B2020 OR002 - Oregon

B2020_OR002

B2020_OR002 Boone Bridge Replacement

Jeff Olson, PE| Quincy Engineering Jason B. Lloyd, PhD, PE | NSBA |

Bridge Steel Specialist | [email protected]

July 22, 2020

CONTENTS OF REPORT

Included in this report are the following sections:

Introduction

Design Assumptions

Information Provided

Design Summary

Cross Section Sketch

Girder Elevation Sketch

Steel Quantities

Appendix A – Client Request Forms

Appendix B – LRFD Simon Inputs

Note: The information contained in this document is not intended as a basis for structural design for this

or any project. Rather, it is a conceptual approach to the project that demonstrates the viability of the

steel framing system for project requirements, budget, and schedule.

This document has been prepared in accordance with information made available to the National Steel Bridge Alliance, a division of the American Institute of Steel Construction, at the time of its preparation. While it is believed to be accurate, it has not been prepared for conventional use as an engineering or construction document and should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability and applicability by a licensed engineer, architect or other professional. AISC and NSBA disclaim any liability arising from information provided by others or from the unauthorized use of the information contained in this document.

INTRODUCTION

The conceptual solution and estimates for this project are based on parameters defined through bridge

design drawings received on July 6, 2020.

Number of Spans: 05 Span Lengths: 160’ – 240’ – 310’ – 240’ – 160’ Deck Out-to-Out Width: 148’ – 8” Support Skew Angle: 0 Curvature: None Design Specification: AASHTO LRFD BDS, 8th Edition Other: ODOT Bridge Design Manual (June 2020) Steel Grade: A709 Gr50W and A709 Gr70W Design Analysis Method: Line Girder Analysis using LRFD Simon

This conceptual study examined a continuous span steel bridge superstructure. Span lengths are

summarized above. The conceptual design is based on the Load and Resistance Factor Design method

in accordance with the AASHTO LRFD Bridge Design Specification, 8th Edition.

CONCEPTUAL SOLUTION: B2020_OR002 July 19, 2020

Design loading considered HL-93 loading and two user-defined design trucks as defined in the client

request forms provided by Quincy Engineering. The load factor for the user-defined design trucks is 1.35,

which is reflected in the axle loads by the ratio of load factors (1.35/1.75) before inputting them into the

line girder analysis model. Thus, LRFD Simon is able to evaluate the trucks using the user-defined load

factor and axle weights.

Live load deflection factor of L/800 was used.

A 44’ minimum width for phased construction was included in the considerations for girder spacing.

Field splices are not specifically designed as part of this conceptual study. However, they are indicated

on the elevation sketch at potential locations. Cross-frames and diaphragms are not explicitly designed as

part of this conceptual study. Weights of these secondary components are applied as uniform loads for

girder design purposes and are included in the total weight.

DESIGN ASSUMPTIONS

The bridge steel conceptual solution for this project uses the following design assumptions:

1. ASTM A709 Grade 50W steel is used throughout with the exception of the flange plates located

at the piers for the main span, which are ASTM A709 Grade 70W.

2. An 11-girder cross section is used. Girders are spaced at 14’-0”, with constant deck overhangs

on each side of 4’-4”. This gives an out to out deck width of 148’-8”. This results in a deck

overhang to span ratio of about 0.31, which is the in the range of providing a good deck

span/cantilever balance.

3. An 10.5” thick concrete deck, including a ½” sacrificial wearing surface is assumed, based on

ODOT bridge deck design table using the 14’ girder spacing. The concrete deck weight includes

the 10.5” thick deck and 2” concrete haunch above the top flange. The noncomposite dead load

distributed to the interior girder is taken as 2032.5 lb/ft, and 1652.1 lb/ft for the exterior girder.

4. An assumed uniform cross frame spacing is used along the length of the girder for design

purposes. A uniform cross frame dead load weight of 25 lb/ft is assumed, and is placed in on the

interior girders, and along the exterior girders. This weight is computed for the cross-frame

members only.

5. Future wearing surface load of 40 psf is applied.

6. A uniform noncomposite dead load of 10 psf for stay-in-place concrete forms is included.

7. Barrier dead load for the exterior bridge rails is 540 lb/ft with an even distribution to each girder.

The Median Barrier dead load is 700 lb/ft with an even distribution to each girder.


8. A miscellaneous steel detail weight to account for stiffeners, field splices, cross-frame gussets,

studs, and etc. is used. This weight is assumed as 5 lb/ft, and is placed on interior and exterior

girders as a uniformly distributed load.

9. The concrete deck is assumed to be placed all at once. A deck pour sequence is not considered.

10. The conceptual design only considers dead and live loads. Other loading conditions such as

thermal, wind, braking, etc. are not considered.

11. AASHTO live load distribution factors are assumed reasonably accurate for the main span

despite exceeding AASHTO span length recommendation. This assumption is supported by

conclusions in the following article: https://www.aisc.org/globalassets/nsba/conference-

proceedings/2014/olds---2014-wsbs-final.pdf.

INFORMATION PROVIDED

The following bridge design drawings were provided to NSBA.


DESIGN SUMMARY

Design is governed by the exterior girder applying the HL93 and User-defined (OR-STP-4E)

loads to generate the moment and shear envelopes.

