8-4-CR26075-26308480 Structural Calculations.pdf

PDF 6 MB Posted Jun 23, 2026

Attached to: DFCM Construction - Prequalified General Stage II - Utah National Guard- American Fork Armory Latrine Remodel - Project #26308480
Solicitation number: CR26075
Issued by: Utah

About this file

Written by GovTribe AI · Jun 24, 2026

This is a structural calculations document prepared by Structural Design Studio, Inc. for the Utah National Guard (UNG) American Fork Armory Latrine Remodel project managed by the Division of Facilities Construction and Management (DFCM). The project involves evaluating the existing roof structure at 251 South 200 East in American Fork, Utah to accommodate two new rooftop RTU (roof-mounted air handling) units, each weighing 775 pounds. The structural analysis determined that placement of these units at approximately 13 feet 4 inches from gridline A results in less than a 5 percent increase in demand on existing concrete beams, making the installation structurally acceptable under the International Building Code (2021). The evaluation was conducted for a 5-inch suspended concrete slab roof system supported by concrete beams, with the RTU units positioned at inflection points to minimize structural impact.

The structural design criteria utilized 2021 IBC standards with Risk Category IV (Essential) classification, incorporating roof live loads of 20 psf, flat roof snow loads of 27 psf at 4,590 feet elevation, wind speeds of 115 mph, and seismic design Category D parameters. The total roof dead load calculation was 77.00 psf, inclusive of the 5-inch concrete deck, roof insulation, electrical and mechanical collateral, and ceiling finishes. The structural calculations confirm that the existing roof system can safely support the additional RTU equipment without requiring structural modifications or reinforcement, supporting the associated Stage II invitation to bid for the broader latrine remodel project with a construction cost estimate of $813,054.

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File	Type	Posted
4-1-CR26075-26308480 Solicitation.pdf	PDF	Jun 23, 2026
9-2-CR26075-26308480 Approved Plans.pdf	PDF	Jun 23, 2026
10-3-CR26075-26308480 Approved Specifications.pdf	PDF	Jun 23, 2026
3-C-DFCM Health Insurance Statement of Compliance Form, Revised 7.28.25.docx	DOCX document	Jun 23, 2026
6-7-CR26075-26308480 Mechanical Compliance Certificate.pdf	PDF	Jun 23, 2026
7-6-CR26075-26308480 Interior Lighting Compliance Certificate.pdf	PDF	Jun 23, 2026
1-A-DFCM General Conditions August 2020-Clean rev 07122023.pdf	PDF	Jun 23, 2026
5-5-CR26075-26308480 Hazmat Survey.pdf	PDF	Jun 23, 2026
2-B-Subcontractors List Form Instructions-7.1.2021.docx	DOCX document	Jun 23, 2026

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STRUCTURAL CALCULATIONS

UNG American Fork Latrine Remodel-RTU Evaluation

Project No. 26014

251 South 200 East

American Fork, Utah

PREPARED FOR:

Architectural Nexus

The attached documents have been prepared for the client listed above and pertain only to the above referenced project. All information attached is the copyright property of Structural Design Studio, Inc. and shall not be reproduced in whole or in part without written permission

2225 E. Murray Holladay Rd., Suite 110 :: Salt Lake City, Utah 84117 :: 801.274.3950 :: structuralds.com

DFCM PROJECT #: 26314480DFCM PROJECT #: 26308480

PROJECT DESIGN CRITERIA

General Project Information

Project Name: UNG American Fork Latrine Remodel Client Name: Architectural Nexus

Street Address: 251 South 200 East Governing Code: 2021 INTERNATIONAL BUILDING CODE (IBC)

City, State: American Fork, Utah Risk Category: Risk Category IV (Essential)

Project Description:

Evaluate existing roof for two new RTU units of 775#

Structural Loads and Criteria

LIVE LOADS WIND LOADS SEISMIC LOADS

Roof Live Load: 20 psf Wind Speed: 115 mph Site Classification: Site Class-D (Default)

Floor Live Load: N/A Wind Exposure: Exposure C (All Others) Short Period (Ss): 1.298 g

Flat Roof Snow Load: 27 psf Enclosure: Enclosed Long Period (S1): 0.473 g

Misc. Load: N/A Analysis Method: Directional Design Category: D

Structural Material Properties

SOILS MASONRY CONCRETE

Soil Type: Site Class-D (Default) Compression (f'm): N/A Compression (f'c): 4000 psi

