02_Davison_Rd_MP_0.01_signed_10_08_26_Plan_Sheets.pdf

DAVISON RD MP 0.01 BRIDGE REHABILITATION

FEDERAL AID PROJECT NO: BHOS-2021(075)

FEDERAL AID AGREEMENT NO: LA 10545

COUNTY ROAD PROJECT NO: 2198

APPROVED FOR CONSTRUCTION:

DEPARTMENT OF PUBLIC WORKS

LEWIS COUNTY

ENGINEERING-

DESIGN SECTION

COMMISSIONERS:

SEAN D. SWOPE, DISTRICT 1

LINDSEY R. POLLOCK, DVM, DISTRICT 2

SCOTT J. BRUMMER, DISTRICT 3

STATE ROUTE 506

NOT TO SCALE

VICINITY MAP

LEWIS COUNTY

STATE ROUTE 508

U.S. HIGHWAY 12

PE ELL

VADER

MORTON

PACKWOOD

RANDLE

MOSSYROCK

CENTRALIA

CHEHALIS

NAPAVINE

WINLOCK

TOLEDO

IN

TE

R S

TA

TE

STATE ROUTE 6

DateAssistant County Engineer

STATE ROUTE 505

INTERSTATE 5

ONALASKA

SHEET NO. DESCRIPTION

SHEET INDEX

G1 COVER SHEET

G2 LEGEND AND QUANTITIES

C1 MAINTENANCE OF TRAFFIC PLAN 1

C2 MAINTENANCE OF TRAFFIC PLAN 2

S1 BRIDGE PLAN AND ELEVATION

S2 TRUSS REPAIR ELEVATION

S3 TRUSS REPAIR PLAN

S4 EXISTING TYPICAL SECTION

S5 CONSTRUCTION SEQUENCE

S6 RIVET INSPECTION

S7 BOTTOM CHORD REPAIR DETAILS 1

S8 BOTTOM CHORD REPAIR DETAILS 2

S9 BOTTOM CHORD REPAIR DETAILS 3

S10 LATERAL BRACING REPAIR DETAILS

S11 TOP CHORD REPAIR DETAILS

S12 ABUTMENT REPAIR DETAILS

S13 DECK REPLACEMENT DETAILS

S14 EXPANSION JOINT REPLACEMENT DETAILS

STATE ROUTE 508

EOP PROJECT LOCATION

END PROJECT: Mile Post 0.03

BOP PROJECT LOCATION

BEGIN PROJECT: Mile Post 0.00

N am e:

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D at e:

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1, 6-

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10/08/2026

WRAnderson Text Box

FEDERAL AID CONTRACT NO. TA-7620

VHall

PE 01

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : AGC

DRAWN BY : TLP

CHECKED BY : AJG

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

k yl e.

h ar ve y D at e:

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1, 6-

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2_ Le g en d

Q ua nt iti es .d w g

08-28-20262

GENERAL NOTES

1. ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF THE WASHINGTON STATE DEPARTMENT OF

TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION, DATED 2026, AND AMENDMENTS, AND

PROJECT SPECIAL PROVISIONS.

2. CONSTRUCTION AND WIND LOADING LIMITATIONS DURING PAINTING ACTIVITIES HAVE BEEN DETERMINED IN ACCORDANCE WITH AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 10TH EDITION AND CHAPTER 6 OF THE WSDOT BRIDGE DESIGN MANUAL M 23-50.24.

3. THE DIMENSIONS SHOWN ON THE PLANS ARE BASED ON ORIGINAL DESIGN DRAWINGS AND INSPECTIONS. ALL RELEVANT DETAILS AND DIMENSIONS SHALL BE FIELD MEASURED AND VERIFIED BY THE CONTRACTOR PRIOR TO ORDERING MATERIALS AND PROCEEDING WITH

CONSTRUCTION.

4. PAINTING SHALL BE COMPLETED IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION SECTION 6-07. ALL STEEL SURFACES REQUIRE FULL PAINT REMOVAL PRIOR TO APPLYING NEW PAINT SYSTEM. SEE WSDOT STANDARD SPECIFICATION SECTION 6-07.3(10)E FOR SURFACE

PREPARATION REQUIREMENTS.

5. EXISTING RIVETS SHALL BE INSPECTED AFTER ABRASIVE BLASTING OPERATIONS ARE COMPLETED AND SHALL BE REMOVED AND REPLACED IN

ACCORDANCE WITH SECTION - LOSS CRITERIA ON SHEET S6.

6. THE CONTRACTOR SHALL PLAN AND CONDUCT THE WORK IN SUCH A MANNER THAT NO OBJECTS OR FOREIGN MATERIALS FALL FROM THE WORK ON THE EXISTING SPANS AND SUPPORTS TO THE RIVER CHANNEL BELOW. THE CONTRACTOR'S PLAN FOR ACCOMPLISHING THIS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO THE START OF CONSTRUCTION. ALL WORK ASSOCIATED WITH THIS CONTAINMENT

SYSTEM SHALL BE CONSIDERED INCIDENTAL TO THE CONTRACT.

7. BRIDGE IMPROVEMENTS ARE DESIGNED FOR THE FOLLOWING LIVE LOAD VEHICLES:

- AASHTO TYPE 3 WITH IMPACT

- AASHTO TYPE 3S2 WITH IMPACT

- AASHTO TYPE 3-3 WITH IMPACT

- SPECIALIZED HAULING VEHICLE SU4 WITH IMPACT

- SPECIALIZED HAULING VEHICLE SU5 WITH IMPACT

- SPECIALIZED HAULING VEHICLE SU6 WITH IMPACT

- SPECIALIZED HAULING VEHICLE SU7 WITH IMPACT

- EMERGENCY VEHICLE TYPE EV2 WITH IMPACT

- WA-105 WITH IMPACT

8. ALL STEEL ELEMENTS SHALL CONFORM TO:

PLATES AND ROLLED SHAPES: ASTM A992 (50 KSI)

BOLTS: ASTM F3125 GRADE A325, TYPE 1

NUTS: ASTM A563

WASHERS: ASTM F436

9. ALL CONCRETE ELEMENTS SHALL CONFORM TO:

CONCRETE: CLASS 4000

REINFORCEMENT: ASTM A706 GRADE 60

CHAMFER 3/4 INCH

VIEW OR DETAIL

THE SAME SHEET

TAKEN OR SHOWN

IDENTIFIES SECTION,

ON SHEET NO S7

LEGEND

TAKEN OR SHOWN ON

S7

ABBREVIATIONS

LEGEND AND QUANTITIES

G2

@ AT

± PLUS OR MINUS

BK BACK

BOT BOTTOM

BTWN BETWEEN

CL CENTERLINE

EX EXISTING

GR GRADE

HMA HOT MIX ASPHALT

MT MAGNETIC PARTICLE TESTING

NO. NUMBER

NTS NOT TO SCALE

OHWM ORDINARY HIGH WATER MARK

PL PLATE

PSF POUNDS PER SQUARE FOOT

TYP TYPICAL

C L

B R

ID

G

E C

L R

O A

D W

A Y

SR 508

SEE NOTE 3

XX

4'

MI

N

TY

P.

WORK

AREA

R11-2

48"

30"

50 TO 100 FTX/2X/2X

W20-301

48"

48"

SHOULDER

CLOSED

W20-1

48"

48"

ROAD

WORK

AHEAD

W21-5

48"

48"

SHOULDER

WORK

W4-1BIKE

48"

48"

BIKES

MERGE WITH

TRAFFIC

4'

MI

N

TY

P.

ROAD

CLOSED

R11-1501

PLACE SIGN 30 DAYS

BEFORE CLOSURE

48"

60"

ROAD

WILL BE

CLOSED

day/mo - day/mo x:xxPM-x:xxAM

B

VARIES SEE NOTE 2

W16-8P VAR" x 8"

DAVIDSON RD

W20-1

48"

48"

ROAD

WORK

AHEAD

W20-3

48"

48"

ROAD

CLOSED

AHEAD

W16-8P VAR" x 8"

DAVIDSON RD

W20-3

48"

48"

ROAD

CLOSED

AHEAD

X

D A

V

IS

O N

R D

W20-3

48"

48"

ROAD

CLOSED

AHEAD

R11-2

48"

30"

W20-1

48"

48"

ROAD

WORK

AHEAD

SET ROAD CLOSURE AT

FIRST DRIVEWAY FROM

BRIDGE

R11-1501

PLACE SIGN 7 DAYS

BEFORE CLOSURE

48"

60"

ROAD

WILL BE

CLOSED

xx/xx - xx/xx x:xxPM-x:xxAM

ROAD

CLOSED

4' MIN

TYP.

