Big Bear Bridge Structural Calculations.pdf

STRUCTURAL CALCULATIONS

Project:

Big Bear Bridge

East Canyon Road

Park City, Utah

Project Number: 14503A

Prepared For:

Land & Natural Resources

Summit County

Utah

Date:

May, 2026

Prepared By:

Ladd W. Cox, 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 ensigneng.com

Project: Big Bear Bridge Project No.: 14503A

By: Ladd W. Cox, EIT Checked By: CJS

Date: May, 2026

TABLE OF CONTENTS

SECTION NAME PAGE NUMBER

Criteria 8

Steel Bridge Anchoring 9

Bridge Calcs 18

Wood Deck Calcs 19

Existing Steel Edge Beam Check 30

Existing Middle Beam Check 34

Thermal Expansion Check 40

Abutment Calcs 41

Backwall Loading 42

Backwall Anchoring Calcs 43

Railing Calcs 58

Wind Loading 58

Wood Railing Calcs 59

Existing Steel Pipe Check 61

Steel Pipe Anchoring to Concrete Calcs 68

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

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ASCE Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-16 Latitude: 40.79

Risk Category: II Longitude: -111.5969

Soil Class: D - Default (see Section 11.4.3)

Elevation: 0 ft (NAVD 88)

Wind

Results:

Wind Speed 103 Vmph

10-year MRI 74 Vmph

25-year MRI 80 Vmph

50-year MRI 84 Vmph

100-year MRI 89 Vmph

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

Date Accessed: Tue Mar 03 2026

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years).

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

Page 1 of 3https://ascehazardtool.org/ Tue Mar 03 2026 https://ascehazardtool.org/

SS : 0.625

S1 : 0.224

Fa : 1.3

Fv : N/A

SMS : 0.812

SM1 : N/A

SDS : 0.542

SD1 : N/A

TL : 8

PGA : 0.274

PGA M : 0.363

FPGA : 1.326

Ie : 1

Cv : 1.112

Seismic

Site Soil Class:

Results:

Data Accessed:

Date Source:

D - Default (see Section 11.4.3)

USGS Seismic Design Maps

Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.

Tue Mar 03 2026

Page 2 of 3https://ascehazardtool.org/ Tue Mar 03 2026 https://doi.org/10.5066/F7NK3C76

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.

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DIMENSIONS WHEELS

Overall length (without blade) 3450 mm 135.8 in Quantity 8 wheels, 2 sprockets

Overall Length (with blade) 4200 mm 165.3 in Type solid

Overall length (with blade and tiller) 5600 mm 220.4 in

Overall width 2200 mm 86.6 in TRACKS

Overall heigth 2360 mm 92.9 in Standard tracks Aluminium cleats with steel ice-spikes, Weight (with Large 6-way blade) 2374 kg 5233 lb PU tire guide

Weight (with 12-way blade) 2408 kg 5308 lb All-season tracks (optional) PU-covered alu cleats with optional 5

Weight (with Large 6-way blade + Large tiller) 2557 kg 5637 lb Pin Icepicks

Weight (with 12-way blade + Large tiller) 2591 kg 5712 lb Width 785mm 30.9 in

Max transportable weight on rear deck 750 kg 1653 lb Middle rut 142 mm 5.5 in

ENGINE ELECTRICAL

Make FCA/VM engines Voltage 12V

Model R754EU 6EH Battery 110 Amp/h

Type Turbo diesel electronic fuel system

Emission EPA Tier 4 final / EU Stage 5 CAB (standard features)

Number of cylinders 4 2-seat tiltable cab, ROPS certificated

Displacement 3.0 L Manual heater with adjustable temperature, fan control

Power @ 2600 rpm 134 hp 100 kW Integrated sunroof

Torque @ 1200 rpm 500 Nm Heated rear mirrors

Exhaust after treatment system DAB+ radio with Bluetooth and USB port DOC + DPF + SCR

Glow plug starter yes LED lighting system

Tank capacity 88 l. 23.2 US gal Beacon light, electric horn, back-up alarm, emergency parking brake with

Tank capacity DEF (AdBlue) 16 l. 4.2 US gal automatic application on door opening, fire extinguisher

CAN-bus display

DRIVING CHARACTERISTICS Joystick for front/rear implement control

Speed, continuously variable 0- 25 km/h 0 – 15 mp/h (optional) Rear view camera with onboard display

Turning radius 0°

Spec. Ground pressure with blade 53 g/cm2 0.75 psi PASSENGER REAR CAB (optional)

Driving system Steering joystick with 2nd speed Insulated rear cabin for 6 persons, ROPS certified set and cruise control (optional) Ski rack; separately adjustable heating

HYDRAULIC TILLER

LARGE TILLER

Width with flaps 2800 mm 110.2 in

Working shaft width 2200 mm 86.6 in

Weight 183 kg 403 lb

Max rotating speed 2000 rpm

Hydraulically driven cutting edge (optional)

Up to 2 independent track setters with hydraulically adjustable depth

SNOW RABBIT 3X SPECIFICATIONS

BLADES

LARGE 6-WAY BLADE

6 Hydraulic adjustments + 2 mechanic adjustment (tilt)

Hydraulical tilt adjustment as option

Width 2200 mm 86.6 in

LARGE 12-WAY BLADE

10 hydraulic adjustments + 2 mechanic adjustment

(tilt)

Hydraulical tilt adjustment as option

Width 2400 mm 94.4 in

COMPACTOR BAR

Width 2400 mm 94.4 in

Hydraulically adjustable depth

Mechanically adjustable cutting edge

Date: May, 2026

GENERAL PROJECT INFORMATION

Client: Land & Natural Resources

Project: Big Bear Bridge

Project Address: East Canyon Road

Park City, Utah

Latitude: 40.790 North (Approximate)

Longitude: -111.597 West (Approximate)

Elevation above Sea Level: 6,296 ft

PROJECT DESCRIPTION

GENERAL DESIGN CRITERIA

Structure Type: Bridge Length (ft) 53.75

Design Code: Bridge Width (ft) 14

Risk Category: Light-frame Construction? No

DESIGN LOADS & SERVICEABILITY REQUIREMENTS

Dead Loads: Snow Loads:

-Bridge DL: Ground Snow Load, pg: 88 psf

Steel Density: 492 pcf Seismic Snow Load, pf,seismic: 20 psf

Steel Bridge: 26 psf

Wood Decking Density: 30 pcf Wind Loads:

Wood Deck: 10 psf Basic Wind Speed, V: 103 mph (3-second gust)

Total Bridge DL: 36 psf ASD Wind Speed, Vasd: 80 mph (3-second gust)

Exposure: C

Live Loads:

Floor Live: 75 psf Seismic Loads:

Type 3 Engine Front Axle: 10 kip SS: 0.625 g

Type 3 Engine Rear Axle: 20 kip S1: 0.224 g

Snow Rabbit 3X: 5712 lb Site Soil Class: D (Default)

Sufficient Soil Properties Known? No

Importance Factor, IE: 1.00

PGA: 0.274

Rain Loads: Fpga: 1.326

Rain Intensity, I (in/hr): 1.5 As: 0.363

Tributary Permanent Load: 13.71 kip

Deflection Limits: Live Load EQ: 4.98 kip

Vehicular: L / 420 EQ Per Member: 1.24 kip

Pedestrian: L / 1000 EQ Per Member Perpendicular Direction: 2.49 kip

Provide structural calculations for railcar bridge repairs.

Steel Bridge w/ concrete abutments

2021 IBC and ASShto LRFD Design Manual

II

www.hilti.com

Hilti PROFIS Engineering 3.1.30

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Concrete - Mar 17, 2026

Page:

Specifier:

E-Mail:

Date:

4/28/2026

Specifier's comments:

1 Input data

Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 5/8

Item number: 2198024 HAS-V-36 5/8"x6" (element) / 2334276 HIT-HY 200-R V3 (adhesive)

Specification text: HILTI Æ 5/8 IN HIT-HY 200 V3 + HAS-V-36

(ASTM F1554 GR.36) WITH 3.125 IN

NOMINAL EMBEDMENT DEPTH PER ICC-ES

ESR-4868 , HAMMER DRILL BIT

INSTALLATION PER MPII

Effective embedment depth: hef,opti = 3.125 in. (hef,limit = 12.500 in.)

Material: ASTM F1554 Grade 36

Evaluation Service Report: ESR-4868

Issued I Valid: 11/1/2024 | 11/1/2026

Proof: Design Method ACI 318-19 / Chem

Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1b)

Stand-off installation:

Profile:

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 420.000 in., Temp. short/long: 32/32 °F

Installation: Hammer drilled hole, Installation condition: Dry

Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar

Geometry [in.] & Loading [lb, in.lb]

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Concrete - Mar 17, 2026

Page:

Specifier:

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Date:

4/28/2026

1.1 Design results

Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]

1 Combination 1 N = -3,428; Vx = 0; Vy = 2,580;

Mx = 0; My = 0; Mz = 0;

no 85

2 Load case/Resulting anchor forces

Anchor reactions [lb] Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y 1 -3,428 2,580 0 2,580

3 Tension load

Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* -3,428 9,832 35 OK

Bond Strength** N/A N/A N/A N/A

Sustained Tension Load Bond Strength* N/A N/A N/A N/A

Concrete Breakout Failure** N/A N/A N/A N/A

* highest loaded anchor **anchor group (anchors in tension)

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

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Design:

Fastening point:

Concrete - Mar 17, 2026

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Specifier:

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Date:

4/28/2026

3.1 Steel Strength

Nsa = ESR value refer to ICC-ES ESR-4868 f Nsa ³ Nua ACI 318-19 Table 17.5.2

Variables

Ase,N [in.2] futa [psi]

0.23 58,000

Calculations

Nsa [lb] 13,110

Results

Nsa [lb] f steel f Nsa [lb] Nua [lb] 13,110 0.750 9,832 -3,428

The steel proof was done for the highest absolute force per anchor - in this case compression loading. Please note that the user is responsible for the buckling check in case of compression loading !!

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Concrete - Mar 17, 2026

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Specifier:

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Date:

4/28/2026

4 Shear load

Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* 2,580 5,112 51 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength (Bond Strength controls)** 2,580 4,981 52 OK

Concrete edge failure in direction y+** 2,580 3,273 79 OK

* highest loaded anchor **anchor group (relevant anchors) When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction

4.1 Steel Strength

Vsa = ESR value refer to ICC-ES ESR-4868 f Vsteel ³ Vua ACI 318-19 Table 17.5.2

Variables

Ase,V [in.2] futa [psi]

0.23 58,000

Calculations

Vsa [lb] 7,865

Results

Vsa [lb] f steel f Vsa [lb] Vua [lb] 7,865 0.650 5,112 2,580

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

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Design:

Fastening point:

Concrete - Mar 17, 2026

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Specifier:

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Date:

4/28/2026

4.2 Pryout Strength (Bond Strength controls)

Vcp =kcp[(ANa ANa0

) y ed,Na y cp,Na Nba] ACI 318-19 Eq. (17.7.3.1a) f Vcp ³ Vua ACI 318-19 Table 17.5.2 ANa see ACI 318-19, Section 17.6.5.1, Fig. R 17.6.5.1(b)

ANa0 = (2 cNa) 2 ACI 318-19 Eq. (17.6.5.1.2a) cNa = 10 da √t uncr 1100 ACI 318-19 Eq. (17.6.5.1.2b) y ed,Na = 0.7 + 0.3 (ca,min cNa

) £ 1.0 ACI 318-19 Eq. (17.6.5.4.1b) y cp,Na = MAX(ca,min cac cNa cac

) £ 1.0 ACI 318-19 Eq. (17.6.5.5.1b)

Nba = l a · t k,c · p · da · hef ACI 318-19 Eq. (17.6.5.2.1)

Variables kcp aoverhead t k,c,uncr [psi] da [in.] hef [in.] ca,min [in.] t k,c [psi] 2 1.000 2,261 0.625 3.125 5.000 1,192 cac [in.] l a

4.410 1.000

Calculations cNa [in.] ANa [in.2] ANa0 [in.2] y ed,Na

8.920 178.40 318.25 0.868 y cp,Na Nba [lb]

1.000 7,311

Results

Vcp [lb] f concrete f Vcp [lb] Vua [lb] 7,116 0.700 4,981 2,580

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

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Design:

Fastening point:

Concrete - Mar 17, 2026

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Date:

4/28/2026

4.3 Concrete edge failure in direction y+

Vcb = (AVc AVc0

) y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a) f Vcb ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b)* AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ed,V = 0.7 + 0.3( ca2 1.5ca1

) £ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha

³ 1.0 ACI 318-19 Eq. (17.7.2.6.1)

Vb = (7 ( le da

0.2

√da) l a √f'c c 1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a)

Variables ca1 [in.] ca2 [in.] y c,V ha [in.] le [in.]