Bearing: N/A Mortar Type: N/A Steel Reinforcing: 40k si

Sliding: N/A Grout: N/A w/c ratio: 0.45

Short Tem Increase: N/A CMU Type: N/A Air Content: 6.00%

STEEL WOOD LATERAL FORCE RESISTING SYSTEM

Beams: N/A Sawn Lumber: N/A

Columns: N/A Glulam Lumber: N/A R-Factor: #N/A

Plates: N/A Sheathing: N/A Omega (Wo): #N/A

Anchor Bolts: N/A All Thread: N/A Amplification (Cd): #N/A

Calculation Set Table of Contents Seal:

This signed engineering seal is intended only for this single project and applies only to the project scope as listed above. This seal only applies to the attached calculation set for this project and applies to no other documentation or aspects of the project.

04/30/2026

General Design Criteria: G1-G7

Engineering Design: E1-E15

STRUCTURAL SUMMARY DESIGN SHEET

UNG American Fork Latrine Remodel Per the existing drawings the low roof is a 5" concrete suspended slab supported by concrete beams. As part of the latrine remodel two new light RTUs will be placed on the existing roof. The weights have been provided by the mechanical engineer and their placement is at the inflection point as to minimize the impact to both shear and moment. Using IEBC Section 502.4, the increase on the demand of the existing beams is less than 5% therefore it appears structurally acceptable to put the RTU on the roof approximately 13'-4" from gridline A. The units are each located on concrete beams as shown in the MEP and architectural rooftop units. See calculations for evaluation of existing roof beam members with RTU units.

PROJECT LOADING CRITERIA

ROOF LOADING

DEAD LOADS LIVE LOADS

Roof System: 1.00 psf Membrane System Roof Live Load: 20.00 psf

Roof Insulation: 1.20 psf 3" Rigid insulation Flat Roof Snow Load: 27.00 psf

Roof Deck Collateral: Sloped Roof Snow Load: 27.00 psf

Roof Deck: 62.50 psf 5" Suspended Concrete Slab Roof Wind Load: 0.00 psf

Elec/Mech/Piping: 5.00 psf Elevation: 4590 ft

Ceiling Finishes: 4.00 psf 5/8" Gypsum Board System

Misc Collateral:

Other: 3.30 psf Total Roof Decking DEAD Load: 64.70 psf

Roof Joists: Total Roof Joist DEAD Load: 77.00 psf

Roof Girders: Total Roof Girder DEAD Load: 77.00 psf

TOTAL LOAD: 77.00 psf

TOTAL MODEL LOAD: 77.00 psf <- When self weight is calculated by software. TOTAL ROOF SEISMIC MASS: 77.00 psf

ASCE Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-16 Latitude: 40.372041

Risk Category: IV Longitude: -111.792663

Soil Class: D - Default (see Section 11.4.3)

Elevation: 4590.518727857881 ft

(NAVD 88)

Wind

Results:

Wind Speed 113 Vmph

10-year MRI 73 Vmph

25-year MRI 79 Vmph

50-year MRI 84 Vmph

100-year MRI 89 Vmph

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

Date Accessed: Thu Mar 05 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 1.6% probability of exceedance in 50 years (annual exceedance probability = 0.00033, MRI = 3,000 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/ Thu Mar 05 2026 G4 https://ascehazardtool.org/

SS : 1.298

S1 : 0.473

Fa : 1.2

Fv : N/A

SMS : 1.558

SM1 : N/A

SDS : 1.039

SD1 : N/A

TL : 8

PGA : 0.586

PGA M : 0.703

FPGA : 1.2

Ie : 1.5

Cv : 1.36

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.

Thu Mar 05 2026

Page 2 of 3https://ascehazardtool.org/ Thu Mar 05 2026 G5 https://doi.org/10.5066/F7NK3C76 https://ascehazardtool.org/

Utah Ground Snow Load Map

AF Armory

Latitude: 40.372

Longitude: -111.793

Elevation: 4,589 ft

Ground Snow Load:

32 psf / 1.54 kPa

*This document is not legally binding. The user is urged to verify ground snow load values with the local authority having jurisdiction.

Snow Load (psf)

These ground snow load values represent 50-year ground snow load estimated value at a 2% probability of exceedance for the location given. The grid used in the map is 3350ft by 3350ft. Elevations for these grid cells were estimated by aggregating data from 100ft by 100ft USGS digital elevation models and may not coincide with the actual site elevation. These predictions are calculated using the process outlined in The Utah Snow Load Study.