X X

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : TES

DRAWN BY : TES

CHECKED BY : KAI

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

t h eo .s ch m itt D at e:

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LEGEND

TEMPORARY SIGN LOCATION (1' MIN HEIGHT)

CHANNELIZING DEVICE (SEE NOTE 3)

MAINTENANCE OF TRAFFIC PLAN 1

C1

2'LANE OPEN

TO TRAFFIC

LANE OPEN

TO TRAFFIC

45 50 55 60

150 200 200 200

SPEED (MPH) 65

24010'

SHOULDER CLOSURE TAPER LENGTH = L/3

160 160 160 200

SHOULDER

WIDTH

< 8' 8' L/3 (feet) 120

USE LANE CLOSURE INSTEAD

60 6550SPEED (MPH)

B (feet)

425 495 570 645

LONGITUDINAL BUFFER SPACE = B

Buffer space may be adjusted (192) based on field conditions.

800' * 500' *

60-65 MPH

45-55 MPH

RURAL HIGHWAYS

RURAL ROADS

(1) ALL SPACING MAY BE ADJUSTED TO ACCOMMODATE INTERCHANGE RAMPS, AT-GRADE

INTERSECTIONS AND DRIVEWAYS.

RECOMMENDED SIGN SPACING = X (1)

SEE NOTE 3

EXISTING

SHOULDER

SHOULDEREXISTING

LANE

EXISTING

LANE

30 60

TANGENTMPH TAPER

MAXIMUM CHANNELIZATION

DEVICE SPACING (feet)

8050 - 65

172'123'

45-55 MPH 60+ MPH

HOST VEHICLE WEIGHT

LESS THAN 22,000 lbs.

45-55 MPH 60+ MPH

100' 150'

HOST VEHICLE WEIGHT

22,000+ lbs.

STATIONARY TRANSPORTABLE ATTENUATOR

ROLL AHEAD DISTANCE = R

8. PEDESTRIAN ACCOMMODATIONS, WHERE FACILITY OPEN TO PEDESTRIANS:

(A) KEEP ADJACENT SIDEWALK OR PATHWAY OPEN.

(B) CLOSE ADJACENT SIDEWALK OR PATHWAY. PROVIDE PEDESTRIAN DETOUR, ALTERNATE ROUTE, OR

FREE SHUTTLE (WORK TRUCK, VAN, OR BUS OK).

(C) STOP WORK OPS. & ESCORT PEDESTRIANS THROUGH WORK AREA.

(D) ENGINEER TO ACCEPT ANY ALTERNATIVE STRATEGIES.

9. BICYCLIST ACCOMMODATIONS, WHERE FACILITY OPEN TO BICYCLES:

(A) SHARED BICYCLE-VEHICLE LANE. ADD W11-15 MOD & R4-11 SIGNS.

(B) BICYCLES PROHIBITED VIA R5-601 (IF EXIT-RAMP PRESENT) & R5-6 SIGNS. PROVIDE SIGNED DETOUR

OR ALTERNATIVE ROUTE.

(C) BICYCLES PROHIBITED VIA R5-6 SIGN(S). PROVIDE FREE SHUTTLE (WORK TRUCK, VAN, OR BUS OK) +

CONTACT INFORMATION/PHONE BOX/LABORER.

(D) STOP WORK OPS. & ESCORT BICYCLISTS THROUGH SHOULDER CLOSURE.

(E) ENGINEER TO ACCEPT ANY ALTERNATIVE STRATEGIES.

NOTES:

1. IF FEASIBLE, AVOID PLACING SHOULDER CLOSURE TAPER WITHIN OR IMMEDIATELY FOLLOWING

HORIZONTAL AND VERTICAL CREST CURVES.

2. DISTANCE INCREASES AS WORK AREA MOVES DOWNSTREAM.

3. 28" TRAFFIC CONE, 36" TRAFFIC CONES, 42" TALL CHANNELIZING DEVICES, OR TRAFFIC SAFETY

DRUMS ALLOWED ON TAPERS AND TANGENTS. ENCROACHMENT INTO ADJACENT OPEN LANE

PROHIBITED (BASE WEIGHT MAY ENCROACH). USE 5' MIN MOUNTING HEIGHT ON TEMPORARY

SIGNS PLACED BEHIND TRAFFIC SAFETY DRUMS.

4. FOR SIGNS PLACED BEHIND TRAFFIC SAFETY DRUMS, USE 5-FOOT MOUNTING HEIGHT.

5. RED/WHITE OR BLACK/YELLOW CHEVRON PATTERN OK. ADDITIONAL TRANSPORTABLE ATTENUATORS

MAY BE ADDED BEHIND EACH WORK CREW.

6. IF PAVED SHOULDER IS LESS THAN 8 FEET WIDE AT TRANSPORTABLE ATTENUATORS AND WORK

AREA, THEN A LANE CLOSURE SHALL BE IMPLEMENTED.

7. SIGNS ARE BLACK ON ORANGE UNLESS OTHERWISE INDICATED.

LEGEND

TEMPORARY SIGN LOCATION (1' MIN HEIGHT)

CHANNELIZING DEVICE (SEE NOTE 3)

A

A

09/02/26

L

B R

ID

G

E C

L R

O A

D W

A Y

SR 508

SEE NOTE 3

WORK

AREA

10.0'

W20-1

48"

48"

ROAD

WORK

AHEAD

X

B

VARIES SEE NOTE 2

50 TO 100 FTX/2X/2X

W20-301

48"

48"

SHOULDER

CLOSED

W20-1

48"

48"

ROAD

WORK

AHEAD

20 FT

W21-5

48"

48"

SHOULDER

WORK

W4-1BIKE

48"

48"

BIKES

MERGE WITH

TRAFFIC

A

B

4'

MI

N

TY

P.

4'

MI

N

TY

P.

D A

V

IS

O N

R D

10.0'

17.0'

BUFFER SPACE

(OPTIONAL)

50 TO

100 FT

15 FT

100 FT

100 FT

100 FT

TO

ONCOMING

TRAFFIC

R1-2

R1-2AP

W3-2

48"

48"

W20-4

48"

48"

ONE LANE

ROAD

AHEAD

W20-1

48"

48"

ROAD

WORK

AHEAD4' MIN

TYP.

36"

18"

24"

YIELD

75 FT

STAGING AREA

2'LANE OPEN

TO TRAFFIC

LANE OPEN

TO TRAFFIC

45 50 55 60

150 200 200 200

SPEED (MPH) 65

24010'

SHOULDER CLOSURE TAPER LENGTH = L/3

160 160 160 200

SHOULDER

WIDTH

< 8' 8' L/3 (feet) 120

USE LANE CLOSURE INSTEAD

60 6550SPEED (MPH)

B (feet)

425 495 570 645

LONGITUDINAL BUFFER SPACE = B

Buffer space may be adjusted (192) based on field conditions.

800' * 500' *

60-65 MPH

45-55 MPH

RURAL HIGHWAYS

RURAL ROADS

(1) ALL SPACING MAY BE ADJUSTED TO ACCOMMODATE INTERCHANGE RAMPS, AT-GRADE

INTERSECTIONS AND DRIVEWAYS.

RECOMMENDED SIGN SPACING = X (1)

SEE NOTE 3

EXISTING

SHOULDER

SHOULDEREXISTING

LANE

EXISTING

LANE

30 60

TANGENTMPH TAPER

MAXIMUM CHANNELIZATION

DEVICE SPACING (feet)

8050 - 65

172'123'

45-55 MPH 60+ MPH

HOST VEHICLE WEIGHT

LESS THAN 22,000 lbs.

45-55 MPH 60+ MPH

100' 150'

HOST VEHICLE WEIGHT

22,000+ lbs.

STATIONARY TRANSPORTABLE ATTENUATOR

ROLL AHEAD DISTANCE = R

8. PEDESTRIAN ACCOMMODATIONS, WHERE FACILITY OPEN TO PEDESTRIANS:

(A) KEEP ADJACENT SIDEWALK OR PATHWAY OPEN.

