RFB 2026-23 Attachment 3 - Shop Drawings MAD 409 - Precast Culvert - APAN.pdf

PDF 3 MB Posted Apr 30, 2026

Attached to: RFB 2026-23 Replacement of East Lake Road Culvert (MAD 409) through the Lake Moraine Causeway in the Town of Madison, Madison County
Solicitation number: 2134569
Issued by: Madison County, New York

About this file

Written by GovTribe AI · Apr 30, 2026

This document is a submittal review form and shop drawings for a precast concrete box culvert associated with RFB 2026-23, a replacement culvert project for the East Lake Road (MAD 409) crossing through the Lake Moraine Causeway in the Town of Madison, Madison County, New York. The project involves the design and construction of a precast concrete culvert with specific dimensions: a clear span of 15 feet, clear height of 8 feet, top slab thickness of 12 inches, bottom slab thickness of 11 inches, and exterior wall thickness of 10 inches. The culvert length is 7 feet 3/8 inches with no skew angle. The design incorporates concrete strength of 6,000 psi with normal weight concrete and Grade 60 steel reinforcement. The shop drawings were submitted on December 22, 2025, and were approved as noted on December 23, 2025, with a markup notation indicating the cutoff wall depth was reduced by 2 feet to meet the minimum 4-foot depth requirement. The engineering analysis was performed by The Fort Miller Company using Eriksson Culvert software version 6.03, with calculations certified by reviewer LBK on December 16, 2025.

The structural design was analyzed under LRFD 9th Edition specifications with HL-93 live load design vehicle requirements and fill depth scenarios ranging from 1.25 feet to 8.58 feet. The reinforcement schedule specifies 2,561 pounds of total steel, including transverse bars in the top and bottom slabs, corner reinforcement, wall reinforcement, and longitudinal distribution steel with detailed spacing and placement requirements. Material properties include concrete density of 150 pounds per cubic foot with modulus of elasticity of 4,877 ksi, steel yield strength of 60,000 psi, and soil density of 120 pounds per cubic foot. The controlling ratings yielded an inventory rating of 1.27 and operating rating of 1.64. The design incorporates Class 2 exposure factor requirements with specified reinforcement covers ranging from 1 inch to 2 inches depending on location. The total volume of concrete required is 12.023 cubic yards with equivalent live load distribution widths and impact factors varying with fill depth scenarios. The submission confirms the contractor's responsibility for dimension verification at the jobsite and correlation of all trades' work.

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Other files

File	Type	Posted
RFB 2026-23 Attachment 1b - 154.119_MAD409_PLANS_04-22-26 (ID 3589236).pdf	PDF	Apr 30, 2026
RFB 2026-23 Attachment 2 - NYSDEC Permit_Culvert MAD-409_9.26.23 (ID 2971745).pdf	PDF	Apr 30, 2026
RFB 2026-23 Attachment 5 - Prevailing Wage Schedule.pdf	PDF	Apr 30, 2026
RFB 2026-23 Attachment 4 - Required Submission Pages.pdf	PDF	Apr 30, 2026
RFB 2026-23 - Attachment 1a - Specifications.pdf	PDF	Apr 30, 2026
RFB 2026-23 Gen. Cond. and Inst. with PWR and deposit and bond 2026.pdf	PDF	Apr 30, 2026

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Revise as Noted-Resubmit Rejected-Resubmit as Specified

Approval is only for general conformance with the design concept of the Project and the information given in the Contract Documents. Contractor is responsible for the dimensions to be confirmed and correlated at the job site, information that pertains solely to the fabrication process or to the means and methods of construction, coordination of the work of all trades, and performing all work in a safe and satisfactory manner. Approval does not modify Contractor's duty to comply with the Contract Documents. The Engineer shall be entitled to rely upon, and shall not be resposible for, the adequacy and accuracy of the services, certifications, approvals, and other technical information performed or provided by engineers or other design professionals retained by the Contractor, supplier or manufacturer in preparation of this submittal as required by the Contract Documents.

By: __ZPD___

Date: 12/23/25___

REVIEWER REMARKS:

B&L Form 3 (2.05)

SUBMITTAL REVIEW FORM

PROJECT: 154.119 DATE

RETURNED: 12/23/2025

SPEC

SECTION: 562

SUBMITTAL

TITLE: Precast Culvert

443 Electronics Parkway, Liverpool, NY 13088

PHONE: 315-457-5200 FAX: 315-451-0052 DATE

RECEIVED: 12/22/2025

SUBMITTALS STATUS:

Approved

CONTRACT: East Lake Road (MAD409) through Lake Moraine Causeway Approved as Noted

No Action Required REVIEWER REMARKS (CONT):

If enclosures are not as noted, kindly notify us at once.

The cutoff wall depth has been reduced by 2' to meet the minimum 4' depth. See markups on dwg D2 and D3.

1195.00

4' -0

3' -0

1 / 4

3' -0

1 / 4

Plan View

16'-8"

Typical Section

15'-0"10" 10"

Spec.: LRFD 9th ed.

Type of Culvert: Precast

Physical Dimensions Clear Span: 15'-0" Clear Height: 8'-0" Top Slab: 1'-0" Bottom Slab: 11" Ext. Wall: 10" Fill Depth Range

Maximum: 8.58 ft Minimum: 1.25 ft Increment: 2.00 ft

Length: 7'- 3/8" Skew Angle: 0.00 deg Bottom Slab Support: Full Slab Top Haunch, Width: 8" Top Haunch, Height: 8" Bottom Haunch, Width: 8" Bottom Haunch, Height: 8"

Material Properties Concrete

Strength, f'c: 6.000 ksi Density: 0.150 kcf Elasticity, Ec: 4877 ksi Type: Normal wt

Steel Yield, fy: 60 ksi Allow Stress: 36 ksi Elasticity, Es: 29000 ksi

Soil Density: 0.120 kcf

Exposure Factor Class 2 Exposure

Reinforcement Covers Ext. Cover Top Slab: 2" Ext. Cover Bottom Slab 1" Ext. Cover Walls 1" Int. Cover Walls 1" Int. Cover Top Slab 1" Int. Cover Bottom Slab 1"

Controlling Ratings Inventory Rating: 1.27 Operating Rating: 1.64

Loads Live Load

Vehicle Names: HL-93 Traffic Direction: Parallel Eq. Height of Soil: Calculated

Dead Load Future Wearing Surface: 0.020 klf Additional Dead Load: 0.000 klf Concentrated Loads: none

Lateral Soil Loads Eq. Fluid Press. Max: 60.00 pcf Eq. Fluid Press. Min: 30.00 pcf

Interior Water Pressure: yes, head pressure = 0 ft Exterior Water Pressure: no

THE FORT MILLER COMPANY Sht_____of_____ By:LBK Ck:________

12/16/2025 11:16:15 AM

p. 1 of 4

Project : East Lake Road Task : Client:

Job No. : 26685 File: 26685 -East Lake Road - LRFD .etcx

Concrete Summary Volume of Concrete: 1.710 cy/ft Total Volume of Concrete: 12.023 cy

Reinforcing Steel Bar Schedule (lb)

Location Mark QtySize Spacing Type Length Hor.Leg Ver.Leg Tot.Weight

Top Slab(Int) A100 (AS2) 14 7 6" S 16'-5" -- -- 470.0

Bot Slab(Int) A200 (AS3) 14 7 6" S 16'-5" -- -- 470.0

Top Slab(Ext) AE300 (AS7) 9 4 10" S 16'-5" -- -- 99.0

Bot Slab(Ext) A400 (AS8) 9 4 10" S 16'-5" -- -- 99.0

Corner(Top) AE1 (AS1) 34 5 5" L 7'-6" 4'-4" 3'-2" 266.0

Corner(Bot) A2 (AS1) 34 5 5" L 6'-9" 4'-4" 2'-5" 239.0

Wall(Int) B1 (AS4) 14 5 1'-0" S 8'-6" -- -- 124.0

Wall(Ext) B2 (AS1) 34 5 5" S 8'-0" -- -- 284.0

Longit. Top (Ext) CE1 (AS6) 16 4 1'-0" S 7'-0" -- -- 75.0

Longit. Top (Int) C100 (AS5) 16 5 1'-0" S 7'-0" -- -- 117.0

Longit. Bot (Int) C200 16 4 1'-0" S 7'-0" -- -- 75.0

Longit. Bot (Ext) C1 (AS6) 16 4 1'-0" S 7'-0" -- -- 74.8

Longit. Wall (Ext) C1 (AS6) 18 4 1'-0" S 7'-0" -- -- 84.1

Longit. Wall (Int) C1 (AS6) 18 4 1'-0" S 7'-0" -- -- 84.1

Section Ext. Longit. Reinf.

B a rs

10" 10"16 CE1 Bars @ 1'-0"

10" 10"16 C1 Bars @ 1'-0"

Section Int. Longit. Reinf.

10" 10"16 C100 Bars @ 1'-0"

10" 10"16 C200 Bars @ 1'-0"

B a rs

THE FORT MILLER COMPANY Sht_____of_____ By:LBK Ck:________

12/16/2025 11:16:15 AM

p. 2 of 4

Project : East Lake Road Task : Client:

Job No. : 26685 File: 26685 -East Lake Road - LRFD .etcx

Ext. Wall Reinf.

B a rs

B B a rs

Int. Wall Reinf.

B a rs

Top Slab Ext. Reinf.

B a rs

Top Slab Int. Reinf.

B a rs

Bottom Slab Ext. Reinf.

B a rs

Bottom Slab Int. Reinf.

B a rs

THE FORT MILLER COMPANY Sht_____of_____ By:LBK Ck:________

12/16/2025 11:16:15 AM

p. 3 of 4

Project : East Lake Road Task : Client:

Job No. : 26685 File: 26685 -East Lake Road - LRFD .etcx

Top Slab Corner Reinf.

E B a rs

A E

B a rs

Bottom Slab Corner Reinf.

