SECTION_G_-_Homolovi-State-Park-Structural-Calcs100124_GSD.pdf

PDF 2 MB Posted Feb 3, 2025

Attached to: Master Agreement AZ|CTR075666
Contract number: CTR075666
Issued by: Arizona

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Written by GovTribe AI · Sep 19, 2025

This document is a structural engineering calculation report prepared by Jaramillo-Tonneson & Associates Consulting Structural Engineers for Valentine Environmental Engineers, focusing on the design of concrete slabs on grade and guardrails for a restroom facility at Homolovi State Park in Winslow, Arizona. The project is for the Arizona Department of Administration (ADOA) and was designed using the 2015 International Building Code with jurisdiction amendments. The calculations were completed on July 19, 2024, by JMB and reviewed by Bureau Veritas North America, Inc. on October 2, 2024.

The report provides detailed structural calculations for two primary concrete slab on grade structures: a restroom slab (31 ft span) and a dump station slab (17 ft span), both designed with specific load considerations including dead load, live load, and snow load. The design includes 6-inch thick concrete slabs reinforced with #5 rebar at 12-inch centers. Additionally, the report includes design specifications for a handrail member (M1) with a 6 ft span and a vertical post (M2) with specific loading and welding requirements. Seismic design calculations were performed using ASCE 7-10 standards, with the site classified as Seismic Design Category B, indicating relatively low seismic risk. The structural elements were designed to meet specific load combinations and provide adequate strength and stability for the state park facility.

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Exhibit_J_CO1_-_PCS-22-124_Homolovi_WWS.pdf	PDF	Feb 3, 2025
Homolovi_Payment_and_Performance_Bonds_012125__1_.pdf	PDF	Feb 3, 2025
SECTION_F_-_Homolovi-State-Park-W_WW-Infrastructure-Upgrades_Final-Technical-Specific_GSD.pdf	PDF	Feb 3, 2025
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JARAMILLO-TONNESON & ASSOCIATES

CONSULTING STRUCTURAL ENGINEERS

4411 E. KNOX RD.

PHOENIX, AZ 85044

Project

ADOA Homolovi State Park

Job Ref.

2024020

Section

CALCULATION REPORT

Sheet no./rev.

Calc. by

JMB

Contact Phone #

EMAIL:

Date

7/19/2024

“PRACTICAL DESIGN AND CONSTRUCTION EXPERIENCE LIKE NO OTHER”

STRUCTURAL ENGINEERING - CONSTRUCTION SERVICES/ENGINEERING - SPECIAL INSPECTIONS - BIM COORDINATION

CLIENT:

Valentine Environmental Engineers

15845 South 46th Street, Suite 144

Phoenix, Arizona 85048

PROJECT:

Restroom Slab on Grade/Dump Station and Booster Pump Slab on Grade

AT :

Homolovi State Park

Winslow, AZ

CODE:

2015 International Building Code w/Jurisdiction Amendments

Structural Calculations

6/30/26

AZ FIRM NO. 20430 7/19/2024

jrchico Stamp

202012 Approved PCS

JARAMILLO-TONNESON & ASSOCIATES

CONSULTING STRUCTURAL ENGINEERS

4411 E. KNOX RD.

PHOENIX, AZ 85044

Project

ADOA Homolovi State Park

Job Ref.

2024020

Section

CALCULATION REPORT

Sheet no./rev.

Calc. by

JMB

Contact Phone #

EMAIL:

Date

7/19/2024

“PRACTICAL DESIGN AND CONSTRUCTION EXPERIENCE LIKE NO OTHER”

STRUCTURAL ENGINEERING - CONSTRUCTION SERVICES/ENGINEERING - SPECIAL INSPECTIONS - BIM COORDINATION

Table of Contents Page Numbers

Design Info 1 – 2

Concrete Slab on Grade Design 3 – 9

Guardrail Design 10

This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback.

