72

Tributary

Area (ft2)

Wind Pressures (psf) by Zone ()Height

Windward (4,5) Leeward (4) Leeward (5)z (ft) Tributary Area (ft2)Kz Kzt qz (psf)Ke

0 - 25 18.9

16.0

-20.4

-16.0

-25.1

-16.0

0.95 1.00 17.46

16.9 -18.5 -21.3

0.80 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: New WorkSpace

Model: Park City Liquor Store

ASCE 7-16Code:

Date: 05/13/2026

Simpson Strong-Tie® CFS Designer™ 5.2.8.0

Masonry Slender Wall LIC# : KW-06016364, Build:20.24.05.02 TBSE, INC (c) ENERCALC INC 1983-2023

DESCRIPTION: 28ft walls

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

Code References Calculations per TMS 402-16, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16

General Information

Min Allow Out-of-plane Defl Ratio 0.0

=Minimum Vertical Steel % 0.0020

8Nom. Wall Thickness in

Bar Size 5

Actual Thickness

Bar Spacing 16 in

7.625 in

140 pcf=

Rebar "d" distance in

Wall Weight 55.0 psf Wall is grouted at rebar cells only

Temp Diff across thickness deg F=

3.8125

Construction Type : Grouted Hollow Concrete Masonry F'm 2.0 ksi

Fr - Rupture 167.0 psi Lower Level Rebar . . .

Em = f'm * 900.0 Max % of bal. 0.009468=

Block Weight Grout Density

Light Weight

Fy - Yield 60.0 ksi

Calculations per TMS 402-16, IBC 2021, ASCE 7-16

One-Story Wall Dimensions

28.0 B

Roof Attachment

A

Floor Attachment

B Parapet height ft= =Clear Height

Top & Bottom Pinned

A ft

Wall Support Condition

Vertical Loads

6.750

0.10 0.10

Vertical Uniform Loads . . . ( Applied per foot of Strip Width) Ledger Load Concentric Load

DL : Dead k/ft k/ft

Lr : Roof Live Lf : Floor Live S : Snow W : Wind Eccentricity in

Wind Loads : Seismic Loads :

Lateral Loads

20.0

Fp = Wall Wt. * 0.20 = 11.0 psf

Full area WIND load psf Wall Weight Seismic Load Input Method : ASCE seismic factors entered

SDS Value per ASCE 12.11.1 DSS * I = 0.50

DESCRIPTION: 28ft walls

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

DESIGN SUMMARY

Actual Values . . . Allowable Values . . .Governing Load Combination . . .

Axial Load Check +1.20D+0.50S+W ft13.533Location

Max Pu / Ag 18.627 psi

0.05 * f'm 100.0 psi

Reinforcing Limit Check Max Allow As/bd0.005082Actual As/bd 0.009470

Service Deflection Check W Only

Actual Defl. Ratio L/ Allowable Defl. Ratio202 150.0PASS

PASS

Max. Deflection 1.662 in

Max. Allow. Defl. 2.240 in

Moment Capacity Check +1.20D+0.50S+W Max Mu 2.127 k-ft Phi * Mn 3.560 k-ft

Maximum Bending Stress Ratio =0.5973PASS

Top Horizontal W Only Base Horizontal W Only 0.280 k

Maximum Reactions . . .for Load Combination

Results reported for "Strip Width" of 12.0 in

0.280 k

Vertical Reaction +D+S 1.740 k

Moment Values 0.6 *

Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in.

0.05*f'm*b*t Axial Load

Load Combination Phi MnMu k

Pu Mcr As RatioAs rho bal in^2k-ftk k-ftk-ft

Phi Bar 'd'

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00511.00 3.566.204 0.233 0.00911.106 0.901.37+1.20D+0.50W at 13.07 to 14.00 0.00

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00511.00 3.606.204 0.233 0.00911.266 0.901.37+1.20D+1.60S+0.50W at 13.07 to 14.00 0.00

0.00512.12 3.566.204 0.233 0.00911.106 0.901.37+1.20D+W at 13.07 to 14.00 0.00

0.00512.13 3.576.204 0.233 0.00911.156 0.901.37+1.20D+0.50S+W at 13.07 to 14.00 0.00

0.00512.07 3.506.204 0.233 0.00920.829 0.901.37+0.90D+W at 13.07 to 14.00 0.00

0.00511.10 3.576.204 0.233 0.00911.126 0.901.37+1.20D+0.20S+E at 13.07 to 14.00 0.00

0.00511.09 3.506.204 0.233 0.00920.829 0.901.37+0.90D+E at 13.07 to 14.00 0.00

Moment Values DeflectionsStiffness

Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in.

