Broadway Bridge Feasibility Study Conceptual Bridge

T E C H N I C A L M E M O R A N D U M

TR0403151027SAC CH2M HILL, Inc. 1

Broadway Bridge Feasibility StudyBroadway Bridge Feasibility StudyBroadway Bridge Feasibility StudyBroadway Bridge Feasibility Study Conceptual Bridge AlternativesConceptual Bridge AlternativesConceptual Bridge AlternativesConceptual Bridge Alternatives

PREPARED FORPREPARED FORPREPARED FORPREPARED FOR:::: City of West Sacramento, in cooperation with

the City of Sacramento

PREPARED BYPREPARED BYPREPARED BYPREPARED BY CH2M and Hardesty & Hanover

IntroductionIntroductionIntroductionIntroduction

CH2M has been retained by the City of West Sacramento to evaluate the feasibility of a new crossing of

the Sacramento River between the cities of West Sacramento and Sacramento. The crossing will connect

with Broadway on the east landing and 5th Street on the West Sacramento landing. The feasibility of a

movable span over the main navigation channel has been investigated. Various alignments and structure

types have been considered as part of this study.

Site ConstraintsSite ConstraintsSite ConstraintsSite Constraints

Profile and AlignmentProfile and AlignmentProfile and AlignmentProfile and Alignment

The profile is constrained by an at grade rail crossing on the east landing. On the west landing, the

profile will conform to 5th Street. Because of these constraints, along with the vertical clearance

requirements of the U.S. Coast Guard, a movable span will be required.

Numerous alignments have been evaluated and these may impact some of the construction details and

bridge types considered. However, all of the alignments being proposed are feasible for the new

crossing.

Bike paths will cross under the approach spans of the bridge on both sides of the river, allowing for

unimpeded north-south bicycle and pedestrian movement.

Street car travel on the bridge has been considered and is viable for all structural options considered.

Deck details can be provided for all structure types that will accommodate street cars and light rail in the

future.

Navigation ChannelNavigation ChannelNavigation ChannelNavigation Channel

A site was conducted with a representative of the U.S. Coast Guard (USCG) in attendance. The proposed

alignments were discussed and a minimum horizontal opening of 170 feet has been identified for the

proposed crossing. Based on preliminary discussions with USCG, the southernmost alignment

(Alignment D) evaluated will require a minimum horizontal opening of 200 feet.

Hydraulic and Hydrologic

As detailed in Appendix D of this study, preliminary hydraulic impacts of the proposed crossing have

been evaluated. The number of piers, size of the piers, size and type of any fender systems, and the type

of the piers all need to be considered when determining impacts to the 100-year water surface

elevation. Foundations will be selected that minimize impacts to the existing water surface elevation.

The Sacramento River falls under the jurisdiction of the Central Valley Flood Protection Board (CVPPB).

As such, and based on the classification of the river and the project's location, three feet of freeboard

above the 200 year water surface elevation will need to be provided. Because of this constraint, and the

CONCEPTUAL BRIDGE ALTERNATIVES


at grade crossing on the eastern touch down, the eastern approach roadway is proposed to be placed in

the current flood plain between the rail line and the ordinary high water level of the river on its eastern

side. With the east abutment founded near the edge of the river, CVFPB freeboard requirements can be

met across the length of the crossing.

GeotechnicalGeotechnicalGeotechnicalGeotechnical

The geotechnical recommendations at this phase of the project are recommending driven pipe piles to

support the piers. Large diameter cast-in-steel-shell (CISS) piles with diameters of 4 feet and 5 feet are

viable at this location. Smaller diameter 24-inch CISS piles are proposed to support the approach spans

of the crossing.

Based on review of existing subsurface explorations that have been performed, liquefaction and lateral

spreading are expected at the project site. Lateral spreading can be mitigated via larger foundations or

ground improvements.

Structure TypeStructure TypeStructure TypeStructure Type

Movable SpanMovable SpanMovable SpanMovable Span

Numerous types of movable span bridge types were considered. A lift span, a bascule, and a bobtail

swing span have all been identified as being appropriate for the site based on the required navigational

channel opening width and proposed typical sections. Figures showing preliminary concepts for each of

these options are contained in Attachment 1.

Lift Span. A lift span alternative with concrete towers has been developed. The concrete towers are

more economical than comparable steel towers. The towers can be cast in place using jump forms, or

assembled using precast segments barged and lifted into place. This alternative will work for all

alignments considered, including the southernmost alignment with the longer navigational channel

width, as well as all of the structure widths considered.

Bascule. A bascule span is another option that has been considered for the movable span. The bascules

will require in order to minimize the pier size in the river. A twin leaf bascule would be required for the

64-foot wide and 84-foot wide cross sections. A total of four leafs will be required for the 98-foot wide

cross section, because of the increased width.