The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Hazards by Location

Search Information

Address: Homolovi State Park, Winslow, AZ

Coordinates: 35.0464771, -110.6527338

Elevation: 4894 ft

Timestamp: 2024-07-19T22:49:22.447Z

Hazard Type: Seismic

Reference

Document:

ASCE7-10

Risk Category: II

Site Class: D

MCER Horizontal Response Spectrum Design Horizontal Response Spectrum

Basic Parameters

Name Value Description

SS 0.239 MCER ground motion (period=0.2s)

S1 0.073 MCER ground motion (period=1.0s)

SMS 0.382 Site-modified spectral acceleration value

SM1 0.175 Site-modified spectral acceleration value

SDS 0.255 Numeric seismic design value at 0.2s SA

SD1 0.117 Numeric seismic design value at 1.0s SA

Additional Information

Name Value Description

SDC B Seismic design category

4894 ft

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s)

0.00

0.10

0.20

0.30

Sa(g)

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s)

0.00

0.05

0.10

0.15

0.20

0.25

Sa(g)

ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=35.0464771&lng=-110.652...

1 of 2 7/19/2024, 3:51 PM https://hazards.atcouncil.org/contact https://hazards.atcouncil.org/contact https://hazards.atcouncil.org/eol https://hazards.atcouncil.org/eol https://maps.google.com/maps?ll=35.046477,-110.652734&z=8&t=m&hl=en-US&gl=US&mapclient=apiv3 https://maps.google.com/maps?ll=35.046477,-110.652734&z=8&t=m&hl=en-US&gl=US&mapclient=apiv3 https://maps.google.com/maps?ll=35.046477,-110.652734&z=8&t=m&hl=en-US&gl=US&mapclient=apiv3

Fa 1.6 Site amplification factor at 0.2s

Fv 2.4 Site amplification factor at 1.0s

CRS 0.906 Coefficient of risk (0.2s)

CR1 0.927 Coefficient of risk (1.0s)

PGA 0.102 MCEG peak ground acceleration

FPGA 1.596 Site amplification factor at PGA

PGAM 0.163 Site modified peak ground acceleration

TL 6 Long-period transition period (s)

SsRT 0.239 Probabilistic risk-targeted ground motion (0.2s)

SsUH 0.264 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

SsD 1.5 Factored deterministic acceleration value (0.2s)

S1RT 0.073 Probabilistic risk-targeted ground motion (1.0s)

S1UH 0.079 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

S1D 0.6 Factored deterministic acceleration value (1.0s)

PGAd 0.5 Factored deterministic acceleration value (PGA)

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.

Disclaimer

Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=35.0464771&lng=-110.652...

2 of 2 7/19/2024, 3:51 PM https://hazards.atcouncil.org/eol https://hazards.atcouncil.org/eol https://earthquake.usgs.gov/ws/designmaps/ https://earthquake.usgs.gov/ws/designmaps/

ADOA Homolovi

JMB

2024020

AT SCOPE OF WORK:

JTA WILL DESIGN THE CONCRETE SLAB ON GRADE. THE RESTROOM STRUCTURE

IS A ONE-STORY BUILDING, APPROXIMATELY 26FTx26FT WHICH WILL BE BY CXT

PRECAST PRODUCTS. ATTACHMENTS OF THE RESTROOM BUILDING WALLS TO THE

SLAB ON GRADE WILL BE BY OTHERS.

DESIGN LOADS FOR CONCRETE PAD

DL = CONCRETE WALLS/ROOF SELF WEIGHT WITH 4" THICK WALLS

LL = 100 PSF

SNOW LOAD = 30 PSF GROUND SNOW LOAD (FROM CITY OF WINSLOW WEBSITE)

ROOF LIVE LOAD = 20 PSF

CONCRETE SLAB ON GRADE DESIGN (WORST CASE LOAD)

f'c = 3500 psi (CONCRETE SLAB ON GRADE)

SLAB SPAN = 31FT (WORST CASE)

JTA WILL DESIGN A 12" WIDTH x 31FT LONG SPAN WITH 1#5 CONT. BAR

CONCRETE WALL WEIGHT ON 4" THICKx10FT HIGH SECTION=145PCF(0.33FT)(10FT)(26FT) =12870 LBS. =>IN PSF = 12870 LBS./(1.17FTx26FT) = 423 PSF DL w = (423 DL+100 LL)1FT = 423 PLF DL+100 PLF LL

USE 6" THICK CONCRETE SLAB ON GRADE WITH #5 AT 12" O.C. EACH WAY - SEE CALC

CONCRETE SLAB ON GRADE DESIGN AT DUMP STATION (WORST CASE LOAD)

f'c = 3500 psi (CONCRETE SLAB ON GRADE)

SLAB SPAN = 17FT (WORST CASE)

JTA WILL DESIGN A 6FT WIDTH x 17FT LONG SPAN WITH #5 CONT. BAR AT 12" O.C.

