6-04-CR27005-26361490-Structural Calcs.pdf

STRUCTURAL CALCULATIONS

for

VA CEMETERY PHASE III

COLUMBARIUMS

at

17111 SOUTH CAMP WILLIAMS ROAD

BLUFFDALE, UT 84065

for

G. BROWN DESIGN INC

6/30/2026

BY: BRETT THOMAS, P.E.

PROFESSIONAL ENGINEER

PROJECT #: U3450.0003.261

DATE:

DESIGNED BY JJF; CHECKED BY JRH

Note:

The calculations presented in this package are intended for a single use at the location indicated above, for the client listed above. These calculations shall not be reproduced, reused, “card filed”, sold to a third party, or altered in any way without the written authorization of

Vector Structural Engineering, LLC and G. Brown

Design Inc.

This Excel workbook contains proprietary information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural

Engineering, LLC.

June 30, 2026

651 W. Galena Park Blvd., STE 101 / Draper, UT 84020 / T (801) 990-1775 / F (801) 990-1776 / www.vectorse.com

Copyright © 2026 Vector Structural Engineering, LLC

06/30/2026

DIVISION OF FACILITIES

CONSTRUCTION AND

MANAGEMENT

REVIEWED FOR

CODE COMPLIANCE

THOMAS PETERSON

07/16/2026

JOB NO.: U3450.0003.261

M:\Logos\VectorLogo.gif

PROJECT: VA CEMETERY PHASE III

Design Criteria:

Code:

Wind: Basic wind speed = 103 mph (3-second gust) per the ASCE 7-22 standard

Risk Category: II

Wind exposure: C

Seismic: Seismic importance factor, I = 1

Risk Category: II

Mapped spectral response accelerations: SS = 1.37g S1 = 0.45g

Site class: C

Spectral response coefficients: SDS = 0.94g SD1 = 0.42g

Seismic design category: D

Analysis procedure: Equivalent Lateral Force

General Notes:

Structural Steel:

1 All structural steel code checks based on the AISC, 16th Edition per the ASCE7-22 standard

2 All other structural steel shapes & plates shall be per ASTM A36, U.N.O.

3 All post-installed wedge anchors to be SS Simpson Strong Bolt 2 or equivalent.

4 All bolts for steel-to-steel connections shall be per ASTM F3125 GR. A325 U.N.O.

5 All bolted connections shall be tightened per the "turn-of-nut" method as defined by AISC.

6 All threaded rod connections shall be tightened to snug tight condition as defined by AISC.

The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is shown, the construction shall be as shown for other similar work and as required by the building code.

All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining members.

All welding shall be performed by certified welders in accordance with the latest edition of the American Welding

Society (AWS) D1.1. Utilize minimum E70XX low-hydrogen electrode U.N.O. or where higher strength electrode is required by AWS D1.1

The connection of new members to existing structure shall be designed by others unless noted otherwise.

Lock nuts to be installed on threaded rods at clamping connection, typ

Copyright © 2026 Vector Structural Engineering, LLC

This Excel workbook contains proprietary information belonging to Vector

Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC.

The scope of work is limited to the specific structural members addressed herein.

The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting this responsibility.

Structural design is based on the International Building Code, 2024 Edition w/ Utah Amendments and the ASCE7-

22 standard.

All steel surfaces shall be galvanized in accordance with ASTM A123 and ASTM F2329 standards, thoroughly coated with a zinc-rich primer, or otherwise protected as noted on the structural drawings.

The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be notified immediately if any discrepancies are found.

JOB NO.: U3450.0003.261

M:\Logos\VectorLogo.gif

PROJECT: VA CEMETERY PHASE III

Copyright © 2026 Vector Structural Engineering, LLC

This Excel workbook contains proprietary information belonging to Vector

Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC.

Foundation / Concrete:

4 Reinforcing steel shall be per ASTM A615 Gr. 60, U.N.O.

5 Foundation design is based upon the project soils report prepared by:

Geotech: Applied Geotechnical Engineering Consultants, Inc.

Report No: 1260074

Date: 17-Mar-26

*These calculations use seismic parameters from the ASCE hazard tool (ASCE 7-22). Only soil design parameters were used from the referenced geotechnical report.

All concrete shall have a minimum compressive strength of 4000 psi at 28 days.

Cement for all concrete shall be Type II with 6% (+/- 1.5%) entrained air. Maximum aggregate size shall be 3/4".