(B) CLOSE ADJACENT SIDEWALK OR PATHWAY. PROVIDE PEDESTRIAN DETOUR, ALTERNATE ROUTE, OR

FREE SHUTTLE (WORK TRUCK, VAN, OR BUS OK).

(C) STOP WORK OPS. & ESCORT PEDESTRIANS THROUGH WORK AREA.

(D) ENGINEER TO ACCEPT ANY ALTERNATIVE STRATEGIES.

9. BICYCLIST ACCOMMODATIONS, WHERE FACILITY OPEN TO BICYCLES:

(A) SHARED BICYCLE-VEHICLE LANE. ADD W11-15 MOD & R4-11 SIGNS.

(B) BICYCLES PROHIBITED VIA R5-601 (IF EXIT-RAMP PRESENT) & R5-6 SIGNS. PROVIDE SIGNED DETOUR

OR ALTERNATIVE ROUTE.

(C) BICYCLES PROHIBITED VIA R5-6 SIGN(S). PROVIDE FREE SHUTTLE (WORK TRUCK, VAN, OR BUS OK) +

CONTACT INFORMATION/PHONE BOX/LABORER.

(D) STOP WORK OPS. & ESCORT BICYCLISTS THROUGH SHOULDER CLOSURE.

(E) ENGINEER TO ACCEPT ANY ALTERNATIVE STRATEGIES.

NOTES:

1. IF FEASIBLE, AVOID PLACING SHOULDER CLOSURE TAPER WITHIN OR IMMEDIATELY FOLLOWING

HORIZONTAL AND VERTICAL CREST CURVES.

2. DISTANCE INCREASES AS WORK AREA MOVES DOWNSTREAM.

3. 28" TRAFFIC CONE, 36" TRAFFIC CONES, 42" TALL CHANNELIZING DEVICES, OR TRAFFIC SAFETY

DRUMS ALLOWED ON TAPERS AND TANGENTS. ENCROACHMENT INTO ADJACENT OPEN LANE

PROHIBITED (BASE WEIGHT MAY ENCROACH). USE 5' MIN MOUNTING HEIGHT ON TEMPORARY

SIGNS PLACED BEHIND TRAFFIC SAFETY DRUMS.

4. FOR SIGNS PLACED BEHIND TRAFFIC SAFETY DRUMS, USE 5-FOOT MOUNTING HEIGHT.

5. RED/WHITE OR BLACK/YELLOW CHEVRON PATTERN OK. ADDITIONAL TRANSPORTABLE ATTENUATORS

MAY BE ADDED BEHIND EACH WORK CREW.

6. IF PAVED SHOULDER IS LESS THAN 8 FEET WIDE AT TRANSPORTABLE ATTENUATORS AND WORK

AREA, THEN A LANE CLOSURE SHALL BE IMPLEMENTED.

7. SIGNS ARE BLACK ON ORANGE UNLESS OTHERWISE INDICATED.

LEGEND

TEMPORARY SIGN LOCATION (1' MIN HEIGHT)

CHANNELIZING DEVICE (SEE NOTE 3)

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : TES

DRAWN BY : TES

CHECKED BY : KAI

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

t h eo .s ch m itt D at e:

S ep

2, 6-

:3 6:

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1'10' LANE OPEN

TO TRAFFIC

SEE NOTE 3

6' WORK AREA

BA

MAINTENANCE OF TRAFFIC PLAN 2

C2

TEMPORARY MISC. PAVEMENT

MARKING - LONG DURATION

INSTALL TYPE 1 YIELD LINE

SYMBOL PER WSDOT STD PLAN

M-24.60

09/02/26

CL BRIDGE

CL ROADWAY

103'-31

2" BK TO BK PAVT SEAT

S R

'-0

R

O A

D W

A Y

TI

LT

O N

R

IV

E R

EXISTING STEEL TRUSS BRIDGE NO. 210000001

CLEAN AND PAINT STEEL TRUSS SPAN, REPAIR DAMAGED STEEL, STRENGTHEN STEEL

MEMBERS, REPLACE RIVETS, REPAIR PACK RUST, REMOVE AND REPLACE DECK SYSTEM

EXPANSION JOINT

REPLACEMENT

(SEE S14)

EXPANSION JOINT

REPLACEMENT

(SEE S14)

DAVISON RD

EXISTING FENCE

DEMOLISH AND

REBUILD CONCRETE

WING WALL (SEE S12)

CONCRETE

ABUTMENT, TYP

STEEL TRUSS

ROADWAY

CONCRETE SLAB

100'-0" CL TO CL BEARING

OHWM

EL 844

T/DECK

EL 856± (REPLACEMENT TO MATCH EXISTING)

CONTRACTOR STAGING AREA

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : AGC

DRAWN BY : TLP

CHECKED BY : AJG

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

k yl e.

h ar ve y D at e:

S ep

2, 6-

:0 9:

p m F ile : V

(D av is o n

R d

B ri d g e R eh ab

_D es ig n

(v

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E le va tio n.

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08-28-2026

PLAN

ELEVATION (LOOKING WEST)

0 4' 8' 16'

1/8 inch = 1 foot

24' (96)

0 4' 8' 16'

1/8 inch = 1 foot

24' (96)

SEC. 33, T.13N, R.04E, W.M.

BRIDGE PLAN AND ELEVATION

S1

6' -0

TY

P

8' -8

TY

P 10

'-0

TY

P

L2A L4A L6A L8A L10A

U1A

U2A

U3A U4A

U5A U6A U7A U8A

U9A

U10A

U11A

L12A

CL THRIE BEAM

ROADWAY

STEEL TRUSS MEMBER,

TYP

(6) PANELS @ 16'-8" CL - CL BEARING

INSIDE VIEW OF WEST TRUSS

L0A

EXISTING

CONCRETE

SLAB

REPLACE RIVETS WITH

HIGH STRENGTH BOLTS

AT L4A AND L8A GUSSET

PLATES (SEE S6)

CONCRETE

ABUTMENT, TYP

STRENGTHEN

L2A-L10A (SEE S7)

STRENGTHEN

U3A-U5A (SEE S11)

STRENGTHEN

U7A-U9A (SEE S11)

6' -0

TY

P

8' -8

TY

P 10

'-0

TY

P

L2B L4B L6B L8B L10B

U1B

U2B

U3B U4B

U5B U6B U7B U8B

U9B

U10B

U11B

L12B

CL THRIE BEAM

ROADWAY

STEEL TRUSS MEMBER, TYP

(6) PANELS @ 16'-8" CL - CL BEARING

OUTSIDE VIEW OF EAST TRUSS

L0B

SEAL PACK

RUST U7B

EXISTING

CONCRETE

SLAB

REPLACE RIVETS WITH

HIGH STRENGTH BOLTS

AT L4B AND L8B GUSSET

PLATES (SEE S6)

STEEL REPAIR

L6B-L8B (SEE S8)

SEAL PACK

RUST L10B

CONCRETE

ABUTMENT, TYP

STRENGTHEN

L2B-L8B (SEE S7)

STRENGTHEN

U3B-U5B (SEE S11)

STRENGTHEN

U7B-U9B (SEE S11)

EXISTING BOLSTER

STRENGTHENED

BOTTOM CHORD

STRENGTHENED

BOTTOM CHORD

STEEL REPAIR

L10B-L12B (SEE S9)

STEEL REPAIR

L8A-L10A (SEE S9)

STRENGTHEN

U5A-U7A (SEE S11)

STRENGTHEN

U5A-U7A (SEE S11)

H S4

G S4

I S4

C S4

D S4

J S4

E S4

F S4

STRENGTHENED

TOP CHORD, TYP

STRENGTHENED

TOP CHORD, TYP

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : AGC

DRAWN BY : TLP

CHECKED BY : AJG

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

k yl e.

h ar ve y D at e:

A ug

1, 6-

:3 3:

p m F ile : V

(D av is o n

R d

B ri d g e R eh ab

_D es ig n

(v

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2_ Tr us s

R ep ai r

E le va tio n.

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08-28-2026

NOTES:

1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD.