Axial Load Load Combination I crackedMactualPu Mcr Defl. Ratio in^4k-ft k-ft in^4 in^4 ink DeflectionI effectiveI gross

0.00.0000.00 0.000.000 0.0000.000.00

0.00.0000.00 0.000.000 0.0000.000.00

0.00.0000.00 0.000.000 0.0000.000.00

1,353.00.2481.19 34.000.921 376.000376.001.37+D+0.60W at 13.07 to 14.00 1,804.00.1860.89 34.000.921 376.000376.001.37+D+0.450W at 13.07 to 14.00 1,801.60.1860.89 34.120.996 376.000376.001.37+D+0.750S+0.450W at 13.07 to 14.00 1,361.10.2471.18 33.360.553 376.000376.001.37+0.60D+0.60W at 13.07 to 14.00 2,108.50.1590.76 34.000.921 376.000376.001.37+D+0.70E at 13.07 to 14.00 2,807.70.1200.57 34.120.996 376.000376.001.37+D+0.750S+0.5250E at 13.07 to 14.00 2,121.20.1580.76 33.360.553 376.000376.001.37+0.60D+0.70E at 13.07 to 14.00

0.00.0000.00 0.000.000 0.0000.000.00

202.11.6621.96 32.410.000 36.555376.001.37W Only at 14.00 to 14.93

1,498.20.2241.08 32.410.000 376.000376.001.37E Only at 14.00 to 14.93

Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal

Base HorizontalLoad Combination

D Only 0.0 0.00 1.640k k k

DESCRIPTION: 28ft walls

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

+D+S 0.0 0.00 1.740k k k

+D+0.750S 0.0 0.00 1.715k k k

+D+0.60W 0.2 0.17 1.640k k k

Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal

Base HorizontalLoad Combination

+D+0.450W 0.1 0.13 1.640k k k

+D+0.750S+0.450W 0.1 0.13 1.715k k k

+0.60D+0.60W 0.2 0.17 0.984k k k

+D+0.70E 0.1 0.11 1.640k k k

+D+0.750S+0.5250E 0.1 0.08 1.715k k k

+0.60D+0.70E 0.1 0.11 0.984k k k

S Only 0.0 0.00 0.100k k k

W Only 0.3 0.28 0.000k k k

E Only 0.2 0.15 0.000k k k

DESCRIPTION: 25ft walls

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

Code References Calculations per TMS 402-16, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16

General Information

Min Allow Out-of-plane Defl Ratio 0.0

=Minimum Vertical Steel % 0.0020

8Nom. Wall Thickness in

Bar Size 5

Actual Thickness

Bar Spacing 32 in

7.625 in

140 pcf=

Rebar "d" distance in

Wall Weight 43.0 psf Wall is grouted at rebar cells only

Temp Diff across thickness deg F=

3.8125

Construction Type : Grouted Hollow Concrete Masonry F'm 2.0 ksi

Fr - Rupture 167.0 psi Lower Level Rebar . . .

Em = f'm * 900.0 Max % of bal. 0.009369=

Block Weight Grout Density

Light Weight

Fy - Yield 60.0 ksi

Calculations per TMS 402-16, IBC 2021, ASCE 7-16

One-Story Wall Dimensions

25.0 B

Roof Attachment

A

Floor Attachment

B Parapet height ft= =Clear Height

Top & Bottom Pinned

A ft

Wall Support Condition

Vertical Loads

6.750

0.420 1.50

Vertical Uniform Loads . . . ( Applied per foot of Strip Width) Ledger Load Concentric Load

DL : Dead k/ft k/ft

Lr : Roof Live Lf : Floor Live S : Snow W : Wind Eccentricity in

Wind Loads : Seismic Loads :

Lateral Loads

20.0

Fp = Wall Wt. * 0.1876 = 8.067 psf

Full area WIND load psf Wall Weight Seismic Load Input Method : ASCE seismic factors entered

SDS Value per ASCE 12.11.1 DSS * I = 0.4690

DESCRIPTION: 25ft walls

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

DESIGN SUMMARY

Actual Values . . . Allowable Values . . .Governing Load Combination . . .

Axial Load Check +1.20D+0.50S+W ft12.083Location

Max Pu / Ag 42.254 psi

0.05 * f'm 100.0 psi

Reinforcing Limit Check Max Allow As/bd0.002541Actual As/bd 0.009369

Service Deflection Check W Only

Actual Defl. Ratio L/ Allowable Defl. Ratio269 150.0PASS

PASS

Max. Deflection 1.115 in

Max. Allow. Defl. 2.0 in

Moment Capacity Check +0.90D+W Max Mu 1.641 k-ft Phi * Mn 1.948 k-ft

Maximum Bending Stress Ratio =0.8427PASS

Top Horizontal W Only Base Horizontal W Only 0.250 k

Maximum Reactions . . .for Load Combination

Results reported for "Strip Width" of 12.0 in

0.250 k

Vertical Reaction +D+S 2.995 k

Moment Values 0.6 *

Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in.

