16_Eckert_Bridges_-_Boise_River_PLAN_Sheet_1-71.pdf

411 412 413 414 416

COUNTY

BRIDGE DWG. NO.

ACHD NO.

SHEET

OF

SCALES SHOWN

PRINTS ONLY

ARE FOR 11" X 17"

CADD FILE NAME

DRAWING DATE:

DWG. CHECKED

DETAILED

DESIGN CHECKED

DESIGNED

DATE DESCRIPTIONNO.

REVISIONS

BRIDGE KEY NO.

DX\prjXXXXX\ProjDev\Bridge\Plans

BY

BRIDGE PLANS

CORRECTIONS

ENGLISH

O R

IG

IN

A L

S T

O R

E D

A T

I

T D

B R

ID

G

E S

E C

T

IO

N

B o is e Id a h o

JULY 2026

12811 brSI 001.dgn ADA

18582

12811364' PRESTRESSED CONCRETE GIRDER BRIDGE

ECKERT ROAD OVER BOISE RIVER

ECKERT ROAD STA. 412+42.06

R E

E

NI

GNE LANOIS

S

E

F O

R P

O H

A

DI FO E

T A

T S

DESNECI

L

20046

W E

S

LEY A. M

E Y

E R

HYDRAULIC DATA

FLOOD DISCHARGE H.W. ELEVATION VELOCITY

DESIGN 50

BASE 100

SCOUR SC

cfs16,600 ft2757.65 ft2759.06

.98 ft2761 fps7.3

9 fps8.

fps12.3

(Q )

(Q )

(Q )

ELEV. 2757.65

Q H.W.

W. MEYER

S. WALIMAA

SITUATION & LAYOUT

SPAN 3

119'-6"

SPAN 2

121'-0"

SPAN 1

119'-6"

STA. 410+62.06

¡ BRG. ABUT. 1

STA. 411+81.56

¡ PIER 1

STA. 413+02.56

¡ PIER 2

STA. 414+22.06

¡ BRG. ABUT. 2

360'-0" ¡ BRG. TO ¡ BRG.

ELEVATION

1"=50'-0"

FINISHED GRADE

E P P E

E L

E V

A T

IO

N

F

E E

T

(TYP. AT PIERS)

6'-0"� DRILLED SHAFT

FINISHED GRADE

GROUND @ ¡ ECKERT ROAD

APPROXIMATE EXISTING

V P

T E

L E

V .2

V P

T S

T A

.5

V P

C E

L E

V .0

V P

C S

T A

.0

F .G

E

L E

V

.0

S T

A

.0

B E

G

IN

B R

ID

G

E

F .G

E

L E

V

.2

S T

A

.0

E N

D B

R

ID

G E

-0.5%

NTS

PROFILE DATA - ¡ ECKERT ROAD

MSE WALL 2

MSE WALL 1

cfs11,000 cfs34,800

DATA - ECKERT ROAD

HORIZONTAL ALIGNMENT

PT STA.=410+57.55

PCC STA.=408+06.28

S=1.5% R=425.00' L=251.27' T=129.43' D=13°28'53"

¬=33°52'28" RT.

PI STA.=409+35.71

(TYP. AT ABUTMENTS)

4'-0"� DRILLED SHAFT

NOTE:

DRAWINGS AND SHEETS 61-65.

SEE UTILITY PLANS OF THE ROADWAY

NOT IDENTIFIED ON THIS SHEET,

FOR PROPOSED UTILITY INFORMATION

PLAN

119'-6"121'-0"119'-6" 2'-0"2'-0"

11'-0" LANE

10'-6" TWLT LANE

11'-0" LANEAVENUE

TO EAST BOISE

S H

L D

S H

L D

16'-0" MULTI-USE PATH

STR. STEEL HANDRAIL

1'-2" CONC. PARAPET &

1'-2" COMB. RAILING "A"

1'-2" COMB. RAILING "B"

414+00

413+00

411+00

02760

364'-0" OUT-TO-OUT

¡ BRG. ABUT. 1

¡ BRG. ABUT. 2

¡ PIER 1

¡ PIER 2

N58°12'47"E

¡ ECKERT ROAD & P.G.L.

¡ BARBER PARK DRIVEWAY

(DWG. NO. 6404 & 6404-A)

REMOVE EXISTING BRIDGE, BK 12810

O U

T -T

O -O

U T

R

IV

E R

B O

IS

E

MSE WALL 1

MSE WALL 2

C U

R B

-T O

-C U

R B

BEGIN BRIDGE

F.G. ELEV. 2772.07

STA. 410+60.06

¡ BRG. ABUT. 1

F.G. ELEV. 2772.06

STA. 410+62.06

¡ PIER 1

F.G. ELEV. 2771.46

STA. 411+81.56

¡ PIER 2

F.G. ELEV. 2770.85

STA. 413+02.56

¡ BRG. ABUT. 2

F.G. ELEV. 2770.26

STA. 414+22.06

END BRIDGE

F.G. ELEV. 2770.25

STA. 414+24.06

MILLBROOK WAY

TO SOUTH

RIPRAP (TYP.)

(DWG. NO. 18583)

CANAL BRIDGE

RIDENBAUGH

ECKERT ROAD OVER

BRIDGE (TO BE RELOCATED)

INTERMOUNTAIN GAS ON EXISTING

EXISTING VEOLIA WATER AND

SLAB (TYP.)

APPROACH

20'-0"

PT 410+57.55

S '3

"E

STA. 410+00.00

¡ ECKERT ROAD

STA. 14+00.00 =

DRIVEWAY

¡ BARBER PARK

(TO BE REMOVED)

EXISTING BRIDGE

SANITARY SEWER ON

EXISTING CITY OF BOISE

IF ENCOUNTERED)

(ABANDONED, REMOVE

SANITARY SEWER

EXISTING CITY OF BOISE

SEQUENCE IN ROADWAY PLANS)

RELOCATED, SEE CONCEPTUAL WORK

OVERHEAD ELECTRIC (TO BE

EXISTING IDAHO POWER COMPANY

1"=50'-0"

MIN. VERT. CLR.

POINT OF

412+00

RIPRAP (TYP.)

N. McDOWELL

N. McDOWELL

(TYP.)

LIGHT POLE

PC

+83 .6

PT 13+69.16

(TYP.)

LIGHT POLE

CLR. OVER Q

5.2' MIN. VERT.COMBINATION RAILING

7/15/2026

COUNTY

BRIDGE DWG. NO.

ACHD NO.

SHEET

OF

SCALES SHOWN

PRINTS ONLY

ARE FOR 11" X 17"

CADD FILE NAME

DRAWING DATE:

DWG. CHECKED

DETAILED

DESIGN CHECKED

DX\prjXXXXX\ProjDev\Bridge\Plans

BY

R

IG

IN

A L

S T

O R

E D

A T

I

T D

B R

ID

G

E S

E C

T

IO

N

B o is e Id a h o

JULY 2026

12811 brVM 001.dgn ADA

18582

12811364' PRESTRESSED CONCRETE GIRDER BRIDGE

ECKERT ROAD OVER BOISE RIVER

ECKERT ROAD STA. 412+42.06

R E

E

NI

GNE LANOIS

S

E

F O

R P

O H

A

DI FO E

T A

T S

DESNECI

L

20046

W E

S

LEY A. M

E Y

E R

SHEET INDEX, QUANTITIES, & VICINITY MAP

S. WALIMAA

W. MEYER

NTS

VICINITY MAP

SHEET INDEX

SITUATION & LAYOUT

SHEET INDEX, QUANTITIES, & VICINITY MAP

DESIGN NOTES

FOUNDATION INVESTIGATION - SHEET 1

GENERAL NOTES 4

FOUNDATION PLAN

ABUTMENT DRILLED SHAFT DETAILS

PIER DRILLED SHAFT DETAILS

MSE WALL 1 PLAN AND ELEVATION

PEDESTRIAN/BICYCLE RAILING - SHEET 1

PEDESTRIAN/BICYCLE RAILING - SHEET 2

ABUTMENT 1 GEOMETRY

ABUTMENT DETAILS - SHEET 1

ABUTMENT DETAILS - SHEET 3

PIER GEOMETRY

PIER CAP DETAILS - SHEET 1

PIER CAP DETAILS - SHEET 2

FRAMING PLAN

WF74G PRESTRESSED GIRDER - SHEET 1

PRESTRESSED GIRDER GENERAL DETAILS

ABUTMENT DIAPHRAGM DETAILS - SHEET 1

PIER DIAPHRAGM DETAILS - SHEET 1

DECK PLAN & REINFORCEMENT

DECK TYPICAL SECTION & DETAILS

MOMENT SLAB - SHEET 1

MOMENT SLAB - SHEET 2

CONCRETE PARAPET

COMBINATION RAILING PARAPET "A"

UTILITY DETAILS - SHEET 3

APPROACH SLAB DETAILS - SHEET 1

APPROACH SLAB DETAILS - SHEET 2

APPROACH SLAB DETAILS - SHEET 3

METAL REINFORCEMENT - SHEET 1

METAL REINFORCEMENT - SHEET 2

MSE WALL 2 PLAN AND ELEVATION - SHEET 1

MSE WALL 2 PLAN AND ELEVATION - SHEET 2

MSE WALL 2 PLAN AND ELEVATION - SHEET 3

MSE WALL DETAILS - SHEET 1 14

MSE WALL DETAILS - SHEET 2

ABUTMENT DETAILS - SHEET 2

GIRDER BRIDGE

364' PRESTRESSED CONCRETE

M.P. 4.04

ECKERT ROAD STA. 412+42.06

2.0%

70CAADT

3,500AADT

CONSTRUCTION YEAR 2027

2.0%

80CAADT

4050AADT

FUTURE YEAR (2050)

Sandpoint

Coeur d'Alene

St. Maries

Lewiston

Grangeville

Salmon

Meadows

New

Boise

Home

Mountain

Arco Rigby

Idaho Falls

Pocatello Shoshone

Falls

Twin Burley

IDAHO MAP

NTS

OVER BOISE RIVER

ECKERT ROAD

SEGMENT CODE 002140

M.P. 4.04

ONE DIRECTIONAL TRAFFIC DATA

QUANTITIES

ASBESTOS REMOVAL AND DISPOSAL

REMOVAL OF BRIDGE - FULL

CONCRETE CLASS 40-A SCHEDULE NO. 1

CONCRETE CLASS 40 AF SCHEDULE NO. 2

PRESTRESSED WF GIRDER (74" DEPTH)

APPROACH SLAB

THERMAL CONTROL PLAN

METAL REINFORCEMENT SCHEDULE NO. 1

METAL REINFORCEMENT SCHEDULE NO. 2

50,000 CA203-010A

PEDESTRIAN / BICYCLE RAILING

COMBINATION PEDESTRIAN/BICYCLE & TRAFFIC RAILING

ELASTOMERIC BEARINGS PLAIN (SIZE 34" x 13" x 1")

ELASTOMERIC BEARINGS LAMINATED (SIZE 34" x 10" x 4")

203-020B

502-140A

502-310A

502-380B

502-435A

502-515A

503-010A

503-015A

504-035A

504-040A

507-005B

507-010A

EACH

CY

CY

FT

SY

LS

LB

FT

FT

EA

EA

DEWATERING FOUNDATION

COMPRESSION EXPANSION JOINT (3.5" BONDED PREFORMED)

TEXTURED CONCRETE SURFACE

TEMPORARY SHORING

UTILITY CONDUIT

LOOSE RIPRAP (CLASS V)

RIPRAP/EROSION CONTROL GEOTEXTILE

MSE RETAINING WALL (CONCRETE PANEL)

SP BRIDGE, DRILLED SHAFT (4FT DIAMETER)

SP BRIDGE, DRILLED SHAFT (6FT DIAMETER)

SP BRIDGE, MOMENT SLAB

SP BRIDGE, MMFX REINFORCEMENT

560-005A

566-005B

575-005A

584-005A

586-005B

624-005A

640-010A

S501-17A

S501-30A

S501-30B

S501-30C

S501-45A

LS

FT

SY

LS

LS

CY

SY

SF

FT

FT

FT

LB

CONTINGENCY AMOUNT, DRILLED SHAFT - REMOVAL OF OBSTRUCTIONSS900-50C CA

FOUNDATION INVESTIGATION - SHEET 2

MSE WALL DETAILS - SHEET 3

MSE WALL DETAILS - SHEET 4

PIER CAP DETAILS - SHEET 3

ABUTMENT 2 GEOMETRY

WF74G PRESTRESSED GIRDER - SHEET 2

OPTIONAL PRESTRESSED GIRDER WWR DETAILS

INTERMEDIATE DIAPHRAGM DETAILS

COMBINATION RAILING PARAPET "B"

CONC. PARAPET & COMBO. RAILING PARAPET NOTES & REINF.

