Title_I_Investigation_and_Pics.pdf

PDF 15 MB Posted Mar 26, 2025

Attached to: Rehabilitation of a bridge/water control structure
Solicitation number: 140FGA25Q0014
Issued by: Department of the Interior Fish and Wildlife Service

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Written by GovTribe AI · Mar 26, 2025

This document is a detailed Title I Investigation report for the C1 Bridge/WCS Rehabilitation project at Quivira National Wildlife Refuge in Stafford, Kansas, dated February 2024. The investigation focuses on a three-cell reinforced concrete box culvert (RCB) built in 1964, which carries S Quivira Drive over Rattlesnake Creek. The load rating analysis reveals significant structural deterioration, including a large spall in the ceiling of cell 3 with exposed reinforcing steel showing approximately 50% section loss.

The load rating analysis, conducted using AASHTOWare BrR software, evaluated multiple truck types including AASHTO T-Trucks, Special Haul Single Unit Trucks, and Emergency Vehicles. The overall condition of the box culvert is rated 5-Fair, with the minimum single-unit operating rating being 8 tons for the EV2 truck. The report includes detailed field investigation photographs documenting various areas of deterioration, such as spalling, cracking, and section loss in the culvert's walls, ceiling, and structural elements. The investigation suggests the need for repairs and provides a comprehensive assessment of the structure's current load-bearing capacity.

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Project Name Project Address

C1 Bridge/WCS Rehabilitation – Title I Investigation Quivira National Wildlife Refuge

Engineering Project Number 23-022

Contract No. 140F0822D0239/

140FHR24F0003

February 2024

Quivira National Wildlife Refuge – Bridge C1 Stafford, KS

February 2024

INTRODUCTION

In November 2023, the TranSystems was authorized to perform condition evaluation of Bridge C1 to gather information for a load capacity analysis. This structure is a three-cell reinforced concrete box culvert (RCB) with cells measuring 4ft wide and 5ft-6in tall. This RCB carries S Quivira Drive over Rattlesnake Creek on the north side of the

Little Salt Marsh (see ariel view).

This report contains a summary of the load rating analysis of the RCB in its current condition.

The load rating is heavily based on the field evaluation that was conducted in

December 2023 and uses the sketches, measurements, field notes, photos and details presented in the Field Investigation Report dated December 2023. Following the analysis, several alternates are presented for repairs alongside cost estimates for construction.

LOAD RATING ANALYSIS

Bridge C1 was built in 1964. Design plans or as-built plans are not available. Based on the year built, material properties are assumed per AASHTO’s Manual for Bridge Evaluation:

Concrete compressive strength, f’c = 3.0 ksi for year of construction 1959 and later Reinforcing yield strength, fy = 40 ski for year of construction 1954 or later

Without a set of plans, the details of the reinforcing sizes and spacing are unknown. However, some measurements from the field investigation are useful in determining some necessary dimensions. These include:

Spacing dimensions of the exposed reinforcing bars Remaining diameter of exposed reinforcing bars Fill height over the top of the box Other pertinent dimensions of the geometry of the structure

Quivira National Wildlife Refuge – Bridge C1 Stafford, KS

February 2024

Using AASHTOWare BrR (Bridge Rating), a model was built to analyze the as-inspected condition of the structure. The geometric measurements taken in the field for cell size, skew, and what was visible for reinforcing were used to build the model. The legal trucks rated were:

AASHTO T-Trucks: T3, T3s2, T3-3 Special Haul Single Unit Trucks: SU4, SU5, SU6, SU7 Emergency Vehicles: EV2, EV3

The overall condition of the box culvert is a 5-Fair Condition, with a large spall in the ceiling of cell 3. This spall has exposed reinforcing steel that has section loss to the bars in the bottom layer. This deterioration was modeled with a reduced top slab thickness and reduced available section of reinforcing bars amounting to approximately 50% reduced section.

Based on research and results detailed the NCHRP Project 20-07/Task 410 (March 2019) – Table 6B.4.3-1, the

Operating Level Live Load Factors for Emergency Vehicles used were adjusted. The factors used were A2 = 1.10 for EV2 and A2 = 1.10 for EV3. This report found that frequency of emergency vehicles using any particular route is not the same as typical traffic and therefore a reduction in the A2 factor can be used to more realistically calculate the operating levels for the emergency vehicles. In doing so, the following table summarizes the operating ratings:

Table 1: Summary of Operating Ratings (tons)

Legal Truck Legal Load Operating Rating (tons)

AASHTO T3 25T 13.0T

AASHTO T3s2 36T 20.3T

AASHTO T3-3 40T 22.0T

SU4 27T 13.9T

SU5 31T 15.9T

SU6 34.75T 17.9T

SU7 38.75T 19.9T

EV2 28.75T 8.9T

EV3 43T 14.4T

The minimum single-unit operating rating is the EV2 truck and therefore the maximum the single-unit posting for this structure is 8T.