Bobtail Swing. A bobtail swing bridge is one potential option for the crossing. This alternative is feasible

for the two northern alignments and can accommodate the 64-foot and 84-foot wide typical sections.

The 98-foot wide typical section is not feasible for this option. In addition, the larger navigation opening

required for the southern alignment cannot be accommodated with a bobtail swing bridge.

A comparative matrix of the movable bridge types is included in Attachment 2.

Approach SpansApproach SpansApproach SpansApproach Spans

Structure Type. Numerous structure types have been considered for the approach spans. As the

movable span will be the focal point of the crossing, the approach spans should be comprised of

conventional structure types. Both pre-cast girders and steel plate girders are being recommended for

the approach spans.

The steel plate girders are light weight, can accommodate the span configurations being considered, and

will match the material used for the movable span. Based on planning level quantities, the assumed cost

of a steel plate girder bridge is $375 per square foot.

Pre-cast girders are readily available and require less long term maintenance than steel girders. Based

on planning level quantities, the assumed cost of a pre-cast girder bridge is $290 per square foot.



Cast in place post-tensioned box girders are not recommended, as this will require falsework placed in

the river. This will increase the project cost and cause environmental impacts that can be avoided by

utilizing other construction methods.

Span Configuration. The western approach will require one to two spans. On the eastern approach,

anywhere from two to four spans are feasible. Four spans would reduce the overall structure depth of

the approaches, however the extra cost associated with the additional of an extra in-river foundation

does not warrant using four spans on the eastern approach. Steel girders can be used for both the two-

span and three-span approach configurations. Pre-cast girders are not recommended for the two-span

alternative due to the 200-foot long span lengths.

Six variations of alignment type, movable span type, approach span type, and approach span

configuration have been developed and are shown in Attachment 3. A summary of each figure is shown

in Table 1.

Table 1. Summary of General Plan FiguresTable 1. Summary of General Plan FiguresTable 1. Summary of General Plan FiguresTable 1. Summary of General Plan Figures

Figure Alignment Movable Span

Type

Approach Span

Type

# of Approach

Spans

1 Middle Lift Steel Two

2 Middle Lift Steel or Precast Three

3 Middle Lift Steel or Precast Four

4 Middle Bascule Steel Two

5 North Lift Steel Two

6 North Bascule Steel or Precast Three

Cost. Planning level cost estimates of the 76’ approach spans were completed to determine average unit

costs for the steel plate girder and pre-cast girder options. Based on these quantities, a cost per square

foot was developed. This square foot amount was used to come up with the costs for the 86’ widths

shown in Table 2. In addition, preliminary cost implications of having two versus three spans on the

eastern approach was evaluated. These estimates are included in Attachment 4 and the results are

summarized in Table 2 below.

Table 2. Approach Span Cost Table 2. Approach Span Cost Table 2. Approach Span Cost Table 2. Approach Span Cost ComparisonComparisonComparisonComparison (Includes 25% Contingency)(Includes 25% Contingency)(Includes 25% Contingency)(Includes 25% Contingency)

Typical Section

Width

Approach Span

Type

# of Approach

Spans

Cost Cost per Square

Foot

86 feet Steel Two $15.6M $375

86 feet Steel Three $15.7M $375

86 feet Precast Four $12.1M $290

AestheticsAestheticsAestheticsAesthetics

Aesthetics of the new crossing will be dominated by the movable span and its piers. The approach spans

and piers will be detailed to enhance the aesthetics of the movable spans and piers. Steel plate girders

can be painted to match the movable span. Pre-cast girders can also be painted, should that be desired.

Overlooks at pier locations are proposed to provide viewing locations for users on both the upstream

and downstream sides of the bridge. An open barrier with a pedestrian and bicycle railing is proposed

for use.



Design CriteriaDesign CriteriaDesign CriteriaDesign Criteria

During the type selection phase of the project, project specific design criteria will be created. Applicable

criteria will include the following design codes:

• Caltrans Seismic Design Criteria (SDC), Version 1.7, April 2013.

• AASHTO LRFD 6th Edition with California Amendments.

• AASHTO Guide Specifications and Commentary for Vessel Collision Design of Highway Bridges,

Second Edition, 2009.

• Sacramento Regional Transit Design Criteria.

Attachment 1

Lift Span Exhibits

236'-0"94'-0"

170'-0" CHANNEL

BOBTAIL SWING - ELEVATIONDATE

DESIGN BY

DRAWN BY

APPROVED

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PREPARED FOR: PREPARED BY:

R E F E R E N C ERef. No.SHEET REV.SIZE

ANSIDNo. Date

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DRAWING NO. :

PROJECT NO.