TRUSS REPAIR ELEVATION

S2

8'4'2'0

1/4 inch = 1 foot

12'

8'4'2'0

1/4 inch = 1 foot

12'

'-4

C

L

C L

TR

U

S S

1' -0

T

Y P

(1 0)

E X

IS

TI

N G

T

IM

B E

R S

TR

IN

G E

R S

P E

R B

A Y

T O

B E

R E

M O

V E

D

CHORD, TYP

FLOOR BEAM, TYP

TIMBER BRACE TO

BE REMOVED, TYP PANEL POINT, TYP

PANEL 3

L3 12x2 12x

16 BRACING, TYP,

REPLACE BRACING AND HEAT STRAIGHTEN GUSSET

PLATE ATTACHMENT POINTS, PANELS 3 THROUGH 6

(8 TOTAL BRACES, SEE S10)A

S4

EXISTING FRAMING PLAN

PANEL 1 PANEL 2 PANEL 4 PANEL 5 PANEL 6

L0 L2 L4 L6 L8 L10 L12

4"

TYP

EXISTING TIMBER

STRINGER SPLICE TO BE

REMOVED, TYP

BELOW DECK FRAMING - EXISTING CONDITION 1

-NTS

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : AGC

DRAWN BY : TLP

CHECKED BY : AJG

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

k yl e.

h ar ve y D at e:

A ug

1, 6-

:3 4:

p m F ile : V

(D av is o n

R d

B ri d g e R eh ab

_D es ig n

(v

D R

B -S

3_ Tr us s

R ep ai r

P la n.

d w g

08-28-2026

NOTES:

1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD.

2. TYPICAL EXISTING STRINGER SPACING IS 2'-0". SPACING

BETWEEN EXTERIOR AND FIRST INTERIOR STRINGER VARIES

BETWEEN BAYS BY THE WIDTH OF THE STRINGER.

3. TIMBER DECK AND STRINGERS TO BE REPLACED. SEE S13

FOR DECK AND STRINGER REPLACEMENT DETAILS.

4. CONTRACTOR TO SUBMIT DEMOLITION PLAN TO ENGINEER.

TRUSS REPAIR PLAN

S3

8'4'2'0

1/4 inch = 1 foot

12'

1'-4"

3"

1/

2"

3/

4"

9 3/4"

3"

5"

9 3/4"

3"

4"

9 3/4"

2 1/2"

1/

2"

7"

5/8"

1' -8

3/

TYPICAL

FLOOR BEAM B

-SCALE: NTS

I20x81.4 BEAM

TOP CHORD: L0-U5

AND U7-L12 E

S2SCALE: NTS

STEEL PL

VERTICALS: ALL G

S2SCALE: NTS

L3x2 1/2x5/16, TYP

DIAGONAL: U1-L2

AND L10-U11 H

S2SCALE: NTS

L5x3x5/16, TYP

DIAGONAL: L2-U3

AND U9-L10 I

S2SCALE: NTS

DIAGONAL: U3-L4,

L4-U5, U5-L6, L6-U7, U7-L8 AND L8-U9 J

S2SCALE: NTS

L3 1/2x2 1/2x5/16, TYPL4x3x5/16, TYP

5/16"

C10x15.3

SEE BOTTOM

CHORD L0-L4 &

L8-L12

DETAIL FOR

DIMENSIONS,

TYP.

5/

" 1'-4"

TOP CHORD: U5-U7 F

S2SCALE: NTS

STEEL PL

C10x15.3

SEE BOTTOM

CHORD L0-L4 &

L8-L12

DETAIL FOR

DIMENSIONS,

TYP.

3/ 8"

9 3/4" 9 3/4"

BOTTOM CHORD:

L0-L4 & L8-L12 C

S2SCALE: NTS

BOTTOM CHORD:

L4-L8 D

S2SCALE: NTS

C10x15.3, TYP C10x20, TYP

2 5/8" 2 3/4"

19'-4" CL TO CL TRUSS

EXISTING ASPHALT

OVERLAY TO BE

REMOVED

EXISTING 4x6

TIMBER BULL

RAIL, TYP

TO BE REMOVED

EXISTING 4x6

TIMBER BULL RAIL

SUPPORT, TYP

TO BE REMOVED

EXISTING (10) 6x16

TIMBER STRINGERS

TO BE REMOVED

EXISTING THRIE BEAM

GUARDRAIL TO BE

TEMPORARILY

REMOVED AND RESET

FOR PAINTING, TYP

EXISTING 2x6

TIMBER BRACE

AT MIDSPAN TO

BE REMOVED

EXISTING 2 1/2" TIMBER

SHIM BETWEEN STRINGERS

AND FLOOR BEAM TO BE

REMOVED

EXISTING STEEL

I20x81.4 FLOOR BEAM

EXISTING STEEL

TRUSS MEMBERS, TYP

EXISTING TYPICAL DECK SECTION A

S3SCALE: 1/2" = 1'-0"

17'-0" CLEAR WIDTH

B

NOTES:

1. PRIMARY MEMBER DIMENSIONS ARE BASED ON ORIGINAL BRIDGE PLANS AND FIELD

DIMENSIONS TAKEN ON 03/25/2024 AND 03/26/2024.

2. STEEL LATTICE PLATES, COVER PLATES, AND BRACE PLATES NOT SHOWN FOR CLARITY.

3. REPLACEMENT DETAILS ARE SHOWN ON S13.

EXISTING TIMBER DECK

PLANKS TO BE REMOVED

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : AGC

DRAWN BY : TLP

CHECKED BY : AJG

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

k yl e.

h ar ve y D at e:

A ug

1, 6-

:3 7:

p m F ile : V

(D av is o n

R d

B ri d g e R eh ab

_D es ig n

(v

D R

B -S

4_ Ty p ic al S ec tio n.

d w g

08-28-20268

EXISTING TYPICAL SECTION

S4

1. TEMPORARY BARRIERS OTHER THAN THOSE SHOWN ARE NOT ALLOWED ON

THE TRUSS SPAN DURING CONSTRUCTION.

2. THE WEIGHT OF CONTAINMENT SYSTEM AND ABOVE-DECK CONSTRUCTION

LOADS SUCH AS SCAFFOLDING AND PAINTING EQUIPMENT MAY BE

SUPPORTED WITHIN THE WORK AREA SHOWN IN THE TYPICAL SECTION ON

THIS SHEET. CONSTRUCTION LOADS MAY BE PLACED ANYWHERE ALONG THE

LENGTH OF THE BRIDGE AS LONG AS TOTAL LOAD ON BRIDGE DECK AND

BELOW DECK WORK PLATFORM DO NOT EXCEED 25 PSF AND MEET THE

REQUIREMENTS OUTLINED IN NOTE 3. CONSTRUCTION LOADS ARE IN ADDITION

TO THE EXISTING POSTED LOAD LIMITS.

3. TEMPORARY BELOW-DECK WORK PLATFORM:

A. THE CONTRACTOR MAY SUPPORT A TEMPORARY BELOW-DECK PLATFORM

FROM THE TRUSS SPAN. THE WIDTH OF THE PLATFORM SHALL NOT EXCEED

THE OUT-TO-OUT WIDTH OF THE BRIDGE PLUS 5-FEET ON EITHER SIDE. SEE

NOTE F FOR BELOW-DECK PLATFORM LIMITS ALONG THE LENGTH OF THE

BRIDGE.

B. THE TOTAL WEIGHT OF THE BELOW-DECK PLATFORM (SELF WEIGHT, PLUS

IMPOSED LOADS) SHALL NOT EXCEED 20 PSF BASED ON A 30'-8" PLATFORM

WIDTH .

C. WHILE THE BELOW-DECK WORK PLATFORM IS IN PLACE, THE TRIBUTARY

WEIGHT OF ABOVE-DECK CONSTRUCTION LOADS TO ANY OF THE LOWER

PANEL POINTS, WITHIN THE CORRESPONDING CONSTRUCTION LOADING

ZONE, SHALL NOT EXCEED 2500 POUNDS.

D. THE PLATFORM MAY BE SUSPENDED FROM THE FLOOR BEAMS. IMPOSED

POINT LOADS SHALL NOT EXCEED 2500 LBS AND BE NO CLOSER THAN 5' ON

CENTER.

E. THE PLATFORM MAY BE SUSPENDED FROM THE TRUSS IF SUPPORT POINTS

ARE LOCATED AT THE LOWER PANEL POINTS ONLY. NO ATTACHMENT SHALL

BE MADE TO TRUSS MEMBERS BETWEEN PANEL POINTS.

F. PRIOR TO ALL STRENGTHENING BEING COMPLETE, THE LENGTH OF THE

BELOW DECK PLATFORM IS LIMITED TO 2 PANELS (SEE PLAN VIEW FOR PANEL

DEFINITIONS.)