All concrete mixing, placement, forming, and reinforcing installation shall be performed in accordance with the requirements of “Building Code Requirements for Reinforced Concrete”, ACI 318-19. Foundation installation shall be in accordance with the requirements of "Standard Specifications for the Construction of Drilled Piers", ACI 336, latest edition

ASCE Hazards Report Address:

17111 S Camp Williams Rd Bluffdale, Utah 84065

Standard: ASCE/SEI 7-22 Latitude: 40.441465

Risk Category: II Longitude: -111.934057

Soil Class: C - Very Dense Soil and Soft Rock

Elevation: 4810.5428638094145 ft

(NAVD 88)

Wind

Results:

Wind Speed 103 Vmph

10-year MRI 73 Vmph

25-year MRI 79 Vmph

50-year MRI 84 Vmph

100-year MRI 89 Vmph

300-year MRI 97 Vmph

700-year MRI 103 Vmph

1,700-year MRI 109 Vmph

3,000-year MRI 113 Vmph

10,000-year MRI 122 Vmph

100,000-year MRI 139 Vmph

1,000,000-year MRI 155 Vmph

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

Date Accessed: Fri May 29 2026

Page 1 of 5https://ascehazardtool.org/ Fri May 29 2026 https://ascehazardtool.org/

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service Level wind speeds, all other wind speeds are Ultimate wind speeds.

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

Page 2 of 5https://ascehazardtool.org/ Fri May 29 2026

PGA M : 0.61

SMS : 1.41

SM1 : 0.63

SDS : 0.94

SD1 : 0.42

TL : 8

SS : 1.37

S1 : 0.45

VS30 : 530

Seismic Design Category: D

Multi-Period Design Spectrum

S (g) vs T(s)a

Multi-Period MCE SpectrumR

S (g) vs T(s)a

Two-Period Design Spectrum

S (g) vs T(s)a

Two-Period MCE SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

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

MCE Vertical Response SpectrumR

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

Seismic

C - Very Dense Soil and Soft RockSite Soil Class:

Results:

Page 3 of 5https://ascehazardtool.org/ Fri May 29 2026

Data Accessed: Fri May 29 2026

Date Source:

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

Page 4 of 5https://ascehazardtool.org/ Fri May 29 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 5 of 5https://ascehazardtool.org/ Fri May 29 2026

M:\Logos\VectorLogo.gif JOB NO.: U3450.0003.261

PROJECT: VA CEMETERY PHASE III

ASCE 7-22

DESIGN WIND LOADS ON OTHER STRUCTURES:

(Chimneys, Tanks, Rooftop Equipment, & Similar Structures)

Label:

INPUT DATA:

Basic Wind Speed, V [mph]: 103

Exposure Category: C

Elevation Above Sea Level [ft]: 4710

Structure:

Cross-Section: Square

Height, h [ft]: 8.5

Width, D [ft]: 4.5

Length, L1 [ft]: 24.1

Average Elevation, z [ft]: 4.3

For Non-Rooftop, Flexible Structures, (if n 1 < 1 Hz):

Depth, L [ft]:

Natural Frequency, n 1 [Hz]:

Damping Ratio, β: 0.005

Apply Rooftop GCf Factor? No

Supporting Structure (of Rooftop Structure):

Height, H [ft]:

Width, B [ft]:

Length, L2 [ft]:

For Flexible Supporting Structures, (if n 1 < 1 Hz):

Depth, L [ft]:

Natural Frequency, n 1 [Hz]:

Damping Ratio, β: 0.005

DESIGN SUMMARY:

Full Wind Pressure, 1.0W [psf]: 19.6

Design Wind Pressure, 0.6W [psf]: 11.8

Design Diagonal Pressure, 0.6W [psf]: 9.6

Copyright © 2026 Vector Structural Engineering, LLC

This Excel workbook contains proprietary information belonging to Vector

Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC.