B a rs

A B a rs

THE FORT MILLER COMPANY Sht_____of_____ By:LBK Ck:________

12/16/2025 11:16:15 AM

p. 4 of 4

Project : East Lake Road Task : Client:

Job No. : 26685 File: 26685 -East Lake Road - LRFD .etcx

Sht:____of____ Eriksson Culvert v6.3.4 By:LBK Chk:____ Copyright © 2010-2024 Eriksson Software, Inc.(www.ErikssonSoftware.com) 12/16/2025 11:16:15 AM Filename: 26685 -East Lake Road - LRFD .etcx Culvert p. 1 of 34

Project: East Lake Road Task :

Client :

Job No.: 26685

CULVERT PROPERTIES

Type of Culvert: Precast Specification : LRFD 9th Edition Operating Mode : Analysis

Physical Dimensions No. of Boxes: 1 Name: BoxCulvert Clear Span : 15.0000 ft Clear Height: 8.0000 ft Skew Angle : 0.00 deg Length : 7.0313 ft Bottom Slab Support: Full Slab Fill Depth Range: Maximum : 8.58 ft Minimum : 1.25 ft Increment : 2.00 ft Haunches: Top, Length: 8.0000 in Height: 8.0000 in Bottom, Length: 8.0000 in Height: 8.0000 in Member Thicknesses: Top Slab: 12.0000 in Bot Slab: 11.0000 in Ext Wall: 10.0000 in Wall Joint: None

Material Properties Concrete: Strength,f'c : 6.000 ksi Density : 0.150 kcf Elasticity,Ec: 4877 ksi Type : Normal Weight Density Modification Factor : 1.00 Fr Factor : 0.24 Gamma1 : 1.60 Gamma3 : 0.67 (ASTM A615, Grade 60) Steel: Yield,fy : 60.00 ksi fss Limit : 0.60fy Elasticity,Es: 29000 ksi Yield,fyv : 60.00 ksi Diameter : 1.000 in Type : Rebar Soil: Density : 0.120 kcf Slope Factor: 1.150 Poisson's : 0.5 Fe Factor : 1.150 (Maximum for Compacted Fill) Serviceability, Gamma-e: 0.75

Loads Live Load: Vehicle: (AA) HL-93 - Design Vehicle Axle No. Weight(k) Dist. From Previous(ft) 1 8.00 0.00 2 32.00 14.00 3 32.00 14.00 Gage Width: 6.00 ft, Tread Width: 20.00 in, Tread Length: 10.00 in Include Tandem: yes Tandem: Axle 1: 25.00 k, Axle 2: 25.00 k, Axle Spacing: 4.00 ft Lane Load: 0.00 klf, P-Moment: 0.00 k, P-Shear: 0.00 k Combine: Truck + Lane Or Tandem + Lane Inventory Rating Load Factor: 1.75 Operating Rating Load Factor: 1.35 Design Load Combinations: Strength I Override MPF: no Override DLA: no Include Lane Load : no Max. No. of Lanes: 2 Traffic Direction** : Lanes Parallel to Main Reinforcement Neglect Live Load if: Fill > 8 ft and Fill > Clear Span Apply Surcharge at Fill Depths > 2 ft : yes Compute Surcharge Depth: yes Dead Load: Future Wearing Surface : 0.02 klf Add. Dead Load : 0.00 klf Concentrated Loads : none Lateral Soil Loads: Max. Equiv. Fluid Press.: 60.00 pcf Min. Equiv. Fluid Press. : 30.00 pcf Include Additional Uniform Horiz. Load: no Include Additional Uniform Vert. Load: no Buoyancy Check : no Fluid Pressures : Apply Water Press. : yes, interior only : Interior Pressure Head : 0.00 ft Foundation Model : Uniform Loads Seismic Analysis : Do not include

Load and Resistance Factors Max Min

DC: 1.250 0.900

DW: 1.500 0.650

EV: 1.300 0.900

EH: 1.350 0.900

WA: 1.000

EQ: 1.000

LL I : 1.750 LL II : 1.350 LL Legal : 1.750 LL Extreme : 0.500 Ductility: 1.000 Importance: 1.000 Redundancy, non-earth: 1.000 Redundancy, earth: 1.000 Condition: 1.000 System : 1.000 Phi Shear: 0.900 Phi Moment: 1.000 PM Compression: 0.750 PM Tension : 0.900

Copyright © 2010-2024 Eriksson Software, Inc.(www.ErikssonSoftware.com) 12/16/2025 11:16:15 AM Filename: 26685 -East Lake Road - LRFD .etcx Culvert p. 2 of 34 Load Factor Multipliers, Design Mode: 1.00 Analysis Mode: 1.00

Reinforcement Reinforcement Covers : Exterior Interior Top Slab: 2.0000 in 1.0000 in Walls : 1.0000 in 1.0000 in Bot Slab: 1.0000 in 1.0000 in

Assigned reinforcement: Spacing Location Mark Size (in) Top Slab Inside A100 (AS2) 7 6.0000 Bottom Slab Inside A200 (AS3) 7 6.0000 Top Slab Outside AE300(AS7) 4 10.0000 Bottom Slab Outside A400 (AS8) 4 10.0000 Top Corner AE1 (AS1) 5 5.0000 Bottom Corner A2 (AS1) 5 5.0000 Ext. Wall Inside B1 (AS4) 5 12.0000 Ext. Wall Outside B2 (AS1) 5 5.0000 Longitudinal C1 (AS6) 4 12.0000 Top Distribution C100 (AS5) 5 12.0000 Bottom Distribution C200 4 12.0000

Analysis Options LL Analysis : Automatically Set Traffic Direction to Account for Skew Effects: yes Limit LL Distribution Width to Culvert Length for: Fills < 2 ft Combine Longitudinal Axle Distribution Overlaps: Yes, Max of 2 Axles Combine Transverse Axle Distribution Overlaps: No Axle Placement Increment for Moving Load Analysis: 20 Include Impact on Bottom Slab: yes Always Distribute Wheel Load: no Deflection Criteria : 1/800 Approach Slab will be Used: no Reinforcement : Always Include Distribution Steel: no Distribution Slab Provided: no User Defined Longitudinal Steel: yes Max. As used in Vc Calcs: 2.00 in2/ft Distribute Minimum Reinforcement per Face: yes Use individual Member Thicknesses for Min Steel: no Epoxy coat steel: top bars, if fill < 2' Use M-dimension for bar length calcs.: no Slenderness : Checked K Factor: 2.00 Analysis Modeling : Use Haunches in the Structural Analysis Model: no Critical Sections : Flexure critical section location: 1.5 member depth Shear critical section location: dv beyond support Use Max. Moment with Max. Shear at the Critical Section for Shear: yes Include depth of haunch for critical sections: no Flexure : Ignore Axial Thrust: no Use Eq. 12.10.4.2.4a-1: no Shear : Always Check Iterative Beta Method Environmental : Apply duribility factors: no Load Combinations : LRFD min/min: no

ANALYSIS RESULTS

Top Slab Thickness = 12.00 in Bottom Slab Thickness = 11.00 in Exterior Wall Thickness = 10.00 in

Modular Ratio (N) = 5.95 Max. Steel Ratio = 0.028 Design Span = 15.83 ft Design Height = 8.96 ft

Volume of Concrete: 1.710 cy/ft Weight of Steel: 364 lb/ft

Note: Design and analysis results do not include force effects from stipping and handling stages

M dimension = 2' 10" (method of equivalent capacity) = 4' 7" (method of contraflexure - ASTM)

Reinforcing Steel Schedule Bar Spacing As,prv Length Wgt H Leg V Leg Location Mark Qty Size Type (in) (in2/ft) (ft-in) (lbs) (ft-in)(ft-in) Top Slab (int) A100 (AS2) 14 7 STR 6.00 1.200 16- 5 470 Bot Slab (int) A200 (AS3) 14 7 STR 6.00 1.200 16- 5 470 Top Slab (ext) AE300(AS7) 9 4 STR 10.00 0.240 16- 5 99 Bot Slab (ext) A400 (AS8) 9 4 STR 10.00 0.240 16- 5 99 Corner (Top) AE1 (AS1) 34 5 L-BAR 5.00 0.744 7- 6 266 4- 4 3- 2 Corner (Bottom) A2 (AS1) 34 5 L-BAR 5.00 0.744 6- 9 239 4- 4 2- 5 Ext Wall (int) B1 (AS4) 14 5 STR 12.00 0.310 8- 6 124 Ext Wall (ext) B2 (AS1) 34 5 STR 5.00 0.744 8- 0 284 Temperature ( 1) CE1 (AS6) 16 4 STR 12.00 0.200 7- 0 75 Top Slab (int- 1) C100 (AS5) 16 5 STR 12.00 0.310 7- 0 117 Bot Slab (int- 1) C200 16 4 STR 12.00 0.200 7- 0 75 Temperature ( 1) C1 (AS6) 16 4 STR 12.00 0.200 7- 0 75 Temperature ( 1) C1 (AS6) 18 4 STR 12.00 0.200 7- 0 84 Temperature ( 1) C1 (AS6) 18 4 STR 12.00 0.200 7- 0 84 Total 2561

Note: A denotes flexural steel, B denotes vertical steel, C denotes longitudinal steel

AS Bar Marks Location As prv in2/ft Transverse Side Wall - Outside Face (AS1) 0.744 Transverse Top Slab - Inside Face (AS2) 1.200 Transverse Bottom Slab - Inside Face (AS3) 1.200 Transverse Side Wall - Inside Face (AS4) 0.310 Distribution Top Slab - Inside Face (AS5) 0.310 Distribution Top Slab - OutSide Face (AS6) 0.200 Transverse Top Slab - Outside Face (AS7) 0.240 Transverse Bottom Slab - Outside Face (AS8) 0.240

Notes: 1.) Final areas of steel provided must be checked in analysis mode

Summary of Ratings Table:

Flexure Shear Truck ILF OLF Fill Member Location IR OR Fill Member Location IR OR

(AA)HL-93 1.75 1.35 1.99 2 MID 1.52 1.96 1.99 2 LT 1.27 1.64

Critical Sections Summary: Flexure

Member 1: (Exterior Wall), Thickness = 10.00 in Design Corr. Load Ratings Fill Loc Dist. Moment A. F. Mu ds Ma As Mcr IR OR Truck Depth