Final predictions given are bounded at a lower limit for a minimum ground snow load of 21 psf to meet ASCE 7. Estimated values for snow loads at elevations significantly higher than all nearby stations lead to unreasonably high snow load estimates, therefore, the predictions in the map are not allowed to extend beyond the highest 50-year station ground snow load of 429 psf. Elevations over 9,000 ft are also considered less accurate due to the limited number of stations at these elevations. The results shown in this report have included a warning if the results have reached or exceeded the upper limit.

While great efforts have been made to ensure these predictions are as accurate as possible, designers must use expert judgement to ensure that such predictions are appropriate for their particular project. The SEAU and the authors cannot accept responsibility for prediction errors or any consequences resulting therefrom.

1 Bean, Brennan; Maguire, Marc; and Sun, Yan, "The Utah Snow Load Study" (2018). Civil and Environmental Engineering Faculty Publications. Paper 3589.

Utah State University sites use cookies. By continuing to use this site you accept our privacy and cookie policy. I agree

G6 https://www.google.com/maps/@40.372,-111.793,16z/data=!5m1!1e4!10m1!1e1!12b1?source=apiv3&rapsrc=apiv3 https://maps.google.com/maps?ll=40.372,-111.793&z=16&t=p&hl=en-US&gl=US&mapclient=apiv3 https://maps.google.com/maps?ll=40.372,-111.793&z=16&t=p&hl=en-US&gl=US&mapclient=apiv3 https://www.usu.edu/privacy/

SNOW LOADING + DRIFT

Designation: Existing Snow Loads County: Utah County

Risk Category: Risk Category IV (Essential) Elevation: 4590 ft

Roof Exposure: Partially Exposed Ground Snow Load: 32 psf

Terrain Category: Exposure C (All Others) Roof Slope: 0 deg

Roof Thermal Type: All Other Structures Roofing Material: All Others

Load Type: Utah Snow Load Study

[[Utah Ground Snow Load Map]]

Ground Snow Load (pg): 32 psf

Exposure Factor (Ce): 1.00 Table 7.3-1

Thermal Factor (Ct): 1.00 Table 7.3-2

Importance Factor (I): 1.20 Table 1.5-2

Flat Roof Snow Load (pf): 27 psf Equation 7.3-1

Sloped Roof Factor (Cs): 1.00 Figure 7-2

Sloped Roof Snow Load (ps): 27 psf Equation 7.4-1

Snow Density (g): 18.2 pcf Equation 7.7-1

Flat Roof Snow Depth (hb): 1.5 ft

Roof Step Drifting Design

Drift Designation HL OH LL Parapet/RTU Drift Load (pd) Drift Length (w) Wind/Leeward

A 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

B 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

C 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

D 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

E 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

F 0.00 ft 0.00 ft 0.00 ft N 0 psf 0.0 ft N/A

G7 https://utahsnowload.usu.edu/index.php

B E

A M

BEAM B1

BEAM B2

EXISTING LOW ROOF FRAMING PLAN

SIMPLE SPAN - BEAM DESIGN

10'-4" SLAB UNIT DISTRIBUTION

DESIGN CRITERIA DISTRIBUTED LOAD 1 LOAD 2 LOAD 3

Length (ft): 10.31 Start Location 0.00

Deflect (L/x): 360 End Location 3.17

Dead Load Start 166

Dead Load End 166

Live/Snow Start

Live/Snow End

EQ/W Start

EQ/W End

POINT LOADS LOAD 1 LOAD 2 LOAD 3

Location

Dead Load

Live/Snow Load

EQ/W Load Be sure to use the same units throughout, either plf and pounds or klf and kips. Never mix the two.

For the Design Options to properly work, be sure to use PLF and POUNDS.

REACTIONS DL LL EQ/W SERVICE DESIGN

LEFT: 445 0 0 445 534

RIGHT: 81 0 0 81 97

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 445 0 0 445 534

MAX MOMENT: 596 0 0 596 715

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 86 0 0 86 104

MOMENT: 45 0 0 45 54

STEEL SECTION CONCRETE SECTION WOOD SECTION

Type: NO DESIGN Width (in): Width (in):

Trial Section: Depth (in): Depth (in):

Max Depth: f’c (psi): Member Type: Choose

FyZx min: 10 Bar Size (#): Wood Type: Choose

Ix min: 1 Min Depth: #DIV/0! Wood Grade: Choose phi Mn: #N/A phi Mn: #N/A phi Mn: 0

Mn Interaction: #N/A Mn Interaction: #N/A Mn Interaction: #DIV/0!