G. AFTER ALL STRENGTHENING IS COMPLETE, THE BELOW DECK PLATFORM MAY

BE PLACED ALONG THE ENTIRE LENGTH OF THE BRIDGE.

4. THE MAXIMUM REACTION AT ANY PANEL POINT ATTACHMENT SHALL NOT

EXCEED 5,000 POUNDS.

5. ATTACHMENT TO THE BRIDGE SHALL BE MADE WITH CLAMP OR PADDED WRAP

TYPE CONNECTORS. HOLES SHALL NOT BE MADE IN BRIDGE MEMBERS. NO

WELDING TO BRIDGE IS ALLOWED. METHODS OF ATTACHMENT TO THE BRIDGE

SHALL BE SUBMITTED IN ACCORDANCE WITH THE STANDARD SPECIFICATION

SECTION 6-07.3(2)F. CONTRACTOR TO SUBMIT ATTACHMENT PLAN. PLAN

SHALL INCLUDE CALCULATIONS SIGNED BY A PROFESSIONAL ENGINEER IN

THE STATE OF WASHINGTON DEMONSTRATING CONNECTORS WILL NOT

DAMAGE BRIDGE MEMBERS LOCALLY.

6. WORKING DRAWINGS AND CALCULATIONS (TYPE 2E) SHALL BE SUBMITTED IN

ACCORDANCE WITH STANDARD SPECIFICATION SECTION 1-05.3. WORKING

DRAWINGS AND CALCULATIONS SHALL SHOW THAT ALL THE ABOVE

CONSTRAINTS HAVE BEEN MET. CONSTRUCTION LOADS SHALL NOT BE PLACED

ON THE BRIDGE UNTIL THE ASSOCIATED WORKING DRAWINGS AND

CALCULATIONS HAVE BEEN REVIEWED AND ACCEPTED BY THE ENGINEER.

7. REMOVED PAINT, DEBRIS AND SPENT ABRASIVE BLAST MEDIA SHALL BE

COLLECTED AND REMOVED FROM THE BRIDGE DAILY, AT A MINIMUM, IN

ACCORDANCE WITH STANDARD SPECIFICATION 6-07.3(10)F.

8. VERTICAL COMPONENTS OF THE CONTAINMENT SYSTEM (TARPS) SHALL BE

REMOVED WHEN WIND SPEEDS (GUST) EXCEED OR ARE FORECASTED TO

EXCEED 50 MILES PER HOUR OR 1" PRECIPITATION OF RAIN IS FORECASTED

OVER A 24-HR PERIOD. SEE SPECIAL PROVISIONS FOR WEATHER SOURCE

REQUIREMENTS.

9. DURING HEAT STRAIGHTENING OF THE BOTTOM CHORD, ONLY ONE LANE OF

TRAFFIC ON THE OPPOSITE TRUSS SIDE OF THE HEAT STRAIGHTENING

LOCATION SHALL BE ALLOWED.

10. NO VEHICLE SHALL EXCEED THE CURRENT POSTED LIMITS UNTIL AFTER ALL

CONSTRUCTION ACTIVITIES ARE COMPLETE.

CONSTRUCTION LOADING NOTES FOR TRUSS SPAN:

19'-4" CL TO CL TRUSS

EXISTING (10) 6x16

TIMBER STRINGERS

EXISTING 2x6

TIMBER BRACE

AT MIDSPAN

EXISTING 2 1/2" TIMBER

SHIM BETWEEN STRINGERS

AND FLOOR BEAM

EXISTING STEEL

I20x81.4 FLOOR BEAM

CONTAINMENT

AND WORK LIMITS,

SEE NOTE 8

LIMITS OF BELOW-DECK WORK

PLATFORM (SEE NOTE 3A)

5' -0

M

A X

5'-0"

MAX, TYP

3' -0

M A

X , T

Y P

RIGID WALLS EACH

PHASE, TYP

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

TEMPORARY

BARRIER

WEST WORK ZONE AND CONTAINMENT SHOWN,

EAST WORK ZONE AND CONTAINMENT SIMILAR.

APPROX EL 845.3

ABOVE DECK CONSTRUCTION

LOADS ZONE, SEE NOTE 2

BRIDGE SECTION DURING CONSTRUCTION

SCALE: 1/2" = 1'-0"

PHASE 1: INSTALL BELOW DECK WORK

PLATFORM, PERFORM STEEL REPAIRS, AND

PROVIDE LOCALIZED CONTAINMENT AS

REQUIRED FOR STEEL REPAIRS

OPEN ROADWAY

PHASE 2: REPLACE BRIDGE DECK.

BRIDGE CLOSED TO ALL TRAFFIC.

DECK REPLACEMENT AREA

PHASE 3: INSTALL CONTAINMENT FOR WEST

WORK ZONE AND PAINT WEST SIDE OF TRUSS

OPEN ROADWAY

PHASE 4 INSTALL CONTAINMENT FOR EAST

WORK ZONE AND PAINT EAST SIDE OF TRUSS

OPEN ROADWAY

CONSTRUCTION SEQUENCE

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : AGC

DRAWN BY : TLP

CHECKED BY : AJG

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

k yl e.

h ar ve y D at e:

A ug

1, 6-

:3 8:

p m F ile : V

(D av is o n

R d

B ri d g e R eh ab

_D es ig n

(v

D R

B -S

5_ C o ns tr uc tio n

S eq ue nc e.

d w g

08-28-20269

CONSTRUCTION SEQUENCE

S5

EXAMPLE OF PRIMARILY SHEAR

EXAMPLE OF

PRIMARILY TENSION

EXAMPLE OF TENSION

& SHEAR

RIVET LOADING CONDITION - PRIMARILY SHEAR

A

D

A

H

D

H

RIVET LOADING CONDITION PRIMARILY

TENSION, TENSION & SHEAR, OR UNKNOWN

5/8"

LOADING: TENSION & SHEAR,

TENSION OR UNKNOWN

MINIMUM RIVET DIMENSIONS

LOADING: PRIMARILY

SHEAR

RIVET SHANK

DIAMETER "D"

MINIMUM HEAD

DIAMETER "A"

MINIMUM HEAD

HEIGHT "H"

MINIMUM HEAD

DIAMETER "A"

MINIMUM HEAD

HEIGHT "H"

3/4"

7/8"

7/8"

1"

1 1/8"

3/16"

1/4"

3/8"

1"

1 1/8"

1 1/4"

3/8"

7/16"

9/16"

ORIGINAL RIVET HEAD

PROFILE, TYP

CORRODED RIVIT

HEAD PROFILE, TYP

RIVETED PARTS

RIVET, TYP

RIVET, TYP

RIVET, TYP

dd

ORIGINAL RIVET HEAD

PROFILE, TYP

CORRODED RIVET HEAD

PROFILE, TYP

RIVETED PARTS

dd

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : AGC

DRAWN BY : TLP

CHECKED BY : AJG

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

k yl e.

h ar ve y D at e:

A ug

1, 6-

:3 9:

p m F ile : V

(D av is o n

R d

B ri d g e R eh ab

_D es ig n

(v

D R

B -S

6_ R iv et

In sp ec tio n.

d w g

08-28-2026

1. EXISTING RIVETS TO REMAIN ON MEMBERS AND/OR GUSSETS SHALL BE EVALUATED

AFTER FIELD PREPARATION FOR PAINTING AND PRIMING IS COMPLETED AND SHALL BE

REMOVED AND REPLACED IN ACCORDANCE WITH THE RIVET EVALUATION CRITERIA

SHOWN ON THIS SHEET. NEW H.S. BOLTS SHALL BE INSTALLED AND TENSIONED IN

ACCORDANCE WITH WSDOT STANDARD SPECIFICATION SECTION 6-03.3(33), AND

PREPARED FOR PAINT IN ACCORDANCE WITH SECTION 6-07.3(11)A.

2. BOLTS SHALL CONFORM TO ASTM F3125 GR A325 AND SHALL BE GALVANIZED. BOLTS

REPLACING RIVETS SHALL HAVE A DIAMETER MATCHING THE DIAMETER OF THE RIVET

THEY REPLACE. EXISTING HOLES MAY BE REAMED TO THE RIVET DIAMETER PLUS 1/8"

MAXIMUM TO FACILITATE BOLT INSTALLATION IF NEEDED.