Columbarium - 5 High (2 - 10' Units)

DESIGN WIND LOADS ON OTHER STRUCTURES

Label:

WIND ANALYSIS: ASCE 7-22 References:

Full Wind Pressure, 1.0W [psf]: 19.6 (Section 29.4)

Design Wind Pressure, 0.6W [psf]: 11.8 (Section 2.4.1)

Design Diagonal Pressure, 0.6W [psf]: 9.6 (Section 2.4.1)

Design Wind Pressure:

Velocity Pressure, qz [psf]: 17.5 (Equation 26.10-1)

Gust-Effect Factor, G: 0.85 (Section 26.11)

Force Coefficient, Cf: 1.31 (Figure 29.4-1)

Design Diagonal Pressure:

Velocity Pressure, qz [psf]: 17.5 (Equation 26.10-1)

Gust-Effect Factor, G: 0.85 (Section 26.11)

Force Coefficient, Cf: 1.01 (Figure 29.4-1)

Velocity Pressure, qz = 0.00256KzKztKdKeV

Velocity Pressure Exposure Coefficient, Kz: 0.85 Table 26.10.1

Topographic Factor, Kzt: 1.0 Figure 26.8-1

Wind Directionality Factor, Kd: 0.90 Equation 26.8-1

Ground Elevation Factor, Ke: 0.84 Table 26.6-1

Velocity Pressure Exposure Coefficient, Kz = 2.41*(z/zg)^(2/α) Table 26.10.1

Nominal Height of Atm. Boundary Layer, zg [ft]: 900 Table 26.11-1

3-sec Gust-Speed Power Law Exponent, α: 9.5 Table 26.11-1

Columbarium - 5 High (2 - 10' Units)

Copyright © 2026 Vector Structural Engineering, LLC

This Excel workbook contains proprietary information belonging to Vector Structural

Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC.

ASCE 7-22

DESIGN WIND LOADS ON OTHER STRUCTURES:

(Chimneys, Tanks, Rooftop Equipment, & Similar Structures)

Label:

INPUT DATA:

Basic Wind Speed, V [mph]: 103

Exposure Category: C

Elevation Above Sea Level [ft]: 4710

Structure:

Cross-Section: Square

Height, h [ft]: 8.5

Width, D [ft]: 4.5

Length, L1 [ft]: 28.1

Average Elevation, z [ft]: 4.3

For Non-Rooftop, Flexible Structures, (if n 1 < 1 Hz):

Depth, L [ft]:

Natural Frequency, n 1 [Hz]:

Damping Ratio, β: 0.005

Apply Rooftop GCf Factor? No

Supporting Structure (of Rooftop Structure):

Height, H [ft]:

Width, B [ft]:

Length, L2 [ft]:

For Flexible Supporting Structures, (if n 1 < 1 Hz):

Depth, L [ft]:

Natural Frequency, n 1 [Hz]:

Damping Ratio, β: 0.005

DESIGN SUMMARY:

Full Wind Pressure, 1.0W [psf]: 19.6

Design Wind Pressure, 0.6W [psf]: 11.8

Design Diagonal Pressure, 0.6W [psf]: 9.6

Columbarium - 5 High (3 - 8' Units)

Copyright © 2026 Vector Structural Engineering, LLC

This Excel workbook contains proprietary information belonging to Vector

Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC.

DESIGN WIND LOADS ON OTHER STRUCTURES

Label:

WIND ANALYSIS: ASCE 7-22 References:

Full Wind Pressure, 1.0W [psf]: 19.6 (Section 29.4)

Design Wind Pressure, 0.6W [psf]: 11.8 (Section 2.4.1)

Design Diagonal Pressure, 0.6W [psf]: 9.6 (Section 2.4.1)

Design Wind Pressure:

Velocity Pressure, qz [psf]: 17.5 (Equation 26.10-1)

Gust-Effect Factor, G: 0.85 (Section 26.11)

Force Coefficient, Cf: 1.31 (Figure 29.4-1)

Design Diagonal Pressure:

Velocity Pressure, qz [psf]: 17.5 (Equation 26.10-1)

Gust-Effect Factor, G: 0.85 (Section 26.11)

Force Coefficient, Cf: 1.01 (Figure 29.4-1)

Velocity Pressure, qz = 0.00256KzKztKdKeV

Velocity Pressure Exposure Coefficient, Kz: 0.85 Table 26.10.1

Topographic Factor, Kzt: 1.0 Figure 26.8-1

Wind Directionality Factor, Kd: 0.90 Equation 26.8-1

Ground Elevation Factor, Ke: 0.84 Table 26.6-1

Velocity Pressure Exposure Coefficient, Kz = 2.41*(z/zg)^(2/α) Table 26.10.1

Nominal Height of Atm. Boundary Layer, zg [ft]: 900 Table 26.11-1

3-sec Gust-Speed Power Law Exponent, α: 9.5 Table 26.11-1

Columbarium - 5 High (3 - 8' Units)

Copyright © 2026 Vector Structural Engineering, LLC

This Excel workbook contains proprietary information belonging to Vector Structural

Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC.

