Kane County Division of Transportation REPORT.pdf · The west guardrail continues across the...

123 N. Wacker Drive, Suite 900

Chicago, IL 60606 (312) 704-9300

Routine NBIS Bridge Inspection Report

STRUCTURE NO. 045-5009

Randall Road / F.A.P. 336 over Mill Creek Tributary

March 20, 2014

Prepared For

Kane County Division of Transportation

Prepared By

Randall Road over Mill Creek Tributary Structure No. 045-5009 March 20, 2014

Collins Engineers, Inc. |

STRUCTURE INVENTORY DATA INSPECTION INFORMATION Date: March 20, 2014 Weather: 40° F, Sunny STRUCTURE INFORMATION Structure Number: 045-5009 District: 1 County: Kane Township: Geneva Feature Carried: Randall Road / F.A.P. 336 Feature Crossed: Mill Creek Tributary Type: Double barrel 10 ft x 5 ft reinforced concrete box

culvert Length: 22’-0” back-to-back of culvert walls Width: 90’-0” out-to-out of headwalls Skew: 0° Abutments: None Year Constructed: 1979 Year/s Reconstructed: 2005 – Widened along the west side ROADWAY INFORMATION ADT (2010): 32,900 – IDOT Master Structure Report ADTT (2010): 3% – IDOT Master Structure Report Inventory Rating RF: 0.720 – Collins Engineers, Inc.

1.000 – IDOT Master Structure Report Operating Rating RF: 1.202 – Collins Engineers, Inc.

1.365 – IDOT Master Structure Report Existing Clear Width: 83’-0” Width to Remain in Place: 72’-0” Clear Roadway Bridge Width: 68‘-0” INSPECTION HISTORY (NBIS RATINGS) Year Culvert 2008 7 2010 6 2012 6 2014 6



STRUCTURE CONDITION FINDINGS APPROACH ROADWAY The HMA approach roadway is in good condition (see Photo No. 3). Longitudinal cracks up to 1 in. wide are present along the lane lines. Transverse cracks up to 1/2 in. wide are present 5 ft. south of the culvert in the

northbound lanes (see Photo No. 4). CULVERT HEADWALL / PARAPET The culvert headwalls are in fair condition (see Photo No. 5 – 8). Cracking and spalls with exposed rebar are typically present on the fascia below

the drains (see Photo No. 5 & 6). The east drains are clogged with debris and the west drains are covered with fill

(see Photo No. 7). The headwall along the east side of the culvert extends vertically and acts as a

parapet. There are no transitions to the guardrails on the approach roadway (see Photo No. 8).

There is a 1/16 in. crack at the south end of the headwall at the guardrail attachment.

The west guardrail continues across the culvert along the outside of the shoulder.

The headwall on the east side and the guardrail on top of the culvert on the west side of the structure do not meet current IDOT policy guidelines for crash tested bridge rails.

CULVERT The culvert is in satisfactory condition. Top of Culvert/Roadway (see Photo No. 9) The roadway surface on top of the culvert consists of an HMA surface on top of fill. The HMA surface is in good condition. Longitudinal cracks up to 1/2 in. wide are present along lane lines. Soffit (see Photo No. 10 – 13) The soffit is in satisfactory condition with areas of concrete deterioration. There are 1/16 in. wide transverse cracks located 25 ft. and 30 ft. from the east

end in the south barrel and 20 ft., 25 ft., 30 ft., and 40 ft. from the east end on the north barrel (see Photo No. 11).

The construction joint between the original construction and the widened section 20 ft. from the west end of the north barrel has a 4 ft. by 1 ft. spall with approximately 6 in. penetration (see Photo No. 12).

There is minor deterioration with water leakage along the construction joint at the south barrel (see Photo No. 13).

Culvert Walls (see Photo No. 14 – 18) The side walls of both barrels and center wall are in overall satisfactory condition. Hairline vertical cracks spaced at over 5 ft. are present in the culvert walls (see

Photo No. 15). A 1/16 in. vertical crack with efflorescence is present 40 ft. from the east end of

the south wall of the north barrel (see Photo No. 16).



The culvert walls in the north barrel have spalls up to 1 ft. diameter with 3 in. penetration and exposed reinforcement along the construction joint between the original construction and the widened section (See Photo No. 17).

The south wall of the south barrel has heavy cracking and spalls up to 2 sq. ft. with 3 in. penetration and exposed rebar along the construction joint (See Photo No. 18).

Culvert Floor There is approximately 6 in. of silt accumulation in the bottom of both barrels. Wingwalls The wingwalls are in satisfactory condition. Cracking and spalls with up to 1 in. penetration are present on the corners of the

northeast and southeast wingwalls. No rebar is exposed (See Photo No. 19). There is a 2 ft. deep x 2 ft. wide area of runoff erosion behind the southwest

wingwall. Some riprap is present in the hole. SLOPE / CHANNEL (see Photo No. 20 – 21) Slope/Channel Protection There is no slope protection at this structure. Riprap channel protection up to 6 in. diameter is present in front of the northeast

and southeast wingwalls (See Photo No. 19). Some additional riprap is present in the 2 ft. deep x 2 ft. wide area of runoff

erosion behind the southwest wingwall. Channel Adequacy The channel is in good condition. The banks are well vegetated with gentle slopes. TRAFFIC SAFETY Pavement lane markings are present and visible. Guardrail (See Photo No. 22) The northeast guardrail has minor areas of impact damage. No transitions to the headwall are present on the east side. A Type 1 Special (Tangent) guardrail end is located at the northwest end of the

guardrail. All other guardrail ends are curled. Crash tested guardrail end sections for the approach guardrails are required at

the southeast and northwest corners of the structure. The curled guardrail end section at the southeast end of the approach guardrail is not crash tested and does not meet current IDOT policy guidelines. Crash tested guardrail ends are not required at the northeast and southwest ends because these ends are outside of the clear zone for oncoming traffic.