COMBINATION RAILING METAL RAILING

LIGHT POLE SUPPORT - SHEET 1

LIGHT POLE SUPPORT - SHEET 2

UTILITY DETAILS - SHEET 2

UTILITY DETAILS - SHEET 1

UTILITY DETAILS - SHEET 4

PIER COLUMN DETAILS UTILITY DETAILS - SHEET 5

TEMPORARY DIAPHRAGM DETAILS +

503-025A+ METAL REINFORCEMENT, TYPE W

482.2

810.8

2,148.0

288.0

103,792

79.4

1,121.7

121.0

8,262

536.0

540.0

586.0

105,670

75,000

LB88,053

LB21,185

574-005A ANTI-GRAFFITI COATING, TY 2 3,883 SF

MSE RETAINING WALL (WELDED WIRE)S501-17B SF+ 3,138

+ DENOTES PLAN QUANTITY

LIGHT POLE SUPPORT - SHEET 3

STRUCTURAL STEEL HANDRAILPEDESTRIAN/BICYCLE RAILING - SHEET 3

CHEEK WALL DETAILS - SHEET 1

CHEEK WALL DETAILS - SHEET 2

ABUTMENT DIAPHRAGM DETAILS - SHEET 2

ABUTMENT DIAPHRAGM DETAILS - SHEET 3

ABUTMENT DIAPHRAGM DETAILS - SHEET 4

PIER DIAPHRAGM DETAILS - SHEET 2

PIER DIAPHRAGM DETAILS - SHEET 3

UTILITY HANGER CONCRETE INSERT PLAN

CONCRETE PARAPET502-430A FT+ 677.0

504-025A+ STRUCTURAL STEEL HANDRAIL FT636.9

N. McDOWELL

N. McDOWELL

METAL REINFORCEMENT - SHEET 3 71

ACHD NO.

SHEET

OF

SCALES SHOWN

PRINTS ONLY

ARE FOR 11" X 17"

CADD FILE NAME

DRAWING DATE:

DWG. CHECKED

DETAILED

DESIGN CHECKED

DX\prjXXXXX\ProjDev\Bridge\Plans

BY

R

IG

IN

A L

S T

O R

E D

A T

I

T D

B R

ID

G

E S

E C

T

IO

N

B o is e Id a h o

JULY 2026

12811 brDN 001.dgn ADA

18582

12811364' PRESTRESSED CONCRETE GIRDER BRIDGE

ECKERT ROAD OVER BOISE RIVER

ECKERT ROAD STA. 412+42.06

R E

E

NI

GNE LANOIS

S

E

F O

R P

O H

A

DI FO E

T A

T S

DESNECI

L

20046

W E

S

LEY A. M

E Y

E R

BEARING (TYP.)

ELASTOMERIC

MAX.

4'-3"

ABUT. DIAPHRAGM¡ GIRDER (TYP.)

MAX.

4'-3"

MAX.

2'-6"

(TYP.) REPLACEMENT (TYP.)

FOR ELASTOMERIC BEARING

C.G. FUTURE JACKING LOAD

ABUT. CAP

ABUTMENT ELEVATION

(ABUT. 1 SHOWN LOOKING BACK ON STATION, ABUT. 2 SIMILAR)

8"=1'-0"

DESIGN

"AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS" 9TH EDITION FOR SEISMIC DESIGN.

BRIDGE DESIGN MANUAL.

"AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS" 10TH EDITION AND DECEMBER 2024 ITD

DESIGN SPECIFICATIONS

D1

W. MEYER / T. BUSH

S. WALIMAA

DESIGN NOTES

NAME VERSION RELEASE DATE

DESIGN LOADS

PERMANENT LOADS

DC UNIT WEIGHT OF REINFORCED CONCRETE

COMBINATION RAILING PARAPET

DW FUTURE WEARING SURFACE

UTILITIES

FUTURE UTILITIES

EV UNIT WEIGHT OF SOIL

EH ACTIVE PRESSURE

AT REST PRESSURE

TRANSIENT LOADS

LL HL-93 INCLUDING PAIR OF DESIGN TANDEMS IN ACCORDANCE WITH

"AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS" ARTICLE 3.6.1.3

IM DYNAMIC ALLOWANCE APPLIED TO TRUCK & TANDEM

LS LIVE LOAD SURCHARGE AT ABUTMENT

TU UNIFORM TEMPERATURE RANGE

BASE SETTING TEMPERATURE

EXTREME EVENT LOADS

EQ SITE CLASS

ACCELERATION COEFFICIENT S

SEISMIC PERFORMANCE ZONE

IC ICE CRUSHING STRENGTH

ICE THICKNESS

0.150 kcf

0.385 klf/RAIL

0.028 ksf

0.175 klf/GIRDER

0.015 klf/GIRDER

0.125 kcf

0.035 kcf

0.055 kcf

0.0 ft

0°F TO 80°F

60°F

D

0.168 g

16.0 ksf

1.2 feet

MSE WALLS

NEEDED FOR THE WALL DESIGN CAN BE FOUND IN THE GEOTECHNICAL ENGINEERING REPORT.

THE FOLLOWING TABLE SUMMARIZES THE SOIL INFORMATION TO BE USED IN THE WALL DESIGN. OTHER INFORMATION

******280115FOUNDATION SOIL 2***

******340125FOUNDATION SOIL 1***

N/AN/A340130RETAINED SOIL

N/AN/A***

WALL BACKFILL

REINFORCED

** (ksf)

CAPACITY

BEARING

ULTIMATE

(ksf)

CAPACITY

BEARING

ALLOWABLE

(DEGREE)

ANGLE

FRICTION

(psf)

COHESION

(pcf)

WEIGHT

WET UNIT

SOIL

MSE WALL DESIGN PARAMETERS

*** - SEE GEOTECHNICAL ENGINEERING REPORT FOR BEARING CAPACITY

** - RESISTANCE FACTOR = 0.65 (STRENGTH)

* - TO BE DETERMINED BY THE CONTRACTOR

PIER DRILLED SHAFT DESIGN LOADS

STRENGTH LIMIT STATE

EXTREME LIMIT STATE

MAX. APPLIED AXIAL LOAD Q = 1270 kips

= 3750 kips R FACTORED AXIAL RESISTANCE Φ

= 1.0 AXIAL RESISTANCE FACTOR Φ

NOMINAL AXIAL RESISTANCE R = 3750 kips

SERVICE LIMIT STATE

MAX APPLIED AXIAL LOAD Q = 1450 kips FACTORED AXIAL RESISTANCE ΦR = 3750 kips

1" OF SETTLEMENT)

= 1.0 (BASED UPON AXIAL RESISTANCE FACTOR Φ

= 3750 kips NOMINAL AXIAL RESISTANCE R

¬ RESISTANCE FACTOR NOT BASED ON LOAD TEST.

ABUTMENT DRILLED SHAFT DESIGN LOADS

STRENGTH LIMIT STATE

EXTREME LIMIT STATE

MAX. APPLIED AXIAL LOAD Q = 900 kips FACTORED AXIAL RESISTANCE Φ R = 1850 kips

= 1.0 AXIAL RESISTANCE FACTOR Φ

NOMINAL AXIAL RESISTANCE R = 1850 kips

SERVICE LIMIT STATE

MAX APPLIED AXIAL LOAD Q = 740 kips = 1950 kips FACTORED AXIAL RESISTANCE ΦR

UPON 1" OF SETTLEMENT)

= 1.0 (BASED AXIAL RESISTANCE FACTOR Φ

NOMINAL AXIAL RESISTANCE R = 1950 kips n n n n s s s n n n n s s s

DESIGN DATA FOR SCOUR

FOUNDATIONS DESIGNED FOR THE FOLLOWING SCOUR ELEVATIONS (DEPTH FROM TOP OF DRILLED SHAFT):

ELASTOMERIC BEARINGS

DESIGN PROCEDURE:METHOD B

SHEAR MODULUS 130 PSI

GRADE 3 POLYCHLOROPRENE

DESIGN LOADS: SERVICE 1

ABUTMENT kips

DESIGN PROCEDURE:METHOD A

GRADE 3 60 DUROMETER POLYCHLOROPRENE

DESIGN LOADS: SERVICE 1

PIER kips

SCOUR DESIGN FLOOD (SDF) ELEVATION 2747 ft

ABUTMENT 1

2743 ft (10.0 ft)SCOUR CHECK FLOOD (SCF) ELEVATION 2733 ft (15.0 ft)

2739 ft

PIER 1

2739 ft (12.2 ft)

2746 ft

ABUTMENT 2

FUTURE ABUTMENT ELASTOMERIC BEARING REPLACEMENT

ABUTMENT DESIGNED TO ACCOMMODATE JACKING LOCATIONS SHOWN BELOW.

NAME VERSION RELEASE DATE

LARSA 2024.R2 2024

SPCOLUMN V10.00 2021

LPILE V2022.12.12 2022

CSIBRIDGE 26.2.0 2025

CONCRETE PARAPET & STRUCTURAL STEEL HANDRAIL 0.426 klf/RAIL

PROPRIETARY COMPUTER SOFTWARE PROGRAMS USED TO FACILITATE DESIGN:

DESIGN SPEED IS 35 MPH.

DECK DESIGNED USING EMPIRICAL DESIGN METHOD. RAILING IN ACCORDANCE WITH MASH TL-4.

CRACKING OVER THE PIERS.

GIRDERS DESIGNED AS SIMPLE SPANS AND SLAB REINFORCEMENT ADDED TO CONTROL

DESIGN PROCEDURES

N. McDOWELL

N. McDOWELL

STRUCTURE DESIGN INCLUDES AN OPERATIONAL IMPORTANCE FACTOR, η = 1.05.

I

MAX. APPLIED AXIAL LOAD Q = 2030 kips = 2047 kips R FACTORED AXIAL RESISTANCE Φ

= 0.55 AXIAL RESISTANCE FACTOR Φ

NOMINAL AXIAL RESISTANCE R = 3750 kips

MAX. APPLIED AXIAL LOAD Q = 1010 kips FACTORED AXIAL RESISTANCE Φ R = 1070 kips

= 0.55 AXIAL RESISTANCE FACTOR Φ

NOMINAL AXIAL RESISTANCE R = 1950 kips n n s s n n s s

END BEARING. SEE GEOTECHNICAL ENGINEERING REPORT.

¬¬ STRENGTH RESISTANCE FACTOR IS A COMPOSITE OF SIDE AND

2733 ft (14.3 ft)

2739 ft

PIER 2

ACHD NO.

SHEET

OF

SCALES SHOWN

PRINTS ONLY

ARE FOR 11" X 17"

CADD FILE NAME

DRAWING DATE:

DWG. CHECKED

DETAILED

DESIGN CHECKED

DX\prjXXXXX\ProjDev\Bridge\Plans

BY

R

IG

IN

A L

S T

O R

E D

A T

I

T D

B R

ID

G

E S

E C

T

IO

N

B o is e Id a h o

JULY 2026

12811 brDN 002.dgn ADA

18582

12811364' PRESTRESSED CONCRETE GIRDER BRIDGE

ECKERT ROAD OVER BOISE RIVER

ECKERT ROAD STA. 412+42.06

R E

E

NI

GNE LANOIS

S

E

F O

R P

O H

A

DI FO E

T A

T S

DESNECI

L

20046

W E

S

LEY A. M

E Y

E R

ABUTMENT ELEVATION

(ABUT. 1 SHOWN LOOKING BACK ON STATION, ABUT. 2 SIMILAR)

NTS

BEARING (TYP.)