ASCE 7-22

Method 1

II TL = 8 Sₘₛ = 1.420 g

D Ss = 1.380 g Sₘ₁ = 0.640 g

1.00 S1 = 0.450 g SDS = 0.947 g

C Sa(g) = 1.060 SD1 = 0.427 g

R = 2 Ω0 = 2 Cd = 2

Structure Type =

Period Type =

Cs= 0.530 h = 8.5 ft f1 = 5.00 Hz

11.1 k Wt = 58.5 k T= 0.20 sec.

31.0 k ke= 1.00

4.2 k ratio = 7.44

Seismic Controls, Seismic Analysis Required

Importance, I =

Nonbuilding Structure

Seismic Base Shear Calculations:

Seismic Parameters:

Risk Category=

Seismic Design Category:

Wind Shear =

Worst Case Cs

Seismic Shear, Vs(final) =

Vertical Seismic, Vy(final) =

Site Class:

Seismic Base Shear:

All steel and reinforced concrete distributed mass cantilevered structures not otherwise covered herein, including stacks, Nonbuilding Structure Type =

(Period,Cs)

0.200, 0.530

0.000

0.100

0.200

0.300

0.400

0.500

0.600

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00

C S

T(s)

CS

Cantilevered Retaining Wall LIC# : KW-06018421, Build:20.26.05.05 VECTOR STRUCTURAL ENGINEERS (c) ENERCALC, LLC 1982-2026

DESCRIPTION: Columbarium pilasters

Project File: entry walls (wall 2).EC6

Project Title:

Engineer:

Project ID:

Project Descr:

Referenced Design Standard(s) : ACI 318-14

Code References

Governing Code : IBC 2018, CBC 2019

1.50

8.50

0.00

18.00

3,750.0

50.0

0.0

250.0

Criteria Soil Data

Retained Height = ft

Wall height above soil = ft Active Heel Pressure = psf/ft

Slope Behind Wall

Height of Soil over Toe in

Water table above = ft

110.00= pcf

Soil Density, Heel

Passive Pressure = psf/ft

Allow Soil Bearing = psf

Soil Density, Toe 110.00 pcf

Footing||Soil Friction = 0.300

Soil height to ignore for passive pressure = 0.00 in

Equivalent Fluid Pressure Method bottom of footing

Surcharge Loads Adjacent Footing Load

Load Type

165.0 Lateral Load = 390.0 #/ft

165.0

3,837.0 0.0 0.0

Axial Load Applied to Stem

Wall to Ftg CL Dist = 0.00 ft

Wind on Exposed Stem psf0.0=

Lateral Load Applied to Stem

Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs

Axial Dead Load

(Strength Level)

= lbs

Footing Type Line Load

Surcharge Over Toe Footing Width = 0.00 ft...Height to Top = 10.00 ft Eccentricity = 0.00 in...Height to Bottom = 1.50 ft

Used To Resist Sliding & Overturning

Used for Sliding & Overturning

= 0.000 ft

Axial Live Load =

Base Above/Below Soil lbs

Axial Load Eccentricity = =Poisson's Ratio 0.300 at Back of Wall in (Strength Level)

Seismic (E)=

Stem Weight Seismic Load F lbs= Added seismic base force 1,874.3/ Wpp 0.510 gWeight Multiplier

DESCRIPTION: Columbarium pilasters

Project File: entry walls (wall 2).EC6

Project Title:

Engineer:

Project ID:

Project Descr:

Design Summary

Wall Stability Ratios Overturning = 1.15

Global Stability = 2.41

Ratio < 1.5!

Slab Resists All Sliding !

Total Bearing Load = 10,735 lbs ...resultant ecc. = 30.49 in

Eccentricity outside middle third Soil Pressure @ Toe = 18,862 psf NG Soil Pressure @ Heel = 0 psf OK

Allowable = 3,750 psf Soil Pressure Exceeds Allowable!

