request for statement of interest (soi) structure inspections...1) idot bridge inspection report,...

2015 QBS Request for Statement of Interest (SOI)

2016 Structure Inspections Section Number 15-00459-00-EG

The Kane County Division of Transportation is in need of professional services from a qualified engineering firm to provide engineering services as detailed in the attached preliminary scope of work. At this time the County anticipates starting this work in early 2016 with approximately 12 months to complete the work. At the County’s discretion, the County may pursue a 2017 inspection contract and a 2018 inspection contract, without again advertising the work. The Statement of Interest shall be limited to 2 pages, must be submitted electronically via KDOT QBS no later than 4:30 pm on October 30, 2015, and should be addressed to Michael Zakosek, Chief of Design. If you plan to enter into a joint venture with another firm for this project please note this on your Statement of Interest, including the name of the firm you are entering into a joint venture with for this project. The Short-listed firms will be posted on our Consultant Selection Summary Table website at http://www.co.kane.il.us/dot/SOISummary.aspx. Firms interested in providing services to Kane County are hereby notified of the Kane County’s Ethics Ordinance No. 10-206, in particular, Section 10, page 15. Only the firm that is ultimately selected for these professional services will be required to provide the Ethic Ordinance information directly to the Kane County Division of Transportation as part of the consultant services agreement. The complete Ethics Ordinance No. 10-206 document is available online at the following link Kane County Ethics Ordinance. For more information regarding the 2-page SOI, such as content and format of these items, please reference the QBS document found at: KDOT QBS - Professional Services Procurement Process. A Statement of Interest (SOI) received after the above noted deadline will not be used as part of the consultant selection process.

http://www.co.kane.il.us/dot/SOISummary.aspx

https://www.google.com/url?q=http://www.countyofkane.org/Documents/Department%2520of%2520Human%2520Resources%2520Management/Ethics%2520Ordinance.pdf&sa=U&ei=jHpLVc_-FombNunygMAC&ved=0CAsQFjAD&client=internal-uds-cse&usg=AFQjCNGhhMr32ehBjZQtBfcSswU4n19MeQ

http://www.co.kane.il.us/dot/consultant/selectionProcess.pdf

http://www.co.kane.il.us/dot/consultant/selectionProcess.pdf

SCOPE OF SERVICES

2016 STRUCTURE SAFETY INSPECTIONS A. History The Surface Transportation Assistance Act of 1978 required that all public bridges over 20 feet in length be inspected and inventoried in accordance with the National Bridge Inspection Standards by December 31, 1980. In October 1988, NBIS was modified to require special inspections of fracture critical details and underwater features of bridges. Since then, changes have been made to address increased focus on scour inspections, timely reporting, inspector qualification, and other issues. Qualified personnel must typically inspect bridges every two years and have their findings submitted to IDOT for inclusion in the state and national databases. B. Qualifications The Consultant shall provided personnel qualified to perform the bridge inspections. An IDOT approved Team Leader shall supervise, in the field, all inspection activities. The Consultant shall also supply an IDOT approved staff member to act as Program Manager for all inspections. The Consultant shall also provide a structural engineer registered in the State of Illinois to review any bridges that are determined to be structurally deficient on an as needed basis. The Consultant shall provide staff trained in the use of Cartegraph BRIDGEview software to maintain the existing County structure database. The Consultant shall provide the specific qualifications for all members on the inspection team, and for all related work.

C. Scope of Work The Consultant shall inspect all structures necessary, in accordance with the National Bridge Inspection Standards and the Illinois Department of Transportation Structure Information and Procedure Manual.

The Consultant shall submit the following to the County for each major structure inspected:

1) IDOT Bridge Inspection Report, BBS-BIR 2) Bridge Inspection Report Narrative

The Bridge Inspection Report Narrative shall be in a format similar to the attached.

In addition, the consultant will provide a detailed cost estimate for each structure that includes the costs of all repairs mentioned in the report’s recommendations. The Consultant shall also provide a plan of access for inspection of the bridges. It is anticipated that specialized equipment such as snooper trucks or rigging may be required to allow the inspector to closely examine the bridge elements. Generally, the inspector must be within arm’s reach to adequately inspect a bridge element. Safety of the inspector is of extreme importance to the County and is the responsibility of the Consultant. The Consultant is solely responsible for the safety practices and methods used to perform any and all inspections. The consultant shall coordinate all inspections over railroads with the appropriate railroad. Any costs for licenses and permits shall be included in this work. The consultant will provide on-call design services, review services, and inspection services to be billed against the on-call item in the contract. The consultant will assist in any other needs as defined by the county to comply with the requirements of NBIS. D. Schedule The notice to proceed will be issued on approximately January 31, 2016. The project shall be complete by December 31, 2016. m:\dotserverd\users\implementation\consultant selection\2015 qbs\2016 structure inspections\sois\2016 structure inspections preliminary scope2016.doc

123 N. Wacker Drive, Suite 900

Chicago, IL 60606 (312) 704-9300

Routine NBIS Bridge Inspection Report

STRUCTURE NO. 045-3000

West County Line Road / FAS 97 over

Union Drainage Ditch No. 3

April 23, 2014

Prepared For

Kane County Division of Transportation

Prepared By

West County Line Road over Union Drainage Ditch No. 3 Structure No. 045-3000 April 23, 2014

Collins Engineers, Inc. | Page 2

STRUCTURE INVENTORY DATA INSPECTION INFORMATION Date: April 23, 2014 Weather: 42° F, Sunny STRUCTURE INFORMATION Structure Number: 045-3000 District: 1 County: Kane Township: Virgil Feature Carried: West County Line Road / FAS 97 Feature Crossed: Union Drainage Ditch No. 3 Type: Precast prestressed concrete deck beams (27”

Depth) Span Arrangement: Single span (53’-6”) Length: 56’-0½” back-to-back of abutments Width: 36’-4” out-to-out of deck

30’-0” face-to-face of curbs Skew: 15° left forward Abutments: Reinforced concrete closed abutments founded on

spread footings with untreated timber piles Year Constructed: 1964 Year/s Reconstructed: NA ROADWAY INFORMATION ADT (2010): 1950 – IDOT Master Structure Report ADTT (2010): 10% – IDOT Master Structure Report Inventory Rating RF: 0.457 – Collins Engineers, Inc.

1.000 – IDOT Master Structure Report Operating Rating RF: 1.172 – Collins Engineers, Inc.

1.660 – IDOT Master Structure Report Existing Clear Width: 30’-0” Width to Remain in Place: 22’-0” Clear Roadway Bridge Width: 28’-0” INSPECTION HISTORY (NBIS RATINGS) Year Deck Super Sub 2002 6 6 6 2004 6 6 6 2006 6 6 6 2007 6 3 6 2009 3 3 6 2011 3 3 6 2012 3 3 6 2013 3 3 6 2014 3 3 6



STRUCTURE CONDITION FINDINGS APPROACH ROADWAY The HMA approach roadway is in satisfactory condition (see Photo No. 5). No approach slabs are present at the structure. Minor longitudinal and transverse cracking is present along the approach

roadway. Longitudinal cracking is present along the centerline of the approach roadway.