5.000 - 1.000 420.000 3.125 l a da [in.] f'c [psi] y parallel,V

1.000 0.625 3,000 1.000

Calculations

AVc [in.2] AVc0 [in.2] y ed,V y h,V Vb [lb]

112.50 112.50 1.000 1.000 4,676

Results

Vcb [lb] f concrete f Vcb [lb] Vua [lb] 4,676 0.700 3,273 2,580

*Anchor row defined by: Anchor 1; Case 3 controls

When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction

5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%] Status

0.349 0.788 5/3 85 OK

bNV = bz N + bz

V <= 1

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Concrete - Mar 17, 2026

Page:

Specifier:

E-Mail:

Date:

4/28/2026

6 Warnings

• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (EN1992-4, AS5216, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the equations remain in their imperial format.

• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.

• Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions.

• For additional information about ACI 318 strength design provisions, please go to https://viewer.joomag.com/profis-design-guide-us-en-summer-2021/0841849001625154758?short&/

• Attention! In case of compressive anchor forces a buckling check as well as the proof of the local load transfer into and within the base material (incl. punching) has to be done separately.

• Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-19, Section 26.7.

Fastening meets the design criteria!

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Concrete - Mar 17, 2026

Page:

Specifier:

E-Mail:

Date:

4/28/2026

7 Installation data Anchor type and diameter: HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) 5/8

Profile: - Item number: 2198024 HAS-V-36 5/8"x6" (element) / 2334276 HIT-HY 200-R V3 (adhesive)

Hole diameter in the fixture: - Maximum installation torque: 720 in.lb Plate thickness (input): - Hole diameter in the base material: 0.750 in.

Hole depth in the base material: 3.125 in.

Drilling method: Hammer drilled Minimum thickness of the base material: 4.625 in.

Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required

Hilti Æ 5/8 in HIT-HY 200 V3 + HAS-V-36 (ASTM F1554 Gr.36) with 3.125 in nominal embedment depth per ICC-ES ESR-4868 , Hammer drill bit installation per MPII

7.1 Recommended accessories

Drilling Cleaning Setting

• Suitable Rotary Hammer

• Properly sized drill bit

• Compressed air with required accessories to blow from the bottom of the hole

• Proper diameter wire brush

• Dispenser including cassette and mixer

• Torque wrench

Coordinates Anchor in.

Anchor x y c-x c+x c-y c+y

1 0.000 0.000 - - 5.000 5.000

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2026 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

Concrete - Mar 17, 2026

Page:

Specifier:

E-Mail:

Date:

4/28/2026

8 Remarks; Your Cooperation Duties

• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.

Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.

Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.

Date: May, 2026

WOOD FRAMING SPECIFICATIONS

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

Sawn Lumber: Species: Alaskan Yellow Cedar Sawn Lumber

2x4 studs up to 8'-0" long: #1 Grade

2x4 studs over 8'-0" long: Grade #1

Other studs: Grade #1

Posts: Grade #1

Joists: Grade #1

Beams: Grade #1

Headers: Grade #1

Subpurlins: Grade #1

Purlins: Grade #1

Glue Laminated Beams: Species: Alaskan Yellow Cedra Sawn

Simple Spans: 20F-12V

Continuous Spans: 20F-12V

Sheathing: APA Rated OSB

Framing Hardware: Simpson Strong-Tie Connectors

Structural Nails: Common Wire Type (unless noted otherwise)

Bolts in Wood: ASTM A307

Wood Beam LIC# : KW-06015084, Build:20.26.03.03 ENSIGN ENGINEERING (c) ENERCALC, LLC 1982-2026

DESCRIPTION: Deck Planks Pedestrian Loading

Project File: 14503A Railcar Bridge 910 Ranch.ec6

Project Title: Railcar Bridge 910 Ranch Engineer: Cody Santos Project ID: 14503A Project Descr:

Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-16

Code References

Governing Code : IBC 2021

Rho (or Omega) = 1.00

Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design

AC/AC

20F-V12

2,000.0

1,400.0

1,500.0

560.0

1,500.0

790.0

265.0

925.0 28.720

Analysis Method :

Eminbend - xx ksi

Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity

Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-16

22.0 X 3.375

(Weak Orientation)

Span = 2.417 ft

22.0 X 3.375

(Weak Orientation)

Span = 3.333 ft

22.0 X 3.375

(Weak Orientation)

Span = 2.667 ft

22.0 X 3.375

(Weak Orientation)

Span = 3.333 ft

22.0 X 3.375

(Weak Orientation)

Span = 2.417 ft

1 2 3 4 5 6

L(0.0750)

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

Beam self weight calculated and added to loading Loads on all spans...