(in) (k-ft) (k) (k-ft) (in) (k-ft) phi (in2) (k-ft) (ft)

BOT 8.50 -27.81 16.56 30.96 8.69 32.10 0.90 0.74 10.50 2.14 2.77 AA 8.58

MID 53.75 1.64 2.32 13.23 8.69 12.54 0.90 0.31 10.50 6.19 8.03 AA 1.25

MID- 53.75 -23.02 16.56 30.96 8.69 32.10 0.90 0.74 10.50 3.16 4.10 AA 8.58

TOP 9.00 -22.03 16.56 30.96 8.69 32.10 0.90 0.74 10.50 3.45 4.47 AA 8.58

Member 2: (Top Slab), Thickness = 12.00 in Design Corr. Load Ratings Fill Loc Dist. Moment A. F. Mu ds Ma As Mcr IR OR Truck Depth

(in) (k-ft) (k) (k-ft) (in) (k-ft) phi (in2) (k-ft) (ft)

LT 7.00 -17.01 4.79 34.68 9.69 32.75 0.90 0.74 15.12 5.40 7.00 AA 8.58

MID 95.00 43.28 0.68 59.85 10.56 54.06 0.90 1.20 15.12 2.34 3.03 AA 8.58

MID- 95.00 0.49 4.95 11.56 9.75 12.08 0.90 0.24 15.12 NC NC AA 8.58

RT 7.00 -17.01 4.79 34.68 9.69 32.75 0.90 0.74 15.12 5.40 7.00 AA 8.58

Member 4: (Bottom Slab), Thickness = 11.00 in Design Corr. Load Ratings Fill Loc Dist. Moment A. F. Mu ds Ma As Mcr IR OR Truck Depth

(in) (k-ft) (k) (k-ft) (in) (k-ft) phi (in2) (k-ft) (ft)

LT 7.50 -21.53 7.25 34.68 9.69 33.26 0.90 0.74 12.71 4.45 5.77 AA 8.58

MID 95.00 41.74 2.07 53.85 9.56 49.02 0.90 1.20 12.71 2.05 2.65 AA 8.58

MID- 95.00 0.63 6.91 11.56 9.75 12.48 0.90 0.24 12.71 NC NC AA 8.58

RT 7.50 -21.53 7.25 34.68 9.69 33.26 0.90 0.74 12.71 4.45 5.77 AA 8.58

Critical Sections Summary: Vertical Shear

Member 1: (Exterior Wall), Thickness = 10.00 in Design Corr. Corr. Max. Load Ratings Fill Loc Dist. Shear Moment A. F. Dv phi*Vn Beta Vc Vs Av Spac IR OR Truck Depth

(in) (k) (k-ft) (k) (in) (k) (k) (in2) (in) (ft) BOT 13.15 5.45 -27.8 16.56 8.32 13.92 2.000 15.46 b 0.00 0.00 0.00 10.79 13.99 AA 8.58 MID 53.75 2.05 1.6 2.32 8.54 24.91 3.491 27.68 a 0.00 0.00 0.00 15.93 20.65 AA 1.25 MID- 53.75 0.26 -17.7 15.42 8.32 17.59 2.528 19.55 a 0.00 0.00 0.00 42.61 55.23 AA 1.25 TOP 13.65 -3.79 -22.0 16.56 8.32 15.35 2.207 17.06 a 0.00 0.00 0.00 16.00 20.74 AA 8.58

Member 2: (Top Slab), Thickness = 12.00 in Design Corr. Corr. Max. Load Ratings Fill Loc Dist. Shear Moment A. F. Dv phi*Vn Beta Vc Vs Av Spac IR OR Truck Depth

(in) (k) (k-ft) (k) (in) (k) (k) (in2) (in) (ft) LT 13.64 13.85 -15.2 3.26 9.32 16.58 2.128 18.42 a 0.00 0.00 0.00 1.27 1.64 AA 1.99 MID 95.00 4.37 37.4 -1.83 9.97 16.33 1.959 18.15 a 0.00 0.00 0.00 3.74 4.84 AA 1.25 MID- 95.00 5.04 0.3 2.79 9.63 18.47 2.294 20.52 a 0.00 0.00 0.00 3.67 4.75 AA 1.25 RT 13.64 13.85 -15.2 3.26 9.32 16.58 2.128 18.42 a 0.00 0.00 0.00 1.27 1.64 AA 1.99

Member 4: (Bottom Slab), Thickness = 11.00 in Design Corr. Corr. Max. Load Ratings Fill Loc Dist. Shear Moment A. F. Dv phi*Vn Beta Vc Vs Av Spac IR OR Truck Depth

(in) (k) (k-ft) (k) (in) (k) (k) (in2) (in) (ft) LT 13.55 12.33 -19.0 6.34 9.32 15.99 2.051 17.76 a 0.00 0.00 0.00 1.49 1.94 AA 1.99 MID 95.00 0.11 30.7 0.14 8.97 16.31 2.173 18.12 a 0.00 0.00 0.00 NC NC AA 1.25 MID- 95.00 0.11 0.4 4.44 9.63 39.72 4.933 44.13 a 0.00 0.00 0.00 NC NC AA 1.25 RT 13.55 12.33 -19.1 6.34 9.32 15.97 2.049 17.75 a 0.00 0.00 0.00 1.49 1.93 AA 1.99

Vc Calculation By: a - Iterative Beta, b - Constant Beta, c - Box Culvert, d - Standard/Arema

Analysis Results: Fill Depth = 1.25 ft

Load Parameters:

Fe = 1.02 Surcharge Depth : 2.88 ft

Applied Horizontal Loads: (k/ft) Applied Uniform Bottom Slab Loads: (k/ft) Load Description Bottom of Wall Top of Wall Load Description Live Load Surcharge 0.173 0.173 Dead Load 0.301 Internal Water Pressure -0.499( 5.5in) 0.000( -6.0in) Vertical Earth 0.152 External Water Pressure 0.000( 0.0in) 0.000( 0.0in) Wearing Surface 0.020 Horizontal Earth Load 0.642 0.105

Unfactored Moments due to All Loads: (k-ft) Unfactored Shears due to All Loads: (k) M-PT Mdc Mev Mdw Meh Mls Mwa Mgw Vdc Vev Vdw Veh Vls Vwa Vgw

Member 1: (Exterior Wall) Bottom 1- 0 -3.99 -1.86 -0.24 -1.11 -0.48 0.75 0.00 0.32 0.03 0.00 2.07 0.76 -1.30 0.00 1- 1 -3.71 -1.83 -0.24 0.49 0.13 -0.37 0.00 0.32 0.03 0.00 1.51 0.61 -1.09 0.00 1- 2 -3.42 -1.80 -0.24 1.63 0.61 -1.16 0.00 0.32 0.03 0.00 1.01 0.45 -0.69 0.00 1- 3 -3.13 -1.77 -0.23 2.33 0.94 -1.63 0.00 0.32 0.03 0.00 0.56 0.30 -0.34 0.00 1- 4 -2.85 -1.74 -0.23 2.64 1.14 -1.80 0.00 0.32 0.03 0.00 0.15 0.14 -0.04 0.00 1- 5 -2.56 -1.71 -0.22 2.62 1.20 -1.73 0.00 0.32 0.03 0.00 -0.21 -0.01 0.20 0.00 1- 6 -2.28 -1.68 -0.22 2.29 1.12 -1.46 0.00 0.32 0.03 0.00 -0.52 -0.17 0.40 0.00 1- 7 -1.99 -1.65 -0.22 1.70 0.90 -1.03 0.00 0.32 0.03 0.00 -0.78 -0.32 0.55 0.00 1- 8 -1.70 -1.62 -0.21 0.91 0.54 -0.50 0.00 0.32 0.03 0.00 -1.00 -0.48 0.65 0.00 1- 9 -1.42 -1.59 -0.21 -0.06 0.05 0.10 0.00 0.32 0.03 0.00 -1.16 -0.63 0.69 0.00 1-10 -1.13 -1.56 -0.20 -1.16 -0.59 0.72 0.00 0.32 0.03 0.00 -1.28 -0.79 0.70 0.00 Top

Member 2: (Top Slab) Left 2- 0 -1.13 -1.56 -0.20 -1.20 -0.59 0.76 0.00 1.26 1.21 0.16 0.00 0.00 0.00 0.00 2- 1 0.60 0.16 0.02 -1.20 -0.59 0.76 0.00 0.95 0.96 0.13 0.00 0.00 0.00 0.00 2- 2 1.91 1.49 0.20 -1.20 -0.59 0.76 0.00 0.71 0.72 0.09 0.00 0.00 0.00 0.00 2- 3 2.85 2.45 0.32 -1.20 -0.59 0.76 0.00 0.48 0.48 0.06 0.00 0.00 0.00 0.00 2- 4 3.42 3.02 0.40 -1.20 -0.59 0.76 0.00 0.24 0.24 0.03 0.00 0.00 0.00 0.00 2- 5 3.60 3.21 0.42 -1.20 -0.59 0.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2- 6 3.42 3.02 0.40 -1.20 -0.59 0.76 0.00 -0.24 -0.24 -0.03 0.00 0.00 0.00 0.00 2- 7 2.85 2.45 0.32 -1.20 -0.59 0.76 0.00 -0.48 -0.48 -0.06 0.00 0.00 0.00 0.00 2- 8 1.91 1.49 0.20 -1.20 -0.59 0.76 0.00 -0.71 -0.72 -0.09 0.00 0.00 0.00 0.00 2- 9 0.60 0.16 0.02 -1.20 -0.59 0.76 0.00 -0.95 -0.96 -0.13 0.00 0.00 0.00 0.00 2-10 -1.13 -1.56 -0.20 -1.20 -0.59 0.76 0.00 -1.26 -1.21 -0.16 0.00 0.00 0.00 0.00 Right