City of West Sacramento

City of Sacramento &

BROADWAY BRIDGE over SACRAMENTO RIVERC MCMAHON

2015- 10- 28

AS NOTED

P ROODY

www.Hardesty-Hanover.com

Ph +1-212-944-1150 Fax +1-212-391-0297

1501 Broadway, New York, NY 10036 U.S.A.

20 0 20 40

SCALE IN FEET

16+00 17+00 18+00 19+00 20+00 21+00

DATUM -30.000

• BEARING (SWING SPAN)

STA. 18+76.67

• CHANNEL

• PIVOT (STA. 20+14)• BEARING (SWING SPAN)

ELEVATION

SCALE: 1"=20'-0"

3'-0"

2'-0"

170'-0" CHANNEL

236'-0"94'-0"

98'-0"

OU

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BOBTAIL SWING - PLANDATE

DESIGN BY

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2015- 10- 28

AS NOTED

P ROODY


Ph +1-212-944-1150 Fax +1-212-391-0297


16+00 17+00 18+00 19+00 20+00 21+00

• CHANNEL

RI

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• BEARING (SWING SPAN)• PIVOT (STA. 20+14)

• BEARING (SWING SPAN)

PLAN

SCALE: 1"=20'-0"

8'-0"

12'-0" SIDEWALK

8'-0" BIKE LANE

7'-0" RAISED MEDIAN

13'-0" LANE

8'-0" BIKE LANE

7'-0" RAISED MEDIAN

13'-0" LANE

12'-0" SIDEWALK

98'-0"

8'-0" 2'-0"2'-0"7'-0"13'-0"8'-0"12'-0"3'-0"

26'-0"

7'-0" 13'-0" 8'-0" 12'-0" 3'-0"

86'-0"

7'-0"13'-0"8'-0"12'-0"3'-0"

14'-0"

7'-0" 13'-0" 8'-0" 12'-0" 3'-0"

BOBTAIL SWING - SECTIONS

• BRIDGE

LANEBIKE LANESIDEWALK

RAISED CENTER MEDIAN

LANE BIKE LANE SIDEWALK

2" WEARING COURSE

1" TOP PLATE WITH

TO FLUSH AT ENDS

10'-0" AT PIVOT

HEIGHT VARIES

• BRIDGE

LANEBIKE LANESIDEWALK

RAISED CENTER MEDIAN

LANE BIKE LANE SIDEWALK

2" WEARING COURSE

1" TOP PLATE WITH

SCALE: ‚" = 1'-0"

BOB-TAIL SWING SPAN CROSS SECTION AT TOE/HEEL

SCALE: ‚" = 1'-0"

BOB-TAIL SWING SPAN CROSS SECTION AT PIVOT

DATE

DESIGN BY

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2015- 10- 28

AS NOTED

P ROODY


Ph +1-212-944-1150 Fax +1-212-391-0297


Attachment 2

Broadway Bridge Comparative Matrix

Broadway Bridge Comparative MatrixBroadway Bridge Comparative MatrixBroadway Bridge Comparative MatrixBroadway Bridge Comparative Matrix

Movable Bridge Type Aesthetics Environmental Superstructure Constructability Capital Cost O&M Cost Opening Time

Vertical Lift Consistent with bridge types currently on

river; options for contemporary or

tradtitional aesthetic of towers and span

Minimal river impacts with two

smaller tower footprints

Multisteel box girders

provide most economic and

simplistic option; traditional

steel truss option available

Concrete towers provide

Contractor flexibility with

precast and cast-in-place

options; anticipated week

long restriction for erection

of movable span

Lowest with exception of 2

lane (64 foot width)

configuration

Low O&M costs with

incorporation of concrete

towers; most desirable

option for rail integration

and maintenance

Shortest

Bobtail Swing Low profile superstructure; option for

contemporary (orthotropic box section)

or traditional (steel through truss)

aesthetic of span

Minimal river impacts with

single pivot pier footprint

Steel orthotropic box

section; traditional steel

through truss option

available

Can be erected in open

position while maintaining

navigation channel

Lowest for two lanes (64-foot

width) configuration

Higher O&M cost for

hydraulic drive system;

similar O&M cost for

traditional gear drive

option

Longest

Double Leaf Bascule Larger piers create bulkiest appearance in

river

Increased river impacts with two

larger bascule pier footprints;

greatest hydraulic impacts

Steel through truss option

available with overhead

counterweight and reduced

pier size; four leaves likely

required for widest (98 feet)

typical section option

Anticipated month-long

partial restiction/closure of

navigation channel to

facilitate erection of

movable span

Highest Low O&M costs;

least desirable option for

rail integration and

maintenance

Shortest

Notes:

O&M = operation and maintenance

Attachment 3

General Plans

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BROADW AY BRIDGE FEASIBILITY STUDY

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SACRAMENTO RIVER

15

+0

01

6+

00

17

+0

01

8+

00

19

+0

02

0+

00

21

+0

02

2+

00

23+

00

24+

00

++

14+00

15+00

16+00

17

+0

01

8+

00

19

+0

02

0+

00

21

+0

02

2+

00

23+

00

24+00

25+00

PC STA 23+15.05

PT STA 16+25.85

-5

-5

-5

-5

40

-5

-5

-5

-5

-5

0 0 00

000

555

55

5

10

10

10

15

15

15

1520

20

20

20

25

25

25

25

30

30

30

3030

35

35

35

25'-

0"

25'-

0"25'-

0"

25'-

0"

GIR

DE

R

PL

AT

E

ST

EE

L

EL

EV

= -2

.00

5'-6"

24" C

AS

T-IN

-ST

EE

L-S

HE

LL

PIL

ES

SE

AL

CO

UR

SE

1" =

10'-0

"

N

LIF

T S

PA

N

22

0'-0

"

BB

EB

1" =

60'-0

"

1" =

60'-0

"

PL

AN

OG

RE

TA

ININ

G W

AL

L

82

0'-0

" M

EA

SU

RE

D A

LO

NG

"B

" L

INE

DE

VE

LO

PE

D E

LE

VA

TIO

N

GIR

DE

R A

LT

ER

NA

TIV

ES

SY

ME

TR

IC A

BO

UT

C B

RID

GE

NO

TE

:

L

DA

TU

M =

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0

L

Abut 1

Abut 8

BE

NT

3B

EN

T 4

BE

NT

5B

EN

T 6

IND

ICA

TE

S 2

00 Y

r WA

TE

R S

UR

FA

CE

EL

EV

AT

ION

SACRAMENTO RIVER

TO S

ACR

AM

ENTO

TO W

EST S

ACR

AM

ENTO

TY

PE

N30S

AP

PR

OA

CH

ST

RU

CT

UR

ET

YP

E N

30S

AP

PR

OA

CH

ST

RU

CT

UR

E

Ele

v 4

8.2

4E

B 2

4+

12

.00

Ele

v 5

4.7

7B

B 1

5+

92

.00

TY

PIC

AL

ED

GE

OF

BA

NK

TY

PIC

AL

ED

GE

OF

BA

NK

C B

EA

RIN

GL

C B

EA

RIN

GL

CH

AN

NE

L

17

0'-0

"

C C

HA

NN

EL

L

TY

PIC

AL

SE

CT

ION

(AP

PR

OA

CH

SP

AN

)

89

.1' M

in V

ert C

lr

ME

AN

WS

E 7

.63

'


75'-

0"

75'-

0"

90'-

0"

11

0'-0

"1

10

'-0"

90'-

0"

BE

NT

7B

EN

T 2

4'-6"

L

1" =

10'-0

"

TY

PIC

AL

SE

CT

ION

(LIF

T S

PA

N)

(Mo

d), T

yp

TY

PE

80

SW

SOUTH ALIGNMENT

"B

-S" L

INE

= C

BR

IDG

E

"B

-S" L

INE

= C

BR

IDG

E

"B

-S" L

INE

(Mo

d), T

yp

TY

PE

80

SW

GIR

DE

R C

AW

F54

WID

E F

LA

NG

E

CA

LIF

OR

NIA

PR

E-C

AS

T

CO

LU

MN

5' O

CT

AG

ION

AL

8'-0"

41

'-9"

41'-

9"

LA

NE

LA

NE

1'-

9"

SID

EW

AL

K

12

'-0"

BIK

E

8'-

0'

TR

AF

FIC

13'-

0"

7'-

0"

7'-

0"

TR

AF

FIC

13'-

0"

BIK

E

8'-

0"

SID

EW

AL

K

12

'-0

'

1'-

9"

LA

NE

LA

NE

83

'-6"

41

'-9"

41'-

9"

LA

NE

LA

NE

1'-

9"

SID

EW

AL

K

12

'-0"

BIK

E

8'-

0'

TR

AF

FIC

13'-

0"

7'-

0"

7'-

0"

TR

AF

FIC

13'-

0"

BIK

E

8'-

0"

SID

EW

AL

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12

'-0

'

1'-

9"

LA

NE

LA

NE

83

'-6"