3. UNLESS OTHERWISE SHOWN IN THE PLANS OR APPROVED BY THE ENGINEER, ONLY ONE

RIVET MAY BE REMOVED AND REPLACED AT A TIME AT ANY MEMBER CONNECTION. THE

REPLACEMENT BOLT SHALL BE FULLY INSTALLED AND TENSIONED BEFORE THE NEXT

RIVET MAY BE REMOVED.

4. PRIOR TO STARTING ANY RIVET REMOVAL, THE CONTRACTOR SHALL SUBMIT AT TYPE 2

WORKING DRAWING DETAILING PROPOSED RIVET REMOVAL METHODS TO THE ENGINEER.

ACCEPTANCE WILL REQUIRE DEMONSTRATION BY THE CONTRACTOR TO ENSURE NO

DAMAGE WILL OCCUR TO THE EXISTING MEMBER TO REMAIN. NO FLAME CUTTING

METHODS WILL BE PERMITTED.

5. ALL RIVETS SHALL BE REPLACED AT L4 AND L8 GUSSET PLATES ON BOTH SIDES OF THE

TRUSS. ANY REMAINING RIVETS WHICH DO NOT MEET THE RIVET EVALUATION CRITERIA

SHALL ALSO BE REMOVED AND REPLACED WITH HIGH-STRENGTH BOLTS.

6. EXISTING RIVETS ARE ASSUMED TO BE 3/4" DIAMETER. CONTRACTOR TO FIELD-VERIFY

EXISTING RIVET DIMENSIONS AND CONTACT ENGINEER IF OTHERWISE.

RIVET INSPECTION AND REPLACEMENT NOTES:

RIVETS SHALL BE REPLACED IF THEY FAIL TO MEET ANY ONE OF THESE CRITERIA.

1. REPLACE RIVET IF THERE IS SEPARATION BETWEEN THE SOUND METAL

SURFACES OF EITHER RIVET HEAD AND THE RIVETED PARTS. (SEE SYMBOL dd )

2. REPLACE RIVET IF THE RIVET VISUALLY APPEARS TO BE LOOSE FOR ANY REASON.

RIVETS VISUALLY SUSPECT OF BEING LOOSE SHALL BE CONFIRMED LOOSE IF IT

CAN BE FELT TO MOVE AFTER BEING STRUCK ON THE SIDE OF THE HEAD IN A

DIRECTION APPROXIMATELY PERPENDICULAR TO ITS SHANK WITH A 40 OZ

HAMMER.

3. REPLACE RIVET IF SECTION LOSS IS EQUAL TO OR GREATER THAN THE DIAGRAM

SHOWN BELOW. THE ENGINEER SHALL BE CONSULTED IF UNCLEAR AS TO THE

RIVET LOADING CONDITION OR USE THE SECTION LOSS CRITERIA FOR

"UNKNOWN" LOADING CONDITION. FOR RIVETS WITH IRREGULAR SECTION LOSS,

CONTACT THE ENGINEER FOR DIRECTION.

RIVET EVALUATION CRITERIA:

RIVET INSPECTION

S6

A S8

BOTTOM CHORD

STRENGTHENING ELEVATION

SCALE: 1" = 1'-0"

BOTTOM CHORD STRENGTHENING PLAN (TOP VIEW)

SCALE: 1" = 1'-0"

EXISTING SIDE

GUSSET PLATE

SPLICE PL 12x31 2x6'-0" ±

SHIM PL 3

16 BETWEEN

EXISTING BOTTOM GUSSET

AND SPLICE PLATE, TYP

1 12"

TYP

SPLICE PLATE

EXISTING C10x15.3

BOTTOM CHORD STRENGTHENING PLAN (VIEW FROM BELOW)

SCALE: 1" = 1'-0"

EXISTING C10x15.3

EXISTING BOTTOM

GUSSET PLATE

(8) 58" BOLTS, TYP

EXISTING SIDE

GUSSET PLATE, TYP

BOLSTER PLATE

(10) 5/8" BOLTS THROUGH

SHIM AND EXISTING

BOTTOM GUSSET PL

BOLSTER

PL 12x8x13'-8"

BOLSTER

PL 12x103

4x13'-8"±

BOLSTER END PL 12x8x2'-0"

BOLSTER END PL 12x103 4x2'-0"

CL START/END

JOINT

3'-0"

31 2"

3" TYP

(8) 58" BOLTS, TYP

EXISTING SIDE

GUSSET PLATE, TYP

BOLSTER PLATE

BOLSTER PLATE

SPLICE PLATE

1 2"

BOLSTER PLATE OR

EXISTING BOLSTER

(L8B-L10B ONLY)

SPLICE PLATE

5" 5" 5" 5"

EXISTING SIDE

GUSSET PLATE, TYP

BOLSTER PLATE

SPLICE PLATE

CL INTERIOR

JOINT

SPLICE PL 12

SPLICE PL 12

CONTINUE

BOLSTER PER S2

REPLACE RIVETS WITH

HS BOLTS AT L4 AND L8

CL START/END

JOINT

CL INTERIOR

JOINT

3 4"

TY

P CONTINUE

BOLSTER PER S2

EXISTING BOTTOM

GUSSET PLATE

(8) 58" BOLTS, TYP

BOLSTER PLATE , TYP

1'-6" 1'-6" 1'-6" 1'-6"

3'-0"

B S8

3'-0"

CL START/END

JOINT

CL INTERIOR

JOINT

EXISTING SIDE

GUSSET PLATE, TYP

(8) 58" BOLTS, TYP

BOLSTER PLATE , TYP

SPLICE PL 12

3'-0"

1 12"

TYP

1 12"

TYP

3" TYP

3 4"

TY

P

1 12"

TYP

1 12"

TYP

31 2"

3" TYP

3 4"

TY

P

1 12"

TYP

5" 5" 5" 5"

1 12"

TYP

3" TYP

3 4"

TY

P

1 12"

TYP

1 2"

CONTINUE

BOLSTER PER S2

BOLSTER PLATE OR

EXISTING BOLSTER

(L8B-L10B ONLY)

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : AGC

DRAWN BY : TLP

CHECKED BY : AJG

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

k yl e.

h ar ve y D at e:

A ug

1, 6-

:4 0:

p m F ile : V

(D av is o n

R d

B ri d g e R eh ab

_D es ig n

(v

D R

B -S

7_ B o t

C h o rd

R ep ai r

D et ai ls

.d w g

08-28-2026

1. CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS PRIOR TO

DRILLING BOLT HOLES IN BOLSTER PLATE.

2. PROVIDE MINIMUM (3) HANDHOLES TOP AND BOTTOM AT 3'-0" MINIMUM O.C.

IN TOP AND BOTTOM BOLSTER PLATES. SEE HANDHOLE DETAIL

CONSTRUCTION NOTES:

BOTTOM CHORD REPAIR DETAILS 1

S7

NEW 58" BOLT , TYP

NEW BOLSTER PL 12

NEW SPLICE PL 12

EXISTING C10x15.3

CL BOTTOM CHORD

CL NEW PLATE

BOTTOM CHORD

STRENGTHENING SPLICE SECTION A

S7SCALE: 3" = 1'-0"

1/4

1/4

NEW STEEL SHIM

PL 3

16x31 2x2'-0"

EXISTING C10x15.3

BOTTOM CHORD STRENGTHENING

SPLICE SECTION AT GUSSET PLATES B

S7SCALE: 3" = 1'-0"

NEW SPLICE PL 12

EXISTING BOTTOM

LATERAL GUSSET

PLATE

EXISTING SIDE

GUSSET PLATE, TYP

NEW SPLICE PL 12"

EXISTING L3x2 12x

15, TYP

HANDHOLE DETAIL C

S7SCALE: 3" = 1'-0"

8"

4"

TOP OR BOTTOM

BOLSTER PLATE

HANDHOLE, SEE

SHEET S7 NOTE 2

FOR SPACING

CL BOLSTER

CL HANDHOLE

2"

TYP

1/4

1/4

BOTTOM CHORD L6-L8 EAST - EXISTING CONDITION A

-NTS

L6-L8 EAST REPAIR PLAN

SCALE: 1" = 1'-0"

HEAT-STRAIGHTEN EXISTING

C10x15.3 WITHIN TOLERANCE

NOTED IN SPECIAL PROVISIONS

AND ENOUGH TO ALLOW FOR

STRENGTHENING WORK

3'-0" MIN 3'-0" MIN

MINIMUM HORIZONTAL EXTENTS OF MT.

