DENA01036_plans.pdf

BRENT L COE Digitally signed by BRENT L COE Date: 2020.09.03 20:27:24 -07'00'

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NATIONAL

.. -�·•• MP53.88

Tokla_t Pit Material/

Staging/Water Source Tok/at Road Camp

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PARK

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STATE PROJECT

SHEET

NUMBER

AK PRA DENA 10(36) A.3

MP43

Staging Area/Disposal See MP 43 Detail

Prett Rocks Slide Area

I

West Eas Fork Bridge

MP 43 DETAIL

NOTES

1. Perform work at the Pretty Rocks Slide Area according to Section 622.

VICINITY MAP

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c----

Sheet and Description

SECTION C SECTION D SECTION E SECTION F SECTION G SECTION H SECTION I

Typical Section Plan-Profile Erosion

Control Drainage Bridge Plans

Temporary Traffic Control

Permanent Traffic Control

Allowance Bid Schedule

A0010 15101-0000 MOBILIZATION LPSM ALL

A0020 15201-0000 CONSTRUCTION SURVEY AND

STAKING LPSM ALL

A0030 15301-0010 CONTRACTOR QUALITY CONTROL

AND ASSURANCE LPSM ALL

A0040 15401-0000 CONTRACTOR TESTING LPSM ALL

A0050 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0060 15705-0100 SOIL EROSION CONTROL, SILT

FENCE LNFT 519 31 550

A0070 15705-1400 SOIL EROSION CONTROL, FIBER

ROLL LNFT 2,382 118 2,500

A0080 15706-0200 SOIL EROSION CONTROL, CHECK

DAM EACH 2 2 4

A0090 20101-0000 CLEARING AND GRUBBING ACRE 1.3 0.1 1.4

A0100 20301-1900 REMOVAL OF PIPE CULVERT EACH 1 1

A0110 20304-2000 REMOVAL OF BRIDGE LPSM All ALL

A0120 20401-0000 ROADWAY EXCAVATION CUYD 1,276 124 1,400

A0130 20410-0000 SELECT BORROW (GOVERNMENT

FURNISHED) CUYD 1,120 80 1,200

A0140 20702-0300 GEOTEXTILE FILTER, CLASS 1,

TYPE C (NON-WOVEN) SQYD 473 572 55 1,100

A0150 21101-1000 ROADWAY OBLITERATION, METHOD 1 SQYD 410 410 Contract Quantity

A0160 25101-0300 PLACED RIPRAP, METHOD A,

CLASS 3 (GOVERNMENT FURNISHED) CUYD 70 507 52 629

A0170 25120-0100 RIPRAP DITCH, METHOD A, CLASS

1 (GOVERNMENT FURNISHED) LNFT 433 37 470

A0180 30201-2000 ROADWAY AGGREGATE, METHOD 2

(GOVERNMENT FURNISHED) CUYD 830 80 910

A0190 31402-0000 STOCKPILED AGGREGATE (SELECT

BORROW) CUYD 7,000 7,000

A0200 31402-0000 STOCKPILED AGGREGATE (SURFACE

COURSE WITH BENTONITE) CUYD 10,500 10,500

A0210 55101-0200 CONCRETE FILLED STEEL PIPE

PILE, IN PLACE (18-INCH X

0.5-INCH) LNFT 1,258 1,258

A0220 55104-1000 DYNAMIC PILE LOAD TEST EACH 5 5

A0230 55116-0000 SPLICE (18-INCH DIAMETER) EACH 20 20

A0240 55201-0200 STRUCTURAL CONCRETE, CLASS A Contract Quantity

(AE) CUYD 230 230

A0250 55401-1000 REINFORCING STEEL LB 20,200 20,200 Contract Quantity MileStone: 100% Date Completed: In Progress Report Date: 06/02/21

A M E N D

Line Item No.

Pay Item Number

SUMMARY OF QUANTITIES - Schedule A 2-

Ju n-

:4

PM

Remarks and/or Determination of

Estimated Quantity Pay Item Description Unit

Estimated Quantities c:

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G hi gl io ne

B ri dg e su m m ar y.

xl sm ]S he et

STATE PROJECT

B.1PRA DENA 10(36)AK

SHEET

NUMBER

NPS PMIS No. 164256A NPS Drwg. No. 184/80298

Typical Section Plan-Profile Erosion

Control Drainage Bridge Plans

Temporary Traffic Control

Permanent Traffic Control

Allowance Bid Schedule

A0260 55401-2000 REINFORCING STEEL, EPOXY Contract Quantity

COATED LB 44,500 44,500

A0270 55502-0000 STRUCTURAL STEEL, FURNISHED, Contract Quantity

FABRICATED, AND ERECTED LB 137,000 137,000

A0280 55601-1400 BRIDGE RAILING, TIMBER, Contract Quantity

STEEL-BACKED LNFT 388 388

A0290 56401-1000 BEARING DEVICE, ELASTOMERIC EACH 40 40 Contract Quantity

A0300 60201-0800 24-INCH PIPE CULVERT LNFT 173 12 185

A0310 61103-1600 24-INCH ENCASEMENT PIPE, Contract Quantity

POLYVINYL CHLORIDE (PVC)

(PILE SLEEVE) LNFT 180 180

A0320 61707-2000 STRUCTURE TRANSITION RAILING, Contract Quantity

SBT SYSTEM LNFT 40 40

A0330 62201-0300 DUMP TRUCK, 12 CUBIC YARD

MINIMUM CAPACITY HOUR 1,240 1,240

A0340 62201-1000 WHEEL LOADER, 4 CUBIC YARD

MINIMUM RATED CAPACITY HOUR 340 340

A0350 62201-1350 BULLDOZER, 200HP MINIMUM

FLYWHEEL POWER HOUR 300 300

A0360 62201-2050 ROLLER HOUR 40 40

A0370 62201-2800 MOTOR GRADER, 8 FOOT MINIMUM

BLADE HOUR 340 340

A0380 62201-3400 HYDRAULIC EXCAVATOR, 1 CUBIC

YARD MINIMUM CAPACITY WITH

THUMB ATTACHMENT HOUR 340 340

A0390 62301-0000 GENERAL LABOR HOUR 340 340

A0400 62406-0100 PLACING CONSERVED TOPSOIL,

2-INCH DEPTH ACRE 0.6 0.1 0.7

A0410 62515-1000 MULCHING, DRY METHOD (Placing conserved mulch) ACRE 1.3 1.3

A0420 63302-0000 SIGN SYSTEM SQFT 17 17

A0430 63308-2000 OBJECT MARKER, TYPE 2 EACH 4 4

A0440 63502-0600 TEMPORARY TRAFFIC CONTROL,

BARRICADE TYPE 3 EACH 4 4

A0450 63502-0700 TEMPORARY TRAFFIC CONTROL,

CONE EACH 45 15 60

A0460 63502-1600 TEMPORARY TRAFFIC CONTROL,

WARNING LIGHT TYPE B EACH 4 4

A0470 63504-1000 TEMPORARY TRAFFIC CONTROL,

CONSTRUCTION SIGN SQFT 127 13 140

2- Ju n-

:4

PM

MileStone: 100% Date Completed: In Progress Report Date: 06/02/21 c:

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G hi gl io ne

B ri dg e su m m ar y.

xl sm ]S he et

2)

SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

STATE PROJECT

B.2PRA DENA 10(36)AK

SHEET

NUMBER

Typical Section Plan-Profile Erosion

Control Drainage Bridge Plans

Temporary Traffic Control

Permanent Traffic Control

Allowance Bid Schedule

A0480 63506-0500 TEMPORARY TRAFFIC CONTROL,

FLAGGER HOUR 800 50 850

A0490 63704-0000 VEHICLE EACH 2 2

A0500 63708-0000 CELLULAR PHONE SERVICE MO 18 18

A0510 63713-0000 FIELD OFFICE SERVICES

(INTERNET) MO 18 18

2- Ju n-

:4

PM

MileStone: 100% Date Completed: In Progress Report Date: 06/02/21 c:

\p w -w or k\ d0

G hi gl io ne

B ri dg e su m m ar y.

xl sm ]S he et

3)

SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

STATE PROJECT

B.3PRA DENA 10(36)AK

SHEET

NUMBER

LEGEND:

NOTE:

SCALE IN FEET

50 100 150 200050

N barrier

Existing jersey

NPS

ac ce ss enclosure

Fenced

Raised leach fie ld

NPS Access of existing sheet pile wall

Approximate location

Stored materials see Stockpile Locations Table

Existing stockpile (typ.), Housing Area Contractor

Existing berm borrow added

7,000 CUYDS select material processing area

Proposed contractor for processing

17,500 CUYDS scrape mandatory source

Government provided

NPS access (30' R.O.W.)

X

Shallow well pit

5.

4.

3.

2.

1.

(See Note 5)

See Subsection 107.12 Contractor housing.

Limit work according to Subsection 105.04.

Water source from the shallow well pit.

construction.

Large stockpiles for mixing fines will be available throughout and equipment staging will be determined by the CO.