0.05*f'm*b*t Axial Load

Load Combination Phi MnMu k

Pu Mcr As RatioAs rho bal in^2k-ftk k-ftk-ft

Phi Bar 'd'

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00250.79 2.034.596 0.116 0.00911.192 0.901.25+1.20D+0.50W at 11.67 to 12.50 0.00

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00250.82 2.644.596 0.116 0.00823.592 0.901.25+1.20D+1.60S+0.50W at 11.67 to 12.50 0.00

0.00251.68 2.034.596 0.116 0.00911.192 0.901.25+1.20D+W at 11.67 to 12.50 0.00

0.00251.79 2.234.596 0.116 0.00881.942 0.901.25+1.20D+0.50S+W at 11.67 to 12.50 0.00

0.00251.64 1.964.596 0.116 0.00920.894 0.901.25+0.90D+W at 11.67 to 12.50 0.00

0.00250.64 2.114.596 0.116 0.00901.492 0.901.25+1.20D+0.20S+E at 11.67 to 12.50 0.00

0.00250.64 1.964.596 0.116 0.00920.894 0.901.25+0.90D+E at 11.67 to 12.50 0.00

Moment Values DeflectionsStiffness

Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in.

Axial Load Load Combination I crackedMactualPu Mcr Defl. Ratio in^4k-ft k-ft in^4 in^4 ink DeflectionI effectiveI gross

0.00.0000.00 0.000.000 0.0000.000.00

0.00.0000.00 0.000.000 0.0000.000.00

0.00.0000.00 0.000.000 0.0000.000.00

1,732.00.1730.95 20.920.993 342.400342.401.25+D+0.60W at 11.67 to 12.50 2,309.30.1300.71 20.920.993 342.400342.401.25+D+0.450W at 11.67 to 12.50 2,270.20.1320.72 23.262.118 342.400342.401.25+D+0.750S+0.450W at 11.67 to 12.50 1,742.00.1720.94 20.080.596 342.400342.401.25+0.60D+0.60W at 11.67 to 12.50 3,680.60.0820.45 20.920.993 342.400342.401.25+D+0.70E at 11.67 to 12.50 4,824.50.0620.34 23.262.118 342.400342.401.25+D+0.750S+0.5250E at 11.67 to 12.50 3,701.90.0810.44 20.080.596 342.400342.401.25+0.60D+0.70E at 11.67 to 12.50

0.00.0000.00 0.000.000 0.0000.000.00

269.01.1151.56 18.780.000 23.599342.401.25W Only at 12.50 to 13.33

2,613.70.1150.63 18.780.000 342.400342.401.25E Only at 12.50 to 13.33

Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal

Base HorizontalLoad Combination

D Only 0.0 0.00 1.495k k k

DESCRIPTION: 25ft walls

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

+D+S 0.0 0.00 2.995k k k

+D+0.750S 0.0 0.00 2.620k k k

+D+0.60W 0.1 0.15 1.495k k k

Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal

Base HorizontalLoad Combination

+D+0.450W 0.1 0.11 1.495k k k

+D+0.750S+0.450W 0.1 0.11 2.620k k k

+0.60D+0.60W 0.1 0.15 0.897k k k

+D+0.70E 0.1 0.07 1.495k k k

+D+0.750S+0.5250E 0.1 0.05 2.620k k k

+0.60D+0.70E 0.1 0.07 0.897k k k

S Only 0.0 0.00 1.500k k k

W Only 0.3 0.25 0.000k k k

E Only 0.1 0.10 0.000k k k

Steel Beam

DESCRIPTION: OUT OF PLANE WIND HSS BEAM

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

CODE REFERENCES

Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading

Uniform Load : W = 0.030 ksf, Tributary Width = 5.0 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.174 : 1

Load Combination +D+0.60W

Span # where maximum occurs Span # 1

0.8051 k Mn / Omega : Allowable 17.939 k-ft Vn/Omega : Allowable

HSS6x3x1/4Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+0.60W

44.376 k

Section used for this span HSS6x3x1/4 Ma : Applied

Maximum Shear Stress Ratio = 0.018 : 1

0.000 ft

3.120 k-ft Va : Applied

0 <360

Ratio = 0 <240.0

Maximum Deflection Max Downward Transient Deflection 0.397 in 468Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.275 in Ratio = >=240.