ELASTOMERIC ABUT. CAP

ABUT. DIAPHRAGM

CHEEK WALL & DECK)

VERTICALLY FLUSH WITH

BEYOND (TYP., EXTEND

" THICK NEOPRENE,4

BEYOND (TYP.)

x 3,4

SEAL ¢

6" (TYP. AT EXTERIOR)

CHEEK WALL (TYP.)

x 3, BEYOND4

SEAL ¢

WITH CHEEK WALL)

HORIZONTALLY FLUSH

BEYOND (EXTEND

" THICK NEOPRENE,4

AT INTERIOR)

12" (TYP.

12" MAX. (TYP.)

(T Y

P

M

I N

(T Y

P

M I N

"� SEAL BOLT, BEYOND (TYP.)8

CONCRETE INSERT WITH

A

A

A

(SIM.)

A

(SIM.)

(TYP.)

3"±1"

(TYP. AT SEAL

" CLR.2

NEOPRENE CORNERS)

1" R (TYP. AT

" CLR. TO UNDERSIDE OF GIRDER)2

1PROVIDE

BIRD SPIKES (TYP., FIELD TRIM AS REQUIRED TO

CLR. (TYP.)

" MAX.2

(TYP.)

GIRDER

¢ END)

SECTION A-A

NTS

ABUT. DIAPHRAGM

ABUT. CAP

MSE WALL

CONCRETE INSERT (TYP.)

ACCEPTABLE)

CONFIGURATIONS

SHOWN, OTHER

BIRD SPIKE (3 SPIKES

6" GAP

THICK NEOPRENE"4

x 3 (TYP.)4

1SEAL ¢

"� SEAL BOLT (TYP.)8

MATERIAL SLACK)

2"± R (TYP., PROVIDE 2"

" MIN.2

" MIN.2

OVERLAP

1" MIN.

(TYP.)

"±1" (TYP.)2

GIRDER

2" NOMINAL, 12" MIN.

EDGE DISTANCE FROM

¡ BOLT TO SEAL ¢ (TYP.)

S. WALIMAA

W. MEYER / T. BUSH

GENERAL NOTES

GENERAL NOTES

MATERIALS, CONSTRUCTION AND WORKMANSHIP IN ACCORDANCE WITH THE STATE OF IDAHO

TRANSPORTATION DEPARTMENT: 2023 STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION, 2025 SUPPLEMENTAL SPECIFICATIONS, SPECIAL PROVISIONS, AND THE PROJECT PLANS.

MATERIALS

CONCRETE:

PIER DIAPHRAGM, AND INTERMEDIATE DIAPHRAGM - CLASS 40AF

DECK SLAB, PARAPET, APPROACH SLAB, ABUTMENT DIAPHRAGM,

ABUTMENTS, PIERS, AND MOMENT SLAB - CLASS 40A

PRESTRESS GIRDERS

MMFX REINFORCEMENT:

METAL REINFORCEMENT:

PRESTRESSING REINFORCEMENT: AASHTO M203, GRADE 270 LOW RELAXATION

PLAN DIMENSIONS AND ELEVATIONS

BEVEL EXPOSED EDGES OF CONCRETE Ƃ" UNLESS NOTED OTHERWISE.

DIMENSIONS TO REINFORCING STEEL ARE TO CENTERLINE OF BAR UNLESS NOTED OTHERWISE.

PROVIDE 2" CONCRETE COVER MEASURED FROM THE FACE OF THE CONCRETE TO THE FACE OF ANY

REINFORCING BAR, UNLESS SHOWN OTHERWISE ON THE DRAWINGS.

PROVIDE REINFORCING STEEL SPLICE LENGTHS IN ACCORDANCE WITH AASHTO SPECIFICATIONS.

CONSTRUCTION

MMFX REINFORCEMENT IS DESIGNATED BY AN (M) AFTER THE BAR MARK.

PROVIDE CONSTRUCTION JOINTS ONLY AT THE LOCATIONS SHOWN ON THE PLANS OR AS APPROVED.

ELEVATIONS BASED ON NAVD 88 DATUM.

SURVEY BEAM SEAT ELEVATIONS AND SUBMIT TO ENGINEER FOR APPROVAL BEFORE GIRDER ELECTION.

SURVEY BEAM SEAT ELEVATIONS BEFORE PLACING ABUTMENT AND PIER CAP CONCRETE.

INCIDENTAL ITEMS

WORK NECESSARY TO FULFILL THE CONTRACT THAT IS NOT MEASURED OR PAID FOR SEPARATELY.

MASSIVE CONCRETE PLACEMENT

SUBMIT A THERMAL CONTROL PLAN IN ACCORDANCE WITH 502.03.F.4 FOR THE FOLLOWING MASS

CONCRETE ELEMENTS:

ABUTMENT CAPS

PIER CAPS

f'c = 4.0 ksi f'c = 4.0 ksi

8.0 ksi

60 ksi

270 ksifpu fy f'c =

" AMPLITUDE, UNLESS NOTED OTHERWISE.4

1ROUGHEN CONSTRUCTION JOINTS TO

ADDITIONAL INFORMATION.

PRIOR TO PROCEEDING WITH WORK. SEE UTILITY PLANS OF THE ROADWAY DRAWINGS FOR

TEMPORARY SHORING. BRING CONFLICTS TO THE ATTENTION OF THE ENGINEER AND RESOLVE

BEFORE COMMENCING EXCAVATION, INCLUDING ANY DRILLING OR PILING REQUIRED FOR

RELOCATED, AND ABANDONED UTILITIES WITH THE PLANS AND NOTIFY RESPECTIVE OWNERS

DEPICT LOCATIONS OF THE FACILITIES SHOWN. COORDINATE THE LOCATION OF EXISTING, NEW, UTILITY INFORMATION SHOWN ON THE BRIDGE PLANS MAY NOT BE COMPLETE OR ACCURATELY fy = 100 ksi

COORDINATE EXISTING CONDITIONS DURING CONSTRUCTION OF PROJECT.

PROVIDE A TEXTURED CONCRETE SURFACE AS SHOWN IN THE PLANS IN ACCORDANCE WITH 575, USING PATTERN "ASHLAR STONE" WITH A MAX. DEPTH OF 11

2", PROVIDE SAME FORMLINER PRODUCT

FORMLINERS OR APPROVED EQUAL FOR TEXTURED CONCRETE SURFACE:

PATTERN FOR ABUTMENTS, PIERS, MSE RETAINING WALLS, AND PARAPETS FROM THE FOLLOWING

AMERICAN FORMLINERS - PRODUCT #1203

FITZGERALD FORMLINERS, INC. - PRODUCT 16986LP

SCOTT SYSTEM - PRODUCT #167D

SPEC FORMLINERS, INC. - PRODUCT 1502

CONCRETE IN APPROACH SLABS, DECK, AND PARAPETS.

PROVIDE 3 LBS. OF MULTIDIMENSIONAL POLYPROPLYENE FIBER MESH PER CUBIC YARD OF

STAY-IN-PLACE FORMWORK IS NOT PERMITTED.

PROVIDE TYPE AASHTO M31, TYPE W REINFORCEMENT FOR DRILLED SHAFT AND COLUMN REINFORCEMENT.

TO FURNISH AND INSTALL EXPANDED POLYSTYRENE IS INCIDENTAL TO PAY ITEM 502-140A.

PROVIDE EXPANDED POLYSTYRENE MATERIAL IN ACCORDANCE WITH ASTM C578 EPS TYPE I. THE COST

DRILLED SHAFTS - CLASS 40A SELF-CONSOLIDATING f'c = 4.0 ksi

ASTM A1035, GRADE 100

AASHTO M31, GRADE 60

N. McDOWELL

N. McDOWELL / W. MEYER

BIRD SPIKE 2001 BY BIRD-B-GONE, NIXALITE MODEL S/W BY NIXALITE OF AMERICA INC., OR APPROVED EQUAL.

PROVIDE STAINLESS STEEL BIRD SPIKES AND ASSOCIATED STAINLESS STEEL CONNECTION FASTENERS FROM THE FOLLOWING:

CLEANING/PREPARATION, ADHESIVE, AND CONNECTION FASTENERS AT 12" MAXIMUM SPACING.

INSTALL BIRD SPIKES IN CONFORMANCE WITH MANUFACTURER RECOMMENDATIONS, INCLUDING RECOMMENDED CONCRETE SURFACE

CONFORMANCE WITH MANUFACTURER RECOMMENDATIONS.

WITHOUT FRACTURE AT -40°F TESTED IN CONFORMANCE WITH ASTM D2137. SPLICES IN NEOPRENE MUST BE VULCANIZED IN ABSORPTION BY WEIGHT AFTER IMMERSION TESTED IN CONFORMANCE WITH ASTM D471, AND LOW-TEMPERATURE BRITTLENESS PASS RESISTANCE (100 HOURS @ 100 PPHM, 100°F, 20% STRAIN) TESTED IN CONFORMANCE WITH ASTM D1149, MAX. 8.0% WATER WITH ASTM D412, MIN. 300% ELONGATION AT BREAK TESTED IN CONFORMANCE WITH ASTM D412, NO CRACKING FOR OZONE DUROMETER HARDNESS TESTED IN CONFORMANCE WITH ASTM D2240, MIN. 1500 PSI TENSILE STRENGTH TESTED IN CONFORMANCE NEOPRENE MUST BE 100% VIRGIN CHLOROPRENE POLYMER (POLYCHLOROPRENE) MEETING THE FOLLOWING: 60±10 SHORE A

FABRICATION.

SEAL BOLTS, AND ASTM A709 GRADE 36 OR 50 SEAL PLATES HOT-DIP GALVANIZED IN CONFORMANCE WITH ASTM A123 AFTER PROVIDE ELECTRO GALVANIZED STEEL FERRULE LOOP CAST-IN-PLACE CONCRETE INSERTS, HOT-DIP GALVANIZED ASTM A307 GRADE A

CENTER OUTWARDS TO UNIFORMLY COMPRESS NEOPRENE WITHOUT PUCKERING.

PROVIDE 2" OF SLACK MATERIAL WITHIN GAP AS SHOWN. POSITION SEAL PLATES, AND TIGHTEN SEAL BOLTS WORKING FROM THE CLEAN CONCRETE TO REMOVE LAITANCE AND FORM-RELEASE AGENTS PRIOR TO INSTALLING NEOPRENE. POSITION NEOPRENE TO

INSTALLATION PROCEDURES.

SUBMIT BIRD SPIKES AND NEOPRENE WORK PLAN TO THE ENGINEER IN PDF FORMAT DETAILING PROPOSED MATERIALS AND

COST TO FURNISH AND INSTALL BIRD SPIKES IS INCIDENTAL TO PAY ITEM 502-140A.

COST TO FURNISH AND INSTALL NEOPRENE IS INCIDENTAL TO PAY ITEM 502-310A.

CONSTRUCTION OF ABUTMENT 1 & 2 BIRD DETERRENT MEASURES

IT

U A

T

IO

N

L

A Y

O U

T

411 412 413 414 415 416 417

COUNTY

BRIDGE DWG. NO.

ACHD NO.

SHEET

OF

SCALES SHOWN

PRINTS ONLY

ARE FOR 11" X 17"

CADD FILE NAME

DRAWING DATE:

DWG. CHECKED

DETAILED

DESIGN CHECKED

DX\prjXXXXX\ProjDev\Bridge\Plans

BY

R

IG

IN

A L

S T

O R

E D

A T

I

T D

B R

ID

G

E S

E C

T

IO

N

B o is e Id a h o

JULY 2026

12811 brFI 001.dgn ADA

18582

12811364' PRESTRESSED CONCRETE GIRDER BRIDGE

ECKERT ROAD OVER BOISE RIVER

ECKERT ROAD STA. 412+42.06

L

IC

ENSED

18343L U

C A

S

JASON

M A

R S

H

S T

A T

E OF ID

A

H O

P R

O F

E S

SI

ONAL ENG

IN

E

E R

PLAN

1"=60'-0"

AVENUE

TO EAST BOISE

PC

.6 3 2

N58°12'47"E

¡ ECKERT ROAD & P.G.L.