TRUCK WEIGHT = 16000 LBS. PER AXLE

=8000 LBS. PER TIRE=>IN PSF = 8000 LBS./(1.67FTx0.83FT) = 5771 PSF DL w = (5771 DL)1FT = 5771 PLF DL

USE 6" THICK CONCRETE SLAB ON GRADE WITH #5 AT 12" O.C. EACH WAY - SEE CALC

Beam on Elastic Foundation LIC# : KW-06012033, Build:20.23.11.13 JTA Engineering, LLC (c) ENERCALC INC 1983-2023

DESCRIPTION: State Park Restroom Concrete Slab

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024060 - ADOA Lyman Lake State Park Restroom.ec6

Project Title: ADOA Lyman Lake State Park - Restroom Engineer:

Project ID: 2024060 Project Descr:

CODE REFERENCES

Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10

Load Combinations Used : ASCE 7-10

Material Properties

3.50 7.50

145.0

Elastic Modulus 3,122.0 ksi

Soil Subgrade Modulus = 100.0 psi / (inch deflection)

1.0Lt Wt Factorλ =

=60.0

29,000.0

40.0

29,000.0

Beam is supported on an elastic foundation, 1.0

= 0.90

0.750 f'c ksi fy - Main Rebar ksi

Density

1/2 fr = f'c * 443.706 pcf

E - Main Rebar ksi psi

Fy - Stirrups ksi

E - Stirrups ksi β 0.850

Shear :

Stirrup Bar Size #

Number of Resisting Legs Per Stirrup

Phi Values Flexure :

ψ φ

Load Combination :ASCE 7-10

Cross Section & Reinforcing Details

Rectangular Section, Width = 12.0 in, Height = 5.0 in

Span #1 Reinforcing

1-#5 at 2.0 in from Top, from 0.0 to 31.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads

Beam self weight calculated and added to loads Load for Span Number 1

Uniform Load : D = 0.450, L = 0.10 k/ft, Extent = 0.0 -->> 31.0 ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.004 : 1

Load Combination +1.20D+1.60L

Span # where maximum occurs Span # 1

Maximum Soil Pressure = 0.612 ksf at 4.48 ft LdComb: +D+L Allowable Soil Pressure = OK1.0 ksf

Location of maximum on span 8.753 ft

Mn * Phi : Allowable 2.427 k-ft

Typical SectionSection used for this span

Mu : Applied -0.008790 k-ft

Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in

Max Upward L+Lr+S Deflection 0.000 in

Max Downward Total Deflection 0.042 in Max Upward Total Deflection 0.004 in

Shear Stirrup Requirements

Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in

Maximum Forces & Stresses for Load Combinations

Span #

Bending Stress Results ( k-ft ) Location (ft)

Load Combination

Mu : Max Stress RatioSegment Length Phi*Mnxin Span

MAXimum Bending Envelope Span # 1 1 30.635 -0.00 2.43 0.00

+1.40D Span # 1 1 30.635 -0.00 2.43 0.00

+1.20D+1.60L

DESCRIPTION: State Park Restroom Concrete Slab

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024060 - ADOA Lyman Lake State Park Restroom.ec6

Project Title: ADOA Lyman Lake State Park - Restroom Engineer:

Project ID: 2024060 Project Descr:

Span #

Bending Stress Results ( k-ft ) Location (ft)