Max Upward Total Deflection 0 in

Span: 1 : W Only n/a Span: 1 : +D+0.60W n/a

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only

Dsgn. L = 15.46 ft 1 0.023 0.002 0.42 0.42 29.96 17.94 1.00 1.00 0.11 74.11 44.38 Dsgn. L = 0.04 ft 1 0.000 0.002 0.00 0.00 29.96 17.94 1.00 1.00 0.11 74.11 44.38

+D+0.60W Dsgn. L = 15.46 ft 1 0.174 0.018 3.12 3.12 29.96 17.94 1.00 1.00 0.81 74.11 44.38 Dsgn. L = 0.04 ft 1 0.002 0.018 0.04 0.04 29.96 17.94 1.00 1.00 0.81 74.11 44.38

+D+0.450W Dsgn. L = 15.46 ft 1 0.136 0.014 2.44 2.44 29.96 17.94 1.00 1.00 0.63 74.11 44.38 Dsgn. L = 0.04 ft 1 0.002 0.014 0.03 0.03 29.96 17.94 1.00 1.00 0.63 74.11 44.38

+0.60D+0.60W Dsgn. L = 15.46 ft 1 0.165 0.017 2.95 2.95 29.96 17.94 1.00 1.00 0.76 74.11 44.38 Dsgn. L = 0.04 ft 1 0.002 0.017 0.03 0.03 29.96 17.94 1.00 1.00 0.76 74.11 44.38

+0.60D Dsgn. L = 15.46 ft 1 0.014 0.001 0.25 0.25 29.96 17.94 1.00 1.00 0.06 74.11 44.38 Dsgn. L = 0.04 ft 1 0.000 0.001 0.00 0.00 29.96 17.94 1.00 1.00 0.06 74.11 44.38

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

W Only 1 0.3969 7.794 0.0000 0.000

DESCRIPTION: OUT OF PLANE WIND HSS BEAM

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

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

Max Upward from all Load Conditions 1.163 1.163 Max Upward from Load Combinations 0.805 0.805 Max Upward from Load Cases 1.163 1.163 D Only 0.108 0.108 +D+0.60W 0.805 0.805 +D+0.450W 0.631 0.631 +0.60D+0.60W 0.762 0.762 +0.60D 0.065 0.065 W Only 1.163 1.163

Calculations LIC# : KW-06016364, Build:20.23.11.13 TBSE, INC (c) ENERCALC INC 1983-2023

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

DESCRIPTION: 28ft walls

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

Code References Calculations per TMS 402-16, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16

General Information

Min Allow Out-of-plane Defl Ratio 0.0

=Minimum Vertical Steel % 0.0020

8Nom. Wall Thickness in

Bar Size 5

Actual Thickness

Bar Spacing 16 in

7.625 in

140 pcf=

Rebar "d" distance in

Wall Weight 55.0 psf Wall is grouted at rebar cells only

Temp Diff across thickness deg F=

3.8125

Construction Type : Grouted Hollow Concrete Masonry F'm 2.0 ksi

Fr - Rupture 167.0 psi Lower Level Rebar . . .

Em = f'm * 900.0 Max % of bal. 0.009468=

Block Weight Grout Density

Light Weight

Fy - Yield 60.0 ksi

Calculations per TMS 402-16, IBC 2021, ASCE 7-16

One-Story Wall Dimensions

28.0 B

Roof Attachment

A

Floor Attachment

B Parapet height ft= =Clear Height

Top & Bottom Pinned

A ft

Wall Support Condition

Vertical Loads

6.750

0.10 0.10

Vertical Uniform Loads . . .( Applied per foot of Strip Width) Ledger Load Concentric Load

DL : Dead k/ft k/ft

Lr : Roof Live Lf : Floor Live S : Snow W : Wind Eccentricity in

Wind Loads : Seismic Loads :

Lateral Loads

20.0

Fp = Wall Wt. * 0.20 = 11.0 psf

Full area WIND load psf Wall Weight Seismic Load Input Method :ASCE seismic factors entered

SDS Value per ASCE 12.11.1 DSS * I = 0.50

DESCRIPTION: 28ft walls

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

DESIGN SUMMARY

Actual Values . . . Allowable Values . . .Governing Load Combination . . .

Axial Load Check +1.20D+0.50S+W ft13.533Location

Max Pu / Ag 18.627 psi

0.05 * f'm 100.0 psi

Reinforcing Limit Check Max Allow As/bd0.005082Actual As/bd 0.009470

Service Deflection Check W Only

Actual Defl. Ratio L/ Allowable Defl. Ratio202 150.0PASS

PASS

Max. Deflection 1.662 in

Max. Allow. Defl. 2.240 in

Moment Capacity Check +1.20D+0.50S+W Max Mu 2.127 k-ft Phi * Mn 3.560 k-ft

Maximum Bending Stress Ratio =0.5973PASS

Top Horizontal W Only Base Horizontal W Only 280.001 k

Maximum Reactions . . .for Load Combination

Results reported for "Strip Width" of 12.0 in

279.999 k

Vertical Reaction +D+S 1.740 k

Moment Values 0.6 *

Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in.

