Amendment 0002 - TN ERFO FS CHRKE804 2020-2(5).pdf

(x)

693C7326B000013 x x

1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted ; or (c) By separate letter or electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGEMENT TO BE

RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR

OFFER. If by virtue of this amendment you desire to change an offer already submitted , such change may be made by letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

x

ASHBURN VA 20147

Attn: Construction

693C73

SUITE E2-3-300

QUANTUM PARK, 22001 LOUDOUN COUNTY PKWY

EASTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

ASHBURN VA 20147

Attn: Acquisitions

693C73

SUITE E2-3-300

QUANTUM PARK, 22001 LOUDOUN COUNTY PKWY

EASTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

See Block 1406/17/20260002

20471

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS. IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

12. ACCOUNTING AND APPROPRIATION DATA (If required) is not extended.is extended, Items 8 and 15, and returning

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended , by one of the following methods: (a) By completing

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

FACILITY CODE CODE

10B. DATED (SEE ITEM 13)

10A. MODIFICATION OF CONTRACT/ORDER NO.

9B. DATED (SEE ITEM 11)

9A. AMENDMENT OF SOLICITATION NO.

CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code)

7. ADMINISTERED BY (If other than Item 6)CODE 6. ISSUED BY

PAGE OF PAGES

4. REQUISITION/PURCHASE REQ. NO.3. EFFECTIVE DATE2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO. (If applicable)

1. CONTRACT ID CODE

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

05/13/2026

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority) appropriation data, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

E. IMPORTANT: Contractor is not is required to sign this document and return __________________ copies to the issuing office.

ORDER NO. IN ITEM 10A.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

Project TN ERFO FS CHRKE804 2020-2(5)

The purpose of this Amendment is to:

1) Provide a summary of responses to questions/clarifications asked by potential bidders.

2) Provide amended Sheets C12 through C14 and E12 through E21.

3) Provide Bridge Load Rating Reports.

The bid opening date of Tuesday, June 30, 2026, at 2:00 pm EDT remains unchanged.

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)15A. NAME AND TITLE OF SIGNER (Type or print)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA 15B. CONTRACTOR/OFFEROR 16C. DATE SIGNED

(Signature of person authorized to sign) (Signature of Contracting Officer)

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

Previous edition unusable

Except as provided herein, all terms and conditions of the document referenced in Item 9 A or 10A, as heretofore changed, remains unchanged and in full force and effect .

Amendment No. 0002

Info Page 1 of 3

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Amendment No. 0002

Project TN ERFO FS CHRKE804 2020-2(5)

Repair of Storm and Flood Damage on Spring Creek Road (FS 27) and Citico Creek Road (FS 35-1)

Solicitation: 693C73-26-B-000013

The purpose of this Amendment is to:

1) Provide a summary of responses to questions/clarifications asked by potential bidders.

2) Provide amended Sheets C12 through C14 and E12 through E21.

3) Provide Bridge Load Rating Reports.

The bid opening date of Tuesday, June 30, 2026, at 2:00 pm EDT remains unchanged.

Questions / Clarifications

The following questions and issues were submitted to EFLHD at eflhd.conracts@dot.gov. The

Government response or clarification is provided. Due to the repetitive nature of several questions and issues, the wording of the questions may have been revised and some questions have not been included. The Government’s direct response to the sender may also have been updated below for better clarity.

General

1. Typically for FHWA project we will see Line Items associated for Temporary Water

Diversions. The large diameter culvert pipe (54" and 60" SCH A, 72" SCH B) will require some type of temporary diversion for pipe replacement. Please Advise if this needs to be added to the price schedules? Response: Any required temporary diversion needed for the pipe replacement is incidental to the pipe replacement.

2. Please clarify the period of performance: Response: The period of performance is correctly stated in the solicitation. The contractor is permitted to work on both schedules concurrently.

Spring Creek Road (Schedule A)

3. Please confirm any weight restrictions for the bridge located at the entrance to the project site, including any limitations applicable to construction equipment and material hauling operations (35.238457, -84.551909). Response: The road at this location is maintained by the State and the Government has no information on this structure.

file://///fhfl15fileserve.flhd.fhwa.dot.gov/data/PROJECTS/_ACCESS/NY/Projects/natr/1e10/Proj_Dev/Eng_Coord/3Advertisement/Amendments/Amendment%201/Final%20Documents/eflhd.conracts@dot.gov

Info Page 2 of 3

4. Near Campsite No. 3, there is an existing wooden double barrel culvert structure observed in the field that does not appear to be shown on the plans. Please confirm whether this structure is to remain in place unchanged, be protected during construction or be modified/removed as part of the project scope (35.231259, -84.495855). Response:

Protect the structure in-place during construction.

5. Near Station 303+00, there is an existing culvert observed in the field that does not appear to be identified on the plans. Please clarify the intended treatment of this culvert, including whether it is to remain, be replaced, extended, cleaned, abandoned, or otherwise modified under this contract (35.231390, -84.495818). Response: Repair recommendations will be determined by the CO during construction. Contingencies have been provided in the bid quantities to account for differing site conditions.

6. In the Drainage Schedule the Latitude and longitude seem to be incorrect for most of the culverts. Response: The coordinates have been updated with the correct latitude and longitude.

7. Springs Creek Road Area appears to have a copper communication line and or fiber optics crossing and or running alongside the road. Based on the condition of some of the

Communication Pedestals, lines missing or lines cut. Is the communication line active?

The Road Conditioning will likely be unachievable due to the specification requirements for pothole areas if this line is at a shallow depth. What is the depth of the communication line? If the communication lines are at a shallow depth, what are the limits or restrictions for the depth of road conditioning repair? Response: The depth and location of the utility lines are unknown. The contractor is responsible for locating and protecting the utility lines in place.

Citico Creek Road (Schedule B)

8. Several culverts shown within the drainage schedule appear to be listed out of station order. Please confirm whether this was intentional and advise if there is any specific reasoning or sequencing associated with the current schedule arrangement. Response:

There is no specific reason why they are listed out of station order.

9. Please provide more information for the “Contractor Provided Retaining Structure

Design.” Response: See FP-24 Section 257.

10. Please provide more information regarding the welded wire faced MSE wall. The extent of demolition of the old and placement of the new. Response: See Sheets E28, S09, and

S10 for mechanically stabilized earth wall details. The contractor is responsible for designing the mechanically stabilized earth wall according to FP-24 Section 257.

11. Drawing C06, shows the MSE wall is to be shown on drawing E15 Between STA 801+00 to 825+00. Drawing E15 shows, Special Rock Embankment and does not show a MSE wall. Please provide a location of the MSE Wall? Response: Sheet E15 has been revised to show the location of the MSE wall.

Info Page 3 of 3

12. If the MSE wall is to be installed in this location, the MSE wall be at the end of a bridge. Due to the excavation required for an MSE, the bridge abutment and structure will be in the way and limit the required excavation for a MSE wall. Please Advise.

Response: The contractor is responsible for protecting the existing structure in place.

13. In the past, FHWA projects have line items for items associated with the MSE wall. For example, Structural Backfill, Underdrains, etc. These items are not listed in the

Tabulation of Quantities. Are we missing Pay Items for this proposal? Response: The referenced items are incidental to Pay Item 25501-1000.

14. Please confirm the posted and/or allowable weight capacities for the bridges located near

Stations 807+00 and 850+00, including any restrictions applicable to contractor hauling and construction equipment access (35.431361, -84.104589), (35.423970, -84.099000).

Response: Bridge Load Rating Reports are provided for the following structures:

a. (35.431361, -84.104589) NFSR 35-1 MP 5.91.

b. (35.423970, -84.099000) NFSR 35-1 MP 4.78.

c. (35.42738300, -84.10786940) NFSR 35-1 MP 5.42.

15. Please provide additional detail regarding the “small repairsˮ noted for the wing walls at the drainage structure located near Station 783+73. Specifically, please clarify the intended scope of repair, acceptable repair methods/materials, and anticipated limits of work for bidding purposes. Response: This work has been eliminated from the contract. See revised Sheet C12.

Plan Sheet Revisions

1. Remove Sheets C12 through C14 and replace them with Amended Sheets C12 through

C14.