FIL

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SACRAMENTO RIVER

15

+0

01

6+

00

17

+0

01

8+

00

19

+0

02

0+

00

21

+0

02

2+

00

23+

00

24+

00

++

14+00

15+00

16+00

17

+0

01

8+

00

19

+0

02

0+

00

21

+0

02

2+

00

23+

00

24+00

25+00

PC STA 23+15.05

PT STA 16+25.85

-5

-5

-5

-5

40

-5

-5

-5

-5

-5

0 0 00

000

555

55

5

10

10

10

15

15

15

1520

20

20

20

25

25

25

25

30

30

30

3030

35

35

35

GIR

DE

R

PL

AT

E

ST

EE

L

EL

EV

= -2

.00

8'-0"

24" C

AS

T-IN

-ST

EE

L-S

HE

LL

PIL

ES

SE

AL

CO

UR

SE

1" =

10'-0

"

N

12

5'-0

"

BB

EB

1" =

60'-0

"

1" =

60'-0

"

PL

AN

OG

RE

TA

ININ

G W

AL

L

81

9'-0

" M

EA

SU

RE

D A

LO

NG

"B

" L

INE

DE

VE

LO

PE

D E

LE

VA

TIO

N

DA

TU

M =

- 50.0

0

L

Abut 1

Abut 5

BE

NT

2B

EN

T 3

BE

NT

4

IND

ICA

TE

S 2

00 Y

r WA

TE

R S

UR

FA

CE

EL

EV

AT

ION

SACRAMENTO RIVER

TO S

ACR

AM

ENTO

TO W

EST S

ACR

AM

ENTO

TY

PE

N30S

AP

PR

OA

CH

ST

RU

CT

UR

ET

YP

E N

30S

AP

PR

OA

CH

ST

RU

CT

UR

E

Ele

v 4

8.3

2E

B 2

4+

09

.50

Ele

v 5

3.3

4B

B 1

5+

90

.50

TY

PIC

AL

ED

GE

OF

BA

NK

TY

PIC

AL

ED

GE

OF

BA

NK

C T

RU

NN

ION

LC

TR

UN

NIO

NL

CH

AN

NE

L

17

0'-0

"

C C

HA

NN

EL

L

TY

PIC

AL

SE

CT

ION

(AP

PR

OA

CH

SP

AN

)

ME

AN

WS

E 7

.63

'


18

5'-0

"1

85

'-0"

L

1" =

10'-0

"

TY

PIC

AL

SE

CT

ION

(LIF

T S

PA

N)

BA

CK

47'-

0"

BA

CK

47'-

0"

BA

SC

UL

E

23

0'-0

"

30'-

0"

30'-

0"

SP

AN

SP

AN

ST

-40, T

yp

BA

RR

IER

TY

PE

ST

-40, T

yp

TY

PE

BA

RR

IER

SOUTH ALIGNMENT

"B

-S" L

INE

"B

-S" L

INE

= C

BR

IDG

E

"B

-S" L

INE

= C

BR

IDG

E

41

'-9"

41'-

9"

83'-

6"

1'-

9"

SID

EW

AL

K

12'-

0"

BIK

E

8'-

0"

TR

AF

FIC

13

'-0

'

7'-

0"

7'-

0"

TR

AF

FIC

13'-

0"

BIK

E

8'-

0"

SID

EW

AL

K

12'-

0"

1'-

9"

LA

NE

LA

NE

LA

NE

LA

NE

41

'-9"

41'-

9"

83'-

6"

1'-

9"

SID

EW

AL

K

12'-

0"

BIK

E

8'-

0"

TR

AF

FIC

13

'-0

'

7'-

0"

7'-

0"

TR

AF

FIC

13'-

0"

BIK

E

8'-

0"

SID

EW

AL

K

12'-

0"

1'-

9"

LA

NE

LA

NE

LA

NE

LA

NE

FIL

EN

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PL

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BA

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ON

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CH

ON

OR

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AL

DR

AW

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1"

0

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PR

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DATENO.

DSGN DR

REVISION

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SH

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pw

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SACRAMENTO RIVER

15

+0

01

6+

00

17

+0

01

8+

00

19

+0

02

0+

00

21

+0

02

2+

00

23+

00

24+

00

++

14+00

15+00

16+00

17

+0

01

8+

00

19

+0

02

0+

00

21

+0

02

2+

00

23+

00

24+00

25+00

PC STA 23+15.05

PT STA 16+25.85

25'-

0"

25'-

0"

25'-

0"

25'-

0"

GIR

DE

R

PL

AT

E

ST

EE

L

EL

EV

= -2

.00

8'-0"

24" C

AS

T-IN

-ST

EE

L-S

HE

LL

PIL

ES

SE

AL

CO

UR

SE

1" =

10'-0

"

N

BB

EB

1" =

60'-0

"

1" =

60'-0

"

