Att 06_Load Rating (230603).pdf

BRIDGE RATING SUMMARY

USFS REGION 9 LOAD RATING REPORT

Forest: WHITE MOUNTAIN Ranger District: ANDROSCOGGIN

Rated By: DARYN CARTER Bridge Name: BOG DAM

Reviewed By: GUST JUNTTILA, P.E. Bridge Number: FR 15-7.9

Firm: UPEA Bridge SN: 092202000001024

Rating Date: 6/2/2023

SUMMARY OF CONTROLLING RATING

(Rating Factors)

RF

Safe Load Capacity

(tons)

Posting Load (tons)

Controlling

Member

Location

(span ratio)

Controlling Effect*

(M, V, or B)

HL-93 Inventory 1.05

--- --- Int. Girder 0.5 STR I, M

HL-93 Operating 1.36

--- --- Int. Girder 0.5 STR I, M

NRL 1.37

54 --- Int. Girder 0.5 SERV II, M

SU4 1.81

48 --- Int. Girder 0.5 SERV II, M

SU5 1.71

53 --- Int. Girder 0.5 SERV II, M

SU6 1.54

SU7 1.45

56 --- Int. Girder 0.5 SERV II, M

Type 3 2.13

Type 3S2 2.27

81 --- Int. Girder 0.5 SERV II, M

Type 3-3 2.59

103 --- Int. Girder 0.4 SERV II, M

* M = Moment, V = Shear, B = Bearing

NOTES or COMMENTS:

New Bridge, Initial Load Rating

Load Rating Engineer: Daryn Carter

Checked By Engineer: Gust Junttila, P.E.

Regional Bridge Program Manager:

gjunttila Text Box Daryn Carter

BRASS-GIRDER™ Input Parameters

Version Information Girder GUI: 8.8.0.3001 Girder XML: 8.8.0.3001

BRASS™ XML: 2.9.0.3001

Administration

Project ID: U28-02592 Task 101 Project Title: Replacement - Bog Dam 4_15-7.9_0922 Bridge ID: 092202000001024 Bridge Name: Bog Dam Bridge Route Name: FR 15 Reference Marker: 7.9 Title 1:

Title 2:

Date: 4/28/2023 Agency: U.P. Engineers & Architects Designer/Rater: DCarter Reviewer: GJunttila Comments:

Bridge Notes

New Superstructure.

Control

Structure Structure Type: GirderLine Define Deck Cross Section: Yes Number of Members: 4

Skew Angle: -

Analysis Model Type: Beam

Number of Top Spans: 1

Spans

Span Length

1 39.17 ft

Structure Material: Steel Beam Type: Rolled Composite Structure: No Number of Stages: 1 Deck Material: Timber

Analysis

Unit System: US Analysis Method: LRFD Analysis Type: Rating Member of Interest: 3 Model Element Type: Stepped Point of Interest Generation Control: Tenth Live-load Distribution Factor Application: AnalysisPoint Interpolate Reinforcement: No Calculate Effective Width: No Perform Constructibility Checks: No

Input

Symmetry

Component Symmetric

Beam Profile No

Deck Profile No

Shear Connectors No

Transverse Stiffeners No

Bearing Stiffeners No

Longitudinal Stiffeners No

Bracing (Member) No

Lateral Support No

Cb Factors (LRFD) No

Beam Distribution Factors (LRFD) No

Reaction Distribution Factors (LRFD) No

Merge Beam/Deck Profile Schedules: Yes

Distribution Perform Dead Load Distribution: Yes Calculate LRFD Live Load Distribution Factors: Yes Page 3 of 43

Dead Load Distribution Methods

Stage Method 1 Tributary area

Live Load Distribution (LRFD) Distribution Method: AASHTO LRFD Cross Section Code: a3 Max. Number of Lanes Loaded: Computed

Slab Thickness Type: Structural Set eg = 0 for Non-composite: No Apply Skew to Lever Rule Override: Yes Apply Skew to Ridgid Rule Override: Yes Use Constants from Table 4.6.2.2.1-2: No Timber Deck Type: Spike Laminated

Libraries Section Library:

Vehicle Library:

Output

Primary Output Action Output Level: DL+LL Action Locations: 10thPoints

General Member Properties: Yes Load Combinations: Yes Load and Resistance Factors: Yes Warnings: No Camber: Yes Critical Design Ratios / Rating Factors: Expanded Critical Failure Mode Ratios: No

Live Load Truck Positions: No Variable Axle Spacing: No Live Load Settings: No Live Load Combinations: No Live Load Details: No

Stage

Stage Output

1 No

Dead Load Member Self Load: Yes Distributed Dead Loads: Yes Concentrated Dead Loads: No

Temperature Change: No Settlements: No

Load Distribution Dead Load Distribution: No Live Load Distribution: Yes

Intermediate Output Intermediate Output Level: Minimum Effective Width: No Floorbeam Lane Position: No

Points of Interest Specification Checks: No Load Factoring/Combinations: No

Load Distribution Dead Load: No Live Load: No

Limit State Output (LRFD)

Limit State Specification Check Load Combination

Strength I Yes Yes

Strength II Yes Yes

Strength IV No No

Service I Yes Yes

Service II Yes Yes

Fatigue I Yes Yes

Fatigue II Yes Yes

Intermediate Output (cont.)

Steel Transverse Stiffeners: No Bearing Stiffeners: No Longitudinal Stiffeners: No

Results Tables X-Y Plot Action Tables: No Specification Check Results Tables: No Mesh Plot Files: No

BRASS-PAD™ Data Transfer File: No

Influence

Output influence lines for: None Ordinate Divisor: 1

Factors

Load Factors (LRFD)

Limit State

DC DW DU TU

max min max min max min max min

Strength I 1.25 0.9 1.5 0.65 1.5 0.65 1.2 0.5

Strength II 1.25 0.9 1.5 0.65 1.5 0.65 1.2 0.5

Strength IV 1.5 0.9 1.5 0.65 1.5 0.65 1.2 0.5

Service I 1 1 1 1 1 1 1.2 1

Service II 1 1 1 1 1 1 1.2 1

Fatigue I 0 0 0 0 0 0 0 0

Fatigue II 0 0 0 0 0 0 0 0

Load Factors (LRFD) (continued)

Limit State

LL

SE PS DS

Design Legal Permit

Inventory Operating max min max min max min

Strength I 1.75 1.35 1.3 0 1 1 1 1 1.25 0.9

Strength II 1.35 0 1.1 1 1 1 1 1.25 0.9

Strength IV 0 0 0 0 0 1 1 1.5 0.9

Service I 1 0 1 1 1 1 1 1 1

Service II 1.3 1 1.3 1 0 0 1 1 1 1

Fatigue I 1.75 0 0 0 0 1 1 0 0

Fatigue II 0.8 0 0 0 0 1 1 0 0

Load Modifiers (LRFD)

Limit State Ductility Redundancy Importance Combined Product max min

Strength I 1 1 1 - -

Strength II 1 1 1 - -

Strength IV 1 1 1 - -

Service I 1 1 1 - -

Service II 1 1 1 - -

Fatigue I 1 1 1 - -

Fatigue II 1 1 1 - -

Resistance Factors (LRFD)

Resistance Factors

Type Value φ Flexure 1 φ Shear 1 φ Bearing 1 φ Compression 0.95 φ Shear Connectors 0.85 φ Fatigue 1

System/Total Modifiers

Limit State Resistance Type System Total

Strength Flexure 0.95 -

Strength Shear 1 -

Strength Bearing 1 -

Strength Compression 0.95 -

Strength Shear Connectors 1 -

Strength Longitudinal Reinforcement 1 -

Service Flexure 1 -

Fatigue Fatigue 1 -

Condition Modifiers

Limit State Condition

Strength 1

Service 1

Fatigue 1

Materials

Steel

ID Name Yield Stress

Tensile Strength

Modulus of Elasticity

Density Thermal Expansion Coefficient

2 Grade 50W 50 ksi 70 ksi 29000 ksi 0.49 kcf 6.5E-06 °F-1

Timber

ID Name Density Thermal Expansion Coefficient

1 Douglas Fir-Larch Select Structural 0.05 kcf 2E-06 °F-1

Dead Load Groups

Groups

ID Name Stage Type Description

1 DC1 1 DC Non-composite component dead load

2 DW1 1 DW Wearing surface dead load

Deck Geometry

Deck

Deck Thickness: 5.5 in.