¡ BARBER PARK DRIVEWAY

P T

.5

STA. 410+00.00

¡ ECKERT ROAD

STA. 14+00.00 =

DRIVEWAY

¡ BARBER PARK

MILLBROOK WAY

TO SOUTH

B-2

B-3

B-4

B-5 B-6

RW-16

RW-15

PT

13+

69.

S46°38'39"E

MSE WALL 1

MSE WALL 2

R

IV

E R

B O

IS

E

S. WALIMAA

FOUNDATION INVESTIGATION - SHEET 1

E L

E V

A T

IO

N

F

E E

T

ELEVATION

1"=60'-0"

B-2 B-3 B-4 B-5 B-6 RW-15 RW-16

FINISHED GRADE

EXISTING GROUND

APPROXIMATE

L. MARSH

ACHD NO.

SHEET

OF

SCALES SHOWN

PRINTS ONLY

ARE FOR 11" X 17"

CADD FILE NAME

DRAWING DATE:

DWG. CHECKED

DETAILED

DESIGN CHECKED

DX\prjXXXXX\ProjDev\Bridge\Plans

BY

R

IG

IN

A L

S T

O R

E D

A T

I

T D

B R

ID

G

E S

E C

T

IO

N

B o is e Id a h o

JULY 2026

12811 brFI 002.dgn ADA

18582

12811364' PRESTRESSED CONCRETE GIRDER BRIDGE

ECKERT ROAD OVER BOISE RIVER

ECKERT ROAD STA. 412+42.06

L

IC

ENSED

18343L U

C A

S

JASON

M A

R S

H

S T

A T

E OF ID

A

H O

P R

O F

E S

SI

ONAL ENG

IN

E

E R

E L

E V

A T

IO

N

F

E E

T

E L

E V

A T

IO

N

F

E E

T

S. WALIMAA

FOUNDATION INVESTIGATION - SHEET 2

BORING LOGS

ASPHALT

CLAYEY SAND, CLAYEY SAND WITH GRAVEL

SILTY GRAVEL WITH SAND, GRAVEL WITH SAND, SILTY SAND,

FILL CONSISTING OF SILT, SILT WITH GRAVEL, GRAVEL WITH SILT AND SAND,

LEAN CLAY WITH SAND, SANDY SILTY CLAY

SANDY FAT CLAY, SANDY LEAN CLAY, LEAN CLAY,

SANDY SILT

CLAYEY SAND, SAND WITH GRAVEL, CLAYEY SAND WITH GRAVEL

SILTY SAND, SAND WITH SILT, SAND, SAND WITH SILT AND GRAVEL,

ENCOUNTERED IN PORTIONS OF THIS LAYER.

SILTY GRAVEL WITH SAND. COBBLES AND BOULDERS WERE

GRAVEL WITH SILT AND SAND, GRAVEL WITH SAND,

LEGEND

NOTES

A DISTANCE OF 1.0’ OR THE DISTANCE SHOWN.

N - BLOWS OF A 140 LB. HAMMER FALLING 30” TO DRIVE A 2” O.D. STANDARD SPLIT SPOON PENETROMETER

A DISTANCE OF 1.0’ OR THE DISTANCE SHOWN.

N(C) - BLOWS OF A 140 LB. HAMMER FALLING 30” TO A DRIVE A 3” O.D. SPLIT BARREL “CALIFORNIA” SAMPLER

INFERRED BASED ON OBSERVATIONS OF THE DRILL RIG AND SOIL CUTTINGS.

TRANSITION BETWEEN MATERIALS MAY BE GRADUAL. CLASSIFICATION OF INTERVALS BETWEEN SAMPLES WAS STRATIFICATION BOUNDARIES REPRESENT THE APPROXIMATE DEPTHS OF CHANGES IN SOIL TYPES. IN SITU, THE

GROUNDWATER LEVELS SHOULD BE EXPECTED TO FLUCTUATE WITH TIME.

INVESTIGATION FOR THIS PROJECT ARE AVAILABLE WITH ACHD.

THE GEOTECHNICAL ENGINEERING REPORT AND OTHER INFORMATION RELATED TO THE FOUNDATION

PREPARED FOR THE PROJECT BY TERRACON CONSULTANTS, INC.

AND FIND IT TO BE IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEERING REPORT

I, LUCAS J. MARSH HAVE REVIEWED THE GEOTECHNICAL INFORMATION ON THIS DRAWING

1.

2.

3.

4.

5.

L. MARSH

N=8 N=45

N=21

N=6

N=89

N=56

N=99

N=55

N=90

N=97

N=85

N=88

N=68

N=73

N=81

N(C)=45

N(C)=28

N(C)=94

N(C)=140/10"

N(C)=80/4"

BT-91.5 Ft.

B-2

N=50/5"

N=50/5"

N=72

N=31

N=80/6"

N=55

N=58

N=89

N=90

N=91

N=92

N=84

N=69

N=97

N=100

N(C)=52

N(C)=58

N=80/4"

N(C)=148/10"

N=50/4"

N=50/5"

N=100/10"

BT-91.5 Ft.

B-3

N=50/5"

N=33

N=49

N=77

N=78

N=48

N=70

N=90

N=86

N=76

N=100

N=80

N=80

N=85

N(C)=53

N(C)=71

N(C)=109

N=50/6"

N(C)=80/5"

N=98/10"

N(C)=91

N=50/5" BT-90.9 Ft.

B-4

N=18

N=10

N=52

N=66

N=75

N=56

N=89

N=96

N=94

N=93

N=79

N=73

N(C)=46

N(C)=71

N(C)=145

N=50/6"

N(C)=89

N=99/11"

N=93/11"

N=50/5"

N=88/11" BT-91.4 Ft.

B-5

N=56

N=35

N=74

N=17

N=26

N=88

N=70

N=81

N=85

N=83

N=99

N=92

N=82

N(C)=33

N(C)=43

N(C)=28

N(C)=82

N(C)=80/1"

N=50/1"

N(C)=95

N=72/11"

BT-91.5 Ft.

B-6

N=46

N=7

N=4

N=29

N=85

N=62

N=15

N=62

BT-31.5 Ft.

RW-15

N=4

N=25

N=24

N=58

N=27

N=28

N=8

N=47

N=63

BT-46.5 Ft.

RW-16

N=9

N=3

N=39

N=54

ACHD NO.

SHEET

OF

SCALES SHOWN

PRINTS ONLY

ARE FOR 11" X 17"

CADD FILE NAME

DRAWING DATE:

DWG. CHECKED

DETAILED

DESIGN CHECKED

DX\prjXXXXX\ProjDev\Bridge\Plans

BY

R

IG

IN

A L

S T

O R

E D

A T

I

T D

B R

ID

G

E S

E C

T

IO

N

B o is e Id a h o

JULY 2026

12811 brFD 001.dgn ADA

18582

12811364' PRESTRESSED CONCRETE GIRDER BRIDGE

ECKERT ROAD OVER BOISE RIVER

ECKERT ROAD STA. 412+42.06

R E

E

NI

GNE LANOIS

S

E

F O

R P

O H

A

DI FO E

T A

T S

DESNECI

L

20046

W E

S

LEY A. M

E Y

E R

¡ BRG. ABUT. 1

PT 410+57.55

34.08' LT.

STA. 410+62.06,

¡ DRILLED SHAFT #1

17.08' LT.

STA. 410+62.06,

¡ DRILLED SHAFT #2

0.08' LT.

STA. 410+62.06,

¡ DRILLED SHAFT #3

16.92' RT.

STA. 410+62.06,

¡ DRILLED SHAFT #4

N58°12'47"E

411+00

& P.G.L.

ROAD

¡ ECKERT

(TYP. AT ABUTMENTS)

4'-0"� DRILLED SHAFT

MSE WALL 1

STA. 410+62.06

¡ BRG. ABUT. 1

412+00

29.58' LT.

STA. 411+81.56,

¡ DRILLED SHAFT #5

8.58' LT.

STA. 411+81.56,

¡ DRILLED SHAFT #6

12.42' RT.

STA. 411+81.56,

¡ DRILLED SHAFT #7

¡ PIER 1

(TYP. AT PIERS)

6'-0"� DRILLED SHAFT

90° (TYP.)

STA. 411+81.56

¡ PIER 1

413 413+00

29.58' LT.

STA. 413+02.56,

¡ DRILLED SHAFT #8

12.42' RT.

STA. 413+02.56,

¡ DRILLED SHAFT #10

8.58' LT.

STA. 413+02.56,

¡ DRILLED SHAFT #9

¡ PIER 2

STA. 413+02.56

¡ PIER 2

"414+00

STA. 414+22.06, 34.08' LT.

¡ DRILLED SHAFT #11

STA. 414+22.06, 17.08' LT.

¡ DRILLED SHAFT #12

STA. 414+22.06, 0.08' LT.

¡ DRILLED SHAFT #13

STA. 414+22.06, 16.92' RT.

¡ DRILLED SHAFT #14

¡ BRG. ABUT. 2

MSE WALL 2

STA. 414+22.06

¡ BRG. ABUT. 2

SPAN 3

119'-6"

SPAN 2

121'-0"

SPAN 1

119'-6"

¡ BRG. TO ¡ BRG.

360'-0"

FOUNDATION PLAN

1"=20'-0"

R

IV

E R

B O

IS

E

NOTES

FOR ADDITIONAL DRILLED SHAFT DETAILS, SEE SHEETS 8 & 9.

FOR MSE WALL LAYOUT AND DETAILS, SEE SHEETS 10 - 17.

1.

2.

W. MEYER

S. WALIMAA

FOUNDATION PLAN

WAY

MILLBROOK

TO SOUTH

AVENUE

BOISE

EAST

FOUNDATION (TYP.)

EXISTING ABUTMENT

(TO BE REMOVED)

EXISTING BRIDGE

SANITARY SEWER ON

EXISTING CITY OF BOISE

(SEE NOTES 3 AND 4, TYP.)

EXISTING PIER FOUNDATION

(TO BE RELOCATED)

ON EXISTING BRIDGE

& INTERMOUNTAIN GAS

EXISTING VEOLIA WATER

IN ROADWAY PLANS)

CONCEPTUAL WORK SEQUENCE

(TO BE RELOCATED, SEE

COMPANY OVERHEAD ELECTRIC

EXISTING IDAHO POWER

(DWG. NO. 6404 & 6404-A)

REMOVE EXISTING BRIDGE, BK 12810

IF ENCOUNTERED)

(ABANDONED, REMOVE

SANITARY SEWER

EXISTING CITY OF BOISE

REMOVE EXISTING PIER FOUNDATIONS TO 2' BELOW STREAM BED.3.

UNIT PRICE FOR PAY ITEM 203-020B.

PIERS. INCLUDE THE COST TO REMOVE ANGULAR ROCK IN THE

THAN 18" IN DIAMETER, WITHIN A 5' PERIMETER OF EXISTING

REMOVE ANGULAR ROCK FOUND ON THE STREAM BED, GREATER4.

TEMPORARY SHORING

SHORING

TEMPORARY

UTILITY PLANS OF THE ROADWAY DRAWINGS AND SHEETS 61-65.

FOR UTILITY INFORMATION NOT IDENTIFIED ON THIS SHEET, SEE5.

(TYP.)

OF THE ENGINEER

THE DIRECTION

FISH HABITAT AT

JAMS CONSIDERED

ENGINEERED LOG

BOULDERS AND

REMOVE AND RESET

SEE ROADWAY PLANS

WALL (TO BE REMOVED),

EXISTING RETAINING

SEE ROADWAY PLANS)

(TO BE REMOVED,

EXISTING ATR POLE

N. McDOWELL

N. McDOWELL

BY 404 PERMIT (TYP.)

WETLANDS AS REQUIRED

RETAIN AND PROTECT

SHORING

TEMPORARY

ACHD NO.

SHEET

OF

SCALES SHOWN

PRINTS ONLY

ARE FOR 11" X 17"

CADD FILE NAME

DRAWING DATE:

DWG. CHECKED

DETAILED

DESIGN CHECKED

DX\prjXXXXX\ProjDev\Bridge\Plans

BY

R

IG

IN

A L

S T

O R

E D

A T

I

T D

B R

ID

G

E S

E C

T

IO

N

B o is e Id a h o

JULY 2026

12811 brDS 001.dgn ADA

18582

12811364' PRESTRESSED CONCRETE GIRDER BRIDGE

ECKERT ROAD OVER BOISE RIVER

ECKERT ROAD STA. 412+42.06

P R

O F

E S

SI

ONAL ENG

IN

E

E R

S T

A T

E OF ID

A

H

T

E

O

DORE J.