PL

AN

OG

DE

VE

LO

PE

D E

LE

VA

TIO

N

DA

TU

M =

- 50.0

0

L

Abut 1

BE

NT

2B

EN

T 3

IND

ICA

TE

S 2

00 Y

r WA

TE

R S

UR

FA

CE

EL

EV

AT

ION

SACRAMENTO RIVER

TO S

ACR

AM

ENTO

TO

WE

ST

SA

CR

AM

EN

TO

TY

PE

N30S

AP

PR

OA

CH

ST

RU

CT

UR

E

TY

PE

N30S

AP

PR

OA

CH

ST

RU

CT

UR

E

Ele

v 5

6.8

3B

B 2

5+

30

.00

TY

PIC

AL

ED

GE

OF

BA

NK

TY

PIC

AL

ED

GE

OF

BA

NK

CH

AN

NE

L

17

0'-0

"

C C

HA

NN

EL

L

TY

PIC

AL

SE

CT

ION

(AP

PR

OA

CH

SP

AN

)

ME

AN

WS

E 7

.63

'


L

1" =

10'-0

"

TY

PIC

AL

SE

CT

ION

(LIF

T S

PA

N)

Abut 5

BE

NT

4

NORTH ALIGNMENT

(Mo

d), T

yp

TY

PE

80

SW

BA

RR

IER

80

SW

(Mo

d), T

yp

BA

RR

IER

TY

PE

LIF

T S

PA

N

22

0'-0

"

83

0'-0

" M

EA

SU

RE

D A

LO

NG

"B

" L

INE

C B

EA

RIN

GL

21

0'-0

"2

10

'-0"

92

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in V

ert C

lr

14

0'-0

"

C B

EA

RIN

GL

Ele

v 4

9.5

1E

B 3

3+

60

"B

-N" L

INE

"B

-N" L

INE

= C

BR

IDG

E

"B

-N" L

INE

= C

BR

IDG

E

41

'-9"

41'-

9"

83

'-6"

8'-0"

LA

NE

LA

NE

LA

NE

LA

NE

L

41

'-9"

41'-

9"

83'-

6"

L

LA

NE

LA

NE

LA

NE

LA

NE

"B

-N" L

INE

= C

BR

IDG

E

"B

-N" L

INE

= C

BR

IDG

E

1'-

9"

SID

EW

AL

K

12'-

0"

BIK

E

8'-

0"

TR

AF

FIC

13

'-0

'

7'-

0"

7'-

0"

TR

AF

FIC

13'-

0"

BIK

E

8'-

0"

SID

EW

AL

K

12'-

0"

1'-

9"

1'-

9"

SID

EW

AL

K

12'-

0"

BIK

E

8'-

0'

TR

AF

FIC

13'-

0"

7'-

0"

7'-

0"

TR

AF

FIC

13'-

0"

BIK

E

8'-

0"

SID

EW

AL

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12

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'

1'-

9"

FIL

EN

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OR

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AW

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DATENO.

DSGN DR

REVISION

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SACRAMENTO RIVER

25

+0

02

6+

00

27

+0

02

8+

00

29

+0

03

0+

00

31+

00

32

+0

033+

00

34

+0

0

24

+0

02

5+

00

26

+0

02

7+

00

28

+0

02

9+

00

30

+0

03

1+

00

32

+0

03

3+

00

34

+0

0

-5

-5

-5

-5

-5

-5

-5

-5

0

0

0

0

000

5

5

5

5

55

1010

10

1010

15

15

15

20

20

20

2025

25

30

30

30

35

35

41

'-9"

41'-

9"

83

'-6"

8'-0"

GIR

DE

R

PL

AT

E

ST

EE

L

EL

EV

= -2

.00

CO

LU

MN

5' O

CT

AG

ION

AL

8'-0"

24" C

AS

T-IN

-ST

EE

L-S

HE

LL

PIL

ES

SE

AL

CO

UR

SE

1" =

10'-0

"

N

LA

NE

LA

NE

LA

NE

LA

NE

11

0'-0

"

BB

EB

1" =

60'-0

"

1" =

60'-0

"

PL

AN

OG

82

4'-0

" M

EA

SU

RE

D A

LO

NG

"B

" L

INE

DE

VE

LO

PE

D E

LE

VA

TIO

N

DA

TU

M =

- 50.0

0

L

Abut 1

BE

NT

2B

EN

T 3

IND

ICA

TE

S 2

00 Y

r WA

TE

R S

UR

FA

CE

EL

EV

AT

ION

SACRAMENTO RIVER

TO S

ACR

AM

ENTO

TO

WE

ST

SA

CR

AM

EN

TO

TY

PE

N30S

AP

PR

OA

CH

ST

RU

CT

UR

E

TY

PE

N30S

AP

PR

OA

CH

ST

RU

CT

UR

E

Ele

v 4

9.6

0E

B 3

4+

57

.00

Ele

v 5

6.8

8B

B 2

5+

33

.00

TY

PIC

AL

ED

GE

OF

BA

NK

TY

PIC

AL

ED

GE

OF

BA

NK

C T

RU

NN

ION

LC

TR

UN

NIO

NL

CH

AN

NE

L

17

0'-0

"