Load Combination

Mu : Max Stress RatioSegment Length Phi*Mnxin Span

Span # 1 1 30.635 -0.00 2.43 0.00 +1.20D+0.50L

Span # 1 1 30.635 -0.00 2.43 0.00 +1.20D

Span # 1 1 30.635 -0.00 2.43 0.00 +0.90D

Span # 1 1 30.635 -0.00 2.43 0.00

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

Overall Maximum Deflections - Unfactored Loads

Span 1 1 0.0425 4.478 0.0000 0.000

Detailed Shear Information

Load Combination

Vu (k)Span Distance 'd' Comment

Phi*Vs

Req'd d*Vu/MuMu

(ft) (k)(in) Actual Suggest(k-ft)Number (k)

Spacing (in)

Design

Phi*Vc

+1.20D+1.60L 1 0.00 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.36 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 0.73 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.09 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.46 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 1.82 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.19 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.55 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 2.92 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.28 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 3.65 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.01 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.38 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.74 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.11 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.47 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.84 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.20 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.56 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 6.93 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.29 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 7.66 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.02 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.39 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 8.75 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.12 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.48 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 9.85 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 10.21 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 10.58 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 10.94 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 11.31 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 11.67 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 12.04 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 12.40 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 12.76 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 13.13 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 13.49 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 13.86 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 14.22 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 14.59 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 14.95 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 15.32 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 15.68 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 16.05 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 16.41 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 16.78 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 17.14 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 17.51 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 17.87 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 18.24 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 18.60 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 18.96 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 19.33 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00

DESCRIPTION: State Park Restroom Concrete Slab

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024060 - ADOA Lyman Lake State Park Restroom.ec6

Project Title: ADOA Lyman Lake State Park - Restroom Engineer:

Project ID: 2024060 Project Descr:

Detailed Shear Information

Load Combination

Vu (k)Span Distance 'd' Comment

Phi*Vs

Req'd d*Vu/MuMu

(ft) (k)(in) Actual Suggest(k-ft)Number (k)

Spacing (in)

Design

Phi*Vc

+1.20D+1.60L 1 19.69 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 20.06 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 20.42 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 20.79 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 21.15 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 21.52 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 21.88 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 22.25 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 22.61 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 22.98 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 23.34 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 23.71 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 24.07 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 24.44 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 24.80 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 25.16 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 25.53 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 25.89 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 26.26 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 26.62 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 26.99 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 27.35 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 27.72 3.00 0.14 0.14 0.01 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 28.08 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 28.45 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 28.81 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 29.18 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 29.54 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 29.91 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 30.27 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 30.64 3.00 0.14 0.14 0.00 1.00 3.62 Vu < PhiVc/2 Not Reqd 0.00 0.00

DESCRIPTION: DUMP STATION AT State Park Concrete Slab

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024020 - ADOA Homolovi State Park.ec6

Project Title: ADOA Lyman Lake State Park - Restroom Engineer:

Project ID: 2024060 Project Descr:

CODE REFERENCES

Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10

Load Combinations Used : ASCE 7-10

Material Properties

3.50 7.50

145.0

Elastic Modulus 3,122.0 ksi

Soil Subgrade Modulus = 100.0 psi / (inch deflection)

1.0Lt Wt Factorλ =

=60.0

29,000.0

40.0

29,000.0

Beam is supported on an elastic foundation, 1.0

= 0.90

0.750 f'c ksi fy - Main Rebar ksi

Density

1/2 fr = f'c * 443.706 pcf

E - Main Rebar ksi psi

Fy - Stirrups ksi

E - Stirrups ksi β 0.850

Shear :

Stirrup Bar Size #

Number of Resisting Legs Per Stirrup

Phi Values Flexure :

ψ φ

Load Combination :ASCE 7-10

Cross Section & Reinforcing Details

Rectangular Section, Width = 72.0 in, Height = 6.0 in

Span #1 Reinforcing

5-#5 at 3.0 in from Top, from 0.0 to 17.0 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads

Beam self weight calculated and added to loads Load for Span Number 1

Uniform Load : D = 5.770 k/ft, Extent = 0.0 -->> 17.0 ft, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.002 : 1

Load Combination +1.40D

Span # where maximum occurs Span # 1

Maximum Soil Pressure = 1.035 ksf at 11.52 ft LdComb: D Only Allowable Soil Pressure = OK1.50 ksf