B

U S

H

SECTION A-A

8"=1'-0"

SPACED AS SHOWN)

4 TOTAL, EQUALLY

CSL TUBE (TYP.,

1'-5 8" R

CONCRETE PLACEMENT

OF REINFORCING FOR

WITHIN REBAR CAGE CLEAR

MAINTAIN A MIN. 8"x8" AREA

� / 2� / 2

¡ BRG. = ¡ DRILLED SHAFT

6"(+) CLR. (TYP.)

" CLR. (TYP. AT CSL TUBE)2

" (TYP. AT CSL TUBE)4

45°

DS1~#11 (TYP.)

(4 BUNDLES OF 2,

8 SINGLES,

16 TOTAL)

(BUNDLES OF 2)

DS3~#6 HOOPS

1'-7" R

(TO OUTSIDE OF

DS3~#6 HOOP)

� = 4'-0" NOMINAL

(3'-111

4" MIN.,

4'-111

4" MAX.)

¡ BRG. = ¡ DRILLED SHAFT

1'-51 2" R

8"=1'-0"

SECTION B-B

SEE SECTION A-A

FOR DETAILS NOT

SHOWN OR NOTED.

NOTE:

DS3~#6 HOOP

DS2~#9

(TYP., 16 TOTAL)

5" CLR. BASED

ON NOMINAL �

(4" MIN. CLR.)

NTS

BUTT WELD CONTINUOUS HOOP DETAIL

PENETRATION GROOVE WELD

COMPLETE JOINT

SINGLE HOOP BAR

DRILLED

4'-0"�

SHAFT

(ELEV. B)

SHAFT TIP

A A

¡ DRILLED SHAFT

¡ BRG. =

ABUTMENT DRILLED SHAFT ELEVATION

"=1'-0"4

CONST. JOINT

ABUT. 1 2753.00 2686.00

(FT)

SHAFT LENGTH

LOCATION ELEV. A ELEV. B

ABUTMENT CAP IS INCLUDED IN UNIT PRICE FOR PAY ITEM S501-30A.

COST OF FURNISHING AND INSTALLING DRILLED SHAFT REINFORCING WITHIN

ABUT. 2 2751.20 2684.20 67

ABUTMENT DRILLED SHAFT DETAILS

K. WISDOM

T. BUSH

S. WALIMAA

W. MEYER

E

M B

E D

THIS SHEET. NO SPLICES ALLOWED IN TOP 35 FEET OF SHAFT.

VERTICALLY STAGGER MECHANICAL SPLICES BETWEEN ADJACENT BARS, SEE DETAIL

BUTT WELDS A MINIMUM OF 90° AND MAXIMUM OF 270° BETWEEN ADJACENT HOOPS.

BUTT WELD HOOP REINFORCEMENT, SEE DETAIL THIS SHEET. ROTATE LOCATION OF

SECTION 502.01.A.

PROVIDE CONCRETE CLASS 40A SELF-CONSOLIDATING CONCRETE THAT CONFORMS TO

PROVIDE DRILLED SHAFTS IN CONFORMANCE WITH S501-30A.

NOTES

2.

3.

4.

5.

SHAFT CONCRETE PLACEMENT.

REQUIRED TO PREVENT SOIL CAVE-INS DURING DRILLING AND DURING DRILLED

DRILL USING OSCILLATING METHODS. FULL DEPTH TEMPORARY STEEL CASING IS1.

7.

TYPE W FOR REINFORCEMENT MARKED WITH "DS" PREFIX.

PROVIDE METAL REINFORCEMENT THAT CONFORMS TO AASHTO M31, GRADE 60,

6.

NTS

SPLICE DETAIL

VERTICAL REINFORCEMENT

DS2B~#9DS2A~#9

DS1A~#11 DS1B~#11

SEE NOTE 2 (TYP.)

MECHANICAL SPLICE,

39'-1"

35'-0"

34'-1"

40'-0"

A F

T L

E N

G T

H

S E

E T

A B

L E

DS1~#11 (TYP.)

CAP

ABUT.

S

P S

B U

N D

L E

S D

S

H

O O

P S

B B

S P

S

-D

S

H

O O

P S

C L

R

DS2~#9 (TYP.)

(ELEV. A)

SHAFT

TOP OF

C L

R

C L

R

APPROXIMATE QUANTITIES (TOTAL OF 8 ABUTMENT DRILLED SHAFTS)

LISTED ARE INCIDENTAL TO PAY ITEM S501-30A.

METAL REINFORCEMENT QUANTITIES. COST TO FURNISH AND INSTALL OTHER ITEMS NOT

DIAMETER ARE INCIDENTAL TO PAY ITEM S501-30A. SEE SHEET 70 FOR DRILLED SHAFT

SHOWN. INCREASED QUANTITIES AND COSTS ASSOCIATED WITH MAXIMUM ALLOWED SHAFT

APPROXIMATE QUANTITIES ARE BASED ON SHAFT LENGTHS AND MINIMUM SHAFT DIAMETER

SOIL EXCAVATION AND HAUL (DRILLED HOLE)

SELF-CONSOLIDATING CONCRETE CLASS 40A

CROSSHOLE SONIC LOG (CSL) TEST REPORT (1 REPORT PER SHAFT)

CROSSHOLE SONIC LOG (CSL) ACCESS TUBES

THERMAL INTEGRITY PROFILING (TIP) TEST REPORT (1 REPORT PER SHAFT)

REPORT (1 REPORT PER SHAFT)

SHAFT QUANTITATIVE INSPECTION DEVICE (SQUID) INSPECTION

CY

CY

EACH

FT

EACH

EACH

7/15/2026

NI

GNS

S

E

F DESNECI

L

I

GNS

S

E

F DESNECI

ACHD NO.

SHEET

OF

SCALES SHOWN

PRINTS ONLY

ARE FOR 11" X 17"

CADD FILE NAME

DRAWING DATE:

DWG. CHECKED

DETAILED

DESIGN CHECKED

DX\prjXXXXX\ProjDev\Bridge\Plans

BY

R

IG

IN

A L

S T

O R

E D

A T

I

T D

B R

ID

G

E S

E C

T

IO

N

B o is e Id a h o

JULY 2026

12811 brDS 002.dgn ADA

18582

12811364' PRESTRESSED CONCRETE GIRDER BRIDGE

ECKERT ROAD OVER BOISE RIVER

ECKERT ROAD STA. 412+42.06

R E

E

NI

GNE LANOIS

S

E

F O

R P

O H

A

DI FO E

T A

T S

DESNECI

L

20046

W E

S

LEY A. M

E Y

E R

6'-8" MAX. OUTSIDE DIAMETER)

(6'-2" MIN. INSIDE DIAMETER,

PERMANENT CASING

= ¡ PIER

= ¡ COLUMN

¡ DRILLED SHAFT

COLUMN REINFORCEMENT

(BUNDLES OF 2)

DS13~#6 HOOPS

CONCRETE PLACEMENT

REINFORCING FOR

CAGE CLEAR OF

AREA WITHIN REBAR

MAINTAIN A MIN. 8"x8"

SECTION A-A

8"=1'-0"

14 SINGLES, 28 TOTAL)

(7 BUNDLES OF 2,

DS11~#11

CLR. (TYP.)

"(+)2

SPACED AS SHOWN)

7 TOTAL, EQUALLY

CSL TUBE (TYP.,

3" CLR. MIN.

= ¡ PIER

¡ DRILLED SHAFT

�/2 �/2

SECTION B-B

8"=1'-0"

2'-61 2" R

5" MIN. CLR.

2'-8" R (TO OUTSIDE

OF DS13~#6 HOOP)

NOTE:

SEE SECTION A-A

FOR DETAILS NOT

SHOWN OR NOTED.

2" CLR.

(TYP. AT

CSL TUBE)

4" (TYP.

AT CSL TUBE)

�=6'-0" NOMINAL

(6'-2" MIN., 6'-8" MAX.)

THIS SHEET. NO SPLICES ALLOWED IN TOP 50 FEET OF SHAFT.

VERTICALLY STAGGER MECHANICAL SPLICES BETWEEN ADJACENT BARS, SEE DETAIL

BUTT WELDS A MINIMUM OF 90° AND MAXIMUM OF 270° BETWEEN ADJACENT HOOPS.

BUTT WELD HOOP REINFORCEMENT, SEE DETAIL THIS SHEET. ROTATE LOCATION OF

SECTION 502.01.A.

PROVIDE CONCRETE CLASS 40A SELF-CONSOLIDATING CONCRETE THAT CONFORMS TO

PROVIDE DRILLED SHAFTS IN CONFORMANCE WITH S501-30B.

NOTES

2.

3.

4.

5.

SHAFT CONCRETE PLACEMENT.

REQUIRED TO PREVENT SOIL CAVE-INS DURING DRILLING AND DURING DRILLED

DRILL USING OSCILLATING METHODS. FULL DEPTH TEMPORARY STEEL CASING IS1.

PIER DRILLED SHAFT DETAILS

S. WALIMAA

W. MEYER

6.

PIER 1 2747.97 2657.97

(FT)

SHAFT LENGTH

LOCATION ELEV. A ELEV. B

PIER 2 2747.36 2657.36 90

T. BUSH

T. BUSH

TYPE W FOR REINFORCEMENT MARKED WITH "DS" PREFIX.

PROVIDE METAL REINFORCEMENT THAT CONFORMS TO AASHTO M31, GRADE 60,

COLUMN

4'-0"�

= ¡ COLUMN

¡ DRILLED SHAFT

"=1'-0"4

PIER DRILLED SHAFT ELEVATION

B

(ELEV. B)

SHAFT TIP

A F

T L

E N

G T

H

S E

E T

A B

L E

B

A

S

P S

B

U N

D L

E S

D S

H

O O

P

(ELEV. A)

SHAFT

TOP OF

JOINT

CONST.

CASING

PERMANENT

A

(N O

T S

H O

W N

T E

M P

O R

A R

Y C

A S

IN

G

P E

R M

A N

E N

T C

A S

IN

G

(S E

E N

O T

E

CONST. JOINT

REINFORCEMENT

COLUMN

C L

R

C L

R

DRILLED SHAFT

6'-0"�

DS11D~#11 (TYP.)

DS11B~#11 &

(TYP.)

DS11C~#11

DS11A~#11 &

M

IN

M

A X

PLANS FOR CONCEPTUAL WORK SEQUENCE.

DEWATERING WILL BE REQUIRED FOR DRILLED SHAFT INSTALLATION. SEE ROADWAY 7.

APPROXIMATE QUANTITIES (TOTAL OF 6 PIER DRILLED SHAFTS)

*ONE CSL AND TIP TESTING REPORT IS REQUIRED PER CONCRETE PLACEMENT.

COST TO FURNISH AND INSTALL OTHER ITEMS NOT LISTED ARE INCIDENTAL TO PAY ITEM S501-30B.

SEE SHEET 70 FOR DRILLED SHAFT METAL REINFORCEMENT QUANTITIES.

PERMANENT CASING LENGTH BASED ON MAXIMUM ALLOWED LENGTH SHOWN.

INCIDENTAL TO PAY ITEM S501-30B.

INCREASED QUANTITIES AND COSTS ASSOCIATED WITH MAXIMUM ALLOWED SHAFT DIAMETER ARE

SHAFT DIAMETER SHOWN.

APPROXIMATE QUANTITIES OF DRILLED SHAFTS ARE BASED ON SHAFT LENGTHS AND MINIMUM

THERMAL INTEGRITY PROFILING (TIP) TEST REPORT (2 REPORTS PER SHAFT)

CROSSHOLE SONIC LOG (CSL) TEST REPORT (2 REPORTS PER SHAFT)

SELF-CONSOLIDATING CONCRETE CLASS 40A

PERMANENT CASING

SHAFT QUANTITATIVE INSPECTION DEVICE (SQUID) INSPECTION REPORT (1 REPORT PER SHAFT)

CROSSHOLE SONIC LOG (CSL) ACCESS TUBES

SOIL EXCAVATION AND HAUL (DRILLED HOLE)

NTS

SPLICE DETAIL

VERTICAL REINFORCEMENT

DS11D~#11DS11B~#11

DS11A~#11 DS11C~#11

SEE NOTE 2 (TYP.)