Uniform Load on ALL spans : L = 0.0750 k/ft

DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio Maximum Shear Stress Ratio

22.0 X 3.375

0.015

Section used for this span22.0 X 3.375

: 10.054 =: 1

Load Combination

+D+L +D+L

Span # where maximum occurs Span # 1

Location of maximum on span 2.417ft

4.00 psi= 1,400.00psi

Section used for this span

Span # where maximum occurs

Location of maximum on span

Span # 4=

Load Combination

265.00 psi==

3.080 ft=

75.35psi

Maximum Deflection

>=1000

Ratio = 33633 >=180

Max Downward Transient Deflection 0.011 in

Ratio = >=1000

Max Upward Transient Deflection 0 in Ratio =

Max Downward Total Deflection 0.013 in Ratio = >=180 Max Upward Total Deflection -0.001 in fb: Actual

F'b fv: Actual

F'v

Span: 1 : L Only n/a

Span: 1 : +D+L

Span: 2 : +D+L

(weak orientation) (weak orientation)

NDS2018 NDS2018

Maximum Forces & Stresses for Load Combinations

Span #

Moment ValuesLoad Combination C iCLx CCCM CV rt

Shear ValuesMax Stress Ratios

M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0

1.00Length = 2.417 ft 1 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.71.00

1.00Length = 3.333 ft 2 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.71.00

1.00Length = 2.667 ft 3 0.001 0.001 0.90 1.000 1.001.00 1.00 0.01 2.5 1,800.0 0.02 238.51.00 0.31.00

1.00Length = 3.333 ft 4 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.71.00

1.00Length = 2.417 ft 5 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.61.00

DESCRIPTION: Deck Planks Pedestrian Loading

Project File: 14503A Railcar Bridge 910 Ranch.ec6

Project Title: Railcar Bridge 910 Ranch Engineer: Cody Santos Project ID: 14503A Project Descr:

Maximum Forces & Stresses for Load Combinations

Span #

Moment ValuesLoad Combination C iCLx CCCM CV rt

Shear ValuesMax Stress Ratios

M CDV fbM fvF'b V F'vSegment Length Cfu

1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 2.417 ft 1 0.054 0.015 1.00 1.000 1.001.00 1.00 0.26 75.4 1,400.0 0.20 265.01.00 4.01.00

1.00Length = 3.333 ft 2 0.054 0.015 1.00 1.000 1.001.00 1.00 0.26 75.4 1,400.0 0.20 265.01.00 4.01.00

1.00Length = 2.667 ft 3 0.008 0.007 1.00 1.000 1.001.00 1.00 0.05 15.4 2,000.0 0.10 265.01.00 1.91.00

1.00Length = 3.333 ft 4 0.054 0.015 1.00 1.000 1.001.00 1.00 0.26 75.4 1,400.0 0.20 265.01.00 4.01.00

1.00Length = 2.417 ft 5 0.054 0.015 1.00 1.000 1.001.00 1.00 0.26 75.4 1,400.0 0.19 265.01.00 3.91.00

1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 2.417 ft 1 0.034 0.010 1.25 1.000 1.001.00 1.00 0.21 59.6 1,750.0 0.16 331.31.00 3.21.00

1.00Length = 3.333 ft 2 0.034 0.010 1.25 1.000 1.001.00 1.00 0.21 59.6 1,750.0 0.16 331.31.00 3.21.00

1.00Length = 2.667 ft 3 0.005 0.005 1.25 1.000 1.001.00 1.00 0.04 12.2 2,500.0 0.08 331.31.00 1.51.00

1.00Length = 3.333 ft 4 0.034 0.010 1.25 1.000 1.001.00 1.00 0.21 59.6 1,750.0 0.16 331.31.00 3.21.00

1.00Length = 2.417 ft 5 0.034 0.009 1.25 1.000 1.001.00 1.00 0.21 59.6 1,750.0 0.15 331.31.00 3.11.00

1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 2.417 ft 1 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

1.00Length = 3.333 ft 2 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

1.00Length = 2.667 ft 3 0.000 0.000 1.60 1.000 1.001.00 1.00 0.01 1.5 3,200.0 0.01 424.01.00 0.21.00

1.00Length = 3.333 ft 4 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

1.00Length = 2.417 ft 5 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

LocationLoad CombinationMax. Location Load CombinationSpan

Max.

Overall Maximum Deflections

"-" Defl in Span in Span"+" Defl

+D+L1 0.0129 0.000 0.0000 0.000

+D+L2 0.0000 0.000 -0.0012 1.013

+D+L3 0.0006 1.350 0.0000 1.013

+D+L4 0.0000 1.350 -0.0011 2.363

+D+L5 0.0128 2.417 0.0000 2.363

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6

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

Max Upward from all Load Conditions 0.438 0.199 0.199 0.438 Max Upward from Load Combinations 0.438 0.199 0.199 0.438 Max Upward from Load Cases 0.365 0.166 0.166 0.365 D Only 0.072 0.033 0.033 0.072 +D+L 0.438 0.199 0.199 0.438 +D+0.750L 0.346 0.157 0.157 0.346 +0.60D 0.043 0.020 0.020 0.043 L Only 0.365 0.166 0.166 0.365

LIC# : KW-06015084, Build:20.26.04.01 ENSIGN ENGINEERING (c) ENERCALC, LLC 1982-2026

DESCRIPTION: Deck Planks Pedestrian Loading At 1 End

Project File: 14503A Railcar Bridge 910 Ranch.ec6

Project Title: Railcar Bridge 910 Ranch Engineer: Cody Santos Project ID: 14503A Project Descr:

Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-16

Code References

Governing Code : IBC 2021

Rho (or Omega) = 1.00

Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design

AC/AC

20F-V12

2,000.0

1,400.0

1,500.0

560.0

1,500.0

790.0

265.0

925.0 28.720

Analysis Method :

Eminbend - xx ksi

Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity

Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-16

22.0 X 3.375

(Weak Orientation)

Span = 2.417 ft

22.0 X 3.375

(Weak Orientation)

Span = 3.333 ft

22.0 X 3.375

(Weak Orientation)

Span = 2.667 ft

22.0 X 3.375

(Weak Orientation)

Span = 3.333 ft

22.0 X 3.375

(Weak Orientation)

Span = 2.417 ft

1 2 3 4 5 6

L(0.075)

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

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

Uniform Load : L = 0.0750 , Tributary Width = 1.0 ft, (Pedestrian)

DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio Maximum Shear Stress Ratio

22.0 X 3.375

0.015

Section used for this span22.0 X 3.375

: 10.054 =: 1

Load Combination

+D+L +D+L

Span # where maximum occurs Span # 1

Location of maximum on span 2.417ft

3.89 psi= 1,400.00psi

Section used for this span

Span # where maximum occurs

Location of maximum on span

Span # 1=

Load Combination

265.00 psi==

2.141 ft=

75.35psi

Maximum Deflection

>=1000

Ratio = 18493 >=180

Max Downward Transient Deflection 0.013 in

20275 Ratio = >=1000

Max Upward Transient Deflection -0.002 in Ratio =

Max Downward Total Deflection 0.016 in Ratio = >=180 Max Upward Total Deflection -0.002 in fb: Actual