The final location of all stockpiles, contractor housing, parking to remain clear

NPS access corridors material processing area

Proposed contractor material is processed of existing piles as

Proposed expansion or structures

Existing materials

Contractor staging area

Contractor staging area

(surface course with bentonite) added

10,500 CUYDS stockpiled aggregate

:0

A

M

J u n e

T

O K

L A

T P

IT

O

P E

R A

T

IO

N P

L

N

C

M y F il e s \T y le r' s D o c u m e n ts

\A K

P R

A D

E N

A

(3

G h ig li o n i\

P W d o c s \d e n a c b .d g n

TOKLAT PIT OPERATION PLAN

STATE PROJECT

NUMBER

SHEET

AK PRA DENA 10(36) C.2

NPS Drwg. No. 184/80298 NPS PMIS No. 164256A

:1

M

J u n e

T

A B

U L

A T

IO

c p w w o r k

\d

\d e n a d a .d g n

PLAN AND PROFILE QUANTITIES

TABULATION OF

STATE PROJECT

NUMBER

SHEET

AK PRA DENA 10(36) D.1

NPS PMIS No. 164256A NPS Drwg No. 184/80298

POINT

NUMBER NORTH EAST ELEVATION DESCRIPTION

2997 93102.962 81171.338 3435.333 5/8" IR w/RPC

2998 93234.737 80664.009 3421.876 5/8" IR w/RPC

GHIG1 92975.896 80709.948 3373.364 5/8" IR w/FHWA Alum Cap

PROJECT : Ghiglione Bridge Replacement

PROJECT UNITS : US SURVEY FOOT

COORDINATE SYSTEM : scaled to project datum

VERTICAL DATUM : NAVD88 GEOID06

Bridge Ground Coordinates NOTE:1 to convert from bridge ground coordinates to project State plane coordinates (grid) add 3,400,000.000 to the northing and 1,600,000.000to the easting then multiply by the average combined scale factor of .999739223607

Grid Bridge Stationing =807+60-809+39.95 Ground Bridge Stationing=1+00-2+80

NOTE:2

C

M yF ile s\

Pr oj ec ts

_2

0\ Al as ka

\D en al i\

G hi gl io ne \b ri dg e_ co nt ro ls he et

G hi gl io ne _g ro un d_ C on tr ol

Sh ee t_ v2

.x ls x] Sh e

-O ct

-2

3:

P

M W

FL

H

D S ur ve y

W

FL

H

D S ur ve y

D es ig ne d by

C he ck ed b y:

STATE PROJECT

D.5

SHEET

NUMBER

PRA DENA 10(36)AK

SURVEY CONTROL

Grid North Grid East Ground North Ground East Grid/Ground station at C/L

Begin Bridge 3492198.761 1680560.907 93109.681 80999.2717 807+60/1+00 End Bridge 3492255.076 1680401.190 93166.0108 80839.5136 809+39.95/2+80

Pier Grid North Grid East Ground North Ground East Grid/Ground station at C/L

Pier 1 3492230.563 1680529.325 93141.4913 80967.6814 808+04.99/1+45 pier1 Pier 2 3492251.614 1680489.757 93162.5484 80928.1031 808+49.98/1+90 pier2 Pier 3 3492260.036 1680445.736 93170.9724 80884.0704 808+94.96/2+35 pier3

Pier Grid North Grid East Ground North Ground East Offset from C/L to Layout Line

Pier 1 3492212.180 1680522.847 93123.1043 80961.2016 ‐19.49 Pier 2 3492226.921 1680481.041 93137.8487 80919.3847 ‐26.19 Pier 3 3492241.654 1680439.257 93152.5852 80877.5902 ‐19.49

STATE PLANE COORDINATES GEO COORDINATES

POINT

NUMBER NORTH EAST ELEVATION LATITUDE LONGITUDE ELLIPSOID

HEIGHT

COMBINED

FACTOR DESCRIPTION NOTE:

2997 3492192.043 1680732.928 3435.333 63°33'23.579940"N 149°45'09.904860"W 3482.2516 0.99973585 5/8" IR w/RPC 1.

2998 3492323.784 1680225.731 3421.876 63°33'24.896049"N 149°45'21.091444"W 3468.7874 0.99973644 5/8" IR w/RPC

GHIG1 3492065.010 1680271.658 3373.364 63°33'22.346796"N 149°45'20.099296"W 3420.2823 0.99973876 5/8" IR w/FHWA Alum Cap

PROJECT :Ghiglione Bridge Replacement DATE OF FIELD WORK : June 2009 DATE OF FINAL ADJUSTMENT : June 2009

PROJECT UNITS : US Survey Foot COORDINATE SYSTEM : Alaska zone 4 SPCS NAD83 (CORS96)

EPOCH DATE : 2008.000

VERTICAL DATUM : Orthometric Elevations based on the NAVD88 GEOID06a

To precisely check distances between points as measured on the ground, inverse the state plane coordinates and divide the computed distance by a mean combined factor of the two points.

C

M yF ile s\

Pr oj ec ts

_2

0\ Al as ka

\D en al i\

G hi gl io ne \b ri dg e_ co nt ro ls he et \G ri d_

C on tr ol sh ee t\ [G hi gl io ne

_C on tr ol

S he et

-O ct -2

3:

P M

W

FL

H D

_S ur ve y

W

FL

H D

S ur ve y

D es ig ne d by

C he ck ed b y:

STATE PROJECT

D.6

SHEET

NUMBER

PRA DENA 10(36)AK

SURVEY CONTROL

10.4 x 16 20301 -1900

20702 -0300

25101 -0300

60201 -0800

Station

ES

TI

M

A

TE

D M

A X

IM

U M

C O

V

ER

S

TR

U C

TU

R A L

EX

C A V A

TI

O N

R

EM

O V A L

O F

PI

PE

C U

LV

ER

T

G

EO

TE

X

TI

LE

F

IL

TE

R

C

LA

S S

TY

PE

C

N

O N

-W O

V

EN

PL

A C

ED

R

IP

R A P, M

ET

H O

D A

C

LA

S S

(G O

V

ER

N M

EN

T

FU

R N

IS

H

ED

-I

N C H

P

IP

E C U

LV

ER

T

S K

EW

A N

G

LE

A llo w ab le P ip e

M at er ia l (S ee k ey b el ow

B

EV

EL

S

1V :n

H

B

EV

EL

S

1V :n

H

REMARKS

See below for numbered notes

FEET CUYD EACH SQYD CUYD LNFT Lt Rt 805+27 1

806+00 7 163 22 7 55 GS 2 2 1

807+32 LT 44 44

807+43 RT 59 87

809+00 LT 66 38

809+00 RT 79 52

811+00 7 285 22 7 74 GS 2 2 1

813+50 3 78 22 7 44 GS 2 2 1

PROJECT TOTAL 526 1 314 242 173

Allowable Pipe Material

NOTE: GS Galvanized Steel

1. Steel pipe culvert minimum wall thickness is the larger of _0.064" or the thickness required by the Std. 602-1 fill height table.

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

c:

\p w

-w or k\ d0

D ra in ag e.

xl sx ]S he et

-M ar -2

3:

P M

R

M ea do w s 5/

B

V in ce nt

5/

D es ig ne d by

C he ck ed b y:

STATE PROJECT

F.1

SHEET

NUMBER

PRA DENA 10(36)AK

NPS PMIS No. 164256A DRAWING No. 184/80298

Note: The quantities shown hereon are approximate and are subject to field adjustments.

L

L

L

L

L

L

B. ROBINSON

K. EIKERMANN

HYDRAULIC DATA

Elev.

WS

ft/sec.

V ft /sec

Q

Q

Q

100Q

Q

PROFILE GRADE DIAGRAM

No Scale

Elevations are at profile grade @ C Rdwy.L

Drawing No. Description

BRIDGE DRAWING INDEX

RG3147-A

RG3147-B

RG3147-C

RG3147-D

RG3147-E

RG3147-F

RG3147-G

RG3147-H

RG3147-I

RG3147-J

RG3147-K

RG3147-L

RG3147-M

RG3147-N

RG3147-O

RG3147-P

RG3147-R

RG3147-Q

PLAN AND ELEVATION

GENERAL NOTES AND ESTIMATE

ABUTMENT CAP

ABUTMENT ENDWALL

WINGWALLS

ABUTMENT BEARINGS

PIER 2 CAP

PIER BEARINGS

GIRDER DETAILS

M ea su re d al on g C

Rd w y.

L

R a d ia l

TYPICAL SECTION

BRIDGE RAILING (1 OF 3)

BRIDGE RAILING (2 OF 3)

REBAR LIST (1 OF 4)

REBAR LIST (2 OF 4)

REBAR LIST (3 OF 4)

upstream face of bridge.

Note: Water surface elevations are at

BRIDGE RAILING (3 OF 3)

GIRDER FRAMING PLAN

DECK PLAN - TOP

Superelevation Table

C Rdwy.L

-5.40%

C Rdwy.L

-5.40%

C Rdwy.L

Sta. 806+01.49

Sta. 807+50.00

Sta. 809+75.00 -5.40%

L

PIER 1 & 3 CAP

PIER 1 & 3 DIAPHRAGM

PIER 2 DIAPHRAGM

GIRDER DIAPHRAGMS

FOUNDATION PLAN

GIRDER SPANS 1 & 4

GIRDER SPANS 2 & 3

DECK PLAN - BOTTOM

STRUCTURE TRANSITION RAILING

G.1

RG3147-X

RG3147-W

RG3147-V

RG3147-T

RG3147-U

RG3147-S

Note: Super rotated about C Rdwy.

1 A

ELEVATION

PLAN AND ELEVATION

N. MARSHALL

R. OWEN

Curve Data:

R= 150.00’

T= 240.12’

L= 303.72’ e= 0.054

PLAN

L

L L

1:2

3,390

3,380

3,370

3,360

3,340

3,350

3,320

3,330

Abut. 2 Pier 3

Pier 2 Pier 1 Abut. 1

L

-0.5% Grade

FIX FIX FIXEXP EXP

-0.5000%

,3

.3

100’ VC

K = 17

-6 .2

0%

,3

.8

K = 34

180’ VC

BRIDGE

C Rdwy.

