5-MP26045-22236510 Approved Structural-Calcs.pdf

STRUCTURAL CALCULATIONS

Project:

DNR GSL Marina Water Line Replacement

13312 W. 1075 S

Magna, UT 84044

Project Number: 12759

Prepared For:

DFCM

4315 S 2700 W, 3rd Floor

Taylorsville, UT 84129

Date:

February 2025

Prepared By:

Rod Martinez, EIT

Reviewed By:

Cody J. Santos, PE, SE

Ensign Engineering

45 West 10000 South, Suite 500

Sandy, Utah 84070

P: (801) 255-0529

F: (801) 255-4449

DIVISION OF FACILITIES

CONSTRUCTION AND

MANAGEMENT

REVIEWED FOR

CODE COMPLIANCE

Thomas W Peterson

03/31/2025

Project: DNR GSL Marina Water Line Replacement Project No.: 12759

By: Rod Martinez, EIT Checked By: CJS

Date: February 2025

GENERAL PROJECT INFORMATION

Client: DFCM

Project: DNR GSL Marina Water Line Replacement

Project Address: Magna, UT 84044

Latitude: 40.733 North (Approximate)

Longitude: -112.207 West (Approximate)

Elevation above Sea Level: 4,208 ft

PROJECT DESCRIPTION

GENERAL DESIGN CRITERIA

Structure Type: Building Height, hn (ft) 19

Design Code: Number of Stories 1

Risk Category: Light-frame Construction? No

DESIGN LOADS & SERVICEABILITY REQUIREMENTS

Dead Loads: Snow Loads:

-Roof DL: Surface Roughness Category: C

Roofing: 3 psf Roof Exposure: Partially Exposed

Insulation: 6 psf Thermal Condition: All other structures

Wood Deck: 2.5 psf Roof Surface: Slippery

Framing: 4 psf Obstructed? No

Miscellaneous: 4.5 psf Roof Pitch 4 /12

Roof Angle, θ 18.4

Ground Snow Load, pg: 28 psf

Total Roof DL: 20 psf Exposure Factor, Ce: 1.00

Thermal Factor, Ct: 1.00

Importance Factor, Is: 1.10

Slope Factor, Cs: 0.79

Flat Roof Snow Load, pf: 22 psf (Balanced)

Sloped Roof Snow Load, ps: 17 psf (Balanced)

Wind Loads:

Basic Wind Speed, V: 109 mph (3-second gust)

ASD Wind Speed, Vasd: 85 mph (3-second gust)

-Wall DL: 125 pcf Masonry Exposure: C

8" Masonry @ 32" O.C. 47 psf

8" Masonry @ 24" O.C. 51 psf Seismic Loads:

8" Masonry @ 16" O.C. 59 psf SS: 0.88 g

8" Masonry @ 8" O.C. 81 psf S1: 0.32 g

Live Loads: Site Soil Class: D

Roof Live: 20 psf Sufficient Soil Properties Known? Yes

Importance Factor, IE: 1.25

Rain Loads: Deflection Limits: Total Load Live Load

Rain Intensity, I (in/hr): 1.5 Roof: L / 240 360

Floor: L / 360 480

Horizontal: L / -- 240

Provide structural calculations for masonry booster pump station.

Masonry

2021 IBC

III

45 West 10000 South, Suite 500 | Sandy, Utah 84070 | (801) 255-0529 | ensigneng.com

Date: February 2025

FOUNDATION CRITERIA & SPECIFICATIONS

Geotechnical Report: Company: Gerhart Cole

Date: December 18, 2024

Report / Project Number: 23-1699

Contact: Dan Billings, PE

Allowable Bearing Pressure: 4,000 psf

Allowable Bearing Increase for Wind & Seismic Loads: 1.33

Passive Pressure: 250 pcf

Active Pressure: 45 pcf

At Rest Pressure: 65 pcf

Coefficient of Friction, μ: 0.45

Foundation Type:

Footing Type: Concrete Spread Footing

Min. Depth to Frost: 30 in

MATERIAL SPECIFICATIONS

CONCRETE & REINFORCING STEEL SPECIFICATIONS:

Concrete Strength, f 'c:

Footings: 5,000 psi (As allowed by Utah State Code Amendment)

Concrete Walls: 5,000

Slab on Grade: 4,000 psi

Deformed Reinforcing Bars: ASTM A615 Grade 60

Welded Wire Fabric: ASTM A185 - Flat sheets, not rolls

Static Loading

Increase for

Dynamic

Loading

ASTM A706 Grade 60 Weldable Rebar is to be used where welds are specified on contract documents psi (Buried foundation walls can be 3000 psi as allowed by

Utah State Code Amendment)

Date: February 2025

WOOD FRAMING SPECIFICATIONS

Unless noted otherwise, the following species and grades of lumber shall be used.

Sawn Lumber: Species: Douglas Fir-Larch (North)

2x4 studs up to 8'-0" long: Stud Grade

2x4 studs over 8'-0" long: Grade #2

Other studs: Grade #2

Posts: Grade #1

Joists: Grade #2

Beams: Grade #2

Headers: Grade #2

Subpurlins: Grade #2

Purlins: Grade #2

Glue Laminated Beams: Species: Douglas Fir-Larch (North)

Simple Spans: 24F-V4

Continuous Spans: 24F-V8

Sheathing: APA Rated OSB

Framing Hardware: Simpson Strong-Tie Connectors

Structural Nails: Common Wire Type (unless noted otherwise)

Bolts in Wood: ASTM A307

CONCRETE MASONRY UNITS

Units: Medium-weight units conforming to ASTM C90 specifications, minimum masonry compressive strength (f 'm) = 2,000 psi

Mortar: Type S Mortar

Grout: Greater of 2,500 psi at 28 days or f 'm + 500 psi

Deformed Reinforcing Bars: ASTM A615 Grade 60

ASTM A706 Grade 60 Weldable Rebar is to be used where welds are specified on contract documents

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Date: February 2025

SEISMIC FORCE ANALYSIS - STRUCTURAL IRREGULARITIES

CHAPTER 12, TABLE 12.3-1 & 12.3-2 IBC 2021 / ASCE 7-16

Horizontal Irregularities

Type Description Applicable Not

Applicable

1b

Extreme Torsional Irregularity: Extreme torsional irregularity is defined to exist where the maximum story drift, computed including accidental torsion with Ax = 1.0, at one end of the structure transverse to an axis is more than 1.4 times the average of the story drifts at the two ends of the structure.

Extreme torsional irregularity requirements in the reference sections apply only to structures in which the diaphragms are rigid or semirigid.

X

1a

Torsional Irregularity: Torsional irregularity is defined to exist where the maximum story drift, computed including accidental torsion with Ax = 1.0, at one end of the structure transverse to an axis is more than 1.2 times the average of the story drifts at the two ends of the structure. Torsional irregularity requirements in the reference sections apply only to structures in which the diaphragms are rigid or semirigid.

X

Diaphragm Discontinuity Irregularity: Diaphragm discontinuity irregularity is defined to exist where there is a diaphragm with an abrupt discontinuity or variation in stiffness, including one having a cutout or open area greater than 50% of the gross enclosed diaphragm area, or a change in effective diaphragm stiffness of more than 50% from one story to the next.

X

Reentrant Corner Irregularity: Reentrant corner irregularity is defined to exist where both plan projections of the structure beyond a reentrant corner are greater than 15% of the plan dimension of the structure in the given direction.

X

Nonparallel System Irregularity: Nonparallel system irregularity is defined to exist where vertical lateral force-resisting elements are not parallel to the major orthogonal axes of the seismic force-resisting system.

X

Out-of-Plane Offset Irregularity: Out-of-plane offset irregularity is defined to exist where there is a discontinuity in a lateral force-resistance path, such as an out-of-plane offset of at least one of the vertical elements.