ACI Factored @ Toe = 26,406 psf ACI Factored @ Heel = 0 psf

Footing Shear @ Toe = 91.9 psi OK

Footing Shear @ Heel = 8.1 psi OK

Allowable = 94.9 psi

Sliding Calcs

Lateral Sliding Force = 4,538.5 lbs

Masonry Block Type = Medium Weight

Stem Construction Bottom

Stem OK

Shear.....Actual

Design Height Above Ftg = 0.00ft

Wall Material Above "Ht" = Concrete

Thickness = 42.00 Rebar Size = # 4

Rebar Spacing = 5.00

Rebar Placed at = Center Design Data fb/Fb (+ fa/Fa for Masonry) = 0.731

Total Force @ Section

=lbs

Moment....Actual

=ft-#

Moment.....Allowable = 44,595.4

=psi

Shear.....Allowable = 94.9psi

Wall Weight = 525.0psf

Rebar Depth 'd' = 21.00in

Masonry Data f'm =psi Fs =psi Solid Grouting =

Modular Ratio 'n' =

Equiv. Solid Thick. =

Concrete Data f'c = 4,000.0psi

Fy = 60,000.0

Masonry Design Method ASD=

Load Factors Building Code

Dead Load 1.400

Live Load 1.600

Earth, H 1.700

Wind, W 0.000

Seismic, E 1.000 psi

Service Level

= 6,268.1lbsStrength Level

Service Level

Strength Level = 32,631.6ft-#

Service Level

Strength Level = 24.9psi

Design Method = SD

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

Anet (Masonry) =in2

This check does not account for additional foundation below niches.

See continuous footing calculation for actual soil pressures.

DESCRIPTION: Columbarium pilasters

Project File: entry walls (wall 2).EC6

Project Title:

Engineer:

Project ID:

Project Descr:

Concrete Stem Rebar Area Details

Bottom Stem Vertical Reinforcing Horizontal Reinforcing

As (based on applied moment) : 0.3506 in2/ft

(4/3) * As : 0.4675 in2/ft Min Stem T&S Reinf Area #.### in2

200bd/fy : 200(12)(21)/60000 : 0.84 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 1.008 in2/ft

0.0018bh : 0.0018(12)(42) : 0.9072 in2/ft Horizontal Reinforcing Options :

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

Required Area : 0.9072 in2/ft #4@ 2.38 in #4@ 4.76 in

Provided Area : 0.48 in2/ft #5@ 3.69 in #5@ 7.38 in

Maximum Area : 4.5518 in2/ft #6@ 5.24 in #6@ 10.48 in

1.17

4.67

12.00

=Min. As % 0.0018

Footing Data f'c = 4,000 psi

Toe Width = ft Heel Width =

Footing Thickness = in

5.84=

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

Total Footing Width

= 150.00 pcfFooting Concrete Density Fy = 60,000 psi

Footing Design Results

Toe Heel

Factored Pressure = 26,406 0 psf Mu' : Upward = 11,882 0 ft-# Mu' : Downward = 483 483 ft-# Mu: Design = 11,399 483 ft-#

Toe Reinforcing = # 4 @ 7.00 in Heel Reinforcing = # 4 @ 7.00 in

As min req'd 0.0018bh : 0.0018(12)(12) : 0.2592 in2/ft OK

As provided #4@7.0 in o.c. 0.3429 in2/ft

As min req'd 0.0018bh : 0.0018(12)(12) : 0.2592 in2/ft OK

As provided #4@7.0 in o.c. 0.3429 in2/ft

Mu:Design @ Toe 11,399.06 ft-# OK phiMn Toe 13,113 ft-#

Mu:Design @ Heel 482.54 ft-# OK phiMn Heel 13,113 ft-#

As Max : 1.8424 in2/ft OK

As Max : 1.8424 in2/ft OK

DESCRIPTION: Columbarium pilasters

Project File: entry walls (wall 2).EC6

Project Title:

Engineer:

Project ID:

Project Descr:

Summary of Overturning & Resisting Forces & Moments

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

Force Distance Moment Distance Moment

Item Force ft-# lbs ftft ft-#lbs

Sloped Soil Over Heel

234.41.25187.5=Surcharge over Heel

Surcharge Over Heel

193.1 5.26 1,014.5=

Adjacent Footing Load

=Adjacent Footing Load

Axial Dead Load on Stem = 3,837.0 2.92 11,204.0

=* Axial Live Load on Stem

Soil Over Toe

Surcharge Over Toe

Surcharge Over Toe

Load @ Stem Above Soil

1,874.3

193.1 0.59 112.9=

193.1 0.59 112.9=

Stem Weight(s)

6.00 11,245.5Seismic Stem Self Wt

5,250.0 2.92 15,330.0

Earth @ Stem Transitions

=Footing Weight

876.0 2.92 2,557.9

Key Weight

2.08

Added Lateral Load lbs

= 27,273.5

Vert. Component 5.84

Total

10,735.2

2,320.5 6.75 15,663.4

31,346.8

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

Total = R.M.