MECHANICAL SPLICE,

34'-4"

55'-0"

29'-4"

60'-0"

NTS

BUTT WELD CONTINUOUS HOOP DETAIL

PENETRATION GROOVE WELD

COMPLETE JOINT

SINGLE HOOP BAR

CY

FT

FT

CY

EACH

EACH

EACH

COUNTY

BRIDGE DWG. NO.

ACHD NO.

SHEET

OF

SCALES SHOWN

PRINTS ONLY

ARE FOR 11" X 17"

CADD FILE NAME

DRAWING DATE:

DWG. CHECKED

DETAILED

DESIGN CHECKED

DX\prjXXXXX\ProjDev\Bridge\Plans

BY

R

IG

IN

A L

S T

O R

E D

A T

I

T D

B R

ID

G

E S

E C

T

IO

N

B o is e Id a h o

JULY 2026

12811 brRW 001.dgn ADA

18582

12811364' PRESTRESSED CONCRETE GIRDER BRIDGE

ECKERT ROAD OVER BOISE RIVER

ECKERT ROAD STA. 412+42.06

P R

O F

E S

SI

ONAL ENG

IN

E

E R

S T

A T

E OF ID

A

DESNECI

N I C

H O

L

A S J. R. M c D

O W

E L

L

DEVELOPED ELEVATION

1"=20'-0"

(LOOKING BACK ON STATION)

94'-4"47'-2"

141'-6" OUT-TO-OUT MSE RETAINING WALL

¡ ECKERT RD.

MSE WALL 1 PLAN & ELEVATION

RAILING (TYP.)

PEDESTRIAN/BICYCLE

OF ABUTMENT

ALONG FRONT FACE

FINISHED GRADE

EXISTING GROUND

E L

E V

A T

IO

N

F

E E

T

S. WALIMAA

W. MEYER

20'-0"35'-0"

ELEV. 2745.00

S501-17A (CONCRETE PANEL MSE WALL)

55'-0"

S501-17B (WELDED WIRE MSE WALL)

61'-6"

S501-17A (CONC.

25'-0"

39'-4"22'-2"

ELEV. 2770.74

ELEV. 2771.74

ELEV. 2763.24

BEGIN WALL

5'-0" 5'-0"

ELEV. 2771.24

ELEV. 2771.07

PANEL MSE WALL)

MSE BACKFILL

REINFORCED

TOP OF

ELEV. 2772.66

ELEV. 2771.66

2772.16

ELEV.

ELEV. 2771.42

END WALL

COPING

TOP OF

(TYP.)

3'-0" COPINGCOPING

TOP OF

ELEV. 2762.00

LEVELING PAD

= TOP OF CONCRETE

BOTTOM OF WALL

FRONT FACE OF WALL

FINISHED GRADE ALONG

ELEV. 2756.00 (LEVEL)

PLAN

1"=20'-0"

STA. 410+59.06, 47.17' RT.

BEGIN WALL 1

STA. 410+29.09, 80.82' LT.

END WALL 1

PT 410+57.55

WALL = WALL LAYOUT LINE

FRONT FACE OF MSE

ROAD & P.G.L.

¡ ECKERT

(BRIDGE DWG. NO. 18583)

RIDENBAUGH CANAL

ECKERT ROAD OVER

P T

.1

ROAD STA. 410+00.00

STA. 14+00.00 = ¡ ECKERT

¡ BARBER PARK DRIVEWAY

S46 °38 '39

"E

N

'4

E

STA. 410+59.06, 44.33' LT.

ANGLE POINT

RIPRAP

APPROACH SLAB

DRIVEWAY

¡ BARBER PARK

A V

E N

U E

T O

E A

S T

B O

IS

E

M

IL

L B

R O

O K

W A

Y

T O

S O

U T

H

STA. 410+59.06, 27.17' RT.

STA. 410+59.06, 22.17' RT.

CONCRETE V-DITCH

STA. 410+59.06, 39.33' LT.

CONCRETE V-DITCH

MSE BACKFILL (TYP.)

REINFORCED

LIMITS OF

APPROXIMATE

ABUT. 1

¡ BRG.

SEE SHEET 17 FOR DETAILS

PILASTER "A" NOT SHOWN,

1'-2"

RAILING "B"

COMBINATION

7'-0"

SLAB

MOMENT BEAM

SLEEPER

VAULT

*UTILITY

(IDAHO POWER COMPANY)

4 - 6"� UTILITY CONDUITS

(FIBER, VARIOUS)

8 - 4"� UTILITY CONDUITS

20"� WATER (VEOLIA)

8"� GAS (INTERMOUNTAIN GAS)

STA. 410+59.06

¡ ECKERT ROAD

SHEETS 18-20 (TYP.)

RAILING, SEE

PEDESTRIAN/BICYCLE

SURFACE (TYP.)

CONCRETE

TEXTURED

PAD (LEVEL, TYP.)

CONCRETE LEVELING

S E

E N

O T

E

M

IN

ANGLE PT.

N. McDOWELL

K. WALKER

S31°47'13"E

CASING (TYP.)

*UTILITY

CONDUIT (TYP.)

*STEEL

PILASTER "A" (TYP.)

S7 6°

'1 3"

E

(TO BE RELOCATED)

EXISTING ELECTRIC

SEE SHEET 17 FOR DETAILS

PILASTER "A" NOT SHOWN,

REMOVED IF ENCOUNTERED)

(ABANDONED, TO BE

EXISTING SANITARY SEWER

GAS (TO BE RELOCATED)

EXISTING WATER AND

GENERAL MSE WALL NOTES

ALONG WALL LAYOUT LINE.

STATIONS, OFFSETS, GROUND LINES, AND DIMENSIONS SHOWN1.

ROAD.

STATIONS AND OFFSETS ARE MEASURED FROM ¡ ECKERT2.

AND PERFORMING WORK.

FOR REVIEW AND ACCEPTANCE BEFORE ORDERING MATERIALS

ACCORDANCE WITH S501-17A & S501-17B TO THE ENGINEER

NOTED OTHERWISE. SUBMIT COMPLETE SHOP DRAWINGS IN

CONCRETE LEVELING PAD) BELOW FINISHED GRADE, UNLESS

OF 2'-0" TO BOTTOM OF MSE RETAINING WALL (TOP OF

NO ADDITIONAL COST. PROVIDE MINIMUM EMBEDMENT DEPTH

ADJUSTED AS REQUIRED BY THE WALL MANUFACTURER AT

ARE SHOWN FOR ESTIMATING PURPOSES AND MAY BE

BOTTOM OF MSE WALL BACKFILL, LAYOUT, AND ELEVATIONS3.

PLANS FOR TYPICAL SECTIONS SHOWING PROPOSED GRADING.

EXISTING CONTOURS SHOWN, SEE SHEETS 14-16 AND ROADWAY4.

PLANS FOR ADDITIONAL INFORMATION.

DETAILS THROUGH REINFORCED MSE BACKFILL. SEE UTILITY

SEE SHEETS 61-65 FOR UTILITY VAULT, CASING, AND CONDUIT5.

CONCRETE LEVELING PAD.

COPING, TOP OF REINFORCED MSE BACKFILL, OR TOP OF

ELEVATIONS ARE REPORTED AT FINISHED GRADE, TOP OF1.

MSE WALL 1 NOTES

2.

MSE BACKFILL ELEVATIONS BETWEEN POINTS PROVIDED.

POINTS PROVIDED. LINEARLY INTERPOLATE TOP OF REINFORCED

LINEARLY INTERPOLATE TOP OF COPING ELEVATIONS BETWEEN

CLARITY.

BRIDGE NOT SHOWN IN DEVELOPED ELEVATION VIEW FOR3.

PLANS.

PROVIDE BOTTOM OF WALL ELEVATION AS SHOWN ON THE4.

SEE SHEETS 14 AND 15 FOR SECTIONS A-A, B-B, AND C-C.5.

STA. 410+64.06, 50.17' RT.

BEGIN RIPRAP

STA. 410+38.83, 22.17' RT.

END MOMENT SLAB

STA. 410+08.73, 22.17' RT.

BEGIN MOMENT SLAB

A

A C

C

B

B

STA. 410+30.58, 86.37' LT.

END RIPRAP

POLE

LIGHT

415416417

BRIDGE DWG. NO.

ACHD NO.

SHEET

OF

SCALES SHOWN

PRINTS ONLY

ARE FOR 11" X 17"

CADD FILE NAME

DRAWING DATE:

DWG. CHECKED

DETAILED

DESIGN CHECKED

DX\prjXXXXX\ProjDev\Bridge\Plans

BY

R

IG

IN

A L

S T

O R

E D

A T

I

T D

B R

ID

G

E S

E C

T

IO

N

B o is e Id a h o

JULY 2026

12811 brRW 002.dgn ADA

18582

12811364' PRESTRESSED CONCRETE GIRDER BRIDGE

ECKERT ROAD OVER BOISE RIVER

ECKERT ROAD STA. 412+42.06

P R

O F

E S

SI

ONAL ENG

IN

E

E R

S T

A T

E OF ID

A

N I C

H O

L

A S J. R. M c D

O W

E L

L

416+00

M A

T C

H L

IN

E

S T

A

.0

417+00

P C

.5

STA. 417+30.48, 42.66' LT.

BEGIN MOMENT SLAB

BEGIN MSE RETAINING WALL

BEGIN WALL 2

WALL LAYOUT LINE

MSE WALL =

FRONT FACE OF

ROAD & P.G.L.

¡ ECKERT

1"=20'-0"

PLAN

MSE WALL 2 PLAN & ELEVATION - SHEET 1W. MEYER

S. WALIMAA

¡ GREENBELT LINK

STA. 417+02.52, 40.02' LT.

END MOMENT SLAB

END MSE RETAINING WALL

STA. 416+85.47, 39.09' LT.

BEGIN MOMENT SLAB

BEGIN MSE RETAINING WALL

BOISE AVENUE

TO EAST

(TO BE RELOCATED)

EXISTING O.H. ELECTRIC

(SEE ACHD BRIDGE NO. 1647)

GREENBELT LINK

ECKERT ROAD OVER

STA. 21+91.14

¡ GREENBELT LINK

STA. 416+94.00=

¡ ECKERT ROAD

N58°12'47"E

(SEE SHEET 13)

MSE WALL 2

(TO BE RELOCATED)

EXISTING WATER & GAS

N. McDOWELL

MSE BACKFILL (TYP.)

REINFORCED

LIMITS OF

APPROXIMATE

LIGHT POLE (TYP.)

HANDRAIL

STRUCTURAL STEEL

PARAPET &

1'-2" CONCRETE

SLAB (TYP.)

7'-0" MOMENT

(IDAHO POWER COMPANY)

4 - 6"� UTILITY CONDUITS

(FIBER, VARIOUS)

8 - 4"� UTILITY CONDUITS

(VEOLIA)

20"� WATER

(INTERMOUNTAIN GAS)

8"� GAS

(S E

E S

H E

E T

M

A T

C H

L

IN

E

1"=20'-0"

ELEVATION

(TYP.)

3'-0" COPING

FRONT FACE OF WALL

FINISHED GRADE ALONG

GROUND

EXISTING

E L

E V

A T

IO

N

F

E E

T

STEEL HANDRAIL

& STRUCTURAL

CONCRETE PARAPET

LIGHT POLE (TYP.)

(MIN.)

2'-0"

LEVELING PAD

TOP OF CONCRETE

BOTTOM OF WALL =

2755.00

ELEV.

2765.03

*ELEV.

ELEV. 2757.00

30'-0" 100'-0"

2766.45

*ELEV.

2766.91

*ELEV.

2767.10

*ELEV.

2767.92

ELEV.

PANEL MSE WALL)

S501-17A (CONCRETE

ELEV. 2758.00

PAD (LEVEL, TYP.)