Member 4: (Bottom Slab) Left 4- 0 -3.99 -1.86 -0.24 -1.11 -0.48 0.75 0.00 2.38 1.21 0.16 0.00 0.00 0.00 0.00 4- 1 -0.60 -0.14 -0.02 -1.11 -0.48 0.75 0.00 1.91 0.96 0.13 0.00 0.00 0.00 0.00 4- 2 2.04 1.20 0.16 -1.11 -0.48 0.75 0.00 1.43 0.72 0.09 0.00 0.00 0.00 0.00 4- 3 3.93 2.15 0.28 -1.11 -0.48 0.75 0.00 0.95 0.48 0.06 0.00 0.00 0.00 0.00 4- 4 5.06 2.72 0.36 -1.11 -0.48 0.75 0.00 0.48 0.24 0.03 0.00 0.00 0.00 0.00 4- 5 5.44 2.91 0.38 -1.11 -0.48 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4- 6 5.06 2.72 0.36 -1.11 -0.48 0.75 0.00 -0.48 -0.24 -0.03 0.00 0.00 0.00 0.00 4- 7 3.93 2.15 0.28 -1.11 -0.48 0.75 0.00 -0.95 -0.48 -0.06 0.00 0.00 0.00 0.00 4- 8 2.04 1.20 0.16 -1.11 -0.48 0.75 0.00 -1.43 -0.72 -0.09 0.00 0.00 0.00 0.00 4- 9 -0.60 -0.14 -0.02 -1.11 -0.48 0.75 0.00 -1.91 -0.96 -0.13 0.00 0.00 0.00 0.00 4-10 -3.99 -1.86 -0.24 -1.11 -0.48 0.75 0.00 -2.38 -1.21 -0.16 0.00 0.00 0.00 0.00 Right

Unfactored Thrusts due to All Loads: (k) (Fill Depth = 1.25 ft) Member Pdc Pev Pdw Peh Pls Pwa 1 1.26 1.21 0.16 0.00 0.00 0.00 2 -0.32 -0.03 0.00 1.28 0.79 -0.70 4 0.32 0.03 0.00 2.07 0.76 -1.30

------------------------------------------ Analysis Truck, HL-93 --------------------------------------

Vehicle Axle Weight Dist. From No. (k) Previous (ft) Truck 1 1.25 0.00 2 5.01 14.00 3 5.01 14.00

Tandem 1 3.91 0.00 2 3.91 4.00

Live Load Parameters:

Traffic Direction is Parallel to Main Reinforcement Distribution Width : 4.90 ft Note: Distribution width is calculated for one wheel only.

Impact Factor : 1.28 Truck MPF : 1.20 Tandem MPF : 1.20 Lane Load Distribution Width : 0.00 ft Lane Load: 0.000 k/ft

Truck Positions That Cause Maximum Results:

Maximum +Moment in Top Slab Maximum -Moment in Top Slab Vehicle Axle Weight Dist. From Vehicle Axle Weight Dist. From No. (k) Left End (ft) No. (k) Left End (ft) Truck 1 1.25 21.92 Truck 1 1.25 21.13 2 5.01 7.92 2 5.01 7.12 3 5.01 -6.08 3 5.01 -6.88 Maximum +Moment : 14.52 k-ft Maximum -Moment : -5.36 k-ft Corresponding Moment at End : -5.31 k-ft Corresponding Moment at Mid : 12.60 k-ft Coincident Bottom Slab Load : 0.32 k/ft Coincident Bottom Slab Load : 0.32 k/ft

Maximum +Shear in Top Slab Maximum -Shear in Top Slab Truck 1 1.25 28.25 Truck 1 1.25 29.58 2 5.01 14.25 2 5.01 15.58 3 5.01 0.25 3 5.01 1.58 Maximum +Shear : 5.40 k Maximum -Shear : -5.40 k Corresponding Shear at Mid : 0.39 k Corresponding Shear at Mid : -0.39 k Coincident Bottom Slab Load : 0.63 k/ft Coincident Bottom Slab Load : 0.63 k/ft

Maximum +Moment in Top Slab Maximum -Moment in Top Slab Tandem 1 3.91 7.92 Tandem 1 3.91 10.33 2 3.91 3.92 2 3.91 6.33 Maximum +Moment : 16.10 k-ft Maximum -Moment : -7.73 k-ft Corresponding Moment at End : -7.41 k-ft Corresponding Moment at Mid : 15.51 k-ft Coincident Bottom Slab Load : 0.49 k/ft Coincident Bottom Slab Load : 0.49 k/ft

Maximum +Shear in Top Slab Maximum -Shear in Top Slab Tandem 1 3.91 4.75 Tandem 1 3.91 15.08 2 3.91 0.75 2 3.91 11.08 Maximum +Shear : 6.53 k Maximum -Shear : -6.53 k Corresponding Shear at Mid : -1.30 k Corresponding Shear at Mid : 1.30 k Coincident Bottom Slab Load : 0.49 k/ft Coincident Bottom Slab Load : 0.49 k/ft

Unfactored Moments and Shears due to Truck Loads: (k-ft, k) Truck Tandem Lane M-PT Mll+ Mll- Vll+ Vll- Mll+ Mll- Vll+ Vll- Mll+ Mll- Vll+ Vll-

Member 1: (Exterior Wall) Bottom 1- 0 0.00 -9.02 0.88 -0.20 0.00 -6.83 0.47 -0.23 0.00 0.00 0.00 0.00 1- 1 0.00 -8.23 0.88 -0.20 0.00 -6.47 0.47 -0.23 0.00 0.00 0.00 0.00 1- 2 0.00 -7.44 0.88 -0.20 0.00 -6.39 0.47 -0.23 0.00 0.00 0.00 0.00 1- 3 0.00 -6.65 0.88 -0.20 0.00 -6.46 0.47 -0.23 0.00 0.00 0.00 0.00 1- 4 0.00 -5.86 0.88 -0.20 0.00 -6.59 0.47 -0.23 0.00 0.00 0.00 0.00 1- 5 0.00 -5.07 0.88 -0.20 0.00 -6.76 0.47 -0.23 0.00 0.00 0.00 0.00 1- 6 0.00 -4.69 0.88 -0.20 0.00 -6.95 0.47 -0.23 0.00 0.00 0.00 0.00 1- 7 0.00 -4.85 0.88 -0.20 0.00 -7.13 0.47 -0.23 0.00 0.00 0.00 0.00 1- 8 0.00 -5.02 0.88 -0.20 0.00 -7.32 0.47 -0.23 0.00 0.00 0.00 0.00 1- 9 0.36 -5.19 0.88 -0.20 0.28 -7.52 0.47 -0.23 0.00 0.00 0.00 0.00 1-10 0.90 -5.36 0.88 -0.20 0.70 -7.73 0.47 -0.23 0.00 0.00 0.00 0.00 Top

Member 2: (Top Slab) Left 2- 0 0.90 -5.36 5.40 0.00 0.70 -7.73 6.53 0.00 0.00 0.00 0.00 0.00 2- 1 6.20 -1.71 4.55 -0.44 4.40 -2.14 5.75 -0.36 0.00 0.00 0.00 0.00 2- 2 9.34 0.00 3.81 -0.94 9.93 0.00 4.95 -0.74 0.00 0.00 0.00 0.00 2- 3 12.18 0.00 3.56 -1.45 13.78 0.00 4.13 -1.30 0.00 0.00 0.00 0.00 2- 4 13.93 0.00 2.77 -1.97 15.85 0.00 3.31 -2.08 0.00 0.00 0.00 0.00 2- 5 14.52 0.00 2.24 -2.50 16.10 0.00 2.50 -2.88 0.00 0.00 0.00 0.00 2- 6 13.93 0.00 1.97 -3.03 15.85 0.00 1.71 -3.70 0.00 0.00 0.00 0.00 2- 7 12.18 0.00 1.20 -3.56 13.78 0.00 0.94 -4.52 0.00 0.00 0.00 0.00 2- 8 9.34 0.00 0.94 -3.81 9.93 0.00 0.74 -4.95 0.00 0.00 0.00 0.00

Copyright © 2010-2024 Eriksson Software, Inc.(www.ErikssonSoftware.com) 12/16/2025 11:16:15 AM Filename: 26685 -East Lake Road - LRFD .etcx Culvert p. 7 of 34 2- 9 6.20 -1.71 0.46 -4.48 4.40 -2.14 0.36 -5.75 0.00 0.00 0.00 0.00 2-10 0.88 -5.36 0.00 -5.40 0.68 -7.73 0.00 -6.53 0.00 0.00 0.00 0.00 Right

Member 4: (Bottom Slab) Left 4- 0 0.00 -9.02 5.05 0.00 0.00 -6.83 3.98 0.00 0.00 0.00 0.00 0.00 4- 1 0.22 -1.81 4.05 0.00 0.16 -1.19 3.20 0.00 0.00 0.00 0.00 0.00 4- 2 4.26 0.00 3.05 0.00 4.43 0.00 2.41 0.00 0.00 0.00 0.00 0.00 4- 3 8.14 0.00 2.05 0.00 7.47 0.00 1.63 0.00 0.00 0.00 0.00 0.00 4- 4 10.45 0.00 1.05 0.00 9.29 0.00 0.85 0.00 0.00 0.00 0.00 0.00 4- 5 11.19 0.00 0.06 -0.06 9.89 0.00 0.07 -0.07 0.00 0.00 0.00 0.00 4- 6 10.44 0.00 0.00 -1.05 9.29 0.00 0.00 -0.85 0.00 0.00 0.00 0.00 4- 7 8.13 0.00 0.00 -2.05 7.47 0.00 0.00 -1.63 0.00 0.00 0.00 0.00 4- 8 4.24 0.00 0.00 -3.05 4.43 0.00 0.00 -2.41 0.00 0.00 0.00 0.00 4- 9 0.22 -1.83 0.00 -4.06 0.16 -1.20 0.00 -3.20 0.00 0.00 0.00 0.00 4-10 0.00 -9.05 0.00 -5.06 0.00 -6.85 0.00 -3.98 0.00 0.00 0.00 0.00 Right

Note: Lane Load not required per LRFD 3.6.1.3.3.