2. Remove Sheets E12 through E21 and replace them with Amended Sheets E12 through E21.

NO. DATE BY REVISIONS

OFFICE OF FEDERAL LANDS HIGHWAY

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

CITICO CREEK ROAD (FS 35-1)

CHEROKEE NATIONAL FOREST

AMD #2 - Removed from schedule.JMF

06/15/262

ROADWAY SCHEDULE

:3

P

M

J u n e

R o a d w a y S c h e d u le c p w w o r k in g \i n f r a \j f ie ld s \d

\A

M E

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C12

PROJECT

NUMBER

SHEET

TN ERFO FS CHRKE804 2020-2(5)

AMENDMENT NO.2

Amendment 0002

U.S. DEPARTMENT OF TRANSPORTATION

SPRING CREEK ROAD (FS 27)

CHEROKEE NATIONAL FOREST

Sheet 1 of 2 approval to the CO prior to ordering any pipe culvert materials.

conditions and to comply with the construction details. Submit lengths and location of all pipes for

Proposed pipe lengths are estimates from field measurements, but may need to be adjusted for field pipes up to 48".

Place riprap at the outfall of all Type 1 and Type 2 pipe installations according to Detail E251-01 for

Exact measurements were not taken for existing pipe. Average pipe length is approximately 24 feet.

See Drainage Construction detail.

NOTES:

A

C

D

B

2 Remove ex. pipe and replace with box culvert. Place 32 LF riprap at outfall. See Plan Sheet913096 x 48UNK.UNK.-84.513108335.2231619218+77428P-FS27-23D05

Install new pipe culvert.223024UNK.UNK.-84.513900535.2209682209+66426P-FS27-22D05

Install new pipe culvert in sag.223024UNK.UNK.-84.514299635.2208264208+41425P-FS27-21D05

Clean existing pipe3UNK.UNK.-84.515826135.2216040202+70424P-FS27-20D05

Remove existing pipe with Arch Pipe Culvert412654UNK.UNK.-84.518346835.2224524194+50423P-FS27-19D04

Remove and replace ex.pipe. Recondition ditch at inlet.213024UNK.UNK.-84.520303735.2225866188+15422P-FS27-18D04

Remove and replace ex.pipe.312636UNKUNK-84.522254935.2229942182+08420P-FS27-17D04

Remove and replace ex.pipe.212624UNKUNK-84.523610435.2230482178+06419P-FS27-16D04

Install new pipe culvert.223024UNKUNK-84.524224035.2290440176+16418P-FS27-15D04

Remove and replace ex.pipe.213024UNKUNK-84.525447435.2230501172+42416P-FS27-14D04

Remove and replace ex.pipe.213024UNKUNK-84.526805435.2234379168+09414P-FS27-13D03

Remove and replace ex.pipe.212624UNKUNK-84.528471135.2240891162+59413P-FS27-12D03

Remove and replace ex. pipe. Place 10 LF riprap at outfall.212224UNKUNK-84.529032835.2244200160+53412P-FS27-11D03

Remove ex. pipe and replace with box culvert. Place 35 LF riprap at outfall. See Plan Sheet913296 X 60UNKUNK-84.530606435.2249112155+56411P-FS27-10D03

Remove and replace ex. pipe.213024UNKUNK-84.534753935.2263078142+03409P-FS27-09D02

Remove and replace ex. pipe; place 10 LF riprap at outfall. Add 12" roadway fill213024UNKUNK-84.535957635.2269194137+78408P-FS27-08D02

Remove and replace ex. pipe; place 10 LF riprap at outfall. Add 12" roadway fill213024UNKUNK-84.536417235.2270792136+30407P-FS27-07D02

Remove ex. pipe and replace with box culvert; place 40 LF riprap at outfall. See Plan Sheet 913296 X 60UNKUNK-84.536992535.2272970134+68406P-FS27-06D02

Clean existing pipe. Recondition ditch 15 LF at outfall.3UNKUNK-84.540703635.2288805121+85405P-FS27-05D01

Install new pipe culvert.223024UNKUNK-84.540843635.2289799121+29404P-FS27-04D01

Clean existing pipe.3UNKUNK-84.541821935.2295726117+66402P-FS27-03D01

Remove and replace ex. pipe; place 10 LF riprap at outfall.414042UNKUNK-84.543597035.2315656108+65401P-FS27-02D01

Remove and replace ex. pipe; place 20 LF riprap at outfall.212424UNKUNK-84.544382735.2322973105+12400P-FS27-01D01

LONGLATSTATION

PIN

MASTER

REMARKS

CLASS

RIPRAP

TYPE

DETAIL

(LF)

LENGTH

PROP

(IN)

DIA

PROP

(LF)

LENGTH

EXIST

(IN)

DIA

EXIST

LOCATION

ID

CULVERT

SHEET

C DB A

DRAINAGE SCHEDULE

:0

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D r a in

S c h e d u le s c r p w w o r k in g \i n f r a \j f ie ld s \d

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AMENDMENT NO.2

06/15/26 JMF .Revised coordinatesAMD #2 -

PROJECT

C13TN ERFO FS CHRKE804 2020-2(5)

U.S. DEPARTMENT OF TRANSPORTATION

SPRING CREEK ROAD (FS 27)

CHEROKEE NATIONAL FOREST

approval to the CO prior to ordering any pipe culvert materials.

conditions and to comply with the construction details. Submit lengths and location of all pipes for

Proposed pipe lengths are estimates from field measurements, but may need to be adjusted for field pipes up to 48".

Place riprap at the outfall of all Type 1 and Type 2 pipe installations according to Detail E251-01 for

Exact measurements were not taken for existing pipe. Average pipe length is approximately 24 feet.

See Drainage Construction detail.

NOTES:

A

C

Sheet 2 of 2

D

B

Clean existing pipe.3UNK.UNK.-84.487589335.2372073346+44P-FS27-47D12

Clean existing pipe.3UNK.UNK.-84.490309435.2360412336+56456P-FS27-46D12

Remove and replace ex.pipe. 412642UNK.UNK.-84.491104335.2361608334+15455P-FS27-45D11

Install new pipe culvert.223024UNK.UNK.-84.491279235.2360983333+69454P-FS27-44D11

Remove and replace ex.pipe.213024UNK.UNK.-84.491561435.2359811332+42453P-FS27-43D11

Remove ex. Pipe; Install proposed structure plate AOP structure. See Plan Sheet9126217 X 142UNK.UNK.-84.492032935.2360003331+11452P-FS27-42D11

Install new pipe culvert.223024UNK.UNK.-84.492491435.2350165327+31450P-FS27-41D11

Remove and replace ex.pipe.314030UNK.UNK.-84.494686835.2329446310+18448P-FS27-40D10

Remove and replace ex.pipe. Reduce skew angle of pipe.213024UNK.UNK.-84.495646335.2279372290+34443P-FS27-39D09

Remove and replace ex.pipe.213224UNK.UNK.-84.495279435.2269491286+53442P-FS27-38D09

Clean existing pipe.3UNK.UNK.-84.495436635.2259947283+03440P-FS27-37D09

Clean existing pipe.3UNK.UNK.-84.496750235.2254589278+33439P-FS27-36D08

Clean existing pipe.3UNK.UNK.-84.497210135.225442276+74P-FS27-35D08

Clean existing pipe.3UNK.UNK.-84.49781435.2247405273+57P-FS27-34D08

Remove and replace ex.pipe.212824UNK.UNK.-84.500312335.2236581263+74436P-FS27-33D08

Remove and replace ex.pipe.213224UNK.UNK.-84.501140435.2237407261+23435P-FS27-32D08

Install new pipe culvert.223024UNK.UNK.-84.501871435.2238808258+94434P-FS27-31D08

Install proposed structure plate AOP structure. See Plan Sheet9124150 X 95UNK.UNK.-84.504135935.2245255251+85433P-FS27-30D07

Install new pipe culvert.22224UNK.UNK.-84.506794335.2246013243+80P-FS27-29D07

Remove ex. pipe and replace with box culvert. Place 32 LF riprap at outfall. See Plan Sheet912296 x 48UNK.UNK.-84.507069735.2245732243+00431P-FS27-28D07