Location of maximum on span 8.600 ft

Mn * Phi : Allowable 19.411 k-ft

Typical SectionSection used for this span

Mu : Applied -0.02994 k-ft

Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in

Max Upward L+Lr+S Deflection 0.000 in

Max Downward Total Deflection 0.072 in Max Upward Total Deflection 0.005 in

Shear Stirrup Requirements

Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in

Maximum Forces & Stresses for Load Combinations

Span #

Bending Stress Results ( k-ft ) Location (ft)

Load Combination

Mu : Max Stress RatioSegment Length Phi*Mnxin Span

MAXimum Bending Envelope Span # 1 1 16.800 -0.00 19.41 0.00

+1.40D Span # 1 1 16.800 -0.00 19.41 0.00

+1.20D

DESCRIPTION: DUMP STATION AT State Park Concrete Slab

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024020 - ADOA Homolovi State Park.ec6

Project Title: ADOA Lyman Lake State Park - Restroom Engineer:

Project ID: 2024060 Project Descr:

Span #

Bending Stress Results ( k-ft ) Location (ft)

Load Combination

Mu : Max Stress RatioSegment Length Phi*Mnxin Span

Span # 1 1 16.800 -0.00 19.41 0.00 +0.90D

Span # 1 1 16.800 -0.00 19.41 0.00

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

Overall Maximum Deflections - Unfactored Loads

Span 1 1 0.0719 11.522 0.0000 0.000

Detailed Shear Information

Load Combination

Vu (k)Span Distance 'd' Comment

Phi*Vs

Req'd d*Vu/MuMu

(ft) (k)(in) Actual Suggest(k-ft)Number (k)

Spacing (in)

Design

Phi*Vc

+1.40D 1 0.00 3.00 0.85 0.85 0.00 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.20 3.00 0.85 0.85 0.00 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.40 3.00 0.85 0.85 0.00 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.60 3.00 0.85 0.85 0.00 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 0.80 3.00 0.85 0.85 0.00 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.00 3.00 0.85 0.85 0.00 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.20 3.00 0.85 0.85 0.00 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.40 3.00 0.85 0.85 0.00 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.60 3.00 0.85 0.85 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 1.80 3.00 0.85 0.85 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.00 3.00 0.85 0.85 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.20 3.00 0.85 0.85 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.40 3.00 0.85 0.85 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.60 3.00 0.85 0.85 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 2.80 3.00 0.85 0.85 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.00 3.00 0.85 0.85 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.20 3.00 0.85 0.85 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.40 3.00 0.85 0.85 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.60 3.00 0.85 0.85 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 3.80 3.00 0.85 0.85 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.00 3.00 0.85 0.85 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.20 3.00 0.85 0.85 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.40 3.00 0.85 0.85 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.60 3.00 0.85 0.85 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 4.80 3.00 0.85 0.85 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.00 3.00 0.85 0.85 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.20 3.00 0.85 0.85 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.40 3.00 0.85 0.85 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.60 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 5.80 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 6.00 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 6.20 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 6.40 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 6.60 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 6.80 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 7.00 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 7.20 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 7.40 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 7.60 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 7.80 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 8.00 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 8.20 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 8.40 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 8.60 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 8.80 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.00 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.20 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.40 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.60 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 9.80 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.00 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.20 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.40 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.60 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 10.80 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.00 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.20 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.40 3.00 0.85 0.85 0.03 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00

DESCRIPTION: DUMP STATION AT State Park Concrete Slab

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024020 - ADOA Homolovi State Park.ec6

Project Title: ADOA Lyman Lake State Park - Restroom Engineer:

Project ID: 2024060 Project Descr:

Detailed Shear Information

Load Combination

Vu (k)Span Distance 'd' Comment

Phi*Vs

Req'd d*Vu/MuMu

(ft) (k)(in) Actual Suggest(k-ft)Number (k)

Spacing (in)