Serviceability Check: Crack Control Bar Moment Thrust Fss Spacing Allow Mark Location (k-ft) (k) (ksi) (in) (in) A1 Top Corner Bar -11.0 9.51 16.20 5.00 24.03 A2 Bot Corner Bar -14.7 9.51 23.53 5.00 15.72 A100 Top Slab (int) 23.5 -1.30 25.08 6.00 14.65 A200 Bot Slab (int) 20.1 -0.14 23.40 6.00 15.60 B2 Ext Wall (ext) -11.9 9.51 17.94 5.00 21.44

Strength Limit State at Critical Sections: Flexure Member 1: (Exterior Wall), Thickness = 10.00 in Design Corr. Load Ratings Loc Dist. Moment A. F. Mu ds Ma As Mcr IR OR

(in) (k-ft) (k) (k-ft) (in) (k-ft) phi (in2) (k-ft)

BOT 8.50 -22.67 15.42 30.96 8.69 31.81 0.90 0.74 10.50 1.66 2.15

MID 53.75 1.64 2.32 13.23 8.69 12.54 0.90 0.31 10.50 6.19 8.03

MID- 53.75 -17.72 15.42 30.96 8.69 31.81 0.90 0.74 10.50 2.17 2.81

TOP 9.00 -17.73 15.42 30.96 8.69 31.81 0.90 0.74 10.50 2.06 2.67

Member 2: (Top Slab), Thickness = 12.00 in Design Corr. Load Ratings Loc Dist. Moment A. F. Mu ds Ma As Mcr IR OR

(in) (k-ft) (k) (k-ft) (in) (k-ft) phi (in2) (k-ft)

LT 7.00 -14.57 3.06 34.68 9.69 32.19 0.90 0.74 15.12 2.61 3.38

MID 95.00 37.44 -1.83 59.85 10.56 53.32 0.90 1.20 15.12 1.56 2.03

MID- 95.00 0.28 2.79 11.56 9.75 11.35 0.90 0.24 15.12 NC NC

RT 7.00 -14.57 3.06 34.68 9.69 32.19 0.90 0.74 15.12 2.61 3.38

Member 4: (Bottom Slab), Thickness = 11.00 in Design Corr. Load Ratings Loc Dist. Moment A. F. Mu ds Ma As Mcr IR OR

(in) (k-ft) (k) (k-ft) (in) (k-ft) phi (in2) (k-ft)

LT 7.50 -18.23 6.12 34.68 9.69 32.94 0.90 0.74 12.71 2.26 2.93

MID 95.00 30.74 0.14 53.85 9.56 48.50 0.90 1.20 12.71 1.91 2.47

MID- 95.00 0.41 4.44 11.56 9.75 11.74 0.90 0.24 12.71 NC NC

RT 7.50 -18.27 6.12 34.68 9.69 32.94 0.90 0.74 12.71 2.25 2.92

Notes: Mu - Resisting moment under pure flexure, Ma - Allowable moment under applied axial load

Strength Limit State at Critical Sections: Vertical Shear Member 1: (Exterior Wall), Thickness = 10.00 in Design Corr. Corr. Max. Load Ratings Loc Dist. Shear Moment A. F. Dv phi*Vn Beta Theta Vc Vs Av Spac IR OR

(in) (k) (k-ft) (k) (in) (k) (k) (k) (in2) (in) BOT 13.15 4.89 -22.7 15.42 8.32 14.86 2.136 39.35 16.52 a 0.00 0.00 0.00 4.92 6.37 MID 53.75 2.05 1.6 2.32 8.54 24.91 3.491 32.72 27.68 a 0.00 0.00 0.00 15.93 20.65 MID- 53.75 0.26 -17.7 15.42 8.32 17.59 2.528 36.92 19.55 a 0.00 0.00 0.00 42.61 55.23 TOP 13.65 -2.50 -17.7 15.42 8.32 17.07 2.453 37.35 18.96 a 0.00 0.00 0.00 10.81 14.01

Member 2: (Top Slab), Thickness = 12.00 in Design Corr. Corr. Max. Load Ratings Loc Dist. Shear Moment A. F. Dv phi*Vn Beta Theta Vc Vs Av Spac IR OR

(in) (k) (k-ft) (k) (in) (k) (k) (k) (in2) (in) LT 13.64 13.29 -14.6 3.06 9.32 16.84 2.160 40.06 18.71 a 0.00 0.00 0.00 1.34 1.74 MID 95.00 4.37 37.4 -1.83 9.97 16.33 1.959 42.09 18.15 a 0.00 0.00 0.00 3.74 4.84 MID- 95.00 5.04 0.3 2.79 9.63 18.47 2.294 39.39 20.52 a 0.00 0.00 0.00 3.67 4.75 RT 13.64 13.29 -14.6 3.06 9.32 16.84 2.160 40.06 18.71 a 0.00 0.00 0.00 1.34 1.74

Member 4: (Bottom Slab), Thickness = 11.00 in Design Corr. Corr. Max. Load Ratings Loc Dist. Shear Moment A. F. Dv phi*Vn Beta Theta Vc Vs Av Spac IR OR

(in) (k) (k-ft) (k) (in) (k) (k) (k) (in2) (in) LT 13.55 11.70 -18.2 6.12 9.32 16.30 2.092 40.55 18.11 a 0.00 0.00 0.00 1.61 2.08 MID 95.00 0.11 30.7 0.14 8.97 16.31 2.173 39.68 18.12 a 0.00 0.00 0.00 NC NC MID- 95.00 0.11 0.4 4.44 9.63 39.72 4.933 29.04 44.13 a 0.00 0.00 0.00 NC NC RT 13.55 11.70 -18.3 6.12 9.32 16.29 2.090 40.57 18.10 a 0.00 0.00 0.00 1.60 2.08

Load Combination Results at Tenth Points: (k-ft, k)(Fill Depth = 1.25 ft) M-PT +Moment -Moment +Axial -Axial +Shear -Shear

Member 1: (Exterior Wall) Bottom 1- 0 -7.762 -25.902 2.324 15.425 6.117 0.143 1- 1 -4.237 -21.812 2.324 15.425 5.101 -0.017 1- 2 -1.591 -20.058 2.324 15.425 4.151 0.041 1- 3 0.231 -18.261 2.324 15.425 3.265 0.082 1- 4 1.289 -17.717 2.324 15.425 2.444 0.104 1- 5 1.641 -17.560 2.324 15.425 2.055 -0.257 1- 6 1.345 -17.428 2.324 15.425 2.043 -0.948 1- 7 0.460 -17.315 2.324 15.425 2.013 -1.573 1- 8 -0.957 -17.244 2.324 15.425 1.965 -2.134 1- 9 -2.847 -17.318 2.324 15.425 1.900 -2.630 1-10 -2.227 -19.866 3.380 15.425 1.825 -3.061 Top

Member 2: (Top Slab) Left 2- 0 -2.220 -19.914 -1.825 3.061 14.803 2.324 2- 1 11.785 -5.416 -1.825 3.061 12.692 1.805 2- 2 21.943 0.546 -1.825 2.788 10.630 0.321 2- 3 31.292 2.332 -1.825 2.788 8.542 -1.225 2- 4 36.479 3.404 -1.825 2.788 6.449 -2.979 2- 5 37.436 3.761 -1.825 2.788 4.371 -5.041 2- 6 36.479 3.404 -1.825 2.788 2.798 -7.129 2- 7 31.292 2.332 -1.825 2.788 0.777 -9.222 2- 8 21.944 0.546 -1.825 2.788 -0.321 -10.630 2- 9 11.785 -5.416 -1.825 3.061 -1.805 -12.692 2-10 -2.266 -19.914 -1.825 3.061 -2.324 -14.803 Right

Member 4: (Bottom Slab) Left 4- 0 -7.762 -25.902 4.444 6.117 13.628 3.332 4- 1 -0.566 -6.469 0.143 6.117 10.918 2.665 4- 2 12.093 0.678 0.143 4.444 8.208 1.999 4- 3 22.384 3.316 0.143 4.444 5.499 1.333 4- 4 28.685 4.898 0.143 4.444 2.789 0.666 4- 5 30.743 5.426 0.143 4.444 0.114 -0.114 4- 6 28.676 4.898 0.143 4.444 -0.666 -2.795 4- 7 22.366 3.316 0.143 4.444 -1.333 -5.505 4- 8 12.093 0.678 0.143 4.444 -1.999 -8.214 4- 9 -0.566 -6.506 0.143 6.117 -2.665 -10.924 4-10 -7.762 -25.948 4.444 6.117 -3.332 -13.634 Right

Analysis Results: Fill Depth = 1.99 ft

Load Parameters:

Fe = 1.02 Surcharge Depth : 2.81 ft

Applied Horizontal Loads: (k/ft) Applied Uniform Bottom Slab Loads: (k/ft) Load Description Bottom of Wall Top of Wall Load Description Live Load Surcharge 0.169 0.169 Dead Load 0.301 Internal Water Pressure -0.499( 5.5in) 0.000( -6.0in) Vertical Earth 0.245 External Water Pressure 0.000( 0.0in) 0.000( 0.0in) Wearing Surface 0.020 Horizontal Earth Load 0.687 0.149

Unfactored Moments due to All Loads: (k-ft) Unfactored Shears due to All Loads: (k) M-PT Mdc Mev Mdw Meh Mls Mwa Mgw Vdc Vev Vdw Veh Vls Vwa Vgw

Member 1: (Exterior Wall) Bottom 1- 0 -3.99 -2.98 -0.24 -1.23 -0.47 0.75 0.00 0.32 0.05 0.00 2.26 0.74 -1.30 0.00 1- 1 -3.71 -2.93 -0.24 0.53 0.13 -0.37 0.00 0.32 0.05 0.00 1.67 0.59 -1.09 0.00 1- 2 -3.42 -2.89 -0.24 1.78 0.59 -1.16 0.00 0.32 0.05 0.00 1.13 0.44 -0.69 0.00 1- 3 -3.13 -2.84 -0.23 2.57 0.92 -1.63 0.00 0.32 0.05 0.00 0.63 0.29 -0.34 0.00 1- 4 -2.85 -2.79 -0.23 2.94 1.11 -1.80 0.00 0.32 0.05 0.00 0.19 0.14 -0.04 0.00 1- 5 -2.56 -2.74 -0.22 2.92 1.17 -1.73 0.00 0.32 0.05 0.00 -0.21 -0.01 0.20 0.00 1- 6 -2.28 -2.70 -0.22 2.57 1.09 -1.46 0.00 0.32 0.05 0.00 -0.56 -0.16 0.40 0.00 1- 7 -1.99 -2.65 -0.22 1.93 0.88 -1.03 0.00 0.32 0.05 0.00 -0.87 -0.31 0.55 0.00 1- 8 -1.70 -2.60 -0.21 1.04 0.53 -0.50 0.00 0.32 0.05 0.00 -1.12 -0.46 0.65 0.00 1- 9 -1.42 -2.55 -0.21 -0.05 0.04 0.10 0.00 0.32 0.05 0.00 -1.33 -0.62 0.69 0.00 1-10 -1.13 -2.50 -0.20 -1.31 -0.57 0.72 0.00 0.32 0.05 0.00 -1.48 -0.77 0.70 0.00 Top