0.05*f'm*b*t Axial Load

Load Combination Phi MnMu k

Pu Mcr As RatioAs rho bal in^2k-ftk k-ftk-ft

Phi Bar 'd'

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00511.00 3.566.204 0.233 0.00911.106 0.901.37+1.20D+0.50W at 13.07 to 14.00 0.00

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00511.00 3.606.204 0.233 0.00911.266 0.901.37+1.20D+1.60S+0.50W at 13.07 to 14.00 0.00

0.00512.12 3.566.204 0.233 0.00911.106 0.901.37+1.20D+W at 13.07 to 14.00 0.00

0.00512.13 3.576.204 0.233 0.00911.156 0.901.37+1.20D+0.50S+W at 13.07 to 14.00 0.00

0.00512.07 3.506.204 0.233 0.00920.829 0.901.37+0.90D+W at 13.07 to 14.00 0.00

0.00511.10 3.576.204 0.233 0.00911.126 0.901.37+1.20D+0.20S+E at 13.07 to 14.00 0.00

0.00511.09 3.506.204 0.233 0.00920.829 0.901.37+0.90D+E at 13.07 to 14.00 0.00

Moment Values DeflectionsStiffness

Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in.

Axial Load Load Combination I crackedMactualPu Mcr Defl. Ratio in^4k-ft k-ft in^4 in^4 ink DeflectionI effectiveI gross

0.00.0000.00 0.000.000 0.0000.000.00

0.00.0000.00 0.000.000 0.0000.000.00

0.00.0000.00 0.000.000 0.0000.000.00

1,353.00.2481.19 34.000.921 376.000376.001.37+D+0.60W at 13.07 to 14.00 1,804.00.1860.89 34.000.921 376.000376.001.37+D+0.450W at 13.07 to 14.00 1,801.60.1860.89 34.120.996 376.000376.001.37+D+0.750S+0.450W at 13.07 to 14.00 1,361.10.2471.18 33.360.553 376.000376.001.37+0.60D+0.60W at 13.07 to 14.00 2,108.50.1590.76 34.000.921 376.000376.001.37+D+0.70E at 13.07 to 14.00 2,807.70.1200.57 34.120.996 376.000376.001.37+D+0.750S+0.5250E at 13.07 to 14.00 2,121.20.1580.76 33.360.553 376.000376.001.37+0.60D+0.70E at 13.07 to 14.00

0.00.0000.00 0.000.000 0.0000.000.00

202.11.6621.96 32.410.000 36.555376.001.37W Only at 14.00 to 14.93

1,498.20.2241.08 32.410.000 376.000376.001.37E Only at 14.00 to 14.93

Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal

Base HorizontalLoad Combination

D Only 0.0 0.00 1.640k k k

DESCRIPTION: 28ft walls

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

+D+S 0.0 0.00 1.740k k k

+D+0.750S 0.0 0.00 1.715k k k

+D+0.60W 0.2 0.17 1.640k k k

Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal

Base HorizontalLoad Combination

+D+0.450W 0.1 0.13 1.640k k k

+D+0.750S+0.450W 0.1 0.13 1.715k k k

+0.60D+0.60W 0.2 0.17 0.984k k k

+D+0.70E 0.1 0.11 1.640k k k

+D+0.750S+0.5250E 0.1 0.08 1.715k k k

+0.60D+0.70E 0.1 0.11 0.984k k k

S Only 0.0 0.00 0.100k k k

W Only 0.3 0.28 0.000k k k

E Only 0.2 0.15 0.000k k k

DESCRIPTION: 25ft walls

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

Code References Calculations per TMS 402-16, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16

General Information

Min Allow Out-of-plane Defl Ratio 0.0

=Minimum Vertical Steel % 0.0020

8Nom. Wall Thickness in

Bar Size 5

Actual Thickness

Bar Spacing 32 in

7.625 in

140 pcf=

Rebar "d" distance in

Wall Weight 43.0 psf Wall is grouted at rebar cells only

Temp Diff across thickness deg F=

3.8125

Construction Type : Grouted Hollow Concrete Masonry F'm 2.0 ksi

Fr - Rupture 167.0 psi Lower Level Rebar . . .

Em = f'm * 900.0 Max % of bal. 0.009369=

Block Weight Grout Density

Light Weight

Fy - Yield 60.0 ksi

Calculations per TMS 402-16, IBC 2021, ASCE 7-16

One-Story Wall Dimensions

25.0 B

Roof Attachment

A

Floor Attachment

B Parapet height ft= =Clear Height

Top & Bottom Pinned

A ft

Wall Support Condition

Vertical Loads

6.750

0.420 1.50

Vertical Uniform Loads . . .( Applied per foot of Strip Width) Ledger Load Concentric Load

DL : Dead k/ft k/ft

Lr : Roof Live Lf : Floor Live S : Snow W : Wind Eccentricity in

Wind Loads : Seismic Loads :

Lateral Loads

20.0

Fp = Wall Wt. * 0.1876 = 8.067 psf

Full area WIND load psf Wall Weight Seismic Load Input Method :ASCE seismic factors entered

SDS Value per ASCE 12.11.1 DSS * I = 0.4690

DESCRIPTION: 25ft walls

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

DESIGN SUMMARY

Actual Values . . . Allowable Values . . .Governing Load Combination . . .