Signage Hazard clearance markers are present at the southeast and northwest guardrail

ends. A sign that says MCKEE RD TRIBUTARY is present at the southeast corner of

the structure. The sign has been impacted and is bent (See Photo No. 23).



GEOMETRY / UTILITIES Geometry The structure is in a tangent horizontal alignment with a slight vertical decrease

from north to south. Utilities There are no utilities attached to the structure. STRUCTURE RATING / POSTING The structure was load rated based on the original design plans and field

inspection data. The results are as follows: o Inventory Rating = RF 0.720 (HS 14.4) o Operating Rating = RF 1.202 (HS 24.0)

This structure is adequate for legal loads and for the Kane County Routine Permit Vehicles evaluated in the load rating analysis. Refer to Structure Rating calculations (Appendix F) for the vehicles included in the analysis. Posting not required.

CONCLUSIONS AND RECOMMENDATIONS CONCLUSIONS The culvert is in satisfactory condition with no defects of structural concern at

this time. The spalls in the bottom of the top slab at the construction joint should be

repaired to limit further deterioration. There is moderate concrete deterioration on the northeast and southeast

wingwalls. The condition does not pose a threat to the adjacent slope or above roadway at this time.

The cracks in the HMA pavement should be sealed to reduce water and salt penetration.

This structure is adequate for legal loads and for the Kane County Routine Permit Vehicles evaluated in the load rating analysis.

The headwall on the east side, the guardrail on top of the culvert on the west side and the guardrail end at the southeast end do not meet current IDOT policy guidelines for crash tested rails.

RECOMMENDATIONS Short Term (1 – 4 Years) Clean corroded reinforcement and repair concrete spalls at construction joint

and headwalls. Add riprap to the area of runoff erosion behind the southwest wingwall. Consider installing bridge rails that are crash tested in accordance with current

IDOT policies. Consider installing a Type 1 Special crash tested guardrail end at the southeast

guardrail end. Long Term (5 – 10 Years) None at this time.



APPENDICES

Appendix A Bridge Inspection Report Appendix B IDOT Master Structure Report Appendix C Structure Sketches Appendix D Structure Photos Appendix E Cost Estimates Appendix F Structure Rating

Randall Road over Mill Creek Tributary Structure No. 045-5009

March 20, 2014

APPENDIX A

BRIDGE INSPECTION REPORT

Routine Inspection Report

SN: 045‐5009 District: 1 Spans: 2 Appr. Spans: Skew: Truck Pct:

ADT Un: Maint. Co: Twsp: Status:

Facility Carried: Feature Crossed:

Location: Municipality: Team/Sub Section: Insp/Rte:

Bridge Name: Material & Type:

Insp. Intervals Routine Fracture Critical: Underwater: Special: Element Level:

90‐ Inspection Date: 90C ‐ Temp. (°F): 90B1‐ In Depth:

Is Delinquent: Reason:

90A ‐ Agency Program Manager: 90A3‐ Consultant Program Manager:

90A1‐ Team Leader: 90A2‐ Inspector:

90B‐ Inspection Remarks:

Resources

Time to Inspect (H:M): Traffic Control: N Boat Waders: Y Y Snooper: N N

Ladder: N N Manlift: N N Bucket Truck: N Other:

Inspector's AppraisalsPrev New

58 ‐ Deck Condition: N N

59 ‐ Superstructure Cond: N N

1/19

00024

Previous

Inspections

N

3

Geneva Open ‐ No Restrictions

0

Kane

ADT: 329000°

2:000:45 N N N

3/20/2014 40

Michael Haas Carolyn Kois

James Hamelka

Mill Creek TributaryRandall Road

0.2 mi. S of Fabyan Parkway

Comments

2012 ‐ Top slab has a 10"x4' spall in the N barrel, 20' from the west end. Multiple open cracks in top slab of both barrels.

Printed 6/4/2014 1 BBS BIR (03/04/14)

59 ‐ Superstructure Cond: N N

60 ‐ Substructure Cond: N N

62 ‐ Culvert Condition: 6 6

61 ‐ Channel Condition: 8 8

71 ‐ Waterway Adequacy: 8 8

72 ‐ Approach Rdwy Align: 8 8

111 ‐ Pier Navig Protection: N N

90B ‐ Inspection Remarks

Silt accumulation up to 6" in barrels.

Significant spalling with exposed rebar along widening construction joint 20' from the

west end. Several transverse cracks with efflorescence.