Maximum performance ratio = 0.988, for Flex Resist: discretely braced flanges in compression

(AASHTO 6.10.8.2.3) @ 170 ft. from the left support (pier 1) of span 2. This is the location of a

field splice, and the performance ratio is for the left side of the splice location.

Reactions: All reactions are unfactored, kips.

Interior Girder:

Support DC DW Max LL+I Abutment 1 148.6 30.4 174.6 Pier 1 538.2 109.7 369.8 Pier 2 821.9 154.6 424.8 Pier 3 821.9 154.6 424.8 Pier 4 538.2 109.6 369.8 Abutment 2 148.6 30.4 174.6

Exterior Girder:

Support DC DW Max LL+I Abutment 1 126.8 30.4 157.2 Pier 1 460.4 109.6 332.7 Pier 2 710.5 154.6 382.3 Pier 3 710.5 154.6 382.3 Pier 4 460.4 109.6 333.7 Abutment 2 126.8 30.4 157.2


CROSS-SECTION SKETCH

Typical Cross-Section

Notes:

1. Cross-frames are not shown.

2. Deck out-to-out width, curb to curb, and barrier width are based on design drawings provided.

Cross-Sectional Sketch (drawn to scale)


GIRDER ELEVATION SKETCH

Girder Elevation

Notes:

1. Cross-frame connection plates are not shown.

2. Shear studs are not shown.

3. Transverse stiffeners are needed on only one side of the web at the end of the spans, near the

supports. There is one stiffener in span 1, three stiffeners in span 2, and six stiffeners in span 3.

Stiffener plates are provided in the following table:

Span Width (in)

Thickness (in)

Location (ft)

Location (ft)

Location (ft)

1 6 0.375 136 - -

2 6 0.375 24 - -

2 8 0.3125 192 216 -

3 8.75 0.5625 24 48 70

3 8 0.3125 250 262 286

4. Bearing stiffeners are on each side of the web at each support. Bearing stiffener sizes are as

follows: Abut 1: 8” x ¾”, Pier 1: 8” x 1-3/8”, Pier 2: 15” x 1-5/16”, Pier 3: 15” x 1-5/16”, Pier 4:

same as Pier 1, Abut 2: same as Abut 1.

5. Field splices are optional and shown for shipping and handling purposes.

6. All steel is ASTM A709 Grade 50W with ASTM Gr70W top and bottom flanges over piers.

7. The length and weight of the girder extensions beyond the centerline of bearing at the abutments

are not included in the weight computations.


Girder Elevation

STEEL QUANTITIES

The bridge steel conceptual solution for this project results in the following weights. These weights are

computed from the exterior girder, which controlled this design:

Girders, flanges, webs, and transvers & bearing stiffener = 293.1 tons

Cross-frames, Field splices, misc. details (assumed to be 5% of girder weight) = 14.7 tons

Girder Total (per girder line) = 307.8 tons

Bridge Total = 3,385.8 tons (41.4 psf deck area)


APPENDIX A – Client Request Forms

Sheet 1 of 4

National Steel Bridge AllianceConceptual Bridge Solution Data Sheet

Bridge Name Description and Location:

First Name

Company

Address

City State Zip Code

Phone Number

Last Name

NOTE: Typical Bridge Section and Preliminary Plans Should Accompany this Request

E-mail Address

Title

Material (AASHTO M270): Recommend for me Other

If "Other", please specify.

Type of Design: Composite Noncomposite

Throughout Positive Bending Regions Only

If "Composite", please specify.

Deflection Criteria: L/800 L/1000 L/

Grade 50 Grade 50W HPS Grade 70W HPS Grade 70W / Grade 50W (Hybrid)

NSBA Project # Project Name

AASHTO Edition Governing Standard

NSBA Regional Director:

Print Form

Willamette River Bridge at Wilsonville carrying I-5 in Clackamas County, OR. Standard AASHTO HL-93 design live load. ODOT permit trucks provided below.

Jeff

Quincy Engineering

Salem OR 97301

Olson

Principal Engineer

Sheet 2 of 4

Design Permit Load/Transit/Other Vehicle Description:

Supply axle loads and spacings for each special design vehicle below. If none, leave this section blank.

Axle Spacing (ft)

Axle Load (kips)

Axle Index

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

1/2 2/3 3/4 4/5 5/6 6/7 7/8 8/9 9/10 10/11 11/12 12/13 13/14 14/15 15/16 16/17 17/18 18/19 19/20

Vehicle Type

Yes NoImpact Factor: Applied to Vehicle Load Only

Yes NoUniform Loads Included?(If yes, please specify)

Load Applied in: Single Lane Single Lane with HL93 in all other LanesMultiple Lanes

Live Load Factor:

Axle Spacing (ft)

Axle Load (kips)

Axle Index

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

1/2 2/3 3/4 4/5 5/6 6/7 7/8 8/9 9/10 10/11 11/12 12/13 13/14 14/15 15/16 16/17 17/18 18/19 19/20

Vehicle Type


Yes NoUniform Loads Included?(If yes, please specify)


Live Load Factor:

Uniform Load (k/ft):

Uniform Load (k/ft):

12 24 24 24 24 24 24 24 24

Design Permit

1.33

1.35

18 20 20 20 20 20 20 20 20 20 20 20 20

Design Permit

1.33

1.35

Sheet 3 of 4

Number of lanes available to trucks:

Fatigue Criteria:

ADTT (Not Single Lane):

Design Life (Years):

Slab Concrete f'c (psi):

Rebar Yield Fyr (ksi):

Stud Diameter (in):

Concrete Deck:

Design Permit Load/Transit/Other Vehicle Description (continued):

Supply axle loads and spacings for each special design vehicle below. If none, leave this section blank.