Axial Load Check +1.20D+0.50S+W ft12.083Location

Max Pu / Ag 42.254 psi

0.05 * f'm 100.0 psi

Reinforcing Limit Check Max Allow As/bd0.002541Actual As/bd 0.009369

Service Deflection Check W Only

Actual Defl. Ratio L/ Allowable Defl. Ratio269 150.0PASS

PASS

Max. Deflection 1.115 in

Max. Allow. Defl. 2.0 in

Moment Capacity Check +0.90D+W Max Mu 1.641 k-ft Phi * Mn 1.948 k-ft

Maximum Bending Stress Ratio =0.8427PASS

Top Horizontal W Only Base Horizontal W Only 250.0 k

Maximum Reactions . . .for Load Combination

Results reported for "Strip Width" of 12.0 in

250.0 k

Vertical Reaction +D+S 2.995 k

Moment Values 0.6 *

Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in.

0.05*f'm*b*t Axial Load

Load Combination Phi MnMu k

Pu Mcr As RatioAs rho bal in^2k-ftk k-ftk-ft

Phi Bar 'd'

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00250.79 2.034.596 0.116 0.00911.192 0.901.25+1.20D+0.50W at 11.67 to 12.50 0.00

0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00

0.00250.82 2.644.596 0.116 0.00823.592 0.901.25+1.20D+1.60S+0.50W at 11.67 to 12.50 0.00

0.00251.68 2.034.596 0.116 0.00911.192 0.901.25+1.20D+W at 11.67 to 12.50 0.00

0.00251.79 2.234.596 0.116 0.00881.942 0.901.25+1.20D+0.50S+W at 11.67 to 12.50 0.00

0.00251.64 1.964.596 0.116 0.00920.894 0.901.25+0.90D+W at 11.67 to 12.50 0.00

0.00250.64 2.114.596 0.116 0.00901.492 0.901.25+1.20D+0.20S+E at 11.67 to 12.50 0.00

0.00250.64 1.964.596 0.116 0.00920.894 0.901.25+0.90D+E at 11.67 to 12.50 0.00

Moment Values DeflectionsStiffness

Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in.

Axial Load Load Combination I crackedMactualPu Mcr Defl. Ratio in^4k-ft k-ft in^4 in^4 ink DeflectionI effectiveI gross

0.00.0000.00 0.000.000 0.0000.000.00

0.00.0000.00 0.000.000 0.0000.000.00

0.00.0000.00 0.000.000 0.0000.000.00

1,732.00.1730.95 20.920.993 342.400342.401.25+D+0.60W at 11.67 to 12.50 2,309.30.1300.71 20.920.993 342.400342.401.25+D+0.450W at 11.67 to 12.50 2,270.20.1320.72 23.262.118 342.400342.401.25+D+0.750S+0.450W at 11.67 to 12.50 1,742.00.1720.94 20.080.596 342.400342.401.25+0.60D+0.60W at 11.67 to 12.50 3,680.60.0820.45 20.920.993 342.400342.401.25+D+0.70E at 11.67 to 12.50 4,824.50.0620.34 23.262.118 342.400342.401.25+D+0.750S+0.5250E at 11.67 to 12.50 3,701.90.0810.44 20.080.596 342.400342.401.25+0.60D+0.70E at 11.67 to 12.50

0.00.0000.00 0.000.000 0.0000.000.00

269.01.1151.56 18.780.000 23.599342.401.25W Only at 12.50 to 13.33

2,613.70.1150.63 18.780.000 342.400342.401.25E Only at 12.50 to 13.33

Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal

Base HorizontalLoad Combination

D Only 0.0 0.00 1.495k k k

DESCRIPTION: 25ft walls

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

+D+S 0.0 0.00 2.995k k k

+D+0.750S 0.0 0.00 2.620k k k

+D+0.60W 0.1 0.15 1.495k k k

Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal

Base HorizontalLoad Combination

+D+0.450W 0.1 0.11 1.495k k k

+D+0.750S+0.450W 0.1 0.11 2.620k k k

+0.60D+0.60W 0.1 0.15 0.897k k k

+D+0.70E 0.1 0.07 1.495k k k

+D+0.750S+0.5250E 0.1 0.05 2.620k k k

+0.60D+0.70E 0.1 0.07 0.897k k k

S Only 0.0 0.00 1.500k k k

W Only 0.3 0.25 0.000k k k

E Only 0.1 0.10 0.000k k k

DESCRIPTION: HSS8x6x¼ Out of plane wind at curtain wall

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

CODE REFERENCES

Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)