Member 2: (Top Slab) Left 2- 0 -1.13 -2.50 -0.20 -1.35 -0.57 0.76 0.00 1.26 1.94 0.16 0.00 0.00 0.00 0.00 2- 1 0.60 0.25 0.02 -1.35 -0.57 0.76 0.00 0.95 1.55 0.13 0.00 0.00 0.00 0.00 2- 2 1.91 2.40 0.20 -1.35 -0.57 0.76 0.00 0.71 1.16 0.09 0.00 0.00 0.00 0.00 2- 3 2.85 3.93 0.32 -1.35 -0.57 0.76 0.00 0.48 0.77 0.06 0.00 0.00 0.00 0.00 2- 4 3.42 4.85 0.40 -1.35 -0.57 0.76 0.00 0.24 0.39 0.03 0.00 0.00 0.00 0.00 2- 5 3.60 5.16 0.42 -1.35 -0.57 0.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2- 6 3.42 4.85 0.40 -1.35 -0.57 0.76 0.00 -0.24 -0.39 -0.03 0.00 0.00 0.00 0.00 2- 7 2.85 3.93 0.32 -1.35 -0.57 0.76 0.00 -0.48 -0.77 -0.06 0.00 0.00 0.00 0.00 2- 8 1.91 2.40 0.20 -1.35 -0.57 0.76 0.00 -0.71 -1.16 -0.09 0.00 0.00 0.00 0.00 2- 9 0.60 0.25 0.02 -1.35 -0.57 0.76 0.00 -0.95 -1.55 -0.13 0.00 0.00 0.00 0.00 2-10 -1.13 -2.50 -0.20 -1.35 -0.57 0.76 0.00 -1.26 -1.94 -0.16 0.00 0.00 0.00 0.00 Right

Member 4: (Bottom Slab) Left 4- 0 -3.99 -2.98 -0.24 -1.23 -0.47 0.75 0.00 2.38 1.94 0.16 0.00 0.00 0.00 0.00 4- 1 -0.60 -0.22 -0.02 -1.23 -0.47 0.75 0.00 1.91 1.55 0.13 0.00 0.00 0.00 0.00 4- 2 2.04 1.92 0.16 -1.23 -0.47 0.75 0.00 1.43 1.16 0.09 0.00 0.00 0.00 0.00 4- 3 3.93 3.45 0.28 -1.23 -0.47 0.75 0.00 0.95 0.77 0.06 0.00 0.00 0.00 0.00 4- 4 5.06 4.37 0.36 -1.23 -0.47 0.75 0.00 0.48 0.39 0.03 0.00 0.00 0.00 0.00 4- 5 5.44 4.68 0.38 -1.23 -0.47 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4- 6 5.06 4.37 0.36 -1.23 -0.47 0.75 0.00 -0.48 -0.39 -0.03 0.00 0.00 0.00 0.00 4- 7 3.93 3.45 0.28 -1.23 -0.47 0.75 0.00 -0.95 -0.77 -0.06 0.00 0.00 0.00 0.00 4- 8 2.04 1.92 0.16 -1.23 -0.47 0.75 0.00 -1.43 -1.16 -0.09 0.00 0.00 0.00 0.00 4- 9 -0.60 -0.22 -0.02 -1.23 -0.47 0.75 0.00 -1.91 -1.55 -0.13 0.00 0.00 0.00 0.00 4-10 -3.99 -2.98 -0.24 -1.23 -0.47 0.75 0.00 -2.38 -1.94 -0.16 0.00 0.00 0.00 0.00 Right

Unfactored Thrusts due to All Loads: (k) (Fill Depth = 1.99 ft) Member Pdc Pev Pdw Peh Pls Pwa 1 1.26 1.94 0.16 0.00 0.00 0.00 2 -0.32 -0.05 0.00 1.48 0.77 -0.70 4 0.32 0.05 0.00 2.26 0.74 -1.30

------------------------------------------ Analysis Truck, HL-93 --------------------------------------

Vehicle Axle Weight Dist. From No. (k) Previous (ft) Truck 1 1.22 0.00 2 4.89 14.00 3 4.89 14.00

Tandem 1 3.82 0.00 2 3.82 4.00

Live Load Parameters:

Traffic Direction is Parallel to Main Reinforcement Distribution Width : 4.90 ft Note: Distribution width is calculated for one wheel only.

Impact Factor : 1.25 Truck MPF : 1.20 Tandem MPF : 1.20 Lane Load Distribution Width : 0.00 ft Lane Load: 0.000 k/ft

Truck Positions That Cause Maximum Results:

Maximum +Moment in Top Slab Maximum -Moment in Top Slab Vehicle Axle Weight Dist. From Vehicle Axle Weight Dist. From No. (k) Left End (ft) No. (k) Left End (ft) Truck 1 1.22 21.92 Truck 1 1.22 21.13 2 4.89 7.92 2 4.89 7.12 3 4.89 -6.08 3 4.89 -6.88 Maximum +Moment : 14.18 k-ft Maximum -Moment : -5.24 k-ft Corresponding Moment at End : -5.18 k-ft Corresponding Moment at Mid : 12.30 k-ft Coincident Bottom Slab Load : 0.31 k/ft Coincident Bottom Slab Load : 0.31 k/ft

Maximum +Shear in Top Slab Maximum -Shear in Top Slab Truck 1 1.22 28.25 Truck 1 1.22 29.58 2 4.89 14.25 2 4.89 15.58 3 4.89 0.25 3 4.89 1.58 Maximum +Shear : 5.27 k Maximum -Shear : -5.27 k Corresponding Shear at Mid : 0.38 k Corresponding Shear at Mid : -0.38 k Coincident Bottom Slab Load : 0.62 k/ft Coincident Bottom Slab Load : 0.62 k/ft

Maximum +Moment in Top Slab Maximum -Moment in Top Slab Tandem 1 3.82 7.92 Tandem 1 3.82 10.33 2 3.82 3.92 2 3.82 6.33 Maximum +Moment : 15.72 k-ft Maximum -Moment : -7.54 k-ft Corresponding Moment at End : -7.23 k-ft Corresponding Moment at Mid : 15.14 k-ft Coincident Bottom Slab Load : 0.48 k/ft Coincident Bottom Slab Load : 0.48 k/ft

Maximum +Shear in Top Slab Maximum -Shear in Top Slab Tandem 1 3.82 4.75 Tandem 1 3.82 15.08 2 3.82 0.75 2 3.82 11.08 Maximum +Shear : 6.37 k Maximum -Shear : -6.37 k Corresponding Shear at Mid : -1.27 k Corresponding Shear at Mid : 1.27 k Coincident Bottom Slab Load : 0.48 k/ft Coincident Bottom Slab Load : 0.48 k/ft

Unfactored Moments and Shears due to Truck Loads: (k-ft, k) Truck Tandem Lane M-PT Mll+ Mll- Vll+ Vll- Mll+ Mll- Vll+ Vll- Mll+ Mll- Vll+ Vll-

Member 1: (Exterior Wall) Bottom 1- 0 0.00 -8.81 0.86 -0.20 0.00 -6.67 0.46 -0.22 0.00 0.00 0.00 0.00 1- 1 0.00 -8.04 0.86 -0.20 0.00 -6.31 0.46 -0.22 0.00 0.00 0.00 0.00 1- 2 0.00 -7.26 0.86 -0.20 0.00 -6.24 0.46 -0.22 0.00 0.00 0.00 0.00 1- 3 0.00 -6.49 0.86 -0.20 0.00 -6.30 0.46 -0.22 0.00 0.00 0.00 0.00 1- 4 0.00 -5.72 0.86 -0.20 0.00 -6.44 0.46 -0.22 0.00 0.00 0.00 0.00 1- 5 0.00 -4.95 0.86 -0.20 0.00 -6.60 0.46 -0.22 0.00 0.00 0.00 0.00 1- 6 0.00 -4.58 0.86 -0.20 0.00 -6.78 0.46 -0.22 0.00 0.00 0.00 0.00 1- 7 0.00 -4.73 0.86 -0.20 0.00 -6.96 0.46 -0.22 0.00 0.00 0.00 0.00 1- 8 0.00 -4.90 0.86 -0.20 0.00 -7.14 0.46 -0.22 0.00 0.00 0.00 0.00 1- 9 0.35 -5.07 0.86 -0.20 0.27 -7.34 0.46 -0.22 0.00 0.00 0.00 0.00 1-10 0.88 -5.24 0.86 -0.20 0.69 -7.54 0.46 -0.22 0.00 0.00 0.00 0.00 Top

Member 2: (Top Slab) Left 2- 0 0.88 -5.24 5.27 0.00 0.69 -7.54 6.37 0.00 0.00 0.00 0.00 0.00 2- 1 6.06 -1.67 4.44 -0.43 4.30 -2.09 5.61 -0.35 0.00 0.00 0.00 0.00 2- 2 9.12 0.00 3.72 -0.92 9.69 0.00 4.83 -0.72 0.00 0.00 0.00 0.00 2- 3 11.89 0.00 3.47 -1.42 13.45 0.00 4.03 -1.27 0.00 0.00 0.00 0.00 2- 4 13.60 0.00 2.70 -1.93 15.47 0.00 3.23 -2.03 0.00 0.00 0.00 0.00 2- 5 14.18 0.00 2.19 -2.44 15.72 0.00 2.44 -2.81 0.00 0.00 0.00 0.00 2- 6 13.60 0.00 1.93 -2.96 15.47 0.00 1.67 -3.61 0.00 0.00 0.00 0.00 2- 7 11.89 0.00 1.17 -3.47 13.45 0.00 0.92 -4.41 0.00 0.00 0.00 0.00 2- 8 9.12 0.00 0.92 -3.72 9.69 0.00 0.72 -4.83 0.00 0.00 0.00 0.00