=4,538.5 O.T.M.

Resisting/Overturning Ratio = 1.15

Vertical Loads used for Soil Pressure = 10,735.2 lbs

If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC.

Soil Over HL (ab. water tbl) 193.1 5.26 1,014.5HL Act Pres (ab water tbl) 156.3 0.83 130.2 Soil Over HL (bel. water tbl) 5.26HL Act Pres (be water tbl) Water TableHydrostatic Force

Buoyant Force =

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

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

Tilt

Horizontal Deflection at Top of Wall due to settlement of soil

(Deflection due to wall bending not considered)

Soil Spring Reaction Modulus 250.0 pci

Horizontal Defl @ Top of Wall (approximate only) 0.897 in

The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil.

DESCRIPTION: Columbarium pilasters

Project File: entry walls (wall 2).EC6

Project Title:

Engineer:

Project ID:

Project Descr:

Rebar Lap & Embedment Lengths Information

Stem Design Segment: Bottom

Stem Design Height: 0.00 ft above top of footing

Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) = 15.60 in

Development length for #4 bar specified in this stem design segment = 12.00 in

Hooked embedment length into footing for #4 bar specified in this stem design segment = 9.49 in

As Provided = 0.4800 in2/ft

As Required = 0.9072 in2/ft ψ r: Confining Reinforcement Factor = 1.00 ψ c: Cover Factor = 1.00

DESCRIPTION: Columbarium pilasters

Project File: entry walls (wall 2).EC6

Project Title:

Engineer:

Project ID:

Project Descr:

DESCRIPTION: Columbarium pilasters

Project File: entry walls (wall 2).EC6

Project Title:

Engineer:

Project ID:

Project Descr:

Wall Footing

DESCRIPTION: Cont. Footing under Columbarium

Project File: Wall Footing (wall 1).ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Referenced Design Standard(s) : ACI 318-14

Load Combinations Used : ASCE 7-22 / IBC 2024

Code References

Governing Code : IBC 2018, CBC 2019

Rho (or Omega) = 1.00, Sds = 0.947

General Information

Material Properties Soil Design Values 3.750

Analysis Settings

213.0ksi No ksfAllowable Soil Bearing =

4.0

60.0 3,122.0

145.0 = 0.350

Flexure = 0.90

Shear =

Valuesϕ

0.0018

2.50

Soil Passive Resistance (for Sliding)

1.0

1.0

Increases based on footing Width Allow. Pressure Increase per foot of width = ksf when footing is wider than = ft

AutoCalc Footing Weight as DL Yes

Adjusted Allowable Bearing Pressure ksf= 3.750 when base footing is below ft pcf

Increase Bearing By Footing Weight

= pcf

Min. Overturning Safety Factor

: 1

Increases based on footing Depth0.750

Soil/Concrete Friction Coeff.

Ec : Concrete Elastic Modulus

Min. Sliding Safety Factor

: 1

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

Concrete Density

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

Min Steel % Bending Reinf.

Dimensions

Footing Width 5.830 ft=

Wall center offset from center of footing 0 in

Wall Thickness 42.0 in

Footing Thickness 12.0 in=

Rebar Centerline to Edge of Concrete...

= inat Bottom of footing 3.250

Reinforcing

Bars along X-X Axis

Reinforcing Bar Size

Bar spacing

9.00

Applied Loads

3.913

D Lr ksf

L S

P : Column Load OB : Overburden = k

W E

M-zz

V-x = k0.1730 2.522

0.7330 k-ft

Vx applied = in above top of footing

= 10.718

H

For long term loading, allowable bearing stress is 2.5 ksf

DESCRIPTION: Cont. Footing under Columbarium

Project File: Wall Footing (wall 1).ec6

Project Title:

Engineer:

Project ID:

Project Descr:

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

PASS 0.8740 Soil Bearing 3.277 ksf 3.750 ksf +D+0.70E

PASS 1.497 Overturning - Z-Z 9.268 k-ft 13.871 k-ft +D+0.70E

PASS 1.185 Sliding - X-X 1.765 k 2.091 k +D+0.70E

PASS n/a Uplift 0.0 k 0.0 k No Uplift

Utilization Ratio Item Applied Capacity Governing Load Combination

PASS 0.2744 Z Flexure (+X) 2.817 k-ft 10.265 k-ft +1.387D+E

PASS 0.0 Z Flexure (-X) 0.0 k-ft 10.265 k-ft No Moment

PASS 0.05350 1-way Shear (+X) 5.1 psi 94.868 psi +1.40D

PASS 0.05350 1-way Shear (-X) 5.1 psi 94.868 psi +1.40D

Detailed Results

Rotation Axis & Xecc

Actual Soil Bearing Stress Actual / Allowable

Soil Bearing

Gross Allowable -X +X RatioLoad Combination...

D Only 3.750 ksf 0.8162 ksf 0.8162 ksf 0.2180.0 in +D+0.60W 3.750 ksf 0.7203 ksf 0.9121 ksf 0.2431.371 in +D+0.450W 3.750 ksf 0.7443 ksf 0.8881 ksf 0.2371.028 in +D+0.70E 3.750 ksf 0.0 ksf 3.277 ksf 0.87423.373 in +D+0.5250E 3.750 ksf 0.0 ksf 2.180 ksf 0.58217.530 in

Rotation Axis &

Overturning Stability Units : k-ft

Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio

D Only None 0.0 k-ft Infinity OK +D+0.60W 0.5436 k-ft 13.871 k-ft 25.516 OK +D+0.450W 0.4077 k-ft 13.871 k-ft 34.022 OK +D+0.70E 9.268 k-ft 13.871 k-ft 1.497 OK +D+0.5250E 6.951 k-ft 13.871 k-ft 1.995 OK

Force Application Axis

Sliding Stability

Load Combination... StatusSliding Force Resisting Force Sliding SafetyRatio

D Only 0.0 k 2.091 k No Sliding OK +D+0.60W 0.1038 k 2.091 k 20.149 OK +D+0.450W 0.07785 k 2.091 k 26.865 OK +D+0.70E 1.765 k 2.091 k 1.185 OK +D+0.5250E 1.324 k 2.091 k 1.580 OK

Flexure Axis & Load Combination k-ft

As Req'd

Footing Flexure

Tension @ Bot.Which Actual As

Statusk-ft

Mu

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

Gvrn. As Phi*Mn

+1.40D 0.7754 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.265 OK +1.40D 0.7754 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.265 OK +1.20D 0.6646 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.265 OK +1.20D 0.6646 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.265 OK +1.20D+0.50W 0.6176 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.265 OK +1.20D+0.50W 0.7117 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.265 OK +1.20D+W 0.5706 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.265 OK +1.20D+W 0.7587 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.265 OK +0.90D+W 0.4044 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.265 OK +0.90D+W 0.5926 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.265 OK +1.387D+E 0 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.265 OK +1.387D+E 2.817 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.265 OK +0.7128D+E 0 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.265 OK +0.7128D+E 0 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.265 OK

One Way Shear Units : k vu @ +XLoad Combination... vu @ -X vu:Max vu / PHI vnΦ vn Status

+1.40D 5.1 5.1 5.1 94.9 0.054psipsipsipsi OK +1.20D 4.4 4.4 4.4 94.9 0.046psipsipsipsi OK

For D Only, Allowable bearing stress is 2.5 ksf

DESCRIPTION: Cont. Footing under Columbarium

Project File: Wall Footing (wall 1).ec6

Project Title:

Engineer:

Project ID:

Project Descr:

One Way Shear Units : k vu @ +XLoad Combination... vu @ -X vu:Max vu / PHI vnΦ vn Status

+1.20D+0.50W 4.4 4.4 4.4 94.9 0.046psipsipsipsi OK +1.20D+W 4.4 4.4 4.4 94.9 0.046psipsipsipsi OK +0.90D+W 3.3 3.3 3.3 94.9 0.034psipsipsipsi OK +1.387D+E 5.0 5.0 5.0 94.9 0.053psipsipsipsi OK +0.7128D+E 0.0 0.0 0.0 94.9 0.000psipsipsipsi OK