Deflection (L/x): #N/A Deflection (L/x): #DIV/0! Deflection (L/x): #DIV/0!

Deflection: #N/A Deflection: #DIV/0! Deflection: #DIV/0!

SECTION : #N/A SECTION: #N/A SECTION: 0x0 - Choose

10'-4" SLAB UNIT DISTRIBUTION

DESIGN CRITERIA DISTRIBUTED LOAD 1 LOAD 2 LOAD 3

Length (ft): 10.31 Start Location 0.00

Deflect (L/x): 360 End Location 2.00

Dead Load Start 166

Dead Load End 166

Live/Snow Start

Live/Snow End

EQ/W Start

EQ/W End

POINT LOADS LOAD 1 LOAD 2 LOAD 3

Location

Dead Load

Live/Snow Load

EQ/W Load Be sure to use the same units throughout, either plf and pounds or klf and kips. Never mix the two.

For the Design Options to properly work, be sure to use PLF and POUNDS.

REACTIONS DL LL EQ/W SERVICE DESIGN

LEFT: 300 0 0 300 359

RIGHT: 32 0 0 32 39

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 300 0 0 300 359

MAX MOMENT: 270 0 0 270 324

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 58 0 0 58 70

MOMENT: 20 0 0 20 24

Trial Section: Depth (in): Depth (in):

Max Depth: f’c (psi): Member Type: Choose

FyZx min: 4 Bar Size (#): Wood Type: Choose

Ix min: 1 Min Depth: #DIV/0! Wood Grade: Choose phi Mn: #N/A phi Mn: #N/A phi Mn: 0

Mn Interaction: #N/A Mn Interaction: #N/A Mn Interaction: #DIV/0!

Deflection (L/x): #N/A Deflection (L/x): #DIV/0! Deflection (L/x): #DIV/0!

Deflection: #N/A Deflection: #DIV/0! Deflection: #DIV/0!

SECTION : #N/A SECTION: #N/A SECTION: 0x0 - Choose

B1-12x18 Beam - 9'-4"

ID:1K3I7JT_OPTndCFIwfYOqI4UOZ-V_UILuPZrLDaELl7Q<-

DESIGN CRITERIA SPACING: 9.33 DISTRIBUTED LOAD 1 LOAD 2 LOAD 3

Length (ft): 20.00 DL: 77.00 Start Location 0.00 0.00

Deflect (L/x): 240 LL 27.00 End Location 20.00 20.00

Dead Load Start 718 225

Dead Load End 718 225

Live/Snow Start 252 27

Live/Snow End 252 27

EQ/W Start

EQ/W End

Uniform Self Wt

POINT LOADS LOAD 1 LOAD 2 LOAD 3

Location 12.50

Dead Load 745

Live/Snow Load

EQ/W Load Be sure to use the same units throughout, either plf and pounds or klf and kips. Never mix the two.

For the Design Options to properly work, be sure to use PLF and POUNDS.

REACTIONS DL LL EQ/W SERVICE DESIGN

LEFT: 9713 2789 0 12,503 16,119

RIGHT: 9900 2789 0 12,689 16,342

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 9900 2789 0 12,689 16,342

MAX MOMENT: 49999 13946 0 63,920 82,273

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 990 279 0 1,269 1,634

MOMENT: 1000 279 0 1,278 1,645

STEEL SECTION CONCRETE SECTION WOOD SECTION

Type: NO DESIGN Width (in): Width (in):

Trial Section: Depth (in): Depth (in):

Max Depth: f’c (psi): Member Type: Choose

FyZx min: 1097 Bar Size (#): Wood Type: Choose

Ix min: 159 Min Depth: #DIV/0! Wood Grade: Choose phi Mn: #N/A phi Mn: #N/A phi Mn: 0

Mn Interaction: #N/A Mn Interaction: #N/A Mn Interaction: #DIV/0!

Deflection (L/x): #N/A Deflection (L/x): #DIV/0! Deflection (L/x): #DIV/0!

Deflection: #N/A Deflection: #DIV/0! Deflection: #DIV/0!