Dead Loads:

Traffic Barrier (each)

Median (each)

Sidewalk (each)

Utilities (Composite)

lb/ft

lb/ft

lb/ft

lb/ft

Pedestrian Railing (each)

Future Wearing Surface

Initial Overlay

Stay-in-Place Forms

lb/ft

lb/sq-ft

lb/sq-ft

lb/sq-ft

Utilities (Non-Comp) lb/ft

Axle Spacing (ft)

Axle Load (kips)

Axle Index

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

1/2 2/3 3/4 4/5 5/6 6/7 7/8 8/9 9/10 10/11 11/12 12/13 13/14 14/15 15/16 16/17 17/18 18/19 19/20

Vehicle Type


Yes NoUniform Loads Included?(If yes, please specify) Uniform Load (k/ft):


Live Load Factor:

75

4,000

60

540

700

0

0

0

40

0

0

0

Sheet 4 of 4

Can The Number Of Girders Or Spacing Be Changed? (If yes, please submit state slab design standards)

Can The Spans As Shown On The Preliminary Plans Vary? (If yes, please describe under "Comments and Special Restrictions")

Yes No

Yes No

Can The Depth of Girders be Varied? Yes No

Comments or Special Restrictions: (Relevant info from Qualification Form)

Typical Cross Section:

Spaces @ ft

Maximum Allowable Slab Overhang (no limit preferred)

Total Slab Thickness

in

in

ftft

Haunch

ft

ft ft

inftCurb-to-Curb

inftOut-to-Out

ftMaximum Superstructure Depth (Top of Slab to Bottom of Flange)

Structural Slab Thickness assumed (Total - a) where a = 0.5in unless noted.

a = in

Approximate Substructure Cost*

5.5811

15

11

1.33

146

4

1.33

5 spans arranged 160-240-310-240-160

12.55.58

0

148 8

.5

Regional Director: Jeff Carlson

NSBA Steel Specialist: Jason Lloyd

Please fill out all information for the bridge conceptual solution to qualify the project before requesting a solution. Yes No

Has the Project been entered into salesforce as an "event" and assigned a client name, project name and contact?

Has the project been qualified by your Director of Marketing?

Project Name: Willamette River Bridge (B2020-OR-002)

Location: Clackamas County, OR

Bridge Owner:

Client: Quincy Engineering

Contact: Jeff Olson, PE

General Contractor:

Fabricator:

Bridge Engineer:

Is there a structural engineer on board? If so, please provide contact information.

Jeff Olson, PE

[email protected]

503-763-9995

Is the project already moving forward in steel?

This is a feasibility study to replace an existing bridge. Due to span length requirements and profile grade limitations, steel is the

likely preferred alternative.

What is our goal with this study, and what system are we competing against?

To obtain the approximate level cost for the replacement of the existing bridge. With a main span of 310', the only cost effective

alternatives are segmental concrete and spliced concrete girder, both of which are expected to be more costly.

Are support/pier locations flexible to maximize/optimize spans for various options?

Within reason. The existing main span is 250' and this must be maintained for Coast Guard clearances on the river. To avoid the

existing timber pile foundation, the main supports are being moved ~30' away.

Do we have specific girder depth restrictions/limitations?

Need to use reasonable span to depth ratios to maintain existing roadway profile or minimize the need to raise the road.

Minimum number of girders?

None - Bridge is approximately 150' wide and will need to accommodate stage construction in 3 phases so girder spacing will need to

be adjusted to accommodate staging. Otherwise, should maximize girder spacing - to - cost ratio.

What type of options/scenarios does the fabricator want to see for pricing alternatives?

Constant depth girders

What are the bridge geometrics? (Overall Bridge Length, Span Lengths, Roadway Width, and Overall Deck Width?)

See drawing provided.

Are there splice location constraints?

Not really

What is the design criteria for this project? Typically AASHTO LRFD BDS 8th or 9th Edition.

AASHTO 8th edition is current standard in Oregon.

Specific material specification and grade (Interested in options for traditional vs. high strength steel options for girder design?)?

Most economical grade. IS HPS hybrid girder appropriate for this span length?

4

5

6

7

9

NSBA SSC Bridge Project Submission & Qualification Form

2

1

Date: 7/5/2020

3

8

10

11

12

Any specific overriding state DOT bridge manual requirements? Please provide State BDM references below for design

requirements (superimposed dead load distribution, deflection criteria, permit vehicles that need to be investigated, etc.).

See attached

Any other site constraints? Water crossing, access limitations, etc.

Water crossing - cannot get large barge to site so will need to truck to site and splice

Girders Curved? If so what is the Radius at the Bridge Centerline?

No

Steel Tubs or Steel I-Girders?

Whichever is most economical

Shipping constraints (state weight/length restrictions)

Normal length constraints are about 140'. Weight is a function of hauling axle configuration

Skew? If so, what angle per AASHTO LRFD BDS (Skew Angle - Angle between the centerline of support and a line normal to the

roadway centerline)?

None

What is the deadline from the SSC to you (pre-pricing deadline)?