X

Vertical Irregularities

Type Description Applicable Not

Applicable

1b

Stiffness-Extreme Soft Story Irregularity: Stiffness-extreme soft story irregularity is defined to exist where there is a story in which the lateral stiffness is less than 60% of that in the story above or less than 70% of the average stiffness of the three stories above.

X

1a

Stiffness-Soft Story Irregularity: Stiffness-soft story irregularity is defined to exist where there is a story in which the lateral stiffness is less than 70% of that in the story above or less than 80% of the average stiffness of the three stories above.

X

Vertical Geometric Irregularity: Vertical geometric irregularity is defined to exist where the horizontal dimension of the seismic force-resisting system in any story is more than 130% of that in an adjacent story.

X

Weight (Mass) Irregularity: Weight (mass) irregularity is defined to exist where the effective mass of any story is more than 150% of the effective mass of an adjacent story. A roof that is lighter than the floor below need not be considered.

X

5a

Discontinuity in Lateral Strength–Weak Story Irregularity: Discontinuity in lateral strength–weak story irregularity is defined to exist where the story lateral strength is less than 80% of that in the story above. The story lateral strength is the total lateral strength of all seismic-resisting elements sharing the story shear for the direction under consideration.

X

In-Plane Discontinuity in Vertical Lateral Force-Resisting Element Irregularity: In-plane discontinuity in vertical lateral force-resisting elements irregularity is defined to exist where there is an in-plane offset of a vertical seismic force-resisting element resulting in overturning demands on a supporting beam, column, truss, or slab.

X

5b

Discontinuity in Lateral Strength–Extreme Weak Story Irregularity: Discontinuity in lateral strength–extreme weak story irregularity is defined to exist where the story lateral strength is less than 65% of that in the story above. The story strength is the total strength of all seismic-resisting elements sharing the story shear for the direction under consideration.

X

Date: February 2025

SEISMIC FORCE ANALYSIS - EQUIVALENT LATERAL FORCE PROCEDURE

CHAPTER 12, ASCE 7-16 IBC 2021 / ASCE 7-16

Risk Category III Table 1604.5 Structure Type All other structural systems

Importance Factor, IE 1.25 Table 1.5-2 T0 (sec) 0.127 Section 11.4.6

Sufficient Soil Properties Known? Yes TS (sec) 0.635 Section 11.4.6

SS (g) 0.880 Mapped TL (sec) 8 Section 11.4.6

S1 (g) 0.320 Mapped Sa (g) N/A if T<T 0 (Equation 11.4-5)

Site Class D Geotech Report Sa (g) 0.645 T 0 <T<T S (Section 11.4-6)

Fa 1.10 Table 1613.2.3(1) Sa (g) N/A T S <T<T L (Equation 11.4-7)

Fv 1.92 Table 1613.2.3(2) Ct 0.02 Table 12.8-2

SMS (g) 0.968 F a S S x 0.75 Table 12.8-2

SM1 (g) 0.614 F v S 1 Ta (sec) 0.182 Equation 12.8-7

SDS (g) 0.645 2/3(S MS ) Response Modification Factor, R 5 Table 12.2-1

SD1 (g) 0.410 2/3(S M1 ) Overstrength Factor, Ω0 2.5 Table 12.2-1

Seismic Design Category D Table 1613.2.5(1,2) CS,Calculated 0.161 Equation 12.8-2

Building Height, hn (ft) 19 CS MAX 0.563 Equation 12.8-3 & 12.8-4

Number of Stories 1 CS MIN 0.035 Equation 12.8-5 & 12.8-6

Light-frame Construction? No CS 0.161 Section 12.8.1.1

Unit Weight Area Weight, wi Elevation, hi wihi k Fi 0.7Fi

(psf) (ft ) (kips) (ft) (kip-ft) (kips) (kips)

20 895 17.90 19 340.10 3.44 2.41

47 374 17.58 15 257.87 2.61 1.83

47 536 25.19 15 369.57 3.74 2.62

Σwi 61 Σwihi k 968 Vx (kips) 9.79 k 1 0.7Vx (kips) 6.85

N & S Elevation Walls

Roof Level:

Roof

E & W Elevation Walls

Vertical Distribution of Seismic Forces

Design Parameters

Notes:

Component

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00

S a

(g

Period, T (sec)

Design Response Spectrum

Date: February 2025

SEISMIC FORCE ANALYSIS - PERMITTED ANALYTICAL PROCEDURES

SECTION 12.6, ASCE 7-16 IBC 2021 / ASCE 7-16

Risk Category III Table 1604.5

Seismic Design Category D Table 1613.2.5(1,2)

Structure Height (ft) 19

Number of Stories 1

Light-frame Construction? No

Irregularities Present? No

Horizontal Irregularities Type 1a or 1b Present? No Table 12.3-1

Vertical Irregularities Type 1a, 1b, 2 or 3 Present? No Table 12.3-2

Is T < 3.5Ts? Yes

Design Parameters

ELF Permitted

Date: February 2025

SEISMIC FORCE ANALYSIS - DIAPHRAGM FORCES

CHAPTER 12, ASCE 7-16 IBC 2021 / ASCE 7-16

Risk Category III Table 1604.5 SDS (g) 0.645 2/3(S MS )

SS (g) 0.880 Mapped SD1 (g) 0.410 2/3(S M1 )

S1 (g) 0.320 Mapped Seismic Design Category D Table 1613.2.5(1,2)

Site Class D Geotech Report Importance Factor, IE 1.25 Table 1.5-2

Fpx (k) Fpx,min (k) Fpx,max (k) Scale Factor

Eq. 12.10-1 Eq. 12.10-2 Eq. 12.10-3 Fpx / Fx

Roof 6.05 6.0 35.48 35.5 6.0 5.7 11.4 6.0 1.00

Fpx (k) Fpx,min (k) Fpx,max (k) Scale Factor

Eq. 12.10-1 Eq. 12.10-2 Eq. 12.10-3 Fpx / Fx

Roof 7.18 7.2 43.09 43.1 7.2 7.0 13.9 7.2 1.00

Diaphragm Design Forces - North-South Direction

Design Parameters

Diaphragm Design Forces - East-West Direction

Level Strength

Level Fi (k) Sum Fi (k) wpx (k) Sum wi (k)

LRFD:

Fpx,design (k)

Level

LRFD:

Fpx,design (k) Sum wi (k)wpx (k)Sum Fi (k)

Strength

Level Fi (k)

Date: February 2025

SEISMIC FORCE ANALYSIS - STRUCTURAL WALLS AND THEIR ANCHORAGE

CHAPTER 12, ASCE 7-16 IBC 2021 / ASCE 7-16

Risk Category III Table 1604.5 Calculation Comments:

Importance Factor, IE 1.25 Table 1.5-2

Sufficient Soil Properties Known? Yes

SS (g) 0.880 Mapped

S1 (g) 0.320 Mapped

Site Class D Geotech Report

Fa 1.10 Table 1613.2.3(1)

Fv 1.92 Table 1613.2.3(2)

SMS (g) 0.968 F a S S

SM1 (g) 0.614 F v S 1

SDS (g) 0.645 2/3(S MS )

SD1 (g) 0.410 2/3(S M1 )

Seismic Design Category D Table 1613.2.5(1,2)

Building Height, hn (ft) 19

Number of Stories 1

Light-frame Construction? No

47 15.2 35 8 2 1.35 3078" Masonry Wall (Grout @ 32" o.c.)