Inspection Key : 0 ADT : 50 vpd Year Built : 1964 ADTT : 0 %

Year Reconst. : f'c : 3.0 ksi Design Load : fy : 40.0 ksi

Fy : N/A ksi

Rating Information Provided :

Overburden Type : None Deck: N LFR/ASR Version : Overburden (in.) : N/A N

LRFR Version : Overlay Type : None Substructure: N MBE Version : Overlay (in.) : N/A Culvert: 5

Culvert Fill Height (ft.) : 1.0 Channel: 7

A1 : LL INV : 1.75 0.95

A2 INV : LL OP : 1.35 1.0

A2 OP :

Truck Tons RFINV TonsINV RFOP TonsOP

HL 93

HS20 44 36

T3 25 T3S2 36 T3 3 40

SU4 27

SU5 31

SU6 34.75

SU7 38.75

NRL 40

EV2 28.75

EV3 43

Load Rating Summary Sheet for Local Bridges NBI Bridge # : N/A County: Stafford

Route Carried : S Quivira Drive over Rattlesnake Creek LPA Bridge ID : C1 Owner: 0

Structure Type : Reinforced Concrete Box Culvert

Load Rating Manuals: General Load Rating Information: Condition Ratings:

NBI Item 43 : 119 RCB Unknown

2017 AASHTO

MBE 3rd Edition (2018)

2002 AASHTO Std. Specs Superstructure:

Method Used: LFR Load Rating Evaluation Summary :

1.3 C : (Areas investigated in load rating)

0.165 5.9 0.276 9.9

2.17 S :

1.30

Controlling Structural Element

Lo ad

Ra tin g

0.311 7.7 0.520 13.0

De sig n

17.9

+M Slab

0.338 12.1 0.565 20.3 +M Slab

+M Slab

0.309 8.3 0.516 13.9 +M Slab 0.309

0.331 13.2 0.552 22.0 +M Slab

9.5 0.516 15.9 +M Slab

0.309 10.7 0.516 +M Slab

0.309 11.9 0.516 19.9 +M Slab

0.309 12.3 0.516 20.6 M Slab

0.171 7.3 0.337 14.4 +M Slab

0.158 4.5 0.312 8.9 +M Slab

P.E. Licensed in Kansas Seal & Date

See next page for posting requirements NBI Item 70 (Relationship of Operating Rating to Maximum Legal Load) :

Additional Comments (include any section loss, assumptions, hand calc. references, etc.)

Greater Than 39.9% below legal loads

AASHTOWare BrR Version 6.8.4 model was used to generate this load rating. A new, sealed Load Rating Summary Sheet will be required with any new load rating or if the BrR model is modified.

Per NCHRP Project 20 07/Task 410 (March 2019) Table 6B.4.3 1, the Operating Level Live Load Factors for Emergency Vehicles used were A2 = 1.10 for EV2 and A2 = 1.10 for EV3.

Culvert is in fair condition.

Section loss to top slab of cell 3 modeled at 50% section remaining

See also Load Rating Assumptions sheet, hand calculations, and/or sketches.

Printed Name (P.E.):

Lindsay C. Madsen

License #: 22531

Analysis Date : 02/05/2024

The Rating(s) for this structure is (are) based on a theoretical analysis of the structural elements involved, and on a limited amount of information concerning their condition. The calculated values are the maximum posting limits. The LPA shall not post the structure at a load exceeding these values. The LPA may decide to post the structure at lower load limits.

Company : TranSystems Analyst : Bilal Mohammed

Plans Field Measurements Testing No Information Exists

Int

M Slab

Floor Beams

Fatigue Prone Details

Deck between Girders Deck Overhang

Shear at/near Supports Culvert Walls

Stringers Pins Hangers

Truss Members

Substructure (NBI Item 60 < 4)

+M Slab

+M Girder/Beam Ext Int ExtM Girder/Beam

Masonry Arch

CMP

f`c = 3 ksi for concrete built in 1964 fy = 40 ksi for rebar built in 1964 All dimensions based on field measurements Steel section loss modeled as noted in field notes Moment release at both top and bottom of walls due to no fillets or corner bars Side sway support provided Spring supports with a subgrade modulus of 125 pci provided under structure Soil unit weight of 120 pcf on culvert Lateral soil pressure applied to both sides of structure 1 ft of fill over culvert which includes 1 ft of gravel at 120 pcf

RCB Assumptions:

Load Rating Assumptions am e:

B rid ge

C ul ve rt

D ef

: 5

D et

-4 'x

R at in g

R es ul ts

S um m ar y R ep or t

Br id ge

: B rid ge C

1/ W

C S

C ul ve rt

Al t:

3- 4' x5 .5

: B rid ge

C 1/

W C

S C ul ve rt Se gm en t:

4' x5

Le ga cy A

C ul ve rt

R E ng in e Ve rs io n 6.