Left Cantilever Length: 1.5 ft Right Cantilever Length: 1.5 ft Equal Member Spacing: Yes

Travelway Locations

Distance to Left Edge: 1.075 ft Distance to Right Edge: 13.925 ft

Sacrificial Topping Thickness: - Dead Load Type: DW

Member Spacing

Bay # Spacing

All 4 ft

Soffits No soffits have been defined.

Appurtenances No appurtenances have been defined.

Deck Loads

Materials/Stages Deck Material: Douglas Fir-Larch Select Structural Curb & Median Material: Douglas Fir-Larch Select Structural Wearing Surface Weight: 0.0125 ksf

Stages Apply to entire structure: Yes Deck Stage: 1 Curbs Stage: 1 Median Stage: Not Assigned Wearing Surface Stage: 1

Line Loads

Dead Load Group Line Load Load Location

DC1 0.047 kip / ft 0 ft

DC1 0.047 kip / ft 15 ft

Uniform Loads No uniform loads have been defined.

Live Loads

Live Load Control Direction Control: Up+Down Standard Live Loads: Design+Legal Wheel Advancement Denominator: 100

ADTT: 99

ADTT for Single Lane: 45 Multiple Presence Adjustment Method: AASHTO LRFD C3.6.1.1.2 % of Dynamic Load Allowance (Impact): 100 %

Dynamic Load Allowance (LRFD)

Design/Rating Procedure Truck Lane Fatigue

Design 33 % 0 % 15 %

Legal 33 % 0 % 0 %

Permit 33 % 0 % 0 %

Special Vehicles

Axle Vehicles No axle vehicles have been defined.

Lane Vehicles

No lane vehicles have been defined.

Definitions (LRFD)

Definition 1

Code: HL-93-TRUCK Type: DesignTruck Design Rating: Design % of Dynamic Load Allowance: - Scale Factor: - Lanes Loaded: Critical Notional Load: Yes Fixed DLA: -

Live Load Factor Overrides

Limit State gamma LL gamma LL Operating

Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - - Fatigue II - -

Definition 2

Code: HL-93-TANDEM Type: DesignTandem Design Rating: Design % of Dynamic Load Allowance: - Scale Factor: - Lanes Loaded: Critical Notional Load: Yes Fixed DLA: -

Live Load Factor Overrides

Limit State gamma LL gamma LL Operating

Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - - Fatigue II - -

Definition 3

Code: HL-93-TRKTRA Type: DesignTruckTrain Design Rating: Design % of Dynamic Load Allowance: - Scale Factor: - Lanes Loaded: Critical Notional Load: Yes Fixed DLA: -

Live Load Factor Overrides

Limit State gamma LL gamma LL Operating

Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - - Fatigue II - -

Definition 4

Code: HL-93-LANE Type: DesignLane Live Load Factor Overrides

Design Rating: Design % of Dynamic Load Allowance: - Scale Factor: - Lanes Loaded: Critical Notional Load: No Fixed DLA: -

Limit State gamma LL gamma LL Operating

Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - - Fatigue II - -

Definition 5

Code: HL-93-FAT Type: FatigueTruck Design Rating: Design % of Dynamic Load Allowance: - Scale Factor: - Lanes Loaded: Single Notional Load: No Fixed DLA: -

Live Load Factor Overrides

Limit State gamma LL gamma LL Operating

Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - - Fatigue II - -

Definition 6

Code: TYPE3 Type: GeneralTruck Design Rating: Legal % of Dynamic Load Allowance: - Scale Factor: - Lanes Loaded: Critical Notional Load: No Fixed DLA: -

Live Load Factor Overrides

Limit State gamma LL gamma LL Operating

Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - - Fatigue II - -

Definition 7

Code: TYPE3S2 Type: GeneralTruck Design Rating: Legal % of Dynamic Load Allowance: - Scale Factor: - Lanes Loaded: Critical Notional Load: No Fixed DLA: -

Live Load Factor Overrides

Limit State gamma LL gamma LL Operating

Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - -

Fatigue II - -

Definition 8

Code: TYPE3-3 Type: GeneralTruck Design Rating: Legal % of Dynamic Load Allowance: - Scale Factor: - Lanes Loaded: Critical Notional Load: No Fixed DLA: -

Live Load Factor Overrides

Limit State gamma LL gamma LL Operating

Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - - Fatigue II - -

Definition 9

Code: TYPE3-3 Type: LegalTruck Design Rating: Legal % of Dynamic Load Allowance: - Scale Factor: - Lanes Loaded: Critical Notional Load: No Fixed DLA: -

Live Load Factor Overrides

Limit State gamma LL gamma LL Operating

Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - - Fatigue II - -

Definition 10

Code: TYPE3-3 Type: LegalTruckTrain Design Rating: Legal % of Dynamic Load Allowance: - Scale Factor: - Lanes Loaded: Critical Notional Load: No Fixed DLA: -

Live Load Factor Overrides

Limit State gamma LL gamma LL Operating

Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - - Fatigue II - -

Definition 11

Code: LEGAL-LANE Type: LegalLane Design Rating: Legal % of Dynamic Load Allowance: -

Live Load Factor Overrides

Limit State gamma LL gamma LL

Scale Factor: - Lanes Loaded: Critical Notional Load: No Fixed DLA: -

Operating Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - - Fatigue II - -

Definition 12

Code: SU4 Type: GeneralTruck Design Rating: Legal % of Dynamic Load Allowance: - Scale Factor: - Lanes Loaded: Critical Notional Load: No Fixed DLA: -

Live Load Factor Overrides

Limit State gamma LL gamma LL Operating

Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - - Fatigue II - -

Definition 13

Code: SU5 Type: GeneralTruck Design Rating: Legal % of Dynamic Load Allowance: - Scale Factor: - Lanes Loaded: Critical Notional Load: No Fixed DLA: -

Live Load Factor Overrides

Limit State gamma LL gamma LL Operating

Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - - Fatigue II - -

Definition 14

Code: SU6 Type: GeneralTruck Design Rating: Legal % of Dynamic Load Allowance: - Scale Factor: - Lanes Loaded: Critical Notional Load: No Fixed DLA: -

Live Load Factor Overrides

Limit State gamma LL gamma LL Operating

Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - - Fatigue II - -

Definition 15

Code: SU7 Type: GeneralTruck Design Rating: Legal % of Dynamic Load Allowance: - Scale Factor: - Lanes Loaded: Critical Notional Load: No Fixed DLA: -

Live Load Factor Overrides

Limit State gamma LL gamma LL Operating

Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - - Fatigue II - -

Definition 16

Code: NRL Type: GeneralTruck Design Rating: Legal % of Dynamic Load Allowance: - Scale Factor: - Lanes Loaded: Critical Notional Load: Yes Fixed DLA: -

Live Load Factor Overrides

Limit State gamma LL gamma LL Operating

Strength I - - Strength II - - Strength IV - - Service I - - Service II - - Service III - - Fatigue I - - Fatigue II - -

General Combinations (LRFD)

Standard Combo Truck Lane

Combination Factors

Truck Lane

Yes HL-93-TRUCK HL-93-LANE 1 1

Yes HL-93-TANDEM HL-93-LANE 1 1

Yes HL-93-TRKTRA HL-93-LANE 0.9 0.9

Yes HL-93-FAT Not Assigned 1 -

Yes TYPE3 Not Assigned 1 -

Yes TYPE3S2 Not Assigned 1 -

Yes TYPE3-3 Not Assigned 1 -

Yes TYPE3-3 LEGAL-LANE 0.75 1

Yes TYPE3-3 LEGAL-LANE 0.75 1

No SU4 Not Assigned 1 -

No SU5 Not Assigned 1 -

No SU6 Not Assigned 1 -

No SU7 Not Assigned 1 -

No NRL Not Assigned 1 -

Deflection Combinations (LRFD)

Standard Combo Truck Lane

Combination Factors Allowable Deflection

Truck Lane Denominator Absolute

Yes HL-93-TRUCK Not Assigned 1 - 500 -

Yes HL-93-TRUCK HL-93-LANE 0.25 1 500 -

Component Groups

Transverse Stiffeners No transverse stiffener groups have been defined.