Design Parameters

12.11.2 - Anchorage Forces

Unit Weight

(psf)

Unit Force, fp

(psf)

Diaphragm

Length, Lf (ft)

Out-of-Plane Forces on Structural Walls and their Anchorage

Trib. Wall

Height (ft)

Trib. Wall

Width (ft)

Amplification

Factor, ka

Wall Anchor

Force, Fp (lb)

Component

12.11.1 - Wall Forces

Date: February 2025

SEISMIC FORCE ANALYSIS - NONSTRUCTURAL COMPONENTS

CHAPTER 13, ASCE 7-16 IBC 2021 / ASCE 7-16

Risk Category III Table 1604.5 Component Importance Factor Selection Criteria:

Importance Factor, Ip 1.50 Section 13.1.3

Sufficient Soil Properties Known? Yes

SS (g) 0.880 Mapped

S1 (g) 0.320 Mapped

Site Class D Geotech Report

Fa 1.10 Table 1613.2.3(1)

Fv 1.92 Table 1613.2.3(2)

SMS (g) 0.968 F a S S

SM1 (g) 0.614 F v S 1

SDS (g) 0.645 2/3(S MS )

SD1 (g) 0.410 2/3(S M1 )

Seismic Design Category D Table 1613.2.5(1,2)

Mean Roof Height, h (ft) 19

Number of Stories 1

Light-frame Construction? No

Weight (psf) ap Rp Ωo Elev., z (ft) Fp (psf) ΩoFp (psf)

5700 1.00 2.50 2.00 1 2648.45 5296.90

Component

No

3. Is component in or attached to Risk Category

IV structure and is needed for continued operation of the facility or its failure could impair the continued operation of the facility?

No

4. Does component convey, support or otherwise contain hazardous substances and is attached to a structure or portion thereof classified as a hazardous occupancy?

Yes

Seismic Demands on Nonstructural Components

Design Parameters

Pump Skid Anchorage

1. Is component required to function for life-safety purposes afteran earthquake, including fire-protection sprinkler systems and egress stairways?

No

2. Does component convey, support or otherwise contain toxic, highly toxic or explosive substances as described in Section 13.1.3-2?

Date: February 2025

WIND FORCE ANALYSIS - DIRECTIONAL PROCEDURE

CHAPTER 27 (PART 1), ASCE 7-16 IBC 2021 / ASCE 7-16

Basic Wind Speed, V (mph) 109 Section 26.5 Kzt Factor Applicable? No

Exposure Category C Section 26.7 Height of Hill or Ridge, H (ft) N/A Table 26.8-1

Ground Elevation (ft) 4,208 Lh (ft) N/A Table 26.8-1

Enclosure Classification Enclosed Section 26.2 H / Lh 0.00

Positive / Negative? Positive x (ft) N/A Table 26.8-1

Internal Press. Coef., GCpi 0.18 Table 26.13-1 Horizontal Attenuation, μ N/A Table 26.8-1

Mean Roof Height, h (ft) 17 Height Attenuation, γ N/A Table 26.8-1

Building Length, L (ft) 35 K1 / (H / Lh) N/A Table 26.8-1

Building Width, B (ft) 22 K1 0.00 Table 26.8-1

L/B 1.59 K2 0.00 Table 26.8-1 h/L 0.49 K3 0.00 Table 26.8-1

Roof Pitch 4 /12 Topographic Factor, Kzt at h 1.00 Section 26.8

Roof Angle, θ 18.4 Wind Directionality Factor, Kd 0.85 Section 26.6

Terrain Constant, α 9.5 Table 26.11-1 Ground Elevation Factor, Ke 0.86 Section 26.9

Terrain Constant, zg (ft) 900 Table 26.11-1 Gust Effect Factor, G 0.85 Section 26.11

Exposure Coefficient, Kh 0.872 Table 26.10-1 Velocity Pressure, qh (psf) 19.35 Equation 26.10-1

Windward Leeward Side Windward Leeward

0.80 -0.38 -0.70 1.50 -1.00

Surface Mark Surface Type z (ft) Kz qz (psf)

1 Wall 14.67 0.849 18.8 9.33 -9.76 -15.00 - -

2 Wall 19 0.892 19.8 9.99 -9.76 -15.00 - -

Roof Type

Windward Leeward 0 to h/2 h/2 to h h to 2h > 2h

-0.49 -0.57 -0.90 -0.90 -0.50 -0.30

-0.05 -0.57 -0.18 -0.18 -0.18 -0.18 0.80

Surface Mark Surface Type

1 Wall - - - - - - -

2 Wall - - - - - - -

Surface Mark Surface Type

1 Wall Both 19.09 8 143.2 22 3.2

2 Wall Both 19.75 3 49.4 22 1.1

3 Both - - -

4 Both - - - LRFD ASD

5 Both - - - Vx (kips) 0.6Vx (kips)

6 Both - - - 4.2 2.5

Force (kips)

Wind Pressure, p (psf)

Surface Forces

North-South, Positive Internal Pressure

Windward or

Leeward

Surface?

Projected

Horizontal

Pressure, p

(psf)

Tributary

Height (ft)

Unit Force

(plf)

Surface

Width, W (ft)

Pressure

Coefficients, Cp

Roof

Gable

Normal to Ridge for θ ≥ 10° Parallel to Ridge for all θ Windward

Overhang

MWFRS Wind Pressure Analysis

Pressure

Coefficients, Cp

Walls Parapets

Wind Pressure, p (psf)

Design Parameters

Total Design Base Shear

Date: February 2025

WIND FORCE ANALYSIS - DIRECTIONAL PROCEDURE

CHAPTER 27 (PART 1), ASCE 7-16 IBC 2021 / ASCE 7-16

Basic Wind Speed, V (mph) 109 Section 26.5 Kzt Factor Applicable? No

Exposure Category C Section 26.7 Height of Hill or Ridge, H (ft) N/A Table 26.8-1

Ground Elevation (ft) 4,208 Lh (ft) N/A Table 26.8-1

Enclosure Classification Enclosed Section 26.2 H / Lh 0.00

Positive / Negative? Positive x (ft) N/A Table 26.8-1

Internal Press. Coef., GCpi 0.18 Table 26.13-1 Horizontal Attenuation, μ N/A Table 26.8-1

Mean Roof Height, h (ft) 17 Height Attenuation, γ N/A Table 26.8-1

Building Length, L (ft) 22 K1 / (H / Lh) N/A Table 26.8-1

Building Width, B (ft) 35 K1 0.00 Table 26.8-1

L/B 0.63 K2 0.00 Table 26.8-1 h/L 0.77 K3 0.00 Table 26.8-1

Roof Pitch 4 /12 Topographic Factor, Kzt at h 1.00 Section 26.8

Roof Angle, θ 18.4 Wind Directionality Factor, Kd 0.85 Section 26.6

Terrain Constant, α 9.5 Table 26.11-1 Ground Elevation Factor, Ke 0.86 Section 26.9

Terrain Constant, zg (ft) 900 Table 26.11-1 Gust Effect Factor, G 0.85 Section 26.11

Exposure Coefficient, Kh 0.872 Table 26.10-1 Velocity Pressure, qh (psf) 19.35 Equation 26.10-1

Windward Leeward Side Windward Leeward

0.80 -0.50 -0.70 1.50 -1.00

Surface Mark Surface Type z (ft) Kz qz (psf)

1 Wall 14.67 0.849 18.8 9.33 -11.71 -15.00 - -

2 Roof 19 0.892 19.8 - - - - -

Roof Type

Windward Leeward 0 to h/2 h/2 to h h to 2h > 2h

-0.66 -0.59 -1.12 -0.79 -0.61 -0.52

-0.12 -0.59 -0.18 -0.18 -0.18 -0.18 0.80

Surface Mark Surface Type

1 Wall - - - - - - -

2 Roof -14.30 -13.12 -21.87 -16.49 -13.50 -12.00 13.16

Surface Mark Surface Type

1 Wall Both 21.04 8 157.8 35 5.5

2 Roof Both 8.00 3 20.0 35 0.7

3 Both - - -

4 Both - - - LRFD ASD

5 Both - - - Vx (kips) 0.6Vx (kips)

6 Both - - - 6.2 3.7

East-West, Positive Internal Pressure

Windward or

Leeward

Surface?