2-3 weeks

Is a girder required at the bridge centerline for future redecking of the bridge?

no

Will the bridge be built using phased construction? If so, indicate the phased construction lines.

3 phases. Each phase must be minimum of 44' clear width for traffic.

Other:

22

15

14

13

19

18

17

16

20

21


APPENDIX B – LRFD Simon Inputs

Project: Boone Bridge Replacement Computed: JBL Date: 07/12/20

Subject: Steel Bridge Conceptual Solution Checked: DAA Date: 07/14/20

Task: SIMON Inputs & Loads Page: of:

Job #: B2020_OR_002 No:

Span Arrangement

Notes:

1 Permit truck axle loads were modified for reduced live load factor of 1.35 by multiplying the axle loads by (1.35/175).

2 Type OR-STP-4E permit truck controls over Type OR-STP-5BW for all moments and shears of this bridge.

3

SIMON Inputs (General Properties)

Superstructure Type I-Girder

Number of Spans 5

Number of Girders 11

Roadway Width 146.00 ft

Number of Lanes 12

Run Option LRFD Design

Redesign Performance

Ratio 0.90

Maximum Performance

Ratio 1.01

Minimum Flange Thickness 0.75 in

Maximum Plate Thickness 3 in

Distance From Bottom of

Slab to cg Rebar 5.3500 in


Slab to Top of Web 4 in

ADTT (Single Lane) 1500 trucks/day

Fatigue Service Life 75 years




Job #: B2020_OR_002 No:

SIMON Inputs (Distribution Factors)

Distribution Factors Program Defined

Girder Skew 0 degrees

Bridge Deck Out-to-Out

Width 148.667 ft

Overhang Width 4.333 ft

Girder Spacing 14.000 ft

Rail Width (on controlling

exterior side) 1.333 ft

Distance from Exterior

Web to Face of Rail (de) 3.00 ft

Girder Location Exterior

User Input Moment

Distribution Factor

Single Lane NA

Multiple Lane NA

User Input Shear

Distribution Factor

Single Lane NA

Multiple Lane NA

SIMON Inputs (Material Properties)

Concrete Slab Compressive

Strength 4000 psi

Density of Concrete 0.145 kcf

Modulus of Concrete 3987 ksi

Modulus of Steel 29000 ksi

Modular Ratio, n 7.3

Reinforcement Yield

Strength 60 ksi

Longitudinal Stiffener Yield

Strength 50 ksi

Transverse and Bearing

Stiffener Yield Strength 50 ksi

Concrete Type Normal Weight Concrete

Steel Surface Condition Weathering Steel

Connection Plate Type Welded Connection Plates

Slab Meet AASHTO LRFD

6.10.1.7 Yes




Job #: B2020_OR_002 No:

SIMON Inputs (Loads Tab)

Composite Loads (DC2):

Girder DF%

Traffic Barrier 1 540 plf Equal


Median 700 plf Equal

Trail Walkway 0 plf 0.0

Bridge Composite DL 1780.0 plf

Girder Composite DL 161.8 plf

Bridge Utility DL 0 plf

Girder Utility DL 0 plf

Initial Wearing Surface Pressure

Pressure Magnitude 0 psf

Thickness 0 in

Density NA kcf

Pressure 0.0 psf

Future Wearing Surface Pressure


Thickness 0.5 in

Density NA kcf

Pressure 40.0 psf

Bridge Composite DW 5840.0 plf

Method of Distribution Spread Evenly

Wearing Surface Total 530.9 plf

Design Vehicle Option HL93/User Defined Design Vehicle (envelope)

Live Load Deflection Factor 800

Pedestrian Live Load 0 plf

Design Vehicle IM 1.33

Fatigue Vehicle IM 1.15




Job #: B2020_OR_002 No:

SIMON Inputs (User Defined Design Vehicle Properties)

Distribution Factor Type

For Truck Both


For Lane Both

Lane Live Load 0 klf

Include All Axles Yes

Axle Number Axle Load (k) Axle Spacing (ft)

1 13.89 12.0

2 15.43 5.5

3 15.43 4.5

4 15.43 15.0

5 15.43 5.0

6 15.43 5.0

7 15.43 43.0

8 15.43 5.0

9 15.43 5.0

10 15.43 16.0

11 15.43 5.0

12 15.43 5.0

13 15.43 0.0

SIMON Inputs (Transverse Stiffener Properties)

Maximum Transverse

Stiffener Spacing 360 in

One Sided Transverse

Stiffeners Yes

SIMON Inputs (Shear Stud Properties)

Shear Connector Design Yes

Distance From Interior

Support to Nearest Shear

Connector 0 ft

Concrete Weight Used to

Calculate Concrete Elastic

Modulus 145 pcf

Desirable Pitch Increment 3 in

Stud Properties

Diameter 0.875 in

Length 6 in

Studs Per Row 3




Job #: B2020_OR_002 No:

SIMON Inputs (Span 1)

Symmetrical Span Yes

Span Length 160.00 ft

Hinge Location ft

Non-Composite Uniform

Dead Load (DC1):

Deck, Xframes, & Misc.