Bearing Stiffeners No bearing stiffener groups have been defined.

Longitudinal Stiffeners No longitudinal stiffener groups have been defined.

Library Sections

W24X76 Name: W24X76 Description: WIDE FLANGE 24X76 7th Edition

Nominal Depth: 24 in.

Weight/Length: 76 lb / ft Section Depth: 23.91 in.

Neutral Axis Depth: 11.955 in.

Area: 22.4 in.2

Moment of Inertia (X | Y): 2100 in.4 | 82.6 in.4

Plastic Modulus (X | Y): 201 in.3 | 28.7 in.3

Top Flange Width: 8.985 in. Web Thickness (Top | Bottom):

0.44 in. |

0.44 in. Bottom Flange Width: 8.985 in.

Top Flange Thickness: 0.682 in. Web Depth: 22.546 in. Bottom Flange

Thickness: 0.682 in.

Top Cover Plate Width: 0 in. Bottom Cover Plate Width: 0 in.

Top Cover Plate Thickness: 0 in. Bottom Cover Plate Thickness: 0 in.

Top Cover Plate Clearance: 0 in. Bottom Cover Plate Clearance: 0 in.

Top Taper Height: 0 in. Top Fillet Height: 0 in. Bottom Taper Height: 0 in. Bottom Fillet Height: 0 in.

Top Taper Distance: 0 in. Top Fillet Width: 0 in. Bottom Taper Distance: 0 in. Bottom Fillet Width: 0 in.

Specification Control

General

Lane Geometry

Design Vehicle Lane Width: 12 ft Vehicle Width: 10 ft Wheel Spacing: 6 ft Encroachment Distance: -

Load Factors Control (LRFD): Use load factors per analysis type (Review = max/min; Rating = max only)

Skew Factors

Span # % of Span % of Skew

1 - -

Steel Use Appendix A6 (LRFD): No Allow Plastic Analysis: No Override Longitudinal Stiffeners: No

Fatigue

AASHTO LRFD Table 6.6.1.2.5-2 % of Span: 10 Span Length: 40 ft

Stress Range in Longitudinal Reinforcement Over the Piers: 10 ksi

Detail Categories (LRFD)

Detail Category

Constant, A x 10^8

Constant Amplitude Fatigue Threshold

A 250 kip3 24 ksi

B 120 kip3 16 ksi

B' 61 kip3 12 ksi

C 44 kip3 10 ksi

C' 44 kip3 12 ksi

D 22 kip3 7 ksi

E 11 kip3 4.5 ksi

E' 3.9 kip3 2.6 ksi

Limit State Map

Limit State Maps (LRFD)

Limit State Design Review Rating

Design Load Legal Load Permit Load Design Load Legal Load Permit Load

Strength I Yes Yes No Inventory/Operating Yes No

Strength II Yes Yes Yes Exclude No Yes

Strength IV No No No Exclude No No

Service I No No No Exclude No No

Service II Yes Yes No Inventory/Operating Yes Yes

Fatigue I Yes Yes No Inventory No No

Fatigue II Yes Yes No Inventory No No

Spec. Check Map (Strength)

LRFD Specification Check Maps

Design Load Review

Spec Check Strength I Strength II Strength IV

Flexure Yes Yes No

Shear Yes Yes No

Bearing Yes Yes No

Flexural Stress In Longitudinal Stiffener Yes Yes No

Legal Load Review

Spec Check Strength I Strength II Strength IV

Flexure Yes Yes No

Shear Yes Yes No

Bearing Yes Yes No

Flexural Stress In Longitudinal Stiffener Yes Yes No

Permit Load Review

Spec Check Strength I Strength II Strength IV

Flexure Yes Yes No

Shear Yes Yes No

Bearing Yes Yes No

Flexural Stress In Longitudinal Stiffener Yes Yes No

Design Load Rating

Spec Check Strength I Strength II Strength IV

Flexure Yes Yes No

Shear Yes No No

Bearing Yes Yes No

Flexural Stress In Longitudinal Stiffener No No No

Legal Load Rating

Spec Check Strength I Strength II Strength IV

Flexure Yes Yes No

Shear Yes No No

Bearing Yes Yes No

Flexural Stress In Longitudinal Stiffener No No No

Permit Load Rating

Spec Check Strength I Strength II Strength IV

Flexure Yes Yes No

Shear Yes No No

Bearing Yes Yes No

Flexural Stress In Longitudinal Stiffener No No No

Spec. Check Map (Service)

LRFD Specification Check Maps

Design Load Review

Spec Check Service I Service II

Crack Control Yes No

Flexural Stress In Flanges No Yes

Live Load Deflection Yes Yes

Legal Load Review

Spec Check Service I Service II

Crack Control Yes No

Flexural Stress In Flanges No Yes

Live Load Deflection Yes Yes

Permit Load Review

Spec Check Service I Service II

Crack Control Yes No

Flexural Stress In Flanges No Yes

Live Load Deflection Yes Yes

Design Load Rating

Spec Check Service I Service II

Crack Control No No Page 18 of 43

Flexural Stress In Flanges No Yes

Live Load Deflection Yes Yes

Legal Load Rating

Spec Check Service I Service II

Crack Control No No

Flexural Stress In Flanges No Yes

Live Load Deflection Yes Yes

Permit Load Rating

Spec Check Service I Service II

Crack Control No No

Flexural Stress In Flanges No Yes

Live Load Deflection Yes Yes

Spec. Check Map (Fatigue)

LRFD Specification Check Maps

Design Load Review

Spec Check Fatigue I Fatigue II

Fatigue of Reinforcement Yes No

Fatigue of Shear Connectors Yes Yes

Fatigue Shear Range of Shear Connectors Yes Yes

Fatigue of Special Points Yes Yes

Fatigue Shear Yes No

Legal Load Review

Spec Check Fatigue I Fatigue II

Fatigue of Reinforcement Yes No

Fatigue of Shear Connectors Yes Yes

Fatigue Shear Range of Shear Connectors Yes Yes

Fatigue of Special Points Yes Yes

Fatigue Shear Yes No

Permit Load Review

Spec Check Fatigue I Fatigue II

Fatigue of Reinforcement Yes No

Fatigue of Shear Connectors Yes Yes

Fatigue Shear Range of Shear Connectors Yes Yes

Fatigue of Special Points Yes Yes

Fatigue Shear Yes No

Design Load Rating

Spec Check Fatigue I Fatigue II

Fatigue of Reinforcement Yes No

Fatigue of Shear Connectors No No

Fatigue Shear Range of Shear Connectors No No

Fatigue of Special Points Yes Yes

Fatigue Shear Yes No

Legal Load Rating

Spec Check Fatigue I Fatigue II

Fatigue of Reinforcement Yes No

Fatigue of Shear Connectors No No

Fatigue Shear Range of Shear Connectors No No

Fatigue of Special Points Yes Yes

Fatigue Shear Yes No

Permit Load Rating

Spec Check Fatigue I Fatigue II

Fatigue of Reinforcement Yes No

Fatigue of Shear Connectors No No

Fatigue Shear Range of Shear Connectors No No

Fatigue of Special Points Yes Yes

Fatigue Shear Yes No

Member

Member Notes

No member notes have been defined.

Member Materials

Beam

Beam Material: Grade 50W

Beam Profile

Library Section Apply to entire member: No

Section Name

Material

ID

Support Number

Start Distance Length

W24X76 2 1 0 ft 39.17 ft

Top Cover Plate No top cover plate schedules have been defined.

Bottom Cover Plate No bottom cover plate schedules have been defined.

Hinges

No hinges have been defined.