SECTION : #N/A SECTION: #N/A SECTION: 0x0 - Choose

SIMPLE SPAN - 5% BEAM EVALUATION

B1-12x18 Beam - 9'-4"

ANALYSIS FROM ORIGINAL CONDITION (paste from original analysis) REACTIONS DL LL EQ/W SERVICE DESIGN Notes:

LEFT: 9434 2789 0 12,223 15,783 Original Deck Load

RIGHT: 9434 2789 0 12,223 15,783

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 9434 2789 0 12,223 15,783

MAX MOMENT: 47171 13946 0 61,116 78,917

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 943 279 0 1,222 1,578

MOMENT: 943 279 0 1,222 1,578

ANALYSIS FROM MODIFIED CONDITION (from active analysis) REACTIONS DL LL EQ/W SERVICE DESIGN Notes:

LEFT: 9713 2789 0 12,503 16,119 BEAM WITH UNIT

RIGHT: 9900 2789 0 12,689 16,342

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 9900 2789 0 12,689 16,342

MAX MOMENT: 49999 13946 0 63,920 82,273

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 990 279 0 1,269 1,634

MOMENT: 1000 279 0 1,278 1,645

5% COMPARISSON FROM ORIGINAL

REACTIONS DL LL EQ/W SERVICE DESIGN

LEFT: 103.0% 100.0% #DIV/0! 102.3% 102.1%

RIGHT: 104.9% 100.0% #DIV/0! 103.8% 103.5%

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 104.9% 100.0% #DIV/0! 103.8% 103.5%

MAX MOMENT: 106.0% 100.0% #DIV/0! 104.6% 104.3%

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 104.9% 100.0% #DIV/0! 103.8% 103.5%

MOMENT: 106.0% 100.0% #DIV/0! 104.6% 104.3%

< 5% Increase therefore ok per IEBC

9'-4" SLAB UNIT DISTRIBUTION

DESIGN CRITERIA DISTRIBUTED LOAD 1 LOAD 2 LOAD 3

Length (ft): 9.73 Start Location 0.00

Deflect (L/x): 360 End Location 2.00

Dead Load Start 166

Dead Load End 166

Live/Snow Start

Live/Snow End

EQ/W Start

EQ/W End

POINT LOADS LOAD 1 LOAD 2 LOAD 3

Location

Dead Load

Live/Snow Load

EQ/W Load Be sure to use the same units throughout, either plf and pounds or klf and kips. Never mix the two.

For the Design Options to properly work, be sure to use PLF and POUNDS.

REACTIONS DL LL EQ/W SERVICE DESIGN

LEFT: 298 0 0 298 357

RIGHT: 34 0 0 34 41

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 298 0 0 298 357

MAX MOMENT: 267 0 0 267 320

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 61 0 0 61 73

MOMENT: 23 0 0 23 27

Trial Section: Depth (in): Depth (in):

Max Depth: f’c (psi): Member Type: Choose

FyZx min: 4 Bar Size (#): Wood Type: Choose

Ix min: 0 Min Depth: #DIV/0! Wood Grade: Choose phi Mn: #N/A phi Mn: #N/A phi Mn: 0

Mn Interaction: #N/A Mn Interaction: #N/A Mn Interaction: #DIV/0!

Deflection (L/x): #N/A Deflection (L/x): #DIV/0! Deflection (L/x): #DIV/0!

Deflection: #N/A Deflection: #DIV/0! Deflection: #DIV/0!

SECTION : #N/A SECTION: #N/A SECTION: 0x0 - Choose

9'-4" SLAB UNIT DISTRIBUTION

DESIGN CRITERIA DISTRIBUTED LOAD 1 LOAD 2 LOAD 3

Length (ft): 9.73 Start Location 0.00

Deflect (L/x): 360 End Location 3.17

Dead Load Start 166

Dead Load End 166

Live/Snow Start

Live/Snow End

EQ/W Start

EQ/W End

POINT LOADS LOAD 1 LOAD 2 LOAD 3

Location

Dead Load

Live/Snow Load

EQ/W Load Be sure to use the same units throughout, either plf and pounds or klf and kips. Never mix the two.

For the Design Options to properly work, be sure to use PLF and POUNDS.