Install new pipe culvert.22224UNK.UNK.-84.507211535.224506242+50P-FS27-27D07

Clean existing pipe.2UNK.UNK.-84.512760635.2243044233+71P-FS27-26D06

Cut off 1 LF of existing pipe on inlet side.UNK.UNK.-84.509750735.2237046233+28430P-FS27-25D06

Clean existing pipe.UNK.UNK.-84.513028335.2242285429P-FS27-24D06

LONGLATSTATION

PIN

MASTER

REMARKS

CLASS

RIPRAP

TYPE

DETAIL

(LF)

LENGTH

PROP

(IN)

DIA

PROP

(LF)

LENGTH

EXIST

(IN)

DIA

EXIST

LOCATION

ID

CULVERT

SHEET

DRAINAGE SCHEDULE

:0

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D r a in

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06/09/26 JMF .Revised coordinatesAMD #2 -

AMENDMENT NO.2 PROJECT

C14 TN ERFO FS CHRKE804 2020-2(5)

A C DB

R

N

M a tc h li n e

Matchline 753+00

FS 35-1

P-FS35-1-66

R

R

N

M a tc h li n e

M atchline 763+

FS

-1

P-FS35-1-67

P-FS35-1-73

P-FS35-1-74

P-FS35-1-75

See the Drainage Schedule sheets for the scope of work for all existing and proposed pipes.

NOTE:

-84.103135.4238763+00

-84.100035.4243753+00

-84.099035.4222743+00

LongitudeLatitudeStation

Baseline GIS Data project was not surveyed. See note on Key Map sheet.

NOTE: Coordinates are approximate from GIS. The

Sta 743+75

Sta 754+59 Sta 757+88

Sta 759+46

Sta 759+93

U.S. DEPARTMENT OF TRANSPORTATION

743+00.00 to 763+00.00

CITICO CREEK ROAD (FS 35-1)

CHEROKEE NATIONAL FOREST

P-FS35-1-68

Sta 748+27

P-FS35-1-69

Sta 749+00

Sta 750+54

P-FS35-1-70

P-FS35-1-71

Sta 752+60

P-FS35-1-72

Sta 754+55

Scale in Feet

0 10050

CITICO CREEK PLANS

:2

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\i n f r a

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AMENDMENT NO.2

06/15/26 JMF AMD #2 - Revised coordinates.

PROJECT

E12TN ERFO FS CHRKE804 2020-2(5)

N

FS 35-1M

a tc h li n e

M a tc h lin e

P-FS35-1-77

P-FS35-1-76

N

P-FS35-1-79

P-FS35-1-80

See the Drainage Schedule sheets for the scope of work for all existing and proposed pipes.

NOTE:

-84.107835.4272783+00

-84.105535.4256773+00

-84.103135.4238763+00

LongitudeLatitudeStation

Baseline GIS Data project was not surveyed. See note on Key Map sheet.

NOTE: Coordinates are approximate from GIS. The

Continue Roadway Reconditioning.

763+10

Sta 763+47

Sta 772+11

Sta 778+36

Sta 780+37

U.S. DEPARTMENT OF TRANSPORTATION

763+00.00 to 783+00.00

CITICO CREEK ROAD (FS 35-1)

CHEROKEE NATIONAL FOREST

P-FS35-1-78

Sta 772+63

Scale in Feet

0 10050

CITICO CREEK PLANS

:2

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P la n p w w o r k in g

\i n f r a

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AMENDMENT NO.2

06/15/26 JMF AMD #2 - Revised coordinates.

PROJECT

E13TN ERFO FS CHRKE804 2020-2(5)

a tc h li n e

0 M a tc h lin e

FS 35-1

PC

PC

B

BH+

R

N

FS 35-1

M a tc h li n e

0 M a tc h lin e

P-FS35-1-86

P-FS35-1-87

P-FS35-1-88

MP 508 - MSE, Welded Wire Face

R

N

Matchline 813+00

M a tc h lin e

FS

5-

P-FS35-1-89

P-FS35-1-90

P-FS35-1-91

See the Drainage Schedule sheets for the scope of work for all existing and proposed pipes.

NOTE:

-84.105735.4339825+00

-84.103735.4319813+00

-84.105635.4292801+00

LongitudeLatitudeStation

Baseline GIS Data project was not surveyed. See note on Key Map sheet.

NOTE: Coordinates are approximate from GIS. The

808+97.90

Fill in road surface at bridge ends.

Continue Roadway Reconditioning.

812+96

Sta 801+27

Sta 804+76

Sta 806+87

Sta 815+28

Sta 813+47

Sta 817+17

Work is not to be performed on bridge.

U.S. DEPARTMENT OF TRANSPORTATION

801+00.00 to 825+00.00

CITICO CREEK ROAD (FS 35-1)

CHEROKEE NATIONAL FOREST

809+97.66

Fill in road surface at bridge ends.

Install New Pipe

Scale in Feet

0 10050

CITICO CREEK PLANS

:2

J u n e

P la n p w w o r k in g

\i n f r a

\j f ie ld s \d

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AMENDMENT NO.2

06/15/26 JMF AMD #2 - Revised coordinates/callout.

PROJECT

E15TN ERFO FS CHRKE804 2020-2(5)

FS 35

-1

M a tc h li n e

Matc hlin e 8

+00

R

R

N

M at ch lin e

M a tc h lin e

FS 35-

P-FS35-1-92

P-FS35-1-95

of work for all existing and proposed pipes.

See the Drainage Schedule sheets for the scope

NOTE:

-84.107535.4382849+00

-84.108035.4353837+00

-84.105735.4339825+00

LongitudeLatitudeStation

Baseline GIS Data project was not surveyed. See note on Key Map sheet.

NOTE: Coordinates are approximate from GIS. The

Sta 837+37

Sta 846+87

U.S. DEPARTMENT OF TRANSPORTATION

825+00.00 to 849+00.00

CITICO CREEK ROAD (FS 35-1)

CHEROKEE NATIONAL FOREST

Sta 831+21

P-FS35-1-93 Sta 835+60

P-FS35-1-94

Scale in Feet

0 10050

CITICO CREEK PLANS

:2

J u n e

P la n p w w o r k in g

\i n f r a

\j f ie ld s \d

\A

M E

N D

T N

E R

F O p ln g e n

.d g n

AMENDMENT NO.2

06/15/26 JMF AMD #2 - Revised coordinates.

PROJECT

E16TN ERFO FS CHRKE804 2020-2(5)

FS

35-

M a tc h li n e

Matchline 861+00

P-FS35-1-96

P-FS35-1-97

P-FS35-1-98

P-FS35-1-99

N

P-FS35-1-100

P-FS35-1-101

P-FS35-1-102

P-FS35-1-103

P-FS35-1-104

of work for all existing and proposed pipes.

See the Drainage Schedule sheets for the scope

NOTE:

-84.112135.4423873+00

-84.109135.4404861+00

-84.107535.4382849+00

LongitudeLatitudeStation

Baseline GIS Data project was not surveyed. See note on Key Map sheet.

NOTE: Coordinates are approximate from GIS. The

Sta 849+75

Sta 853+50

Sta 855+92

Sta 858+14

Sta 861+89

Sta 865+27

Sta 868+86

Sta 869+76

Sta 871+66

U.S. DEPARTMENT OF TRANSPORTATION

849+00.00 to 873+00.00

CITICO CREEK ROAD (FS 35-1)

CHEROKEE NATIONAL FOREST

Scale in Feet

0 10050

CITICO CREEK PLANS

:2

J u n e

P la n p w w o r k in g

\i n f r a

\j f ie ld s \d

\A

M E

N D

T N

E R

F O p ln g e n

.d g n

AMENDMENT NO.2

06/15/26 JMF AMD #2 - Revised coordinates.

PROJECT

E17TN ERFO FS CHRKE804 2020-2(5)

at ch lin e

1+

M a tc h lin e

FS 35-1

M a tc h li n e

M a tch lin e

P-FS35-1-106

P-FS35-1-105

P-FS35-1-107

N

M at ch lin e

M a tch lin e

FS 35-1

P-FS35-1-108

See the Drainage Schedule sheets for the scope of work for all existing and proposed pipes.

NOTE:

-84.110235.4461897+00

-84.113535.4452885+00

-84.112135.4423873+00

LongitudeLatitudeStation

Baseline GIS Data project was not surveyed. See note on Key Map sheet.

NOTE: Coordinates are approximate from GIS. The

Sta 873+88

Sta 883+49

Sta 878+52

Sta 886+07

U.S. DEPARTMENT OF TRANSPORTATION

873+00.00 to 897+00.00

CITICO CREEK ROAD (FS 35-1)

CHEROKEE NATIONAL FOREST

Scale in Feet

0 10050

CITICO CREEK PLANS

:2

J u n e

P la n p w w o r k in g

\i n f r a

\j f ie ld s \d

\A

M E

N D

T N

E R

F O p ln g e n

.d g n

AMENDMENT NO.2

06/15/26 JMF AMD #2 - Revised coordinates.

PROJECT

E18TN ERFO FS CHRKE804 2020-2(5)

a tc h li n e

M atchline 921+

FS 35-1

P-FS35-1-112

P-FS35-1-113

P-FS35-1-114

P-FS35-1-115

H

PC

P2

PC

R

N

FS

5-

Matchline 897+00

M a tc h lin e

P-FS35-1-109

P-FS35-1-110

P-FS35-1-111

Embankment

Special Rock MP 515 -of work for all existing and proposed pipes.

See the Drainage Schedule sheets for the scope

NOTE:

-84.112035.4506921+00

-84.109435.4485909+00

-84.110235.4461897+00

LongitudeLatitudeStation

Baseline GIS Data project was not surveyed. See note on Key Map sheet.

NOTE: Coordinates are approximate from GIS. The

Sta 905+73

Sta 904+03

Sta 907+99

Sta 911+42

Sta 912+26

Sta 916+54

Sta 919+50

U.S. DEPARTMENT OF TRANSPORTATION

897+00.00 to 921+00.00

CITICO CREEK ROAD (FS 35-1)

CHEROKEE NATIONAL FOREST

Scale in Feet

0 10050

CITICO CREEK PLANS

:2

J u n e

P la n p w w o r k in g

\i n f r a

\j f ie ld s \d

\A

M E

N D

T N

E R

F O p ln g e n

.d g n

AMENDMENT NO.2

06/15/26 JMF AMD #2 - Revised coordinates.

PROJECT

E19TN ERFO FS CHRKE804 2020-2(5)

M a tc h li n e

0 M a tc h lin e

0FS 35-1

P-FS35-1-116

P-FS35-1-117

P-FS35-1-118

P-FS35-1-119

PC

PC

R

N

P-FS35-1-120

P-FS35-1-121

P-FS35-1-122

P-FS35-1-123

P-FS35-1-124

Embankment

Special RockMP 518 B/MP 518 C -

See the Drainage Schedule sheets for the scope of work for all existing and proposed pipes.

NOTE:

-84.119535.4513945+00

-84.115835.4506933+00

-84.112035.4506921+00

LongitudeLatitudeStation

Baseline GIS Data project was not surveyed. See note on Key Map sheet.

NOTE: Coordinates are approximate from GIS. The

Sta 925+20

Sta 928+31

Sta 932+17

Sta 932+96

Sta 942+96

Sta 944+58

Sta 935+34

Sta 937+34 Sta 941+51

U.S. DEPARTMENT OF TRANSPORTATION

921+00.00 to 945+00.00

CITICO CREEK ROAD (FS 35-1)

CHEROKEE NATIONAL FOREST

Scale in Feet

0 10050

CITICO CREEK PLANS

:2

J u n e

P la n c p w w o r k in g in fr a jf ie ld s d A

M E

N D

T N

E R

F O p ln g e n .d g n

AMENDMENT NO.2

06/15/26 JMF AMD #2 - Revised coordinates.

PROJECT

E20TN ERFO FS CHRKE804 2020-2(5)

M a tc h li n e

0 M a tch lin e a tc h li n e

Matchline 953+00

FS

35-

1P-FS35-1-125

P-FS35-1-126

N

FS 35-1

M a tc h li n e

M atchline 961+

P-FS35-1-127

P-FS35-1-128

See the Drainage Schedule sheets for the scope of work for all existing and proposed pipes.

NOTE:

-84.118035.4545961+00

-84.119835.4533953+00

-84.119535.4513945+00

LongitudeLatitudeStation

Baseline GIS Data project was not surveyed. See note on Key Map sheet.

NOTE: Coordinates are approximate from GIS. The

Sta 947+85

Sta 949+96

Sta 957+93

Sta 959+47

U.S. DEPARTMENT OF TRANSPORTATION

945+00.00 to 961+00.00

CITICO CREEK ROAD (FS 35-1)

CHEROKEE NATIONAL FOREST

E 2528969.867

N 413362.032

959+47

END WORK

Scale in Feet

0 10050

CITICO CREEK PLANS

:2

J u n e

P la n p w w o r k in g

\i n f r a

\j f ie ld s \d

\A

M E

N D

T N

E R

F O p ln g e n

.d g n

AMENDMENT NO.2

06/15/26 JMF AMD #2 - Revised coordinates.

PROJECT

E21TN ERFO FS CHRKE804 2020-2(5)

BRIDGE LOAD RATING REPORT

BRIDGE 35-1-4.78, Structure No. 080404000003073

Single Lane Steel Bridge, (110’-9” Girder Length)

Cherokee National Forest Tellico Ranger District Southern Region, USFS

May 2019

PREPARED BY:

DJ&A, P.C. Engineers – Planners – Surveyors

3203 Russell Street Missoula, MT 59801

RATED BY: CHECKED BY: RATING ENGINEER:

Ammon Groesbeck, P.E. Brad Miller, P.E. Ammon Groesbeck, P.E.

GENERAL COMMENTS:

Rating factors are calculated for the HL-93 design live loads (Inventory and Operating), Type 3, Type 3S2, Type 3-3, and SU4, SU5, SU6, SU7 legal vehicles, and the AASHTO Notional Rating Load (NRL).

BRASS 8.0, Microsoft Excel, MathCAD 15.0, and Visual Analysis 18.0 are used for bridge rating calculations.

BRASS output is furnished for the controlling girder line (interior or exterior) only.

See the calculation sheets immediately following the Rating Form for detailed rating assumption information.

DRAWING/DESIGN ASSUMPTIONS:

Available design drawings for the deck were used as a reference for this bridge load rating. All other information for this rating was field-measured by DJ&A at a site visit.

BRIDGE CONDITION ASSUMPTIONS:

This bridge is rated based on the latest USFS bridge inspection, available USFS design drawings, and DJ&A site visit measurements. This site was visited by DJ&A prior to completing rating calculations to verify dimensions and condition assumptions.

CONTROLLING RATING:

The rating factors for Type 3, Type 3S2, and Type 3-3 AASHTO legal vehicles are less than 1.0;

therefore load posting of the bridge is required.

Based on the analysis, the rating factors for the SU4-SU7 and NRL legal vehicles are less than

1.0. Load posting of the bridge for these loads should be considered if vehicles of this type can legally travel on the road. Safe posting loads are provided on the attached Bridge Rating Form.

BRIDGE RATING FORM

USFS REGION 8 LOAD RATING REPORT

Forest: Cherokee Ranger District: Tellico

Bridge Name: 35-1-4.78 Structure No.: 080404000003073

Rated By: Ammon Groesbeck Date: May 2019

Firm: DJ&A P.C. Drawing No. -

SUMMARY OF CONTROLLING RATING

(Rating Factors)

RF

Safe Load Capacity

(tons)

Controlling Member

Location (Span Ratio)

M, V, or B

HL-93 Inventory 0.30 - Girder 105.00 M

HL-93 Operating 0.38 - Girder 105.00 M

Type 3 Truck 0.59 10 Girder 105.00 M

Type 3S2 Truck 0.48 9 Girder 105.00 M

Type 3-3 Truck 0.47 9 Girder 105.00 M

SU4 Truck 0.53 8 Girder 105.00 M

SU5 Truck 0.47 7 Girder 105.00 M

SU6 Truck 0.42 6 Girder 105.00 M

SU7 Truck 0.38 4 Girder 105.00 M

NRL 0.37 4 Girder 105.00 M

Notes or Comments:

Safe load capacity is calculated as RF x GVW if RF ≥ 1.0. If RF < 1.0, equation 6A.8.3-1 in the Manual for Bridge Evaluation is used to calculate the safe posting load (highlighted).

Locations are span fractions as designated in BRASS (e.g.

105.00 = Mid-span).

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

BRIDGE LOAD RATING Steel Bridge

Calculations are in accordance with AASHTO LRFD Bridge Design Specifications, 8th Ed. & AASHTO Manual for Bridge Evaluation, 3rd Ed.

References to the Design Specifications are shown in [ ] brackets, references to the Bridge Evaluation Manual are shown in { } brackets.

GENERAL COMMENTS AND ASSUMPTIONS

All dimensions and properties of the existing bridge taken from USFS design drawings and field measurements.

Load Resistance Factor Rating (LRFR) methodology is used.

Load rating calculations are completed for superstructure elements only.

Live load distribution by approximate method.

BRASS-GIRDER v.8.0 program used for girder rating calculations. Electronic input/output BRASS files can be found in the Regional Bridge Engineer's files.

GENERAL INFORMATION

The following unit weights are used:

Concrete, γc 150 pcf pcf = Pounds Per Cubic Foot

Asphalt, γws 140 pcf [Table 3.5.1-1]

Steel, γs 490 pcf

Wood, γw 50 pcf

Load Modifiers are as follows:

Ductility ηD 1.0 For Conventional Designs [1.3.3]

Redundancy ηR 1.0 For Conventional Redundancy ** System factor reduction made for non-redundant bridges. **

[1.3.4]

Importance ηI 1.0 For Typical Bridges [1.3.5] ηi = ηD ηR ηI 0.95 [1.3.2.1] therefore, ηi max ηD ηR ηI 0.95( ) 1.00 (maximum load factors)

Load Factors are as follows:

STRENGTH SERVICE

DC: γDC 1.25 γDCS 1.0 Dead Load of Components

DW: γDW 1.50 γDWS 1.0 Dead Load of Wearing Surface {6A.4.2.2-1 Notes}

Design LL: γHL93I 1.75 γHL93I.S 1.30 HL-93 Live Load - Inventory Level {Table 6A.4.2.2-1} γHL93O 1.35 γHL93O.S 1.0 HL-93 Live Load - Operating Level

AASHTO

Legal LL: γLEGAL 1.30 γLEGALS 1.30 Type 3, Type 3S2, Type 3-3, SU4-SU7, NRL

{Table 6A.4.4.2.3a-1}

ADTT 1000

Resistance Factors are as follows:

Resistance Factor: ϕf 1.0 ϕv 1.0 Steel Girders Flexure or Shear [6.5.4.2] ϕf.D 0.9 Tension-Controlled Reinforced Concrete Sections [5.5.4.2.1]

Condition Factor: Girders, ϕc 0.95 ** Based on Most Recent Inspection ** {Table 6A.4.2.3-1} ϕcFB 1.0 Floor Beams ϕcS 0.85 Stringers ϕcdeck 1.0 For the Deck

System Factor: ϕs 0.85 For 2 Girder Bridge Per USFS (& Stringers) {Table 6A.4.2.4-1} ϕsFB 1.0 Floor Beams ϕsdeck 1.0 Deck

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

1 of 18 Rated: ASG Checked: BdM

BRIDGE GEOMETRY

Roadway Width, Wr 11.8333 ft Skew, Skew 34 deg

Out-to-Out Deck Width, Wd 13.5 ft Span, Span 108.8333 ft CL Brg. to CL Brg.

Girder Spacing, S 15.5 ft Stringer Span, SpanS 20.6667 ft Max

Stringer Spacing, SS 6.5 ft Stringer Span, SpanS2 15.625 ft Typical

Number of Lanes, NL 1 Number of Girders, N 2

Number of Stringers, NS 2

Overhang, MATERIAL PROPERTIES Sover

Wd N 1( ) SS

3.5000 ft

Concrete Deck: Cast-In-Place Concrete Deck tD 5.5 in Deck Thickness tD.OH 10.5 in Deck Thickness at Face of Exterior Soffit tD.OH.avg 5.5 in Average Deck Thickness for DL Calcs - Overhang

FcD 3600 psi 28-day Compressive Strength

FyD 40 ksi Deck Rebar Yield covertop 1.5 in Concrete Cover to Top Transverse Bars coverbot 1 in Concrete Cover to Bottom Transverse Bars

Steel Stringer: Built-Up Steel Stringer bf.S 10.5 in Flange Width - Out to Out of Angles & Web Angles Top & Bottom are L5x5x1/2 tf.S 0.5 in Flange Thickness - Angles dS 27 in Beam Depth - Web Only tw.S 0.5 in Web Thickness

AAngle.S 4.79 in

Angle Area

E 29000 ksi Modulus of Elasticity

Fy 30 ksi Yield Stress - Based on Construction Between 1905 & 1935 {Table 6.A.6.2.1-1}

AS 4 AAngle.S dS tw.S 32.66 in

Gross Area

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

2 of 18 Rated: ASG

Steel Floor Beam: Built-Up Steel Floor Beam Angles Top & Bottom are L5x5x3/8 bf.FB 10.375 in Flange Width - Out to Out of Angles & Web tf.FB 0.375 in Flange Thickness - Angles dFB 36 in Floor Beam Depth - Web Only tw.FB 0.375 in Web Thickness

AAngle.FB 3.65 in

Angle Area

AFB 4 AAngle.FB dFB tw.FB 28.10 in

Gross Area

Steel Girder: Plate Girder bf.G 12.375 in Flange Width - Out to Out of Angles & Web Angles Top & Bottom are L6x3-1/2x3/8 tf.G 0.375 in Flange Thickness - Angles dG 99.875 in Girder Depth - Web Only tw.G 0.375 in Web Thickness btp 13 in Top Cover Plate 1 Width ttp 0.375 in Top Cover Plate 1 Thickness

Ltp1 Span 108.83 ft Top Cover Plate 1 Length - Centered at Mid-Span

Ltp2 83.75 ft Top Cover Plate 2 Length - Centered at Mid-Span

Ltp3 68.75 ft Top Cover Plate 2 Length - Centered at Mid-Span bbp 16 in Bottom Cover Plate 1, 2, & 3 Width tbp1 0.625 in Bottom Cover Plate 1 Thickness tbp23 0.5 in Bottom Cover Plate 2 & 3 Thickness

Lbp1 83.75 ft Bottom Cover Plate 1 Length - Centered at Mid-Span

Lbp2 68.75 ft Bottom Cover Plate 2 Length - Centered at Mid-Span

Lbp3 49.75 ft Bottom Cover Plate 3 Length - Centered at Mid-Span

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

3 of 18 Rated: ASG

BRIDGE RATING FACTOR ANALYSIS:

DEAD LOADS

Girder and curb weight computed by BRASS.

Component Dead Load, DC:

Concrete Curb, wcurb 10 in tcurb 9 in hcurb 10 in wcurb2 8 in tcurb2 3.5 in DCcurb wcurb tcurb hcurb wcurb2 tcurb2 γc 0.128 klf

Deck (Interior), DCDeck tD γc 0.069 ksf

Deck (Overhang), DCDeck.OH tD.OH.avg γc 0.069 ksf

DCDeck.OH.Brass tD.OH.avg tD γc 0.000 ksf

Steel Stringer Self Weight, DCS AS γs 0.111 klf

Steel Floor Beam Self Weight, DCFB AFB γs 0.096 klf

Cross Bracing & Gussets (Plate Girder), L 4 x 4 x 3/8 (Assumed), wAngle.G 9.8 plf LAngle.G 22 ft NAngle.G 2

Increase by 20% for Gussets & Connections DCbrace.G

1.2 wAngle.G LAngle.G NAngle.G

2 SpanS2

0.017 klf

Wearing Surface Dead Load, DW:

Asphalt Wearing Surface, tws 0 in Average Thickness DWws tws γws 0.000 ksf

LIVE LOADS

Live loads and live load distribution factors are computed directly by BRASS.

Multiple Presence Factor:

Multiple Presence Factor for live loads is included per [3.6.1.1.2].

Multiple Presence Factor may be reduced to 95% of given value for ADTT 1000 m1 1.2 Multiple Presence Factor for Single Lane Bridge [Table 3.6.1.1.2-1]

Adjust m for Low ADTT? Adjust_m1 1 1 for "Yes", 0 for "No" m1adjusted 0.95 m1 Adjust_m1 1if m1 Adjust_m1 0if m1adjusted 1.14

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

4 of 18 Rated: ASG

CONCRETE DECK RATING FACTOR ANALYSIS:

CONCRETE DECK RATING

The deck transverse reinforcement is rated for moment. AASHTO LRFD strip widths are used to distribute the wheel loads.

DESIGN STRIP WIDTHS - [4.6.2.1]:

X 14.75 in Distance from Load to Point of Support

BPos 26 in

6.6 S

10.69 ft Interior Portion Between Girders (+Moment) [Table 4.6.2.1.3-1]

BNeg 48 in

3.0 S

7.87 ft Interior Portion Over Girders (-Moment) [Table 4.6.2.1.3-1]

BOH 45 in 10 X

4.77 ft Overhang (-Moment) [Table 4.6.2.1.3-1]

Bunit 1 ft Unit Strip Width for Dead & Live Loads in Visual Analysis

DECK NOMINAL RESISTANCE

Deck Thickness, tD 5.50 in

Nominal Flexural Resistance [5.7.3.2]

+Moment Bar_Nobot 4 Diabar.bot

Bar_Nobot in 0.50 in Abar.bot π

Diabar.bot 2 0.20 in dbot tD coverbot Diabar.bot

4.25 in

Spabar.bot 6 in Asbot Abar.bot

BPos

Spabar.bot

4.20 in abot

Asbot FyD

0.85 FcD BPos

0.43 in

MnD.Pos Asbot FyD dbot abot

56.49 kip ft [5.7.3.2.2-1]

- Moment Bar_Notop 5 Diabar.top

Bar_Notop in 0.63 in Abar.top π

Diabar.top 2 0.31 in

Spabar.top 6 in dtop tD covertop Diabar.top

3.69 in

Astop Abar.top

BNeg

Spabar.top

4.83 in atop

Astop FyD

0.85 FcD BNeg

0.67 in

MnD.Neg Astop FyD dtop atop

54.01 kip ft [5.7.3.2.2-1]

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

5 of 18 Rated: ASG

Overhang -Moment

Bar_NoOH 5 Diabar.OH

Bar_NoOH in 0.63 in Abar.OH π

Diabar.OH 2 0.31 in

Spabar.OH 6 in AsOH Abar.OH

BOH

Spabar.OH

2.93 in dOH tD.OH covertop

Diabar.OH

8.69 in aOH

AsOH FyD

0.85 FcD BOH

0.67 in

MnD.OH AsOH FyD dOH aOH

81.57 kip ft [5.7.3.2.2-1]

DECK DEAD LOADS:

Component Dead Load, DC:

Curb Weight per Foot of Width - Apply at Edge of Deck in Visual Analysis:

DCRail.D DCcurb Bunit 0.128 kip

Deck (Interior), DCD DCDeck Bunit 0.069 klf

Deck (Overhang), DCD.OH DCDeck.OH Bunit 0.069 klf

DCD.OH.soffit tD.OH Bunit γc 0.131 klf

Wearing Surface Dead Load, DW:

Asphalt Wearing Surface, DWD DWws Bunit 0.000 klf

DECK LIVE LOADS:

Add Dynamic Load Allowance per {6A.4.4.3} IMD 0.33

AASHTO LRFD 3.6.1.2.1 Specifies the HL-93 vehicular live loading shall consist of the maximum of a design truck or design tandem. The design truck and design tandem must include the dynamic load allowance.

Lane loads are not applied per 3.6.1.3.3. Only the axles of the design and legal vehicles are analyzed.

Live loads are applied as moving point loads equal to a 1 kip unit axle weight at 6' spacing in Visual Analysis.

DECK ANALYSIS RESULTS: (Per Unit Strip Width)

Deck loads were calculated using Visual Analysis.

MAX (+) MOMENT MAX (-) MOMENT MAX (-) OH. MOMENT

DC MDC.Pos 0.51 kip ft MDC.Neg 0.93 kip ft MDC.OH 0.93 kip ft

DW MDW.Pos 0 kip ft MDW.Neg 0 kip ft MDW.OH 0 kip ft

1 kip Unit Truck MUnit.Pos 0.64 kip ft MUnit.Neg 0.92 kip ft MUnit.OH 0.92 kip ft

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

6 of 18 Rated: ASG

Max Moments for Axle Loads:

MAX (+) MOMENT MAX (-) MOMENT

HL-93

WHL93 32 kip MHL93.Pos MUnit.Pos

WHL93

1 kip

20.48 kip ft MHL93.Neg MUnit.Neg

WHL93

1 kip

29.44 kip ft

TANDEM TRUCK

WTdm 25 kip MTdm.Pos MUnit.Pos

WTdm

1 kip

16.00 kip ft MTdm.Neg MUnit.Neg

WTdm

1 kip

23.00 kip ft

TYPE 3

WT3 17 kip MT3.Pos MUnit.Pos

WT3

1 kip

10.88 kip ft MT3.Neg MUnit.Neg

WT3

1 kip

15.64 kip ft

TYPE 3S2

WT3S2 15.5 kip MT3S2.Pos MUnit.Pos

WT3S2

1 kip

9.92 kip ft MT3S2.Neg MUnit.Neg

WT3S2

1 kip

14.26 kip ft

TYPE 3-3

WT33 16 kip MT33.Pos MUnit.Pos

WT33

1 kip

10.24 kip ft MT33.Neg MUnit.Neg

WT33

1 kip

14.72 kip ft

SU4-SU7, & NRL

WNRL 17 kip MNRL.Pos MUnit.Pos

WNRL

1 kip

10.88 kip ft MNRL.Neg MUnit.Neg

WNRL

1 kip

15.64 kip ft

MAX (-) OH. MOMENT

HL-93 MHL93.OH MUnit.OH

WHL93

1 kip

29.44 kip ft

Tandem Truck MTdm.OH MUnit.OH

WTdm

1 kip

23.00 kip ft

Type 3 MT3.OH MUnit.OH

WT3

1 kip

15.64 kip ft

Type 3S2 MT3S2.OH MUnit.OH

WT3S2

1 kip

14.26 kip ft

Type 3-3 MT33.OH MUnit.OH

WT33

1 kip

14.72 kip ft

SU4-SU7, & NRL MNRL.OH MUnit.OH

WNRL

1 kip

15.64 kip ft

STRIP WIDTH SCALE FACTOR

BPos.D

BPos

Bunit

10.69

Note: All SU Vehicles & NRL have same max wheel load.BNeg.D

BNeg

Bunit

7.87

BOH.D

BOH

Bunit

4.77

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

7 of 18 Rated: ASG

RATING FACTOR GENERAL EQUATION

Member Capacity - Factored DL effects {6A.4.2.1} {Eq. 6A.4.2.1-1}

Rating Factor, RF = Factored LL effects

Member Capacity, C = Nominal_Capacity ϕc ϕs ϕ {Eq. 6A.4.2.1-2} ϕcdeck 1.00 ϕsdeck 1.00 ϕcdeck ϕsdeck 1.00 Deck Capacity:

{Table 6A.4.2.2-1} CM.D.Pos max ϕcdeck ϕsdeck 0.85 ϕf.D MnD.Pos 50.84 kip ft

CM.D.Neg max ϕcdeck ϕsdeck 0.85 ϕf.D MnD.Neg 48.61 kip ft

CM.D.OH max ϕcdeck ϕsdeck 0.85 ϕf.D MnD.OH 73.41 kip ft

STRENGTH Factored Force Effects: {Table 6A.4.2.2-1}

Dead Load

MuDLD.Pos ηi γDC MDC.Pos γDW MDW.Pos BPos.D 6.82 kip ft

MuDLD.Neg ηi γDC MDC.Neg γDW MDW.Neg BNeg.D 9.15 kip ft

MuDLD.OH ηi γDC MDC.OH γDW MDW.OH BOH.D 5.55 kip ft

HL-93 INVENTORY

MuHL93D.Pos.I ηi γHL93I m1adjusted 1 IMD max MHL93.Pos MTdm.Pos 54.34 kip ft

MuHL93D.Neg.I ηi γHL93I m1adjusted 1 IMD max MHL93.Neg MTdm.Neg 78.11 kip ft

MuHL93D.OH.I ηi γHL93I m1adjusted 1 IMD max MHL93.OH MTdm.OH 78.11 kip ft

HL-93 OPERATING

MuHL93D.Pos.O ηi γHL93O m1adjusted 1 IMD max MHL93.Pos MTdm.Pos 41.92 kip ft

MuHL93D.Neg.O ηi γHL93O m1adjusted 1 IMD max MHL93.Neg MTdm.Neg 60.26 kip ft

MuHL93D.OH.O ηi γHL93O m1adjusted 1 IMD max MHL93.OH MTdm.OH 60.26 kip ft

Type 3 MuT3D.Pos ηi γLEGAL m1adjusted 1 IMD MT3.Pos 21.45 kip ft

MuT3D.Neg ηi γLEGAL m1adjusted 1 IMD MT3.Neg 30.83 kip ft

MuT3D.OH ηi γLEGAL m1adjusted 1 IMD MT3.OH 30.83 kip ft

Type 3S2 MuT3S2D.Pos ηi γLEGAL m1adjusted 1 IMD MT3S2.Pos 19.55 kip ft

MuT3S2D.Neg ηi γLEGAL m1adjusted 1 IMD MT3S2.Neg 28.11 kip ft

MuT3S2D.OH ηi γLEGAL m1adjusted 1 IMD MT3S2.OH 28.11 kip ft

Type 3-3 MuT33D.Pos ηi γLEGAL m1adjusted 1 IMD MT33.Pos 20.18 kip ft

MuT33D.Neg ηi γLEGAL m1adjusted 1 IMD MT33.Neg 29.01 kip ft

MuT33D.OH ηi γLEGAL m1adjusted 1 IMD MT33.OH 29.01 kip ft

SU4-SU7,

& NRL

MuNRLD.Pos ηi γLEGAL m1adjusted 1 IMD MNRL.Pos 21.45 kip ft

MuNRLD.Neg ηi γLEGAL m1adjusted 1 IMD MNRL.Neg 30.83 kip ft

MuNRLD.OH ηi γLEGAL m1adjusted 1 IMD MNRL.OH 30.83 kip ft

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

8 of 18 Rated: ASG

DECK RATING FACTORS

POSITIVE MOMENT NEGATIVE MOMENT

HL-93

INVENTORY

RFHL93.I.P

CM.D.Pos MuDLD.Pos

MuHL93D.Pos.I

1.06 RFHL93.I.N

CM.D.Neg MuDLD.Neg

MuHL93D.Neg.I

0.51

HL-93

OPERATING

RFHL93.O.P

CM.D.Pos MuDLD.Pos

MuHL93D.Pos.O

1.38 RFHL93.O.N

CM.D.Neg MuDLD.Neg

MuHL93D.Neg.O

0.65

Type 3 RFT3.P

CM.D.Pos MuDLD.Pos

MuT3D.Pos

2.69 RFT3.N

CM.D.Neg MuDLD.Neg

MuT3D.Neg

1.28

Type 3S2 RFT3S2.P

CM.D.Pos MuDLD.Pos

MuT3S2D.Pos

2.95 RFT3S2.N

CM.D.Neg MuDLD.Neg

MuT3S2D.Neg

1.40

Type 3-3 RFT33.P

CM.D.Pos MuDLD.Pos

MuT33D.Pos

2.86 RFT33.N

CM.D.Neg MuDLD.Neg

MuT33D.Neg

1.36

SU4-SU7, &

NRL

RFNRL.P

CM.D.Pos MuDLD.Pos

MuNRLD.Pos

2.69 RFNRL.N

CM.D.Neg MuDLD.Neg

MuNRLD.Neg

1.28

NEGATIVE OH. MOMENT

HL-93

INVENTORY

RFHL93.I.OH

CM.D.OH MuDLD.OH

MuHL93D.OH.I

0.87

HL-93

OPERATING

RFHL93.O.OH

CM.D.OH MuDLD.OH

MuHL93D.OH.O

1.13

Type 3 RFT3.OH

CM.D.OH MuDLD.OH

MuT3D.OH

2.20

Type 3S2 RFT3S2.OH

CM.D.OH MuDLD.OH

MuT3S2D.OH

2.41

Type 3-3 RFT33.OH

CM.D.OH MuDLD.OH

MuT33D.OH

2.34

SU4-SU7, &

NRL

RFNRL.OH

CM.D.OH MuDLD.OH

MuNRLD.OH

2.20

DECK RATING FACTOR SUMMARY:

HL-93

INVENTORY RFHL93.I min RFHL93.I.P RFHL93.I.N RFHL93.I.OH 0.51

HL-93

OPERATING

RFHL93.O min RFHL93.O.P RFHL93.O.N RFHL93.O.OH 0.65

Type 3 RFT3 min RFT3.P RFT3.N RFT3.OH 1.28

Type 3S2 RFT3S2 min RFT3S2.P RFT3S2.N RFT3S2.OH 1.40

Type 3-3 RFT33 min RFT33.P RFT33.N RFT33.OH 1.36

SU4-SU7, & NRL RFNRL min RFNRL.P RFNRL.N RFNRL.OH 1.28

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

9 of 18 Rated: ASG

STEEL STRINGER RATING FACTOR ANALYSIS:

DEAD LOADS

Stringer, deck, and curb self weight computed by BRASS.

Component Dead Load, DC:

All loads applied in BRASS.

Wearing Surface Dead Load, DW:

Asphalt Wearing Surface, DWws 0.000 ksf

LIVE LOADS

Add Dynamic Load Allowance per {6A.4.4.3} IMS 0.33 Applies only to truck loads

AASHTO LRFD 3.6.1.2.1 Specifies the HL-93 vehicular live loading shall consist of the maximum of a design truck or design tandem in combination with a 64 psf lane load over a 10' wide design lane. The design truck and design tandem must include the dynamic load allowance, but the design lane load need not include the dynamic load allowance.

BRASS POINTS OF INTEREST

The design is investigated at the 10th points along the span, at any changes in bottom plate conditions, and at either side of hinge locations. Locations are span fractions as designated in BRASS (e.g. 105.00 = Mid-span)

At Tenth Points:

POI0.0 100.00 POI0.1 101.00 POI0.2 102.00 POI0.3 103.00 POI0.4 104.00 POI0.5 105.00

(etc.)

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

10 of 18 Rated: ASG

SUMMARY OF RATING FACTORS

Rating Factors calculated using BRASS are shown for the stringer below.

STRENGTH I Limit State results are:

SERVICE II Limit State results are:

** Full electronic copy of BRASS output can be found in the Regional Bridge Engineer’s files **

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

11 of 18 Rated: ASG

STEEL FLOOR BEAM RATING FACTOR ANALYSIS:

DEAD LOADS

Floor Beam self weight computed by BRASS.

Component Dead Load, DC:

Tributary width for the floor beam is equal to stringer span.

Concrete Curb, DCcurb.FB

2 DCcurb SpanS

S

0.342 klf

Deck, DCDeck.FB DCDeck SpanS 1.421 klf

Steel Stringer, DCS.FB

DCS NS SpanS

S

0.296 klf

Total: DCTotalFB DCcurb.FB DCDeck.FB DCS.FB 2.059 klf

Wearing Surface Dead Load, DW:

Asphalt Wearing Surface, DWws.FB DWws SpanS 0.000 klf

LIVE LOADS

Add Dynamic Load Allowance per {6A.4.4.3} IMFB 0.33 Applies only to truck loads

AASHTO LRFD 3.6.1.2.1 Specifies the HL-93 vehicular live loading shall consist of the maximum of a design truck or design tandem in combination with a 64 psf lane load over a 10' wide design lane. The design truck and design tandem must include the dynamic load allowance, but the design lane load need not include the dynamic load allowance.

Reactions from the stringers on the floor beams were calculated using Visual Analysis. The resulting live load reactions are used in BRASS for the applied floor beam live loads.

Max Live Load Reactions:

HL-93 RHL93 43.1 kip Type 3 RT3 33.9 kip SU4 RSU4 39.6 kip SU7 RSU7 48.5 kip

Tandem RTdm 45.2 kip Type 3S2 RT3S2 31.5 kip SU5 RSU5 42.5 kip NRL RNRL 51.4 kip

Lane RLane 11.6 kip Type 3-3 RT33 27.7 kip SU6 RSU6 46.4 kip

BRASS POINTS OF INTEREST

The design is investigated at the 10th points along the span, at any changes in bottom plate conditions, and at either side of hinge locations. Locations are span fractions as designated in BRASS (e.g. 105.00 = Mid-span)

At Tenth Points:

POI0.0 100.00 POI0.1 101.00 POI0.2 102.00 POI0.3 103.00 POI0.4 104.00 POI0.5 105.00

(etc.)

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

12 of 18 Rated: ASG

Rating Factors calculated using BRASS are shown for the stringer below.

STRENGTH I Limit State results are:

SERVICE II Limit State results are:

** Full electronic copy of BRASS output can be found in the Regional Bridge Engineer’s files **

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

13 of 18 Rated: ASG

STEEL GIRDER RATING FACTOR ANALYSIS:

DEAD LOADS

Girder self weight computed by BRASS.

Component Dead Load, DC:

Loads are calculated per tributariy width of the floor beams and applied as point loads to the girders.

Concrete Curb, DCcurb.G DCcurb SpanS2 2.002 kip

Deck, DCDeck.G DCDeck SpanS2 Wd

7.251 kip

Stringer Haunch, wH1 bf.S 2 6 in 22.50 in wH2 wH1 2 11 in 44.50 in tH 5 in DCH.G wH1 wH2 tH γc SpanS2 2.726 kip

Steel Stringer, DCS.G DCS NS SpanS2 3.473 kip

Steel Floor Beam, DCFB.G DCFB S

0.741 kip

Cross Bracing & Gussets, DCbrace.G 0.017 klf

DCG DCcurb.G DCDeck.G DCH.G

DCS.G

DCFB.G 14.46 kip

Floor Beam Loads on Girder:

DCG.FB.1 DCG 14.46 kip

Wearing Surface Dead Load, DW:

Asphalt Wearing Surface, DWws.G1 DWws Wr SpanS 0.000 kip

DWws.G2 DWws Wr SpanS2 0.000 kip

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

14 of 18 Rated: ASG

LIVE LOADS

Add Dynamic Load Allowance per {6A.4.4.3} IMG 0.33 Applies only to truck loads

AASHTO LRFD 3.6.1.2.1 Specifies the HL-93 vehicular live loading shall consist of the maximum of a design truck or design tandem in combination with a 64 psf lane load over a 10' wide design lane. The design truck and design tandem must include the dynamic load allowance, but the design lane load need not include the dynamic load allowance.

LIVE LOAD DISTRIBUTION FACTORS:

Lane Live Load distribution per [3.6.1.1.2]. The controlling distribution factor is used in the load rating.

Distribution Factor for Exterior Girders:

Lever Rule:

Moment & Shear xO= Distance from wheel line 2' off rail face to exterior girder per [3.6.1.3.1] xO 4.6666 ft (negative number indicates wheel on interior of girder)

Distribution by Lever Rule with 6' axle spacingDFExt

S xO

S

S 6 ft xO

S

0.5 m1adjusted

DFExt 0.58

Final Distribution Factors:

DFM DFExt 0.58

DFV DFExt 0.58

BRASS POINTS OF INTEREST

The design is investigated at the 10th points along the span, at any changes in bottom plate conditions, and at either side of hinge locations. Locations are span fractions as designated in BRASS (e.g. 105.00 = Mid-span)

At Tenth Points:

POI0.0 100.00 POI0.1 101.00 POI0.2 102.00 POI0.3 103.00 POI0.4 104.00 POI0.5 105.00

BRASS Girder Transverse Stiffeners Symmetric About Centerline Bridge

(ft) (ft) (ft) (ft)

L5x3‐1/2x3/8 5.0833 1 0 10.1666 10.1666

L5x3‐1/2x3/8 5.2083 1 10.1666 31.25 41.4166

L5x3‐1/2x3/8 5.1667 1 41.4166 15.5 56.9166

L5x3‐1/2x3/8 5.2083 1 56.9166 31.25 88.1666

L5x3‐1/2x3/8 5.1667 1 88.1666 20.6667 108.8333

Stiffener

Group

Length End

DistanceSupport Spacing

Start

Distance

(etc.)

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

15 of 18 Rated: ASG

Rating Factors calculated using BRASS are shown for the stringer below.

STRENGTH I Limit State results are:

SERVICE II Limit State results are:

** Full electronic copy of BRASS output can be found in the Regional Bridge Engineer’s files **

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

16 of 18 Rated: ASG

BRIDGE RATING FACTOR SUMMARY:

A summary of the rating factors for each superstructure element evaluated is shown below. The safe load capacity is given in tons. If the vehicle rating factor is greater than 1.0, then the vehicle weight rating is GVW*RF. If that condition is not satisfied, safe posting loads are calculated using equation {6A.8.3-1} from the Manual for Bridge Evaluation.{6A.8.3}

+ M ‐ M ‐ OH M V

HL‐93 I 1.06 0.51 0.87 1.36 ‐

HL‐93 O 1.38 0.65 1.13 1.76 ‐

Type 3 2.69 1.28 2.20 2.88 ‐

Type 3S2 2.95 1.40 2.41 3.16 ‐

Type 3‐3 2.86 1.36 2.34 3.50 ‐

SU4 2.69 1.28 2.20 2.47 ‐

SU5 2.69 1.28 2.20 2.34 ‐

SU6 2.69 1.28 2.20 2.22 ‐

SU7 2.69 1.28 2.20 2.22 ‐

NRL 2.69 1.28 2.20 2.22 ‐

M V M V

HL‐93 I 1.90 ‐ 0.30 ‐

HL‐93 O 2.46 ‐ 0.38 ‐

Type 3 3.25 ‐ 0.59 ‐

Type 3S2 3.50 ‐ 0.48 ‐

Type 3‐3 3.98 ‐ 0.47 ‐

SU4 2.79 ‐ 0.53 ‐

SU5 2.60 ‐ 0.47 ‐

SU6 2.38 ‐ 0.42 ‐

SU7 2.27 ‐ 0.38 ‐

NRL 2.15 ‐ 0.37 ‐

STRENGTH I & SERVICE IISTRENGTH I & SERVICE II

Steel Floor Beam

Vehicle

Deck

STRENGTH I

Steel Stringer

STRENGTH I & SERVICE II

Vehicle

Steel Plate Girder

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

17 of 18 Rated: ASG

Summary

HL‐93 I 0.30 36 ‐

HL‐93 O 0.38 25 ‐

Type 3 0.59 25 10.4

Type 3S2 0.48 36 9.3

Type 3‐3 0.47 40 9.7

SU4 0.53 27 8.9

SU5 0.47 31 7.5

SU6 0.42 34.75 6.0

SU7 0.38 38.75 4.4

NRL 0.37 40 4.0

Safe Load

Capacity Vehicle RF GVW (tons)

Safe Load Capacity: {6A.8.3-1}

RF GVW RF 1.0if

GVW

0.7 RF 0.3( ) RF 1.0if

35-1-4.78 Citico Creek_Plate Girder-Steel Stringer_CIP Deck.xmcd

18 of 18 Rated: ASG

Visual Analysis Results – Concrete Deck

DJ & A, P.C.

Ammon Groesbeck

F:\...\Load Ratings\Cherokee NF 20\35-1-4.78 Citico Creek\Concrete Deck - 35-1-4.78.vap Tuesday, April 30, 2019 9:32 AM

VisualAnalysis 18.00.0008, Advanced www.iesweb.com

DJ & A, P.C.

Ammon Groesbeck

F:\...\Load Ratings\Cherokee NF 20\35-1-4.78 Citico Creek\Concrete Deck - 35-1-4.78.vap Tuesday, April 30, 2019 9:32 AM

VisualAnalysis 18.00.0008, Advanced www.iesweb.com

BRASS Input – Steel Stringer

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