Special Locations

No special locations have been defined.

Splice Locations

No splice locations have been defined.

Supports

Support Conditions

Support Support Restraint

Horizontal Vertical Rotational

1 Restrained Restrained Free

2 Free Restrained Free

Spring Constants No spring constants have been defined.

Schedules

Bracing Apply to entire member: No

Spacing Support Start Distance Length

9.7925 ft 1 0 ft 39.17 ft

Transverse Stiffeners No transverse stiffener schedules have been defined.

Bearing Stiffeners No bearing stiffener schedules have been defined.

Longitudinal Stiffeners No longitudinal stiffener schedules have been defined.

Lateral Support No lateral support schedules have been defined.

Cb Factors (Standard) Apply to entire member: No

Cb Method Cb Factor

Support Start Distance Length

Top Flange Bottom Flange

Standard 1 0 ft 39.17 ft

Cb Factors (LRFD) Apply to entire member: No

Cb Method Cb Factor

Support Start Distance Length

Top Flange Bottom Flange

Standard 1 0 ft 39.17 ft

Fatigue Stress (Standard) No fatigue stress (standard) schedules have been defined.

Member Control

Steel: Flexure

Flexural Resistance Control

Span Ignore Eq. 6.10.7.1.2-3

(LRFD)

1 No

Flange Local Buckling Resistance Adjustment

Standard Specifications: - LRFD Specifications: -

Steel: Shear

End Panels: Top Span(s)

Span Overhang Distances End Panel Distances

Left Right Left Right

1 8.5 in. 8.5 in. - -

Points of Interest

No points of interest have been defined.

Dead Loads

Uniform No uniform dead loads have been defined.

Additional Self-weight No additional self-weight dead loads have been defined.

Distributed No distributed dead loads have been defined.

Concentrated

Dead Load Group Support Concentrated Load

Distance Horizontal Force

Vertical Force

DC1 1 9.7925 ft - 0.1356 kip

DC1 1 19.585 ft - 0.1356 kip

DC1 1 29.3775 ft - 0.1356 kip

Temperature No temperature dead loads have been defined.

Settlement No settlement loads have been defined.

Pedestrian Load

Pedestrian Load: -

** WYOMING DEPARTMENT OF TRANSPORTATION **

** BRIDGE RATING AND ANALYSIS OF STRUCTURAL SYSTEMS **

** BBBBBBBBBBB RRRRRRRRRRR AAAAAAAAAA SSSSSSSSSS SSSSSSSSSS **

** BBBBBBBBBBBB RRRRRRRRRRRR AAAAAAAAAAAA SSSSSSSSSSSS SSSSSSSSSSSS **

** BB BB RR RR AA AA SS SS SS SS **

** BB BB RR RR AA AA SS SS **

** BB BB RR RR AA AA SSS SSS **

** BBBBBBBBBB RRRRRRRRRRRR AAAAAAAAAAAA SSSSSSSSS SSSSSSSSS **

** BBBBBBBBBB RRRRRRRRRRR AAAAAAAAAAAA SSSSSSSSS SSSSSSSSS **

** BB BB RR RR AA AA SSS SSS **

** BB BB RR RR AA AA SS SS **

** BB BB RR RR AA AA SS SS SS SS **

** BBBBBBBBBBBB RR RR AA AA SSSSSSSSSSSS SSSSSSSSSSSS **

** BBBBBBBBBBB RR RR AA AA SSSSSSSSSS SSSSSSSSSS **

** GGGGGGGGGG IIIIIIIIIIII RRRRRRRRRRR DDDDDDDD EEEEEEEEEEEE RRRRRRRRRRR **

** GGGGGGGGGGGG IIIIIIIIIIII RRRRRRRRRRRR DDDDDDDDD EEEEEEEEEEEE RRRRRRRRRRRR **

** GG GG II RR RR DD DD EE RR RR **

** GG II RR RR DD DD EE RR RR **

** GG II RR RR DD DD EE RR RR **

** GG GGGGGG II RRRRRRRRRRRR DD DD EEEEEEEEEE RRRRRRRRRRRR **

** GG GGGGGG II RRRRRRRRRRR DD DD EEEEEEEEEE RRRRRRRRRRR **

** GG GG II RR RR DD DD EE RR RR **

** GG GG II RR RR DD DD EE RR RR **

** GG GG II RR RR DD DD EE RR RR **

** GGGGGGGGGGGG IIIIIIIIIIII RR RR DDDDDDDDD EEEEEEEEEEEE RR RR **

** GGGGGGGGGG IIIIIIIIIIII RR RR DDDDDDDD EEEEEEEEEEEE RR RR **

** Copyright © 1987-2021 WYDOT ** ** Version 8 Release 8 Service Pack 0 ** ** ** Release Version ** ** ** (64-bit) ** ** Release Date: November 2021 ** ** For user assistance and system information contact: ** ** Phone: (307) 777-4489 ** ** E-mail: BRASSTechSupport@wyo.gov ** ** The source version is maintained by BridgeTech, Inc. ** ** Disclaimer: ** ** The Wyoming Department of Transportation assumes no liability or responsibility ** ** for and make no representations or warranties as to applicability or suitability ** ** of this computer program. Anyone making use thereof or relying thereon assumes ** ** all responsibility and liability arising from such use or reliance. ** ** AASHTO LRFD Specifications: ** ** BRASS-GIRDER™ is current with the AASHTO LRFD Bridge Design Specifications, 9th ** ** Edition, 2020. Load and Resistance Factor Ratings are current with the AASHTO Manual ** ** for Bridge Evaluation, 3rd Edition, 2018, with 2019 and 2020 Interim Revisions. ** ** AASHTO Standard Specifications (LFD): ** ** BRASS-GIRDER™ is current with the AASHTO Standard Specifications for Highway ** ** Bridges, 17th Edition, 2002. Load Factor Ratings are current with the AASHTO Manual ** ** for Bridge Evaluation, 3rd Edition, 2018, with 2019 and 2020 Interim Revisions. **

BRASS-GIRDER Version 8.8.0 Agency : U.P. Engineers & Architects Page: 1 Engineer : DCarter Date: 05/23/2023 Bridge Name: 092202000001024 Bog Dam Bridge Time: 8:55 AM Input File : ..TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.girder Output File: ..R9 TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.out

** STRUCTURE/ANALYSIS SUMMARY **

Structure Type : Beam Material Type : Steel Number of Stages : 1 Element Type : Stepped Analysis Type : Rating Wheel Adv. Denom.: 100 (initial value)

Span No. Length (ft) Angle (deg) 1 39.1700 N/A

Supports:

-------------- Fixity -------------- --------- Spring Constants --------- Support Horizontal Vertical Rotational Horizontal Vertical Rotational No. (k/ft) (k/ft) (ft-k/rad) 1 Restrained Restrained Free Infinity Infinity N/A 2 Free Restrained Free N/A Infinity N/A

Beam Material Properties:

Unit Weight : 0.490 k/ft^3 Modulus of Elasticity (E) : 29000.000 ksi Thermal Expansion Coefficient : 0.0000065 / deg. F

Agency : U.P. Engineers & Architects Page: 2 Engineer : DCarter Date: 05/23/2023 Bridge Name: 092202000001024 Bog Dam Bridge Time: 8:55 AM Input File : ..TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.girder Output File: ..R9 TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.out

** OUTPUT CONTROL SUMMARY **

Action Output Locations Actions at tenth points Dead Load Actions YES Live Load Actions YES Concurrent Actions NO Girder Properties YES Truck Position NO Variable Axle Spacing NO Live Load Settings NO Live Load Combinations NO Live Load Details NO Load Combinations YES Load and Resistance Factors YES Warnings NO Member Self-Load YES Distributed Dead Loads YES Concentrated Dead Loads NO Temperature Change NO Settlements NO Camber Summary YES Influence Summary NO Critical Design Ratios or Rating Factors YES (Expanded) Critical Failure Mode Ratios NO Dyn. Load Allowance Summary NO Intermediate Output Level Condensed Stage 1 NO