F'b fv: Actual

F'v

Span: 1 : L Only

Span: 2 : L Only

Span: 1 : +D+L

Span: 2 : +D+L

(weak orientation) (weak orientation)

NDS2018 NDS2018

Maximum Forces & Stresses for Load Combinations

Span #

Moment ValuesLoad Combination C iCLx CCCM CV rt

Shear ValuesMax Stress Ratios

M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0

1.00Length = 2.417 ft 1 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.71.00

1.00Length = 3.333 ft 2 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.71.00

1.00Length = 2.667 ft 3 0.001 0.001 0.90 1.000 1.001.00 1.00 0.01 2.5 1,800.0 0.02 238.51.00 0.31.00

1.00Length = 3.333 ft 4 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.71.00

1.00Length = 2.417 ft 5 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.61.00

LIC# : KW-06015084, Build:20.26.04.01 ENSIGN ENGINEERING (c) ENERCALC, LLC 1982-2026

DESCRIPTION: Deck Planks Pedestrian Loading At 1 End

Project File: 14503A Railcar Bridge 910 Ranch.ec6

Project Title: Railcar Bridge 910 Ranch Engineer: Cody Santos Project ID: 14503A Project Descr:

Maximum Forces & Stresses for Load Combinations

Span #

Moment ValuesLoad Combination C iCLx CCCM CV rt

Shear ValuesMax Stress Ratios

M CDV fbM fvF'b V F'vSegment Length Cfu

1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 2.417 ft 1 0.054 0.015 1.00 1.000 1.001.00 1.00 0.26 75.4 1,400.0 0.19 265.01.00 3.91.00

1.00Length = 3.333 ft 2 0.054 0.009 1.00 1.000 1.001.00 1.00 0.26 75.4 1,400.0 0.12 265.01.00 2.41.00

1.00Length = 2.667 ft 3 0.009 0.003 1.00 1.000 1.001.00 1.00 0.06 17.1 2,000.0 0.05 265.01.00 0.91.00

1.00Length = 3.333 ft 4 0.009 0.002 1.00 1.000 1.001.00 1.00 0.04 12.4 1,400.0 0.03 265.01.00 0.61.00

1.00Length = 2.417 ft 5 0.009 0.002 1.00 1.000 1.001.00 1.00 0.04 12.4 1,400.0 0.03 265.01.00 0.61.00

1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 2.417 ft 1 0.034 0.009 1.25 1.000 1.001.00 1.00 0.21 59.6 1,750.0 0.15 331.31.00 3.11.00

1.00Length = 3.333 ft 2 0.034 0.006 1.25 1.000 1.001.00 1.00 0.21 59.6 1,750.0 0.10 331.31.00 1.91.00

1.00Length = 2.667 ft 3 0.005 0.002 1.25 1.000 1.001.00 1.00 0.04 12.6 2,500.0 0.04 331.31.00 0.81.00

1.00Length = 3.333 ft 4 0.007 0.002 1.25 1.000 1.001.00 1.00 0.04 12.4 1,750.0 0.03 331.31.00 0.61.00

1.00Length = 2.417 ft 5 0.007 0.002 1.25 1.000 1.001.00 1.00 0.04 12.4 1,750.0 0.03 331.31.00 0.61.00

1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 2.417 ft 1 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

1.00Length = 3.333 ft 2 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

1.00Length = 2.667 ft 3 0.000 0.000 1.60 1.000 1.001.00 1.00 0.01 1.5 3,200.0 0.01 424.01.00 0.21.00

1.00Length = 3.333 ft 4 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

1.00Length = 2.417 ft 5 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

LocationLoad CombinationMax. Location Load CombinationSpan

Max.

Overall Maximum Deflections

"-" Defl in Span in Span"+" Defl

+D+L1 0.0156 0.000 0.0000 0.000

+D+L2 0.0000 0.000 -0.0022 1.266

+D+L3 0.0005 1.114 0.0000 1.266

+D+L4 0.0000 1.114 -0.0003 1.983

+D+L5 0.0024 2.417 0.0000 1.983

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6

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

Max Upward from all Load Conditions 0.338 0.033 0.066 0.072 Max Upward from Load Combinations 0.338 0.020 0.066 0.069 Max Upward from Load Cases 0.266 0.033 0.034 0.072 Max Downward from all Load Conditions (Resisting Uplift) -0.114 -0.004 Max Downward from Load Combinations (Resisting Uplift) -0.081 Max Downward from Load Cases (Resisting Uplift) -0.114 -0.004 D Only 0.072 0.033 0.033 0.072 +D+L 0.338 -0.081 0.066 0.068 +D+0.750L 0.272 -0.053 0.058 0.069 +0.60D 0.043 0.020 0.020 0.043 L Only 0.266 -0.114 0.034 -0.004

DESCRIPTION: Deck Planks Snow Loading

Project File: 14503A Railcar Bridge 910 Ranch.ec6

Project Title: Railcar Bridge 910 Ranch Engineer: Cody Santos Project ID: 14503A Project Descr:

Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-16

Code References

Governing Code : IBC 2021

Rho (or Omega) = 1.00

Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design

AC/AC

20F-V12

2,000.0

1,400.0

1,500.0

560.0

1,500.0

790.0

265.0

925.0 28.720

Analysis Method :

Eminbend - xx ksi

Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity

Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-16

22.50 X 3.375

(Weak Orientation)

Span = 2.417 ft

22.50 X 3.375

(Weak Orientation)

Span = 3.333 ft

22.50 X 3.375

(Weak Orientation)

Span = 2.667 ft

22.50 X 3.375

(Weak Orientation)

Span = 3.333 ft

22.50 X 3.375

(Weak Orientation)

Span = 2.417 ft

1 2 3 4 5 6

L(0.0070) S(0.0880)

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

Beam self weight calculated and added to loading Loads on all spans...