REACTIONS DL LL EQ/W SERVICE DESIGN

LEFT: 440 0 0 440 528

RIGHT: 86 0 0 86 103

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 440 0 0 440 528

MAX MOMENT: 584 0 0 584 701

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 90 0 0 90 109

MOMENT: 49 0 0 49 59

Trial Section: Depth (in): Depth (in):

Max Depth: f’c (psi): Member Type: Choose

FyZx min: 9 Bar Size (#): Wood Type: Choose

Ix min: 1 Min Depth: #DIV/0! Wood Grade: Choose phi Mn: #N/A phi Mn: #N/A phi Mn: 0

Mn Interaction: #N/A Mn Interaction: #N/A Mn Interaction: #DIV/0!

Deflection (L/x): #N/A Deflection (L/x): #DIV/0! Deflection (L/x): #DIV/0!

Deflection: #N/A Deflection: #DIV/0! Deflection: #DIV/0!

SECTION : #N/A SECTION: #N/A SECTION: 0x0 - Choose

E10

B2-12x18 Beam - 8'-9" Trib Area

ID:1K3I7JT_OPTndCFIwfYOqI4UOZ-V_UILuPZrLDaELl7Q<-

DESIGN CRITERIA SPACING: 8.75 DISTRIBUTED LOAD 1 LOAD 2 LOAD 3

Length (ft): 20.00 DL: 77.00 Start Location 0.00 0.00

Deflect (L/x): 240 LL 27.00 End Location 20.00 20.00

Dead Load Start 674 225

Dead Load End 674 225

Live/Snow Start 236 27

Live/Snow End 236 27

EQ/W Start

EQ/W End

Uniform Beam Wt

POINT LOADS LOAD 1 LOAD 2 LOAD 3

Location 12.50

Dead Load 738

Live/Snow Load

EQ/W Load Be sure to use the same units throughout, either plf and pounds or klf and kips. Never mix the two.

For the Design Options to properly work, be sure to use PLF and POUNDS.

REACTIONS DL LL EQ/W SERVICE DESIGN

LEFT: 9264 2633 0 11,897 15,329

RIGHT: 9449 2633 0 12,081 15,551

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 9449 2633 0 12,081 15,551

MAX MOMENT: 47742 13163 0 60,882 78,314

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 945 263 0 1,208 1,555

MOMENT: 955 263 0 1,218 1,566

STEEL SECTION CONCRETE SECTION WOOD SECTION

Type: NO DESIGN Width (in): Width (in):

Trial Section: Depth (in): Depth (in):

Max Depth: f’c (psi): Member Type: Choose

FyZx min: 1044 Bar Size (#): Wood Type: Choose

Ix min: 151 Min Depth: #DIV/0! Wood Grade: Choose phi Mn: #N/A phi Mn: #N/A phi Mn: 0

Mn Interaction: #N/A Mn Interaction: #N/A Mn Interaction: #DIV/0!

Deflection (L/x): #N/A Deflection (L/x): #DIV/0! Deflection (L/x): #DIV/0!

Deflection: #N/A Deflection: #DIV/0! Deflection: #DIV/0!

SECTION : #N/A SECTION: #N/A SECTION: 0x0 - Choose

E11

B2-12x18 Beam - 8'-9" Trib Area

ANALYSIS FROM ORIGINAL CONDITION (paste from original analysis) REACTIONS DL LL EQ/W SERVICE DESIGN Notes:

LEFT: 8988 2633 0 11,620 14,997 Original Deck Load

RIGHT: 8988 2633 0 11,620 14,997

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 8988 2633 0 11,620 14,997

MAX MOMENT: 44938 13163 0 58,100 74,985

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 899 263 0 1,162 1,500

MOMENT: 899 263 0 1,162 1,500

ANALYSIS FROM MODIFIED CONDITION (from active analysis) REACTIONS DL LL EQ/W SERVICE DESIGN Notes:

LEFT: 9264 2633 0 11,897 15,329 BEAM WITH UNIT

RIGHT: 9449 2633 0 12,081 15,551

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 9449 2633 0 12,081 15,551

MAX MOMENT: 47742 13163 0 60,882 78,314

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 945 263 0 1,208 1,555

MOMENT: 955 263 0 1,218 1,566

5% COMPARISSON FROM ORIGINAL

REACTIONS DL LL EQ/W SERVICE DESIGN

LEFT: 103.1% 100.0% #DIV/0! 102.4% 102.2%

RIGHT: 105.1% 100.0% #DIV/0! 104.0% 103.7%

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 105.1% 100.0% #DIV/0! 104.0% 103.7%