Projected

Horizontal

Pressure, p

(psf)

Tributary

Height (ft)

Unit Force

(plf)

Surface

Width, W (ft) Force (kips)

Surface Forces

Wind Pressure, p (psf)

Pressure

Coefficients, Cp

Roof

Gable

Normal to Ridge for θ ≥ 10° Parallel to Ridge for all θ Windward

Overhang

Wind Pressure, p (psf)

Pressure

Coefficients, Cp

Walls Parapets

MWFRS Wind Pressure Analysis

Total Design Base Shear

Design Parameters

Date: February 2025

WIND FORCE ANALYSIS - COMPONENTS & CLADDING

CHAPTER 30, ASCE 7-16 IBC 2021 / ASCE 7-16

Basic Wind Speed, V (mph) 109 Section 26.5 Kzt Factor Applicable? No

Exposure Category C Section 26.7 Height of Hill or Ridge, H (ft) N/A Table 26.8-1

Ground Elevation (ft) 4,208 Lh (ft) N/A Table 26.8-1

Enclosure Classification Enclosed Section 26.2 H / Lh 0.00

Positive / Negative? Positive x (ft) N/A Table 26.8-1

Internal Press. Coef., GCpi 0.18 Table 26.13-1 Horizontal Attenuation, μ N/A Table 26.8-1

Mean Roof Height, h (ft) 17 Height Attenuation, γ N/A Table 26.8-1

Building Length, L (ft) 35 K1 / (H / Lh) N/A Table 26.8-1

Building Width, B (ft) 22 K1 0.00 Table 26.8-1 h/B 0.77 K2 0.00 Table 26.8-1

Roof Type Gable K3 0.00 Table 26.8-1

Roof Pitch 4 /12 Topographic Factor, Kzt at h 1.00 Section 26.8

Roof Angle, θ 18.4 Wind Directionality Factor, Kd 0.85 Section 26.6

Is there a Parapet? No Ground Elevation Factor, Ke 0.86 Section 26.9

Parapet Height, hp (ft) N/A Velocity Pressure, qh (psf) 19.35 Equation 26.10-1

Terrain Constant, α 9.5 Table 26.11-1 Exposure Coefficient, Kp N/A Table 26.10-1

Terrain Constant, zg (ft) 900 Table 26.11-1 Topographic Factor, Kzt at hp N/A Section 26.8

Exposure Coefficient, Kh 0.872 Table 26.10-1 Velocity Pressure, qp (psf) N/A Equation 26.10-1

< 10 20 50 100 >500

Zone 5: Within 3-ft of building corner -1.4 -1.3 -1.2 -1.1 -0.8

Zone 4: All other areas -1.1 -1.1 -1.0 -0.9 -0.8

Zone 4 & 5: Positive Pressures 1.0 1.0 0.9 0.8 0.7

Zone 3r: Within 3-ft of roof ridge at gable ends -3.6 -3.1 -2.4 -1.8 -1.8

Zone 3e, 2r & 2n: Within 3-ft of roof corners, roof ridge & gable ends -3.0 -2.6 -2.0 -1.6 -1.0

Zone 2e & 1: Within 3-ft of roof edge & in roof field -2.0 -2.0 -1.2 -0.5 -0.5

All Zones: Positive Pressures 0.7 0.5 0.4 0.3 0.3

< 10 20 50 100 >500

Zone 5: Within 3-ft of building corner -30.6 -28.6 -25.7 -23.8 -19.0

Zone 4: All other areas -24.8 -23.8 -22.8 -21.4 -19.0

Zone 4 & 5: Positive Pressures 16.0 16.0 16.0 16.0 16.0

Zone 3r: Within 3-ft of roof ridge at gable ends -73.1 -62.5 -49.9 -38.3 -38.3

Zone 3e, 2r & 2n: Within 3-ft of roof corners, roof ridge & gable ends -61.5 -53.8 -42.2 -34.4 -22.8

Zone 2e & 1: Within 3-ft of roof edge & in roof field -42.2 -42.2 -26.7 -16.0 -16.0

All Zones: Positive Pressures 16.0 16.0 16.0 16.0 16.0

N/A - - - - -

N/A - - - - -

Location Effective Wind Area (ft

Roof

Walls

Component & Cladding Design Wind Pressure

External Pressure Coefficients, GC p

Effective Wind Area (ft

Location

Walls

Roof

Design Parameters

Date: February 2025

STORY SHEAR COMPARISON

IBC 2021 / ASCE 7-16

Seismic Wind Seismic Wind

Fi (k) Fi (k) Fi (k) Fi (k)

Roof 9.79 4.24 9.79 6.22 Seismic Seismic

Seismic Wind Seismic Wind

Fi (k) Fi (k) Fi (k) Fi (k)

Roof 6.85 2.54 6.85 3.73 Seismic Seismic

North-South Direction

Level

Governing Load Case

East-West

Direction

North-South

Direction

Governing Load Case

East-West Direction Level

LRFD

ASD

North-South Direction East-West Direction North-South

Direction

East-West

Direction

Date: February 2025

FOOTINGS

ACI 318-19 IBC 2021 / ASCE 7-16

Assumed Bearing Capacity: 1500 psf

Location = Typ.

Roof = 240 plf

Floor = 0 plf

Wall = 749 plf

Fdtn = 200 plf

Total = 1189 plf

Width = 9.5 in

Mark = F1.7

Max Load = 6000 9375 13500 18375 24000 30375 lbs

Area = 4.0 6.3 9.0 12.3 16.0 20.3 ft^2

Side = 24.0 30.0 36.0 42.0 48.0 54.0 in

Mark = SF2.0 SF2.5 SF3.0 SF3.5 SF4.0 SF4.5

Footing Schedule

Mark Type Dimensions (Inches) Reinforcement

Thickness Length Width Longitudinal Transverse

F1.7 Cont. 10 cont. 20 (2) #5 -

F2.0 Cont. 12 cont. 24 (2) #5 -

F2.5 Cont. 12 cont. 30 (3) #5 -

F3.0 Cont. 12 cont. 36 (4) #5 -

SF2.0 Spot 12 24 24 (3) #5 (3) #5

SF2.5 Spot 12 30 30 (3) #5 (3) #5

SF3.0 Spot 12 36 36 (4) #5 (4) #5

SF3.5 Spot 12 42 42 (4) #5 (4) #5

SF4.0 Spot 12 48 48 (5) #5 (5) #5

SF4.5 Spot 12 54 54 (5) #5 (5) #5

SF5.0 Spot 12 60 60 (6) #5 (6) #5

SF5.5 Spot 12 66 66 (6) #5 (6) #5

Notes: Use grade 60 rebar.

All footings must be placed below frost depth unless otherwise noted on plans

Date: February 2025

Lateral In-Plane Force Distribution

RMEH 7th Ed. Section 4.2.5

Design Parameters: FRAME LINE A

Compressive Strength: 2,000 psi Shear on Wall Line: 3.43 kip

Modulus of Elasticity: 1,800 ksi Icr: 0.50

Shear Modulus: 720 ksi Acr: 0.50

Pier ID Pier Width

"B"

Pier Height

"H"

Top

Condition Top Fixity

Bottom

Condition Bottom Fixity

Equivalent

Thickness Pier Rigidity Force to Pier

(ft) (ft) (P=0, F=1) (P=0, F=1) (in) (kip/in) (kip)

1 22.00 14.67 1 Lint = Pier 0.80 1 Sill = Pier 0.50 5.20 1,653.3 3.43

Total Wall Rigidity: 1,653.3

Approximate Wall Deflection (Uncracked/Elastic): 0.0005 in

Force Distribution

Date: February 2025

Lateral In-Plane Force Distribution

RMEH 7th Ed. Section 4.2.5

Design Parameters: FRAME LINE 1

Compressive Strength: 2,000 psi Shear on Wall Line: 3.43 kip

Modulus of Elasticity: 1,800 ksi Icr: 0.50

Shear Modulus: 720 ksi Acr: 0.50

Pier ID Pier Width

"B"