Design

Phi*Vc

+1.40D 1 11.60 3.00 0.85 0.85 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 11.80 3.00 0.86 0.86 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 12.00 3.00 0.86 0.86 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 12.20 3.00 0.86 0.86 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 12.40 3.00 0.86 0.86 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 12.60 3.00 0.86 0.86 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 12.80 3.00 0.86 0.86 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 13.00 3.00 0.86 0.86 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 13.20 3.00 0.86 0.86 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 13.40 3.00 0.86 0.86 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 13.60 3.00 0.86 0.86 0.02 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 13.80 3.00 0.86 0.86 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 14.00 3.00 0.86 0.86 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 14.20 3.00 0.86 0.86 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 14.40 3.00 0.86 0.86 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 14.60 3.00 0.86 0.86 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 14.80 3.00 0.86 0.86 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 15.00 3.00 0.86 0.86 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 15.20 3.00 0.86 0.86 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 15.40 3.00 0.86 0.86 0.01 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 15.60 3.00 0.86 0.86 0.00 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 15.80 3.00 0.86 0.86 0.00 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 16.00 3.00 0.86 0.86 0.00 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 16.20 3.00 0.85 0.85 0.00 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 16.40 3.00 0.85 0.85 0.00 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 16.60 3.00 0.85 0.85 0.00 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D 1 16.80 3.00 0.85 0.85 0.00 1.00 21.12 Vu < PhiVc/2 Not Reqd 0.00 0.00

Steel Beam

DESCRIPTION: M1 - (Handrail Member)

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024020 - ADOA Homolovi State Park.ec6

Project Title: ADOA Lyman Lake State Park - Restroom Engineer:

Project ID: 2024060 Project Descr:

CODE REFERENCES

Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10

Load Combination Set : IBC 2021

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Completely Unbraced Allowable Strength Design Fy : Steel Yield : 35.0 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 Load(s) for Span Number 1

Point Load : L = 0.20 k @ 3.0 ft

.Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.408 : 1

Load Combination L Only

Span # where maximum occurs Span # 1

0.10 k Mn / Omega : Allowable 0.735 k-ft Vn/Omega : Allowable

Pipe1-1/2STDSection used for this span

Span # where maximum occurs

Location of maximum on span

Span # 1

Load Combination L Only

4.709 k

Section used for this span Pipe1-1/2STD Ma : Applied

Maximum Shear Stress Ratio = 0.021 : 1

0.000 ft

0.300 k-ft Va : Applied

0 <180.0

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0 in 0Ratio = <180.0

Max Upward Transient Deflection 0 in Ratio =

Max Downward Total Deflection 0.184 in Ratio = >=180 Max Upward Total Deflection 0 in n/a n/a

Span: 1 : L Only 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

Dsgn. L = 6.00 ft 1 0.000 1.23 0.74 1.00 1.00 -0.00 7.86 4.71

L Only

Dsgn. L = 6.00 ft 1 0.408 0.021 0.30 0.30 1.23 0.74 1.32 1.00 0.10 7.86 4.71

+0.750L

Dsgn. L = 6.00 ft 1 0.306 0.016 0.22 0.22 1.23 0.74 1.32 1.00 0.08 7.86 4.71

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

Overall Maximum Deflections

L Only 1 0.1838 3.000 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 0.100 0.100

Max Upward from Load Combinations 0.075 0.075

Max Upward from Load Cases 0.100 0.100

L Only 0.100 0.100

+0.750L 0.075 0.075

Steel Column

DESCRIPTION: M2 - (Vertical Post)

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024020 - ADOA Homolovi State Park.ec6

Project Title: ADOA Lyman Lake State Park - Restroom Engineer:

Project ID: 2024060 Project Descr:

Code References

Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10

Load Combinations Used : ASCE 7-10

General Information

Steel Stress Grade

Top Free, Bottom FixedAnalysis Method :

3.83Overall Column Height

Top & Bottom FixityAllowable Strength

Fy : Steel Yield ksi29,000.0 ksi

Steel Section Name : Pipe1-1/2xS

35.0 ft

E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 3.5 ft, K = 2.1

Unbraced Length for buckling ABOUT Y-Y Axis = 3.5 ft, K = 2.1

Brace condition :

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

Column self weight included : 13.903 lbs * Dead Load Factor

BENDING LOADS . . .

Lat. Point Load at 3.830 ft creating Mx-x, L = 0.20 k

DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.7999

Location of max.above base 0.0 ft

0.01390 k

7.190 k

-0.7660 k-ft

Load Combination +D+L

0.9588 k-ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio =

0.20 k

0.03181 : 1

Location of max.above base 0.0 ft At maximum location values are . . .