Printed 6/4/2014 1 BBS BIR (03/04/14)

Routine Inspection Report Structure Number:

Additional Inspection DataPrev New

36A ‐ Bridge Railing Adequacy: 2 2 Rail Types:Prev New Prev New Prev New

Approach Guardrail Adequacy: 36B ‐ Transitions: 3 2 3 3 36D ‐ Ends: 3 2

Prev New Prev New Prev New

108A ‐ Wearing Surface Type: 108B ‐ Type of Membrane: F N 108C ‐ Deck Protection: J N

108D ‐ Total Deck Thickness (In.):

Prev New

59A ‐ Paint Date (Mo/Yr):

59B ‐ Paint Type Color: Fascia ‐ ; Inter. ‐ ; Railing ‐

59C ‐ Utilities Attached:

Prev New

70A2 ‐ Single Unit Vehicles Tons

70B2 ‐ Combination Type 3S‐1 (3 or 4 axles): Tons

70C2 ‐ Combination Type 3S‐2 (5 or more axles): Tons

70D2 ‐ One Truck at a Time

Joint Openings (In.):

90B ‐ Inspection Remarks Continued:

NG

0.0 N

N/A

045‐5009

Weight Limit Posting

Concrete Headwall ‐ East; Guardrail ‐ West

_______ _________ _________

N‐N‐N N‐N‐N

36C ‐ Guardrail:

Printed 6/4/2014 2 BBS BIR (03/04/14)

Signature Date

Inspection Team Leader:

Consultant Program Manager:

Agency Program Manager:

3/20/2014

3/20/2014

Printed 6/4/2014 2 BBS BIR (03/04/14)


March 20, 2014

APPENDIX B

IDOT MASTER STRUCTURE REPORT

Structure Number: 045-5009 District: 1

Inventory DataFacility Carried: RANDALL RD Bridge Name: Sufficiency Rating: 87.7 Structure Length: 22.0Feature Crossed: MILL CREEK TRIB. Location: 0.2 MI S FABYAN PKWY HBP Eligible: No AASHTO Bridge Length: 20.8Bridge Remarks: Replaced By: - Length of Long Span: 10.0Bridge Status: 1 OPEN - NO RESTRICT Status Date: 04/1988 Replaces: - Bridge Roadway Width: 68.0Status Remarks: Last Update Date: 07/05/2012 Appr Roadway Width: 78.0Maint County: 045 KANE Maint Township: 09 GENEVA Parallel Structure: None Deck Width: 70.0Maint Responsibility: 03 COUNTY Multi-Level Structure Nbr: Sidewalk Width Right: 0.0Service On/Under: 1 HIGHWAY 5 / WATERWAY Skew Direction: N None Sidewalk Width Left: 0.0Reporting Agency: 3 COUNTY Skew Angle: 0 D 0 M 0 S Navigation Control: 0 NoMain Span Matl/Type: 1 CONCRETE / 19 CULVERT Structure Flared: No Navigation Horiz Clear: 0Nbr Of Main Spans: 2 Nbr Of Approach Spans: 0 Historical Significance: No Navigation Vert Clear: 0***Approaches*** Border Bridge State: Culvert Fill Depth: 1.5Near #1 Matl/Type: / Bdr State SN: Number Culvert Cells: 2Near #2 Matl/Type: / Bdr State % Responsibility: 0 Culvert Opening Area: 100.0Far #1 Matl/Type: / Structural Steel Wt 0 Culvert Cell Height: 5.00Far #2 Matl/Type: / Substructure Material: NN Culvert Cell Width: 10.00Median Width/Type: 0 Ft. / 0 None Rated By: N N/A Rate Method: DGuardrail Type L/R: 0None / 0 None Inventory Rating: 1.000(36) Load Rating Date: 01/01/1900 Railroad Crossing InfoToll Facility Indicator: 0 No Toll Operating Rating: 1.365(49) Crossing 1 Nbr:Latitude: 41 D 51 M 42.3 S Longitude: 88 D 20 M 25.6 S Design Load: 02 HS20 Crossing 1 Nbr:Deck Structure Type: N N/A Deck Structure Thickness: 0 SD: N FO: N RR Lateral Underclear: 0.0Sidewalks Under Structure: 0 None RR Vertical Underclear: 0 Ft 0 In

Key Route On DataKey Route Nbr: FEDERAL-AID PRIMARY 0336 Station: 20.3000Appurtenances Main Route 00000 Segment:Inventory County: 045 KANE Linked: YTownship/Road Dist 09 GENEVA Natl. Hwy System: On NHSMunicipality 0355 BATAVIA Inventory Direction:Urban Area: 1051 1051 Curr AADT Yr/Count: 2010 / 32900

Functional Class: 3 OTHER PRINCIPAL ARTERIAL Est Truck Percentage: 3** CLEARANCES ** South/East North/West Number Of Lanes: 4Max Rdwy Width: 0.0 One Or Two Way: 2 Two-WayHorizontal: 68.0 0.0 Bypass Length: 5

Future AADT Yr/Cnt: 2032 / 41980

Designated Truck Rte: NONELateral: Special Systems: Yes

Key Route Under Data Station:

Segment: Linked: Natl. Hwy System:

Inventory Direction:Curr AADT Yr/Count: /

Est Truck Percentage:South/East North/West Number Of Lanes:

One Or Two Way:Bypass Length:Future AADT Yr/Cnt: /Designated Truck Rte: Special Systems:

*** Marked Route On Data ***Designation Kind Number

Route #1: 1 Mainline 8 OtherRoute #2: 1 MainlineRoute #3: 1 Mainline

*** Marked Route Under Data ***Designation Kind Number

Illinois Department of TransportationStructures Information Management System

Structure Summary Report

Date: 03/26/2014

1Page:

Structure Number: 045-5009 District: 1

Data Related to Inspection Information*** Inspection Intervals *** *** Maximum Allowable Posting Limits *** Bridge Posting Level:

Routine NBIS: 24 MOS Underwater: 0 MOS One Truck At A Time: 0 Combination Type 3S-1: Tons 5 No Posting Required