An al ys is

P re fe re nc e

Se tti ng : N on e

An al ys is

T im e:

:0 6:

Pr in t T im e:

An al yz ed

B y:

b am oh am m ed

Pa ge

: 1 /1

Li ve

L oa d Li ve L oa d

Ty pe

R at in g

M et ho d

R at in g

Le ve l Lo ad R at in g (T on

R at in g

Fa ct or C om po ne nt

Lo ca tio n

(ft

Lo ca tio n

Li m it St at e

Im pa ct La ne

-4

K Ax le L oa d

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To p

Sl ab

Fl ex ur e

As R eq ue st ed

-4

K Ax le L oa d

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Ty pe

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R eq ue st ed

K Ty pe

S2 Ax le L oa d

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R eq ue st ed

K Ty pe

-3 Ax le L oa d

In ve nt or y

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Fl ex ur e As

R eq ue st ed As

R eq ue st ed

K Ty pe

-3 Ax le L oa d

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Ax le

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R eq ue st ed

Ax le

L oa d

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Fl ex ur e

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R eq ue st ed

Ax le

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Fl ex ur e

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Fl ex ur e As

R eq ue st ed As

R eq ue st ed

N R

L Ax le L oa d

In ve nt or y

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Fl ex ur e As

R eq ue st ed As

R eq ue st ed

N R

L Ax le L oa d

O pe ra tin g

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Fl ex ur e As

R eq ue st ed As

R eq ue st ed

E V2

Ax le

L oa d

D In ve nt or y

To p Sl ab

Fl ex ur e As

R eq ue st ed As

R eq ue st ed

E V2

Ax le

L oa d

D O pe ra tin g

To p Sl ab

Fl ex ur e As

R eq ue st ed As

R eq ue st ed

E V3

Ax le

L oa d

D In ve nt or y

To p Sl ab

Fl ex ur e As

R eq ue st ed As

R eq ue st ed

E V3

Ax le

L oa d

D O pe ra tin g

To p

Sl ab

Fl ex ur e

As R eq ue st ed

P1 4-

P1 8-

P -2

P ge

/2 0/

Ag en cy

No rt h El ev at io n

So ut h El ev at io n

Cu lv er tf ro m ea st

Cu lv er tf ro m w es t

C1 In sp ec tio n Da te

In sp ec to r(s

E C1 ge

/2 0/

Ci ty /C o:

Do w ns tr ea m

No rt h

slo pe pr ot ec tio n

In sp ec tio n Da te

S In sp ec to r(s

Ro ad w ay ov er

Up st re am

So ut h

C1 ge

/2 0/

Ci ty /C o:

C1 In sp ec tio n Da te

In sp ec to r(s

E C1

slo pe pr ot ec tio n

No rt h ch an ne ll in er

Ce ll

Ce ll ge

/2 0/

Ci ty /C o:

C1 In sp ec tio n Da te

In sp ec to r(s

E C1

Ce ll

De te rio ra tio n at

co rn er at ba se

De te rio ra tio n at

co rn er at ba se

De te rio ra tio n at

co rn er at ba se ge

/2 0/

Ag en cy

C1C1 In sp ec tio n Da te

In sp ec to r(s

Ce ll sc al in g on so ffi t

W al l2 no rt h en d de te rio ra tio n

W al l2 no rt h en d de te rio ra tio n ge

/2 0/

Ci ty /C o:

In sp ec tio n Da te

In sp ec to r(s

E C1C1 21

W al l2 no rt h en d de te rio ra tio n

Ce ll sp al lin g on so ffi ta tn or th en d 4f tx in x 3i n

Ce ll sp al lin g on so ffi ta tn or th en d 4f tx in x3 in

Ce ll sp al lin g on so ffi ta tn or th en d 4f tx in x 3i ge

/2 0/

Ci ty /C o:

C1C1 In sp ec tio n Da te

In sp ec to r(s

Ce ll sp al lin g on so ffi ta tn or th en d 4f tx in x3 in

Ce ll sp al lin g on so ffi ta tn or th en d 4f tx in x 3i n

Ce ll sp al lin g on so ffi ta tn or th en d 4f tx in x3 in

Ce ll sp al lin g on so ffi ta t n or th en d 4f tx in x 3i ge

/2 0/

Ci ty /C o:

In sp ec tio n Da te

In sp ec to r(s

E C1C1 29

Sp al lin g on to p of no rt h he ad w al l

De te rio ra tio n at

co rn er at ba se

slo pe pr ot ec tio n

slo pe pr ot ec tio ge

/2 0/

Ag en cy

C1C1 In sp ec tio n Da te

In sp ec to r(s

W es te xt er io rw al le xt en sio n

Ea st ex te rio rw al le xt en sio n

Fr am in g of so ut h gr at e

So ut h gr at e pi pe be ar in g an gl e ge

/2 0/

Ci ty /C o:

In sp ec tio n Da te

In sp ec to r(s

E C1C1

So ut h el ev at io n of ce lls

File details come from the government source that posted it. Updated Mar 26, 2025.