: 1

At maximum location values are . . .

0.9588 k-ft

0.0 k-ft

Pa : Axial

Pn / Omega : Allowable

Ma-x : Applied

Mn-x / Omega : Allowable

Ma-y : Applied

Mn-y / Omega : Allowable

Va : Applied Vn / Omega : Allowable

Maximum Load Reactions . .

Top along X-X 0.0 k

Bottom along X-X 0.0 k

Top along Y-Y 0.0 k

Bottom along Y-Y 0.20 k

Maximum Load Deflections . . .

Along Y-Y 0.5969 in at 3.830ft above base for load combination :+D+L

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

6.287

Maximum Axial + Bending Stress Ratios Maximum Shear Ratios

Load Combination Stress Ratio Location Stress Ratio Status LocationStatus

Load Combination Results

Cbx Cby KxLx/Ry KyLy/Rx

D Only PASS PASS0.00 0.000 0.00 ftft0.002 1.67 1.00 144.59 0.00

+D+L PASS PASS0.00 0.032 0.00 ftft0.800 1.67 1.00 144.59 0.00

+D+0.750L PASS PASS0.00 0.024 0.00 ftft0.600 1.67 1.00 144.59 0.00

+0.60D PASS PASS0.00 0.000 0.00 ftft0.001 1.67 1.00 144.59 0.00 k k-ft

Note: Only non-zero reactions are listed.

Load Combination

X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top

Mx - End Moments My - End Moments

D Only 0.014

+D+L 0.014 0.200 -0.766

+D+0.750L 0.014 0.150 -0.574

+0.60D 0.008

L Only 0.200 -0.766 k k-ft

Item

X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top

Mx - End Moments My - End Moments

MaximumAxial @ Base 0.014

Minimum" 0.200 -0.766

MaximumReaction, X-X Axis Base 0.014

Minimum" 0.014

Conservative for both directions

DESCRIPTION: M2 - (Vertical Post)

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024020 - ADOA Homolovi State Park.ec6

Project Title: ADOA Lyman Lake State Park - Restroom Engineer:

Project ID: 2024060 Project Descr:

k k-ft

Item

X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top

Mx - End Moments My - End Moments

MaximumReaction, Y-Y Axis Base 0.014 0.200 -0.766

Minimum" 0.014

MaximumReaction, X-X Axis Top 0.014

Minimum" 0.014

MaximumReaction, Y-Y Axis Top 0.014

Minimum" 0.014

MaximumMoment, X-X Axis Base 0.014

Minimum" 0.014 0.200-0.766 -0.766

MaximumMoment, Y-Y Axis Base 0.014

Minimum" 0.014

MaximumMoment, X-X Axis Top 0.014

Minimum" 0.014

MaximumMoment, Y-Y Axis Top 0.014

Minimum" 0.014

Maximum Deflections for Load Combinations

Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance

D Only 0.0000 0.000 0.000 ftft inin 0.000

+D+L 0.0000 0.597 3.830 ftft inin 0.000

+D+0.750L 0.0000 0.448 3.830 ftft inin 0.000

+0.60D 0.0000 0.000 0.000 ftft inin 0.000

L Only 0.0000 0.591 3.804 ftft inin 0.000

Steel Section Properties : Pipe1-1/2xS

R xx =

0.610 in

Depth = 1.900 in

R yy =

0.610 in

J = 0.744 in^4

Diameter = 1.900 in

Wall Thick

0.200 in Zx = 0.549 in^3

Area

1.000 in^2

Weight = 3.630 plf

I xx = 0.37 in^4

S xx = 0.39 in^3

I yy = 0.372 in^4

S yy = 0.392 in^3

Ycg = 0.000 in

DESCRIPTION: M2 - (Vertical Post)

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024020 - ADOA Homolovi State Park.ec6

Project Title: ADOA Lyman Lake State Park - Restroom Engineer:

Project ID: 2024060 Project Descr:

Sketches

File details come from the government source that posted it. Updated Sep 19, 2025.