Limit State Intermediate Output Load Combinations

STRENGTH I YES YES

STRENGTH I-O YES YES

STRENGTH II YES YES

STRENGTH IV NO NO

SERVICE I YES YES

SERVICE II YES YES

SERVICE II-O YES YES

SERVICE III NO NO

FATIGUE I YES YES

FATIGUE II YES YES

Dead Load Distribution (Intermediate) NO Dead Load Distribution (Standard) NO Live Load Distribution (Intermediate) NO Live Load Distribution (Standard) YES Transverse Stiffeners (Intermediate) NO Bearing Stiffeners (Intermediate) NO Longitudinal Stiffeners (Intermediate) NO Shear Connectors (Intermediate) NO Shear Connectors (Standard) NO Floorbeam (Intermediate) NO Effective Width (Intermediate) NO Action X-Y Plot Tables NO Specification Check Results Tables NO Mesh Plot Files NO

Agency : U.P. Engineers & Architects Page: 3 Engineer : DCarter Date: 05/23/2023 Bridge Name: 092202000001024 Bog Dam Bridge Time: 8:55 AM Input File : ..TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.girder Output File: ..R9 TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.out

Self-Load Summary:

Span Beginning of Load End of Load No. Distance, ft Magnitude, k/ft Distance, ft Magnitude, k/ft 1 0.000 0.0755 39.170 0.0755

Load Groups:

1. Non-composite component dead load

2. Wearing surface dead load

Distributed Dead Load Summary:

No loads are present.

Deck Loads and Schedules Summary:

Element Stage Load, k/ft Deck 1 0.0917 Wearing Surface 1 0.0500

Span Start Element Stage No. Distance, ft Length, ft Deck 1 * 0.000 39.170 Wearing Surface 1 * 0.000 39.170

Note: A span number denoted as "*" indicates the distances reference the left end of the bridge and the load may extend over one or more spans.

Agency : U.P. Engineers & Architects Page: 4 Engineer : DCarter Date: 05/23/2023 Bridge Name: 092202000001024 Bog Dam Bridge Time: 8:55 AM Input File : ..TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.girder Output File: ..R9 TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.out

** LIVE LOAD DISTRIBUTION FACTORS SUMMARY **

Beam Distribution Factor Schedule: Shear

Distances, ft Span No. Start End mg(1-lane) mg(M-lanes)

1 0.000 19.585 0.434 (LRFD) 0.424 ( M,LRFD)

1 19.585 39.170 0.434 (LRFD) 0.424 ( M,LRFD)

Beam Distribution Factor Schedule: Moment

Distances, ft Span No. Start End mg(1-lane) mg(M-lanes)

1 0.000 39.170 0.434 (LRFD) 0.424 ( M,LRFD)

Beam Distribution Factor Schedule: Deflection

Distances, ft Span No. Start End mg(1-lane) mg(M-lanes)

1 0.000 39.170 0.270 (LRFD) 0.270 ( 1,LRFD)

Reaction Distribution Factors: Shear

Support No. mg(1-lane) mg(M-lanes)

1 0.434 (LRFD) 0.424 ( M,LRFD)

2 0.434 (LRFD) 0.424 ( M,LRFD)

Reaction Distribution Factors: Moment

Support No. mg(1-lane) mg(M-lanes)

1 0.434 (LRFD) 0.424 ( M,LRFD)

2 0.434 (LRFD) 0.424 ( M,LRFD)

Reaction Distribution Factors: Deflection

Support No. mg(1-lane) mg(M-lanes)

1 0.270 (LRFD) 0.270 ( 1,LRFD)

2 0.270 (LRFD) 0.270 ( 1,LRFD)

Notes:

=> The controlling method is included in parenthesis next to each distribution factor.

USER = User Input LR-T = Lever Rule Specified in AASHTO LRFD Table LRFD = AASHTO LRFD Formulas LR-O = Lever Rule Override LR = Lever Rule Method RG-O = Rigid Method Override => Additionally, for multiple-lanes loaded, the number of lanes loaded is shown. An 'M' is used with the USER and LRFD methods because the number of multiple lanes is unknown.

=> The Lever Rule Override is invoked when the ranges of applicability are not satisfied for the AASHTO LRFD distribution factor formulas.

Agency : U.P. Engineers & Architects Page: 5 Engineer : DCarter Date: 05/23/2023 Bridge Name: 092202000001024 Bog Dam Bridge Time: 8:55 AM Input File : ..TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.girder Output File: ..R9 TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.out

LOAD FACTORS SUMMARY:

Limit State eta D eta R eta I eta T eta T

MAX MIN

STRENGTH I 1.00 1.00 1.00 1.00 1.00

STRENGTH II 1.00 1.00 1.00 1.00 1.00

STRENGTH IV 1.00 1.00 1.00 1.00 1.00

SERVICE I 1.00 1.00 1.00 1.00 1.00

SERVICE II 1.00 1.00 1.00 1.00 1.00

SERVICE III 1.00 1.00 1.00 1.00 1.00

FATIGUE I 1.00 1.00 1.00 1.00 1.00

FATIGUE II 1.00 1.00 1.00 1.00 1.00

Limit State DC DW DU LL (Design) LL LL MAX MIN MAX MIN MAX MIN Inventory Operating Legal Permit

STRENGTH I 1.25 1.25 1.50 1.50 1.50 1.50 1.75 1.35 1.30 0.00

STRENGTH II 1.25 1.25 1.50 1.50 1.50 1.50 1.35 0.00 0.00 1.10

STRENGTH IV 1.50 1.50 1.50 1.50 1.50 1.50 0.00 0.00 0.00 0.00

SERVICE I 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00

SERVICE II 1.00 1.00 1.00 1.00 1.00 1.00 1.30 1.00 1.30 1.00

SERVICE III 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.00 1.00 0.00

FATIGUE I 0.00 0.00 0.00 0.00 0.00 0.00 1.75 0.00 0.00 0.00

FATIGUE II 0.00 0.00 0.00 0.00 0.00 0.00 0.80 0.00 0.00 0.00

Limit State TU SE PS DS

MAX MIN MAX MIN MAX MIN MAX MIN

STRENGTH I 1.20 1.20 1.00 1.00 1.00 1.00 1.25 1.25

STRENGTH II 1.20 1.20 1.00 1.00 1.00 1.00 1.25 1.25

STRENGTH IV 1.20 1.20 0.00 0.00 1.00 1.00 1.50 1.50

SERVICE I 1.20 1.20 1.00 1.00 1.00 1.00 1.00 1.00

SERVICE II 1.20 1.20 0.00 0.00 1.00 1.00 1.00 1.00

SERVICE III 1.20 1.20 1.00 1.00 1.00 1.00 1.00 1.00

FATIGUE I 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00

FATIGUE II 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00

Notes:

=> DU = Utilities => PS = Prestress => DS = Differential Deck Shrinkage

RESISTANCE FACTORS SUMMARY:

Limit State Condition Phi C

STRENGTH 1.000

SERVICE 1.000

FATIGUE 1.000

STRENGTH SERVICE FATIGUE

Resistance Type ----------------------- ----------------------- --------------------- Base System Total Final System Total Final System Total Final phi phi S phi T phi phi S phi T phi phi S phi T phi Flexure 1.000 0.950 0.950 0.950 1.000 1.000 1.000 1.000 1.000 1.000 Shear 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Bearing 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Shear Connectors 0.850 1.000 1.000 0.850 1.000 1.000 0.850 1.000 1.000 0.850 Compression 0.950 0.950 0.950 0.902 1.000 1.000 0.950 1.000 1.000 0.950 Fatigue 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

Notes:

=> Base phi factors are not adjusted by phi C * phi S.

=> phi T = phi C * phi S >= 0.85 => phi (Final) = phi (Base) * phi T => The phi (Final) values are used as the resistance factors in all applicable analysis/rating calculations.