Uniform Load on ALL spans : L = 0.0070, S = 0.0880 k/ft

DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio Maximum Shear Stress Ratio

22.50 X 3.375

0.015

Section used for this span22.50 X 3.375

: 10.053 =: 1

Load Combination

+D+S +D+S

Span # where maximum occurs Span # 1

Location of maximum on span 2.417ft

4.49 psi= 1,610.00psi

Section used for this span

Span # where maximum occurs

Location of maximum on span

Span # 4=

Load Combination

304.75 psi==

3.080 ft=

84.62psi

Maximum Deflection

>=1000

Ratio = 29950 >=180

Max Downward Transient Deflection 0.012 in

35104 Ratio = >=1000

Max Upward Transient Deflection -0.001 in Ratio =

Max Downward Total Deflection 0.015 in Ratio = >=180 Max Upward Total Deflection -0.001 in fb: Actual

F'b fv: Actual

F'v

Span: 1 : S Only

Span: 2 : S Only

Span: 1 : +D+S

Span: 2 : +D+S

(weak orientation) (weak orientation)

NDS2018 NDS2018

Maximum Forces & Stresses for Load Combinations

Span #

Moment ValuesLoad Combination C iCLx CCCM CV rt

Shear ValuesMax Stress Ratios

M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0

1.00Length = 2.417 ft 1 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.71.00

1.00Length = 3.333 ft 2 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.71.00

1.00Length = 2.667 ft 3 0.001 0.001 0.90 1.000 1.001.00 1.00 0.01 2.5 1,800.0 0.02 238.51.00 0.31.00

1.00Length = 3.333 ft 4 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.71.00

1.00Length = 2.417 ft 5 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.61.00

DESCRIPTION: Deck Planks Snow Loading

Project File: 14503A Railcar Bridge 910 Ranch.ec6

Project Title: Railcar Bridge 910 Ranch Engineer: Cody Santos Project ID: 14503A Project Descr:

Maximum Forces & Stresses for Load Combinations

Span #

Moment ValuesLoad Combination C iCLx CCCM CV rt

Shear ValuesMax Stress Ratios

M CDV fbM fvF'b V F'vSegment Length Cfu

1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 2.417 ft 1 0.013 0.004 1.00 1.000 1.001.00 1.00 0.06 18.2 1,400.0 0.05 265.01.00 1.01.00

1.00Length = 3.333 ft 2 0.013 0.004 1.00 1.000 1.001.00 1.00 0.06 18.2 1,400.0 0.05 265.01.00 1.01.00

1.00Length = 2.667 ft 3 0.002 0.002 1.00 1.000 1.001.00 1.00 0.01 3.7 2,000.0 0.02 265.01.00 0.51.00

1.00Length = 3.333 ft 4 0.013 0.004 1.00 1.000 1.001.00 1.00 0.06 18.2 1,400.0 0.05 265.01.00 1.01.00

1.00Length = 2.417 ft 5 0.013 0.004 1.00 1.000 1.001.00 1.00 0.06 18.2 1,400.0 0.05 265.01.00 0.91.00

1.00+D+S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 2.417 ft 1 0.053 0.015 1.15 1.000 1.001.00 1.00 0.30 84.6 1,610.0 0.23 304.81.00 4.51.00

1.00Length = 3.333 ft 2 0.053 0.015 1.15 1.000 1.001.00 1.00 0.30 84.6 1,610.0 0.23 304.81.00 4.51.00

1.00Length = 2.667 ft 3 0.008 0.007 1.15 1.000 1.001.00 1.00 0.06 17.3 2,300.0 0.11 304.81.00 2.21.00

1.00Length = 3.333 ft 4 0.053 0.015 1.15 1.000 1.001.00 1.00 0.30 84.6 1,610.0 0.23 304.81.00 4.51.00

1.00Length = 2.417 ft 5 0.053 0.014 1.15 1.000 1.001.00 1.00 0.30 84.6 1,610.0 0.22 304.81.00 4.41.00

1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 2.417 ft 1 0.010 0.003 1.25 1.000 1.001.00 1.00 0.06 16.7 1,750.0 0.04 331.31.00 0.91.00

1.00Length = 3.333 ft 2 0.010 0.003 1.25 1.000 1.001.00 1.00 0.06 16.7 1,750.0 0.04 331.31.00 0.91.00

1.00Length = 2.667 ft 3 0.001 0.001 1.25 1.000 1.001.00 1.00 0.01 3.4 2,500.0 0.02 331.31.00 0.41.00

1.00Length = 3.333 ft 4 0.010 0.003 1.25 1.000 1.001.00 1.00 0.06 16.7 1,750.0 0.04 331.31.00 0.91.00

1.00Length = 2.417 ft 5 0.010 0.003 1.25 1.000 1.001.00 1.00 0.06 16.7 1,750.0 0.04 331.31.00 0.91.00

1.00+D+0.750L+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 2.417 ft 1 0.044 0.012 1.15 1.000 1.001.00 1.00 0.25 70.9 1,610.0 0.19 304.81.00 3.81.00

1.00Length = 3.333 ft 2 0.044 0.012 1.15 1.000 1.001.00 1.00 0.25 70.9 1,610.0 0.19 304.81.00 3.81.00

1.00Length = 2.667 ft 3 0.006 0.006 1.15 1.000 1.001.00 1.00 0.05 14.5 2,300.0 0.09 304.81.00 1.81.00

1.00Length = 3.333 ft 4 0.044 0.012 1.15 1.000 1.001.00 1.00 0.25 70.9 1,610.0 0.19 304.81.00 3.81.00

1.00Length = 2.417 ft 5 0.044 0.012 1.15 1.000 1.001.00 1.00 0.25 70.9 1,610.0 0.19 304.81.00 3.71.00

1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 2.417 ft 1 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

1.00Length = 3.333 ft 2 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

1.00Length = 2.667 ft 3 0.000 0.000 1.60 1.000 1.001.00 1.00 0.01 1.5 3,200.0 0.01 424.01.00 0.21.00

1.00Length = 3.333 ft 4 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

1.00Length = 2.417 ft 5 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

LocationLoad CombinationMax. Location Load CombinationSpan

Max.