P C .3

Layout Line

N70°35’12"W

(typ. all 4 corners)

Structure Transition Railing

G h ig li o n e C r e e k

Profile Grade timber bridge railing

Steel tube-backed

UNLESS NOTED

1"= 30’-0" al on g gu tt er lin e

Cu rb jt . s pa . m ea su re d

Gutterline (typ.)

’-0

45’-0" 45’-0"

45’-0"

Length of Bridge = 180’-0"

’-2

6 spa. @ 25’-0"= 150’-0"

22’-2" al on g gu tt er lin e

C ur b jt sp a.

m ea su re d

7 spa. @ 24’-6"= 171’-6"

WINGWALL D

WINGWALL C

WINGWALL B

WINGWALL A

3,310

Chord El. 3367.1Low

’-4

5.5

8.3

8.8

9.7

3343.5

3344.2

3344.4

3344.1

Q WS EL 3344.150

1:

3/

Steel rolled beam (typ.)

Q scour = 0 (abut.)

500Q scour = 0 (abut.)

= El. 3328.2 (pier)

= El. 3327.8 (pier)

3,300

(typ.).

filled steel pipe piles

" concrete 2

El. 3323.0

Est. tip

REBAR LIST (4 OF 4)

El. 3307.0

Est. & Min. tip

3,290 ground @ C Rdwy.

Approx. existing

El. 3330.0

Min. tip

El. 3307.0

Min. tip

El. 3289.0

Est. tip

El. 3307.0

Min. tip

El. 3303.0

Est. tip

El. 3329.0

Min. tip

El. 3295.0

Est. tip ground.

finished

Proposed

RG3147-Y

RG3147-Z

RG3147-AA

RG3147-BB

RG3147-C for details.

(typ. @ piers). See

RG3147-CC

STRUCT. TRANSITION RAILING DETAILS

Rdwy. Plans for details.

all 4 corners). See

Object Marker (typ. @ using Begin Bridge as the reference line/point.

Note: Build bridge to dimensions shown in the plans

El.

.35

C Pie r 3 C R dwy.

El.

.77

El. 3370.47

El. 3371.57

C Pier 2 @ C Rdwy.

El. 3371.80

C Pier 1 @ C Rdwy.

El. 3372.60

El. 3371.45

El. 3372.02

Sta. 807+60

Begin Bridge @ C Rdwy.

El. 3371.12

End Bridge @ C Rdwy.

SHEET

NO.

PROJECTSTATE

AK

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

DENALI NATIONAL PARK

DENALI PARK ROAD

DRAWING NO.DATEBRIDGE DRAWINGPROJECT TEAM LEADERSCALE

CHECKED BYDRAWN BY

R.WEHNER

DESIGNED BY

REVISIONSBYDATENO.

REVISIONS

BY

DATE

1/

N F

H

B r id g e

W F

L \R

G

G h ig li o n e

C r e e k

B r id g e \R

G

\C

A D il e s \D

G N

F il e s \r g p e .d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of OCTOBER 2020

DRAWING NO. 184/80298

NPS PMIS NO.: 164256A

DENALI BOROUGH, ALASKA

STRUCTURE #9830-011P

Item

ESTIMATE NOTES:

Quantity: Unit:Item No. Notes:

ESTIMATE

(1) (2)

GENERAL NOTES:

SPECIFICATIONS:

CONCRETE: 150 lbs. per cubic foot.

DRAINAGE:

STRUCTURAL STEEL: 490 lbs. per cubic foot.

STRUCTURAL STEEL:

DEAD LOAD:

LATERAL EARTH PRESSURE:

LIVE LOAD:

All reinforcing steel shall conform to AASHTO M31, or M322, Grade 60 deformed. The minimum concrete covering to the face of any bar shall be 2 inches, unless noted otherwise on the plans. Minimum splice lengths for all bar sizes shall be as

REINFORCING STEEL:

CONCRETE:

DESIGN CRITERIA:

Structural Steel, Furnished, Fabricated, and Erected

Bearing Device, Elastomeric

LB

LB

LNFT

EACH

(1) (3)

(1) after fabrication.

Welding for welded anchors shall conform to ANSI/AASHTO/AWS D1.5, Chapter 7. Guard angle assemblies shall be galvanized

Structural metal for guard angles shall conform to ASTM A36. Welded anchors shall conform to AASHTO M169 (ASTM A108).

20304-2000

55201-0200

55401-2000

55502-0000

55601-1400

56401-1000

(1)(4) shown on the plans. All superstructure reinforcing steel shall be epoxy coated, as noted on the bar list.

LNFT61707-2000

2 B

(1)

CUYD

55401-1000 Reinforcing Steel

LB

LB

Deck slab designed using approximate elastic method (the "strip" method).

HL-93. Maximum Dynamic Load Allowance (Impact), IM=33%.

SOIL: 120 lbs. per cubic foot.

Structural Concrete, Class A(AE)

Reinforcing Steel, Epoxy Coated

FUTURE PAVING ALLOWANCE: 25 lbs. per square foot, applied to clear roadway width.

NONE

B. ROBINSON

DESIGN: AASHTO LRFD Bridge Design Specifications for Highway Bridges, Seventh Edition, 2014 with 2015 & 2016 interim revisions.

TIMBER: 50 lbs. per cubic foot.

For wingwalls: heq = 2 feet

For abutments: heq = 4 feet

LIVE LOAD SURCHARGE: Equivalent height of soil.

AT REST PRESSURE: Equivalent to a fluid unit weight of soil = 55 pounds per square foot.

ACTIVE PRESSURE: Equivalent to a fluid unit weight of soil = 35 pounds per cubic foot.

by Bureau of Public Roads, Region 10, Juneau, Alaska.

See the following for additional information on existing bridge: "Ghiglione Creek" design No. 956, dated 1957, prepared

EXISTING BRIDGE PLANS:

GENERAL NOTES AND ESTIMATE

Removal of Bridge

(1)

(1)(5)

Bridge Railing, Timber, Steel-Backed

Structure Transition Railing, SBT System

N. MARSHALL

G.2

20200

44500

137000

55104-1000 5 EACHDynamic Pile Load Test

Heavy Hex Style unless noted otherwise on the plans. Welded shear connectors shall conform to AASHTO M169 (ASTM A108).

friction type, Class B and shall be made with temperature Zone 3. These member components shall consist of the rolled girders. All field connections are slip critical, Combination I require mandatory Charpy V-Notch testing. Testing shall conform to AASHTO T243, frequency H for

All primary longitudinal superstructure components and connections subject to tensile stress due to Strength Load

Certification Program. The contractor shall be responsible for the stability of the structure during all phases of construction.

unless otherwise shown on the plans. The steel fabricating company shall be fully certified under the AISC Quality

All structural steel shall be high-strength low alloy corrosion resistant steel conforming to AASHTO M270, Grade 50W

55116-0000 20 EACHSplice (18" diameter)

55101-0200 1258 LNFT (6)")2

1Concrete Filled Steel Pipe Pile, In-Place (18" diameter x

N. MARSHALL

K. EIKERMANN

the long period spectrum acceleration, SD1 = 0.622 g. Site Class = D. Seismic Zone = 4.

acceleration, SDS = 1.057 g. Long period acceleration at 1.0 seconds (S1 = 0.379 g) modified by the Site Coefficient (Fv = 1.642) to give

Short period acceleration at 0.2 seconds (Ss = 0.940 g) modified by the Site Coefficient (Fa = 1.124) to give the short period spectrum

Peak Ground Acceleration (PGA = 0.423 g), modified by the Site Coefficient (Fpga = 1.077) to give a spectrum acceleration, As = 0.456 g.

SEISMIC:

61103-1600 24-inch Encasement Pipe, Polyvinyl Chloride (pile sleeve) 180 LNFT (1)(7)

CONSTRUCTION: Federal Highway Administration Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-14.

WIND LOAD:

Design Wind Speed (Strength III Limit State), V = 110 mph. Wind Exposure Category = C.

additional requirements.

match SAE-AMS-STD-595 color code #16473 "aircraft gray" once the concrete has cured. See Special Contract Requirements for meet the requirements of AASHTO M213. Provide integral coloring to all structural concrete except to that in pipe pile. Color shall cement. Flexible cellular joint filler shall meet the requirements of AASHTO M153, closed cell rubber. Expansion joint filler shall inch, unless noted otherwise on the plans. All concrete shall be made with Type II 4 3Chamfer exposed edges of all concrete

All cast in place concrete shall be structural concrete Class A(AE) with a minimum 28-day compressive strength f’c=4500 psi.

LPSMAll Req’d

Drainage pipe shall conform to AASHTO M252.

installation hole.

Includes cost of furnishing and installing PVC pipe and flange, granular backfill, and boring and cutting shoes.

Includes cost of filling with structural concrete Class A(AE) to the specified elevation, and preboring (if required), required for construction of transition railing.

Includes cost of timber railing elements, steel posts & plates, connection hardware, and all materials concrete coloring agent for concrete curb.

concrete = 8.7 cubic yards. Estimated quantity of epoxy coated reinforcing steel = 2840 lbs. Also includes cost of connection hardware, and all materials required for construction of the railing. Estimated quantity of structural

Includes cost of structural concrete Class A(AE), epoxy coated reinforcing steel, structural steel, timber rails

Estimated weight of guard angles = 445 lbs.