SEE HEAT-STRAIGHTENING NOTE 3.

CL EXISTING BATTEN PLATE

TO BE REMOVED PRIOR TO

HEAT-STRAIGHTENING, TYP

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : AGC

DRAWN BY : TLP

CHECKED BY : AJG

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

k yl e.

h ar ve y D at e:

A ug

1, 6-

:4 1:

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8_ B o t

C h o rd

R ep ai r

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.d w g

08-28-2026

1. REMOVE PAINT ON CHANNEL SURFACES TO BE HEATED DURING HEAT-STRAIGHTENING.

SEE SPECIAL PROVISIONS FOR MORE INFORMATION. PROVIDE LOCALIZED

CONTAINMENT AS NEEDED.

2. REMOVE BATTEN PLATES.

3. MAGNETIC PARTICLE TEST CHANNEL SURFACES PRIOR TO AND AFTER

HEAT-STRAIGHTENING. SEE PLANS FOR MINIMUM HORIZONTAL EXTENTS. IF DEFECTS

ARE STILL DETECTED BEYOND THE INDICATED EXTENTS, CONTINUE TESTING UNTIL

SOUND MATERIAL IS FOUND. SUBMIT TEST REPORTS TO THE ENGINEER FOR REVIEW

AND APPROVAL.

4. HEAT-STRAIGHTEN CHANNEL IN ACCORDANCE WITH SPECIAL PROVISIONS.

HEAT-STRAIGHTENING SEQUENCING:

BOTTOM CHORD REPAIR DETAILS 2

BOTTOM CHORD L8-L10 WEST - EXISTING CONDITION B

-NTS

BOTTOM CHORD L10-L12 EAST - EXISTING CONDITION A

-NTS

L10-L12 EAST REPAIR PLAN

SCALE: 1" = 1'-0"

EXISTING BOTTOM

LATERAL GUSSET PLATE

HEAT-STRAIGHTEN EXISTING

C10x15.3 WITHIN TOLERANCE

NOTED IN SPECIAL PROVISIONS

AND ENOUGH TO ALLOW FOR

STRENGTHENING WORK

3'-0" MIN

CL EXISTING BATTEN PLATE,

(TOP AND BOTTOM) TO BE

REMOVED PRIOR TO HEAT

STRAIGHTENING, TYP

EXISTING SIDE

GUSSET PLATE

L8-L10 WEST REPAIR PLAN

SCALE: 1" = 1'-0"

HEAT-STRAIGHTEN EXISTING

C10x15.3 WITHIN TOLERANCE

NOTED IN SPECIAL PROVISIONS

AND ENOUGH TO ALLOW FOR

STRENGTHENING WORK

3'-0" MINTI

LT

O N

R

IV

E R

3'-0" MIN

EDGE OF EXISTING

SIDE GUSSET PLATE

MINIMUM HORIZONTAL EXTENTS OF MT.

SEE HEAT-STRAIGHTENING NOTE 3.

MINIMUM HORIZONTAL EXTENTS OF MT.

SEE HEAT-STRAIGHTENING NOTE 3.

CL EXISTING BATTEN PLATE,

(TOP AND BOTTOM) TO BE

REMOVED PRIOR TO HEAT

STRAIGHTENING, TYP

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : AGC

DRAWN BY : TLP

CHECKED BY : AJG

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

k yl e.

h ar ve y D at e:

A ug

1, 6-

:4 2:

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(v

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C h o rd

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D et ai ls

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08-28-202613

BOTTOM CHORD REPAIR DETAILS 3

S9

1. SEE NOTES ON S8.

HEAT-STRAIGHTENING SEQUENCING:

TYPICAL LATERAL GUSSET REPAIR A

S13NTS

EXISTING BOTTOM CHORD

EXISTING 3/8" GUSSET PLATE TO BE

HEAT-STRAIGHTENED ENOUGH TO

ALLOW FOR LATERAL REPLACEMENT

ALIGN CL ANGLE WITH

CORNER OF GUSSET,

TYP BOTH SIDES NEW L3 12x2 12x

16 BRACE, TYP

EXISTING STRINGER

L3 12x2 12x

16 BRACE, TYP

TYPICAL NEW LATERAL BRACE CONNECTION B

S13NTS

CL PLATE

C L

P

LA

TE

PL 38x12x0'-9"

NS & FS

NS & FS

2" M

IN

FIELD WELD BOTH

SIDES OR BOLT USING

EXISTING HOLES, TYP

FIELD WELD BOTH

SIDES OR BOLT USING

EXISTING HOLES, TYP

LOWER LATERAL BRACING - EXISTING CONDITION 1

-NTS

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : AGC

DRAWN BY : TLP

CHECKED BY : AJG

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

k yl e.

h ar ve y D at e:

A ug

1, 6-

:4 5:

p m F ile : V

(D av is o n

R d

B ri d g e R eh ab

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(v

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_L at er al B ra ci ng R ep ai r D et ai ls .d w g

08-28-202614

LATERAL BRACING REPAIR DETAILS

S10

1. REMOVE LATERAL BRACING WITHIN ONE PANEL AT A TIME.

2. REFER TO SPECIAL PROVISIONS FOR HEAT-STRAIGHTENING REQUIREMENTS.

3. CONTRACTOR SHALL FIELD-VERIFY EXISTING CONDITIONS PRIOR TO DRILLING BOLT

HOLES IN BRACING.

NOTES:

EXISTING LACING

EXISTING C10x15.3

CL TOP CHORD

CL NEW PLATE

TOP CHORD

STRENGTHENING SECTION A

-SCALE: 3" = 1'-0"

EXISTING PL 5

BOLSTER PL

8" BOLT, TYP

3"

7'-3"

7'-3"

3"

8" BOLTS, (28) SPACES @ 6" = 14'-0"

CL EXISTING

RIVETS

EXISTING PL 5

EXISTING C10x15.3

L4-U4, L6-U6 OR L8-U8

BOLSTER

PL 12x10x14'-6"

TYPICAL TOP CHORD STRENGTHENING ELEVATION

SCALE: 1" = 1'-0"

EXISTING RIVETS 58" BOLTS BOLSTER PLEXISTING PL 5

CL EXISTING MEMBER

CL NEW PLATE

TYPICAL TOP CHORD STRENGTHENING PLAN

SCALE: 1" = 1'-0"

A

EXISTING RIVETS

VARIES

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : AGC

DRAWN BY : TLP

CHECKED BY : AJG

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

k yl e.

h ar ve y D at e:

A ug

1, 6-

:4 6:

p m F ile : V

(D av is o n

R d

B ri d g e R eh ab

_D es ig n

(v

D R

B -S

_T o p

C h o rd

R ep ai r

D et ai ls

.d w g

08-28-202615

TOP CHORD REPAIR DETAILS

S11

2" TYP

COVER

EXISTING

BACKWALL

ELEVATION: EAST END OF

NORTH ABUTMENT

SCALE: 1" = 1'-0"

A

3'-0"

2' -6

2'-0"±

4' -1

1"

EXISTING #6 @ 12"

MAX, FIELD VERIFY

EXTENT OF

CONCRETE REMOVAL

NOTES:

1. FIELD VERIFY DIMENSIONS SHOWN ABOVE

TO MATCH EXISTING WEST ABUTMENT.

NOTES:

1. FIELD VERIFY DIMENSIONS SHOWN ABOVE TO MATCH EXISTING

WEST ABUTMENT.

2. DRILL AND EPOXY NEW BARS INTO EXISTING CONCRETE TO A

MINIMUM EMBEDMENT DEPTH OF 6" USING HIT-RE 500 OR SET-3G

EPOXY OR APPROVED EQUAL.