Pier Height

"H"

Top

Condition Top Fixity

Bottom

Condition Bottom Fixity

Equivalent

Thickness Pier Rigidity Force to Pier

(ft) (ft) (P=0, F=1) (P=0, F=1) (in) (kip/in) (kip)

1 35.00 14.67 1 Lint = Pier 0.80 1 Sill = Pier 0.50 5.20 3,197.6 3.43

Total Wall Rigidity: 3,197.6

Approximate Wall Deflection (Uncracked/Elastic): 0.0003 in

Force Distribution

Date: February 2025

Lateral In-Plane Force Distribution

RMEH 7th Ed. Section 4.2.5

Design Parameters: FRAME LINE 2

Compressive Strength: 2,000 psi Shear on Wall Line: 3.43 kip

Modulus of Elasticity: 1,800 ksi Icr: 0.50

Shear Modulus: 720 ksi Acr: 0.50

Pier ID Pier Width

"B"

Pier Height

"H"

Top

Condition Top Fixity

Bottom

Condition Bottom Fixity

Equivalent

Thickness Pier Rigidity Force to Pier

(ft) (ft) (P=0, F=1) (P=0, F=1) (in) (kip/in) (kip)

1 10.67 14.67 1 Lint = Pier 0.80 1 Sill = Pier 0.50 5.20 410.5 3.15

2 3.00 14.67 1 Lint = Pier 0.80 1 Sill = Pier 0.50 5.20 13.7 0.11

3 3.67 14.67 1 Lint = Pier 1 Sill = Pier 0.50 5.20 17.5 0.13

4 2.00 14.67 1 Lint = Pier 0.80 1 Sill = Pier 0.50 5.20 4.2 0.03

Total Wall Rigidity: 445.8

Approximate Wall Deflection (Uncracked/Elastic): 0.0019 in

Force Distribution

Project: Sevier County Fairgrounds Restroom Project No.: 13350

Date: October 2024

SPECIAL REINFORCED MASONRY SHEAR WALL DESIGN (ASD) Frame Line A

TMS 402-16 / TMS 602-16 IBC 2018 / ASCE 7-16

Wall Geometry and Design Parameters:

Wall Density 125 pcf

Masonry Bond Type Running Controlling Design Seismic

Masonry Material Type Concrete Design Spectral Response, SDS 0.500

Masonry Compressive Strength, f'm (psi) 2,000 Redundancy Factor, ρ 1.0

Allowable Reinforcing Tensile Stress, Fs (psi) 32,000 Seismic Factor 1.5

Modulus of Elasticity of Steel, Es (psi) 29,000,000 Vertical Load Combination Factor (Downward) 1.07

Modulus of Elasticity of Masonry, Em (psi) 1,800,000 Vertical Load Combination Factor (Uplift) 0.53

Total Wall Length (ft) 22.00 Lateral Load Combination Factor 0.70

Distance to Tension Reinforcing, d' (in) 8

Distance to Tension Reinforcing, d (in) 256

Shear Wall Capacity Section 8.3.5

Roof - L4 14.7 14.7 8 inch #5 1 32 #5 1 48

Roof - L4 20.0 0.0 20.0 16.0 0.0 2.00 47 1.0 3.4

Reference: -- Sect. 2.2 RMEH Sect. 8.3.5.1.2 -- Sect. 8.3.5.1.3 Eq. 8-21 Eq. 8-23 or 8-24 --

Check

Roof - L4 3.4 OK 4.9 0.75 35.2 0.69 2.87 81.05 OK

Reference: -- -- Eq. 8-25 Eq. 8-27 Sect. 8.3.5.1.2 -- --

Fv ≥ fv

Roof - L4 21 466 31.4 21.1 39.34 OK 0.07

Special Reinforced Shear Wall Reinforcement Requirements Sections 7.3.2.6 and 8.3.5.2

Reference: -- Sect. 7.3.2.6a Sect. 7.3.2.6b Sect. 7.3.2.6b -- Sect. 7.3.2.6c -- Sect. 7.3.2.6c Sect. 7.3.2.6c

Check: Check: Check:

Roof - L4 7.625 48 No -- 0.0014 OK 0.0008 OK OK

Reference: Sect. 7.3.2.6c Sect. 8.3.5.2.1 -- --

Check: Check: Check:

Roof - L4 OK -- OK OK

Note: RMEH references shown below refer to the Reinforced Masonry Engineering Handbook, 7th

Edition (Section 5.5.2.4 or 5.5.2.5, or from Design Tables at back of book)

Number of

Horizontal

Reinforcing

Layers

Horizontal

Reinforcing

Spacing (in. o.c.)

Level Height above

Finished Floor (ft)

Level Height, hi

(ft)

Wall Thickness

(in)

Vertical

Reinforcing Size

Number of

Vertical

Reinforcing

Layers

Vertical

Reinforcing

Spacing (in. o.c.)

Horizontal

Reinforcing Size

Additional

Concentrated Dead

Load at End of Wall

(kips)

Design Shear

Force, Vi (kips) Level

Uniform Dead

Load, DL (psf)

Uniform Live

Load, LL (psf)

Uniform Roof

Live Load, LLR

(psf)

Uniform Snow

Load, SL (psf)

Uniform Rain

Load, RL (psf)

Tributary Width

(ft) Wall Weight (psf)

Section 8.3.5.2

Level Linear Gravity

Load (plf)

Total Axial Load at Level i, P (lbs)

Allow. Shear

Stress in

Masonry, Fvm

(psi)

Allow. Shear

Stress in Shear

Reinf., Fvs (psi)

Level Sum Vi (kips)

Check Wall

Dimensional Limit

(L/t ≥ 3)

Equivalent Solid

Thickness (in)

Grouted Shear

Wall Factor, γg

Overturning

Moment above

Leveli, Mi (k-ft)

M / Vd Ratio Actual Shear

Stress, fv (psi)

Max. Allowable

Shear Stress, Fv,max (psi)

Allowable Shear

Stress, Fv (psi) Check Shear Capacity of Masonry

Check Shear

Capacity Stress Ratio

Fvm ≥ fv

OK

Fv,max ≥ fv

Level Actual Wall

Thickness (in)

Maximum

Spacing of

Vertical

Reinforcing (in)

Is Horizontal

Reinf. Required to resist In-Plane

Shear?

Maximum

Spacing of

Horizontal

Reinforcing (in)

Vertical

Reinforement

Ratio, ρv

Horizontal

Reinforement

Ratio, ρhρv > 0.0007 ρh > 0.0007 Σ(ρv, ρh) > 0.002

Level

Maximum

Spacing of

Horizontal

Reinforcing (in)

Vert. Reinf. > 1/3

Horiz. Reinf.

Vert. Reinf.