Includes cost of furnishing and installing structural steel guard angles, welded studs, bearing plates and anchor bolts.

structure excavation, estimated quantity = 3 cubic yards.

Also includes cost of furnishing and placing structural backfill, estimated quantity = 32 cubic yards. Also includes cost of sheet drain, estimated quantity = 41 square yards, and weepholes. Also includes cost of concrete coloring agent.

Includes cost of furnishing and installing all joint fillers. Also includes cost of furnishing and installing geocomposite

Contract Quantity

(7)

(6)

(5)

(4)

(3)

(2)

(1)

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

1/

N F id

L \R

G ig li o n e

C r e e k

B r id g e \R

G

\C

A e s \D

G N

F il e s \r g g n .d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of OCTOBER 2020

DRAWING NO. 184/80298

NPS PMIS NO.: 164256A

SECTION B-B

ELEVATION

4 3

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

1/

N F id

L \R

G ig li o n e

C r e e k

B r id g e \R

G

\C

A e s \D

G N

F il e s \r g f o u n d a ti o n .d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of OCTOBER 2020

DRAWING NO. 184/80298

NPS PMIS NO.: 164256A

DENALI BOROUGH, ALASKA

STRUCTURE #9830-011P

BC

0.2

1’D

IA

0.2 4’U

SCGS

FOUNDATION PLAN

K. EIKERMANN

UNLESS NOTED

1"= 20’-0"

FOUNDATION PLAN

3 C

G.3

FOUNDATION NOTES:

GB18-06

GB18-05

P C .3

PT 810+33.07

P T .6

Wilderness Boundary

C Rdwy.L

L

L

N70°35’12"W

G h ig lio n e C r e e k to be removed.

Existing bridge

Layout Line

B. ROBINSON

R. WEHNER

N. MARSHALL

FOUNDATION TABLE

TIP EL.

EST. PILE

TIP EL.

MIN. PILE

(@ top of pile)

(STRENGTH I)

LOAD

PILE AXIAL

MAX. FACTORED

195 kips

235 kips

250 kips

235 kips

195 kips p ie r s ty p s p a a b u ts ty p

L L

L L

L L

L L

L L

C Pier 2 & C Piles

C Rdwy.

L L

L L

L s p a

See Detail A s p a

See Detail B

See Detail C

L

C Pier 1 & C PilesL L

C Rdwy.L

L

C PileL

DETAIL A DETAIL B

DETAIL C

No Scale No Scale

No Scale

C Abut. 1 & C PilesL L

LL

C Rdwy.L

C PileL

Layout Line

GB16

-0

BH

GB16

-0

BH

GB16

-0

BH

GB16

-0

BH

N abuts.)

@ piers &

(typ.).

steel pipe piles concrete filled

" 2 118" Ø x t o L a y o u t

L in e

C PileL t o L a y o u t

L in e

3295.0

3303.0

3289.0

3307.0

3323.0

3329.0

3307.0

3307.0

3307.0

3330.0

Abut. 2

Pier 3

Pier 2

Pier 1

Abut. 1

BB

B o r e d H o le P

V C P ip e

Limits of Bored Hole

Limits of Bored Hole outside diameter) (minimum 32" flange PVC Flange, ASTM D1784

Structural Concrete Class A(AE)

3’-0" Bored Hole

2’-0" PVC Pipe

1’-6" Pipe Pile

1’-6" Pipe Pile

2’-0" PVC Pipe

3’-0" Bored Hole

Finish Grade driving pipe pile.

Backfill annular space between steel pipe pile and PVC pipe after

PVC pipe and bored hole limits prior to driving steel pipe pile.

Bore holes, place PVC pipe, and backfill annular space between

NOTES:

Schedule 80, ASTM D1785

" thick,4

" pipe pile2

" pipe pile2 to Subsection 703.03(a) Granular backfill conforming to Subsection 703.03(a) Granular backfill conforming

R. OWEN

3336.0

3312.0

3312.0

3312.0

3338.0

FILL EL.

CONCRETE

Sta. 807+60

@ C Rdwy.

Begin Bridge

L flush with finish grade.

Trim any pvc pipe protrusion

P a y L im it

Division, Vancouver Washington.

Federal Highway Administration, Western Federal Lands Highway dated February 2020, prepared by U.S. Dept. of Transportation, For additional information see Geotechnical Final Report No. 11-19

Weld splices to conform to ANSI/AWS Structural Welding Code D1.1.

to ASTM A148, Grade 90-60.

damage to the piles during installation. Cutting shoes shall conform

Drive piles open-ended. Provide open end cutting shoes to prevent structural concrete.

elevation specified in Foundation Table and fill with Class A(AE)

After driving pipe piles, remove material from inside pipe pile to

Steel pipe piles shall conform to ASTM A53, Grade B, Fy = 35 ksi.

C R d w y

C A b u t.

C R d w y

C P ie r

C R d w y

C P ie r

C R d w y

C P ie r

C R d w y

C A b u t.

C Rdwy. @ C Pier 2 C Rdwy. @ C Pier 1

C Rdwy. @ C Abut. 1

Sta. 807+60

Begin Bridge @ C Rdwy.

" = 1’-0"2

1Scale: 1

C Gdr. EL C Gdr. DL C Gdr. CL

Layout line

C Gdr. BL C Gdr. AL

-2%

SECTION A-A

L Sta. 807+60

Begin Bridge @ C Rdwy.

"2 17’-45’-3"5’-3"5’-3""8

54’-7

C Rdwy.L

A

A

L L

L

L L

C Rdwy.L

ABUTMENT CAP PLAN

UNLESS NOTED

"= 1’-0"

ABUTMENT CAP

L

Gdr. A Gdr. B Gdr. C Gdr. D Gdr. E

ABUTMENT BEARING SEAT ELEVATIONS

ABUT. 1

ABUT. 2

b.f. = both faces o.f. = other face f.f. = fill face

Abbreviations:

m in

Gdr. spa. @ C Brg.L

Step spa.

Step spa.

(ty p

L

Scale: 1" = 1’-0"

(ABUTMENT 1 SHOWN, ABUTMENT 2 OPPOSITE HAND)

°5 ’5

C Abut.

C Brg. &

L

C Abut.

C Brg. &

L

3’-0"

BB

L

3367.72

3366.80

3367.94

3367.04

3368.16

3367.29

3368.38

3367.55

3368.61

3367.80

El. 3363.80 (Abut. 2)

El. 3364.72 (Abut. 1)

ABUTMENT CAP ELEVATION

N. MARSHALL 4 D

G.4

See RG3147-G.

Anchor bolts (typ.).

See RG3147-G.

Elastomeric bearing pad.

@ C Abut.

C Gdr. E

@ C Abut.

C Gdr. D

@ C Abut.

C Gdr. C

@ C Abut.

C Gdr. B

@ C Abut.

C Gdr. AL L

L

L L

LPile spa. measured along C Brg.

3" Ø weephole spa. measured along C Brg.

5’-3"5’-3""8 32’-2

"8 127’-9"8

11’-9

"8 76’-65’-3"5’-3"5’-3""8

74’-11

"8 32’-2"4

327’-3

"2 118" Ø x

Steel Pipe Pile

Class A(AE)

Concrete

Structural

1’-6" 1’-6" e m b e d

C 18" Ø x 12" concrete filled steel pipe pile

L

R. OWEN

"16 31’-9 3 spa. @ 8’-0" = 24’-0" "16

31’-9

"16 33’-9 2 spa. @ 10’-0" = 20’-0" "16

33’-9

2" clr. (typ.)

2-#6P bars 3 spa. @ 5"=1’-3", Stirrup spa. (typ.)

L

4’-2", 2-#6P bars 5 spa. @ 10"=

3 spa. @ 5"=1’-3", 2-#6P bars

3 eq. spa. =1’-4", #6P bars

2 spa. @ 5"=10", 2-#6P bars

" 16

LMeasured along C Abut.

into pile (4 tot.)

embedded 3’-0"

#8A18 pile anchor

#6A2 (typ.)

2-#6A3 (typ.)

4-#5A16(a-d)

4-#5A17

4-#5A17 4-#5A17

7-#10A11(a-d)

4-#10A12(a-d) & #10A13

#6A4 (typ.)

2-#6A6 (typ.)

#6A7 (typ.)

2-#6A8 (typ.)

#6A9 (typ.)

#8A18 pile anchor (typ.)

#6A bars

Fill face

Other face

#10A14 o.f. & #10A15 f.f.

#10A12d (bott.)

#10A11a (top)#10A11d (top)

#10A14

#10A15

#10A12a (bott.)

C C

#6A1 (typ.)

#6A2 (typ.)

#5A16a

#5A16d

VIEW C-C

C lr

#6A1 (splay end bars) end bars)

2-#6A1 (splay

#8A18 (4 per pile, typ.)

(typ.)

#5A19 ties #6A5 end bars)

2-#6A10 (splay stirrups (typ.)

necessary to avoid

3" Ø weephole. Adjust as c c

Note: Place stirrups parallel to interior steps, except at ends.

2-#10A12(a-d)

10" 4’-5" 5’-3" 4’-4"

(ABUTMENT 1 SHOWN, ABUTMENT 2 OPPOSITE HAND)

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

1/

N F id

L \R

G ig li o n e

C r e e k

B r id g e \R

G

\C

A e s \D

G N

F il e s \r g a b u tm e n t.

d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of JUNE 2021

DRAWING NO. 184/80298

NPS PMIS NO.: 164256A

(2 Req’d)

No Scale

1’-0" (typ.)