Overall Maximum Deflections

"-" Defl in Span in Span"+" Defl

+D+S1 0.0145 0.000 0.0000 0.000

+D+S2 0.0000 0.000 -0.0013 1.013

+D+S3 0.0007 1.350 0.0000 1.013

+D+S4 0.0000 1.350 -0.0013 2.363

+D+S5 0.0144 2.417 0.0000 2.363

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6

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

Max Upward from all Load Conditions 0.503 0.228 0.228 0.503 Max Upward from Load Combinations 0.503 0.228 0.228 0.503 Max Upward from Load Cases 0.429 0.195 0.195 0.429 D Only 0.074 0.033 0.033 0.074 +D+L 0.108 0.049 0.049 0.108 +D+S 0.503 0.228 0.228 0.503 +D+0.750L 0.099 0.045 0.045 0.099 +D+0.750L+0.750S 0.421 0.191 0.191 0.421 +0.60D 0.044 0.020 0.020 0.044 L Only 0.034 0.015 0.015 0.034

DESCRIPTION: Deck Planks Snow Loading

Project File: 14503A Railcar Bridge 910 Ranch.ec6

Project Title: Railcar Bridge 910 Ranch Engineer: Cody Santos Project ID: 14503A Project Descr:

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6

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

S Only 0.429 0.195 0.195 0.429

DESCRIPTION: Deck Planks Type 3 Engine Loading

Project File: 14503A Railcar Bridge 910 Ranch.ec6

Project Title: Railcar Bridge 910 Ranch Engineer: Cody Santos Project ID: 14503A Project Descr:

Referenced Design Standard(s) : NDS 2018 Load Combination Set : ASCE 7-16

Code References

Governing Code : IBC 2021

Rho (or Omega) = 1.00

Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design

AC/AC

20F-V12

2,000.0

1,400.0

1,500.0

560.0

1,500.0

790.0

265.0

925.0 28.720

Analysis Method :

Eminbend - xx ksi

Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity

Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-16

22.50 X 3.375

(Weak Orientation)

Span = 2.417 ft

22.50 X 3.375

(Weak Orientation)

Span = 3.333 ft

22.50 X 3.375

(Weak Orientation)

Span = 2.667 ft

22.50 X 3.375

(Weak Orientation)

Span = 3.333 ft

22.50 X 3.375

(Weak Orientation)

Span = 2.417 ft

1 2 3 4 5 6

L(10) L(10)

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

Beam self weight calculated and added to loading Load for Span Number 2

Point Load : L = 10.0 k @ 1.667 ft, (Type 3 Engine) Load for Span Number 4

Point Load : L = 10.0 k @ 1.667 ft, (Type 3 Engine)

DESIGN SUMMARY Design N.G.

Maximum Bending Stress Ratio Maximum Shear Stress Ratio

22.50 X 3.375

0.437

Section used for this span22.50 X 3.375

: 10.959 =: 1

Load Combination

+D+L +D+L

Span # where maximum occurs Span # 4

Location of maximum on span 1.688ft

115.81 psi= 2,000.00psi

Section used for this span

Span # where maximum occurs

Location of maximum on span

Span # 2=

Load Combination

265.00 psi==

3.080 ft=

1,917.01psi

Maximum Deflection

<420

Ratio = 282 >=180

Max Downward Transient Deflection 0.094 in

Ratio = >=420

Max Upward Transient Deflection -0.207 in Ratio =

Max Downward Total Deflection 0.094 in Ratio = >=180 Max Upward Total Deflection -0.205 in fb: Actual

F'b fv: Actual

F'v

Span: 2 : L Only

Span: 1 : L Only

Span: 2 : +D+L

Span: 1 : +D+L

(weak orientation) (weak orientation)

NDS2018 NDS2018

Maximum Forces & Stresses for Load Combinations

Span #

Moment ValuesLoad Combination C iCLx CCCM CV rt

Shear ValuesMax Stress Ratios

M CDV fbM fvF'b V F'vSegment Length Cfu

D Only 0.0 0.00 0.00.0

1.00Length = 2.417 ft 1 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.71.00

1.00Length = 3.333 ft 2 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.71.00

1.00Length = 2.667 ft 3 0.001 0.001 0.90 1.000 1.001.00 1.00 0.01 2.5 1,800.0 0.02 238.51.00 0.31.00

1.00Length = 3.333 ft 4 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.71.00

IF THE TRUCK IS TO STAY

CENTERED ON THE BRIDGE,

THE UPWARD DEFLECTION

WOULD NOT MATTER AT THE

ENDS OF THE PLANKS

DESCRIPTION: Deck Planks Type 3 Engine Loading

Project File: 14503A Railcar Bridge 910 Ranch.ec6

Project Title: Railcar Bridge 910 Ranch Engineer: Cody Santos Project ID: 14503A Project Descr:

Maximum Forces & Stresses for Load Combinations

Span #

Moment ValuesLoad Combination C iCLx CCCM CV rt

Shear ValuesMax Stress Ratios

M CDV fbM fvF'b V F'vSegment Length Cfu

1.00Length = 2.417 ft 5 0.010 0.003 0.90 1.000 1.001.00 1.00 0.04 12.4 1,260.0 0.03 238.51.00 0.61.00

1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 2.417 ft 1 0.009 0.312 1.00 1.000 1.001.00 1.00 0.04 12.4 1,400.0 4.18 265.01.00 82.61.00

1.00Length = 3.333 ft 2 0.958 0.437 1.00 1.000 1.001.00 1.00 6.82 1,916.0 2,000.0 5.86 265.01.00 115.81.00

1.00Length = 2.667 ft 3 0.571 0.437 1.00 1.000 1.001.00 1.00 2.85 799.4 1,400.0 5.86 265.01.00 115.81.00

1.00Length = 3.333 ft 4 0.959 0.437 1.00 1.000 1.001.00 1.00 6.82 1,917.0 2,000.0 5.86 265.01.00 115.81.00

1.00Length = 2.417 ft 5 0.009 0.002 1.00 1.000 1.001.00 1.00 0.04 12.4 1,400.0 0.03 265.01.00 0.61.00

1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 2.417 ft 1 0.007 0.187 1.25 1.000 1.001.00 1.00 0.04 12.4 1,750.0 3.14 331.31.00 62.11.00