Copyright © 2010-2024 Eriksson Software, Inc.(www.ErikssonSoftware.com) 12/16/2025 11:16:16 AM Filename: 26685 -East Lake Road - LRFD .etcx Culvert p. 12 of 34 2- 9 6.06 -1.67 0.45 -4.37 4.30 -2.09 0.35 -5.61 0.00 0.00 0.00 0.00 2-10 0.86 -5.24 0.00 -5.27 0.67 -7.54 0.00 -6.37 0.00 0.00 0.00 0.00 Right

Member 4: (Bottom Slab) Left 4- 0 0.00 -8.81 4.93 0.00 0.00 -6.67 3.88 0.00 0.00 0.00 0.00 0.00 4- 1 0.22 -1.77 3.96 0.00 0.16 -1.16 3.12 0.00 0.00 0.00 0.00 0.00 4- 2 4.15 0.00 2.98 0.00 4.32 0.00 2.36 0.00 0.00 0.00 0.00 0.00 4- 3 7.95 0.00 2.00 0.00 7.29 0.00 1.59 0.00 0.00 0.00 0.00 0.00 4- 4 10.20 0.00 1.02 0.00 9.07 0.00 0.83 0.00 0.00 0.00 0.00 0.00 4- 5 10.92 0.00 0.06 -0.06 9.66 0.00 0.06 -0.06 0.00 0.00 0.00 0.00 4- 6 10.19 0.00 0.00 -1.03 9.07 0.00 0.00 -0.83 0.00 0.00 0.00 0.00 4- 7 7.94 0.00 0.00 -2.00 7.29 0.00 0.00 -1.59 0.00 0.00 0.00 0.00 4- 8 4.14 0.00 0.00 -2.98 4.32 0.00 0.00 -2.36 0.00 0.00 0.00 0.00 4- 9 0.22 -1.79 0.00 -3.96 0.16 -1.17 0.00 -3.12 0.00 0.00 0.00 0.00 4-10 0.00 -8.83 0.00 -4.94 0.00 -6.69 0.00 -3.88 0.00 0.00 0.00 0.00 Right

Note: Lane Load not required per LRFD 3.6.1.3.3.

Serviceability Check: Crack Control Bar Moment Thrust Fss Spacing Allow Mark Location (k-ft) (k) (ksi) (in) (in) A1 Top Corner Bar -11.8 10.07 17.44 5.00 22.14 A2 Bot Corner Bar -15.6 10.07 25.03 5.00 14.63 A100 Top Slab (int) 25.0 -1.19 26.59 6.00 13.65 A200 Bot Slab (int) 21.6 -0.02 25.01 6.00 14.40 B2 Ext Wall (ext) -12.6 10.07 19.09 5.00 19.99

Strength Limit State at Critical Sections: Flexure Member 1: (Exterior Wall), Thickness = 10.00 in Design Corr. Load Ratings Loc Dist. Moment A. F. Mu ds Ma As Mcr IR OR

(in) (k-ft) (k) (k-ft) (in) (k-ft) phi (in2) (k-ft)

BOT 8.50 -23.77 16.09 30.96 8.69 31.98 0.90 0.74 10.50 1.61 2.08

MID 53.75 1.07 2.98 13.23 8.69 12.72 0.90 0.31 10.50 6.69 8.68

MID- 53.75 -18.61 16.09 30.96 8.69 31.98 0.90 0.74 10.50 2.13 2.76

TOP 9.00 -18.68 16.09 30.96 8.69 31.98 0.90 0.74 10.50 2.02 2.62

Member 2: (Top Slab), Thickness = 12.00 in Design Corr. Load Ratings Loc Dist. Moment A. F. Mu ds Ma As Mcr IR OR

(in) (k-ft) (k) (k-ft) (in) (k-ft) phi (in2) (k-ft)

LT 7.00 -15.24 3.26 34.68 9.69 32.26 0.90 0.74 15.12 2.59 3.36

MID 95.00 39.19 -1.68 59.85 10.56 53.37 0.90 1.20 15.12 1.52 1.96

MID- 95.00 0.30 3.01 11.56 9.75 11.42 0.90 0.24 15.12 NC NC

RT 7.00 -15.24 3.26 34.68 9.69 32.26 0.90 0.74 15.12 2.59 3.36

Member 4: (Bottom Slab), Thickness = 11.00 in Design Corr. Load Ratings Loc Dist. Moment A. F. Mu ds Ma As Mcr IR OR

(in) (k-ft) (k) (k-ft) (in) (k-ft) phi (in2) (k-ft)

LT 7.50 -19.05 6.34 34.68 9.69 33.01 0.90 0.74 12.71 2.23 2.89

MID 95.00 32.49 0.31 53.85 9.56 48.54 0.90 1.20 12.71 1.84 2.39

MID- 95.00 0.43 4.69 11.56 9.75 11.81 0.90 0.24 12.71 NC NC

RT 7.50 -19.09 6.34 34.68 9.69 33.01 0.90 0.74 12.71 2.22 2.88

Notes: Mu - Resisting moment under pure flexure, Ma - Allowable moment under applied axial load

(in) (k) (k-ft) (k) (in) (k) (k) (k) (in2) (in) BOT 13.15 5.05 -23.8 16.09 8.32 14.56 2.093 39.64 16.18 a 0.00 0.00 0.00 4.83 6.26 MID 53.75 2.04 1.1 2.98 8.54 26.14 3.663 32.06 29.04 a 0.00 0.00 0.00 17.16 22.24 MID- 53.75 0.22 -18.6 16.09 8.32 17.26 2.481 37.19 19.18 a 0.00 0.00 0.00 42.74 55.41 TOP 13.65 -2.64 -18.7 16.09 8.32 16.67 2.397 37.67 18.53 a 0.00 0.00 0.00 10.86 14.08

Member 2: (Top Slab), Thickness = 12.00 in Design Corr. Corr. Max. Load Ratings Loc Dist. Shear Moment A. F. Dv phi*Vn Beta Theta Vc Vs Av Spac IR OR

(in) (k) (k-ft) (k) (in) (k) (k) (k) (in2) (in) LT 13.64 13.85 -15.2 3.26 9.32 16.58 2.128 40.30 18.42 a 0.00 0.00 0.00 1.27 1.64 MID 95.00 4.27 39.2 -1.68 9.97 16.00 1.919 42.38 17.78 a 0.00 0.00 0.00 3.75 4.86 MID- 95.00 4.92 0.3 3.01 9.63 18.82 2.337 39.13 20.91 a 0.00 0.00 0.00 3.82 4.96 RT 13.64 13.85 -15.2 3.26 9.32 16.58 2.128 40.30 18.42 a 0.00 0.00 0.00 1.27 1.64

Member 4: (Bottom Slab), Thickness = 11.00 in Design Corr. Corr. Max. Load Ratings Loc Dist. Shear Moment A. F. Dv phi*Vn Beta Theta Vc Vs Av Spac IR OR

(in) (k) (k-ft) (k) (in) (k) (k) (k) (in2) (in) LT 13.55 12.33 -19.0 6.34 9.32 15.99 2.051 40.84 17.76 a 0.00 0.00 0.00 1.49 1.94 MID 95.00 0.11 32.5 0.31 8.97 15.96 2.128 39.99 17.74 a 0.00 0.00 0.00 NC NC MID- 95.00 0.11 0.4 4.69 9.63 39.73 4.934 29.04 44.15 a 0.00 0.00 0.00 NC NC RT 13.55 12.33 -19.1 6.34 9.32 15.97 2.049 40.85 17.75 a 0.00 0.00 0.00 1.49 1.93

Load Combination Results at Tenth Points: (k-ft, k)(Fill Depth = 1.99 ft) M-PT +Moment -Moment +Axial -Axial +Shear -Shear

Member 1: (Exterior Wall) Bottom 1- 0 -8.920 -27.132 2.981 16.087 6.336 0.311 1- 1 -5.193 -22.884 2.981 16.087 5.274 0.124 1- 2 -2.388 -21.058 2.981 16.087 4.276 0.155 1- 3 -0.448 -19.211 2.981 16.087 3.344 0.169 1- 4 0.686 -18.613 2.981 16.087 2.476 0.165 1- 5 1.072 -18.415 2.981 16.087 2.042 -0.225 1- 6 0.768 -18.265 2.981 16.087 2.003 -0.962 1- 7 -0.168 -18.160 2.981 16.087 1.946 -1.635 1- 8 -1.676 -18.119 2.981 16.087 1.872 -2.242 1- 9 -3.700 -18.242 2.981 16.087 1.780 -2.785 1-10 -3.595 -20.950 4.329 16.087 1.678 -3.262 Top

Member 2: (Top Slab) Left 2- 0 -3.589 -20.998 -1.678 3.262 15.479 2.981 2- 1 11.548 -5.380 -1.678 3.262 13.212 2.331 2- 2 22.603 1.183 -1.678 3.008 10.993 0.930 2- 3 32.542 3.489 -1.678 3.008 8.750 -0.785 2- 4 38.094 4.873 -1.678 3.008 6.501 -2.702 2- 5 39.190 5.335 -1.678 3.008 4.267 -4.920 2- 6 38.094 4.873 -1.678 3.008 2.525 -7.164 2- 7 32.542 3.489 -1.678 3.008 0.347 -9.413 2- 8 22.603 1.183 -1.678 3.008 -0.930 -10.993 2- 9 11.548 -5.380 -1.678 3.262 -2.331 -13.212 2-10 -3.634 -20.998 -1.678 3.262 -2.981 -15.479 Right