1’-0" (typ.)

8"

GUARD ANGLE DETAIL

ELEVATION

SECTION

each leg, staggered.

6"

"8 3L3x3x vertical leg only.

3" b.f. = both faces o.f. = other face f.f. = fill face

Abbreviations:

ABUTMENT ENDWALL

-2% Fill face recommendations.

Attach to endwall per manufacturer’s with Type 1-B geotextile.

Pre-fabricated geocomposite sheet drain joint filler

3" Flexible cellular

C Brg.L

SECTION A-A

1’-9"1’-0" manufacturer.

recommended by connection as

Provide drain grate

See detail.

Guard Angle.

Measured along layout line.

RG3147-G for details.

Abut. bearing. See

Begin Bridge

ABUTMENT ENDWALL PLAN

1’-0"

(M e a su re d a lo n g g u tt e rl in e

L

11’-7"

1’-0"

"8

11’-3

"8

1’-3

B. ROBINSON

UNLESS NOTED

"= 1’-0"

Other Face (typ.)

C Rdwy.L

Geocomposite sheet drain.

Wrap around wing 1’-0"

Fill Face (typ.)

" fillet (typ.)2 1" x 32

Layout line

C Gdr. EL C Gdr. DL C Gdr. CL C Gdr. BL

C Gdr. AL joint filler (typ.)

1" flexible cellular

LC Brg.

(typ.)

" fillet2

" = 1’-0"

3Scale:

Radial

R ad ial

WINGWALL A WINGWALL B

A

A

Note: Galvanize guard angle assemblies after fabrication.

Sta. 807+60

Begin Bridge @ C Rdwy.

N. MARSHALL

See detail.

Guard Angle.

El. 3365.4 (Abut. 2)

El. 3366.3 (Abut. 1)

El. 3366.4 (Abut. 2)

El. 3367.2 (Abut. 1)

(ABUTMENT 1 SHOWN, ABUTMENT 2 OPPOSITE HAND)

(ABUTMENT 1 SHOWN, ABUTMENT 2 OPPOSITE HAND)

ABUTMENT ENDWALL ELEVATION

2-#4EE1 (typ.)

9" 9" gdrs.)

(typ. between

#4EE3 (typ.)

lap splice

1’-10" min.

#4EE1 (typ.)

L

L

3" flexible cellular joint filler

9" s p a

Length = 27’-6"

9"

E E b .f

@ C Gdr.)

#4EE2 (typ.

#4EE3

2-#4EE1 &

1’-1"= 3’-3", 3 spa. @

@ C Gdr.)

#4EE2 (typ.#6EE4

#4EE3

2-#4EE1 &

1’-3"= 3’-9", 3 spa. @

#4EE3

#4EE1

#6EE4 (12 tot.)

#6EE4 b.f (typ.)

#7WE110

#7WE210

#4WE203 (typ.)

#4WE209

G.5

E5

Abut. diaph.

R. OWEN

W in g w a ll ty p

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

1/

N F id

L \R

G ig li o n e

C r e e k

B r id g e \R

G

\C

A e s \D

G N

F il e s \r g e n d w a ll .d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of JUNE 2021

DRAWING NO. 184/80298

NPS PMIS NO.: 164256A

Measured along gutterline

A

1’-0"

"8 11’-3

13’-1"

5’-1"8’-0"

"8

Fill face

Other face

B

1’-0"

"8 11’-3

"8

Fill face

Other face

B

SECTION A-A

SECTION B-B

b.f. = both faces o.f. = other face f.f. = fill face

Abbreviations:

WINGWALLS

" = 1’-0"4

El. 3371.73 (Wing. C)

El. 3372.64 (Wing. A)

El. 3371.77 (Wing. C)

El. 3372.60 (Wing. A)

El. 3370.47 (Wing. D)

El. 3371.45 (Wing. B)

El. 3370.42 (Wing. D)

El. 3371.56 (Wing. B)

Begin/End Bridge

8’-0"

El. 3365.52 (Wing. C)

El. 3366.35 (Wing. A)

Begin/End Bridge

El. 3364.22 (Wing. D)

El. 3365.20 (Wing. B) under railing.

Level roughened surface under railing.

Level roughened surface

8’-0"

N. MARSHALL

3" s p a s p a

3 spa. @ 1’-3" = 3’-9" c lr

3 spa. @ 1’-3" = 3’-9"

5’-1" 8’-0"

13’-1"

3"

Measured along gutterline c lr

ELEVATION WINGWALL A

ELEVATION WINGWALL B

#4WE bars s p a s p a

#4WE bars

& #4WE109

2-#6WE107

#4WE103 (typ.)

#4WE102 b.f.

#6WE107

#4WE109

#4WE103

#6WE bars (typ.)

#4WE bars (typ.)

#5WE104

#5WE104 b.f.

s p a

W

E o .f s p a

W

E f .f

W E a g f .f

W E a d o .f

& #4WE106d o.f.

#6WE105g f.f.

& #4WE106a o.f.

#6WE105a f.f.

#4WE102 b.f. (typ.)

(WINGWALL C SIMILAR)

(WINGWALL D SIMILAR)

1’-4"5 spa. @ 1’-6" = 7’-6", #4WE101(a-f) b.f. & #4WE1033"

#4WE101f

#4WE101a

#4WE203

#6WE207

#4WE209

#6WE bars (typ.)

#4WE bars (typ.)

#5WE204

W E a d o .f

W E a g f .f s p a

W

E o .f s p a

W

E f .f

#5WE204 b.f.

#4WE203 (typ.)

& #4WE209

2-#6WE207

#4WE202 b.f.

#4WE202 b.f. (typ.)

& #4WE206d o.f.

#6WE205g f.f.

& #4WE206a o.f.

#6WE205a f.f.

#4WE201a

#4WE201f

1’-4" 5 spa. @ 1’-6" = 7’-6", #4WE201(a-f) b.f. & #4WE203 3"

G.6

6 F

Railing curb reinforcement not shown.

See RG3147-U & V for details.

Railing curb reinforcement not shown.

See RG3147-U & V for details.

#7WE210 @ fillet (8 tot.)

#7WE110 @ fillet (8 tot.)

R. OWEN

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

1/

N F id

L \R

G ig li o n e

C r e e k

B r id g e \R

G

\C

A e s \D

G N

F il e s \r g w in g .d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of JUNE 2021

DRAWING NO. 184/80298

NPS PMIS NO.: 164256A

NOTES:

7.

6.

5.

4.

3.

2.

1.

ELASTOMERIC PAD DETAIL

PLAN

ELEVATION

ABUTMENT BEARING

C Gdr.

C Brg.

L

L

"16

"16

SECTION A-A

ELEVATION

PLAN

" PL4

PL WASHER

No Scale

(10 Req’d)

ABUTMENT BEARINGS

1" = 1’-0"N. MARSHALL

1’-2"

7"7" and 3 elastomeric inner layers @ 0.40".

"4 11 elastomeric layer (top & bott.) @

" clr.4 all around securely to pad (4 per pad)

14 gage (0.075") steel shim moulded

"2 15"2

4"4"

1"

(typ.)

(ABUTMENT 1 SHOWN, ABUTMENT 2 OPPOSITE HAND)

G.7

7 G

DETAIL B

R. OWEN

C Gdr.L

Brg. stiffeners

A

A

Sole Plate

" x 11" x 2’-0"2

"16

"16

See Detail B

See detail Elastomeric brg. pad.

" x 3" slotted holes, (typ.)16 9w/ 1

"2 13" x 7" x 1

Anchor Rod Shear Plate washer & 2 heavy hex nuts (typ.)

w/ plate washer, elastomeric

" Ø threaded anchor rod 2

L

C Gdr.L

Girder web

Brg. stiffeners

"2 19"2

19"2 12 "2

L

°9

’5

Sole Plate

" x 11" x 2’-0"2

C Abut. & C Brg.L slotted holes C 1 9/16" x 3" w/ 1 9/16" x 3" slotted holes, (typ.)

3" x 7" x 1 1/2" Anchor Rod Shear Plate Bearing seat

" thick elastomeric washer4

Heavy hex nuts, snug tight.

" PL washer. See Detail.4

"16 typ.

" x 3" slotted holes, (typ.)16 9w/ 1

"2 13" x 7" x 1

Anchor Rod Shear Plate

3"

Grade DH. Anchor rods, washers, and nuts shall be galvanized.

conform to ASTM A36. Heavy hex nuts shall conform to ASTM A563, Anchor rods shall conform to ASTM F1554, Grade 105. Plate washers shall permanent and be visible after the bearing is installed.

shall include the bearing location on the bridge. All marks shall be

All bearings shall be marked prior to shipping. The marks field welding. Temperature of the steel to elastomeric pads during

Submit to CO for approval the procedures to prevent heat damage plate.

The elastomeric pad shall be vulcanized to bottom surface of sole

AASHTO LRFD Design method "A" used for elastomeric pad design.

Grade 5 or higher. Steel shim plates shall conform to ASTM A36.

to AASHTO M251 with 60 Durometer hardness, elastomer

Steel reinforced elastomeric bearing pad shall conform

All structural steel plates shall be AASHTO M270, Grade 50W.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

1/

N F id

L \R

G ig li o n e

C r e e k

B r id g e \R

G

\C

A e s \D

G N

F il e s \r g b e a r in g s .d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of JUNE 2021

DRAWING NO. 184/80298

NPS PMIS NO.: 164256A

1Scale: 1

"8 12’-35’-3"5’-3"5’-3"5’-3""8

13’-1Span 1 Gdr. Spa. @ C Brg.