Spacing

Horizontal

Reinf. Spacing

Date: October 2024

SPECIAL REINFORCED MASONRY SHEAR WALL DESIGN (ASD) Frame Line A Note: RMEH references shown below refer to the Reinforced Masonry Engineering Handbook, 7th

Edition (Section 5.5.2.4 or 5.5.2.5, or from Design Tables at back of book)

Overturning Steel and Compression Stress / Flexural Capacity Checks Based on Examples in RMEH

Reference: -- RMEH -- -- -- -- Sect. 8.2.4.1 -- --

Roof - L4 16.8 2.59 67.97 80 1,760 1.36 382.15 OK 0.00

Reference: RMEH -- RMEH -- RMEH RMEH RMEH RMEH Sect. 8.3.4.2.2

Roof - L4 0.312 0.896 3,360 Tension 1,245,749 10,386 -10,386 0.087 900

Reference: RMEH RMEH RMEH -- -- -- RMEH -- --

Fm ≥ fb

Roof - L4 10,386 9,920 0.02 #5 1 0.31 190 OK 0.21

Overturning Steel and Compression Stress / Flexural Capacity Checks (Continued…) Based on Examples in RMEH

Reference: -- RMEH -- --

Ma ≥ MOT-RES

Roof - L4 0.971 210.3 OK 0.09

Required Reinforcing at Wall/Foundation Interface Section 8.1.3.3.2 (Eq. 8-9)

Allowable Reinforcing Yield Stress, fy (psi) 60,000

Required Area of Steel, As (in ) 0.17 Eq. 8-9

Vertical Reinforcing Size at Bottom Level #5

Bar Quantity 1

Vertical Reinforcing Spacing at Bottom Level (in. o.c.) 32

Actual Area of Steel Provided at Bottom Level, As (in ) 3.18

Check Sliding Reinforcement, As,req'd < As,actual OK

Sliding Reinforcement Unity Ratio 0.05

Vertical reinforcing is acceptable

Global Stability

Foundation Geometry and Design Parameters

Footing Width (ft) 2.00 Concrete Density (pcf) 150

Footing Thickness (in) 12.00 Soil Density (pcf) 110

Footing Length beyond end of Wall (ft) 1.00 Soil Wedge Angle (degrees) 0

Depth to Top of Footing (ft) 0.50 Reduction of Foundation Overturning 0.75

Actual Overturning Moment, MOT (k-ft) 29.1

Actual Resisting Moment w/ Footing Weight, MRES (k-ft) 171.5

Check MRes > MOT OK

Stability Unity Ratio 0.17

Wall is stable for overturning

Actual Axial

Stress, fa (psi)

Allowable Axial

Stress, Fa (psi)

Check Axial

Stress: Fa > fa

Axial Stress

Ratio

Level kbal jbal

Balanced

Moment, Mbal

(k-ft)

Is section compression or tension controlled?

a

Level

Resisting

Moment above

Leveli, Mi (k-ft)

Radius of

Gyration, r (in) h/r Ratio

Linear Gravity

Load (plf)

Total Axial Load, P (lbs) b c k

Allowable

Compressive

Stress, Fm (psi)

Actual Area of

Steel Provided, As (in

Compression

Stress, fb (psi)

Check Comp.

Stress Compression

Stress Ratio Level

Compression

Force, C (lbs)

Tension Force, T

(lbs)

Calculate

Required Tension

Steel, As (in

Tension

Reinforcing Size

Number of

Required Tension

Bars

Level j

Allowable

Moment, Ma (k-ft)

Check Moment Moment

Capacity Ratio

Date: October 2024

SPECIAL REINFORCED MASONRY SHEAR WALL DESIGN (ASD) Frame Line 1

TMS 402-16 / TMS 602-16 IBC 2018 / ASCE 7-16

Wall Geometry and Design Parameters:

Wall Density 125 pcf

Masonry Bond Type Running Controlling Design Seismic

Masonry Material Type Concrete Design Spectral Response, SDS 0.500

Masonry Compressive Strength, f'm (psi) 2,000 Redundancy Factor, ρ 1.0

Allowable Reinforcing Tensile Stress, Fs (psi) 32,000 Seismic Factor 1.5

Modulus of Elasticity of Steel, Es (psi) 29,000,000 Vertical Load Combination Factor (Downward) 1.07

Modulus of Elasticity of Masonry, Em (psi) 1,800,000 Vertical Load Combination Factor (Uplift) 0.53

Total Wall Length (ft) 35.00 Lateral Load Combination Factor 0.70

Distance to Tension Reinforcing, d' (in) 8

Distance to Tension Reinforcing, d (in) 412

Shear Wall Capacity Section 8.3.5

Roof - L4 14.7 14.7 8 inch #5 1 32 #5 1 48

Roof - L4 20.0 0.0 20.0 16.0 0.0 11.00 47 1.0 3.4

Reference: -- Sect. 2.2 RMEH Sect. 8.3.5.1.2 -- Sect. 8.3.5.1.3 Eq. 8-21 Eq. 8-23 or 8-24 --

Check

Roof - L4 3.4 OK 4.9 0.75 35.2 0.43 1.78 92.69 OK

Reference: -- -- Eq. 8-25 Eq. 8-27 Sect. 8.3.5.1.2 -- --

Fv ≥ fv

Roof - L4 117 4,081 36.9 21.1 43.47 OK 0.04

Special Reinforced Shear Wall Reinforcement Requirements Sections 7.3.2.6 and 8.3.5.2

Reference: -- Sect. 7.3.2.6a Sect. 7.3.2.6b Sect. 7.3.2.6b -- Sect. 7.3.2.6c -- Sect. 7.3.2.6c Sect. 7.3.2.6c

Check: Check: Check:

Roof - L4 7.625 48 No -- 0.0014 OK 0.0008 OK OK

Reference: Sect. 7.3.2.6c Sect. 8.3.5.2.1 -- --

Check: Check: Check:

Roof - L4 OK -- OK OK

Note: RMEH references shown below refer to the Reinforced Masonry Engineering Handbook, 7th

Edition (Section 5.5.2.4 or 5.5.2.5, or from Design Tables at back of book)

Number of

Horizontal

Reinforcing

Layers

Horizontal

Reinforcing

Spacing (in. o.c.)

Level Height above

Finished Floor (ft)

Level Height, hi

(ft)

Wall Thickness

(in)

Vertical

Reinforcing Size

Number of

Vertical

Reinforcing

Layers

Vertical

Reinforcing

Spacing (in. o.c.)

Horizontal

Reinforcing Size

Additional

Concentrated Dead

Load at End of Wall

(kips)

Design Shear

Force, Vi (kips) Level

Uniform Dead

Load, DL (psf)

Uniform Live

Load, LL (psf)

Uniform Roof

Live Load, LLR

(psf)

Uniform Snow

Load, SL (psf)

Uniform Rain

Load, RL (psf)

Tributary Width

(ft) Wall Weight (psf)

Section 8.3.5.2

Level Linear Gravity

Load (plf)

Total Axial Load at Level i, P (lbs)

Allow. Shear

Stress in

Masonry, Fvm

(psi)

Allow. Shear

Stress in Shear

Reinf., Fvs (psi)

Level Sum Vi (kips)

Check Wall

Dimensional Limit

(L/t ≥ 3)

Equivalent Solid

Thickness (in)

Grouted Shear

Wall Factor, γg

Overturning

Moment above

Leveli, Mi (k-ft)

M / Vd Ratio Actual Shear

Stress, fv (psi)

Max. Allowable

Shear Stress, Fv,max (psi)

Allowable Shear

Stress, Fv (psi) Check Shear Capacity of Masonry

Check Shear

Capacity Stress Ratio

Fvm ≥ fv

OK

Fv,max ≥ fv

Level Actual Wall

Thickness (in)

Maximum

Spacing of

Vertical

Reinforcing (in)

Is Horizontal

Reinf. Required to resist In-Plane

Shear?

Maximum

Spacing of

Horizontal

Reinforcing (in)

Vertical

Reinforement

Ratio, ρv

Horizontal

Reinforement

Ratio, ρhρv > 0.0007 ρh > 0.0007 Σ(ρv, ρh) > 0.002

Level

Maximum

Spacing of

Horizontal

Reinforcing (in)

Vert. Reinf. > 1/3

Horiz. Reinf.

Vert. Reinf.