Material Properties Analysis Method :

ksi Bending Axis : Minor Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading

Uniform Load : W = 0.0250 ksf, Tributary Width = 12.0 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.191 : 1

Load Combination +D+0.60W

Span # where maximum occurs Span # 1

1.569 k Mn / Omega : Allowable 31.784 k-ft Vn/Omega : Allowable

HSS8x6x1/4Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+0.60W

44.376 k

Section used for this span HSS8x6x1/4 Ma : Applied

Maximum Shear Stress Ratio = 0.035 : 1

0.000 ft

6.079 k-ft Va : Applied

0 <360

Ratio = 0 <240.0

Maximum Deflection Max Downward Transient Deflection 0.371 in 501Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.250 in Ratio = >=240.

Max Upward Total Deflection 0 in

Span: 1 : W Only n/a Span: 1 : +D+0.60W n/a

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnyMa Max Mny/Omega Cb Va MaxMny Vny/OmegaSegment Length D Only

Dsgn. L = 15.46 ft 1 0.021 0.004 0.67 0.67 53.08 31.78 1.00 1.00 0.17 74.11 44.38 Dsgn. L = 0.04 ft 1 0.000 0.004 0.01 0.01 53.08 31.78 1.00 1.00 0.17 74.11 44.38

+D+0.60W Dsgn. L = 15.46 ft 1 0.191 0.035 6.08 6.08 53.08 31.78 1.00 1.00 1.57 74.11 44.38 Dsgn. L = 0.04 ft 1 0.002 0.035 0.07 0.07 53.08 31.78 1.00 1.00 1.57 74.11 44.38

+D+0.450W Dsgn. L = 15.46 ft 1 0.149 0.027 4.73 4.73 53.08 31.78 1.00 1.00 1.22 74.11 44.38 Dsgn. L = 0.04 ft 1 0.002 0.027 0.05 0.05 53.08 31.78 1.00 1.00 1.22 74.11 44.38

+0.60D+0.60W Dsgn. L = 15.46 ft 1 0.183 0.034 5.81 5.81 53.08 31.78 1.00 1.00 1.50 74.11 44.38 Dsgn. L = 0.04 ft 1 0.002 0.034 0.07 0.07 53.08 31.78 1.00 1.00 1.50 74.11 44.38

+0.60D Dsgn. L = 15.46 ft 1 0.013 0.002 0.40 0.40 53.08 31.78 1.00 1.00 0.10 74.11 44.38 Dsgn. L = 0.04 ft 1 0.000 0.002 0.00 0.00 53.08 31.78 1.00 1.00 0.10 74.11 44.38

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

W Only 1 0.3708 7.794 0.0000 0.000

DESCRIPTION: HSS8x6x¼ Out of plane wind at curtain wall

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

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

Max Upward from all Load Conditions 2.325 2.325 Max Upward from Load Combinations 1.569 1.569 Max Upward from Load Cases 2.325 2.325 D Only 0.174 0.174 +D+0.60W 1.569 1.569 +D+0.450W 1.220 1.220 +0.60D+0.60W 1.499 1.499 +0.60D 0.104 0.104 W Only 2.325 2.325

DESCRIPTION: HSS16x8x3/8 Out of plane wind at curtain wall at Side

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

CODE REFERENCES

Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)

Material Properties Analysis Method :

ksi Bending Axis : Minor Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading

Uniform Load : W = 0.0250 ksf, Tributary Width = 12.0 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.386 : 1

Load Combination +D+0.60W

Span # where maximum occurs Span # 1

4.286 k Mn / Omega : Allowable 99.885 k-ft Vn/Omega : Allowable

HSS16x8x3/8Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+0.60W

87.183 k

Section used for this span HSS16x8x3/8 Ma : Applied

Maximum Shear Stress Ratio = 0.049 : 1

0.000 ft

38.572 k-ft Va : Applied

0 <360

Ratio = 0 <240.0

Maximum Deflection Max Downward Transient Deflection 0.910 in 474Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 1.722 in Ratio = >=240.

Max Upward Total Deflection 0 in

Span: 1 : +0.420W n/a Span: 1 : +D+0.60W n/a

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnyMa Max Mny/Omega Cb Va MaxMny Vny/OmegaSegment Length D Only

Dsgn. L = 36.00 ft 1 0.094 0.012 9.41 9.41 166.81 99.88 1.00 1.00 1.05 145.60 87.18 +D+0.60W

Dsgn. L = 36.00 ft 1 0.386 0.049 38.57 38.57 166.81 99.88 1.00 1.00 4.29 145.60 87.18 +D+0.450W

Dsgn. L = 36.00 ft 1 0.313 0.040 31.28 31.28 166.81 99.88 1.00 1.00 3.48 145.60 87.18 +0.60D+0.60W