L L

A

A

Gdr. A Gdr. B Gdr. C Gdr. D Gdr. E

PIER BEARING SEAT ELEVATIONS

PIER 1

PIER 3

Step Spa.

Span 2 Gdr. Spa. @ C Brg.L

4’-5"5’-3"5’-3"5’-3""4 16’-2

"8 51’-75’-3"5’-3"5’-3"5’-3""8

53’-8

C Gdr. AL C Gdr. BL

C Rdwy.L

C Gdr. CL

C Gdr. DL

C Gdr. EL

"2 11’-95’-3"5’-3"10"4’-5"5’-3""4

33’-6Measured along C PierL

L

5°9

’5

°2 ’2

C Brg. Span 2L

C Pier 1L

C Brg. Span 1L

C Gdr. AL

C Gdr. BL

C Gdr. CL

C Gdr. DL

C Gdr. EL m in

PIER CAP PLAN

PIER CAP ELEVATION

PIER 1 & 3 CAP

"2 14 spa. @ 101’-9"

= 3’-6"

"2 14 spa. @ 101’-9"

= 3’-6"

"2 14 spa. @ 101’-9"

= 3’-6"

"2 14 spa. @ 101’-9"

= 3’-6"

1’-8" 1’-0" pier bearing details (typ.)

See RG3147-L for

9"

(typ.)

"4 126’-4

3367.55 3367.81 3368.07 3368.33 3368.60

3367.07 3367.34 3367.62 3367.90 3368.18

El. 3364.07 (Pier 3)

El. 3364.55 (Pier 1)

C Rdwy.L

U p s ta ti o n joint filler cellular

" flexible 2 pedestal

" x 10" 2

N. MARSHALL

UNLESS NOTED

" = 1’-0"2

@ 10" 2 spa.

"4 11’-0

= 1’-8"

8 H

G.8

LC Pier

SECTION A-A

Scale: 1" = 1’-0"

4’-0"

2’-0"2’-0"

BB

" x 10" pedestal2

L

L @ C Pier

C Gdr. A

L

L @ C Pier

C Gdr. B

L

L @ C Pier

C Gdr. C

L

L @ C Pier

C Gdr. D

L L @ C Pier

C Gdr. E

L

Pile spa. measured along C PierL

C 18" Ø x 12" concrete filled steel pipe pile

"8 12’-2 3 spa. @ 7’-4" = 22’-0" "8

12’-2 e m b e d

"2 118" Ø x

Steel Pipe Pile

Class A(AE)

Concrete

Structural

2" clr. (typ.)

(PIER 1 CAP SHOWN, PIER 3 CAP OPPOSITE HAND)

(PIER 1 CAP SHOWN, PIER 3 CAP OPPOSITE HAND)

Stirrup spa. (typ.)

3 spa. @ 5"=1’-3", 2-#6P bars

3 eq. spa. =1’-4", #6P bars

3 spa. @ 5"=1’-3", 2-#6P bars

"8

2-#6P bars 3 spa. @ 5"=1’-3", 3’-6", 2-#6P bars

"=2 14 spa. @ 10

#6P2 (typ.)

#6P4 (typ.)

#6P6

#6P7

#6P9 (typ.)

4-#5P164-#5P15

4-#5P15

4-#5P15 7-#10P11

2-#10P13

6-#10P12 & #10P14

#10P11 (7 tot. top)

#10P12 (6 tot. bott.)

#10P13 b.f.

#6P bars

#8P17 pile anchor (typ.)

(embed 2’-0")

#6P18 dowel

R. OWEN

2-#6P1 (typ.)

2-#6P3 (typ.) 2-#6P5 (typ.)

2-#6P8 (typ.)

2-#6P10 (typ.)

into pile (4 tot.)

embedded 3’-0"

#8P17 pile anchor

#6P18 dowel (typ.)

#6P18 dowel spa.

(typ.)

#5P19 ties

#8P17 (4 per pile, typ.)

C Rdwy. @ C Pier 1

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

1/

N F id

L \R

G ig li o n e

C r e e k

B r id g e \R

G

\C

A e s \D

G N

F il e s \r g p ie r .d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of JUNE 2021

DRAWING NO. 184/80298

NPS PMIS NO.: 164256A

1Scale: 1

C Gdr. AL C Gdr. BL C Gdr. CL C Gdr. DL

C Gdr. EL

C Gdr. AL C Gdr. BL

C Gdr. CL

C Gdr. DL C Gdr. EL

C Rdwy.L

"8 71’-45’-3"5’-3"5’-3"5’-3""8

12’-9

1’-3"5’-3"5’-3"10"4’-5"5’-3"2’-11"Measured along C PierL

Span 2 Gdr. Spa. @ C Brg.L

Step Spa.

Span 3 Gdr. Spa. @ C Brg.L

"2 13’-105’-3"5’-3"5’-3""2

15’-6

"8 71’-45’-3"5’-3"5’-3"5’-3""8

12’-9

C Brg. Span 3L

C Pier 2L

C Brg. Span 2L

°3 ’4 m in

LL

Gdr. A Gdr. B Gdr. C Gdr. D Gdr. E

PIER BEARING SEAT ELEVATIONS

PIER 2

SECTION A-A

L

Scale: 1" = 1’-0"

4’-0"

BB

PIER 2 CAP PLAN

PIER 2 CAP ELEVATION

PIER 2 CAP

C Pier

3367.28 3367.57 3367.85 3368.13 3368.42

N. MARSHALL

U p s ta ti o n pier bearing details (typ.)

See RG3147-L for

"2 14 spa. @ 101’-9"

= 3’-6"

"2 14 spa. @ 101’-9" "2

14 spa. @ 101’-9" "2 14 spa. @ 101’-9" 1’-8" "2

= 3’-6" = 3’-6" = 3’-6"

3"

(typ.) pedestal

" x 10" 2 joint filler cellular

" flexible 2

" x 10" pedestal2

El. 3364.28

L

LL

L

L

C Rdwy.L A

A

UNLESS NOTED

" = 1’-0"2

°3

’4

25’-2"

2 spa.

"2

= 1’-7"

"2 1@ 9

9 I

G.9

@ C Pier

C Gdr. A @ C Pier

C Gdr. B @ C Pier

C Gdr. C @ C Pier

C Gdr. D

L

L L L @ C Pier

C Gdr. E

L

Pile spa. measured along C PierLPile spa. measured along C PierL

L

2’-0"2’-0"

C 18" Ø x 12" concrete filled steel pipe pile

2’-1" 3 spa. @ 7’-0" = 21’-0" 2’-1" e m b e d

"2 118" Ø x

Steel Pipe Pile

Class A(AE)

Concrete

Structural

2" clr. (typ.)

Stirrup spa. (typ.)

2-#6P bars 3 spa. @ 5"=1’-3", 3 spa. @ 5"=1’-3", 2-#6P bars

3 eq. spa. =1’-4", #6P bars

, 2-#6P bars"2 11’-1"=2

13 spa. @ 4

"2

2-#6P bars

"=3’-2", 2

4 spa. @

#6P2 (typ.)

4-#5P15

4-#5P15

4-#5P15 4-#5P16

7-#10P11

2-#10P13

#6P7

#6P9 (typ.)

6-#10P12 & #10P14

#6P6

#6P4 (typ.)

#6P bars

#10P13 b.f.

#8P17 pile anchor (typ.)

#10P12 (6 tot. bott.)

#10P11 (7 tot. top)

(embed 2’-0")

#6P18 dowel

R. OWEN

2-#6P1 (typ.)

2-#6P3 (typ.) 2-#6P5 (typ.)

2-#6P8 (typ.)

2-#6P10 (typ.)

into pile (4 tot.)

embedded 3’-0"

#8P17 pile anchor

#6P18 dowel (typ.)

#6P18 dowel spa.

#8P17 (4 per pile, typ.)

(typ.)

#5P19 ties

C Rdwy. @ C Pier 2

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

1/

N F id

L \R

G ig li o n e

C r e e k

B r id g e \R

G

\C

A e s \D

G N

F il e s \r g p ie r .d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of JUNE 2021

DRAWING NO. 184/80298

NPS PMIS NO.: 164256A

L L

C Gdr. AL C Gdr. BL

C Rdwy.L

C Gdr. CL C Gdr. DL

C Gdr. EL

"2 11’-95’-3"5’-3"10"4’-5"5’-3""4

33’-6Measured along C PierL

C Pier 1L

C Gdr. AL

C Gdr. BL C Gdr. CL

C Gdr. DL C Gdr. EL

PIER 1 & 3 DIAPHRAGM

9"

PIER DIAPHRAGM PLAN

PIER DIAPHRAGM ELEVATION

A

LL

L L

L

C Gdr. EC Gdr. D

C Gdr. C C Gdr. B

C Gdr. A

C Rdwy.L

2" flexible cellular joint filler (typ.).

A

N. MARSHALL

UNLESS NOTED

" = 1’-0"2

SECTION A-A

Scale: 1" = 1’-0"

4’-0"

2’-0"2’-0"

1’-6"1’-6"

" fillet (typ.)2

" flexible cellular joint filler (typ.).2

1’-10" min. lap splice

C PierL

U p s ta ti o n

"2 110 "2

"2 14 spa. @ 10 "2

110 (typ. between gdrs.)2 spa. @ 10" = 1’-8" "2

(typ.)