C C

HA

NN

EL

L

TY

PIC

AL

SE

CT

ION

(AP

PR

OA

CH

SP

AN

)

ME

AN

WS

E 7

.63

'


41

'-9"

41'-

9"

83'-

6"

L

LA

NE

LA

NE

LA

NE

LA

NE

1" =

10'-0

"

TY

PIC

AL

SE

CT

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Attachment 4

Approach Span Cost Estimates

GENERAL PLAN ESTIMATE X ADVANCE PLANNING ESTIMATE

Revised - December 3, 2007

RCVD BY: IN EST:OUT EST:

BRIDGE: Broadway Bridge BR. No.: DISTRICT: 03TYPE: Steel Plate Girder - 2 Span East Approach RTE: BroadwayCU: CO: SacramentoEA: PM:

LENGTH: 550.00 WIDTH: 76.00 AREA (SF)= 41,800DESIGN BY: CH2M# OF STRUCTURES IN PROJECT : 1 EST. NO. 1PRICES BY : M. Negrete COST INDEX: 2015PRICES CHECKED BY : DATE:QUANTITIES BY: M. Negrete DATE: 6/29/2015

CONTRACT ITEMS TYPE UNIT QUANTITY PRICE AMOUNT1 STRUCTURE EXCAVATION (TYPE A) CY 166 $600.00 $99,540.002 STRUCTURE EXCAVATION (BRIDGE) CY 498 $60.00 $29,868.003 SEAL COURSE CONCRETE CY 139 $300.00 $41,610.004 24" CAST-IN-DRILLED-HOLE CONCRETE PILING LF 3,640 $200.00 $728,000.005 FURNISH 24" CAST-IN-STEEL SHELL CONCRETE PILE LF 1,820 $145.00 $263,900.006 DRIVE 24" CAST-IN-STEEL SHELL CONCRETE PILE EA 26 $9,000.00 $234,000.007 STRUCTURAL CONCRETE, BRIDGE CY 1,598 $1,200.00 $1,917,960.008 STRUCTURAL CONCRETE, BRIDGE FOOTING CY 480 $600.00 $288,000.009 STRUCTURAL CONCRETE, APPROACH SLAB CY 169 $750.00 $126,750.00

10 BAR REINFORCING STEEL (BRIDGE) LB 396,346 $2.00 $792,692.0011 JOINT SEAL (MR = 2" ) LF 152 $135.00 $20,520.0012 FURNISH STRUCTURAL STEEL (BRIDGE) LB 1,349,000 $2.50 $3,372,500.0013 ERECT STRUCTURAL STEEL (BRIDGE) LB 1,349,000 $1.40 $1,888,600.0014 CONCRETE BARRIER (TYPE 80) LF 1,100 $350.00 $385,000.001516171819202122232425 26 27 28 29 30

SUBTOTAL $10,188,940TIME RELATED OVERHEAD $1,018,894MOBILIZATION ( @ 10 % ) $1,245,315SUBTOTAL BRIDGE ITEMS $12,453,149CONTINGENCIES (@ 25%) $3,113,287BRIDGE TOTAL COST $15,566,436COST PER SQ. FOOT $372.40BRIDGE REMOVAL (CONTINGENCIES INCL.)WORK BY RAILROAD OR UTILITY FORCES

GRAND TOTAL $15,566,436COMMENTS: BUDGET ESTIMATE AS OF $15,566,000

Escalated Budget Estimate to Midpoint of Construction *Escalation Rate per Year

Years Beyond Escalated Years Beyond EscalatedMidpoint Budget Est. Midpoint Budget Est.

1 $15,566,000 4 $15,566,0002 $15,566,000 5 $15,566,0003 $15,566,000

* Escalated budget estimate is provided for information only, actual construction costs may vary. Escalated budget estimates provided do not replace Departmental policy to update cost estimates annually.