3. VERTICAL SAW CUT 1/2" DEEP AND 1" BEYOND DAMAGED CONCRETE.

EXISTING DAMAGED

WINGWALL TO BE

REMOVED AND

REPLACED AS SHOWN

#6@12" MAX BOTH WAYS,

SPLICE WITH EXISTING

HORIZONTAL BARS,

SEE NOTE 2

2" T

YP

C

O

VE

R

DAMAGED WINGWALL SECTION A

-SCALE: 1" = 1'-0"

8"±

WINGWALL EXISTING CONDITION

SCALE: NTS

DRILL AND EPOXY NEW

BARS INTO EXISTING

CONCRETE, SEE NOTE 2

6" MIN

TYP

CUT EXISTING REBAR AT

CONCRETE SURFACE

SAW CUT 1/2" DEEP AND

SAND BLAST EXISTING

CONCRETE TO CREATE A

CLEAN, SOUND SURFACE

PER 5-01.3(5) PRIOR TO

CASTING NEW CONCRETE

VARIES

(SEE NOTE 3)

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : AGC

DRAWN BY : TLP

CHECKED BY : AJG

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

k yl e.

h ar ve y D at e:

A ug

1, 6-

:4 7:

p m F ile : V

(D av is o n

R d

B ri d g e R eh ab

_D es ig n

(v

D R

B -S

_A b ut

R ep ai r

D et ai ls

.d w g

08-28-202616

ABUTMENT REPAIR DETAILS

S12

8"

STRINGER SPLICE DETAIL 2

-SCALE: 1 1/2"=1'-0"

HMA OVERLAY

DECK PLANK

3/4" THROUGH-BOLT,

(1) PER SPLICE

2x6 TIMBER SHIM

CENTERED ON

FLOOR BEAM

3/4"x 8" COUNTERSUNK

LAG BOLTS, 1 PER

DECK PLANK

BULL RAIL ATTACHMENT ELEVATION 3

-SCALE: 1 1/2"=1'-0"

4'-0" MAX O.C.

4x6x6" TIMBER BULL

RAIL SUPPORT

3/4"x12" LAG BOLT

CENTERED ON

SUPPORT, TYP

DECK PLANK, TYP

TIMBER BULL RAIL

3/4" THROUGH-BOLT,

(2) PER SPLICE,

OFFSET 1' FROM CL

FLOOR BEAM EACH

DIRECTION

EXTERIOR

STRINGER

SPLICE

40D NAIL, TYP BOTH SIDES,

CENTERED ON FLOOR BEAM

WATERPROOF

MEMBRANE

TIMBER BRACE ATTACHMENT DETAIL 4

-SCALE: 1 1/2"=1'-0"

NEW 2x6 TIMBER BRACE

3/4"x6" LAG BOLTS,

(1) PER STRINGER,

CENTERED ON BRACE

AND STRINGER

TIMBER BULL RAIL

EXTERIOR TIMBER

STRINGER

TIMBER BULL RAIL

SUPPORT

INTERIOR TIMBER

STRINGERS

EXISTING STEEL

FLOOR BEAM

4x6 TIMBER BULL

RAIL SUPPORT, TYP

2 12" HMA OVERLAY TO

MATCH EXISTING

(15) 6x16 TIMBER

STRINGERS

(SEE NOTE 2)

TYPICAL DECK REPLACEMENT DETAILS 1

-SCALE: 1/2" = 1'-0"

17'-0" MIN

4x12 DECK PLANKS

4x6 TIMBER

BULL RAIL, TYP

2x6 TIMBER SHIM

WATERPROOF

MEMBRANE

18'-0"

1'-9" MAX

1'-3" MAX UNO

'-4

C

L

C L

TR

U

S S

E Q

(1 5)

T

IM

B E

R S

TR

IN

G E

R S

P E

R P

A N

E L

EXISTING FLOOR BEAM

STEEL CROSS BRACE, TYP

REPLACEMENT BELOW DECK FRAMING PLAN

8'4'2'0

1/4 inch = 1 foot

12' (48)

B4"

TYP

A 2x6 TIMBER BRACE

3'-0"

TYP

S10

S10

6x16 EXTERIOR

STRINGER SPLICE, TYP

PANEL 1 PANEL 2 PANEL 3 PANEL 4 PANEL 5 PANEL 6

E Q

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : AGC

DRAWN BY : TLP

CHECKED BY : AJG

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

k yl e.

h ar ve y D at e:

A ug

1, 6-

:4 8:

p m F ile : V

(D av is o n

R d

B ri d g e R eh ab

_D es ig n

(v

D R

B -S

_D ec k

R ep la ce m en t D et ai ls .d w g

08-28-202617

NOTES:

1. TIMBER STRINGERS, DECK, AND BULL RAIL TO BE DOUGLAS FIR

GRADE NO. 1 OR BETTER.

2. STAGGER STRINGERS AT FLOOR BEAMS WHERE SPLICES ARE

REQUIRED. TYPICAL REPLACEMENT STRINGER SPACING IS 1'-3"

ON CENTER. LIMIT STRINGER SPACING TO 1'-9" ON CENTER AT

EXTERIOR STRINGERS.

3. ALL TIMBER TO BE TREATED WITH AZCA PER AWPA STANDARDS

WITH USE CATEGORY OF UC4A.

DECK REPLACEMENT DETAILS

S13

EXISTING TIMBER STRINGER

TO BE REMOVED

EXISTING TIMBER DECK

PLANKS TO BE REMOVED

EXISTING CONCRETE

ABUTMENT TO REMAIN

EXISTING EXPANSION JOINT

ASSEMBLY TO BE REMOVED

EXISTING EXPANSION JOINT DETAILS 1

-NTS

CLEAN AS NEEDED

TO FACILITATE

PLACEMENT OF

NEW JOINT

6"

3"

21 4"

1"

6"

3" 2"

1 1

2 "

EXISTING CONCRETE

ABUTMENT AND STEEL

ANGLE TO REMAIN

PL 34x10

3/4"x 3"

COUNTERSUNK

LAG SCREW

CUT 6" WIDE GROOVE IN TOP OF

DECK PLANK SUCH THAT TOP OF

DECK PLANK IS FLUSH WITH

BOTTOM OF STEEL ANGLE LEG

NEW TIMBER

DECK PLANK

NEW TIMBER

STRINGER

CUT 4" WIDE GROOVE

IN TOP OF STRINGERS

SUCH THAT TOP OF

PLATE IS FLUSH WITH

TOP OF STRINGERS

4" BOLT, TYP

CL

PLA

TE

CL

HOLE

CL SCREW

EXPANSION JOINT

REPLACEMENT DETAIL 2

-NTS

SILICONE JOINT SEALANT

BACKER ROD

PL 12x5

STRINGER

CONNECTION PL 12

1/4 1/4

EXPANSION JOINT -

EXISTING CONDITION 3

-(SOUTH END)

45°

HMA OVERLAY

PL 12x4

PL 12x5

1/4

EXPANSION JOINT -

EXISTING CONDITION 4

-(NORTH END)

EXISTING HMA

OVERLAY WATERPROOF

MEMBRANE

AT SOUTH END, SAWCUT AT PLATE EDGE.

AT NORTH END, SAWCUT 1'-0" BEYOND

EDGE OF CONCRETE. TAPER NEW HMA

OVERLAY AS REQUIRED TO MATCH

SAWCUT 1 INCH BUTT JOINT

AND SEAL PER WSDOT

STANDARD PLAN A-40.20-04

PL 12x5

18'-1"

PL 34x10 COUNTERSUNK HOLES FOR

LAG SCREWS, TYP

STRINGER

CONNECTION

PL 12, TYP

EXPANSION JOINT REPLACEMENT PLAN 5

-SCALE: 1"=1'-0"

10 SPA AT 1'-21

2" = 12'-1"

TIMBER

STRINGER, TYP

3 SPA AT 1'-3" = 3'-9" 2'-21

2"

3"

TYP

2" 31

2"

57 W. MAIN ST.

CHEHALIS WA 98532

PHONE # (360) 740-1123

FAX # (360) 740-2719

DESIGNED BY : AGC

DRAWN BY : TLP

CHECKED BY : AJG

DATE : 09-02-2026

NO. DATE BY APP.

COUNTY ROAD PROJECT NO: 2198DAVISON RD MP 0.01

BRIDGE REHABILITATION

REVISION

OF "It's the Law"

1-800-

BEFORE YOU DIG

CALL 48 HOURS

424-5555

Utilities Underground

Location Center18 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.comN am e:

k yl e.

h ar ve y D at e:

A ug

1, 6-

:4 9:

p m F ile : V

(D av is o n

R d

B ri d g e R eh ab

_D es ig n

(v

D R

B -S

_E xp J t R ep la ce m en t

D et ai ls

.d w g

08-28-202618

EXPANSION JOINT REPLACEMENT DETAILS

S14