SECTION_G_Slide_Rock_-_Calcs_handrail_12.4.24.pdf

Structural Calculations - handrail

JARAMILLO-TONNESON & ASSOCIATES

CONSULTING STRUCTURAL ENGINEERS

4411 E. KNOX RD.

PHOENIX, AZ 85044

Project

Slide Rock – Guardrail

Job Ref.

2024010

Section

CALCULATION REPORT

Sheet no./rev.

Calc. by

JMB

Contact Phone #

EMAIL:

Date

8/19/2024

“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:

Guardrail

AT :

Slide Rock

Arizona State Parks & Trails

Sedona, AZ

CODE:

2018 International Building Code w/Jurisdiction Amendments

Structural Calculations

6/30/26

AZ FIRM NO. 20430 8/19/2024

jrchico Stamp

202012 Approved PCS

ADOA Slide Rock Guardrail

JMB

2024010

AT SCOPE OF WORK:

JTA WILL DESIGN THE GUARDRAIL FOR THE WORST CASE LOAD PER CODE.

BELOW IS A REPRESENTATION OF THE GUARDRAIL.

FOR REFERENCE

TO TOP OF EXISTING STEEL TANK

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

DESCRIPTION: M1 - (Handrail Member)

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024010 - ADOA Slide Rock.ec6

Project Title: ADOA Slide Rock Engineer:

Project ID: 2024010 Project Descr:

CODE REFERENCES

Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16

Load Combination Set : IBC 2018

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: 2024010 - ADOA Slide Rock.ec6

Project Title: ADOA Slide Rock Engineer:

Project ID: 2024010 Project Descr:

Code References

Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16

Load Combinations Used : IBC 2018

General Information

Steel Stress Grade

Top Free, Bottom FixedAnalysis Method :

3.830Overall 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

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 . . .

k

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 1.00 144.59 144.59

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

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

+0.60D PASS PASS0.00 0.000 0.00 ftft0.001 1.67 1.00 144.59 144.59 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, ok

DESCRIPTION: M2 - (Vertical Post)

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024010 - ADOA Slide Rock.ec6

Project Title: ADOA Slide Rock Engineer:

Project ID: 2024010 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: 2024010 - ADOA Slide Rock.ec6

Project Title: ADOA Slide Rock Engineer:

Project ID: 2024010 Project Descr:

Sketches

Structural Calculations - Site wall

JARAMILLO-TONNESON & ASSOCIATES

CONSULTING STRUCTURAL ENGINEERS

4411 E. KNOX RD.

PHOENIX, AZ 85044

Project

Slide Rock – Site Wall

Job Ref.

2024010

Section

CALCULATION REPORT

Sheet no./rev.

Calc. by

JMB

Contact Phone #

EMAIL:

Date

4/4/2024

“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:

Site Wall

AT :

Slide Rock

Arizona State Parks & Trails

Sedona, AZ

CODE:

2018 International Building Code w/City of Sedona Amendments

Structural Calculations

6/30/26

AZ FIRM NO. 20430

4/4/2024 jrchico Stamp

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JTA Engineering JOB TITLE Slide Rock

4411 E. Knox Rd.

Phoenix, AZ 85044 JOB NO. 2024010 SHEET NO.

Phone CALCULATED BY JMB DATE

CHECKED BY SJJ DATE

Wind Loads - Other Structures: ASCE 7- 16 Ultimate Wind Pressures

Wind Factor = 1.00

Gust Effect Factor (G) = 0.85 115 mph

Kzt = 1.00 Exposure = C

A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) s/h = 1.00 Case A & B

Dist to sign top (h) 10.0 ft B/s = 2.50 Cf = 1.39

Height (s) 10.0 ft Lr/s = 0.00 F = qz G Cf As = 28.8 As Width (B) 25.0 ft Kz = 0.849 As = 0.0 sf

Wall Return (Lr) = qz = 24.4 psf F = 0 lbs

Directionality (Kd) 0.85

Percent of open area Open reduction CaseC to gross area 0.0% factor = 1.00 Horiz dist from windward edge Cf F=qzGCfAs (psf)

Case C reduction factors 0 to s 1.94 40.3 As Factor if s/h>0.8 = 0.80 s to 2s 1.28 26.6 As

Wall return factor 2s to 3s 0.92 19.1 As for Cf at 0 to s = 1.00

Ultimate Wind Speed =

USE 29

psf

Cantilevered Retaining Wall

DESCRIPTION: 8ft High Site Wall

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024010 - Slide Rock.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Code References

Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16

0.50

8.00

0.00

6.00

1,000.0

45.0

0.0

150.0

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 = 0.400

Soil height to ignore for passive pressure = 12.00 in

Equivalent Fluid Pressure Method bottom of footing

Surcharge Loads Adjacent Footing Load

Load Type

0.0 Lateral Load = 0.0 #/ft

0.0

0.0 0.0 0.0

Axial Load Applied to Stem

Wall to Ftg CL Dist = 0.00 ft

Wind on Exposed Stem psf29.0=

Lateral Load Applied to Stem

Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs

Axial Dead Load

(Service Level)

= lbs

Footing Type Spread Footing

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

Used To Resist Sliding & Overturning

Used for Sliding & Overturning

= 0.0 ft

Axial Live Load =

Base Above/Below Soil lbs

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

Wind (W)=

DESCRIPTION: 8ft High Site Wall

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024010 - Slide Rock.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Design Summary