MAX MOMENT: 106.2% 100.0% #DIV/0! 104.8% 104.4%

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 105.1% 100.0% #DIV/0! 104.0% 103.7%

MOMENT: 106.2% 100.0% #DIV/0! 104.8% 104.4%

< 5% Increase therefore ok per IEBC

E12

B3-12x18 Beam - Girder

ID:1K3I7JT_OPTndCFIwfYOqI4UOZ-V_UILuPZrLDaELl7Q<-

DESIGN CRITERIA SPACING: 4.50 DISTRIBUTED LOAD 1 LOAD 2 LOAD 3

Length (ft): 19.50 DL: 77.00 Start Location 0.00 0.00

Deflect (L/x): 240 LL 60.00 End Location 19.50 19.50

Dead Load Start 347 225

Dead Load End 347 225

Live/Snow Start 270 60

Live/Snow End 270 60

EQ/W Start

EQ/W End

Uniform Beam Wt

POINT LOADS LOAD 1 LOAD 2 LOAD 3

Location 9.75

Dead Load 9449

Live/Snow Load 2633

EQ/W Load Be sure to use the same units throughout, either plf and pounds or klf and kips. Never mix the two.

For the Design Options to properly work, be sure to use PLF and POUNDS.

REACTIONS DL LL EQ/W SERVICE DESIGN

LEFT: 10297 4534 0 14,831 19,610

RIGHT: 10297 4534 0 14,831 19,610

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 10297 4534 0 14,831 19,610

MAX MOMENT: 73228 28521 0 101,749 133,507

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 1056 465 0 1,521 2,011

MOMENT: 1541 600 0 2,141 2,809

STEEL SECTION CONCRETE SECTION WOOD SECTION

Type: NO DESIGN Width (in): Width (in):

Trial Section: Depth (in): Depth (in):

Max Depth: f’c (psi): Member Type: Choose

FyZx min: 1780 Bar Size (#): Wood Type: Choose

Ix min: 246 Min Depth: #DIV/0! Wood Grade: Choose phi Mn: #N/A phi Mn: #N/A phi Mn: 0

Mn Interaction: #N/A Mn Interaction: #N/A Mn Interaction: #DIV/0!

Deflection (L/x): #N/A Deflection (L/x): #DIV/0! Deflection (L/x): #DIV/0!

Deflection: #N/A Deflection: #DIV/0! Deflection: #DIV/0!

SECTION : #N/A SECTION: #N/A SECTION: 0x0 - Choose

E13

B3-12x18 Beam - Girder

ANALYSIS FROM ORIGINAL CONDITION (paste from original analysis) REACTIONS DL LL EQ/W SERVICE DESIGN Notes:

LEFT: 10066 4534 0 14,600 19,334 Original Deck Load

RIGHT: 10066 4534 0 14,600 19,334

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 10066 4534 0 14,600 19,334

MAX MOMENT: 70981 28521 0 99,502 130,811

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 1032 465 0 1,497 1,983

MOMENT: 1493 600 0 2,093 2,752

ANALYSIS FROM MODIFIED CONDITION (from active analysis) REACTIONS DL LL EQ/W SERVICE DESIGN Notes:

LEFT: 10297 4534 0 14,831 19,610 BEAM WITH UNIT

RIGHT: 10297 4534 0 14,831 19,610

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 10297 4534 0 14,831 19,610

MAX MOMENT: 73228 28521 0 101,749 133,507

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 1056 465 0 1,521 2,011

MOMENT: 1541 600 0 2,141 2,809

5% COMPARISSON FROM ORIGINAL

REACTIONS DL LL EQ/W SERVICE DESIGN

LEFT: 102.3% 100.0% #DIV/0! 101.6% 101.4%

RIGHT: 102.3% 100.0% #DIV/0! 101.6% 101.4%

FORCES DL LL EQ/W SERVICE DESIGN

MAX SHEAR: 102.3% 100.0% #DIV/0! 101.6% 101.4%

MAX MOMENT: 103.2% 100.0% #DIV/0! 102.3% 102.1%

EQUIV (PLF) DL LL EQ/W SERVICE DESIGN

SHEAR: 102.3% 100.0% #DIV/0! 101.6% 101.4%

MOMENT: 103.2% 100.0% #DIV/0! 102.3% 102.1%

< 5% Increase therefore ok per IEBC

E14

E15

File details come from the government source that posted it. Updated Jun 24, 2026.