Concrete Density 150 pcf

Typical Thickness 10.5 in

Edge of Deck Thickness 10.5 in

Concrete Deck Haunch

Thickness 2 in


Width 20 in

Stay-in-Place Forms 10 psf

Cross-Frames 25 plf

Miscellaneous 5 plf

Method Tributary Width

Bridge Deck DC1 21597 plf

Girder DC1 1652.1 plf

Non-Composite Partial

Dead Load, A1 0 plf

Distance to End of A1 Load,

X1 0 ft


Dead Load, A2 0 plf

Distance to Beginning of

A2 Load, X2 0 ft

Bottom Flange Cross Frame

Spacing 22.857 ft

Top Flange Fully Braced for

Non-Composite Loads No

Non-Composite Top Flange

Cross Frame Spacing 22.857 ft


Final State Yes

Final State Top Flange

Cross Frame Spacing ft

Construction Lateral

Moment 0.00 kip*ft




Job #: B2020_OR_002 No:




Hinge Location ft


Dead Load (DC1):






Thickness 2 in


Width 20 in


Cross-Frames 25 plf

Miscellaneous 5 plf





Dead Load, A1 0 plf


X1 0 ft


Dead Load, A2 0 plf


A2 Load, X2 0 ft


Spacing 24.00 ft






Final State Yes




Moment 0.00 kip*ft




Job #: B2020_OR_002 No:




Hinge Location ft


Dead Load (DC1):






Thickness 2 in


Width 20 in


Cross-Frames 25.000 plf

Miscellaneous 5 plf





Dead Load, A1 0 plf


X1 0 ft


Dead Load, A2 0 plf


A2 Load, X2 0 ft


Spacing 23.85 ft






Final State Yes




Moment 0.00 kip*ft




Job #: B2020_OR_002 No:


SIMON Inputs (Web Cross Section Information)

End Location

(ft)

Vertical Web

Depth, Left

(in)

Vertical Web

Depth, Right

(in)

Web Fy

(ksi)

Web

Thickness

(in)

Transversely

Stiffened

Top

Longitudinal

Stiffener

Width (in)

Top

Longitudinal

Stiffener

Thickness (in)

Bottom

Longitudinal

Stiffener

Width (in)

Bottom

Longitudinal

Stiffener

Thickness

(in)

Reduce

Web

Thickness

Min

Transverse

Stiffener

Spacing (in)

40.00 96.00 96.00 50 0.8125 Yes 24

80.00 96.00 96.00 50 0.8125 Yes 24

120.00 96.00 96.00 50 0.8125 Yes 24

160.00 96.00 96.00 50 0.8125 Yes 24

SIMON Inputs (Top Flange Cross Section Information)

End Location

(ft)

Top Flange

Width (in)

Top Flange

Thickness (in)

Top

Flange Fy

(ksi)

Top Flange

Fu (ksi)

40.00 18.00 1.00 50 70

80.00 18.00 1.00 50 70

120.00 18.00 1.00 50 70

145.00 18.00 1.00 70 85

160.00 18.00 1.50 70 85

SIMON Inputs (Bottom Flange Cross Section Information)

End Location

(ft)

Bottom

Flange Width

(in)

Bottom

Flange

Thickness (in)

Bottom

Flange Fy

(ksi)

Bottom

Flange Fu

(ksi)

40.00 18.00 1.00 50 70

80.00 18.00 1.00 50 70

120.00 18.00 1.00 50 70

145.00 24.00 1.50 70 85

160.00 24.00 2.625 70 85




Job #: B2020_OR_002 No:

SIMON Inputs (Slab Cross Section Information)

End Location

(ft)

Effective

Composite

Slab Width

(in)

Effective

Composite

Slab

Thickness (in)

Rebar

Area

(in^2) Composite

120.00 136.00 10.00 15.19 Yes

160.00 136.00 10.00 15.19 Yes

Deck Rebar cg:

Deck Thickness 10.5 in

Cover Top 2.5 in

Cover Bottom 1 in

Rebar Dia 0.625 in

cg 5.354166667 in

SIMON Inputs (Field Splice)

Field Splice

Location (ft) .7L 0.75L 0.8L

120.00 112 120 128

SIMON Inputs (Deck Pours)

Pour Number

Pour Start

Location (ft)

Pour End

Location (ft)



End Location

(ft)

Vertical Web

Depth, Left

(in)

Vertical Web

Depth, Right

(in)

Web Fy

(ksi)

Web

Thickness

(in)

Transversely

Stiffened

Top

Longitudinal

Stiffener

Width (in)

Top

Longitudinal

Stiffener

Thickness (in)

Bottom

Longitudinal

Stiffener

Width (in)

Bottom

Longitudinal

Stiffener

Thickness

(in)

Reduce

Web

Thickness

Min

Transverse

Stiffener

Spacing (in)

40.00 96.00 96.00 50 0.8125 Yes 24

60.00 96.00 96.00 50 0.8125 Yes 24

120.00 96.00 96.00 50 0.8125 Yes 24

170.00 96.00 96.00 50 0.8125 Yes 24

180.00 96.00 96.00 50 0.8125 Yes 24

240.00 96.00 96.00 50 0.8125 Yes 24


End Location

(ft)

Top Flange

Width (in)

Top Flange

Thickness (in)

Top

Flange Fy

(ksi)

Top Flange

Fu (ksi)

15.00 18.00 1.50 70 85

40.00 18.00 1.00 70 85

60.00 18.00 1.00 50 70

120.00 18.00 1.00 50 70

170.00 18.00 1.00 50 70

180.00 32.00 1.75 70 85

220.00 32.00 1.75 70 85

240.00 32.00 2.375 70 85




Job #: B2020_OR_002 No:


End Location

(ft)

Bottom

Flange Width

(in)

Bottom

Flange

Thickness (in)

Bottom

Flange Fy

(ksi)

Bottom

Flange Fu

(ksi)

15.00 24.00 2.625 70 85

40.00 24.00 1.50 70 85

60.00 18.00 1.875 50 70

120.00 18.00 1.875 50 70

170.00 18.00 1.875 50 70

180.00 32.00 2.00 70 85

220.00 32.00 2.00 70 85

240.00 32.00 3.00 70 85


End Location

(ft)

Effective

Composite

Slab Width

(in)

Effective

Composite

Slab

Thickness (in)

Rebar

Area

(in^2) Composite

40.00 136.00 10.00 15.19 Yes

170.00 136.00 10.00 15.19 Yes

240.00 136.00 10.00 15.19 Yes

Deck Rebar cg:


Cover Top 2.5 in

Cover Bottom 1 in

Rebar Dia 0.625 in

cg 5.354166667 in


Field Splice


40.00 168 180 192

170.00


Pour Number

Pour Start

Location (ft)

Pour End

Location (ft)



End Location

(ft)

Vertical Web

Depth, Left

(in)

Vertical Web

Depth, Right

(in)

Web Fy

(ksi)

Web

Thickness

(in)

Transversely

Stiffened

Top

Longitudinal

Stiffener

Width (in)

Top

Longitudinal

Stiffener

Thickness (in)

Bottom

Longitudinal

Stiffener

Width (in)

Bottom

Longitudinal

Stiffener

Thickness

(in)

Reduce

Web

Thickness

Min

Transverse

Stiffener

Spacing (in)

70.00 96.00 96.00 50 0.8125 Yes 24

77.50 96.00 96.00 50 0.8125 Yes 24

155.00 96.00 96.00 50 0.8125 Yes 24

232.50 96.00 96.00 50 0.8125 Yes 24

240.00 96.00 96.00 50 0.8125 Yes 24

310.00 96.00 96.00 50 0.8125 Yes 24




Job #: B2020_OR_002 No:


End Location

(ft)

Top Flange

Width (in)

Top Flange

Thickness (in)

Top

Flange Fy

(ksi)

Top Flange

Fu (ksi)

30.00 32.00 2.375 70 85

80.00 32.00 1.375 70 85

230.00 24.00 1.125 50 70

280.00 32.00 1.375 70 85

310.00 32.00 2.375 70 85


End Location

(ft)

Bottom

Flange Width

(in)

Bottom

Flange

Thickness (in)

Bottom

Flange Fy

(ksi)

Bottom

Flange Fu

(ksi)

30.00 32.00 3.00 70 85

80.00 32.00 1.50 70 85

230.00 24.00 2.50 50 70

280.00 32.00 1.50 70 85

310.00 32.00 3.00 70 85


End Location

(ft)

Effective

Composite

Slab Width

(in)

Effective

Composite

Slab

Thickness (in)

Rebar

Area

(in^2) Composite

80.00 136.00 10.00 15.19 Yes

230.00 136.00 10.00 15.19 Yes

310.00 136.00 10.00 15.19 Yes

Deck Rebar cg:


Cover Top 2.5 in

Cover Bottom 1 in

Rebar Dia 0.625 in

cg 5.354166667 in


Field Splice


80.00 217 232.5 248

230.00


Pour Number

Pour Start

Location (ft)

Pour End

Location (ft)




Job #: B2020_OR_002 No:

Span Arrangement

Notes:

1 Permit truck axle loads were modified for reduced live load factor of 1.35 by multiplying the axle loads by (1.35/175).

2 Type OR-STP-4E permit truck controls over Type OR-STP-5BW for all moments and shears of this bridge.

3

SIMON Inputs (General Properties)

Superstructure Type I-Girder

Number of Spans 5

Number of Girders 11

Roadway Width 146.00 ft

Number of Lanes 12

Run Option LRFD Design

Redesign Performance

Ratio 0.90

Maximum Performance

Ratio 1.01

Minimum Flange Thickness 0.75 in

Maximum Plate Thickness 3 in


Slab to cg Rebar 5.3500 in


Slab to Top of Web 4 in

ADTT (Single Lane) 1500 trucks/day

Fatigue Service Life 75 years




Job #: B2020_OR_002 No:

SIMON Inputs (Distribution Factors)

Distribution Factors Program Defined

Girder Skew 0 degrees

Bridge Deck Out-to-Out

Width 148.667 ft

Overhang Width 4.333 ft

Girder Spacing 14.000 ft

Rail Width (on controlling

exterior side) 1.333 ft

Distance from Exterior

Web to Face of Rail (de) 3.00 ft

Girder Location Interior

User Input Moment

Distribution Factor

Single Lane NA

Multiple Lane NA

User Input Shear

Distribution Factor

Single Lane NA

Multiple Lane NA

SIMON Inputs (Material Properties)