Wall Stability Ratios Overturning = 3.33

Global Stability = 4.02

OK

Sliding = 3.27 OK

Total Bearing Load = 1,319 lbs ...resultant ecc. = 7.20 in

Eccentricity within middle third Soil Pressure @ Toe = 626 psf OK Soil Pressure @ Heel = 33 psf OK

Allowable = 1,000 psf Soil Pressure Less Than Allowable

ACI Factored @ Toe = 877 psf ACI Factored @ Heel = 46 psf

Footing Shear @ Toe = 6.1 psi OK

Footing Shear @ Heel = 0.4 psi OK

Allowable = 82.2 psi

Sliding Calcs

Lateral Sliding Force = 189.8 lbs less 100% Passive Force less 100% Friction Force

Added Force Req'd

....for 1.5 Stability =

0.0=

527.5 93.8

0.0 lbs lbs lbs OK lbs OK

Masonry Block Type =

Stem Construction Bottom

Stem OK

Shear.....Actual

Design Height Above Ftg = 0.00ft

Wall Material Above "Ht" = Masonry

Thickness = 8.00 Rebar Size = # 5

Rebar Spacing = 16.00

Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.484

Total Force @ Section

= 144.8lbs

Moment....Actual

= 627.3ft-#

Moment.....Allowable = 1,294.8

= 3.0psi

Shear.....Allowable = 46.0psi

Wall Weight = 63.0psf

Rebar Depth 'd' = 3.81in

Masonry Data f'm = 1,500psi Fs =psi 20,000 Solid Grouting = No

Modular Ratio 'n' = 21.48

Equiv. Solid Thick. = 5.48in

Concrete Data f'c =psi

Fy =

Masonry Design Method ASD=

Load Factors Building Code

Dead Load 1.200

Live Load 1.600

Earth, H 1.600

Wind, W 1.000

Seismic, E 1.000 psi

Service Level

=lbsStrength Level

Service Level

Strength Level =ft-#

Service Level

Strength Level =psi

Design Method = ASD SD SD

Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing

Anet (Masonry) = 47.54in2

DESCRIPTION: 8ft High Site Wall

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024010 - Slide Rock.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

1.67

2.33

12.00

Footing Torsion, Tu = ft-lbs0.00

Min. As %

Footing Allow. Torsion, phi Tu

0.0018

= ft-lbs

Footing Data

If torsion exceeds allowable, provide f'c

0.00

= 3,000 psi

Toe Width = ft Heel Width =

Key Distance from Toe

Key Depth Key Width = in

= in

0.00 0.00

0.00 ft

Footing Thickness = in

4.00=

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

Total Footing Width

= 150.00 pcfFooting Concrete Density Fy = 60,000 psi

Footing Design Results

Key:

No key defined

Factored Pressure Mu' : Upward Mu' : Downward Mu: Design

Actual 1-Way Shear Allow 1-Way Shear

Toe: phiMn = phi*5*lambda*sqrt(fc)*Sm phiMn = phi*5*lambda*sqrt(fc)*Sm

= None Spec'd

1,058

6.05 43.82

Heel:

0.37 43.82

HeelToe psf ft-# ft-# ft-# psi psi

Heel Reinforcing = None Spec'd

Other Acceptable Sizes & Spacings

Key Reinforcing

Toe Reinforcing = None Spec'd

Min footing T&S reinf Area Min footing T&S reinf Area per foot

If one layer of horizontal bars:

1.04 0.26

#4@ 9.26 in

#5@ 14.35 in #6@ 20.37 in in2 in2 /ft

If two layers of horizontal bars:

#4@ 18.52 in

#5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion.

phiMn 2,7392,739= ft-#

OKOK

DESCRIPTION: 8ft High Site Wall

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024010 - Slide Rock.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

=Surcharge over Heel

Surcharge Over Heel

Adjacent Footing Load

=Adjacent Footing Load

Axial Dead Load on Stem =

=* Axial Live Load on Stem

Soil Over Toe

Surcharge Over Toe

Surcharge Over Toe

Load @ Stem Above Soil

139.2 5.50 765.6

91.7 0.83 76.4=

Stem Weight(s)

535.5 2.00 1,071.0

Earth @ Stem Transitions

=Footing Weight

600.0 2.00 1,200.0

Key Weight

Added Lateral Load lbs

= 790.9

Vert. Component

Total

1,318.8 2,637.7

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

Total = R.M.

=189.8 O.T.M.

Resisting/Overturning Ratio = 3.33

Vertical Loads used for Soil Pressure = 1,318.8 lbs

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

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

Soil Over HL (ab. water tbl)

Soil Over HL (bel. water tbl)

91.7 3.17

3.17

290.3

290.3

Water Table

Buoyant Force =

HL Act Pres (ab water tbl)

HL Act Pres (be water tbl)

50.6 0.50 25.3

Hydrostatic Force

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) 0.037 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: 8ft High Site Wall

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024010 - Slide Rock.ec6

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Rebar Lap & Embedment Lengths Information

Stem Design Segment: Bottom

Stem Design Height: 0.00 ft above top of footing

Calculated Rebar Stress, fs = 9690.08 psi

Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) = 25.00 in

Development length for #5 bar specified in this stem design segment = 12.11 in

Hooked embedment length into footing for #5 bar specified in this stem design segment = 6.39 in

As Provided = 0.2325 in2/ft

As Required = 0.1107 in2/ft

DESCRIPTION: 8ft High Site Wall

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024010 - Slide Rock.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

DESCRIPTION: 8ft High Site Wall

JTA Engineering

4411 E. Knox Rd.

Phoenix, AZ 85044

Project File: 2024010 - Slide Rock.ec6

Project Title:

Engineer:

Project ID:

Project Descr: