A001_Horse_Ranch_Road.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

1. CONTRACT ID CODE

N/A

PAGE

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

A001 10/05/2016 N/A MT FERGUS 2016(1), Horse Ranch Road Bridge Replacement

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

Department of Transportation Federal Highway Administration 610 East Fifth Street Vancouver WA 98661-3801

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and Zip Code) 9A. AMENDMENT OF SOLICITATION NO.

X

DTFH70-16-B-00026

9B. DATED (SEE ITEM 11)

10/03/2016

10A. MODIFICATION OF CONTRACT/ORDER NO.

N/A

10B. DATED (SEE ITEM 13)

CODE: N/A FACILITY CODE: N/A

N/A

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

(__ ) is extended, ( x ) is not extended.

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 Items 8 and 15, and returning 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 telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT 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 telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

N/A

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS,

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A THIS CHANGE ORDER IS ISSUED PURSUANT TO (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT ORDER NO. IN

ITEM 10A.

N/A

B THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (Such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

C THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D OTHER (Specify type of modification and authority)

N/A

E. IMPORTANT: Contractor n/a is not, n/a is required to sign this document and return n/a copies to the issuing office.

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

MT FERGUS 2016(1), Horse Ranch Road Bridge Replacement

Amendment A001 is issued to add the Plans to www.fbo.gov

ENCLOSURES: MT Fergus 2016(1)_Plans_100%

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

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

N/A

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

BY_________________________________________ BY N/A___________________________ N/A (Signature of person authorized to sign) (Signature of Contracting Officer)

NSN 7540-01-152-8070

PREVIOUS EDITION NOT USABLE

30-105 STANDARD FORM 30 (REV. 10-83)

Prescribed by GSA

FAR (48 CFR) 53.243

Sheet and Description

Section C Section F Section S

Civil Erosion Control Bridge ALLOWANCE Bid

Schedule

A0020 15101-0000 MOBILIZATION LPSM ALL

A0040 15201-0000 CONSTRUCTION SURVEY AND

STAKING LPSM ALL

A0060 15301-0010 CONTRACTOR QUALITY CONTROL

AND ASSURANCE LPSM ALL

A0080 15401-0000 CONTRACTOR TESTING LPSM ALL

A0100 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0120 15702-1000 SOIL EROSION CONTROL,

TEMPORARY DIVERSION CHANNEL LPSM ALL ALL

A0140 15705-0100 SOIL EROSION CONTROL, SILT

FENCE LNFT 500 25 525

A0160 15801-0000 WATERING FOR DUST CONTROL MGAL 500 25 525

A0180 20101-0000 CLEARING AND GRUBBING ACRE 1.0 1.0 Contract Quantity

A0200 20304-1000 REMOVAL OF STRUCTURES AND

OBSTRUCTIONS LPSM ALL ALL

A0220 20401-0000 ROADWAY EXCAVATION CUYD 2,570 130 2,700

A0240 20420-0000 EMBANKMENT CONSTRUCTION CUYD 2,460 140 2,600

A0260 20701-0100 SEPARATION-STABILIZATION

GEOTEXTILE, CLASS 1, TYPE A SQYD 2,920 180 3,100

A0280 25101-2600 PLACED RIPRAP, METHOD B,

CLASS 6 CUYD 740 40 780

A0300 30202-2000 ROADWAY AGGREGATE, METHOD 2

(base course) TON 1,650 80 1,730

A0320 30202-2000 ROADWAY AGGREGATE, METHOD 2

(surface course) TON 650 30 680

A0340 30202-2000 ROADWAY AGGREGATE, METHOD 2

(surface course, bridge) TON 90 5 95

A0360 30210-0000 BEDDING AND BACKFILL AGGREGATE CUYD 60 5 65

A0380 55101-0200 CONCRETE FILLED STEEL PIPE

PILE, IN PLACE LNFT 474 474

A0400 55201-0200 STRUCTURAL CONCRETE, CLASS A Contract Quantity

(AE) CUYD 66 66

A0420 55302-3700 PRECAST, PRESTRESSED CONCRETE Contract Quantity

DECKED BULB TEE GIRDER LNFT 307 307

A0440 55401-1000 REINFORCING STEEL LB 7,150 7,150

A0460 55601-1100 BRIDGE RAILING, STEEL, TWO Contract Quantity

RAIL LNFT 194 194

A0480 56401-0000 BEARING DEVICE EACH 8 8 Contract Quantity

A0500 60503-0000 GEOCOMPOSITE PAVEMENT EDGE

DRAIN SYSTEM LNFT 200 200

SUMMARY OF QUANTITIES

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

7- S ep

-2

:1

A M c:

\m yf ile s\ pw

_p ro du ct io n\ d0

Es tim at e-

_M T_

Fe rg us _2

6(

1) .x ls x]

S he et

STATE PROJECT

B.1FERGUS 2016(1)MT

SHEET

NUMBER

Sheet and Description

Section C Section F Section S

Civil Erosion Control Bridge ALLOWANCE Bid

Schedule

A0520 61702-0000 TERMINAL SECTION EACH 4 4

A0540 62201-0300 DUMP TRUCK, 12 CUBIC YARD

MINIMUM CAPACITY HOUR 40

A0560 62201-0550 BACKHOE LOADER, 6 CUBIC FOOT

MINIMUM RATED CAPACITY

BUCKET, 24-INCH WIDTH HOUR 40

A0580 62201-2850 MOTOR GRADER, 12 FOOT MINIMUM

BLADE HOUR 40

A0600 62301-0000 GENERAL LABOR HOUR 80

A0620 62405-0400 PLACING CONSERVED TOPSOIL, Contract Quantity

6-INCH DEPTH SQYD 4,098 202 4,300

A0640 62502-0000 TURF ESTABLISHMENT SQYD 4,098 202 4,300

A0660 62901-0800 ROLLED EROSION CONTROL

PRODUCT, TYPE 2.D SQYD 1,066 54 1,120

A0680 63308-3000 OBJECT MARKER, TYPE 3 EACH 4 4

A0700 63501-0000 TEMPORARY TRAFFIC CONTROL LPSM ALL ALL

A0720 63509-1000 TEMPORARY TRAFFIC CONTROL,

FLAGGER FXHR 100 10 110

A0740 64704-1500 MITIGATION, STREAMBED CHANNEL

REALIGNMENT CUYD 500 25 525

A0760 65001-1000 CONSTRUCT AND MAINTAIN

DIVERSION LPSM ALL ALL

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

7- S ep

-2

:1

A M c:

\m yf ile s\ pw

_p ro du ct io n\ d0

Es tim at e-

_M T_

Fe rg us _2

6(

1) .x ls x]

S he et

2)

SUMMARY OF QUANTITIES

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

STATE PROJECT

B.2FERGUS 2016(1)MT

SHEET

NUMBER

GENERAL NOTES:

SCALING NOTES

NEW

LEGEND (PLAN VIEW)

EXISTING DESCRIPTION

ABBREVIATIONS

COORDINATE TABLES

C3.0

STATE PROJECT

NUMBER

SHEET

I n t_ ft

D c m y fi le s p w p r o d u c ti o n d C .0

R e v is e d .d g n

MT FERGUS 2016(1)

A

M

A u g u s t

K

H A

R R I S

O N

B

S T

O K

E S

C h e c k e d b y

D e s ig n e d b y

AND DEMO PLAN

EXISTING SURVEY, CONTROL

0 50' 100' 150'

S C A L E

DEMOLITION NOTES

SCALE: 1" = 50'

C P

C P

C P

C P

X STANDING X TRAIL

15" CMP FL ELEV= 3305.60

15" CMP FL ELEV= 3304.98

36" CMP FL ELEV= 3300.28

36" CMP FL ELEV= 3300.07

ROCK DAM

6"PVC

DO NOT

DISTURB FENCE

24"

18"

LOWEST OVERHEAD

ELECTRIC WIRE

22.6' ABOVE

EXISTING GROUND

RIGHT OF WAY LINE INSERTED FROM

DOCUMENT SE-RE-1014 TO BEST FIT

MONUMENTS FOUND DURING

TOPOGRAPHIC SURVEY

(NO PROPERTY SURVEY PERFORMED)

18"

24"

24"

24"

24"

8"

8"

8" 8"

8"

8"

8" 8"

24"

PROJECT

CONSTRUCTION

LIMITS

BRIDGE

BRIDGE

TEMPORARY

CONSTRUCTION

EASEMENT

TEMPORARY

CONSTRUCTION

EASEMENT

3305330

1148529.93

SURVEY CONTROL DATA

POINT NORTHING EASTING DESCRIPTION

CP-2

CP-3

CP-4

CP-5

5/8" REBAR

FOUND NGS MARK, DESIGNATION A195.

VERTICAL DATUM IS NAVD88, U.S. SURVEY FEET, AND WAS PROJECTED WITH SURVEY QUALITY GPS FROM THE

ZONE 2500, MULTIPLY TIMES THE COMBINED SCALE FACTOR OF 0.999258128. ABOUT AN ORIGIN OF (0,0).

GPS FROM THE FOUND NGS MARK, DESIGNATION A195. TO CONVERT TO MONTANA STATE PLANE COORDINATES, HORIZONTAL COORDINATES ARE GROUND, INTERNATIONAL FEET, AND WERE PROJECTED WITH SURVEY QUALITY

2061358.83

1148033.82 2061145.28

1147538.49 2060884.75

1147490.20 2060964.33

5/8" REBAR

5/8" REBAR

5/8" REBAR

CONSTRUCTION

FERGUS ELECTRIC PRIOR TO

UTILITY POLE RELOCATED BY

REMOVE TREE

REMOVE EXISTING BRIDGE

C4.0

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d C .0

R e v is e d .d g n

MT FERGUS 2016(1)

P

A u g u s t

H A

R R I S

S T

O K

C h e c k e d b y

D e s ig n e d b y

0 50' 100' 150'

S C A L E

B E

G

IN

R

O J E

C T

A

B E

IN

F U

T U

N N

E C

T

IO

N

E

O J E

A

E

U

T U

N N

E C

T

IO

N

S T

A

STA. START STA. END SECTION NOTES

8+25 12+19.5 SECTION 1

12+19.5 12+94.5 BRIDGE

12+94.5 15+00 SECTION 1

ROADWAY SECTION TABLE

SCALE: 1" = 50'

RIGHT OF WAY LINE INSERTED FROM DOCUMENT

SE-RE-1014 TO BEST FIT MONUMENTS FOUND

DURING TOPOGRAPHIC SURVEY

(NO PROPERTY SURVEY PERFORMED)

TEMPORARY

CONSTRUCTION

EASEMENT

TEMPORARY

CONSTRUCTION

EASEMENT

SEE DETAIL 3

C5.0

EROSION CONTROL

SEE DETAIL 1

C5.0

OBJECT MARKERS

SEE DETAIL 1

C5.0

OBJECT MARKERS

7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00

+0

20+00

P C : 1

.0

P T : 1

.4

P C : 1

.4

32803280

33003300

N24°49'14"E N22°58'53"E

7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00

+0

20+00

P C : 1

.0

P T : 1

.4

P C : 1

.4

32803280

33003300

N24°49'14"E N22°58'53"E

7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00

+0

20+00

P C : 1

.0

P T : 1

.4

P C : 1

.4

32803280

33003300

N24°49'14"E N22°58'53"E

7+00

8+00

13+00

0 3

TP

TP

ELEV = 3273.82100Q

5'

50'

EXISTING GROUND

FINISHED GRADE

EXISTING GROUND

FINISHED GRADE

GROUND

22.6' ABOVE EXISITNG

OVERHEAD ELECTRICAL

7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00

LVC: 320.00

K: 39.73

PVI ELEV: 3276.20

PVI STA: 11+90.00

B

V C

S

.0

B V

C E

.4

E V

C S

.0

E V

C E

.8

LOW PT ELEV: 3276.40

LOW PT. STA: 10+34.97

LVC: 300.00

K: 38.98

PVI ELEV: 3310.05

PVI STA: 19+00.00

B V

C S

.0

B V

C E

.6

E V

C S

.0

E V

C E

.0

LOW PT ELEV: 3310.60

LOW PT. STA: 17+65.05

LVC: 160.00

K: 38.52

PVI ELEV: 3276.74

PVI STA: 7+60.00

B V

C S

.0

B V

C E

.1

E V

C S

.0

E V

C E

.6

LVC: 170.00

K: 20.44

PVI ELEV: 3311.09

PVI STA: 16+30.00

B V

C S

.0

B V

C E

.3

E V

C S

.0

E V

C E

.7

HIGH PT ELEV: 3310.78

HIGH PT. STA: 17+07.11

7.93%

-0.39%

-0.13%

.3

.7

.8

.2

.9

.1

.6

.1

.5

.5

.5

.2

.4

.2

.4

.4

.9

.8

.0

.4

.8

.4

.2

.4

.2

.0

.8

.2

.8

.5

.8

.0

.7

.7

.7

.4

.9

.4

.9

.6

.7

.7

.6

.5

.7

.6

.5

.9

.9

.8

.9

.7

.6

.6

.0

.1

.6

ELEV= 3280.68

STA: 12+19.50

BENT NO. 1

CENTERLINE BEARING

ELEV= 3284.88

STA: 12+94.50

BENT NO. 2

CENTERLINE BEARING

:1

:1

7.14 '

TYPICAL SECTION

COMPACTED SUBGRADE

3.00 ' 3.00 '7.14 '

24.00 '

'12.00

METHOD 2 (base course)

6" ROADWAY AGGREGATE,

METHOD 2 (surface course)

12" ROADWAY AGGREGATE,

PROFILE

ROAD APPROACH PLAN &

FILLS 6' OR LESS = 4H:1V

FILLS OVER 6' = 2H:1V

4H:1V 4H:1V

4H:1 V

4H:1 V

2H:1V

5±0.5% 5±0.5%

GEOTEXTILE, CLASS 1, TYPE A

SEPATATION-STABILIZATION

R=365.000' Δ=67°3

L=430.173'

CB=N10°46'54.82"W

CL=405.71'

R=4000.000' Δ=1°5

L=128.409'

CB=N23°54'03.30"E

CL=128.40'

0 30' 60' 90'

S C A L E

REMOVED AT COMPLETION OF PROJECT

ALL EARTHWORK, GRADING AND STRUCTURE TO BE

10% GRADE MAX

18' TOP WIDTH

95' MINIMUM RADIUS WITH 5% SUPER

DESIGN SPEED = 15 MPH

DETOUR DESIGN CRITERIA

HYDRAULIC REQUIREMENTS

STA. START STA. END TRANSITION AREA SECTION NOTES

1+00 1+69.77 DETOUR SECTION 2

1+69.77 TO 2+52.96

2+52.96 4+62.68 DETOUR SECTION 1

4+62.68 TO 5+38.48

5+38.48 6+13.57 DETOUR SECTION 2

ROADWAY SECTION TABLE

SCALE: 1" = 30'

RIGHT OF WAY LINE INSERTED FROM

DOCUMENT SE-RE-1014 TO BEST

FIT MONUMENTS FOUND DURING

TOPOGRAPHIC SURVEY

(NO PROPERTY SURVEY PERFORMED)

TEMPORARY CONSTRUCTION

EASEMENT

1+00

3+00 4+00

5+

6+006+14

P T : 1+

79.37

P C : 2

.3

P T : 3

.7

P C : 3

.7

P T : 4

.5

P C : 5

.5

1+00

2+

3+00 4+00

5+

6+006+14

P T : 1+

79.37

P C : 2

.3

P T : 3

.7

P C : 3

.7

CL=77.31'

CB=N1°47'36.88"E

L=79.375' Δ=45°2

R=100.000'

CL=70.69'

CB=N1°00'55.84"E

L=72.376' Δ=42°5

R=96.462'

CL=76.78'

CB=N45°05'09.10"E

L=78.804' Δ=45°0

R=100.000'

CL=77.92'

CB=N44°43'53.37"E

L=80.041' Δ=45°5

R=100.000'

5'

50'

EXISTING GROUND

EXISTING GROUND

FINISHED GRADE

1+00 2+00 3+00 4+00 5+00 6+00 6+14

.1

.7

.8

.8

.3

.4

.0

.0

.9

.5

.1

.6

LVC: 160.00

K: 17.43

PVI ELEV: 3277.99

PVI STA: 4+47.27

B V

C S

.2

B V

C E

.3

E V

C S

.2

E V

C E

.9

P V

IS

.0

P V

IE

.1

5 P V

IS

.5

P V

IE

.6

0.82%

.0

0%

9.00 '

18.00 '

DETOUR SECTION 1

COMPACTED SUBGRADE

5.00 '

9.00 '

18.00 '

DETOUR ROAD CLEAR ZONE 1

4.2

CLEAR ZONE AREAS; NO

OBJECTS, INCLUDING SIGNS,

TO BE PLACED IN THIS AREA.

.0

.5

.0

'6.00 '

9.00 '

NO SCALE

NO SCALE

5.00 '

9.00 '

18.00 '

DETOUR SECTION 2

COMPACTED SUBGRADE

NO SCALE

5.00 '

3.33 '

5.00 '

3.33 '

4H:1 V

4H:1V

4H:1V

4H:1 V

.5

6.00 '

10 YEAR DESIGN DISCHARGE =1040 CFS

2 YEAR DESIGN DISCHARGE =199 CFS

culvert crossing temporary bridge or

Design and install culvert crossing temporary bridge or

Design and install

& PROFILE

DETOUR ROAD PLAN

C4.2

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d C .2

R e v is e d .d g n

MT FERGUS 2016(1)

A u g u s t

H A

R R I S

S T

O K

C h e c k e d b y

D e s ig n e d b y

FOR INFORMATION ONLY QUANTITIES

EMBANKMENT CONSTRUCTION: 3925 CY

ROADWAY AGGREGATE, METHOD 2: 1025 TONS

METHOD 2

AGGREGATE,

4" ROADWAY

METHOD 2

8" ROADWAY AGGREGATE,

5±0.5% 5±0.5%

FILLS 6' OR LESS = 4H:1V

FILLS OVER 6' = 2H:1V

2H:1V

5±0.5% 5±0.5%

METHOD 2

8" ROADWAY AGGREGATE,

METHOD 2

AGGREGATE,

4" ROADWAY

FILL

S 6

' OR L

ESS

4H:1 V

FILL

S OVER 6

2H:1

V

2H:

1V

C5.0

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d C .0

R e v is e d .d g n

MT FERGUS 2016(1)

A u g u s t

H A

R R I S

S T

O K

C h e c k e d b y

D e s ig n e d b y

15'10'5'0

S C A L E

RIPRAP EMBANKMENT PROTECTION 2

C5.0NOT TO SCALENOT TO SCALE

NOT TO SCALE

EROSION PROTECTION DETAIL 3

C5.0

SEE DETAIL 5

C5.0

16 L.F. VALLEY

GUTTER

VALLEY GUTTER DETAIL 5

C5.0NOT TO SCALE

SEE DETAIL 5

C5.0

13 L.F. VALLEY

GUTTER

EDGE OF NEW

GRAVEL ROAD

EDGE OF NEW

GRAVEL ROAD

3280 CONTOUR

SCALE: 1" = 5'

3279.56'

EL=3274.78

OFFSET=15.40

STA.=12+21.00

EL=3279.56'

EL=3279.06

OFFSET=15.40

STA.=12+08.50

EL=3279.06

OFFSET=-15.40

STA.=12+08.50

EL=3274.93

OFFSET=15.40

STA.=12+19.00

12+00

12+00

12+00

3"

3"

STEEL U-POST

SIGN PANEL

S T

R E

A M

TYPICAL USE AND PLACEMENT

OF OBJECT NEAREST TRAVELED WAY.

PANEL EDGE IS FLUSH WITH FACE

PLACE POST AND PANEL SO THAT*

3'-0"

1'-0"

(TYP.)

1•" R

5 1/8"

THE POST PRIOR TO GALVANIZING

ON 1" CENTERS FROM THE TOP OF

DIA. HOLES DRILLED OR PUNCHED

MINIMUM OF FORTY-TWO 3/8" MAX.

(MIN. OF 2.0 LB./FT.) WITH A

STEEL U-POST, 10' IN LENGTH

LOCKWASHER AND NUT

HEX HEAD BOLT, WASHER,

5/16" DIA. CADMIUM PLATED

OBJECT MARKER DESIGN AND PLACEMENT DETAIL 1

C5.0

5 1/8"

3'-0" MIN.

4'-0" MIN.

1'-0"

(TYP.)

4.00 '

EXISTING GROUND

CONSERVED

STREAMBED

MATERIAL,

TYP.

TOP RIPRAP EL. = 3274.80' ±

(SEE PLAN)

TYPICAL CHANNEL CROSS SECTION 4

C5.0

CONSERVED STREAMBED

MATERIAL, SEE NOTE 1

4.00 '

CHANNEL WIDTH = 17.33 '

EXCAVATE CHANNEL

BOTTOM EL. = 3264.75±

EXISTING GROUND

Q

100 ELEV.= 3273.82'

NOTES:

1.

2. IN CHANNEL REALIGNMENT SEGMENTS OUTSIDE THE RIPRAP

LIMITS, PLACE CONSERVED STREAMBED MATERIAL TO THE

FULL CHANNEL BOTTOM WIDTH TO A DEPTH OF 3.5 FEET.

SALVAGE ADEQUATE STREAMBED MATERIAL TO PLACE

CONSERVED STREAMBED MATERIAL TO THE REQUIRED

1'-9"'

(TYP.)

3"

COMPACTED

SUBGRADE

6" CRUSHED

AGGREGATE

BASE COURSE

CONCRETE

VALLEY GUTTER

#4 BARS @ 12" O.C.

EACHWAY

4"'

SQUARE

OUTSIDE

CURB

CONCRETE

WING WALL

1" DROP

2" WIDE x 1" DEEP

EXPANSION JOINT

FILL WITH SEALANT

MATERIAL

.0

.0

.0 '4 .0

AND DETAILS

CIVIL SECTIONS

TOPSOIL AND SEED PER

SCR SECTION 625

PLACE TOPSOIL WITHIN

OPENINGS AND HAND

BROADCAST SEED PER

SCR SECTION 625

6" BEDDING AND BACKFILL AGGREGATE

PLACED RIPRAP, METHOD B, CLASS 6

PLACE TOPSOIL WITHIN

OPENINGS AND HAND

PER SECTION 625

BROADCAST SEED

2H:1V

BACKFILL AGGREGATE

6" BEDDING AND

PLACED RIPRAP, METHOD B, CLASS 6

2H:

1V

THE CONTRACTOR WILL REMOVE THE EXISTING STREAMBED

GRAVELS TO A DEPTH OF 3.5 FEET, STOCKPILE SEPARATELY

FROM OTHER MATERIAL AND PLACE IN THE NEW STREAM

CHANNEL TO A THICKNESS OF 3.5 FEET. NO COMPACTION

NECESSARY

3. VALLEY GUTTER IS INCIDENTAL TO ABUTMENT CONSTRUCTION.

DO NOT MEASURE FOR PAYMENT.

NO SCALE

POST AND GEOTEXTILE INSTALLATION DETAIL

SILT FENCE INSTALLATION AT TOE OF FILL

Fi ll slo pe

T o e o f s lo p e

PLAN

ELEVATION

4.

3.

2.

1.

T o e o f s lo p e

Fi ll sl op e

ELEVATION

PLAN

PLAN

PLAN

END DETAIL

END POSTS DETAIL

POSTS AT JOINTS

Varies

Varies

Geotextile

Steel or wood post

Backfilled and compacted soil fo r s p a c in g

S e e N o te

Limits of clearing

(undisturbed)

Existing ground

Silt fence reinforcement

REVISED: 7/2016

DETAIL APPROVED FOR USE --/----

WESTERN FEDERAL LANDS HIGHWAY DIVISION

SILT FENCE

W157-1

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

F.1

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FERGUS 2016(1) MT

U S

C c m y fi le s p w p r o d u c ti o n d

M T F E

R G

U S fa .d g n

A u g u s t

NOTE:

Staple or tie

Section B

Geotextile fabric, Tie top of posts together driven tightly together.

Steel or wood posts

Steel or wood post

Staple or tie

Geotextile fabric

Fasten fabric to posts around each post one full turn.

Fold geotextile fabric See Note 3

End Posts Detail

End posts, see

End Posts Detail

End posts, see

See Note 3 fabric, Section A

Geotextile

Flow

Flow

Flow running around the ends.

Curve ends of silt fence upgrade to prevent water from as possible.

Install silt fence to follow the ground contours as closely does not slide down, supporting posts.

All types must ensure silt fence remains attached to, and manufacturer's recommendations for installation procedures.

as long as specified dimensions are satisfied. Follow

Alternate preassembled silt fence options will be allowed m in m in m in

6-foot (max.) spacing without silt fence reinforcement.

10-foot (max.) spacing with silt fence reinforcement.

4" min.

6" min. trench

Existing ground

Water surface elevation

OPTION B

OPTION A

OPTION C

OPTION D

Existing ground

Sandbag (typ.)

Sandbag (typ.)

Sandbag (typ.)

Sandbag (typ.)

Concrete barrier

Concrete barrier

Concrete barrier

Water surface elevation membrane

Waterproof

Water surface elevation membrane

Waterproof

Water surface elevation

Existing abutment or pier elevation (min.)

Top of berm

Existing ground at time of construction

Diverted water level at time of construction

Diverted water level

Existing ground at time of construction

Diverted water level

Limit of work zone

Limit of work zone

Limit of work zone elevation (min.)

Top of berm elevation (min.)

Top of berm at time of construction

Diverted water level

(anchoring method to be approved)

Waterproof membrane

REVISED: 7/2016

DETAIL APPROVED FOR USE --/----

WESTERN FEDERAL LANDS HIGHWAY DIVISION

m in

4'-6"

W157-17

METHODS

TEMPORARY DIVERSION BERM

m in m in

6" (min.) freeboard. Submit temporary stream diversion m in

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

F.2

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FERGUS 2016(1) MT

U S

C c m y fi le s p w p r o d u c ti o n d

M T F E

R G

U S fb .d g n

A u g u s t

NOTE:

1 4.

3.

2.

1.

membrane

Waterproof height of the sandbag barrier.

directed. Remove sediment when deposits reach half the berm daily. Repair as needed after rainfall events or as

While in use, inspect and maintain the temporary diversion given time.

Place a maximum of one diversion in the stream at any upper rows of sandbags above the joints in lower rows.

of bottom rows as there are vertical course. Overlap the

Place sandbags to form a pyramid by laying equal numbers plans for approval prior to installation.

minimum height equal to the water surface elevation with

As a minimum, provide a temporary diversion berm with a prefabricated or portable diversion berms, dams, etc.).

methods may be chosen (including any approved during construction operations. Alternate stream diversion

These options suggest configurations for diverting a stream

PLASTIC LINED DIVERSION CHANNEL

RIPRAP LINED DIVERSION CHANNEL

TEMPORARY CULVERT

DIVERSION CHANNEL

SECTION B-B

SECTION A-A

SECTION A-A SECTION B-B

SECTION B-B

PLAN

W

B

W

B

W

B B

W

T T

Ø when scheduled)

Silt fence (typ.

embankment

Roadway embankment

Roadway

Temporary culvert backfill

Subgrade

Bedding

Sandbags

Riprap lining Riprap lining backflow into natural channel

Use sandbags to prevent

Permanent natural channel

Earthwork limits when scheduled)

Silt fence (typ.

See Note 5

Permanent culvert

Roadway centerline temporary barrier

Use sandbags to construct

SandbagsPlastic liner

SSSS

SS SS

D

D D

D

SS

SS

SS SS

5.

4.

3.

2.

1.

FlowFlow

FlowFlow

Plastic liner when scheduled)

Silt fence (typ.

using one of the methods listed in Subsection 204.11(a).

temporary culvert. Compact temporary culvert backfill channel through the roadway embankment with

When specified replace the portion of the diversion liner. Bury the upstream edge of the liner a minimum of

Do not construct with longitudinal joints if using a plastic

Construct channel at a minimum grade of 0.5 percent.

width of the temporary diversion channel.

Use plastic liner or riprap along the entire length and diameter, riprap class, channel dimensions and quantities.

See Erosion Control Section for temporary culvert

A

A

BB

GeotextileGeotextile

Flow

Natural ground and secure with sandbags (typ.)

157-5

STANDARD APPROVED FOR USE 6/2005

DRAFT: 3/2014

REVISED: 6/2007

DIVERSION CHANNELS

TEMPORARY

6" deep and secure with riprap or sandbags.

2'2'

Bury plastic liner 6" deep

2'2'

STATE PROJECT

NUMBER

SHEET

F.3

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FERGUS 2016(1) MT

U S

C c m y fi le s p w p r o d u c ti o n d

M T F E

R G

U S fc .d g n

A u g u s t

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

NOTE:

with plastic liner or riprap

Temporary diversion channel

GENERAL NOTES

AXLE 1 2 3 4 5 6 7 8 9

MAX WEIGHT (LBS) 12,000 12,000 17,500 17,500 17,500 17,500 17,500 17,500 17,500

TRANSPORTER ERECTOR (T-E) VEHICLE

4'-10" 10'-0" 5'-0" 5'-0" "2

14'-5 8'-10" 5'-0" 5'-0"

MATERIALS

1. CAST-IN-PLACE CONCRETE

CEMENT TYPE: TYPE II, LOW ALKALI

MINIMUM CEMENT CONTENT: 580 PCY

MAXIMUM W/C RATIO: 0.42

AIR CONTENT RANGE:

COARSE AGGREGATE GRADATION: PER AASHTO M 43 (ASTM D 448) 1.0 TO NO. 4

28-DAY COMPRESSIVE STRENGTH:

CHAMFER EXPOSED EDGES OF ALL CONCRETE 34", UNLESS NOTED OTHERWISE ON THE PLANS

2. REINFORCING STEEL

ALL REINFORCING STEEL SHALL CONFORM TO AASHTO M31, GRADE 60 DEFORMED. MINIMUM CONCRETE

COVER TO THE FACE OF ANY BAR SHALL BE 2", UNLESS SHOWN OTHERWISE ON THE PLAN.

MINIMUM BAR LAP SPLICE LENGTHS:

#4 BARS 1'-6"

#5 BARS 1'-10"

#6 BARS 2'-4"

#7 BARS 2'-9"

#8 BARS 3'-9"

#9 BARS 4'-9"

3. PRE-STRESSING STEEL

PRE-STRESSING STRANDS SHALL BE AASHTO M 203/M 203M (ASTM A 416/A 416M), GRADE 270 KSI

0.5 OR 0.6-INCH DIA., SEVEN-WIRE, UNCOATED, LOW RELAXATION STRANDS.

4. PRE-STRESSED CONCRETE GIRDERS

BROOMED FINISH ON THE TOP SURFACE OF THE GIRDERS. CHAMFER EXPOSED EDGES 34" UNLESS

SHOWN OTHERWISE ON THE PLANS.

STRUCTURAL METAL FOR WELDED CONNECTIONS SHALL CONFORM TO ASTM A36. WELDED ANCHORS

SHALL CONFORM TO ASTM A 36. WELDING FOR WELDED ANCHORS SHALL CONFORM TO

ANSI/AASHTO/AWS D1.5, CHAPTER 7. WELDED TIE CONNECTIONS SHALL BE FURNISHED IN BLACK IRON

FINISH. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STABILITY OF THE GIRDERS DURING ALL

PHASES OF CONSTRUCTION.

5. STEEL PIPE PILES

STEEL PIPE PILES SHALL CONFORM TO ASTM A 252, GRADE 2.

ALL PILES SHALL HAVE INSIDE FITTING, PREFABRICATED, CAST STEEL CLOSED-END DRIVING POINT

CONFORMING TO ASTM A27. THE MINIMUM TIP ELEVATIONS SHOWN IS FOR ESTIMATING QUANTITIES

ONLY.

ESTIMATED BRIDGE PLAN QUANTITIES

: SPECIAL VEHICLE DATA PROVIDED FOR USE IN STRENGTH II LOAD COMBINATION.NOTE

SPECIFICATIONS

1. DESIGN: AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 7TH EDITION, 2016 INTERIMS

2.

ON FEDERAL HIGHWAY PROJECTS, FP-14

CONSTRUCTION: STANDARD SPECIFICATIONS FOR CONSTRUCTION OF ROADS AND BRIDGES

DESIGN & STRUCTURAL CRITERIA

1. DEAD LOADS

1.1. CAST-IN-PLACE CONCRETE: 150 PCF

1.2. PRE-STRESSED GIRDERS: 155 PCF

1.3. STRUCTURAL STEEL: 490 PCF

1.4. SOIL: 150 PCF

1.5. GRAVEL: 120 PCF

2. LIVE LOAD SURCHARGE

2.1. EQUIVALENT HEIGHT OF SOIL FOR ABUTMENT = 4 FT

2.2. EQUIVALENT HEIGHT OF SOIL FOR WINGWALL = 2 FT

3. LIVE LOAD

3.1. HL-93. MAXIMUM DYNAMIC LOAD ALLOWANCE (IMPACT), IM = 33%

3.2. SPECIAL VEHICLE: T-E = 73.25 TONS

4. RETAINING WALLS LATERAL EARTH PRESSURE

4.1. AT REST PRESSURE: EQUIVALENT FLUID WEIGHT OF 70 PCF

5. DRIVEN PIPE PILES

5.1. MAXIMUM ALLOWABLE END BEARING PRESSURE: 30 KSF

5.2. SKIN FRICTION, OVERBURDEN: 150 PSF

5.3. SKIN FRICTION, WEATHERED SHALE: 600 PSF

5.4. BEDROCK LOCATION, NORTH ABUTMENT: ELEVATION 3,264 FT

5.5. BEDROCK LOCATION, SOUTH ABUTMENT: ELEVATION 3,255 FT

6. SEISMIC

6.1. SITE CLASS: C

6.2. SHORT PERIOD ACCELERATION, Ss = 0.081 g

6.3. SITE COEFFICIENT, Fa = 1.2

6.4. LONG PERIOD ACCELERATION AT 1.0 SECONDS S1 = 0.034 g

6.5. SITE COEFFICIENT, FV = 1.7

6.6. SHORT PERIOD SPECTRUM ACCELERATION, SDS = 0.065 g

6.7. SHORT PERIOD SPECTRUM ACCELERATION, SD1 = 0.039 g

MISCELLANEOUS

1. VARIATIONS: VARIATIONS IN THE GENERAL SHAPE OR IN THE DECK WIDTH SPAN LENGTHS FROM THOSE

SHOWN ON THE BRIDGE DRAWINGS ARE NOT ALLOWED WITHOUT THE APPROVAL OF THE CONTRACTING

OFFICER. OBTAIN APPROVAL FROM THE CONTRACTING OFFICER OF ANY VARIATION REQUIRING THE

ALTERATION OF BACKWALL, DIAPHRAGM AND SLEEVE SPACES AS SHOWN ON THE BRIDGE DRAWINGS.

2. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE DRAWINGS AND/OR

SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTING OFFICER BEFORE

PROCEEDING WITH RELATED WORK.

3. IF A DISCREPANCY EXISTS BETWEEN PLANS AND SPECIFICATIONS, THE GOVERNING RANKING IS:

DIMENSIONS INFORMATION

1. PLAN 1. SPECIAL CONTRACT REQUIREMENTS

2. CALCULATED 2. PLANS

3. SCALED 3. SPECIFICATIONS

4.5 KSI

7,000 PSI AND COMPRESSIVE STRENGTH AT RELEASE f'ci = 5,000 PSI.

LOCATION

(NOTE 1) (FT)

TEE GIRDERS

DECK BULB

(CU. YDS)

CONCRETE

REGULAR (LB)

REINFORCING STEEL

STEEL (LB)

STRUCTURAL

STEEL PIPE PILE (NOTE 2)

THICKNESS

" WALL 2

(LN.FT.)

W740

BRIDGE RAIL

REMOVAL

MISCELLANEOUS WORK -

(LN. FT.)

FURNISHED

(LN. FT.)

DRIVE

SOUTH ABUTMENT -- 27 2950 -- 244.5 207

APPROX. 3500 CU. FT. TIMBER

DEMOLISH EXISTING BRIDGE

NORTH ABUTMENT -- 29 3050 -- 229.5 192

SUPERSTRUCTURE 307 10 1150 1440 -- --

TOTAL 307 66 7150 1440 474 399 194 --

NOTES:

1.

2.

WAVE EQUATION ANALYSIS.

GENERAL NOTES

19.5

22.5

CLASS A(AE) CONCRETE

AND ASSOCIATED HARDWARE, AND ANY OTHER MATERIALS REQUIRED FOR THE MANUFACTURE AND ERECTION OF THE GIRDERS.

INCLUDES CONCRETE, REINFORCING STEEL, PRESTRESSING STEEL, INSERTS, WELDED CONNECTIONS, GROUT, LIFTING DEVICES, DIAPHRAGMS

INCLUDES FURNISHING AND INSTALLING PIPE PILE, CONCRETE FOR PIPES, FURNISHING AND ATTACHING PILE TIPS, PRE-BORING AND

S1.0

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d S .0

R e v is e d .d g n

MT FERGUS 2016(1)

e p te m b e r

H A

R R I S

S T

O K

C h e c k e d b y

D e s ig n e d b y

CONCRETE SHALL BE CLASS P (PRESTRESSED) WITH A MINIMUM 28-DAY COMPRESSIVE STRENGTH f'c =

0 4'2'

0 4'2'

SCALE 1/4"=1'

SCALE 1/4"=1'

F

A

IL

IL

FACE OF RAIL

℄ ROADWAY & STRU

S .0

W740 GUARDRAIL &

POST, SEE SHEET S11.0

(TYP)

℄ EXISTING B

GUARDRAIL TERMINAL

TYPE 5 TREATMENT;

SEE SHEET S12.0

(TYP)

7'-2"

5'-8" 1'-6"6'-2"

1'-6"

9'-2" (TYP)

4'-8"

ALIGNMENT TANGENT BEARING

TO RURAL AREA

TO HIGHWAY 191

EXISTING BRIDGE

S2.0

PLAN VIEW

5'-8" 75'-0" ℄ BEARING TO ℄ BEARING (HORIZONTAL DI

3273.82

HIGH WATER ELEVATION

PRE-CAST PRE-STRESSED CONCRETE

DECK BULB TEE GIRDERS

FINISHED GRADE

@ ℄ RO

STA. 12+19.50

ELEV. 3280.68

STA. 12+94.5

ELEV. 3284.88

W740 GUARDRAIL

CAST-IN-PLACE

CONCRETE WING

WALL

FINISHED GRADE

@ EDGE OF

ROADWAY

CAST-IN-PLACE

CONCRETE WING WALL

ELEVATION 3271.36

BOTTOM OF CAP

ELEVATION 3275.56

BOTTOM OF CAP

GUARDRAIL TERMINAL

TYPE 5 TREATMENT

(TYP)

6'-6"

8'-0"5'-4"

FINISHED GRADE

@ ℄ RO

TOP OF CURB

16"Ø x 12" WALL THICKNESS

PIPE PILES (TYP)

℄ SOUTH ABU ℄ NORTH ABU

ELEVATION 3264.60

BOTTOM OF CHANNEL

5'-4"

COMPACTED

NATIVE SOIL

S2.0

DOWNSTREAM ELEVATION VIEW

BRIDGE DECK DRAIN OUTLET,

SEE DETAIL 5/S6.0

ELEVATION VIEW

BRIDGE PLAN &

6" GEOCOMPOSITE PAVEMENT

EDGE DRAIN SYSTEM

6" GEOCOMPOSITE PAVEMENT

EDGE DRAIN SYSTEM

2H:1V

10H:1V

2H:1V SLOPE

2H:

1V

SLOPE

10H:1V

2H:

1V

SEE SHEET C5.0

4' PLACED RIPRAP, METHOD B, CLASS 6

S2.0

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d S .0

R e v is e d .d g n

MT FERGUS 2016(1)

e p te m b e r

H A

R R I S

S T

O K

C h e c k e d b y

D e s ig n e d b y

S3.0

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d S .0

R e v is e d .d g n

MT FERGUS 2016(1)

e p te m b e r

H A

R R I S

S T

O K

C h e c k e d b y

D e s ig n e d b y

PER PROJECT SPECIFICATIONS.

EXISTING BRIDGE COMPONENTS SHALL BE DEMOLISHED

EXISTING BRIDGE SHOWN FOR REFERENCE ONLY. ALL 2.

FOR NORTH ABUTMENT.

DIMENSIONS SHOWN FOR SOUTH ABUTMENT ARE TYPICAL 1.

NOTES:

0 8'4'

SCALE 3/16"=1'

B-1

B-2 75'-0" ℄ BEARING TO ℄ BEARING (HORIZONTAL DI

FOOTING PLAN

℄ ROADWAY & STRU

16"Ø x 12" WALL STEEL PIPE

PILES FILLED WITH CONCRETE,

TYP

S T

A

.5

S O

U

H

U T

M E ℄ EXISTING B

S T

A

.5

N O

R

U T

M E

1'-8"

3'-4"

1'-8"

S3.0

(7) 14"Ø TIMBER

PILES, TYP EA.

EXISTING BENT

EXISTING 8"x8"

TIMBER PILES IN

WINGWALLS, TYP

.0 ℄ STEEL PIPE

INSIDE-FIT CONICAL

DRIVING POINT

CONICAL DRIVING POINT WELD DETAIL

7018 SMAW ROD.

SLIP DRIVING POINT INSIDE PIPE. USE

℄ STEEL PIPE

3"x14" BACKING RING TO FIT

INSIDE DIAMETER OF PIPE

" ROOT LANDING8

0" TO

PIPE WALL DETAIL

SUBSEQUENT PASSES,

8" THICK (MAX)

ROOT PASS,

8" THICK (MAX)

BEVEL TOP

MEMBER ONLY

PILE EXTENSION AFTER DRIVING

(PILE VERTICAL)

JOINT DESIGNATION B-U4A.

REFER TO AWS D1.1 FOR PREQUALIFIED

NOTE:

℄ STEEL PIPE

T H

IC

K

M A

X

R

O

" ROOT OPENING4

0" TO

3"x14" BACKING RING TO FIT

INSIDE DIAMETER OF PIPE

JOINT DESIGNATION B-U2A.

REFER TO AWS D1.1 FOR PREQUALIFIED

NOTE:

PIPE WALL DETAIL

SUBSEQUENT PASSES,

8" THICK (MAX)

PILE EXTENSION BEFORE DRIVING

NO SCALE

S3.0

DETAILS FOR STEEL PIPE PILES

PERMISSIBLE WELDED SPLICE

GREASE, MOISTURE AND OTHER MATERIAL THAT WOULD PREVENT PROPER WELDING.

SMOOTH, UNIFORM FINISH. REMOVE ALL FINS, TEARS, LOOSE SCALE, SLAG, RUST,

USE ONLY E7018 SERIES ELECTRODES. PREPARE THE WELD SURFACES TO A

NOTE:

PILE NOTES

BRIDGE FOOTING PLAN

1. INSTALL PILES WITH TIP ELEVATIONS SHOWN BELOW:

SOUTH ABUTMENT: 3235'

NORTH ABUTMENT: 3244'

2. DRIVE PILES TO ULTIMATE (NOMINAL) CAPACITY SHOWN BELOW:

SOUTH ABUTMENT: 267 KIPS

NORTH ABUTMENT: 271 KIPS

4. DETERMINE PILE CAPACITY USING WAVE EQUATION ANALYSIS.

45.00°

MINIMUM OF ONE DAY BEFORE PLACING THE PILE CAP CONCRETE.

3. FILL THE STEEL PIPE PILES WITH CLASS AE CONCRETE. WAIT A

S4

.0

S5

.0

S4

.0

S4.0

S4.0

PILE CAP SECTION - BETWEEN PILES

S4.0

PILE CAP SECTION - THROUGH PILE

S4.0

PILE SECTION

S4.0

PILE CAP PLAN

S4.0

PILE CAP ELEVATION

S5.0

ABUTMENT DIAPHRAGM

0 2'1'

S5.0

FIXED SHOE DETAIL 3

S5.0

WATERSTOP DETAIL

NO SCALE

S5.0

METAL EXPANSION CAP DETAIL

0 6"3"0 1'6"

S5.0

ABUTMENT ENDWALL ELEVATION

0 2'1'

NORTH ABUTMENT - AHEAD ON LINE)

(SOUTH ABUTMENT - BACK ON LINESCALE 1/2"=1'

SCALE 1 1/2"=1' SCALE 3"=1'

SCALE 1/2"=1'

℄ BE

END OF TOP FLANGE

PRESTRESSED

CONCRETE BULB

TEE GIRDER

#4 STIRRUPS

@ 1'-0" O.C.

6" 4" 6" 4"

B U

L

P T

H

A P

P R

O X

D

IA

P H

R A

P T

H

R

(3) #5 BARS N.F.

BETWEEN BEAMS

(2) 2"Ø SLEEVES

W/ #6 BAR x

3'-0" PER BEAM

1" CHAMFER

BEND TOP FLANGE REINF.

BARS INTO DIAPHRAGM PER

MANUFACTURER'S

RECOMMENDATIONS

(4) #5 BARS CONTINUOUS F.F.

2" CLR

(TYP)

END OF BEAM WEB

6"

6"

1'-4"

5 "

FIXED BEARING SHOE;

SEE 2/S5.0

BOND BREAKER 2

LAYERS TAR PAPER

PILE CAP

F.F. DENOTES FILL FACE

N.F. DENOTES NEAR FACE

BEAM. (DEPTH VARIES EA. ABUTMENT)

* TOP OF DIAPHRAGM TO MATCH TOP OF

NOTE:

4"Ø x 3'-6" SMOOTH BAR W/

METAL EXPANSION CAP. EMBED

1'-8" INTO CAP, SEE 5/S5.0

BLOCK OUT CONCRETE IN

FRONT OF BEARING SHOE

4"x3" LAYER OF EXPANSION

JOINT FILLER AT N.F.

(BREAK AT SHOES)

1'-8"

3"

S5.0

NEAR FACE

27'-6"

4" MIN GRAVEL WEARING

SURFACE, VARIABLE OVER SPAN

W740 RAIL (TYP)

BULB TEE, SEE DETAIL 2/S9.0

5% CROWN

2% CROWN

FILL CONTINUOUS KEYWAY

WITH NON-SHRINK GROUT,

TYP

2% SLOPE

℄ ROAD

STRUCTURE

G E

N T E

R

V A

R

IE

S

V A

R

IE

S

AT EDGE OF ROAD

BE 6" ABOVE GRADE

CONCRETE CURB TO

CAST-IN-PLACE

*** NOTE: T.O.

FOR WINGWALL AND FASCIA

WALL REINFORCING STEEL

SEE SHEET S6.0

FIXED BEARING SHOE.

SEE DETAIL 2/S5.0

F.F. DENOTES FILL FACE

N.F. DENOTES NEAR FACE

: NOTE

ROADWAY & ℄ BE FINISHED GRADE @

ELEVATION A :

E

A R

5% CROWN

2% CROWN

#4 STIRRUPS @1'-0"

O.C. BETWEEN BEAMS

(TYP)

(3) #5 BARS N.F.

BETWEEN BEAMS (TYP)(4) #5 BARS

CONTINUOUS F.F.

(2) #6 BARS x 3'-0"

LONG THROUGH BEAM

WEB (TYP)

3"

(2) 11

4" Ø SMOOTH

BARS PER BEAM

(1'-8" EMBEDMENT)

W/ METAL

EXPANSION CAP

(DETAIL 5/S5.0)

P

4" EXPANSION JOINT FILLER &

WATERSTOP BETWEEN ENDWALL

AND WINGWALL

1'-5"

(ABUTMENT)

T

Y P

E M

B E

D

ELEVATION B

(@ ℄ BEA

ELEV. C

ELEV. D

ELEV. E

S .0

TABLE OF ELEVATIONS

ELEVATION

ABUTMENT

SOUTH

ABUTMENT

NORTH

A 3280.68 3284.88

B 3279.23 3283.43

C 3275.63 3279.83

D 3275.36 3279.56

E 3271.36 3275.56

S11.0

SEE "t" DIMENSION ON 2/S10.0

2% SLOPE

S7.0

24'-8"

ELEV. D

ANSI 250

ANSI 250

END VIEW

2'-10"

2'-5" "2 12"2

6"

5""2

"2

R

LC

G

SIDE VIEW

C BEARING L

")4

1OF EXPANSION CAP PLUS

(DIAMETER OF HOLE EQUALS SIZE

℄ HOLE FOR SMOOTH

SHEAR STUDS (STAGGERED)

5(3)

(ANSI 250) REQUIREMENTS.

STRAIGHTENING AND SURFACE ROUGHNESS

SEE PROJECT SPECIFICATIONS FOR PLATE 2.

NECESSARY TO AVOID PRESTRESSING STEEL.

ADJUST SHEAR STUD SPACING AS 1.

NOTE:

ON ALL SIDES)

THAN BEARING PLATE

" LARGER 2

1PAD (

FIBER REINFORCED

6" 6"

(SEE DETAIL 5/S5.0)

METAL EXPANSION CAP

℄ SMOOTH BA

(STRAIGHTENED)

PL 1"x5"x2'-10"

SOLE PLATE

(STRAIGHTENED)

PL 1 1/2 "x5"x2'-10"

MASONRY BEARING PLATE

(STRAIGHTENED)

PL 1"x6"x2'-0"

1/2 4"

(TYP)

(2)

GRADE OF BEAM

PERPENDICULAR TO

T.O. CONCRETE

250 4

FILL FACE

OF PILE CAP

CONTINUOUS WITH WINGWALL WATERSTOP.

POSITION WHILE PLACING CONCRETE. MAKE

NOTE: HOLD WATERSTOP IN ACCURATE

FILLER

JOINT

EXPANSION

"x3" WIDE4

" MIN "T"32

MIN "T""16

FILL FACE OF

DIAPHRAGM

3"

BOND BREAKER

N O

U

T A

L

"1

" I.D. FOR8

4"Ø x 3'-6" LONG

SMOOTH BAR (2

REQ'D PER BEAM END)

SOFT

WIRE

DOWEL

STOP

CLOSE ENDS

BY PINCHING

SIDE WALLS

TOGETHER

6" GEOCOMPOSITE

PAVEMENT EDGE

DRAIN SYSTEM

6" GEOCOMPOSITE

PAVEMENT EDGE

DRAIN SYSTEM

SHEET 2 OF 2

ABUTMENT DETAILS

S5.0

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d S .0

R e v is e d .d g n

MT FERGUS 2016(1)

e p te m b e r

H A

R R I S

S T

O K

C h e c k e d b y

D e s ig n e d b

S6.0

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d S .0

R e v is e d .d g n

MT FERGUS 2016(1)

e p te m b e r

H A

R R I S

S T

O K

C h e c k e d b y

D e s ig n e d b y

S6.0

SOUTH ABUTMENT WINGWALL ELEVATION - NEAR FACE

S6.0

FASCIA WALL DETAIL

S6.0

WINGWALL SECTION

S6.0

WINGWALL TIE-IN SECTION

0 2'1'

0 2'1'

0 2'1'

0 2'1'

CONSTRUCTION JOINT ASSUMED AT TOP OF PILE CAP. ASSUMED CONCRETE

PLACEMENT AND ORDER OF CONSTRUCTION:

1. PILE CONCRETE TO BOTTOM OF CAP ELEVATION

2. PILE CAP (SHEET S4.0) AND LOWER PORTION OF WINGWALL

3. PLACE PRE-CAST GIRDERS

4. WINGWALLS (SHEET S6.0 & S7.0) & FASCIA WALLS

5. ABUTMENT DIAPHRAGMS (BACKWALL PER SHEET S5.0)

NOTE:

ANY REBAR SHOWN CONTINUOUS BETWEEN WINGWALL & PILE CAP TO BE

CAST-IN-PLACE. NO DRILL/EPOXY ALLOWED.

NOTE ON CONSTRUCTION SEQUENCING

S6.0 0 2'1'

SCALE 3/4"=1'

SCALE 3/4"=1'

SCALE 3/4"=1'

SCALE 3/4"=1' SCALE 3/4"=1'

2'-2"

ELEVATION 3271.36

BOTTOM OF CAP

6'-6" 3'-4"

4 SPA. @ 1'-6" = 6'-0"

FASCIA WALL

EL = 3280.11

2'-0"

9'-8"

PILE CAP

(REINFORCEMENT

NOT SHOWN)

BEAM

TOP

FLANGE

#5 BOTTOM

BAR

S P

A

O W

N

EL=3280.54

3'-4"

5 SPA. @ 8" =

CLR

2"

C L

R

BEAM TOP FLANGE & CURB TERMINATION

POINT (REINF. NOT SHOWN FOR CLARITY)

#5 TOP BAR

C L

R

A

#4 HOOPS #4 HOOPS

C E

R S S6.0

S .0

S .0

3" RECESSED LINE

4" DOUBLE CHAMFER

3" GAP

2" EXPANSION JOINT FILLER

SOUTH ABUTMENT

℄ BEA

S .0

CONSTRUCTION JOINT

EL = 3278.49

EL = 3278.59

BRIDGE DRAIN OUTLET

APPROX. 1'-0" ABOVE

PILE CAP

1'-6" FILLET

#7 FILLET BARS @ 6" O.C.

SEE SHEET S11.0 FOR DETAILS

V A

R

IE

S

2% SLOPE

CURB PER

DETAIL 2/S9.0

2"CLR

#4 BARS FULL

EMBED INTO PILE

CAP BELOW

(8) #5 BARS HORIZ

1'-5"

#4 U-BARS @ 12" O.C.

PILE CAP

REINFORCEMENT

NOT SHOWN

FOR CLARITY

BACKWALL

BEYOND

3" 3"

GAP

1'-8"

T O

P

C L

R

#7 FILLET BARS @

6" O.C. (8 TOTAL)

#5 BARS

HORIZ. @

1'-0" O.C.

(12 TOTAL)

#5 BARS HORIZ. @

6" O.C. (18 TOTAL)

#4 HOOPS &

U-BAR PAIR

V A

R

IE

S

S

E

V A

T

IO

N

4" CHAMFER (TYP) 2" RADIUS

(MATCH CURB)

1'-5"

SIDES

2" CLR.

4" DOUBLE

CHAMFER LINE

EXTENDING FROM

BRIDGE CURB

N.F. OF WINGWALL

F.F. OF WINGWALL

S7.0

B O

T T

O M

R

EXTEND HORIZONTAL BARS

FROM WINGWALL INTO PILE

CAP

PILE CAP HORIZ.

#8 BARS, AS

SHOWN ON S4.0

EXTEND VERTICAL

BARS FROM FASCIA

WALL ABOVE INTO

PILE CAP

PILE CAP #5 HOOPS

@ 1'-0" O.C. (TYP)

3'-4"

F.F. OF

WINGWALL

N.F. OF PILE CAP

F.F. OF PILE CAP

℄ BEARING AND PIL

N.F. OF

WINGWALL

1'-5"

#7 FILLET BARS @ 6" O.C.

1'-6" FILLET

1'-5"1'-6"

A P

P R

O X

TOP OF PILE CAP

(1) 90° ELBOW

F.F. ABUTMENT DIAPHRAGM

GRAVEL ROAD SURFACING

4"Ø SCH 40

PVC PIPE

CONCRETE

WINGWALL (REINF

NOT SHOWN FOR

CLARITY)

F.F. PILE CAP

1'-6" FILLET

4"Ø OUTLET

PIPE THROUGH

WINGWALL

SECTION A-A

TEE OUTLET TRANSITION

FITTING TO PVC

8"Ø WALL

PENETRATION,

FILL WITH

GROUT AFTER

PIPE INSTALL

TEE OUTLET TRANSITION

FITTING TO PVC

℄ BRG

ABUTMENT

4" SCH 40 PVC

(1) 90° ELBOW

DOWNSPOUT

COVER

A

A

PLAN VIEW

N.F. WINGWALL

F.F. ABUTMENT DIAPHRAGM

F.F. PILE CAP

N.F. PILE CAP

6" GEOCOMPOSITE PAVEMENT

EDGE DRAIN SYSTEM (TYP

BOTH SIDES OF ROADWAY)

WINGWALL DETAILS

FOOTNOTE:

Incidental to geocomposite pavement edge drain system.

SLOTTED GRATE

AND HINGED

SECURING FLANGE

COVER W/

DOWNSPOUT

STAINLESS STEEL

FABRICATED

TYPE 304

BOTH SOUTH ABUTMENT WINGWALLS

SYSTEM & TERMINATION DETAIL TYPICAL @

GEOCOMPOSITE PAVEMENT EDGE DRAIN

NOTE:

DRAIN SYSTEM TERMINATION DETAIL

GEOCOMPOSITE PAVEMENT EDGE

[1]

[1]

[1]

[1]

[1]

[1]

[1] [1][1]

[1]

[1]

S7.0

NORTH ABUTMENT WINGWALL DETAIL - NEAR FACE

S7.0

DOUBLE CHAMFER DETAIL 3

S7.0

WINGWALL WATERSTOP DETAIL

S8.0

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d S .0

R e v is e d .d g n

MT FERGUS 2016(1)

e p te m b e r

H A

R R I S

S T

O K

C h e c k e d b y

D e s ig n e d b y

ERECTION PLAN

NO SCALE

S8.0

FLANGE KEY BETWEEN CONNECTIONS

S .0

W740 GUARDRAIL

& POST, SEE

SHEET S11.0

76'-8" BEAM LENGTH

0 4'2' ℄ INTERMEDIATE STEEL DIAP ℄ BEAR

SOUTH ABUTMENT

℄ BEAR

NORTH ABUTMENT

EXTEND LONGITUDINAL TOP

FLANGE REINFORCING BARS

OUT 2'-0" FROM BEAM

END. FIELD BEND INTO

BACKWALL (TYP BOTH ENDS)

WELD TIE CONNECTION

(TYP)

CONTINUOUS KEYWAY (TYP)

ALIGNMENT TANGENT BEARING

ï â

P

R E

S T

R E

S S

N

B U

L B

T

A M

S

M

E A S

U R

R

IZ

O N

T A

L L

Y

A M

7 SPACES AT 9'-2" O.C. = 64'-2" RAIL POST SPACING

75'-0" â„„ BRG TO â

25'-0" 25'-0" 25'-0"

10"

10"

4'-2" 4'-2"

10 SPACES @ 6'-8"=66'-8" WELD TIE SPACING

℄ ROAD ℄ STRU

4"

4"

S .0

S .0

S .0

S10.0

END DETAIL

TYP BEAM

4'-8"6'-2"

S8.0

ERECTION PLAN

SCALE 1/4"=1'

PLAN VIEWSECTION VIEW

"8

L 2x2x3 8"x6"

NO SCALE

S8.0

WELD TIE CONNECTION DETAIL

WELDED CONNECTIONS ARE REQUIRED.

INTERRUPT LONGITUDINAL FLANGE KEY WHERE

:NOTE

WITH NON -SHRINK GROUT)

CONTINUOUS KEYWAY (FILL

TYP

6"

"2 13 "4

11"4

(BEND AS SHOWN)

PLAN FOR SPACING)

(SEE ERECTION

" 2 1"x2"X34

3BAR

"2 1"x2"x34

3BAR L7"x4"x1/2"x10" LONG

LC DIAPHRAGM

C10x30

L

L

L

PL 10"x4"x1/2"

L7"x4"x1/2" (SEE NOTE 5)

HOLES IN C10x30, C (2) - 1"x1 1/2" SLOTTED

A325 BOLTS W/FLAT WASHERS,

C10x30

PL 10"x4"x1/2"

3"

"4

"4

L

A325 BOLTS (SEE NOTE 4)

NO SCALE

S8.0

STEEL DIAPHRAGM DETAIL

DIAPHRAGM NOTES:

1.

2. INSTALL DIAPHRAGM IMMEDIATELY AFTER SETTING THE BEAMS IN PLACE. TIGHTEN THE BOLTS

THROUGH THE BEAM WEB AND HAND TIGHTEN THE CHANNEL TO THE CLIP ANGLE BOLTS. PERFORM

THE FINAL TIGHTENING OF THE CHANNEL TO THE CLIP ANGLE BOLTS AFTER FIELD LEVELING AND

WELDING TIE CONNECTIONS, BUT PRIOR TO WELDING BEARINGS AND GROUTING THE KEY WAY.

3. CENTER BEAM DIAPHRAGM CONNECTIONS: USE SLOTTED HOLES TO ADJUST FOR THE BULB TEE

BEING OUT OF PLUMB WHILE THE C10x30 IS LEVEL. PROVIDE A MINIMUM 38" GAP BETWEEN THE

END OF THE C10X30 AND THE L7X4X1/2. SHOW THE ASSEMBLED DETAIL ON THE SHOP DRAWINGS.

4.

5.

TO THE FULL VALUE SPECIFIED IN THE TABLE,

8"Ø GALVANIZED

SLEEVE INSERTS BY

BULB TEE

MANUFACTURER

8"Ø GALVANIZED

SLEEVE INSERTS BY

BULB TEE

MANUFACTURER

EXTERIOR BEAM SHOWN, INTERIOR BEAM SIMILAR

NOTE:

"8

" GAP8

GIRDER

FLANGE

8"Ø CLOSED CELL

BACKER ROD

FILL LONGITUDINAL FLANGE KEYS WITH

HIGH STRENGTH NON-SHRINK GROUT.

KEEP KEYWAYS MOIST FOR 24 HOURS

PRIOR TO PLACING GROUT. AFTER

POURING GROUT, KEYWAY GROUT

SHALL BE WATER CURED FOR 72

HOURS OR UNTIL GROUT REACHES

DESIGN STRENGTH, WHICHEVER IS

GREATER. KEYWAYS SHALL BE

SANDBLASTED AT THE FABRICATION

FACILITY AND BE THOROUGHLY

CLEANED PRIOR TO GROUTING.

"8

GALVANIZE STEEL DIAPHRAGMS IN ACCORDANCE WITH AASHTO M 111.

TIGHTEN BOLTS IN ACCORDANCE WITH THE TURN-OF-THE-NUT INSTALATION METHOD IN SECTION 555

TO HALF THE VALUE SPECIFIED IN THE TABLE.

TIGHTEN BOLTS IN ACCORDANCE WITH THE TURN-OF-THE-NUT INSTALLATION METHOD IN SECTION 555

PRE-STRESSED CONCRETE BULB TEE FABRICATION NOTES:

1. FABRICATE THE PRE-STRESSED CONCRETE BULB TEE BEAMS IN ACCORDANCE WITH THE DETAILS SHOWN ON

THIS DRAWING. MAXIMUM f'c (COMPRESSIVE STRENGTH OF CONCRETE IN 28 DAYS) FOR DESIGN IS 7000 PSI.

ALL VALUES SHOWN IN THE TABLE ARE BASED ON THE BEAM SECTIONS SHOWN ON THIS SHEET.

2. BEAM LENGTH: INCREASE THE OVERALL LENGTH OF THE BEAM 0.0075 INCHES PER FOOT OF LENGTH TO

ALLOW FOR ELASTIC SHORTENING, SHRINKAGE AND CREEP.

3. HARDWARE: OBTAIN APPROVAL OF THE ENGINEER FOR ALL EMBEDDED PLATES, THREADED INSERTS, HOLD

DOWN DEVICES, LIFTING DEVICES AND ANY OTHER HARDWARE INCORPORATED IN THE BEAM PRIOR TO

FABRICATION.

4. ERECTION: HOLD ALL GALVANIZED PIPE SLEEVES IN ACCURATE POSITION WHILE PLACING CONCRETE FOR THE

BEAM.

5. APPLY RAIL LOADS TO THE EXTERIOR BEAM ONLY. BROOM FINISH THE TOP SURFACE OF BEAM IN

ACCORDANCE WITH THE SPECIFICATIONS.

6. DESIGN AND FABRICATE THE BEAM TO SUPPORT THE DEAD AND LIVE LOADS AND PROVIDE A MINIMUM

ULTIMATE MOMENT CAPACITY SHOWN ON THIS SHEET. SHOW STRESSES IN THE BEAM UNDER EACH LOADING

CONDITION THAT IS ANTICIPATED IN THE MANUFACTURE, HANDLING AND SERVICE LIFE OF THE BEAM.

S9.0

BULB TEE SECTIONS

0 2'1'

0 1'6"

0 2'1'

S9.0

ELEVATION

SCALE 1/2"=1'SCALE 1/2"=1'

SCALE 1"=1'

24'-8"

28'-0" DECK WIDTH

S9.0

TRANSVERSE SECTION

GRAVEL WEARING SURFACE

W740 RAIL

BULB TEE, SEE DETAIL 2/S9.0

5% CROWN

2% CROWN

7'-0" 7'-0" 7'-0"7'-0"

FILL CONTINUOUS KEYWAY

WITH NON-SHRINK GROUT,

TYP

SEE DIAPHRAGM

DETAILS, SHEET S8.0

C10x30

DIAPHRAGM (TYP)

℄ RO

S11.0

1"

"8 56'-11

"2

6"

2"

1'-7"

2'-0"

4" CHAMFER

"16 131'-5

1"

"16 136'-11

"2

6"

2"

1'-7"

2'-0"

4" CHAMFER (TYP)

1'-6"

"4

�»1

2" CONTINUOUS

DRIP GROOVE

℄

"16 133'-5 3'-6"

V A

R

IE

S

HOOP LEG DIMENSION PER 2/S10.0.

DIMENSIONS AS SHOWN. VARY #5 CURB

MAINTAIN MIN. 10" CURB HEIGHT

LEVEL TOP OF CURB IN FINAL POSITION.

CURBS TO BE CAST-IN-PLACE. PROVIDE

BEAM. SEE CORRECTION DIAGRAM S10.0.

CURB THICKNESS VARIES OVER LENGTH OF

*** NOTE:

ANCHOR ASSEMBLY

FOR RAIL

CONNECTIONS. SEE

S11.0

#5 BARS @

9" O.C.

(2) #4

LONGITUDINAL BARS

EXTERIOR BEAMINTERIOR BEAM REINFORCING PLACEMENT DETAIL

" O.C.2

**(10) #5 BARS AT ABOUT 8

(8) #4 BARS (SPACED AS SHOWN)

#4 BARS @ 1'-6" O.C.

SHEAR REINFORCEMENT.

PLACE AS NEEDED BY

DESIGN OF FABRICATOR

1" CLR

R

C L

R

R

EXTERIOR BEAM REINFORCING SIMILAR.

INTERIOR BEAM REINFORCING SHOWN.

:NOTE

#5 BARS AT 6" O.C

RECOMMENDATIONS.

MANUFACTURER'S

BEND INTO DIAPHRAGM PER

BEYOND END OF BEAM.

LONGITUDINAL BARS 2'-0"

EXTEND TOP NOTE:**

4" CHAMFER

(TYP)

4" CHAMFER

T

Y P

R

R

"16 133'-5 "16

133'-5

6" 6"

1'-4"

V A

R

IE

S

V A

R

IE

S

1'-8"

"4

2'-0" 6"

10"

2'-0"

10"

6"

(TYP)

4"

T

Y P

75'-0"

25'-0"

LOOPS (TYP)

STRAND LIFT

(TYP. AT EACH DIAPHRAGM)

DETAILS ON SHEET S8.0

DIAPHRAGM

SLEEVE INSERTS (SEE

HOLE (TYP)

DIAPHRAGM

℄ INTERME ℄ ℄DIAPHRAGM ℄ INTERME

25'-0" 25'-0"

NOT EXCEEDING ALLOWABLE STRESSES.

MANNER TO PROVIDE SAFE LIFTING AND

LOCATE ALL LIFTING HARDWARE, IN SUCH A

* NOTE: FABRICATOR TO DESIGN AND

RECESS CONCRETE 1" BELOW TOP

OF FLANGE AROUND LIFT HOOPS

(TYP). CONTRACTOR TO GROUT

FLUSH ONCE BEAM IS SET.

BRIDGE BEAM DETAILS

PARAMETERS

PRESTRESSED BEAM DESIGN

AASHTO SPECIFICATIONS LRFD 7TH EDITION WITH 2016 INTERIMS

STRUCTURE TYPE SIMPLE SPAN

DECK CONCRETE STRENGTH N/A

DECK CONCRETE DENSITY N/A

PRESTRESSING STRAND 270 KSI LOW RELAXATION

SHEAR REINFORCING AASHTO M 31 GRADE 60

ALTERNATE SHEAR REINFORCING WELDED WIRE FABRIC -ASTM A1064

SECTION PREPERTY CALCULATIONS TRANSFORMED SECTION

PRESTRESS LOSS METHOD REFINED LOSSES PER LRFD 5.9.5.4

SHEAR COMPUTATION METHOD SECTIONAL MODEL PER LRFD 5.8.3

BEAM / SLAB INTERFACE N/A

LOAD RATING REQUIREMENTS AASHTO LRFR DESIGN LOAD

PRESTRESSED BEAM LOAD TABLE

LOAD TYPE LOADS APPLICATION METHOD

RAIL LOAD 0.039 KIP/FT PER RAIL EXTERIOR BEAM ONLY

CURB LOAD

0.209 KIP/FT @ CENTER

VARIES ALONG SPAN FROM 0.322 KIP/FT @ ENDS TO

EXTERIOR BEAM ONLY

4" GRAVEL WEARING SURFACE 52 LB/FT² APPLIED BETWEEN CURBS TRIBUTARY AREA

INTERIOR DIAPHRAGM 0.20 KIP/DIAPHRAGM AT POINT LOAD

EXTERIOR DIAPHRAGM 0.10 KIP/DIAPHRAGM AT POINT LOAD

ADDITIONAL DEAD LOADS

ZERO AT CENTER OF SPAN (SEE NOTE 1)

50 PSF AT SUPPORTS AND LINEARLY DECREASES TO

EQUALLY TO ALL BEAMS

FACTORED MOMENT AT SECTION Mu = 4093 KIP-FT SEE NOTE 2

LIVE LOAD

LRFD - HL 93

SEE S1.0 - T-E VEHICLE

PER AASHTO LRFD - STRENGTH I

PER AASHTO LRFD - STRENGTH II

NOTES:

1. THE ADDITIONAL DEAD LOAD ACCOUNTS FOR THE ADDITIONAL GRAVEL DUE TO THE BEAM CAMBER/ROAD PROFILE.

2. FACTORED MOMENT PROVIDED TO VERIFY DESIGN ASSUMPTIONS AND DEMANDS. DEMAND SHOWN IS FOR EXTERIOR

BEAM.

Mu = 1.0[1.25 DC + 1.50 DW + 1.75(LL+IM)] FOR STRENGTH I

Mu = 1.0[1.25 DC + 1.50 DW + 1.35(LL+IM)] FOR STRENGTH II

6" GEOCOMPOSITE

PAVEMENT EDGE

DRAIN SYSTEM

6" GEOCOMPOSITE

PAVEMENT EDGE

DRAIN SYSTEM

S9.0

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d S

R e v is e d .d g n

MT FERGUS 2016(1)

e p te m b e r

H A

R R I S

S T

O K

C h e c k e d b y

D e s ig n e d b

S10.0

BEAM END DETAIL 2

S10.0

CURB CORRECTION DIAGRAM

S12.0

ELEVATION AT TERMINAL TYPE 5

S12.0

PLAN AT TERMINAL TYPE 5

S12.0

VIEW C-C

S12.0

DETAIL

RAIL NOTES

STANDARD SLEEVESLEEVE FABRICATION OPTIONS

SECTION A-A VIEW B-B (STANDARD SLAB) VIEW B-B (U-TYPE BENT)

B B

A A

STANDARD SPLICEELEVATION AT BOX BEAM GUARDRAIL CONNECTION

S11.0

INSIDE ELEVATION OF RAIL

S11.0

RAIL SLEEVE DETAILS

S11.0

POST ASSEMBLY DETAIL

S11.0

POST DETAILS

S11.0

RAIL BOLT DETAIL 6

S11.0

REFLECTOR DETAIL