2-#4DE1

(typ.)

2-#4DE6

"4 124’-10

(typ.)

2-#4DE6

Deck reinforcement

#4DE6 (typ.)

= 3’-6"

2-#4DE1

(typ.)

10 J

G.10

#6DE3

#4DE4 (typ. @ ends)

#4DE8 (3 tot. @ each end)

#4DE6

#4DE1 or

#5DE7

#5DE2 or

#4DE6

#4DE1 or

#6DE3 (8 tot.)

2-#6DE3

#4DE4 (3 tot. @ each end)

#5DE2 (typ.)

3-#4DE8 (typ. @ ends)

#5DE7 (typ.)

R. OWEN

(PIER 1 CAP SHOWN, PIER 3 CAP OPPOSITE HAND)

(PIER 1 CAP SHOWN, PIER 3 CAP OPPOSITE HAND)

C Rdwy. @ C Pier 1

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

1/

N F id

L \R

G ig li o n e

C r e e k

B r id g e \R

G

\C

A e s \D

G N

F il e s \r g p ie r .d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of JUNE 2021

DRAWING NO. 184/80298

NPS PMIS NO.: 164256A

LL

L L

L C Rdwy.L

C Gdr. EC Gdr. D

C Gdr. C C Gdr. B

C Gdr. A

C Gdr. AL C Gdr. BL C Gdr. CL C Gdr. DL

C Gdr. EL

C Gdr. AL C Gdr. BL

C Gdr. CL

C Gdr. DL C Gdr. EL

C Rdwy.L

1’-3"5’-3"5’-3"10"4’-5"5’-3"2’-11"Measured along C PierL

C Pier 2L

LL

SECTION A-A

Scale: 1" = 1’-0"

4’-0"

2’-0"2’-0"

C PierL

PIER 2 DIAPHRAGM PLAN

PIER 2 DIAPHRAGM ELEVATION

PIER 2 DIAPHRAGM

N. MARSHALL

1’-6"1’-6"

3"

(typ.)

2" flexible cellular joint filler (typ.).

" fillet (typ.)2

UNLESS NOTED

" = 1’-0"2

U p s ta ti o n

"2 110 "2

"2 110" = 1’-7"2

12 spa. @ 9 "2 14 spa. @ 10 (typ. between gdrs.) "2

#4DE1 (typ.)

" flexible cellular joint filler (typ.).2

1’-10" min. lap splice

(typ.)

2-#4DE1

24’-8"

Deck reinforcement

11 K

G.11

2-#4DE1

2-#4DE1

= 3’-6"

#6DE5

#4DE4 (typ. @ ends)

#4DE8 (3 tot. @ each end)

2-#6DE5

#4DE4 (3 tot. @ each end)

#5DE2 (typ.)

3-#4DE8 (typ. @ ends)

#4DE1

#5DE2

#4DE1

#6DE5 (8 tot.)

C Rdwy. @ C Pier 2

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

1/

N F id

L \R

G ig li o n e

C r e e k

B r id g e \R

G

\C

A e s \D

G N

F il e s \r g p ie r .d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of JUNE 2021

DRAWING NO. 184/80298

NPS PMIS NO.: 164256A

PLAN

ELEVATION

C Gdr.

C Brg.

L

L

"16

"16

C Gdr.L

"16

"16

See detail Elastomeric brg. pad.

Brg. stiffeners

SECTION A-A

ELEVATION

A

A

2"

" PL4

PL WASHER

No Scale

10"

5"5"

"2 14"2

3"3"

1"

(typ.)

Brg. stiffeners

ELASTOMERIC UNREINFORCED PAD DETAIL

(30 Req’d)

Sole Plate

" x 9" x 1’-8"2

’4

L

Girder web

LC Brg. Span 2

C Gdr.L

°9

’5

C Gdr.L

"2

"2

"2

"2

Sole Plate

" x 9" x 1’-8"2

Sole Plate

" x 9" x 1’-8"2

Girder web

"2

"2

"2

"2

Brg. stiffeners

L

C Pier 1

C Brg. Span 1

L

L

PLAN

PIER 1 BEARING

(PIER 1 SHOWN, PIER 3 OPPOSITE HAND)

NOTES:

N. MARSHALL

w/ plate washer & heavy hex nut.

" Ø threaded anchor rod 4

"2

"2

"2

"2

C Gdr.

Girder web Sole Plate

" x 9" x 1’-8"2

" Ø holes16

C

L

Brg. stiffeners

LC Brg. Span 3

°3

’4

LC Pier 2

C Brg. Span 2L

°3

’4

"2

"2

"2

"2

" Ø holes16

C

L

Sole Plate

" x 9" x 1’-8"2

Brg. stiffeners

C Gdr.L

L

PLAN

PIER 2 BEARING

PIER BEARINGS

End plate (typ.)

End plate (typ.)

" x 1" Ø slotted holes16

C

" x 1" Ø slotted holes16

C

1’-3"

(30 Req’d)

"4 1 11"

(typ.)

2" wedge plates

8.

7.

6.

5.

4.

3.

2.

1.

See RG3147-T for deck pour sequence.

Wedge plates shall be field welded after deck pour 1 has been completed.

Grade DH. Anchor rods, washers, and nuts shall be galvanized.

conform to ASTM A36. Heavy hex nuts shall conform to ASTM A563, Anchor rods shall conform to ASTM F1554, Grade 55. Plate washers shall permanent and be visible after the bearing is installed.

shall include the bearing location on the bridge. All marks shall be

All bearings shall be marked prior to shipping. The marks field welding. Temperature of the steel to elastomeric pads during

Submit to CO for approval the procedures to prevent heat damage plate.

The elastomeric pad shall be vulcanized to bottom surface of sole

AASHTO LRFD Design method "A" used for elastomeric pad design.

Durometer hardness, elastomer Grade 5 or higher.

Elastomeric bearing pad shall conform to AASHTO M251 with 60

All structural steel plates shall be AASHTO M270, Grade 50W.

UNLESS NOTED

1" = 1’-0"

11" (typ.)

"4

G.12

L12

2" PL

WEDGE PLATE PLAN DETAIL

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

1/

N F id

L \R

G ig li o n e

C r e e k

B r id g e \R

G

\C

A e s \D

G N

F il e s \r g b e a r in g s .d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of JUNE 2021

DRAWING NO. 184/80298

NPS PMIS NO.: 164256A

"8 337’-7 2’-9""8

337’-7"8 744’-3"8

744’-32’-9"

C B r g

A b u t.

C B r g

A b u t.

L L

C Rdwy.L

GIRDER FRAMING PLAN

Layout Line

K. EIKERMANN

G.13

Edge of Deck

Edge of Deck

(ty p.

sp an s 1

Di ap hr ag m S pa cin g

L

L

L

L

L

C Gdr. D

C Gdr. C

C Gdr. B

C Gdr. A ty p

L

L L

L L

L

L L

(typ. spans 2 & 3)

Diaphragm Spacing

S ta

B e g in B r id g e C R d w y

UNLESS NOTED

" = 1’-0"

C Gdr. E

N. MARSHALL

’-5

’-0

’-0

8’-

(typ.)

Abut. diaph.

9’-

’-0

’-0

’-4

’-6

"4 311’-9

11’-0"

11’-0"

"4 111’-0

"4 111’-0

11’-0"

11’-0"

"4 311’-9 diaph. (typ.)

Intermediate

Pier Diaphragm (typ.)

C Gdr. C

C Gdr. B

Layout Line

C Rdwy.

L

L

L

L

ABUTMENT 2 END GEOMETRY DETAIL

C Gdr. C

C Gdr. B

Layout Line

C Rdwy.

L

L

L

L

ABUTMENT 1 END GEOMETRY DETAIL

Geometry Detail

See Abut. 2 End

Geometry Detail

See Abut. 1 End

°9 ’5

1’-0"1’-0"

4’

3°89 p yt(

"0 2’

"55’05° p yt( p yt

).pyt(

13 MR. OWEN

Span 1Span 2Span 3Span 4

(typ.)

ty p

44’-10"

°9 ’5

L Sta. 807+60 Begin Bridge @ C Rdwy.L

C Abut.

C Brg. &

L C Abut.

C Brg. &

L

3’ -3

2’-9"

"16

3’-3

2’-9"

N70°35’12"W

° 90°

GIRDER FRAMING PLAN

abuts.)

@ piers &

C P ie r C R d w y

C P ie r C R d w y

C P ie r C R d w y

E n d B r id g e C R d w y

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

1/

N F id

L \R

G ig li o n e

C r e e k

B r id g e \R

G

\C

A e s \D

G N

F il e s \r g f r a m in g .d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of JUNE 2021

DRAWING NO. 184/80298

NPS PMIS NO.: 164256A

"8

"8

"8

End of Gdr.

" shear connectors (typ.)2 1" Ø x 58

73 -

W33 x 118 gdr.

End of Gdr.

2’-8"

GIRDER FABRICATION NOTES:

camber up.

For girder deflection diagram, see RG3147-P. Girders shall be placed with natural

For all weld details, see RG3147-Q.

within applicable AASHTO/AWS fabrication and construction tolerances.

Under full dead load, beam end and all bearing and jacking stiffeners shall be vertical to the girders will not be allowed.