CONCRETE LEVELING

APPROX. CONSTRUCTION LIMITS BEFORE O.H. ELECTRIC RELOCATION, SEE NOTE 5

(APPROX. CONSTRUCTION LIMITS AFTER

80'-0"±

O.H. ELECTRIC RELOCATION, SEE NOTE 5)

1V

2H MIN.

SHEET 17 (TYP.)

PILASTER "C", SEE

SURFACE

TEXTURED CONCRETE

SLAB (TYP.)

MOMENT

TOP OF MSE BACKFILL (TYP.)

TOP OF REINFORCED

K. WALKER

5+006+00

N '3

"W

P C

.0 5 N58°12'47"E

ALIGNMENT & PROFILE

RT EDGE OF MUP

PILASTER "C" (TYP.)

BOX (TO BE REMOVED)

EXISTING ELECTRIC JUNCTION

N58°12'47"E

UTILITY VAULT

PROPOSED

38.67' LT.

P.C. STA. 416+63.51,

G R

E E

N B

E L T

T O B

O

IS

E R

IV

E R

H A

R R

IS

P

A R

K

T O A

L T

A

ELEV. 2755.00

RAILING "B"

1'-2" COMBINATION

SEE SHEET 10 FOR GENERAL MSE WALL NOTES.

ELEVATIONS ARE REPORTED AT TOP OF REINFORCED MSE BACKFILL AND TOP OF CONCRETE LEVELING PAD.

TOP OF MOMENT SLAB AND REINFORCED MSE BACKFILL TO FOLLOW PROFILE OF ¡ ECKERT ROAD BETWEEN POINTS PROVIDED, UNLESS NOTED OTHERWISE.

TOP OF MOMENT SLAB AND REINFORCED MSE BACKFILL TO FOLLOW PROFILE OF RIGHT EDGE OF MUP BETWEEN POINTS PROVIDED.

AND METHODS OF CONSTRUCTION, SEE CONCEPTUAL WORK SEQUENCE IN ROADWAY PLANS FOR ADDITIONAL INFORMATION.

WILL BE BUILT IN PHASES. ACTUAL CONSTRUCTION LIMITS WILL BE CONTROLLED BY MINIMUM CLEARANCE TO O.H. ELECTRIC POWER AND MEANS APPROXIMATE CONSTRUCTION LIMITS BEFORE AND AFTER O.H. ELECTRIC RELOCATION ARE CONCEPTUAL AND SHOWN ONLY TO ALERT THAT THE MSE WALL

SEE SHEET 16 FOR SECTION E-E.

1.

2.

3.

4.

5.

6.

MSE WALL 2 NOTES

E

E

E (SIM.)

& PROFILE STA. 5+00.00

BEGIN RT EDGE OF MUP ALIGNMENT

STA. 416+63.51, 24.5' LT.

¡ ECKERT ROAD

MILLBROOK WAY

TO SOUTH

36'-11" 100'-0" 100'-0"

261'-11" S501-17A (CONCRETE PANEL MSE WALL)

COST OF WALL 2 CONCRETE COPING INCLUDED IN S501-30C.7.

R/W (TYP.)

PROPOSED

EASEMENT (TYP.)

PERMANENT

EXISTING R/W (TYP.)

SEE ROADWAY PLANS

2 - 2"� RPC (SPARE),

SEE ROADWAY PLANS

2 - 2"� RPC (SPARE),

E (SIM.)

COUNTY

BRIDGE DWG. NO.

ACHD NO.

SHEET

OF

SCALES SHOWN

PRINTS ONLY

ARE FOR 11" X 17"

CADD FILE NAME

DRAWING DATE:

DWG. CHECKED

DETAILED

DESIGN CHECKED

DX\prjXXXXX\ProjDev\Bridge\Plans

BY

R

IG

IN

A L

S T

O R

E D

A T

I

T D

B R

ID

G

E S

E C

T

IO

N

B o is e Id a h o

JULY 2026

12811 brRW 003.dgn ADA

18582

12811364' PRESTRESSED CONCRETE GIRDER BRIDGE

ECKERT ROAD OVER BOISE RIVER

ECKERT ROAD STA. 412+42.06

P R

O F

E S

SI

ONAL ENG

IN

E

E R

S T

A T

E OF ID

A

N I C

H O

L

A S J. R. M c D

O W

E L

L

N

'4

E

STA. 414+25.06, 21.50' RT.

ANGLE PT.

STA. 414+25.06, 38.67' LT.

ANGLE PT.

MATCH LINE STA. 415+00.00

STA. 414+44.31, 21.50' RT.

BEGIN MOMENT SLAB

STA. 414+44.31, 38.67' LT.

END MOMENT SLAB

ROAD & P.G.L.

¡ ECKERT

1"=20'-0"

PLAN

WALL LAYOUT LINE

MSE WALL =

FRONT FACE OF

¡ ECKERT ROAD

FACE OF WALL

ALONG FRONT

FINISHED GRADE

GROUND

EXISTING

DEVELOPED ELEVATION

1"=20'-0"

MSE WALL 2 PLAN & ELEVATION - SHEET 2

(TYP.)

3'-0" COPING

W. MEYER

S. WALIMAA

S

E E

S H

E E

T

M A

T C

H L

IN

E

S

E E

S H

E E

T

M A

T C

H L

IN

E

STA. 414+25.06

¡ ECKERT ROAD

RIPRAP

APPROACH SLAB

E L

E V

A T

IO

N

F

E E

T

POLE

LIGHT

RAILING "B"

COMBINATION

B O

IS

E

A V

E N

U E

T O

E A

S T

(TO BE RELOCATED)

EXISTING O.H. ELECTRIC

REMOVE IF ENCOUNTERED)

SEWER (ABANDONED,

EXISTING SANITARY

N

'4

E

N

'4

E

S31°47'13"E

(TO BE RELOCATED)

EXISTING WATER & GAS

OF CONCRETE LEVELING PAD

BOTTOM OF WALL = TOP

N. McDOWELL

2760.00

ELEV.

**ELEV. 2744.00

ELEV. 2758.00

S501-17A (CONCRETE PANEL MSE WALL)

261'-11"

S501-17B (WELDED WIRE MSE WALL)

60'-2"

S501-17A (CONCRETE PANEL MSE WALL)

258'-10"

38'-8" 21'-6"

2769.24

*ELEV.

2769.73

ELEV.

ELEV. 2766.82

2768.82

ELEV.

100'-0"25'-0"60'-2"25'-0"100'-0"

LIGHT POLE (TYP.)

REINFORCED MSE BACKFILL (TYP.)

APPROXIMATE LIMITS OF

1'-2" CONCRETE

STEEL HANDRAIL

PARAPET & STRUCTURAL

(TYP.)

MOMENT SLAB

7'-0"

8"� GAS (INTERMOUNTAIN GAS)20"� WATER (VEOLIA)

(FIBER, VARIOUS)

8 - 4"� UTILITY CONDUITS

(IDAHO POWER COMPANY)

4 - 6"� UTILITY CONDUITS

OF ABUTMENT

ALONG FRONT FACE

FINISHED GRADE

(LEVEL)

ELEV. 2756.00

UTILITY VAULT

PROPOSED

PILASTER "B" (TYP.)

SLEEPER BEAM

RAILING "B"

1'-2" COMBINATION

MSE BACKFILL

TOP OF REINFORCED

2769.82

*ELEV.

2768.20

ELEV.

(TYP., SEE NOTE 1)

STEEL CONDUIT

SEE NOTE 1

UTILITY CASING,

2768.92

*ELEV.

ANGLE PT.ANGLE PT.

(LEVEL, TYP.)

LEVELING PAD

CONCRETE

TOP OF MOMENT SLABTOP OF MOMENT SLAB

STEEL HANDRAIL

& STRUCTURAL

CONCRETE PARAPET

SURFACE (TYP.)

CONCRETE

TEXTURED

SEE NOTE 2

2'-0" MIN.,

K. WALKER

FOR CLARITY, SEE SHEET 17 FOR DETAILS.

PILASTER "B" NOT SHOWN IN ELEVATION

NOTE:

MSE BACKFILL AND TOP OF CONCRETE LEVELING PAD.

ELEVATIONS ARE REPORTED AT TOP OF REINFORCED

SEE SHEET 10 FOR GENERAL MSE WALL NOTES.1.

2.

MSE WALL 2 NOTES

OTHERWISE.

BETWEEN POINTS PROVIDED, UNLESS NOTED

BACKFILL TO FOLLOW PROFILE OF ¡ ECKERT ROAD

TOP OF MOMENT SLAB AND REINFORCED MSE3.

BACKFILL ELEVATIONS BETWEEN POINTS PROVIDED.

LINEARLY INTERPOLATE TOP OF REINFORCED MSE4.

DEVELOPED ELEVATION VIEW FOR CLARITY.

BRIDGE AND APPROACH SLAB NOT SHOWN IN5.

ON THE PLANS.

PROVIDE BOTTOM OF WALL ELEVATION AS SHOWN6.

AND E-E.

SEE SHEETS 15 & 16 FOR SECTIONS C-C, D-D,7.

D

STA. 414+50.06, 43.67' LT.

BEGIN RIPRAP

STA. 414+50.06, 26.50' RT.

END RIPRAP

REMOVED, SEE ROADWAY PLANS)

EXISTING ATR POLE (TO BE

REMOVED, SEE ROADWAY PLANS)

EXISTING RETAINING WALL (TO BE

C

C

D

E

M

IL

L B

R O

O K

W A

Y T

O S

O U

T H

E (SIM.)

D (SIM.) D (SIM.)

E (SIM.) SEE SHEET 17 FOR PILASTER "B" DETAILS.8.

S501-30C AND 502-435A.

COST OF WALL 2 CONCRETE COPING INCLUDED IN9.

TEMPORARY EASEMENT (TYP.)

PROPOSED R/W

PERMANENT EASEMENT

EXISTING R/W (TYP.)

415 416 417

BRIDGE DWG. NO.

ACHD NO.

SHEET

OF

SCALES SHOWN

PRINTS ONLY

ARE FOR 11" X 17"

CADD FILE NAME

DRAWING DATE:

DWG. CHECKED

DETAILED

DESIGN CHECKED

DX\prjXXXXX\ProjDev\Bridge\Plans

BY

R

IG

IN

A L

S T

O R

E D

A T

I

T D

B R

ID

G

E S

E C

T

IO

N

B o is e Id a h o

JULY 2026

12811 brRW 004.dgn ADA

18582

12811364' PRESTRESSED CONCRETE GIRDER BRIDGE

ECKERT ROAD OVER BOISE RIVER

ECKERT ROAD STA. 412+42.06

P R

O F

E S

SI

ONAL ENG

IN

E

E R

S T

A T

E OF ID

A

N I C

H O

L

A S J. R. M c D

O W

E L

L

416+00

M A

T C

H L

IN

E

S T

A

.0

417+00

P C

.5

WALL LAYOUT LINE

MSE WALL =

FRONT FACE OF

N58°12'47"E

ROAD & P.G.L.

¡ ECKERT

1"=20'-0"

PLAN

P.C. STA. 416+63.51, 21.50' RT.

MSE WALL 2 PLAN & ELEVATION - SHEET 3W. MEYER

S. WALIMAA

1"=20'-0"

DEVELOPED ELEVATION

S

E E

S H

E E

T

M A

T C

H L

IN

E

(APPROX. CONSTRUCTION LIMITS AFTER O.H. ELECTRIC RELOCATION, SEE NOTE 4)

224'-0"±

3'-0" COPING

GROUND

EXISTING

STA. 416+84.58, 21.50' RT.

END MOMENT SLAB

END MSE RETAINING WALL

STA. 417+03.42, 21.50' RT.

BEGIN MOMENT SLAB

BEGIN MSE RETAINING WALL

STA. 417+50.09, 21.50' RT.

END MOMENT SLAB

END MSE RETAINING WALL

END WALL 2

LINK

¡ GREENBELT

N '3

W

E L

E V

A T

IO

N

F

E E

T

RAILING "B"

COMBINATION

POLE

LIGHT

BOISE AVENUE

TO EAST

N58°12'47"E

(SEE SHEET 11)

MSE WALL 2

(TO BE RELOCATED)

EXISTING WATER & GAS

(TO BE RELOCATED, SEE NOTE 4)

EXISTING O.H. ELECTRIC

2'-0" (MIN.)2760.00

ELEV.