Spacing

Horizontal

Reinf. Spacing

Date: October 2024

SPECIAL REINFORCED MASONRY SHEAR WALL DESIGN (ASD) Frame Line 1 Note: RMEH references shown below refer to the Reinforced Masonry Engineering Handbook, 7th

Edition (Section 5.5.2.4 or 5.5.2.5, or from Design Tables at back of book)

Overturning Steel and Compression Stress / Flexural Capacity Checks Based on Examples in RMEH

Reference: -- RMEH -- -- -- -- Sect. 8.2.4.1 -- --

Roof - L4 90.0 2.59 67.97 440 15,400 7.48 382.15 OK 0.02

Reference: RMEH -- RMEH -- RMEH RMEH RMEH RMEH Sect. 8.3.4.2.2

Roof - L4 0.312 0.896 8,646 Tension 2,004,877 4,081 -4,081 0.044 900

Reference: RMEH RMEH RMEH -- -- -- RMEH -- --

Fm ≥ fb

Roof - L4 4,081 0 0.00 #5 0 0.00 92 OK 0.10

Overturning Steel and Compression Stress / Flexural Capacity Checks (Continued…) Based on Examples in RMEH

Reference: -- RMEH -- --

Ma ≥ MOT-RES

Roof - L4 0.985 69.4 OK -0.79

Required Reinforcing at Wall/Foundation Interface Section 8.1.3.3.2 (Eq. 8-9)

Allowable Reinforcing Yield Stress, fy (psi) 60,000

Required Area of Steel, As (in ) 0.17 Eq. 8-9

Vertical Reinforcing Size at Bottom Level #5

Bar Quantity 1

Vertical Reinforcing Spacing at Bottom Level (in. o.c.) 32

Actual Area of Steel Provided at Bottom Level, As (in ) 4.07

Check Sliding Reinforcement, As,req'd < As,actual OK

Sliding Reinforcement Unity Ratio 0.04

Vertical reinforcing is acceptable

Global Stability

Foundation Geometry and Design Parameters

Footing Width (ft) 2.00 Concrete Density (pcf) 150

Footing Thickness (in) 12.00 Soil Density (pcf) 110

Footing Length beyond end of Wall (ft) 1.00 Soil Wedge Angle (degrees) 0

Depth to Top of Footing (ft) 0.50 Reduction of Foundation Overturning 0.75

Actual Overturning Moment, MOT (k-ft) 29.1

Actual Resisting Moment w/ Footing Weight, MRES (k-ft) 467.3

Check MRes > MOT OK

Stability Unity Ratio 0.06

Wall is stable for overturning

Actual Axial

Stress, fa (psi)

Allowable Axial

Stress, Fa (psi)

Check Axial

Stress: Fa > fa

Axial Stress

Ratio

Level kbal jbal

Balanced

Moment, Mbal

(k-ft)

Is section compression or tension controlled?

a

Level

Resisting

Moment above

Leveli, Mi (k-ft)

Radius of

Gyration, r (in) h/r Ratio

Linear Gravity

Load (plf)

Total Axial Load, P (lbs) b c k

Allowable

Compressive

Stress, Fm (psi)

Actual Area of

Steel Provided, As (in

Compression

Stress, fb (psi)

Check Comp.

Stress Compression

Stress Ratio Level

Compression

Force, C (lbs)

Tension Force, T

(lbs)

Calculate

Required Tension

Steel, As (in

Tension

Reinforcing Size

Number of

Required Tension

Bars

Level j

Allowable

Moment, Ma (k-ft)

Check Moment Moment

Capacity Ratio

Date: October 2024

SPECIAL REINFORCED MASONRY SHEAR WALL DESIGN (ASD) Frame Line 2

TMS 402-16 / TMS 602-16 IBC 2018 / ASCE 7-16

Wall Geometry and Design Parameters:

Wall Density 125 pcf

Masonry Bond Type Running Controlling Design Seismic

Masonry Material Type Concrete Design Spectral Response, SDS 0.500

Masonry Compressive Strength, f'm (psi) 2,000 Redundancy Factor, ρ 1.0

Allowable Reinforcing Tensile Stress, Fs (psi) 32,000 Seismic Factor 1.5

Modulus of Elasticity of Steel, Es (psi) 29,000,000 Vertical Load Combination Factor (Downward) 1.07

Modulus of Elasticity of Masonry, Em (psi) 1,800,000 Vertical Load Combination Factor (Uplift) 0.53

Total Wall Length (ft) 10.67 Lateral Load Combination Factor 0.70

Distance to Tension Reinforcing, d' (in) 8

Distance to Tension Reinforcing, d (in) 120

Shear Wall Capacity Section 8.3.5

Roof - L4 14.7 14.7 8 inch #5 1 32 #5 1 48

Roof - L4 20.0 0.0 20.0 16.0 0.0 11.00 47 1.0 3.2

Reference: -- Sect. 2.2 RMEH Sect. 8.3.5.1.2 -- Sect. 8.3.5.1.3 Eq. 8-21 Eq. 8-23 or 8-24 --

Check

Roof - L4 3.2 OK 4.9 0.75 32.4 1.00 5.63 67.08 OK

Reference: -- -- Eq. 8-25 Eq. 8-27 Sect. 8.3.5.1.2 -- --

Fv ≥ fv

Roof - L4 117 1,244 25.7 21.1 35.08 OK 0.16

Special Reinforced Shear Wall Reinforcement Requirements Sections 7.3.2.6 and 8.3.5.2

Reference: -- Sect. 7.3.2.6a Sect. 7.3.2.6b Sect. 7.3.2.6b -- Sect. 7.3.2.6c -- Sect. 7.3.2.6c Sect. 7.3.2.6c

Check: Check: Check:

Roof - L4 7.625 43 No -- 0.0016 OK 0.0008 OK OK

Reference: Sect. 7.3.2.6c Sect. 8.3.5.2.1 -- --

Check: Check: Check:

Roof - L4 OK -- OK OK

Note: RMEH references shown below refer to the Reinforced Masonry Engineering Handbook, 7th

Edition (Section 5.5.2.4 or 5.5.2.5, or from Design Tables at back of book)

Number of

Horizontal

Reinforcing

Layers

Horizontal

Reinforcing

Spacing (in. o.c.)

Level Height above

Finished Floor (ft)

Level Height, hi

(ft)

Wall Thickness

(in)

Vertical

Reinforcing Size

Number of

Vertical

Reinforcing

Layers

Vertical

Reinforcing

Spacing (in. o.c.)

Horizontal

Reinforcing Size

Additional

Concentrated Dead

Load at End of Wall

(kips)

Design Shear

Force, Vi (kips) Level

Uniform Dead

Load, DL (psf)

Uniform Live

Load, LL (psf)

Uniform Roof

Live Load, LLR

(psf)

Uniform Snow

Load, SL (psf)

Uniform Rain

Load, RL (psf)

Tributary Width

(ft) Wall Weight (psf)

Section 8.3.5.2

Level Linear Gravity

Load (plf)

Total Axial Load at Level i, P (lbs)

Allow. Shear

Stress in

Masonry, Fvm

(psi)

Allow. Shear

Stress in Shear

Reinf., Fvs (psi)

Level Sum Vi (kips)

Check Wall

Dimensional Limit

(L/t ≥ 3)

Equivalent Solid

Thickness (in)

Grouted Shear

Wall Factor, γg

Overturning

Moment above

Leveli, Mi (k-ft)

M / Vd Ratio Actual Shear

Stress, fv (psi)

Max. Allowable

Shear Stress, Fv,max (psi)

Allowable Shear

Stress, Fv (psi) Check Shear Capacity of Masonry

Check Shear

Capacity Stress Ratio

Fvm ≥ fv

OK

Fv,max ≥ fv

Level Actual Wall

Thickness (in)

Maximum

Spacing of

Vertical

Reinforcing (in)

Is Horizontal

Reinf. Required to resist In-Plane

Shear?

Maximum

Spacing of

Horizontal

Reinforcing (in)

Vertical

Reinforement

Ratio, ρv

Horizontal

Reinforement

Ratio, ρhρv > 0.0007 ρh > 0.0007 Σ(ρv, ρh) > 0.002

Level

Maximum

Spacing of

Horizontal

Reinforcing (in)

Vert. Reinf. > 1/3

Horiz. Reinf.

Vert. Reinf.