Special: N Single Unit Vehicles: Tons Combination Type 3S-2 Tons

Inspection/Appraisal InformationInspection Date: 03/05/2012 Inspection Temperature: 35Deg. F

Deck: N NOT APPLICABLE

Superstructure: N NOT APPLICABLE

Substructure: N NOT APPLICABLE

Culvert: 6 SATISFACTORY CONDITION - MINOR DETERIORATION

Channel and Protection: 8 VERY GOOD CONDITION - NO PROBLEMS NOTED

Structural Evaluation: 6 EQUAL TO PRESENT MINIMUM CRITERIA

Deck Geometry: 9 SUPERIOR TO PRESENT DESIRABLE CRITERIA

Underclearance-Vert/Lat.: N NOT APPLICABLE

Waterway Adequacy: 8 EQUAL TO PRESENT DESIRABLE CRITERIA

Approach Roadway Align: 8 EQUAL TO PRESENT DESIRABLE CRITERIA

Bridge Railing Appraisal: 2 Doesn't Meet Standards

Approach Guardrail: 333 Acceptable Acceptable Acceptable

Pier Navig Protection: N N/A

** Actual Posted Limits **Single Unit Vehicles: TonsCombination Type 3S-1: TonsCombination Type 3S-2: TonsOne Truck At A Time: 0

Deck Wearing Surf: G BITUMINOUS OVERLAY Last Paint Type:Deck Membrane: F NONE Deck Protection: J NONE Total Deck Thick: 0.0 Last Paint Date:

Underwater Inspection/Appraisal Information

Inspection Date: Inspection Category:Temperature: Inspection Method:

Appraisal Rating:

Scour Critical Information MiscellaneousRating: 8 CALCULATED SCOUR ABOVE FOOTING Evaluation Method: B Rational AnalysisAnalysis Date: 04/10/2006 Microfilm Data Recorded: No

Construction Information Waterway InformationYear: 1979 Original Reconstructed Flood Design Frequency: YRS Drainage Area: AcreRoute: CH 34 Sta: 152+50 Sta: Flood Design Q (CFS):Section Nbr: 78-00203-01-WR Flood Design Nat H W E: Flood Base Q (CFS):Contract Nbr: Flood Des Open Prop: SF Flood Base Nat H W E:Fed Aid Pr#: 00000000000000Built By: 3 COUNTY AGENCY

Illinois Department of TransportationStructures Information Management System

Structure Summary Report

Date: 03/26/2014

2Page:


March 20, 2014

APPENDIX C

STRUCTURE SKETCHES

SHEET 1 OF 1PROJECT NO. 8319

DRAWN BY: PRH

ILLINOIS PROFESSIONAL DESIGN FIRM LICENSE NO. 184-000993

www.collinsengr.com

(312) 704-9300

Chicago, Il. 60606

Suite 900

123 North Wacker Drive

KANE COUNTY DIVISION OF TRANSPORTATION

CHECKED BY: MAH

GENERAL PLAN AND ELEVATION

MARCH 20, 2014

DATE:

STRUCTURE NUMBER: 045-5009

KANE COUNTY

TRIB. OF MILL CREEK

RANDALL ROAD / F.A.P. 336 OVER A

N

N

T.

39

N.Structure No.

045-5009

PLAN

ELEVATIONLooking NorthLooking North

Shoulder Shoulder

9’-

8’’

2’-

5’’

12’’

12’’

9’’

Steel Plate

Beam Guardrail

20’-0" Culvert Extension

9’’

2’-

0’’

12

’’

70’-0’’ Original Culvert

90’-0’’

Top/Water

Roadway

Soil

10’ x 5’ Double

Box Culvert

Barrel Concrete

5’-

0’’

12’’

1’-8’’

Concrete Parapet

2’-9�’’

Var.

2’-

3’’

to 2’-

4�’’

LOCATION SKETCH

Concrete Parapet

Top/Water

5’-

0’’ 10’-0’’

6’-

10�’’

9’’

(Typ.)

9’-0’’

(Typ.)

9’’

(Typ.)

Steel Plate

Flow

Flow

12’’

45°

Steel Plate

8’’

8’’

8’’

10’-

0’’

10’-

0’’

~ Roadway

North

bound

North

bound Steel Plate

12’’

Concrete Dam

Concrete Parapet

Steel Plate

South

bound

South

bound

Minor rail impact

Map cracking

in wing

top of wing

Crack in headwall

Full Depth

R. 8 E. , 3rd. P.M.

EAST END SECTION

5’x6’’ Delamination SP

22’6’3’

20’

20’

4’

CC, RS, LE

LE

CC, RS,

LE

CC, RS,

14’’ Delamination

3’x6’’ spall

6’’x6’’ Delamination

6’’x6’’ Delamination

5’-0"12’-0"

C0 C0

Joint

Construction

2’

5’-0"

83’-0" Face to Face

22’-0’’ Back to Back of Abutments Steel Plate

(Typ.)Beam Guardrail

3’’x6’’ Drain (Typ)

Length = 140’

Beam Guardrail

Length = 215’

Beam Guardrail

Length = 135’

Beam Guardrail

Length = 90’

Beam Guardrail

3’’x6’’ Drain (Typ)

22’-

0’’

Back to

Back of

Abutm

ents

1’

3’’x6’’ Drain (Typ.)

Culvert walls

1’} SP, RF at

at Culvert wall

2’x2’ SP, RF

due to water runoff.