Member 4: (Bottom Slab) Left 4- 0 -8.920 -27.132 4.692 6.336 14.366 3.989 4- 1 -0.768 -6.648 0.311 6.336 11.508 3.191 4- 2 12.767 1.186 0.311 4.692 8.651 2.393 4- 3 23.655 4.344 0.311 4.692 5.793 1.596 4- 4 30.310 6.238 0.311 4.692 2.935 0.798 4- 5 32.487 6.870 0.311 4.692 0.112 -0.112 4- 6 30.301 6.238 0.311 4.692 -0.798 -2.941 4- 7 23.637 4.344 0.311 4.692 -1.596 -5.799 4- 8 12.767 1.186 0.311 4.692 -2.393 -8.656 4- 9 -0.768 -6.684 0.311 6.336 -3.191 -11.514 4-10 -8.920 -27.177 4.692 6.336 -3.989 -14.372

Analysis Results: Fill Depth = 3.25 ft

Load Parameters:

Fe = 1.04 Surcharge Depth : 2.68 ft

Applied Horizontal Loads: (k/ft) Applied Uniform Bottom Slab Loads: (k/ft) Load Description Bottom of Wall Top of Wall Load Description Live Load Surcharge 0.161 0.161 Dead Load 0.301 Internal Water Pressure -0.499( 5.5in) 0.000( -6.0in) Vertical Earth 0.405 External Water Pressure 0.000( 0.0in) 0.000( 0.0in) Wearing Surface 0.020 Horizontal Earth Load 0.762 0.225

Unfactored Moments due to All Loads: (k-ft) Unfactored Shears due to All Loads: (k) M-PT Mdc Mev Mdw Meh Mls Mwa Mgw Vdc Vev Vdw Veh Vls Vwa Vgw

Member 1: (Exterior Wall) Bottom 1- 0 -3.99 -4.94 -0.24 -1.44 -0.45 0.75 0.00 0.32 0.09 0.00 2.59 0.71 -1.30 0.00 1- 1 -3.71 -4.86 -0.24 0.59 0.12 -0.37 0.00 0.32 0.09 0.00 1.94 0.57 -1.09 0.00 1- 2 -3.42 -4.78 -0.24 2.05 0.57 -1.16 0.00 0.32 0.09 0.00 1.32 0.42 -0.69 0.00 1- 3 -3.13 -4.70 -0.23 2.98 0.88 -1.63 0.00 0.32 0.09 0.00 0.76 0.28 -0.34 0.00 1- 4 -2.85 -4.63 -0.23 3.43 1.06 -1.80 0.00 0.32 0.09 0.00 0.25 0.13 -0.04 0.00 1- 5 -2.56 -4.55 -0.22 3.45 1.12 -1.73 0.00 0.32 0.09 0.00 -0.22 -0.01 0.20 0.00 1- 6 -2.28 -4.47 -0.22 3.06 1.04 -1.46 0.00 0.32 0.09 0.00 -0.64 -0.16 0.40 0.00 1- 7 -1.99 -4.39 -0.22 2.33 0.84 -1.03 0.00 0.32 0.09 0.00 -1.01 -0.30 0.55 0.00 1- 8 -1.70 -4.31 -0.21 1.28 0.50 -0.50 0.00 0.32 0.09 0.00 -1.33 -0.44 0.65 0.00 1- 9 -1.42 -4.23 -0.21 -0.03 0.04 0.10 0.00 0.32 0.09 0.00 -1.60 -0.59 0.69 0.00 1-10 -1.13 -4.15 -0.20 -1.57 -0.55 0.72 0.00 0.32 0.09 0.00 -1.83 -0.73 0.70 0.00 Top

Member 2: (Top Slab) Left 2- 0 -1.13 -4.15 -0.20 -1.60 -0.55 0.76 0.00 1.26 3.21 0.16 0.00 0.00 0.00 0.00 2- 1 0.60 0.42 0.02 -1.60 -0.55 0.76 0.00 0.95 2.57 0.13 0.00 0.00 0.00 0.00 2- 2 1.91 3.98 0.20 -1.60 -0.55 0.76 0.00 0.71 1.92 0.09 0.00 0.00 0.00 0.00 2- 3 2.85 6.52 0.32 -1.60 -0.55 0.76 0.00 0.48 1.28 0.06 0.00 0.00 0.00 0.00 2- 4 3.42 8.04 0.40 -1.60 -0.55 0.76 0.00 0.24 0.64 0.03 0.00 0.00 0.00 0.00 2- 5 3.60 8.55 0.42 -1.60 -0.55 0.76 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2- 6 3.42 8.04 0.40 -1.60 -0.55 0.76 0.00 -0.24 -0.64 -0.03 0.00 0.00 0.00 0.00 2- 7 2.85 6.52 0.32 -1.60 -0.55 0.76 0.00 -0.48 -1.28 -0.06 0.00 0.00 0.00 0.00 2- 8 1.91 3.98 0.20 -1.60 -0.55 0.76 0.00 -0.71 -1.92 -0.09 0.00 0.00 0.00 0.00 2- 9 0.60 0.42 0.02 -1.60 -0.55 0.76 0.00 -0.95 -2.57 -0.13 0.00 0.00 0.00 0.00 2-10 -1.13 -4.15 -0.20 -1.60 -0.55 0.76 0.00 -1.26 -3.21 -0.16 0.00 0.00 0.00 0.00 Right

Member 4: (Bottom Slab) Left 4- 0 -3.99 -4.94 -0.24 -1.44 -0.45 0.75 0.00 2.38 3.21 0.16 0.00 0.00 0.00 0.00 4- 1 -0.60 -0.37 -0.02 -1.44 -0.45 0.75 0.00 1.91 2.57 0.13 0.00 0.00 0.00 0.00 4- 2 2.04 3.19 0.16 -1.44 -0.45 0.75 0.00 1.43 1.92 0.09 0.00 0.00 0.00 0.00 4- 3 3.93 5.73 0.28 -1.44 -0.45 0.75 0.00 0.95 1.28 0.06 0.00 0.00 0.00 0.00 4- 4 5.06 7.25 0.36 -1.44 -0.45 0.75 0.00 0.48 0.64 0.03 0.00 0.00 0.00 0.00 4- 5 5.44 7.76 0.38 -1.44 -0.45 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4- 6 5.06 7.25 0.36 -1.44 -0.45 0.75 0.00 -0.48 -0.64 -0.03 0.00 0.00 0.00 0.00 4- 7 3.93 5.73 0.28 -1.44 -0.45 0.75 0.00 -0.95 -1.28 -0.06 0.00 0.00 0.00 0.00 4- 8 2.04 3.19 0.16 -1.44 -0.45 0.75 0.00 -1.43 -1.92 -0.09 0.00 0.00 0.00 0.00 4- 9 -0.60 -0.37 -0.02 -1.44 -0.45 0.75 0.00 -1.91 -2.57 -0.13 0.00 0.00 0.00 0.00 4-10 -3.99 -4.94 -0.24 -1.44 -0.45 0.75 0.00 -2.38 -3.21 -0.16 0.00 0.00 0.00 0.00 Right

Unfactored Thrusts due to All Loads: (k) (Fill Depth = 3.25 ft) Member Pdc Pev Pdw Peh Pls Pwa 1 1.26 3.21 0.16 0.00 0.00 0.00 2 -0.32 -0.09 0.00 1.83 0.73 -0.70 4 0.32 0.09 0.00 2.59 0.71 -1.30

------------------------------------------ Analysis Truck, HL-93 --------------------------------------

Vehicle Axle Weight Length Dist. From No. (k/ft) (ft) Previous (ft) Truck 1 0.204 4.57 2 0.817 4.57 14.00 3 0.817 4.57 14.00

Tandem 1 0.680 8.57

***Distributed loads may have been intensified due to axle overlap between lanes

Live Load Parameters:

Traffic Direction is Parallel to Main Reinforcement Distribution Width : 12.30 ft Impact Factor : 1.20 Truck MPF : 1.20 Tandem MPF : 1.20 Lane Load Distribution Width : 0.00 ft Lane Load: 0.000 k/ft

Truck Positions That Cause Maximum Results:

Maximum +Moment in Top Slab Maximum -Moment in Top Slab Vehicle Axle Weight Length Dist. From Vehicle Axle Weight Length Dist. From No. (klf) (ft) Left End (ft) No. (klf) (ft) Left End (ft) Truck 1 0.204 4.57 21.92 Truck 1 0.204 4.57 22.62 2 0.817 4.57 7.92 2 0.817 4.57 8.62 3 0.817 4.57 -6.08 3 0.817 4.57 -5.38 Maximum +Moment : 8.82 k-ft Maximum -Moment : -3.86 k-ft Corresponding Moment at End : -3.83 k-ft Corresponding Moment at Mid : 8.65 k-ft Coincident Bottom Slab Load : 0.24 k/ft Coincident Bottom Slab Load : 0.24 k/ft

Maximum +Shear in Top Slab Maximum -Shear in Top Slab Truck 1 0.204 4.57 30.29 Truck 1 0.204 4.57 27.55 2 0.817 4.57 16.29 2 0.817 4.57 13.55 3 0.817 4.57 2.29 3 0.817 4.57 -0.45 Maximum +Shear : 3.30 k Maximum -Shear : -3.30 k Corresponding Shear at Mid : -0.43 k Corresponding Shear at Mid : 0.43 k Coincident Bottom Slab Load : 0.33 k/ft Coincident Bottom Slab Load : 0.33 k/ft

Maximum +Moment in Top Slab Maximum -Moment in Top Slab Tandem 1 0.680 8.57 7.92 Tandem 1 0.680 8.57 7.45 Maximum +Moment : 11.36 k-ft Maximum -Moment : -5.51 k-ft Corresponding Moment at End : -5.47 k-ft Corresponding Moment at Mid : 11.31 k-ft Coincident Bottom Slab Load : 0.37 k/ft Coincident Bottom Slab Load : 0.37 k/ft

Maximum +Shear in Top Slab Maximum -Shear in Top Slab Tandem 1 0.680 8.57 4.29 Tandem 1 0.680 8.57 11.55 Maximum +Shear : 4.29 k Maximum -Shear : -4.29 k Corresponding Shear at Mid : -1.09 k Corresponding Shear at Mid : 1.09 k Coincident Bottom Slab…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Apr 30, 2026.