Concrete Slab Compressive

Strength 4000 psi

Density of Concrete 0.145 kcf

Modulus of Concrete 3987 ksi

Modulus of Steel 29000 ksi

Modular Ratio, n 7.3

Reinforcement Yield

Strength 60 ksi

Longitudinal Stiffener Yield

Strength 50 ksi

Transverse and Bearing

Stiffener Yield Strength 50 ksi

Concrete Type Normal Weight Concrete

Steel Surface Condition Weathering Steel

Connection Plate Type Welded Connection Plates

Slab Meet AASHTO LRFD

6.10.1.7 Yes




Job #: B2020_OR_002 No:

SIMON Inputs (Loads Tab)

Composite Loads (DC2):

Girder DF%



Median 700 plf Equal

Trail Walkway 0 plf 0.0

Bridge Composite DL 1780.0 plf

Girder Composite DL 161.8 plf

Bridge Utility DL 0 plf

Girder Utility DL 0 plf

Initial Wearing Surface Pressure


Thickness 0 in

Density NA kcf

Pressure 0.0 psf

Future Wearing Surface Pressure


Thickness 0.5 in

Density NA kcf

Pressure 40.0 psf

Bridge Composite DW 5840.0 plf

Method of Distribution Spread Evenly

Wearing Surface Total 530.9 plf

Design Vehicle Option HL93/User Defined Design Vehicle (envelope)

Live Load Deflection Factor 800

Pedestrian Live Load 0 plf

Design Vehicle IM 1.33

Fatigue Vehicle IM 1.15




Job #: B2020_OR_002 No:

SIMON Inputs (User Defined Design Vehicle Properties)


For Truck Both


For Lane Both

Lane Live Load 0 klf

Include All Axles Yes

Axle Number Axle Load (k) Axle Spacing (ft)

1 13.89 12.0

2 15.43 5.5

3 15.43 4.5

4 15.43 15.0

5 15.43 5.0

6 15.43 5.0

7 15.43 43.0

8 15.43 5.0

9 15.43 5.0

10 15.43 16.0

11 15.43 5.0

12 15.43 5.0

13 15.43 0.0

SIMON Inputs (Transverse Stiffener Properties)

Maximum Transverse

Stiffener Spacing 360 in

One Sided Transverse

Stiffeners Yes

SIMON Inputs (Shear Stud Properties)

Shear Connector Design Yes

Distance From Interior

Support to Nearest Shear

Connector 0 ft

Concrete Weight Used to

Calculate Concrete Elastic

Modulus 145 pcf

Desirable Pitch Increment 3 in

Stud Properties

Diameter 0.875 in

Length 6 in

Studs Per Row 3




Job #: B2020_OR_002 No:




Hinge Location ft


Dead Load (DC1):






Thickness 2 in


Width 20 in


Cross-Frames 25 plf

Miscellaneous 5 plf





Dead Load, A1 0 plf


X1 0 ft


Dead Load, A2 0 plf


A2 Load, X2 0 ft


Spacing 22.857 ft






Final State Yes




Moment 0.00 kip*ft




Job #: B2020_OR_002 No:




Hinge Location ft


Dead Load (DC1):






Thickness 2 in


Width 20 in


Cross-Frames 25 plf

Miscellaneous 5 plf





Dead Load, A1 0 plf


X1 0 ft


Dead Load, A2 0 plf


A2 Load, X2 0 ft


Spacing 24.00 ft






Final State Yes




Moment 0.00 kip*ft




Job #: B2020_OR_002 No:




Hinge Location ft


Dead Load (DC1):






Thickness 2 in


Width 20 in


Cross-Frames 25.000 plf

Miscellaneous 5 plf





Dead Load, A1 0 plf


X1 0 ft


Dead Load, A2 0 plf


A2 Load, X2 0 ft


Spacing 23.85 ft






Final State Yes




Moment 0.00 kip*ft




Job #: B2020_OR_002 No:



End Location

(ft)

Vertical Web

Depth, Left

(in)

Vertical Web

Depth, Right

(in)

Web Fy

(ksi)

Web

Thickness

(in)

Transversely

Stiffened

Top

Longitudinal

Stiffener

Width (in)

Top

Longitudinal

Stiffener

Thickness (in)

Bottom

Longitudinal

Stiffener

Width (in)

Bottom

Longitudinal

Stiffener

Thickness

(in)

Reduce

Web

Thickness

Min

Transverse

Stiffener

Spacing (in)

40.00 96.00 96.00 50 0.8125 Yes 24

80.00 96.00 96.00 50 0.8125 Yes 24

120.00 96.00 96.00 50 0.8125 Yes 24

160.00 96.00 96.00 50 0.8125 Yes 24


End Location

(ft)

Top Flange

Width (in)

Top Flange

Thickness (in)

Top

Flange Fy

(ksi)

Top Flange

Fu (ksi)

40.00 18.00 1.00 50 70

80.00 18.00 1.00 50 70

120.00 18.00 1.00 50 70

145.00 18.00 1.00 70 85

160.00 18.00 1.50 70 85


End Location

(ft)

Bottom

Flange Width

(in)

Bottom

Flange

Thickness (in)

Bottom

Flange Fy

(ksi)

Bottom

Flange Fu

(ksi)

40.00 18.00 1.00 50 70

80.00 18.00 1.00 50 70

120.00 18.00 1.00 50 70

145.00 24.00 1.50 70 85

160.00 24.00 2.625 70 85




Job #: B2020_OR_002 No:


End Location

(ft)

Effective

Composite

Slab Width

(in)

Effective

Composite

Slab

Thickness (in)