Agency : U.P. Engineers & Architects Page: 6 Engineer : DCarter Date: 05/23/2023 Bridge Name: 092202000001024 Bog Dam Bridge Time: 8:55 AM Input File : ..TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.girder Output File: ..R9 TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.out

** DEAD LOAD CAMBER SUMMARY **

Length of Span No. 1 = 39.170 ft

POINT DISTANCE CAMBER

NO. (ft) (in) 1.000R 0.0000 0.00

1.100 3.9170 0.06

1.200 7.8340 0.12

1.250 9.7925 0.14

1.300 11.7510 0.16

1.400 15.6680 0.19

1.500 19.5850 0.20

1.600 23.5020 0.19

1.700 27.4190 0.16

1.750 29.3775 0.14

1.800 31.3360 0.12

1.900 35.2530 0.06 1.100L 39.1700 0.00

Note: Camber includes girder weight, superimposed uniform dead loads, and load groups 1 through 4.

LIMIT STATE LEGEND:

BRASS Specifications STRENGTH I Strength I Inventory STRENGTH I-O Strength I Operating STRENGTH II Strength II STRENGTH IV Strength IV SERVICE I Service I SERVICE II Service II Inventory SERVICE II-O Service II Operating FATIGUE I Fatigue I FATIGUE II Fatigue II

Agency : U.P. Engineers & Architects Page: 7 Engineer : DCarter Date: 05/23/2023 Bridge Name: 092202000001024 Bog Dam Bridge Time: 8:55 AM Input File : ..TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.girder Output File: ..R9 TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.out

CRITICAL RATING FACTOR SUMMARY: Design Load Inventory

Live Load Combination Total Controlling Limit State Rating Load No. Description Vehicle Wt. Point of Action Factor Rating (tons) Interest Location (tons)

1 HL-93-TRUCK + HL-93-LANE (DTK) 36.00 * 105.0000 STRENGTH I 1.05 37.83 *

Flexure (stress) Maximum Effects

2 HL-93-TANDEM + HL-93-LANE (DTM) 25.00 * 105.0000 STRENGTH I 1.05 26.14 *

3 HL-93-FAT (FAT) 36.00 * * * UNKNOWN N/A N/A

Unknown???

* * * WARNING * * *

=> A controlling point of interest was NOT found.

=> A critical rating factor was NOT found.

=> Use the Specification Control form (Spec. Check Map tabs) to turn on the desired limit state checks.

=> Use the Specification Control form (Limit State Map tab) to turn on the desired limit states.

=> For fatigue, check if shear connectors, special locations, or rebar are missing.

Crit HL-93-TANDEM + HL-93-LANE (DTM) 25.00 * 105.0000 STRENGTH I 1.05 26.14 *

* Note: This live load is a notional load. The Total Vehicle Weight is taken from the Vehicle Library or is the sum of the axle weights for special vehicles.

The Load Rating is calculated as the Total Vehicle Weight times the Rating Factor.

Agency : U.P. Engineers & Architects Page: 8 Engineer : DCarter Date: 05/23/2023 Bridge Name: 092202000001024 Bog Dam Bridge Time: 8:55 AM Input File : ..TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.girder Output File: ..R9 TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.out

CRITICAL RATING FACTOR SUMMARY: Design Load Operating

Live Load Combination Total Controlling Limit State Rating Load No. Description Vehicle Wt. Point of Action Factor Rating (tons) Interest Location (tons)

1 HL-93-TRUCK + HL-93-LANE (DTK) 36.00 * 105.0000 STRENGTH I-O 1.36 49.10 *

2 HL-93-TANDEM + HL-93-LANE (DTM) 25.00 * 105.0000 STRENGTH I-O 1.36 33.89 *

Crit HL-93-TANDEM + HL-93-LANE (DTM) 25.00 * 105.0000 STRENGTH I-O 1.36 33.89 *

* Note: This live load is a notional load. The Total Vehicle Weight is taken from the Vehicle Library or is the sum of the axle weights for special vehicles.

The Load Rating is calculated as the Total Vehicle Weight times the Rating Factor.

Agency : U.P. Engineers & Architects Page: 9 Engineer : DCarter Date: 05/23/2023 Bridge Name: 092202000001024 Bog Dam Bridge Time: 8:55 AM Input File : ..TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.girder Output File: ..R9 TST-USFS Bridge IDIQ - 21 Bridges\Calcs\Task 101 - WMNF Bog Dam 4\BRASS\Bog Dam 4 - W 24x76.out

CRITICAL RATING FACTOR SUMMARY: Legal Load

Live Load Combination Total Controlling Limit State Rating Load No. Description Vehicle Wt. Point of Action Factor Rating (tons) Interest Location (tons)

4 TYPE3 (TRK) 25.00 105.0000 SERVICE II 2.13 53.31

Flange Stress

Bottom Flange

5 TYPE3S2 (TRK) 36.00 105.0000 SERVICE II 2.27 81.60

Flange Stress

6 TYPE3-3 (TRK) 40.00 104.0000 SERVICE II 2.59 103.42

7 SU4 (TRK) 27.00 105.0000 SERVICE II 1.81 48.91

8 SU5 (TRK) 31.00 105.0000 SERVICE II 1.71 53.06

9 SU6 (TRK) 34.75 105.0000 SERVICE II 1.54 53.62

10 SU7 (TRK) 38.75 105.0000 SERVICE II 1.45 56.10

11 NRL (TRK) 40.00 105.0000 SERVICE II 1.37 54.87

Maximum Effects Bottom Flange

Crit NRL (TRK) 40.00 105.0000 SERVICE II 1.37 54.87

LIMIT STATE LEGEND:

BRASS Specifications STRENGTH I Strength I Inventory STRENGTH I-O Strength I Operating STRENGTH II Strength II STRENGTH IV Strength IV SERVICE I Service I SERVICE II Service II Inventory SERVICE II-O Service II Operating FATIGUE I Fatigue I FATIGUE II Fatigue II

BRIDGE RATING FORMS

USFS REGION 9 LOAD RATING REPORT

STRUCTURE NUMBER: 092202000001024

Forest: WHITE MOUNTAIN Ranger District: ANDROSCOGGIN

Bridge Name: Replacement - Bog Dam 4_15-7.9_0922 No.: 092202000001024

Rated By: Daryn Carter Date: 5/2/23 6:41 PM

SUMMARY OF RATING

RF Tons Controlling

Member Location Limit State

HL-93 LOADING - Inventory 3.07 - Deck Interior Shear

HL-93 LOADING - Operating 3.98 - Deck Interior Shear

TYPE 3 RATING VEHICLE 7.09 177.30 (SLC) Deck Interior Shear

TYPE 3S2 RATING VEHICLE 7.70 277.05 (SLC) Deck Interior Shear

TYPE 3-3 RATING VEHICLE 7.48 299.29 (SLC) Deck Interior Shear

SU4 7.09 191.48 (SLC) Deck Interior Shear

SU5 7.09 219.85 (SLC) Deck Interior Shear

SU6 7.09 246.44 (SLC) Deck Interior Shear

SU7 7.09 274.81 (SLC) Deck Interior Shear

NRL 7.09 283.68 (SLC) Deck Interior Shear

*SLC = Safe Load Capacity **SPL = Safe Posting Load

Notes or Comments:

For timber deck rating only

Load Rating Performed By: Daryn Carter Signature/Date:

Load Rating Checked By: Gust Junttila, P.E.

Signature/Date:

Load Rating Approved By:

Signature/Date:

Statement of Report Basis: For Timber Deck Rating Only

Bridge Name: Replacement - Bog Dam 4_15-7.9_0922

Bridge Number:

092202000001024

Last Save: 5/2/23 6:41 PM

Page 1 of 14Replacement - Bog Dam 4_15-7.9_0922 - Results - v2.4.2.0

5/2/2023file:///C:/Users/dcarter/AppData/Roaming/US%20Forest%20Service/TBAR/cbbe13fb-6482-4ea8-846c-64d...

Bridge Inspector:

Organization: USFS Bridge Name: Replacement - Bog Dam 4_15-7.9_0922

Bridge Number:

092202000001024

Last Save: 5/2/23 6:41 PM

Page 2 of 14Replacement - Bog Dam 4_15-7.9_0922 - Results - v2.4.2.0

5/2/2023file:///C:/Users/dcarter/AppData/Roaming/US%20Forest%20Service/TBAR/cbbe13fb-6482-4ea8-846c-64d...

Inputs

Rating Method:

Load and Resistance Factor Rating U.S. Customary

Deck Type: Nail-Laminated Stringer Type: Steel - W24X76 - Custom Number of Lanes: 1 Number of Stringers: 4 Stringer Span: 39.17 (ft) Steel Yield Stress (Fy): 500.000 (ksi) Unbraced Length: 9.79 (ft) Moment Gradient (Cb): 1.00 (see user manual) Deck Skew: 0.00 (deg) Min. Panel Width: 15.00 (in) Decking Fb: 1.200 (ksi) Decking FV: 0.180 (ksi) Component Dead Loads: 94.00 (plf) Wearing Surface Dead Load: 162.50 (plf) Wheel/Track Gage: 6.00 (ft) Impact Factor: 0.33 Effective Length of Deck Resisting Wheel Load: 62.00 (in) Exterior Stringer Live Load Distribution Factor: 0.36 (wheel loads) Interior Stringer Live Load Distribution Factor: 0.45 (wheel loads) C-C Ext. Stringers: 12.00 (ft) Deck Thickness: 5.50 (in) Deck Travel Clear Width: 12.85 (ft) Total Deck Width: 15.00 (ft) Component Dead Load Factor, γDL: 1.25 Wearing Surface Dead Load Factor, γWS: 1.50 Design Inventory γLL 1.75 (for design loads) Design Operating γLL 1.35 (for design loads) Legal Live Load Factor, γL: 1.30 (for legal loads) Permit Load Factor, γPL: 1.10 (for permit loads) Stringer Moment Resistance Factor, Φ: 1.00 Stringer Shear Resistance Factor, Φ: 1.00 Stringer Condition Factor ΦC Good or Satisfactory (6 or Higher) Timber Deck Moment Resistance Factor, Φ: 0.85 Timber Deck Shear Resistance Factor, Φ: 0.75 Deck Condition Factor ΦC Good or Satisfactory (6 or Higher) System Factor 0.95

Bridge Name: Replacement - Bog Dam 4_15-7.9_0922

Bridge Number:

092202000001024

Last Save: 5/2/23 6:41 PM

Page 3 of 14Replacement - Bog Dam 4_15-7.9_0922 - Results - v2.4.2.0

5/2/2023file:///C:/Users/dcarter/AppData/Roaming/US%20Forest%20Service/TBAR/cbbe13fb-6482-4ea8-846c-64d...

HL-93 LOADING - Live Loading Results Span Length: 39.17 (ft) Maximum Moment: 563.64 (kip-ft) Maximum Moment Location From Left End: 19.09 (ft) Maximum Shear (at support): 67.38 (kip) Max. Bridge Live Load Deflection: 0.00 (in) L / 1,926,507,715,185 Maximum Reaction: 67.38 (kip)

Load Info Controlling Moment Load: Design Tandem and Lane Controlling Shear Load: Design Truck and Lane Controlling Reaction Load: Design Truck and Lane

HL-93 LOADING - Stresses and Ratios

Dead Load Moment and Shear Stringer Deck

Moment (DL + SDL) 35.56 (kip-ft) 0.20 (kip-ft) Moment (WS) 7.79 (kip-ft) 0.07 (kip-ft) Shear (DL + SDL) 3.63 (kip) 0.20 (kip) Shear (WS) 0.80 (kip) 0.08 (kip)

Distributed Live Load Moment and Shear Interior Exterior

Shear Bending Shear Bending Deck 10.30 (kip) 8.93 (kip-ft) Stringer 25.42 (kip) 256.20 (kip-ft) 24.51 (kip) 205.03 (kip-ft)

Inventory Rating Ratio Interior Exterior

Shear Moment Shear Moment Deck 3.07 3.54 Stringer 8.49 44,721,897.42 8.81 55,884,907.74

Operating Rating Ratio Interior Exterior

Shear Moment Shear Moment Deck 3.98 4.59 Stringer 11.01 57,972,829.98 11.42 72,443,398.92

Additional Information Inventory GVW (Safe Load Capacity) N/A See Appendix C Inventory Rating Factor 3.07 Operating GVW (Safe Load Capacity) N/A See Appendix C Operating Rating Factor 3.98 Inventory γLL 1.75 (for design loads) Operating γLL 1.35 (for design loads) Multi-Presence Factor Reduction 0.95 Impact 0.33

Bridge Name: Replacement - Bog Dam 4_15-7.9_0922

Bridge Number:

092202000001024

Last Save: 5/2/23 6:41 PM

Page 4 of 14Replacement - Bog Dam 4_15-7.9_0922 - Results - v2.4.2.0

5/2/2023file:///C:/Users/dcarter/AppData/Roaming/US%20Forest%20Service/TBAR/cbbe13fb-6482-4ea8-846c-64d...

TYPE 3 RATING VEHICLE - Live Loading Results

Maximum Moment: 339.40 (kip-ft) Maximum Moment Location From Left End: 21.30 (ft) Maximum Shear (at support): 40.50 (kip) Max. Bridge Live Load Deflection: 0.00 (in) L / 3,199,353,825,728 Maximum Reaction: 40.50 (kip)

Load Info Load Axle No. 1: 16.00 (kip) Load Axle No. 2: 17.00 (kip) Spacing: 15.00 (ft) Load Axle No. 3: 17.00 (kip) Spacing: 4.00 (ft)

TYPE 3 RATING VEHICLE - Stresses and Ratios

Dead Load Moment and Shear Stringer Deck

Moment (DL + SDL) 35.56 (kip-ft) 0.20 (kip-ft) Moment (WS) 7.79 (kip-ft) 0.07 (kip-ft) Shear (DL + SDL) 3.63 (kip) 0.20 (kip) Shear (WS) 0.80 (kip) 0.08 (kip)

Distributed Live Load Moment and Shear Interior Exterior

Shear Bending Shear Bending Deck 6.00 (kip) 5.13 (kip-ft) Stringer 15.28 (kip) 154.27 (kip-ft) 14.73 (kip) 123.46 (kip-ft)

Rating Factor Ratios Interior Exterior

Shear Bending Shear Bending Deck 7.09 8.31 Stringer 19.02 99,978,458.76 19.73 124,934,031.56

Additional Information Rating GVW (Safe Load Capacity) 177.30 (tons) Safe Posting Load N.A.

Rating Factor 7.09 Bridge need not be posted for this load.

γLL 1.30 (for legal loads) Multi-Presence Factor Reduction 0.95 Impact 0.33

Bridge Name: Replacement - Bog Dam 4_15-7.9_0922

Bridge Number:

092202000001024

Last Save: 5/2/23 6:41 PM

Page 5 of 14Replacement - Bog Dam 4_15-7.9_0922 - Results - v2.4.2.0

5/2/2023file:///C:/Users/dcarter/AppData/Roaming/US%20Forest%20Service/TBAR/cbbe13fb-6482-4ea8-846c-64d...

TYPE 3S2 RATING VEHICLE - Live Loading Results

Maximum Moment: 315.85 (kip-ft) Maximum Moment Location From Left End: 20.18 (ft) Maximum Shear (at support): 38.26 (kip) Max. Bridge Live Load Deflection: 0.00 (in) L / 3,437,901,490,525 Maximum Reaction: 38.26 (kip)

Load Info Load Axle No. 1: 10.00 (kip) Load Axle No. 2: 15.50 (kip) Spacing: 11.00 (ft) Load Axle No. 3: 15.50 (kip) Spacing: 4.00 (ft) Load Axle No. 4: 15.50 (kip) Spacing: 22.00 (ft) Load Axle No. 5: 15.50 (kip) Spacing: 4.00 (ft)

TYPE 3S2 RATING VEHICLE - Stresses and Ratios

Dead Load Moment and Shear Stringer Deck

Moment (DL + SDL) 35.56 (kip-ft) 0.20 (kip-ft) Moment (WS) 7.79 (kip-ft) 0.07 (kip-ft) Shear (DL + SDL) 3.63 (kip) 0.20 (kip) Shear (WS) 0.80 (kip) 0.08 (kip)

Distributed Live Load Moment and Shear Interior Exterior

Shear Bending Shear Bending Deck 5.53 (kip) 4.72 (kip-ft) Stringer 14.43 (kip) 143.57 (kip-ft) 13.92 (kip) 114.89 (kip-ft)

Rating Factor Ratios Interior Exterior

Shear Bending Shear Bending Deck 7.70 9.03 Stringer 20.14 107,432,972.75 20.88 134,249,263.04

Additional Information Rating GVW (Safe Load Capacity) 277.05 (tons) Safe Posting Load N.A.

Rating Factor 7.70 Bridge need not be posted for this load.

γLL 1.30 (for legal loads) Multi-Presence Factor Reduction 0.95 Impact 0.33

Bridge Name: Replacement - Bog Dam 4_15-7.9_0922

Bridge Number:

092202000001024

Last Save: 5/2/23 6:41 PM

Page 6 of 14Replacement - Bog Dam 4_15-7.9_0922 - Results - v2.4.2.0

5/2/2023file:///C:/Users/dcarter/AppData/Roaming/US%20Forest%20Service/TBAR/cbbe13fb-6482-4ea8-846c-64d...

TYPE 3-3 RATING VEHICLE - Live Loading Results

Maximum Moment: 280.67 (kip-ft) Maximum Moment Location From Left End: 21.85 (ft) Maximum Shear (at support): 35.73 (kip) Max. Bridge Live Load Deflection: 0.00 (in) L / 3,868,801,791,833 Maximum Reaction: 35.73 (kip)

Load Info Load Axle No. 1: 12.00 (kip) Load Axle No. 2: 12.00 (kip) Spacing: 15.00 (ft) Load Axle No. 3: 12.00 (kip) Spacing: 4.00 (ft) Load Axle No. 4: 16.00 (kip) Spacing: 15.00 (ft) Load Axle No. 5: 14.00 (kip) Spacing: 16.00 (ft) Load Axle No. 6: 14.00 (kip) Spacing: 4.00 (ft)

TYPE 3-3 RATING VEHICLE - Stresses and Ratios

Dead Load Moment and Shear Stringer Deck

Moment (DL + SDL) 35.56 (kip-ft) 0.20 (kip-ft) Moment (WS) 7.79 (kip-ft) 0.07 (kip-ft) Shear (DL + SDL) 3.63 (kip) 0.20 (kip) Shear (WS) 0.80 (kip) 0.08 (kip)

Distributed Live Load Moment and Shear Interior Exterior

Shear Bending Shear Bending Deck 5.69 (kip) 4.86 (kip-ft) Stringer 13.48 (kip) 127.58 (kip-ft) 13.00 (kip) 102.09 (kip-ft)

Rating Factor Ratios Interior Exterior

Shear Bending Shear Bending Deck 7.48 8.77 Stringer 21.56 120,898,425.57 22.36 151,075,820.77

Additional Information Rating GVW (Safe Load Capacity) 299.29 (tons) Safe Posting Load N.A.

Rating Factor 7.48 Bridge need not be posted for this load.

γLL 1.30 (for legal loads) Multi-Presence Factor Reduction 0.95 Impact 0.33

Bridge Name: Replacement - Bog Dam 4_15-7.9_0922

Bridge Number:

092202000001024

Last Save: 5/2/23 6:41 PM

Page 7 of 14Replacement - Bog Dam 4_15-7.9_0922 - Results - v2.4.2.0

5/2/2023file:///C:/Users/dcarter/AppData/Roaming/US%20Forest%20Service/TBAR/cbbe13fb-6482-4ea8-846c-64d...

SU4 - Live Loading Results

Maximum Moment: 396.85 (kip-ft) Maximum Moment Location From Left End: 20.79 (ft) Maximum Shear (at support): 45.12 (kip) Max. Bridge Live Load Deflection: 0.00 (in) L / 2,736,181,416,578 Maximum Reaction: 45.12 (kip)

Load Info Load Axle No. 1: 12.00 (kip) Load Axle No. 2: 8.00 (kip) Spacing: 10.00 (ft) Load Axle No. 3: 17.00 (kip) Spacing: 4.00 (ft) Load Axle No. 4: 17.00 (kip) Spacing: 4.00 (ft)

SU4 - Stresses and Ratios

Dead Load Moment and Shear Stringer Deck

Moment (DL + SDL) 35.56 (kip-ft) 0.20 (kip-ft) Moment (WS) 7.79 (kip-ft) 0.07 (kip-ft) Shear (DL + SDL) 3.63 (kip) 0.20 (kip) Shear (WS) 0.80 (kip) 0.08 (kip)

Distributed Live Load Moment and Shear Interior Exterior

Shear Bending Shear Bending Deck 6.00 (kip) 5.13 (kip-ft) Stringer 17.02 (kip) 180.39 (kip-ft) 16.41 (kip) 144.36 (kip-ft)

Rating Factor Ratios Interior Exterior

Shear Bending Shear Bending Deck 7.09 8.31 Stringer 17.07 85,504,516.16 17.71 106,847,255.44

Additional Information Rating GVW (Safe Load Capacity) 191.48 (tons) Safe Posting Load N.A.

Rating Factor 7.09 Bridge need not be posted for this load.

γLL 1.30 (for legal loads) Multi-Presence Factor Reduction 0.95 Impact 0.33

Bridge Name: Replacement - Bog Dam 4_15-7.9_0922

Bridge Number:

092202000001024

Last Save: 5/2/23 6:41 PM

Page 8 of 14Replacement - Bog Dam 4_15-7.9_0922 - Results - v2.4.2.0

5/2/2023file:///C:/Users/dcarter/AppData/Roaming/US%20Forest%20Service/TBAR/cbbe13fb-6482-4ea8-846c-64d...

SU5 - Live Loading Results

Maximum Moment: 423.26 (kip-ft) Maximum Moment Location From Left End: 21.54 (ft) Maximum Shear (at support): 49.44 (kip) Max. Bridge Live Load Deflection: 0.00 (in) L / 2,565,458,834,241 Maximum Reaction: 49.44 (kip)

Load Info Load Axle No. 1: 12.00 (kip) Load Axle No. 2: 8.00 (kip) Spacing: 10.00 (ft) Load Axle No. 3: 8.00 (kip) Spacing: 4.00 (ft) Load Axle No. 4: 17.00 (kip) Spacing: 4.00 (ft) Load Axle No. 5: 17.00 (kip) Spacing: 4.00 (ft)

SU5 - Stresses and Ratios

Dead Load Moment and Shear Stringer Deck

Moment (DL + SDL) 35.56 (kip-ft) 0.20 (kip-ft) Moment (WS) 7.79 (kip-ft) 0.07 (kip-ft) Shear (DL + SDL) 3.63 (kip) 0.20 (kip) Shear (WS) 0.80 (kip) 0.08 (kip)

Distributed Live Load Moment and Shear Interior Exterior

Shear Bending Shear Bending Deck 6.00 (kip) 5.13 (kip-ft) Stringer 18.65 (kip) 192.39 (kip-ft) 17.98 (kip) 153.96 (kip-ft)

Rating Factor Ratios Interior Exterior

Shear Bending Shear Bending Deck 7.09 8.31 Stringer 15.58 80,169,507.41 16.16 100,180,577.84

Additional Information Rating GVW (Safe Load Capacity) 219.85 (tons) Safe Posting Load N.A.

Rating Factor 7.09 Bridge need not be posted for this load.

γLL 1.30 (for legal loads) Multi-Presence Factor Reduction 0.95 Impact 0.33

Bridge Name: Replacement - Bog Dam 4_15-7.9_0922

Bridge Number:

092202000001024

Last Save: 5/2/23 6:41 PM

Page 9 of 14Replacement - Bog Dam 4_15-7.9_0922 - Results - v2.4.2.0

5/2/2023file:///C:/Users/dc…