BRIDGE: Broadway Bridge BR. No.: DISTRICT: 03TYPE: Steel Plate Girder - 3 Span East Approach RTE: BroadwayCU: CO: SacramentoEA: PM:


CONTRACT ITEMS TYPE UNIT QUANTITY PRICE AMOUNT1 STRUCTURE EXCAVATION (TYPE A) CY 332 $600.00 $199,140.002 STRUCTURE EXCAVATION (BRIDGE) CY 498 $60.00 $29,868.003 SEAL COURSE CONCRETE CY 277 $300.00 $83,190.004 24" CAST-IN-DRILLED-HOLE CONCRETE PILING LF 3,640 $200.00 $728,000.005 FURNISH 24" CAST-IN-STEEL SHELL CONCRETE PILE LF 3,640 $145.00 $527,800.006 DRIVE 24" CAST-IN-STEEL SHELL CONCRETE PILE EA 52 $9,000.00 $468,000.007 STRUCTURAL CONCRETE, BRIDGE CY 1,861 $1,200.00 $2,232,720.008 STRUCTURAL CONCRETE, BRIDGE FOOTING CY 683 $600.00 $409,620.009 STRUCTURAL CONCRETE, APPROACH SLAB CY 169 $750.00 $126,750.00

10 BAR REINFORCING STEEL (BRIDGE) LB 480,684 $2.00 $961,368.0011 JOINT SEAL (MR = 2" ) LF 152 $135.00 $20,520.0012 FURNISH STRUCTURAL STEEL (BRIDGE) LB 1,045,000 $2.50 $2,612,500.0013 ERECT STRUCTURAL STEEL (BRIDGE) LB 1,045,000 $1.40 $1,463,000.0014 CONCRETE BARRIER (TYPE 80) LF 1,100 $350.00 $385,000.001516171819202122232425 26 27 28 29 30

SUBTOTAL $10,247,476TIME RELATED OVERHEAD $1,024,748MOBILIZATION ( @ 10 % ) $1,252,469SUBTOTAL BRIDGE ITEMS $12,524,693CONTINGENCIES (@ 25%) $3,131,173BRIDGE TOTAL COST $15,655,866COST PER SQ. FOOT $374.54BRIDGE REMOVAL (CONTINGENCIES INCL.)WORK BY RAILROAD OR UTILITY FORCES




1 $15,656,000 4 $15,656,0002 $15,656,000 5 $15,656,0003 $15,656,000





BRIDGE: Broadway Bridge BR. No.: DISTRICT: 03TYPE: Precast Wide Flange Girders RTE: BroadwayCU: CO: SacramentoEA: PM:


CONTRACT ITEMS TYPE UNIT QUANTITY PRICE AMOUNT1 STRUCTURE EXCAVATION (TYPE A) CY 332 $600.00 $199,140.002 STRUCTURE EXCAVATION (BRIDGE) CY 498 $60.00 $29,868.003 SEAL COURSE CONCRETE CY 277 $300.00 $83,190.004 24" CAST-IN-DRILLED-HOLE CONCRETE PILING LF 3,640 $200.00 $728,000.005 FURNISH 24" CAST-IN-STEEL SHELL CONCRETE PILE LF 3,640 $145.00 $527,800.006 DRIVE 24" CAST-IN-STEEL SHELL CONCRETE PILE EA 52 $9,000.00 $468,000.007 FURNISH PRECAST PRESTRESSED CONCRETE WIDE FLANGE GIRDER (120' - 130') EA 16 $40,000.00 $640,000.008 FURNISH PRECAST PRESTRESSED CONCRETE WIDE FLANGE GIRDER (140' - 150') EA 16 $60,000.00 $960,000.009 ERECT PRECAST PRESTRESSEC CONCRETE WIDE FLANGE GIRDER EA 32 $5,000.00 $160,000.00

10 STRUCTURAL CONCRETE, BRIDGE CY 1,861 $1,200.00 $2,232,720.0011 STRUCTURAL CONCRETE, BRIDGE FOOTING CY 683 $600.00 $409,620.0012 STRUCTURAL CONCRETE, APPROACH SLAB CY 169 $750.00 $126,750.0013 BAR REINFORCING STEEL (BRIDGE) LB 480,680 $2.00 $961,360.0014 JOINT SEAL (MR = 2" ) LF 152 $135.00 $20,520.0015 CONCRETE BARRIER (TYPE 80) LF 1,100 $350.00 $385,000.0016171819202122232425 26 27 28 29 30

SUBTOTAL $7,931,968TIME RELATED OVERHEAD $793,197MOBILIZATION ( @ 10 % ) $969,463SUBTOTAL BRIDGE ITEMS $9,694,628CONTINGENCIES (@ 25%) $2,423,657BRIDGE TOTAL COST $12,118,284COST PER SQ. FOOT $289.91BRIDGE REMOVAL (CONTINGENCIES INCL.)WORK BY RAILROAD OR UTILITY FORCES




1 $12,118,000 4 $12,118,0002 $12,118,000 5 $12,118,0003 $12,118,000


Documents

Broadway Bridge Feasibility Study Conceptual Bridge