1.00Length = 3.333 ft 2 0.575 0.262 1.25 1.000 1.001.00 1.00 5.11 1,436.8 2,500.0 4.40 331.31.00 86.91.00

1.00Length = 2.667 ft 3 0.343 0.262 1.25 1.000 1.001.00 1.00 2.14 599.8 1,750.0 4.40 331.31.00 86.91.00

1.00Length = 3.333 ft 4 0.575 0.262 1.25 1.000 1.001.00 1.00 5.12 1,437.5 2,500.0 4.40 331.31.00 86.91.00

1.00Length = 2.417 ft 5 0.007 0.002 1.25 1.000 1.001.00 1.00 0.04 12.4 1,750.0 0.03 331.31.00 0.61.00

1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00

1.00Length = 2.417 ft 1 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

1.00Length = 3.333 ft 2 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

1.00Length = 2.667 ft 3 0.000 0.000 1.60 1.000 1.001.00 1.00 0.01 1.5 3,200.0 0.01 424.01.00 0.21.00

1.00Length = 3.333 ft 4 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

1.00Length = 2.417 ft 5 0.003 0.001 1.60 1.000 1.001.00 1.00 0.03 7.5 2,240.0 0.02 424.01.00 0.41.00

LocationLoad CombinationMax. Location Load CombinationSpan

Max.

Overall Maximum Deflections

"-" Defl in Span in Span"+" Defl

L Only1 0.0000 0.000 -0.2072 0.000

L Only2 0.0938 1.646 0.0000 0.000

L Only3 0.0000 1.646 -0.0414 1.350

L Only4 0.0932 1.730 0.0000 1.350

L Only5 0.0000 1.730 -0.2073 2.417

Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6

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

Max Upward from all Load Conditions 4.220 5.887 5.884 4.223 Max Upward from Load Combinations 4.220 5.887 5.884 4.223 Max Upward from Load Cases 4.147 5.854 5.851 4.149 D Only 0.074 0.033 0.033 0.074 +D+L 4.220 5.887 5.884 4.223 +D+0.750L 3.184 4.424 4.422 3.185 +0.60D 0.044 0.020 0.020 0.044 L Only 4.147 5.854 5.851 4.149

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Company Designer Job Number Model Name

Ensign Engineering lcox 14503A Railcar Bridge

Checked By : CJS

4/30/2026

11:51:29 AM

RISA-3D Version 22 [ 14503A Railcar Bridge 910 Ranch Main … Page 1

Load Combinations

Description Solve P-Delta BLC Factor BLC Factor BLC Factor

1 Deflection 1 Yes Y DL 1 2 Deflection 2 Yes Y LL 1 3 Deflection 3 Yes Y DL 1 LL 1 4 ASCE Strength 1 Yes Y DL 1.4 5 ASCE Strength 2 (a) Yes Y DL 1.2 M1 1.6 LLS 1.6 6 ASCE Strength 2 (b) Yes Y DL 1.2 3 1.6 LLS 1.6

Envelope Node Reactions

Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC

1 N1 max 0 6 25.181 5-15 0 6 LOCKED 0 6 0 6 2 min 0 1 2.745 1 0 1 LOCKED 0 1 0 1 3 N2 max 0 6 25.181 5-83 0 6 0 6 0 6 0 6 4 min 0 1 2.745 1 0 1 0 1 0 1 0 1 5 Totals: max 0 6 32.029 6 0 6 6 min 0 1 5.49 1 0 1

Envelope Maximum Member Section Forces

Member Axial[k]Loc[ft]LCy Shear[k]Loc[ft] LC z Shear[k]Loc[ft]LCTorque[k-ft]Loc[ft]LCy-y Moment[k-ft] Loc[ft]LCz-z Moment[k-ft] Loc[ft] LC

1 M1 max 0 53 6 24.728 0 5-16 0 53 6 0 53 6 0 53 6 0 53 6 2 min 0 0 1 -24.728 53 5-84 0 0 1 0 0 1 0 0 1 -306.346 24.2925-39

THIS IS WHEN TRUCK IS 39 FT

ACROSS BRIDGE

EDGE BEAM CHECK

Ensign Engineering lcox

14503A

Railcar Bridge SK-1

Apr 30, 2026 at 11:22 AM

14503A Railcar Bridge 910 R…

SELF-WEIGHT DEAD LOAD IS

CONSIDERED BY PROGRAM.

LOADS SHOWN ARE

SUPERIMPOSED

14503A

Railcar Bridge SK-2

Apr 30, 2026 at 11:48 AM

14503A Railcar Bridge 910 …

WORST LOADING SCENARIO

FROM MOVING TRUCK LOAD

14503A

Railcar Bridge SK-3

Apr 20, 2026 at 11:02 AM

14503A Railcar Bridge 910 …

14503A

Railcar Bridge SK-4

Apr 30, 2026 at 11:50 AM

Job Number Model Name

Ensign Engineering lcox 14503A Railcar Bridge

Checked By : CJS

4/30/2026

12:02:41 PM

RISA-3D Version 22 [ 14503A Railcar Bridge 910 Ranch Middl… Page 1

Load Combinations

Description Solve P-Delta BLC Factor BLC Factor BLC Factor

1 Deflection 1 Yes Y DL 1 2 Deflection 2 Yes Y LL 1 3 Deflection 3 Yes Y DL 1 LL 1 4 ASCE Strength 1 Yes Y DL 1.4 5 ASCE Strength 2 (a) Yes Y DL 1.2 M1 1.6 LLS 1.6 6 ASCE Strength 2 (a) Yes Y DL 1.2 LL 1.6 LLS 1.6

Envelope Node Reactions

Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC

1 N2 max 0 6 12.935 5-83 0 6 0 6 0 6 0 6 2 min 0 1 1.66 1 0 1 0 1 0 1 0 1 3 N1 max 0 6 16.352 6 0 6 LOCKED 0 6 0 6 4 min 0 1 1.66 1 0 1 LOCKED 0 1 0 1 5 Totals: max 0 6 24.704 6 0 6 6 min 0 1 3.32 1 0 1

Envelope Maximum Member Section Forces

Member Axial[k]Loc[ft]LCy…