Transportation, erection and construction methods that require drilling holes or welding perpendicular to girder flanges.

along the bridge grade. Fabricate intermediate diaphragm connection plates

All dimensions shown are either horizontal or vertical. Girders must be fabricated stiffeners to web or flange welds, then shear connectors to top flange & web.

intermediate diaphragm connection plate to web or flange welds, bearing and jacking

The following welding sequence shall be followed:

6.

5.

4.

3.

2.

1.

L

No Scale

DETAIL A

3"

No Scale connection plate

Intermediate diaph.

web

No Scale

DETAIL B

web

DETAIL C

" x 5"8

PL

10" 2’-8"

C Brg.

web shear connectors

"2

GIRDER ELEVATION SPAN 1

(Span 1 Shown, Span 4 Opposite Hand)

(Span 1 Shown, Span 4 Opposite Hand)

GIRDER SPANS 1 & 4

C Brg. Pier 1 C Brg. Abut. 1

L

L

C Gdr.L

C Gdr.

Measured along

L

End of Gdr.

2’-8""8

110’-411’-0"11’-0""8 38’-1"8

See Detail B. See Detail C.

2’-8""8 38’-111’-0"11’-0""8

110’-4

25°9 ’5"

C Gdr.

Measured along

L

C Gdr.

Measured along

L

(typ

AA

GIRDER PLAN SPAN 1 (SECTION A-A)

for details.

See RG3147-Q

End Plate.

(typ

25°9 ’5"

N. MARSHALL

25°9 ’5"

"8 s p a

"8 31’-0

" brg. stiff.2 1" x 52

1PL

81 spa. @ 6" = 40’-6" brg. stiff.

" 2 1" x 52

1PL

jacking stiff.

" 2 1" x 52

1PL

s p a s p a

Ø h o le s p a

Ø h o le s p a c o n n e c to r s p a s h e a r

"8 7Length of Girder = 43’-10

C Brg. Pier 1

C 1" Ø holesL

L

3"

"8 55C Brg. Abut. 1L

2’-8" stiff.

Abut. jacking

"2 1" x 52

PL

Brg. Stiff.

"2 1" x 52

PL

Brg. Stiff.

"2 1" x 52

PL

C 1" Ø holesL

See Detail A

End of Gdr.

UNLESS NOTED

1" = 1’-0" 14 N

G.14

Shear connector spacing. See RG3147-Q for details.

R. OWEN

connection plate (typ.)

" x 5" intermediate diaph. 8

Omit at exterior face of exterior girder.

" x 5" intermediate diaph. connection plate (typ.).8

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

1/

N F id

L \R

G ig li o n e

C r e e k

B r id g e \R

G

\C

A e s \D

G N

F il e s \r g g ir d e r .d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of JUNE 2021

DRAWING NO. 184/80298

NPS PMIS NO.: 164256A

End of Gdr.

"4

"8

W33 x 118 gdr.

C Brg. Pier 2L

C Gdr.L

End of Gdr.

"8 58"8

510’-911’-0"11’-0""8 110’-0"8

See Detail A. See Detail B.

"8 58"8

110’-011’-0"11’-0""8 510’-9

(typ.)

A

GIRDER PLAN SPAN 2 (SECTION A-A)

C Gdr.

Measured along

L

C Gdr.

Measured along

L

A

End of Gdr.

" shear connectors (typ.)2

1" Ø x 58 73 -

L

8°35’40"

GIRDER FABRICATION NOTES:

camber up.

For girder deflection diagram, see RG3147-P. Girders shall be placed with natural

For all weld details, see RG3147-Q.

within applicable AASHTO/AWS fabrication and construction tolerances.

Under full dead load, beam end and all bearing and jacking stiffeners shall be vertical to the girders will not be allowed.

Transportation, erection and construction methods that require drilling holes or welding perpendicular to girder flanges.

along the bridge grade. Fabricate intermediate diaphragm connection plates

All dimensions shown are either horizontal or vertical. Girders must be fabricated stiffeners to web or flange welds, then shear connectors to top flange & web.

intermediate diaphragm connection plate to web or flange welds, bearing and jacking

The following welding sequence shall be followed:

6.

5.

4.

3.

2.

1.

No Scale connection plate

Intermediate diaph.

web

No Scale web

" x 5"8

PL

8°35’40"

GIRDER ELEVATION SPAN 2

(Span 2 Shown, Span 3 Opposite Hand)

(Span 2 Shown, Span 3 Opposite Hand)

GIRDER SPANS 2 & 3

N. MARSHALL

"2 17"2

" brg. stiff.2 1" x 52

1PL

s p a

"8

"8

Measured along C Gdr. 86 spa. @ 6" = 43’-0"

Length of Girder = 44’-3" for details.

See RG3147-Q

End Plate.

C Brg. Pier 1L

End of Gdr.

for details.

See RG3147-Q

End Plate.

Brg. Stiff.

"2 1" x 52

PL

DETAIL A DETAIL B

ty p b o th e n d s

C Brg. Pier 2L

C 1" Ø holesL

Ø h o le s p a brg. stiff.

" 2 1" x 52

1PL

"8

"8

C Brg. Pier 1

C 1" Ø holes

L

L

UNLESS NOTED

1" = 1’-0" 15 O

G.15

Shear connector spacing. See RG3147-Q for details.

R. OWEN

connection plate (typ.)

" x 5" intermediate diaph. 8

Omit at exterior face of exterior girder.

" x 5" intermediate diaph. connection plate (typ.).8

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

WESTERN FEDERAL LANDS HIGHWAY DIVISION

GHIGLIONE CREEK BRIDGE

1/

N F id

L \R

G ig li o n e

C r e e k

B r id g e \R

G

\C

A e s \D

G N

F il e s \r g g ir d e r .d g n

RG3147- KARL EIKERMANN

PRA DENA 10(36)

of JUNE 2021

DRAWING NO. 184/80298

NPS PMIS NO.: 164256A

s p a

No Scale

C Brg. Abut. 1

(inches)

ORDINATES

STL. DEFL.

CONC. DEFL.

DEFL.

SUPER DL

Top of girder

DEFL.

SHRINKAGE

0.2 0.4 0.6 0.8

0.2 0.4 0.6 0.8

1.2 1.4 1.6 1.8 2.0

Symmetrical about C Pier 2

1.2 1.4 1.6 1.8 2.0

1.0

1.0

C Pier 1L

0.0

0.0

-0.039

-0.216

-0.004

-0.265-0.166

-0.135

-0.210 -0.334

A L L G

D R

S

DELECTION DIAGRAM

with natural camber up.

Steel beams shall be placed in finished structure

Note: Deflection values shown for information only.

-0.001 -0.002

D L D

E F L E

C T I O

N

DEFLECTION

TOTAL

(see note) Fully deflected position

LL

"4 31 " (typ.)4

4’-9"+ Spans 1 & 4

"+ Spans 2 & 34 15’-2

C MC18 x 42.7 diaphragmL

TYPICAL INTERMEDIATE DIAPHRAGM

"2 15 Equal Spaces = 40’- 5 "4

35 Equal Spaces = 42’-9

DEFLECTION TABLE

SPANS 1 & 4

1.0

SPANS 2 & 3

-0.025

-0.003

-0.039

-0.216

-0.004

-0.265

-0.025

-0.135

-0.002

-0.166

-0.173

-0.032 -0.051

-0.277

-0.051

-0.277

-0.002

-0.333

-0.032

-0.173

-0.001

-0.207

NOTES:

GIRDER DIAPHRAGMS

W33 x 118 gdr. (typ.)

plate (typ.)

connection

" x 5" 8

3PL

C Gdr. AL

C Gdr. BL

5.4% Radial

UNLESS NOTED

" = 1’-0"2

N. MARSHALL

"4 31 " (typ.)4 s p a

C MC18 x 42.7 diaphragmL

5’-3"

W33 x 118 gdr. (typ.)

C Gdr. AL

C Gdr. BL

(Looking Upstation - Normal to C Gdr.)L

(Looking Upstation - Along C Brg.)L

" (typ.)2 11 " (typ.)2

-0.003 -0.006 -0.007 -0.005 -0.004 -0.004 -0.002 -0.001

16 P

G.16 plate (typ.)

bearing

" 2 1PL 1/2 " x 5

" unless noted otherwise.16

154. Hole size shall be

50W (ASTM A709, Grade 50W).

3. All plates and shapes shall conform to AASHTO M270, Grade

2. Bolt threads are excluded from shear planes.

Type 3, Heavy Hex Style.

the requirements of ASTM F3125, Grade A325,

71. All bolts are

TYPICAL ABUTMENT & PIER DIAPHRAGM

Note: See RG3147-J & K for orientation of pier diaphragms.

DEFLECTION TABLE LEGEND

+ CONC. DEFL. + SDL DEFL.

TOTAL DEFLECTION = STL. DEFL. + SHRINKAGE DEFL.

deflections (bridge rails)

= Deflection due to superimposed dead load SDL DEFL.

induced deflection

= Deflection due to concrete deck shrinkage SHRINKAGE DEFL.

= Deflection due to concrete slab deflectionCONC. DEFL.

= Deflection due to structural steel deflectionSTL. DEFL.

No Scale

ALTERNATE BENT PLATE DIAPHRAGM

LC diaphragm

4"

(t y p ra d plate

" 2

TYPICAL SECTION

will be based on MC 18x42.7.

4. Quantity of structural steel in pay item

3. All other details of diaphragm shall apply.

all MC 18x42.7 sections.

2. Alternate diaphragm…