Spacing

Horizontal

Reinf. Spacing

Date: October 2024

SPECIAL REINFORCED MASONRY SHEAR WALL DESIGN (ASD) Frame Line 2 Note: RMEH references shown below refer to the Reinforced Masonry Engineering Handbook, 7th

Edition (Section 5.5.2.4 or 5.5.2.5, or from Design Tables at back of book)

Overturning Steel and Compression Stress / Flexural Capacity Checks Based on Examples in RMEH

Reference: -- RMEH -- -- -- -- Sect. 8.2.4.1 -- --

Roof - L4 12.3 2.59 67.97 440 4,695 7.48 382.15 OK 0.02

Reference: RMEH -- RMEH -- RMEH RMEH RMEH RMEH Sect. 8.3.4.2.2

Roof - L4 0.312 0.896 734 Tension 584,139 11,164 -11,164 0.129 900

Reference: RMEH RMEH RMEH -- -- -- RMEH -- --

Fm ≥ fb

Roof - L4 11,164 9,920 0.05 #5 1 0.31 294 OK 0.33

Overturning Steel and Compression Stress / Flexural Capacity Checks (Continued…) Based on Examples in RMEH

Reference: -- RMEH -- --

Ma ≥ MOT-RES

Roof - L4 0.957 101.1 OK 0.20

Required Reinforcing at Wall/Foundation Interface Section 8.1.3.3.2 (Eq. 8-9)

Allowable Reinforcing Yield Stress, fy (psi) 60,000

Required Area of Steel, As (in ) 0.15 Eq. 8-9

Vertical Reinforcing Size at Bottom Level #5

Bar Quantity 1

Vertical Reinforcing Spacing at Bottom Level (in. o.c.) 32

Actual Area of Steel Provided at Bottom Level, As (in ) 1.86

Check Sliding Reinforcement, As,req'd < As,actual OK

Sliding Reinforcement Unity Ratio 0.08

Vertical reinforcing is acceptable

Global Stability

Foundation Geometry and Design Parameters

Footing Width (ft) 2.00 Concrete Density (pcf) 150

Footing Thickness (in) 12.00 Soil Density (pcf) 110

Footing Length beyond end of Wall (ft) 1.00 Soil Wedge Angle (degrees) 0

Depth to Top of Footing (ft) 0.50 Reduction of Foundation Overturning 0.75

Actual Overturning Moment, MOT (k-ft) 26.8

Actual Resisting Moment w/ Footing Weight, MRES (k-ft) 54.7

Check MRes > MOT OK

Stability Unity Ratio 0.49

Wall is stable for overturning

Actual Axial

Stress, fa (psi)

Allowable Axial

Stress, Fa (psi)

Check Axial

Stress: Fa > fa

Axial Stress

Ratio

Level kbal jbal

Balanced

Moment, Mbal

(k-ft)

Is section compression or tension controlled?

a

Level

Resisting

Moment above

Leveli, Mi (k-ft)

Radius of

Gyration, r (in) h/r Ratio

Linear Gravity

Load (plf)

Total Axial Load, P (lbs) b c k

Allowable

Compressive

Stress, Fm (psi)

Actual Area of

Steel Provided, As (in

Compression

Stress, fb (psi)

Check Comp.

Stress Compression

Stress Ratio Level

Compression

Force, C (lbs)

Tension Force, T

(lbs)

Calculate

Required Tension

Steel, As (in

Tension

Reinforcing Size

Number of

Required Tension

Bars

Level j

Allowable

Moment, Ma (k-ft)

Check Moment Moment

Capacity Ratio

Masonry Beam LIC# : KW-06015084, Build:20.24.02.28 ENSIGN ENGINEERING (c) ENERCALC INC 1983-2023

DESCRIPTION: Typ. Lintel

Project File: Pump Pedestal.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

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

Code References

General Information 1,500.0

24,000.0

900.0 Thickness 8 in Top Clear 3.0 in

End Fixity Pin-Pin

Bar Spacing 5.0 in Equiv. Solid Thick 7.60 in Wall Weight 86.0 psf E 1,350.0 ksi n 21.481Lateral Wall Weight Seismic Factor 0.330

Calculate vertical beam weight ? No

Beam is Fully Braced ? Yes Lateral Wind Load 15.0 psf Block Type Normal Wt

Btm Clear 3.0 in1.0 # Bar Sets 2 psi ftClear Span 10.0 Rebar Size 5f'm Fs psi Beam Depth 1.333 ft # Bars E/F 1 Em = f'm * Wall Wt Mult.

Uniform Loads

0.0 10.0 0.240 0.0 0.240 0.2040 0.0 0.0

0.0 10.0 0.2360 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ft ft ft ft

Start X End X Dead Load L : Floor Live Lr : Roof Live S : Snow W : Wind E : Earthquake ft#1 k/ft

#2 k/ftft ft#3 k/ft k/ftft#4 Design OKDESIGN SUMMARY

Maximum Stress Ratios...

Vertical Lateral SRSS Combination fb/Fb 0.7110 0.0 0.7110 : 1.00 fv/Fv 0.6736 0.0 0.6736 : 1.00

Maximum Moment Actual Allowable Vertical Loads 8.950 k-ft 12.588 k-ft for Load Combination :+D+Lr Lateral Loads 0.3309 k-ft 6.193 k-ft for Load Combination :+D+0.70E

Maximum Shear Actual Allowable Vertical Loads 29.352 psi 43.571 psi for Load Combination :+D+Lr Lateral Loads 1.311 psi 38.730 psi3.523 k-ftMinimum Mn = 1.3 * Fcr * S = for Load Combination :+D+0.70E

Vertical Strength As 0.620 in^2 rho 0.006257 np 0.1344 k : ((np)^2+2np)^.5-np 0.4012 j = 1 - k/3 0.8663 M:mas=Fb k j b d^2/2 12.588 k-ft M:Stl = Fs As j d 13.960 k-ft

Lateral Strength (Checking lateral bending for span) As 0.620 in^2 rho 0.006140 np 0.1319 k : (np^2+2np)^.5-np 0.3984 j = 1 - k/3 0.8672 M:mas=Fb k j b d^2/2 6.193 k-ft M:Stl = Fs As j d 6.788 k-ft

Masonry Beam LIC# : KW-06015084, Build:20.24.02.28 ENSIGN ENGINEERING (c) ENERCALC INC 1983-2023

DESCRIPTION: Typ. Lintel

Project File: Pump Pedestal.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Load Combination Vertical Lateral Fv k-ft psik-ft k-ft k-ft psipsi psi Mmax Mallow fvFv : Vertfv : Vert Mactual Mallow

Detailed Load Combination Results

D Only 5.95 12.59 19.51 43.57 0.00 6.19 0.00 38.73 +D+Lr 8.95 12.59 29.35 43.57 0.00 6.19 0.00 38.73 +D+S 8.50 12.59 27.88 43.57 0.00 6.19 0.00 38.73 +D+0.750Lr 8.20 12.59 26.89 43.57 0.00 6.19 0.00 38.73 +D+0.750S 7.86 12.59 25.79 43.57 0.00 6.19 0.00 38.73 +D+0.60W 5.95 12.59 19.51 43.57 0.15 6.19 0.59 38.73 +D+0.70E 5.95 12.59 19.51 43.57 0.33 6.19 1.31 38.73 +D+0.750Lr+0.450W 8.20 12.59 26.89 43.57 0.11 6.19 0.45 38.73 +D+0.750S+0.450W 7.86 12.59 25.79 43.57 0.11 6.19 0.45 38.73 +D+0.750S+0.5250E 7.86 12.59 25.79 43.57 0.25 6.19 0.98 38.73 +0.60D+0.60W 3.57 12.59 11.71 43.57 0.15 6.19 0.59 38.73 +0.60D+0.70E 3.57 12.59 11.71 43.57 0.33 6.19 1.31 38.73

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