It is typically 1/8 in. wide, but up to 1/2 in. wide in some areas. Diagonal cracking up to 1/4 in. wide is present on the north approach roadway. Transverse cracking is present at the back of both abutments (see Photo No. 6). Minor settlement up to 2 in. is present at the approach roadway behind the

abutments. BRIDGE PARAPET / RAIL The concrete rail with concrete posts is in fair condition (see Photo No. 7). Hairline vertical cracks are present along the rail and posts. An 8 ft. x 6 in. x 1 in. penetration spall with exposed reinforcement is present on

the bottom of the east rail at the north end (see Photo No. 8). A 2 ft. x 6 in spall with 3 in. penetration and a 2 ft. x 6 in. impending spall are

present on the exterior face of the east curb. Longitudinal and transverse cracks up to 1/8 in. wide are present in the concrete

curbs, along with minor staining. The bridge rail is not crash tested and therefore does not meet current IDOT

requirements for this structure. SUPERSTRUCTURE The superstructure is in serious condition. Top of Deck (see Photo No. 9) The 5 in. HMA wearing surface is in fair condition. Transverse and longitudinal cracks up to 1/16 in. wide are present in the

wearing surface. Transverse cracks up to 1/4 in. wide are present in the wearing surface at the

shoulders. Transverse cracks up to 1/4 in. wide are present at the abutment joints with

small potholes up to 3 in. diameter. An accumulation of debris and gravel is present along the shoulders and is

partially obstructing the deck drains (see Photo No. 10). A 6 in. diameter core hole was previously drilled through the wearing surface

and through the top of the third beam from the west side of the structure. This hole has been patched since the last inspection (see Photo No. 11).

Beams (see Photo No. 12) The precast prestressed concrete deck beams are in serious condition. Although the 6 in. diameter core hole that was previously drilled through the top

of Beam 3 from the west side of the structure has been patched since the last inspection, it was previously allowing water and debris to accumulate inside the beam.

Several parallel longitudinal hairline cracks 12 ft. long are present near the midspan of Beam 3 from the west side of the structure (see Photo No. 13).



Rust and water staining is present at the drain hole at Beam 3 (see Photo No. 14).

A longitudinal hairline crack is present at the south end of Beam 6. A 6 in. x 6 in. delamination with rust staining is present near the south end of

Beam 6. An area of rust staining and a longitudinal hairline crack are present in the

northern half of Beam 7 (see Photo No. 15). A small spall is present at the north end of Beam 11. Water staining is present at approximately 25% of keyways with minor areas of

efflorescence (see Photo No. 16). Efflorescence is present on the outside faces of the edge beams extending from

the curb joint (see Photo No. 17). SUBSTRUCTURE The substructure is in satisfactory condition. Abutments (see Photo Nos. 18 & 19) The abutments are in satisfactory condition. Water leakage is present along the bearing seat area and abutment walls. Several full height vertical hairline to 1/16 in. wide cracks with efflorescence and

rust staining are present on the abutment walls (see Photo No. 20). Areas of map cracking with efflorescence are present at the abutment corners. A horizontal hairline crack is present in the south abutment stemwall. A 6 in. x 6 in. area of poor consolidation is present at the northwest abutment

corner. Moderate hairline to 1/16 in. map cracking and efflorescence is present at the

patched areas at the corners of the abutments at the joints with the wingwalls (see Photo No. 21).

Wingwalls (see Photo No. 21) The wingwalls are in satisfactory condition. The wingwalls are typically smooth and sound with minor scaling. A 6 in. x 6 in. spall with 3 in. penetration is present at the top of the northeast

wingwall (see Photo No. 22). SLOPE / CHANNEL (See Photo Nos. 23 & 24) The channel is in satisfactory condition. Slope / Channel Protection The banks are typically steep and well vegetated. The southwest bank is eroded with a vertical face up to 5 ft. No slope protection is in place at the structure. Channel Adequacy Runoff erosion is present at the northeast corner where water is draining off

from the adjacent field. The erosion is not undermining the wingwall or abutment corner (see Photo No. 25).

TRAFFIC SAFETY Pavement lane markings are present but deteriorating. Guardrail No approach guardrail is present near the structure. Signage Hazard clearance markers are present at all four corners of the structure.



GEOMETRY / UTILITIES Geometry The structure is in a tangent horizontal alignment with no vertical grade change. Utilities Conduit is attached to the west fascia of the bridge A pole mounted utility is located in the east side ROW. 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 0.457 (HS 9.1) o Operating Rating = RF 1.172 (HS 23.4)

This structure has an Operating Rating of less than 1.0 for Kane County Special Permit Vehicles, and weight restrictions for permit vehicles should be implemented. Refer to Structure Rating calculations (Appendix F) for recommended permit vehicle weight restrictions. Posting not required.

CONCLUSIONS AND RECOMMENDATIONS CONCLUSIONS The superstructure is in serious condition due to two longitudinal cracks within

the middle half of the 3rd beam from the west. The hole that was cored in this beam is currently patched; however it was previously open allowing water and debris into the beam.

Due to the location of the damaged beams and the age of the superstructure, repairs and/or replacement of the damaged beams alone may not be practical or economical.

The substructure is in satisfactory condition with cracking, efflorescence, and rust staining.

Replacement is the most economical alternative. The bridge rail does not meet current IDOT crash tested requirements for this

structure. Approach guardrails are not present at this structure. Posting is not required to restrict the weight of legal vehicles; however weight

restrictions should be implemented for Kane County permit vehicles. Refer to Structure Rating calculations (Appendix F) for recommended permit vehicle weight restrictions.

RECOMMENDATIONS Short Term (1 – 3 Years) Monitor the condition of the 3rd, 6th and 7th beams from the west to verify that

their condition does not get significantly worse, which may cause the need for load restrictions. Continuing a one year inspection cycle is recommended.

Consider installing bridge rails and guardrails that are crash tested in accordance with current IDOT policy guidelines.

Long Term (4 – 12 Years) This structure is scheduled for replacement.



APPENDICES

Appendix A Bridge Inspection Report Appendix B IDOT Master Structure Report Appendix C Structure Sketches Appendix D Structure Photos Appendix E Cost Estimates (Not Applicable) Appendix F Structure Rating

West County Line Road over Union Ditch No. 3 Structure No. 045-3000 April 23, 2014

APPENDIX A

BRIDGE INSPECTION REPORT

Routine Inspection Report

SN: 045‐3000 District: 1 Spans: 1 Appr. Spans: Skew: Truck Pct: 10

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: P Boat Waders: Y Y Snooper: P P

Ladder: Y P Manlift: N N Bucket Truck: N Other:

Inspector's AppraisalsPrev New

58 ‐ Deck Condition: 3 3

59 ‐ Superstructure Cond: 3 3

Comments

Virgil Open No Restrictions

0

Kane

ADT: 195024° 0' 0"

2:001:45 P N N

4/23/2014 42

Michael Haas Carolyn Kois

James Hamelka

Union Drainage Ditch No. 3West County Line Road

1.5 miles N Maple Park

5/05

3rd beam from west has been patched with asphalt. See 90B Remarks.

Several HL longitudinal cracks. Water staining along approx. 25% of keyways. See

Transverse cracks in overlay. Open hole noted in previous inspection through top of

90B R k f ddi i l i f i

Francisco Bridge

00024

Previous

Inspections

N

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

60 ‐ Substructure Cond: 6 6

62 ‐ Culvert Condition: N N

61 ‐ Channel Condition: 6 6

71 ‐ Waterway Adequacy: 6 6

72 ‐ Approach Rdwy Align: 8 8

111 ‐ Pier Navig Protection: N N

90B ‐ Inspection Remarks

adjacent field at northeast corner of structure.

6'' diameter hole cored into top of third beam from west near north abutment noted in previous inspection has been patched

with asphalt, but was previously open and allowing water and debris to accumulate inside the beam.

Bank erosion up to 5' vertical face downstream from structure. Runoff erosion from

90B Remarks for additional information.

Vertical cracking and map cracking, typ. HL up to 1/16''. Map cracking with efflorescence

at abutment corners

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: 1 1 1 1 36D ‐ Ends: 1 1

Prev New Prev New Prev New

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

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:

045‐3000

Weight Limit Posting

Concrete Rail with Concrete Posts

_______ _________ _________

7 ‐ N‐ N 7‐N‐N

36C ‐ Guardrail:

GG

32 32

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

Signature Date

Inspection Team Leader:

Consultant Program Manager:

Agency Program Manager: 4/23/2014

4/23/2014

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


APPENDIX B

IDOT MASTER STRUCTURE REPORT

Structure Number: 045-3000 District: 1

Inventory DataFacility Carried: COUNTY LINE ROAD Bridge Name: Sufficiency Rating: 38.0 Structure Length: 56.0Feature Crossed: UNION DR DITCH NO. 3 Location: 1.5 MI N MAPLE PARK HBP Eligible: Yes AASHTO Bridge Length: 52.0Bridge Remarks: Replaced By: 045-3066 Length of Long Span: 54.0Bridge Status: 1 OPEN - NO RESTRICT Status Date: 04/1988 Replaces: - Bridge Roadway Width: 30.0Status Remarks: Last Update Date: 07/05/2012 Appr Roadway Width: 32.0Maint County: 045 KANE Maint Township: 16 VIRGIL Parallel Structure: None Deck Width: 36.5Maint Responsibility: 03 COUNTY Multi-Level Structure Nbr: Sidewalk Width Right: 2.0Service On/Under: 1 HIGHWAY 5 / WATERWAY Skew Direction: L Left Sidewalk Width Left: 2.0Reporting Agency: 3 COUNTY Skew Angle: 15 D 0 M 0 S Navigation Control: 0 NoMain Span Matl/Type: 5 PRESTRESS CONCRETE / 05 BOX BEAM OR GIRDER-MULTIPLE Structure Flared: No Navigation Horiz Clear: 0Nbr Of Main Spans: 1 Nbr Of Approach Spans: 0 Historical Significance: No Navigation Vert Clear: 0***Approaches*** Border Bridge State: Culvert Fill Depth: 0.0Near #1 Matl/Type: / Bdr State SN: Number Culvert Cells: 0Near #2 Matl/Type: / Bdr State % Responsibility: 0 Culvert Opening Area: 0.0Far #1 Matl/Type: / Structural Steel Wt 0 Culvert Cell Height: 0.00Far #2 Matl/Type: / Substructure Material: 5N Culvert Cell Width: 0.00Median Width/Type: 0 Ft. / 0 None Rated By: 2 IDOT Rate Method: 1 LOAD FACTOR

Guardrail Type L/R: 0None / 0 None Inventory Rating: 1.000(36) Load Rating Date: 07/01/2011 Railroad Crossing InfoToll Facility Indicator: 0 No Toll Operating Rating: 1.660(59) Crossing 1 Nbr:Latitude: 41 D 56 M 6.63 S Longitude: 88 D 36 M 5.02 S Design Load: 02 HS20 Crossing 1 Nbr:Deck Structure Type: E PCAST PRES CN DK BM Deck Structure Thickness: 27 SD: Y FO: Y RR Lateral Underclear: 0.0Sidewalks Under Structure: 0 None RR Vertical Underclear: 0 Ft 0 In

Key Route On DataKey Route Nbr: FEDERAL-AID SECONDARY 0097 Station: 2.5400Appurtenances Main Route 00000 Segment:Inventory County: 045 KANE Linked: YTownship/Road Dist 16 VIRGIL Natl. Hwy System: Not on NHSMunicipality 0000 Inventory Direction:Urban Area: None 0000 Curr AADT Yr/Count: 2010 / 1950

Functional Class: 5 MAJOR COLLECTOR Est Truck Percentage: 10** CLEARANCES ** South/East North/West Number Of Lanes: 2Max Rdwy Width: 30.0 One Or Two Way: 2 Two-WayHorizontal: 34.0 0.0 Bypass Length: 7

Future AADT Yr/Cnt: 2032 / 2488

Designated Truck Rte: NONELateral: Special Systems: No

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 4 FAS, CH, or TR's Unmarked

Route #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: 045-3000 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: 04/26/2013 Inspection Temperature: 50Deg. F

Deck: 3 SERIOUS CONDITION - SIGNIFICANT SECTION LOSS

Superstructure: 3 SERIOUS CONDITION - SIGNIFICANT SECTION LOSS

Substructure: 6 SATISFACTORY CONDITION - MINOR DETERIORATION

Culvert: N NOT APPLICABLE

Channel and Protection: 6 SATISFACTORY CONDITION - MINOR DETERIORATION

Structural Evaluation: 3 INTOLERABLE - HIGH PRIORITY FOR CORRECTION

Deck Geometry: 5 BETTER THAN ADEQUATE TO BE LEFT IN PLACE

Underclearance-Vert/Lat.: N NOT APPLICABLE

Waterway Adequacy: 6 EQUAL TO PRESENT MINIMUM CRITERIA

Approach Roadway Align: 8 EQUAL TO PRESENT DESIRABLE CRITERIA

Bridge Railing Appraisal: 2 Doesn't Meet Standards

Approach Guardrail: 111 Does Not Exist Does Not Exist Does Not Exist

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: A WATERPROOF MEM SYST Deck Protection: J NONE Total Deck Thick: 32.0 Last Paint Date:

Underwater Inspection/Appraisal Information

Inspection Date: Inspection Category:Temperature: Inspection Method:

Appraisal Rating:

Scour Critical Information MiscellaneousRating: 5 CALCULATED SCOUR ACCEPTABLE Evaluation Method: B Rational AnalysisAnalysis Date: 09/25/1996 Microfilm Data Recorded: No

Construction Information Waterway InformationYear: 1964 Original Reconstructed Flood Design Frequency: YRS Drainage Area: AcreRoute: CH 2A Sta: 10+61 Sta: Flood Design Q (CFS):Section Nbr: 24B-MFT 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:


APPENDIX C

STRUCTURE SKETCHES

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

GENERAL PLAN AND ELEVATION

STRUCTURE NUMBER: 045-3000

KANE COUNTY

UNION DITCH NO. 3

COUNTY LINE ROAD OVER

SHEET 1 OF 3

CHECKED BY: MAH

PROJECT NO. 8319

APRIL 23, 2014

DATE:

3’-

2"

3’-

2"

Cracking/Spalled

3’-2"

2’’

2’-

2’’

Drain (Typ.)

6"x3" Deck

1’-3�"1’-3�"

30’-

0"

36’-

4"

12’-

3"

12’-

3"

1’-0’’

1’-0’’

7’’

PLAN

Flo

w

Bituminous15° Skew ~ Roadway

Aggregate

Surface

Top/Water

Aggregate

Flo

w

LOCATION SKETCH

N

R. 6 E. , 3rd. P.M.

T.

40

N.

5’’ Bituminous Overlay

6’

deteriorating.

Joint Filler material

Joint open 1"

all footings

Streambed covers

bridge corners:

All four

045-3000

Structure No.

PPC Deck Beams

12-27"x36"

bottom of Rail

Exposed Rebar on

2" Telephone Utility

N

56’-0�" Back to Back of Abutments

(Typ.)

6’-0"

(Typ.

Lon

g W

W)

19’-0"

(Typ)

1’-0"

Face to Face of

Curbs

Out to

Out

of

Deck

1’-0" 2’-0"

36’-0" Out to Out of PPC Deck Beams

ELEVATION

(Looking West)

Posts

with Concrete

Concrete Rail

30’-0" Face to Face of Curbs

36’-4" Out to Out of Deck

TYPICAL DECK CROSS SECTION

Virgil Township

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

53’-6" ~ to ~ of Brgs.4’-

0"

4’-

0"

(Typ.

Short

WW)

15’-

6"

corners

and Southeast Abutment

on Southwest Abutment

Cracking & Leaching

corners

and Northeast Abutment

on Northwest Abutment

Cracking & Leaching

2’x6"

Spall

2’x6" Impending

Hole

Filled Core

interface.

along curb/deck drain

2" diameter gravel

consisting of up to

Accumulation of debris

corner of bridge rail.

reinforcement, along bottom

Spall, 6’ long with exposed

DRAWN BY: PRH


www.collinsengr.com

(312) 704-9300

Chicago, Il. 60606

Suite 900




KANE COUNTY

UNION DITCH NO. 3


BOTTOM OF SLAB

SHEET 2 OF 3

CHECKED BY: MAH

PROJECT NO. 8319

APRIL 23, 2014

DATE:

4.0’

5.0’6’’x3’’

RS

12.0’|

20.0’|

12.0’|

1.0’

Flo

w

1

2

3

4

5

6

7

8

9

10

11

12

~ Roadway

~ Bridge

|8’’

|1.5’

Cracks

2.0’

|8’’Crack

12’’ 3.0’

5’’

|4’’

3.0’

|8’’

31

32

4.0’3.0’

12’’

8’’

6’’x6’’

4.0’

10.0’

15.0’

N

Virgil Township

BOTTOM OF SLAB PLAN

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

DL, RS

also observed in the Keyway Joints.

the ends of guardrails. Debris was

length of the Keyway Joints and at

approximately 25 percent of the

Note: Water staining was observed along

DRAWN BY: PRH


www.collinsengr.com

(312) 704-9300

Chicago, Il. 60606

Suite 900




KANE COUNTY

UNION DITCH NO. 3


SHEET 3 OF 3

BOTTOM OF SLAB

CHECKED BY: MAH

PROJECT NO. 8319

APRIL 23, 2014

DATE:

Virgil Township

SOUTH ABUTMENT ELEVATION

NORTH ABUTMENT ELEVATION

efflorescenceCC/RS w/

(Typ)efflorescenceCC w/

CC

efflorescenceCC w/

9'

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

consolidation.poor concretearea exhibited6"x6" patched efflorescence

CC, RS w/efflorescenceCC, RS w/

(Typ)efflorescenceCC w/

efflorescenceCC/ w/


APPENDIX D

STRUCTURE PHOTOS


Appendix D | Page 1

Photo No. 1

East Elevation, looking West

Photo No. 2

West Elevation, looking East


Appendix D | Page 2

Photo No. 3

Topside of Structure, looking South

Photo No. 4

Topside of Structure, looking North


Appendix D | Page 3

Photo No. 5

Typical Approach Pavement (North Approach shown), looking Northwest

Photo No. 6

Typical Abutment Joint (South Abutment shown), looking West


Appendix D | Page 4

Photo No. 7

Typical Bridge Rail (West shown), looking Southwest

Photo No. 8

Spall on Bottom of East Rail at North End, looking Southeast


Appendix D | Page 5

Photo No. 9

Typical Top of Deck Condition, looking Northwest

Photo No. 10

Typical Deck Drain, looking East


Appendix D | Page 6

Photo No. 11

Core Hole Patch in the North Portion of Beam 3, looking North

Photo No. 12

Typical Underside of Deck Condition, looking Northwest


Appendix D | Page 7

Photo No. 13

Cracking at the Midspan of Beam 3, looking South

Photo No. 14

Drain on Beam 3 with Water Leakage, looking North


Appendix D | Page 8

Photo No. 15

Hairline Crack at Beam 7, looking North

Photo No. 16

Typical Waterstaining and Efflorescence at Keyway Joint, looking South


Appendix D | Page 9

Photo No. 17

Typical Efflorescence on Fascia (East Fascia shown), looking Northwest

Photo No. 18

North Abutment Elevation, looking North


Appendix D | Page 10

Photo No. 19

South Abutment Elevation, looking South

Photo No. 20

Crracking in the South Abutment, looking South



Photo No. 21

Southeast Wingwall and Repair at East Corner of South Abutment, looking South

Photo No. 22

Top of Northeast Wingwall, looking South



Photo No. 23

Upstream of Structure, looking East

Photo No. 24

Downstream of Structure, looking West



Photo No. 25

Runoff Erosion at the Northeast Corner, looking Northeast


APPENDIX E

COST ESTIMATES

West County Line Road over Union Drainage Ditch No. 3_____________________________________Structure No. 045-3000April 23, 2014

Item Unit Quantity Unit Price Total

Guardrail End Sections Each 4 $2,500 $10,000Steel Plate Beam Guardrail Ft. 640 $30 $19,200Bridge Rail Replacement Ft. 112 $175 $19,600Guardrail Transition Sections Each 4 $3,000 $12,000Traffic Control and Protection L Sum 1 $1,800 $1,800

Subtotal $62,600

10% Contingency $6,26010% Mobilization $6,260

$75,120

Cost Estimate

The total cost of the short term recommended repairs

Short Term Recommended Repairs

____________________________________________________________________________________Appendix E │Page 1

____________________________________________________________________________________Appendix E │Page 1


APPENDIX F

STRUCTURE RATING

West County Line Road over Union Drainage Ditch No. 3 Structure No. 045-3000April 23, 2014

Structure Rating Summary Load Rating Performed DMM 5/9/2014

Load Rating Checked CEK 8/20/2014

Simple Span PPC Deck Beam Rating

LFR METHOD

RF HS

HS-20 Inventory 0.457 9.1

HS-20 Operating 1.172 23.4

Illinois Posting Vehicle (Operating Level)

RF

1.671

1.434

1.091

Kane County Special Permit Vehicle (Operating Level)

RF

0.829

0.829

0.856

1.010

AASHTO Notional Truck (Operating Level)

RF

1.004

Recommended Bridge Postings

Gross Vehicle Weight

Single Unit

3 or 4 axles

5 or more axles

Recommended Kane County Special Permit Vehicle Limitations

KC-1 140.9 KipsKC-2 136.7 KipsKC-3 119.8 KipsKC-4 115.0 Kips

Current IDOT S-107 Bridge Posting Level: 5 No Posting Required

Recommended Bridge Posting Level: No change recommended

KC-1 140.9

Gross Weight (Tons)

16.4

42.1

Gross Weight (Tons)

Single Unit 36.7

3 or 4 axles 41.9

5 or more axles 44.4

Gross Weight (Kips)

Weight restrictions should be implemented for special permit vehicles. Gross Vehicle Weight indicated is the maximum recommended weight for that vehicle type.

Bridge posting not required.

Gross Vehicle Weight

--

KC-2 136.7

KC-3 119.8

KC-4 116.1

Gross Weight (Tons)

AASHTO Notional 40.1

--

--

Collins Engineers, Inc. Appendix F │Page 1


Structure Rating Calculations DMM 5/9/2014CEK 8/20/2014

Simple Span PPC Deck Beam RatingLFR METHOD

BRIDGE INFORMATIONSpan 53.50 ft Moment Capacity (current section properties)Year constructed 1963 As* 1.96 in2

Skew 15.00 deg Aeff = bd 830.65 in2

Out to Out 36.00 ft ρ* 0.0024 (3) (Eq. 10)Clear width 30 ft b' (web, total) 9 inDesign Lanes 3 AASHTO 3.6/MBE 6B.6.2.2 ɣ* 0.40 (3) 1.1.7Actual Lanes Loaded 2 β1 0.80 (1) 8.16.2.7

f*su 233,524 psi (3) (Eq. 11)

BEAM TYPE 7 27x36 a 2.98 in (3) (Eq. 12)tflange 4.50 in (3) (Eq. 13)

diaphragms 2 Check: rectangular sectiondiaphragm weight 0.751 k each Reinf. Index 0.110 (3) 1.1.7

WS Thickness 5.00 in Reinf. Index M 0.288 (3) 1.1.7f 's (prestressing strands) 248000 psi ϕ 1 (1) 9.14

f 'c 5000 psi ϕMn 819.9 k‐ft (3)(Eq. 13&14)

f 'ci 4000 psi ϕMn max 819.9 k‐ft (3)(Eq. 15&16)fy (shear reinforcement) 40 ksiRail / Parapet 0.600 k/ft Prestress LossesStrand Type Humidity RH 70.00 % (3) 1.1.5

Es 28,000 ksi (3) 1.1.5

Eci 3,605 ksi (3) 1.1.5

Deck Beams: Ec 4031 ksiBeam 27x36 n 7Number of Beams 12 e (initial) 9.586 in% Strand Area Reduction 0.00 % e (current) 9.264 in (3) 1.1.6

% Shear Key Reduction 0.00 % I 46,896.57 in4

Beam Depth 27 in Mdl beam 203.04 k‐ftBeam Width, b 3.00 ft f*cir (initial) 1.196 ksi (3) 1.1.5

Beam Weight 0.5289 k/ft Msdl 138.61 k‐ft

Load Rating PerformedLoad Rating Checked

stress relieved

Beam Area 507.70313 in2 fcds (initial) 0.340 ksi (3) 1.1.5Centroid from Bottom, Cb 13.19 in SH 6.500 ksi (3) (Eq. 1a)

ES 9.292 ksi (3) (Eq. 1b)

Strands: CRc 11.976 ksi (3) (Eq. 1c)

Strand Diameter 7/16 in CRs 12.588 ksi (3) (Eq. 1d&e)Strand Area 0.115 in Fsi 164347.83 psi (3) 1.1.4

Number of Strands @ % loss 24.56 % (3) (Eq. 2)

Original Current8 6 1.75 in

* 14 9 3.25 in Fi (for current # 321.30 k (3) 1.1.6

4.50 in F (now) 242.40 k (3) 1.1.6

6.00 in Sb 3555.321 in3

7.50 in fpe (now) 1.109 ksi (3) 1.1.7

9.00 in Fr 530.33 psi (3) 1.1.7

10.50 in M*cr (now) 485.72 k‐ft (3) (Eq. 17)

12.00 in Asf 2.21 in2 (3) 1.1.7

2 2 13.50 in Asr (0.26) in2 (3) 1.1.7

Total 24.00 17.00 strandsC.G. 3.60 3.93 in

d 23.40 23.07 in Mcap=ϕMn 819.9 k-ft*see note on page 3 1.2 * Mcr 582.9 k-ft

Dead Load: k 1.41Beam 0.529 k/ft Use kϕMn? noWearing Surface 0.188 k/ft ϕMn = C 819.9 k-ftRail / Parapet (3 Bms Max) 0.200 k/ft %Cap.Reduction 0.0 %Fill 0.000 k/ft C 819.9 k-ft

0.916 k/ftM (HS 20) 690.4 k-ft

Other / Diaphram 1.501 k V (HS 20) 59.5 kdistance from each end 18.42 ft Live load shears and moments taken from AASHTO

3000 ppc





HS-20 Moments and Stresses (AASHTO)D MDL 341.65 k-ft Factors:L MLL (per beam with impact) 246.71 k-ft Design Lanes 3S Prestress secondary M or V 0.000 k-ft IDOT PCM

St 3396 in3 K 1.000Sb 3555 in3 C 0.561Concrete stresses S 3.750Fd (top) 1.207 ksi D 6.717Fd (bottom) -1.153 ksi DF 0.558Fs (top) 0.000 ksiFs (bottom) 0.000 ksiFp (top) -0.184 ksiFp (bottom) 1.109 ksiFd+Fs+Fp (top) 1.023 ksiFd+Fs+Fp (bottom) -0.044 ksiFL (top) 0.872 ksiFL (bottom) -0.833 ksiNegative = Conc.TensionPositive = Conc.Compression

Steel stresses for live loads beyond cracking momentybottom 1.75 inc 3.812 inCheck: OK: c is in top flangeIcr 5703.5 in4 Impact 0.280Fp 123.99 ksi Design DF 0.558 wheel/beam IDOT PCM

Fd 107.05 ksi 0.558 wheel/beam

FL 77.31 ksi

HS 20 Ratings

The third beam from the west side of the structure had a 6'' hole that has been cored through the top of the beam. This hole has been patched; however it was noted in the previous inspection that water and debris had accumulated in the beam. This beam should be closely monitored for deterioration, additional cracking or other signs of distress.

Inventory Capacity Dead Load Live Load RF HS Gross TonsConcrete Tension -0.424 -0.044 -0.83 0.457 9.1 16.4Concrete Compression 3.00 1.023 0.87 2.267 45.3 81.6Concrete Compression 2.00 0.512 0.87 1.707 34.1 61.4Prestressing Steel Tension 198.4 107.1 77.31 1.182 23.6 42.5Flexural Strength 819.9 341.65 246.71 0.702 14 25.2Shear Strength 0.836 16.7 30.0

Operating Capacity Dead Load Live Load RF HS Gross TonsPrestressing Steel Tension 223.2 107.1 77.31 1.502 30 54Flexural Strength 819.9 341.65 246.71 1.172 23.4 42.1Shear Strength 1.395 27.9 50.2

Operating Rating: Absolute maximum permissible load level

RF HS Controlling RatingInventory 0.457 9.1 Inventory: Concrete TensionOperating 1.172 23.4 Operating: Flexural Strength

See next page

See next page

Inventory Rating: Structure may be utilized for an indefinite period of time at inventory rating levels

3000 ppc





0.4100.590

HS‐20 Shear Rating 0.036 0.1 0.2 0.3 0.4 0.5 along span1.95 5.35 10.70 16.05 21.40 26.75 ft

Vd (total dead load shear) 23.47 20.36 15.46 10.55 4.90 0.00 kVLL max. (STAAD - axle load) 56.43 51.88 44.72 37.56 30.40 23.45 kVLL (max per beam with impac 20.17 18.54 15.98 13.42 10.86 8.38 kVs (total unfactored) 43.64 38.90 31.44 23.98 15.77 8.38 kVult (total factored) 74.30 66.72 54.79 42.86 29.96 18.19 kV @ Mmax (axle) 53.28 37.75 32.91 27.70 6.53 1.32Vi (factored from externally ap 44.81 33.74 28.19 22.42 6.57 0.80 PCM 1.1.9

MDL 47.51 122.03 217.84 287.42 330.78 347.91 k-ftMLL max (STAAD - axle load) 102.62 277.54 479.46 605.55 677.41 682.64 k-ftMLL (per beam with impact) 36.67 99.18 171.33 216.39 242.07 243.94 k-ftMs 84.18 221.21 389.18 503.81 572.85 591.85 k-ftMult 141.37 373.96 655.16 843.44 955.55 981.87 k-ftMmax (factored from externally 104.95 280.40 488.15 623.08 701.95 715.14 k-ft

e 9.26 9.26 9.26 9.26 9.26 9.26 ind 23.07 23.07 23.07 23.07 23.07 23.07 inb' 9.00 9.00 9.00 9.00 9.00 9.00 invu 0.358 0.321 0.264 0.206 0.144 0.088 Vult/b'd ksi

F/A 0.477 0.477 0.477 0.477 0.477 0.477 ksiFe/Sb 0.632 0.632 0.632 0.632 0.632 0.632 ksifpe 1.109 1.109 1.109 1.109 1.109 1.109 ksifd 0.160 0.412 0.735 0.970 1.116 1.174 ksiy 13.19 13.19 13.19 13.19 13.19 13.19Mcr 406.8 332.3 236.5 166.9 123.5 106.4 AASHTO (9-28)

Conservative approximation of zero shear at point of maximum moment (AASHTO 9.20.2.2/IDOT PCM Eq. 23) is used unless shear controls rating under this assumption and requires additional analysis.

fraction DL externally appliedfraction DL from beam

vci 0.992 0.333 0.183 0.122 0.072 0.043 vci minimum 0.120 0.120 0.120 0.120 0.120 0.120 vci used 0.992 0.333 0.183 0.122 0.120 0.120

Fe(y'-Cb)/I 0.00 0.00 0.00 0.00 0.00 0.00 ksiM DL(Y'-Cb)/I 0.00 0.00 0.00 0.00 0.00 0.00 ksifpc 0.477 0.477 0.477 0.477 0.477 0.477 ksiVp 0.00 0.00 0.00 0.00 0.00 0.00 kvcw 0.391 0.391 0.391 0.391 0.391 0.391 ksi

Shear reinforcement bar size 3 3 3 3 3 3Av 0.22 0.22 0.22 0.22 0.22 0.22 ins 12.0 12.0 12.0 12.0 12.0 12.0 invs 0.081 0.081 0.081 0.081 0.081 0.081

ϕ = 0.90ϕvn = ϕ(vs+vc) 0.425 0.373 0.238 0.183 0.182 0.182 ksiC 88.3 77.5 49.4 38.1 37.7 37.7 kD 23.47 20.36 15.46 10.55 4.90 0.00L 20.17 18.54 15.98 13.42 10.86 8.38Inventory RF 1.319 1.268 0.844 0.836 1.329 2.073Operating RF 2.202 2.116 1.409 1.395 2.218 3.460

Shear Rating Factor: RF HSInventory 0.836 16.7Operating 1.395 27.9

3000 ppc





Simple Span PPC Deck Beam Rating 0.558 wheel per beamIllinois Posting Vehicles:

Type 2 Type 3 Type 3-S1 Type 3-S2 Type 3-S2STAAD LL moment 334.09 484.20 563.92 741.32 515.19 k-ft

Moments and Stresses (AASHTO) Type 2 Type 3 Type 3-S1 Type 3-S2 Type 3-S2D Total deal load moment 341.65 341.65 341.65 341.65 341.65 k-ftL Live load moment w/ imp. per 119.39 173.03 201.52 264.91 184.10 k-ftS Prestress secondary M or V 0.000 0.000 0.000 0.000 0.000 k-ft

St 3396 3396 3396 3396 3396 in3

Sb 3555 3555 3555 3555 3555 in3

Concrete stressesFd (top) 1.207 1.207 1.207 1.207 1.207 ksiFd (bottom) -1.153 -1.153 -1.153 -1.153 -1.153 ksiFs (top) 0.000 0.000 0.000 0.000 0.000 ksiFs (bottom) 0.000 0.000 0.000 0.000 0.000 ksiFp (top) -0.184 -0.184 -0.184 -0.184 -0.184 ksiFp (bottom) 1.109 1.109 1.109 1.109 1.109 ksiFd+Fs+Fp (top) 1.023 1.023 1.023 1.023 1.023 ksiFd+Fs+Fp (bottom) -0.044 -0.044 -0.044 -0.044 -0.044 ksiFL (top) 0.422 0.611 0.712 0.936 0.651 ksiFL (bottom) -0.403 -0.584 -0.680 -0.894 -0.621 ksiSteel stressesFp 123.99 123.99 123.99 123.99 123.99 ksiFd+Fs+Fp NA 54.22 63.14 83.01 57.69 ksiFL NA 2.14 1.84 1.40 2.01 ksi

Inventory RF Type 2 Type 3 Type 3-S1 Type 3-S2 Type 3-S2Concrete Tension 0.944 0.651 0.559 0.425 0.612Concrete Compression 4.685 3.233 2.776 2.112 3.038Concrete Compression 3.528 2.434 2.090 1.590 2.288Prestressing Steel Tension NA 67.304 73.532 82.468 69.888Flexural Strength 1.451 1.001 0.859 0.654 0.941Shear Strength 1.681 1.215 1.128 0.813 1.136

Operating RFPrestressing Steel Tension NA 78.880 87.015 100.192 82.206Flexural Strength 2.421 1.671 1.434 1.091 1.570Shear Strength 2.805 2.028 1.883 1.357 1.896

NA rating for Prestressing Steel Tension: Stress in steel does not exceed effective prestress and does not control rating

Refer to following pages for shear rating calculations

Postings: (Operating Level) RF OPERATING TonsSingle Unit Type 2 2.421 38.1 Recommended Posting

Type 3 1.671 36.7 Single Unit --Semi-Trailers Type 3-S1 1.434 41.9 3 or 4 axles --

Type 3-S2 1.091 44.4 5 or more axles --Type 3-S2 1.570 62.8

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

3000 ppc





Simple Span PPC Deck Beam Rating 0.558 wheel per beamKane County Special Permit Vehicles:

KC-1 KC-2 KC-3 KC-4 AASHTOSTAAD LL moment 975.20 976.10 945 801.00 805.73 k-ft

Moments and Stresses (AASHTO) KC-1 KC-2 KC-3 KC-4 AASHTOD Total deal load moment 341.65 341.65 341.65 341.65 341.65 k-ftL Live load moment w/ imp. per 348.49 348.81 337.69 286.24 287.93 k-ftS Prestress secondary M or V 0.0 0.0 0.0 0.0 0.0 k-ft

St 3396 3396 3396 3396 3396 in3

Sb 3555 3555 3555 3555 3555 in3

Concrete stressesFd (top) 1.207 1.207 1.207 1.207 1.207 ksiFd (bottom) -1.153 -1.153 -1.153 -1.153 -1.153 ksiFs (top) 0.000 0.000 0.000 0.000 0.000 ksiFs (bottom) 0.000 0.000 0.000 0.000 0.000 ksiFp (top) -0.184 -0.184 -0.184 -0.184 -0.184 ksiFp (bottom) 1.109 1.109 1.109 1.109 1.109 ksiFd+Fs+Fp (top) 1.023 1.023 1.023 1.023 1.023 ksiFd+Fs+Fp (bottom) -0.044 -0.044 -0.044 -0.044 -0.044 ksiFL (top) 1.231 1.233 1.193 1.011 1.017 ksiFL (bottom) -1.176 -1.177 -1.140 -0.966 -0.972 ksiSteel stressesFp 123.99 123.99 123.99 123.99 123.99 ksiFd+Fs+Fp 109.19 109.30 105.81 89.69 90.22 ksiFL 1.06 1.06 1.10 1.29 1.29 ksi

Inventory RF KC-1 KC-2 KC-3 KC-4 AASHTOConcrete Tension 0.323 0.323 0.334 0.394 0.391Concrete Compression 1.605 1.604 1.656 1.954 1.943Concrete Compression 0.793 0.792 0.818 0.966 0.960Prestressing Steel Tension 83.866 83.849 84.350 83.947 84.032Flexural Strength 0.497 0.496 0.513 0.605 0.601Shear Strength 0.562 0.622 0.611 0.723 0.843

Operating RFPrestressing Steel Tension 107.182 107.186 106.943 103.098 103.295Flexural Strength 0.829 0.829 0.856 1.010 1.004Shear Strength 0.937 1.039 1.019 1.207 1.407

Permit Vehicles RF Gross OPERATING Weight

Type KC 1 - 170,000 lb 0.829 140.9 KipsType KC 2 - 165,000 lb 0.829 136.7 KipsType KC 3 - 140,000 lb 0.856 119.8 KipsType KC 4 - 115,000 lb 1.010 116.1 Kips

Type AASHTO Notional Truck- 80K 1.004 40.1 Tons

Refer to following pages for shear rating calculations

Conservative approximation of zero shear at point of maximum moment at the various sections checked for shear capacity (AASHTO 9.20.2.2/IDOT PCM Eq. 23) indicates that shear does not control for legal vehicles or or permit vehicles included in this rating.

3000 ppc





Shear Ratings 0.036 0.1 0.2 0.3 0.4 0.5 along span1.95 5.35 10.70 16.05 21.40 26.75 ft

e 9.26 9.26 9.26 9.26 9.26 9.26 ind 23.07 23.07 23.07 23.07 23.07 23.07 in

b' 9.00 9.00 9.00 9.00 9.00 9.00 infpe 1.109 1.109 1.109 1.109 1.109 1.109 ksifd 0.160 0.412 0.735 0.970 1.116 1.174 ksiy 13.19 13.19 13.19 13.19 13.19 13.19

Mcr 406.8 332.3 236.5 166.9 123.5 106.4 k-ft

vcw 0.391 0.391 0.391 0.391 0.391 0.391 ksivs 0.081 0.081 0.081 0.081 0.081 0.081

Vd VDL (total dead load shear) 23.47 20.36 15.46 10.55 4.90 0.00 kMDL 47.51 122.03 217.84 287.42 330.78 347.91 k-ft

IDOT Posting Vehicles

IDOT Type 2 - 15.75 Tons 0.036 0.1 0.2 0.3 0.4 0.5 along span1.95 5.35 10.70 16.05 21.40 26.75 ft

Conservative approximation of zero shear at point of maximum moment for vci (AASHTO 9.20.2.2/IDOT PCM Eq. 23) is used unless shear controls rating under this assumption and requires additional analysis.

VLL max. (STAAD - axle load) 26.96 24.97 21.83 18.70 15.57 12.44 kVLL (per beam with impact) 9.63 8.92 7.80 6.68 5.56 4.45 kVs (total unfactored) 33.11 29.28 23.26 17.24 10.47 4.45 kVult (total factored) 51.43 45.84 37.03 28.23 18.45 9.65 kV @ Mmax (axle) 24.66 18.17 15.89 13.77 11.49 9.21Vi (factored from externally ap 27.46 21.87 17.87 13.97 9.58 5.58 PCM 1.1.9

MLL max (STAAD - axle load) 47.49 133.57 233.63 300.36 333.98 334.09 k-ftMLL (per beam with impact) 16.97 47.73 83.49 107.33 119.35 119.39 k-ftMs 64.48 169.76 301.33 394.76 450.13 467.29 k-ftMult 98.60 262.27 464.44 606.67 689.11 711.47 k-ftMmax (factored from externally 62.18 168.71 297.43 386.31 435.52 444.74 k-ft

vu 0.248 0.221 0.178 0.136 0.089 0.046 Vult/b'd ksi

vci 1.021 0.348 0.185 0.122 0.079 0.049 ksivci minimum 0.120 0.120 0.120 0.120 0.120 0.120 vci used 1.021 0.348 0.185 0.122 0.120 0.120 ksiϕ = 0.90ϕvn = ϕ(vs+vc) 0.425 0.386 0.240 0.183 0.182 0.182 ksiC 88.3 80.2 49.9 38.1 37.7 37.7 kD 23.47 20.36 15.46 10.55 4.90 0.00L 9.63 8.92 7.80 6.68 5.56 4.45Inventory RF 2.762 2.777 1.758 1.681 2.594 3.908Operating RF 4.610 4.636 2.935 2.805 4.330 6.523

3000 ppc





IDOT Type 3 - 22 Tons 0.036 0.1 0.2 0.3 0.4 0.5 along span1.95 5.35 10.70 16.05 21.40 26.75 ft



vu 0.287 0.257 0.210 0.163 0.111 0.064 Vult/b'd ksivci 1.008 0.341 0.184 0.122 0.081 0.051 ksivci minimum 0.120 0.120 0.120 0.120 0.120 0.120 vci used 1.008 0.341 0.184 0.122 0.120 0.120ϕ = 0.90ϕvn = ϕ(vs+vc) 0.425 0.380 0.239 0.183 0.182 0.182 ksiC 88.3 78.9 49.6 38.1 37.7 37.7 kD 23.47 20.36 15.46 10.55 4.90 0.00L 13.36 12.36 10.80 9.23 7.67 6.11Inventory RF 1.992 1.955 1.260 1.215 1.881 2.844Operating RF 3.325 3.263 2.104 2.028 3.140 4.748

IDOT Type 3-S1 - 29.25 Tons 0.036 0.1 0.2 0.3 0.4 0.5 along span1.95 5.35 10.70 16.05 21.40 26.75 ft



vu 0.304 0.271 0.218 0.166 0.109 0.057 Vult/b'd ksivci 1.001 0.340 0.178 0.103 0.070 0.044 vci minimum 0.120 0.120 0.120 0.120 0.120 0.120 vci used 1.001 0.340 0.178 0.120 0.120 0.120ϕ = 0.90ϕvn = ϕ(vs+vc) 0.425 0.379 0.234 0.182 0.182 0.182 ksiC 88.3 78.7 48.5 37.7 37.7 37.7 kD 23.47 20.36 15.46 10.55 4.90 0.00L 15.02 13.70 11.62 9.54 7.46 5.46Inventory RF 1.771 1.758 1.128 1.158 1.935 3.179Operating RF 2.957 2.934 1.883 1.933 3.229 5.307

3000 ppc





IDOT Type 3-S2 - 40.75 Tons 0.036 0.1 0.2 0.3 0.4 0.5 along span1.95 5.35 10.70 16.05 21.40 26.75 ft




IDOT Type 3-S2 - 40 Tons 0.036 0.1 0.2 0.3 0.4 0.5 along span1.95 5.35 10.70 16.05 21.40 26.75 ft




3000 ppc





3000 ppc





Kane County Special Permit Vehicles Shear RatingType KC-1 - 170,000 lb 0.036 0.1 0.2 0.3 0.4 0.5 along span

1.95 5.35 10.70 16.05 21.40 26.75 ftVLL max. (STAAD - axle load) 76.54 69.35 60.40 51.45 41.87 32.92 kVLL (per beam with impact) 27.35 24.78 21.58 18.39 14.96 11.76 kVs (total unfactored) 50.83 45.14 37.04 28.94 19.86 11.76 kVult (total factored) 89.90 80.27 66.95 53.64 38.86 25.54 kV @ Mmax (axle) 77.63 50.47 31.07 41.47 32.52 22.40Vi (factored from externally ap 59.57 41.45 27.07 30.76 22.32 13.58 PCM 1.1.9



Type KC-2 - 165,000 lb 0.036 0.1 0.2 0.3 0.4 0.5 along span1.95 5.35 10.70 16.05 21.40 26.75 ft

VLL max. (STAAD - axle load) 79.24 69.76 60.10 51.15 42.20 33.25 kVLL (per beam with impact) 28.31 24.93 21.48 18.28 15.08 11.88 kVs (total unfactored) 51.79 45.29 36.93 28.83 19.98 11.88 kVult (total factored) 91.99 80.59 66.72 53.40 39.11 25.80 kV @ Mmax (axle) 55.24 67.26 44.00 41.63 32.14 20.40 kVi (factored from externally ap 46.00 51.62 34.91 30.86 22.09 12.36 PCM 1.1.9



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3000 ppc





Type AASHTO Notional - 80k 0.036 0.1 0.2 0.3 0.4 0.5 along span1.95 5.35 10.70 16.05 21.40 26.75 ft

VLL max. (STAAD - axle load) 56.40 51.35 43.19 35.53 27.57 19.63 kVLL (per beam with impact) 20.16 18.35 15.43 12.70 9.85 7.01 kVs (total unfactored) 43.63 38.71 30.89 23.25 14.75 7.01 kVult (total factored) 74.27 66.30 53.60 41.29 27.76 15.23 kV @ Mmax (axle) 47.42 10.57 36.54 4.00 32.82 19.44 kVi (factored from externally ap 41.26 17.26 30.39 8.05 22.50 11.78 PCM 1.1.9



3000 ppc





Codes Used:1: Standard Specifications for Highway Bridges, 17th Ed. - AASHTO2: Manual for Bridge Evaluation, 2nd Ed. With 2013 Interim Revisions - AASHTO3: Prestressed Concrete Manual, 1994 - IDOT4: Structural Services Manual, Section 4, Feb. 2013 - IDOT

3000 ppc