2759.00

ELEV.

2756.00

ELEV.

ELEV. 2764.00

33'-10"50'-0"50'-0"100'-0" 45'-0"

MSE BACKFILL (TYP.)

REINFORCED

LIMITS OF

APPROXIMATE

(FIBER, VARIOUS)

8 - 4"� UTILITY CONDUITS

(IDAHO POWER COMPANY)

4 - 6"� UTILITY CONDUITS

SLAB (TYP.)

7'-0" MOMENT

(VEOLIA)

20"� WATER

(INTERMOUNTAIN GAS)

8"� GAS

STEEL HANDRAIL

STRUCTURAL

PARAPET &

1'-2" CONCRETE

RAILING "B"

1'-2" COMBINATION

UTILITY VAULT

PROPOSED

NO. 1647)

(SEE ACHD BRIDGE

GREENBELT LINK

EKCKERT ROAD OVER

PILASTER "C" (TYP.)

REMOVED, SEE NOTE 4)

JUNCTION BOX (TO BE

EXISTING ELECTRIC

R

BOX (TO BE REMOVED)

EXISTING FIBER JUNCTION ENCOUNTERED)

(ABANDONED, REMOVE IF

EXISTING SANITARY SEWER

R

P A

R K

H A

R R

IS

T O A

L T

A

G R

E E

N B

E L T

R

IV

E R

T O B

O

IS

E

2765.54

ELEV.

2765.24

ELEV.2766.55

ELEV.

2765.73

ELEV.

PAD (LEVEL, TYP.)

CONCRETE LEVELING

FRONT FACE OF WALL

FINISHED GRADE ALONG

LEVELING PAD

TOP OF CONCRETE

BOTTOM OF WALL =

2754.00

ELEV.

2754.00

ELEV.

O.H. ELECTRIC RELOCATION, SEE NOTE 4

APPROX. CONSTRUCTION LIMITS BEFORE

MSE BACKFILL (TYP.)

TOP OF REINFORCED

SLAB (TYP.)

MOMENT

TOP OF

SURFACE

CONCRETE

TEXTURED

PANEL MSE WALL)

S501-17A (CONCRETE

1V:2H (MIN.)

SHEET 17 (TYP.)

PILASTER "C", SEE

S501-17A (CONCRETE PANEL MSE WALL)

258'-10"

SEE SHEET 10 FOR GENERAL MSE WALL NOTES.

ELEVATIONS ARE REPORTED AT TOP OF REINFORCED MSE BACKFILL AND TOP OF CONCRETE LEVELING PAD.

TOP OF MOMENT SLAB AND REINFORCED MSE BACKFILL TO FOLLOW PROFILE OF ¡ ECKERT ROAD BETWEEN POINTS PROVIDED, UNLESS NOTED OTHERWISE.

METHODS OF CONSTRUCTION, SEE CONCEPTUAL WORK SEQUENCE IN ROADWAY PLANS FOR ADDITIONAL INFORMATION.

WILL BE BUILT IN PHASES. ACTUAL CONSTRUCTION LIMITS WILL BE CONTROLLED BY MINIMUM CLEARANCE TO O.H. ELECTRIC POWER AND MEANS AND APPROXIMATE CONSTRUCTION LIMITS BEFORE AND AFTER O.H. ELECTRIC RELOCATION ARE CONCEPTUAL AND SHOWN ONLY TO ALERT THAT THE MSE WALL

SEE SHEET 16 FOR SECTION E-E.

1.

2.

3.

4.

5.

MSE WALL 2 NOTES

N. McDOWELL

K. WALKER

(TO BE REMOVED, TYP.)

EXISTING LIGHT POLE

E (SIM.)

E (SIM.)

E

E

COST OF WALL 2 CONCRETE COPING INCLUDED IN S501-30C.6.

STA. 21+91.14

¡ GREENBELT LINK

STA. 416+94.00=

¡ ECKERT ROAD

EXISTING R/W (TYP.)

TEMPORARY EASEMENT (TYP.)

PROPOSED R/W (TYP.)

SEE ROADWAY PLANS

2 - 2"� RPC (SPARE),

FIBER (TO BE RELOCATED)

EXISTING ELECTRIC AND

MILLBROOK WAY

TO SOUTH

SEE ROADWAY PLANS

2 - 2"� RPC (SPARE),

NOTE:

EXPANSION JOINT.

THROUGH

REINFORCEMENT

DO NOT RUN

1'-1"

M I N

(SEE NOTE 2 & 3)

L

(SEE NOTE 2)

L

COUNTY

BRIDGE DWG. NO.

ACHD NO.

SHEET

OF

SCALES SHOWN

PRINTS ONLY

ARE FOR 11" X 17"

CADD FILE NAME

DRAWING DATE:

DWG. CHECKED

DETAILED

DESIGN CHECKED

DX\prjXXXXX\ProjDev\Bridge\Plans

BY

R

IG

IN

A L

S T

O R

E D

A T

I

T D

B R

ID

G

E S

E C

T

IO

N

B o is e Id a h o

JULY 2026

12811 brRW 005.dgn ADA

18582

12811364' PRESTRESSED CONCRETE GIRDER BRIDGE

ECKERT ROAD OVER BOISE RIVER

ECKERT ROAD STA. 412+42.06

P R

O F

E S

SI

ONAL ENG

IN

E

E R

S T

A T

E OF ID

A

N I C

H O

L

A S J. R. M c D

O W

E L

L

CAST-IN-PLACE CONCRETE COPING DETAIL

2"=1'-0"

(M

IN

= WALL LAYOUT LINE

FRONT FACE OF MSE WALL

(TYP.)

#4 x CONT.

M I N

(MAX.)

#4 @ 12"

(TYP.)

2" CLR.

12" MAX.

#4 @

WALL PANEL

OF MSE

BACK FACE

THICKNESS PER

STRUCTURAL

SURFACE

TEXTURED CONCRETE

MANUFACTURER

(5

2" MIN.)

SEE NOTE 10

PRECAST CONCRETE PANEL

6"

CONCRETE V-DITCH DETAILS

COPING

TOP OF

2'-0"

1'-0"

JOINT FILLER

" PREFORMED 2

D7.5 x D7.5

WWF 6x6 -

SEE NOTE 8

6" (TYP.),

FINISHED GRADE

PEDESTRIAN/BICYCLE RAILING

3"

PEDESTRIAN/BICYCLE RAILING

CONCRETE POST FOR

4" AGGREGATE

FOR UNTREATED

BASE (INCIDENTAL

TO S501-17A)

N. McDOWELL

S. WALIMAA

MSE WALL DETAILS - SHEET 1

WALL BACKFILL

REINFORCED MSE

(INCIDENTAL TO S501-17A)

EXCAVATION

LEGEND

(INCIDENTAL TO S501-17A)

& GRANULAR SUBBASE

COMPACTING BACKFILL

NOTES

PROVIDE MSE RETAINING WALL AND COPING IN ACCORDANCE WITH S501-17A.

DETERMINE ACTUAL WALL REINFORCEMENT LENGTH.

OF COPING AND NOT LESS THAN 8'-0". WALL MANUFACTURER MUST

THE HEIGHT, H, MEASURED FROM BOTTOM OF MSE WALL BACKFILL TO TOP

PROVIDE SOIL REINFORCEMENT LENGTH, L, THAT IS A MINIMUM OF 100% OF

SURFACE INCIDENTAL TO S501-17A.

CONCRETE PANELS IN ACCORDANCE WITH S501-17A. PANEL TEXTURED

TEXTURED CONCRETE SURFACE TO EXPOSED FACE OF PRECAST PROVIDE

ITEM S501-17A.

V-DITCH AND THE CAST-IN-PLACE CONCRETE COPING IS INCIDENTAL TO PAY

THE COST OF FURNISHING MATERIALS AND CONSTRUCTING THE CONCRETE

UNTIL CONCRETE V-DITCH HAS BEEN CONSTRUCTED.

PROVIDE PROTECTION FROM MOISTURE INTRUSION INTO MSE WALL BACKFILL

PLACE CONCRETE V-DITCH AFTER COMPLETING MSE WALL CONSTRUCTION.

CONCRETE V-DITCH WITH MSE WALL PANEL JOINTS.

ALIGN CONTRACTION AND EXPANSION JOINT LOCATIONS IN COPING AND

THE COPING AND IN THE CONCRETE V-DITCH WITH MAX. SPACING OF 60'-0".

AND AT GRADE BREAKS AND ANGLE POINTS. PROVIDE EXPANSION JOINTS IN

PROVIDE CONTRACTION JOINTS IN THE COPING AT 10'-0" MAX. INTERVALS

SLOPE OF CONCRETE V-DITCH TO FOLLOW SLOPE OF MSE WALL.

ITEM TO BE DESIGNED BY WALL MANUFACTURER.

" MINIMUM STRUCTURAL THICKNESS.2

PROVIDE 5

ASSUMED. MAKE ADJUSTMENTS IF DIFFERENT PANEL THICKNESS IS USED.

LINE. FOR LAYOUT PURPOSES, MSE WALL PANEL THICKNESS OF 7" IS

STATIONS, OFFSETS AND ELEVATIONS ARE COMPUTED AT MSE WALL LAYOUT

1.

2.

4.

5.

6.

7.

8.

9.

10.

EXPANSION JOINT DETAIL

NTS

(COPING SHOWN, V-DITCH SIMILAR)

JOINT FILLER

" PREFORMED 2

COPING. OMIT ON V-DITCH)

EXPOSED FACES OF

" CHAMFER (TYP. ON 4

NTS

COPING CONTRACTION JOINT DETAIL

"4

"4

"4

RIPRAP (624-005A)

WALL ELEVATION.

DESIGN MSE WALL FOR AN EXPOSED HEIGHT 2'-0" ABOVE THE BOTTOM OF 3.

THROUGH REINFORCED MSE BACKFILL.

CONCRETE POST FOR PEDESTRIAN/BICYCLE RAILING BEING INSTALLED

PROVIDE DETAIL IN MSE RETAINING WALL SHOP DRAWINGS SHOWING THE 11.

W. MEYER

K. WALKER

PROVIDE ANTI-GRAFFITI COATING IN ACCORDANCE WITH SECTION 574.12.

SECTION A-A

CONCRETE PANEL

PRECAST

WALL

FRONT FACE OF MSE

WALL LAYOUT LINE =

CAST-IN-PLACE CONCRETE COPING

P A

Y L

IM

IT

S O

F M

S E

R E

T A

IN

IN

G W

A L

L

H

A N

T I-

G R

A F

F

IT

I C

O A

T

IN

G

P A

Y L

IM

IT

S O

F

BENCH

4'-0"

(M

IN

GRADE

FINISHED

SYSTEM

DRAINAGE

*WALL

(SEE DETAIL THIS SHEET)

CONCRETE V-DITCH

RAILING, SEE NOTE 11

CONCRETE POST FOR PEDESTRIAN/BICYCLEPEDESTRIAN/BICYCLE RAILING

GROUND

EXISTING

BACKFILL

RETAINED

2H:1V MAX.)

(SLOPE VARIES,

FINISHED GRADE

*CONCRETE LEVELING PAD

(SEE NOTE 3)

ELEV. 2745.00

TOP OF LEVELING PAD

BOTTOM OF WALL =

"=1'-0"16

MSE WALL (S501-17A) ON SHEET 10

SECTION APPLIES WITHIN CONCRETE PANEL

SHEET 15

DETAIL ON

RIPRAP, SEE

"=1'-0"16

SECTION B-B

CONCRETE PANEL

PRECAST

TOP OF COPING

WALL

FRONT FACE OF MSE

WALL LAYOUT LINE =

CAST-IN-PLACE CONCRETE COPING

*CONCRETE LEVELING PAD

P A

Y L

IM

IT

S O

F M

S E

R E

T A

IN

IN

G W

A L

L

H

(M

IN

A N

T I-

G R

A F

F

IT

I C

O A

T

IN

G

P A

Y L

IM

IT

S O

F

BENCH

4'-0"

(M

IN

GRADE

FINISHED

SYSTEM

SHOWN OR NOTED.

FOR…