Dsgn. L = 36.00 ft 1 0.348 0.044 34.81 34.81 166.81 99.88 1.00 1.00 3.87 145.60 87.18 +0.60D

Dsgn. L = 36.00 ft 1 0.057 0.007 5.65 5.65 166.81 99.88 1.00 1.00 0.63 145.60 87.18

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

+D+0.60W 1 1.7221 18.103 0.0000 0.000

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

Max Upward from all Load Conditions 5.400 5.400 Max Upward from Load Combinations 4.286 4.286 Max Upward from Load Cases 5.400 5.400 D Only 1.046 1.046 +D+0.60W 4.286 4.286

DESCRIPTION: HSS16x8x3/8 Out of plane wind at curtain wall at Side

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

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

+D+0.450W 3.476 3.476 +0.60D+0.60W 3.867 3.867 +0.60D 0.627 0.627 W Only 5.400 5.400

DESCRIPTION: HSS3x3x¼ Out of plane wind at curtain wall at Side

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

CODE REFERENCES

Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)

Material Properties Analysis Method :

ksi Bending Axis : Minor Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

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

Uniform Load : W = 0.020 ksf, Tributary Width = 6.0 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.206 : 1

Load Combination +0.60W

Span # where maximum occurs Span # 1

0.5250 k Mn / Omega : Allowable 6.188 k-ft Vn/Omega : Allowable

HSS3x3x1/4Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +0.60W

19.262 k

Section used for this span HSS3x3x1/4 Ma : Applied

Maximum Shear Stress Ratio = 0.027 : 1

0.000 ft

1.276 k-ft Va : Applied

0 <240.0

Ratio = 0 <240.0

Maximum Deflection Max Downward Transient Deflection 0.117 in 1,494Ratio = >=240.

Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0 in Ratio = <240.0 Max Upward Total Deflection 0 in

Span: 1 : +0.420W n/a n/a n/a

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnyMa Max Mny/Omega Cb Va MaxMny Vny/OmegaSegment Length

Dsgn. L = 14.58 ft 1 0.000 10.33 6.19 1.00 1.00 -0.00 32.17 19.26 +0.60W

Dsgn. L = 14.58 ft 1 0.206 0.027 0.64 -1.28 1.28 10.33 6.19 1.00 1.00 0.52 32.17 19.26 +0.450W

Dsgn. L = 14.58 ft 1 0.155 0.020 0.48 -0.96 0.96 10.33 6.19 1.00 1.00 0.39 32.17 19.26

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

+0.420W 1 0.1171 7.333 0.0000 0.000

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

Max Upward from all Load Conditions 0.875 0.875 Max Upward from Load Combinations 0.525 0.525 Max Upward from Load Cases 0.875 0.875 +0.60W 0.525 0.525 +0.450W 0.394 0.394 W Only 0.875 0.875

DESCRIPTION: HSS8x6x¼ Out of plane wind at Entrance Canopy

Project File: Park City LS.ec6

Project Title: Park City Liquor Store Engineer: Luke Balling Project ID: 25116 Project Descr: Division of Facilities Construction and

Management

CODE REFERENCES

Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)

Material Properties Analysis Method :

ksi Bending Axis : Minor Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading

Uniform Load : W = 0.0250 ksf, Tributary Width = 12.0 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.297 : 1

Load Combination +D+0.60W

Span # where maximum occurs Span # 1

1.956 k Mn / Omega : Allowable 31.784 k-ft Vn/Omega : Allowable

HSS8x6x1/4Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+0.60W

44.376 k

Section used for this span HSS8x6x1/4 Ma : Applied

Maximum Shear Stress Ratio = 0.044 : 1

0.000 ft

9.454 k-ft Va : Applied

0 <360

Ratio = 0 <240.0

Maximum Deflection Max Downward Transient Deflection 0.377 in 615Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.605 in Ratio = >=240.

Max Upward Total Deflection 0 in

Span: 1 : +0.420W n/a Span: 1 : +D+0.60W n/a

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnyMa Max Mny/Omega Cb Va MaxMny Vny/OmegaSegment Length D Only

Dsgn. L = 19.33 ft 1 0.033 0.005 1.05 1.05 53.08 31.78 1.00 1.00 0.22 74.11 44.38 +D+0.60W

Dsgn. L = 19.33 ft 1 0.297 0.044 9.45 9.45 53.08 31.78 1.00 1.00 1.96 74.11 44.38 +D+0.450W

Dsgn. L = 19.33 ft 1 0.231 0.034 7.35 7.35 53.08 31.78 1.00 1.00 1.52 74.11 44.38 +0.60D+0.60W

Dsgn. L = 19.33 ft 1 0.284 0.042 9.04 9.04 53.08 31.78 1.00 1.00 1.87 74.11 44.38 +0.60D

Dsgn. L =…