2’ Deep x 2’ Wide,

along wingwall,

Area of ersosion

LEGEND

SP =

RS =

RP =

RF =

PS =

PD =

LE =

DL =

CC =

CO =

Spall

Rust Staining

Repair

Reinforcement

Prestressed Strand

Plugged Drain Hole

Leaching

Delamination

Crack - Closed

Crack - Open

WL =

EF =

SS =

Crack

Spalls

Delamination

Water Leakage

Efflorescence

Shear Stirrup


APPENDIX D

STRUCTURE PHOTOS


Appendix D | Page 1

Photo No. 1

East Elevation, looking Northwest

Photo No. 2

West Elevation, looking Southeast


Appendix D | Page 2

Photo No. 3

Typical Approach Roadway (North Shown), looking East

Photo No. 4

Cracking at Lane Lines and Transverse Cracking South of Culvert, looking West


Appendix D | Page 3

Photo No. 5

Spalling below the Deck Drain (South Barrel, West Fascia Shown), looking East

Photo No. 6

Spalling below the Deck Drain (South Barrel, East Fascia Shown), looking West


Appendix D | Page 4

Photo No. 7

Typical East End Deck Drain, looking East

Photo No. 8

East Culvert Headwall, looking Northeast


Appendix D | Page 5

Photo No. 9

Roadway on Top of Culvert, looking East

Photo No. 10

Typical Soffit Condition (South Barrel Shown), looking East


Appendix D | Page 6

Photo No. 11

Typical Transverse Cracks in the Soffit (South Barrel Shown), looking South

Photo No. 12

Spall at the North Barrel Construction Joint, looking North


Appendix D | Page 7

Photo No. 13

South Barrel Construction Joint, looking North

Photo No. 14

Typical Culvert Wall (South Barrel South Wall Shown), looking Southeast


Appendix D | Page 8

Photo No. 15

Typical Hairline Crack in Culvert Wall, looking North

Photo No. 16

Crack up to 1/16 in. 40 ft. From the East End of the South Wall, looking South


Appendix D | Page 9

Photo No. 17

Construction Joint at the North Wall of the North Barrel, looking North

Photo No. 18

Construction Joint at the South Wall of the South Barrel, looking South


Appendix D | Page 10

Photo No. 19

Spalling at Northeast Wingwall, looking North

Photo No. 20

Downstream Channel View, looking East



Photo No. 21

Upstream Channel View, looking West

Photo No. 22

Southwest Guardrail End, looking Northwest



Photo No. 23

Sign, looking North


March 20, 2014

APPENDIX E

COST ESTIMATES

Randall Road over Mill Creek Tributary______________________________________Structure No. 045-5009March 20, 2014

Item Unit Quantity Unit Price Total

Structural Repair of Concrete (depth > 5'') Sq. Ft. 4 $250 $1,000Structural Repair of Concrete (depth < 5'') Sq. Ft. 12 $150 $1,800Bituminous Crack Sealer Foot 154 $20 $3,080Stone Riprap Ton 5 $400 $2,000Bridge Rail Replacement Ft. 44 $175 $7,700Guardrail End Sections Each 1 $2,500 $2,500Traffic Control and Protection L Sum 1 $1,800 $1,800

Subtotal $19,880

10% Contingency $1,98810% Mobilization $1,988

$23,856The total cost of the short term recommended repairs

Short Term Recommended Repairs

Cost Estimate

____________________________________________________________________________________Appendix E │Page 1


March 20, 2014

APPENDIX F

STRUCTURE RATING

Randall Road over Mill Creek Tributary Structure No. 045-5009March 20, 2014

Structure Rating Summary DMM 4/11/2014CEK 6/17/2014

Cast-in-place double box culvertLFR METHOD

RF HSHS-20 Inventory 0.720 14.4HS-20 Operating 1.202 24.0

Illinois Posting Vehicle (Operating Level)

RF1.8271.8271.615

Kane County Special Permit Vehicle (Operating Level)

RF1.0031.0031.0031.169

AASHTO Notional Truck (Operating Level)

RF1.538

Recommended Bridge Posting

Single Unit3 or 4 axles5 or more axles

Bridge posting not required

Recommended Kane County Special Permit Vehicle Limitations

KC-1 170 KipsKC-2 165 KipsKC-3 140 KipsKC-4 115 Kips

Current IDOT S-107 Bridge Posting Level: 5 No Posting RequiredRecommended Bridge Posting Level: No change recommended

Gross Weight (Tons)25.943.2

Gross Weight (Tons)Single Unit 30.23 or 4 axles 53.4

Load Rating PerformedLoad Rating Checked

AASHTO Notional 61.5

5 or more axles 65.7

Gross Weight (Kips)KC-1 170.5KC-2 165.4KC-3 140.4KC-4 134.4

Gross Weight (Tons)

Structure is adequate for all Kane County Routine Permit Vehicles

------

Gross Vehicle Weight

045-5009 CIP Culvert Summary

Collins Engineers, Inc. Appendix F │Page 1


Structure Rating Calculations Load Rating Performed DMM 4/11/2014Load Rating Checked CEK 6/17/2014

Cast-in-place double box culvert Top Slab Geometry:Positive Moment LFR METHOD cl opening at Rt L 10.000 ft

wall thickness 8.000 inCulvert: skew angle 0.000 deg

Span Length 10.00 Ft fill+road thickness 1.250 ftWS/roadway Thickness 6.00 In fill only 9.00 inF'c 3.50 ksi Factors:Fy 40.00 ksi Impact 0.200 3.8.2Ec 3,372 ksi E 4.60 (3.24.3.2 if fill <2ft)Es 29,000 ksi 1/E 0.217 wheel per footn 9 1/(2E) 0.109 axle per footRail / Parapet 0.084 k/Ft d 9.06 inDeck Width for Rail 22.00 Ft

Moment Capacity: AASHTO 8.16.3Slab Properties: b 12 in

Slab Depth 11.00 in As 0.70 in2% Reinf Area Reduction 27.2 % * a 0.78 inSection Width 12 in C = φ Mn 18.2 k-FtBeam Area 132 in2 β1 0.85 8.16.2.7Beam Weight 0.138 k/Ft ρ 0.0064 As/bdMoment of Inertia, I 1331 in4 ρ b 0.0433 (8-18)Section Modulus, S 242 in3 .75 ρ b 0.0325 OK

*Reinforcement reduction for 1' wide spall at construction joint. The 2 bars in the spall are discounted and the percentage reduction is based on the distribution width for the wheel load.

Reinforcement: Shear Capacity: AASHTO 8.16.6At Area No. of stirrup legs 0.00

Spacing # of Bars per foot Bar Size In In2 Bar Size 0.007.500 1.60 7 1.94 0.96 Spacing, s 0.00 in

0 0.00 0.00 Av 0.00 in2 (8-17) 0 0.00 0.00 Av 0.00 in2 (8 17)0 0.00 0.00 Fy 40.00 ksi (8-16)

C.G. 1.94 In Vs 0.00 k (8-53)Vs Limit 51.47 k 8.16.6.3.9

Dead Load: Vs Used 0.00 kSlab 0.138 k/Ft Vc 12.87 k (8-49)Wearing Surface 0.075 k/Ft C = φ Vn 10.94 k (8-47)Rail / Parapet 0.008 k/Ft

Total DL 0.220 k/Ft Final Capacities:ϕ Mn 18.22 k-Ft

Fill 0.090 k/Ft % Cap. Reduction 0.00 %C = φ Mn 18.22 k-Ft

Moment Loads:D = Dead Load 1.75 k-Ft /ft STAAD results MOMENT SHEARE = Fill 0.72 k-Ft /ft HS20 OR LANE = 71.2 32.0Live Load HS20 71.20 k-Ft (truck)L = LL+Imp distrib 9.29 k-Ft /ft

RF = (C -A1*D-A3*E)/Shear Loads: (@ distance d from face of support) (A2*L*(1+I))

D = Dead Load 1.21 k / ftE = Fill 0.49 k / ft A1 = 1.5Live Load HS20 32.00 k (truck) A2 = 2.17 (Inventory)L = Live Load 4.17 k / ft A2 = 1.3 (Operating)

Live Load Shear and Moment taken from STAAD analysis A3 = 1.5 (vert earth load)

045-5009 CIP CulvertPos. Moment




2 Continuous Span Reinforced Concrete Slab RatingRating Factor

C D L RF HS Gross TonsM Inventory 18.22 1.75 9.29 0.720 14.40 25.92M Operating 18.22 1.75 9.29 1.202 24.04 43.27V Inventory 10.94 1.21 4.17 0.925 18.51 33.31V Operating 10.94 1.21 4.17 1.545 30.89 55.60

slabs rated for bending moment per AASHTO Article 3.24.3 shall be considered satisfactory in shear for HS-20 (AASHTO 3.24.4)Rating Factor: RF HS

Inventory 0.720 14.40 < 1 If Inventory RF is below 1.00 then the Operating 1.202 24.04 Legal Load Rating should be performed

Illinois Posting Vehicles:Single Unit STAAD RESULTS

*Type 2 - 15.75 Tons C D L RF TonsM Inventory 18.22 1.75 5.80 1.152 18.15 MOMENT (k-M Operating 18.22 1.75 5.80 1.923 30.29 44.5V Inventory 10.94 1.21 2.61 1.480 23.32 SHEAR (k)V Operating 10.94 1.21 2.61 2.471 38.92 20

*Type 3 - 22 Tons C D L RF TonsM Inventory 18.22 1.75 5.97 1.120 24.64 MOMENT (k-M Operating 18.22 1.75 5.97 1.869 41.13 45.78V Inventory 10.94 1.21 3.53 1.094 24.07 SHEAR (k)V Operating 10.94 1.21 3.53 1.827 40.18 27.06

Semi-Trailers*Type 3-S1 - 29.25 Tons C D L RF TonsM Inventory 18.22 1.75 5.97 1.120 32.76 MOMENT (k-M Operating 18.22 1.75 5.97 1.869 54.68 45.78V Inventory 10.94 1.21 3.53 1.094 32.01 SHEAR (k)V Operating 10.94 1.21 3.53 1.827 53.43 27.06

*Type 3-S2 - 40.75 Tons C D L RF Tons

E0.72

E0.72

0.490.490.720.72

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Type 3 S2 40.75 Tons C D L RF TonsM Inventory 18.22 1.75 6.76 0.990 40.34 MOMENT (k-M Operating 18.22 1.75 6.76 1.653 67.34 51.79V Inventory 10.94 1.21 3.99 0.967 39.42 SHEAR (k)V Operating 10.94 1.21 3.99 1.615 65.80 30.61

*Type 3-S2 - 40 Tons C D L RF TonsM Inventory 18.22 1.75 6.34 1.054 42.16 MOMENT (k-M Operating 18.22 1.75 6.34 1.760 70.38 48.64V Inventory 10.94 1.21 3.75 1.030 41.20 SHEAR (k)V Operating 10.94 1.21 3.75 1.719 68.77 28.75

Postings: (Operating Level) RF OPERATING Tons Recommended PostingSingle Unit Type 2 1.923 30.29 Single Unit --

Type 3 1.827 40.18 3 or 4 axles -- Semi-Trailers Type 3-S1 1.827 53.43 5 or more axles --

Type 3-S2 1.615 65.80Type 3-S2 1.719 68.77

** Structures less then a rating of 3 Tons should be closed to traffic.Operating = Absolute maximum permissible load level

E

0.49

E0.720.720.490.49

0.720.720.49

If Operating RF is below 1.00 for any legal vehicle the structure should be posted with the maximum weight for that axle configuration. Refer to page 1 for summary of controlling ratings and recommended postings.





Kane County Special Permit Vehicles Distribution Factor = 0.109 axle per 1ft

Type KC 1 - 170,000 lb C D L RF KipsM Inventory 18.22 1.75 10.25 0.652 110.91 MOMENT (k-M Operating 18.22 1.75 10.25 1.089 185.13 78.59V Inventory 10.94 1.21 6.43 0.601 102.10 SHEAR (k)V Operating 10.94 1.21 6.43 1.003 170.43 49.3




Type AASHTO Notional Truck- 80K C D L RF TonsM Inventory 18.22 1.75 6.06 1.103 44.11 MOMENT (k-M Operating 18.22 1.75 6.06 1.841 73.64 46.49V Inventory 10.94 1.21 4.19 0.922 36.86 SHEAR (k)V Operating 10.94 1.21 4.19 1.538 61.53 32.13

0.490.49

E0.720.720.490.49

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0.490.49

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E

0.72

0.720.720.490.49

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0.72

V Operating 10.94 1.21 4.19 1.538 61.53 32.13

Permit Vehicles RF Gross OPERATING Weight

Type KC 1 - 170,000 lb 1.003 KipsType KC 2 - 165,000 lb 1.003 KipsType KC 3 - 140,000 lb 1.003 KipsType KC 4 - 115,000 lb 1.169 Kips

Type AASHTO Notional Truck- 80K 1.538 Tons

Gross Weight indicates the maximum permissible weight for each permit vehicle.

0.49

61.5

170.4165.4140.4134.4

If Operating RF is below 1.00 for any permit vehicle, weight restrictions for that vehicle type should be implemented. Refer to sheet 1 for summary of controlling ratings and recommended limits for gross vehicle weight.





Codes Used:1: Standard Specifications for Highway Bridges, 17th Ed. - AASHTO2: Manual for Bridge Evaluation, 2nd Ed. With 2013 Interim Revisions - AASHTO3: Structural Services Manual, Section 4, Feb. 2013 - IDOT





Geometry:Cast-in-place double box culvert Top Slab cl opening at Rt L 10.00 ft

Negative Moment LFR METHOD wall thickness 8.00 inCulvert: skew angle 0.00 deg

Span Length 10.00 Ft fill+road thickness 1.25 ftWS/roadway Thickness 6.00 In fill only 9.00 inF'c 3.50 ksi Factors:Fy 40.00 ksi Impact 0.200Ec 3,372 ksi E 4.60 (3.24.3.2 if fill <2ft)Es 29,000 ksi 1/E 0.217 wheel per footn 9 1/(2E) 0.109 axle per footRail / Parapet 0.08 k/Ft d 9.06 inDeck Width for Rail 22.00 Ft

Moment Capacity: AASHTO 8.16.3Slab Properties: b 12 in

Slab Depth 11.00 in As 0.96 in2% Reinf Area Reduction 0.00 % a 1.08 inSection Width 12 in C = φ Mn 24.6 k-FtBeam Area 132 in2 β1 0.85 8.16.2.7Beam Weight 0.138 k/Ft ρ 0.0088 As/bdMoment of Inertia, I 1331 in4 ρ b 0.0433 (8-18)Section Modulus, S 242 in3 .75 ρ b 0.0325 OK

Reinforcement: Shear Capacity: AASHTO 8.16.6At Area No. of stirrup legs 0.00

Spacing # of Bars per foot Bar Size In In2 Bar Size 0.007.500 1.60 7 1.94 0.96 Spacing, s 0.00 in

0 0.00 0.00 Av 0.00 in2 (8-17)0 0.00 0.00 Fy 40.00 ksi (8-16)

C.G. 1.94 In Vs 0.00 k (8-53)Vs Limit 51.47 k 8.16.6.3.9

D d L d V U d 0 00 kDead Load: Vs Used 0.00 kSlab 0.138 k/Ft Vc 12.87 k (8-49)Wearing Surface 0.075 k/Ft C = φ Vn 10.94 k (8-47)Rail / Parapet 0.008 k/Ft

Total DL 0.220 k/Ft Final Capacities:ϕ Mn 24.60 k-Ft

Fill 0.090 k/Ft % Cap. Reduction 0.00 %C = φ Mn 24.60 k-Ft

Moment Loads:D = Dead Load 3.13 k-Ft /ft STAAD results MOMENT SHEARE = Fill 1.28 k-Ft /ft HS20 OR LANE = 45.1 32.0Live Load HS20 45.13 k-Ft (truck)L = LL+Imp distrib 5.89 k-Ft /ft

RF = (C -A1*D-A3*E)/Shear Loads: (@ distance d from face of support) (A2*L*(1+I))

D = Dead Load 1.21 k / ftE = Fill 0.49 k / ft A1 = 1.5Live Load HS20 32.00 k (truck) A2 = 2.17 (Inventory)L = Live Load 4.17 k / ft A2 = 1.3 (Operating)

Live Load Shear and Moment taken from STAAD analysis A3 = 1.5 (vert earth load)

045-5009 CIP Culvert Neg. Moment




2 Continuous Span Reinforced Concrete Slab RatingRating Factor

C D L RF HS Gross TonsM Inventory 24.60 3.13 5.89 1.408 28.16 50.68M Operating 24.60 3.13 5.89 2.350 47.00 84.60V Inventory 10.94 1.21 4.17 0.925 18.51 33.31V Operating 10.94 1.21 4.17 1.545 30.89 55.60

slabs rated for bending moment per AASHTO Article 3.24.3 shall be considered satisfactory in shear for HS-20 (AASHTO 3.24.4)Rating Factor: RF HS

Inventory 1.408 28.16 If Inventory RF is below 1.00 then the Operating 2.350 47.00 Legal Load Rating should be performed

Illinois Posting Vehicles:Single Unit STAAD RESULTS

*Type 2 - 15.75 Tons C D L RF TonsM Inventory 24.60 3.13 2.70 3.067 48.30 MOMENT (k-M Operating 24.60 3.13 2.70 5.119 80.62 20.72V Inventory 10.94 1.21 2.61 1.480 23.32 SHEAR (k)V Operating 10.94 1.21 2.61 2.471 38.92 20

*Type 3 - 22 Tons C D L RF TonsM Inventory 24.60 3.13 3.92 2.112 46.47 MOMENT (k-M Operating 24.60 3.13 3.92 3.526 77.57 30.08V Inventory 10.94 1.21 3.53 1.094 24.07 SHEAR (k)V Operating 10.94 1.21 3.53 1.827 40.18 27.06

Semi-Trailers*Type 3-S1 - 29.25 Tons C D L RF TonsM Inventory 24.60 3.13 4.12 2.014 58.91 MOMENT (k-M Operating 24.60 3.13 4.12 3.362 98.33 31.55V Inventory 10.94 1.21 3.53 1.094 32.01 SHEAR (k)V Operating 10.94 1.21 3.53 1.827 53.43 27.06

*Type 3-S2 - 40.75 Tons C D L RF TonsM I 24 60 3 13 4 75 1 746 71 13 MOMENT (k

1.281.280.490.49

E1.28

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E1 28M Inventory 24.60 3.13 4.75 1.746 71.13 MOMENT (k-

M Operating 24.60 3.13 4.75 2.914 118.73 36.4V Inventory 10.94 1.21 3.99 0.967 39.42 SHEAR (k)V Operating 10.94 1.21 3.99 1.615 65.80 30.61

*Type 3-S2 - 40 Tons C D L RF TonsM Inventory 24.60 3.13 4.41 1.881 75.24 MOMENT (k-M Operating 24.60 3.13 4.41 3.140 125.59 33.78V Inventory 10.94 1.21 3.75 1.030 41.20 SHEAR (k)V Operating 10.94 1.21 3.75 1.719 68.77 28.75

Postings: (Operating Level) RF OPERATING Tons Recommended PostingSingle Unit Type 2 2.471 38.92 Single Unit --

Type 3 1.827 40.18 3 or 4 axles -- Semi-Trailers Type 3-S1 1.827 53.43 5 or more axles --

Type 3-S2 1.615 65.80Type 3-S2 1.719 68.77

** Structures less then a rating of 3 Tons should be closed to traffic.Operating = Absolute maximum permissible load level

E1.281.280.490.49

1.281.280.490.49

If Operating RF is below 1.00 for any legal vehicle the structure should be posted with the maximum weight for that axle configuration. Refer to page 1 for summary of controlling ratings and recommended postings.





Kane County Special Permit Vehicles Distribution Factor = 0.109 axle per 1ft





Type AASHTO Notional Truck- 80K C D L RF TonsM Inventory 24.60 3.13 5.38 1.540 61.61 MOMENT (k-M Operating 24.60 3.13 5.38 2.571 102.85 41.25V Inventory 10.94 1.21 4.19 0.922 36.86 SHEAR (k)V Operating 10.94 1.21 4.19 1.538 61.53 32.13

1.281.280.490.49

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Permit Vehicles RF Gross OPERATING Weight

Type KC 1 - 170,000 lb 1.003 KipsType KC 2 - 165,000 lb 1.003 KipsType KC 3 - 140,000 lb 1.003 KipsType KC 4 - 115,000 lb 1.169 Kips

Type AASHTO Notional Truck- 80K 1.538 Tons

Gross Weight indicates the maximum permissible weight for each permit vehicle.

If Operating RF is below 1.00 for any permit vehicle, weight restrictions for that vehicle type should be implemented. Refer to sheet 1 for summary of controlling ratings and recommended limits for gross vehicle weight.

170.4165.4140.4134.4

61.5





Codes Used:1: Standard Specifications for Highway Bridges, 17th Ed. - AASHTO2: Manual for Bridge Evaluation, 2nd Ed. With 2013 Interim Revisions - AASHTO3: Structural Services Manual, Section 4, Feb. 2013 - IDOT



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