Rebar

Area

(in^2) Composite

120.00 168.00 10.00 18.29 Yes

160.00 168.00 10.00 18.29 Yes

Deck Rebar cg:


Cover Top 2.5 in

Cover Bottom 1 in

Rebar Dia 0.625 in

cg 5.354166667 in


Field Splice


120.00 112 120 128


Pour Number

Pour Start

Location (ft)

Pour End

Location (ft)



End Location

(ft)

Vertical Web

Depth, Left

(in)

Vertical Web

Depth, Right

(in)

Web Fy

(ksi)

Web

Thickness

(in)

Transversely

Stiffened

Top

Longitudinal

Stiffener

Width (in)

Top

Longitudinal

Stiffener

Thickness (in)

Bottom

Longitudinal

Stiffener

Width (in)

Bottom

Longitudinal

Stiffener

Thickness

(in)

Reduce

Web

Thickness

Min

Transverse

Stiffener

Spacing (in)

40.00 96.00 96.00 50 0.8125 Yes 24

60.00 96.00 96.00 50 0.8125 Yes 24

120.00 96.00 96.00 50 0.8125 Yes 24

170.00 96.00 96.00 50 0.8125 Yes 24

180.00 96.00 96.00 50 0.8125 Yes 24

240.00 96.00 96.00 50 0.8125 Yes 24


End Location

(ft)

Top Flange

Width (in)

Top Flange

Thickness (in)

Top

Flange Fy

(ksi)

Top Flange

Fu (ksi)

15.00 18.00 1.50 70 85

40.00 18.00 1.00 70 85

60.00 18.00 1.00 50 70

120.00 18.00 1.00 50 70

170.00 18.00 1.00 50 70

180.00 32.00 1.75 70 85

220.00 32.00 1.75 70 85

240.00 32.00 2.375 70 85




Job #: B2020_OR_002 No:


End Location

(ft)

Bottom

Flange Width

(in)

Bottom

Flange

Thickness (in)

Bottom

Flange Fy

(ksi)

Bottom

Flange Fu

(ksi)

15.00 24.00 2.625 70 85

40.00 24.00 1.50 70 85

60.00 18.00 1.875 50 70

120.00 18.00 1.875 50 70

170.00 18.00 1.875 50 70

180.00 32.00 2.00 70 85

220.00 32.00 2.00 70 85

240.00 32.00 3.00 70 85


End Location

(ft)

Effective

Composite

Slab Width

(in)

Effective

Composite

Slab

Thickness (in)

Rebar

Area

(in^2) Composite

40.00 168.00 10.00 18.29 Yes

170.00 168.00 10.00 18.29 Yes

240.00 168.00 10.00 18.29 Yes

Deck Rebar cg:


Cover Top 2.5 in

Cover Bottom 1 in

Rebar Dia 0.625 in

cg 5.354166667 in


Field Splice


40.00 168 180 192

170.00


Pour Number

Pour Start

Location (ft)

Pour End

Location (ft)



End Location

(ft)

Vertical Web

Depth, Left

(in)

Vertical Web

Depth, Right

(in)

Web Fy

(ksi)

Web

Thickness

(in)

Transversely

Stiffened

Top

Longitudinal

Stiffener

Width (in)

Top

Longitudinal

Stiffener

Thickness (in)

Bottom

Longitudinal

Stiffener

Width (in)

Bottom

Longitudinal

Stiffener

Thickness

(in)

Reduce

Web

Thickness

Min

Transverse

Stiffener

Spacing (in)

70.00 96.00 96.00 50 0.8125 Yes 24

77.50 96.00 96.00 50 0.8125 Yes 24

155.00 96.00 96.00 50 0.8125 Yes 24

232.50 96.00 96.00 50 0.8125 Yes 24

240.00 96.00 96.00 50 0.8125 Yes 24

310.00 96.00 96.00 50 0.8125 Yes 24




Job #: B2020_OR_002 No:


End Location

(ft)

Top Flange

Width (in)

Top Flange

Thickness (in)

Top

Flange Fy

(ksi)

Top Flange

Fu (ksi)

30.00 32.00 2.375 70 85

80.00 32.00 1.375 70 85

230.00 24.00 1.125 50 70

280.00 32.00 1.375 70 85

310.00 32.00 2.375 70 85


End Location

(ft)

Bottom

Flange Width

(in)

Bottom

Flange

Thickness (in)

Bottom

Flange Fy

(ksi)

Bottom

Flange Fu

(ksi)

30.00 32.00 3.00 70 85

80.00 32.00 1.50 70 85

230.00 24.00 2.50 50 70

280.00 32.00 1.50 70 85

310.00 32.00 3.00 70 85


End Location

(ft)

Effective

Composite

Slab Width

(in)

Effective

Composite

Slab

Thickness (in)

Rebar

Area

(in^2) Composite

80.00 168.00 10.00 18.29 Yes

230.00 168.00 10.00 18.29 Yes

310.00 168.00 10.00 18.29 Yes

Deck Rebar cg:


Cover Top 2.5 in

Cover Bottom 1 in

Rebar Dia 0.625 in

cg 5.354166667 in


Field Splice


80.00 217 232.5 248

230.00


Pour Number

Pour Start

Location (ft)

Pour End

Location (ft)

Date post:	27-Jan-2022
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B2020 OR002 - Oregon

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