d b e a g oa 7 loading h5 & pedestrian: p r 8 profile

DESIGN SPECIFICATIONS

Pedestrian Bridges, December 2009.

LRFD Guide Specifications for the Design of

6th Edition.

2012 AASHTO LRFD Bridge Design Specifications,

PLAN

A

AN

Sta. 301+00.90

Bk. E. Abut.

Sta. 301+53.49

Bk. W. Abut.

Bedding

Filter fabric

3’-0’’

2’-

8’’

4’-0’’

B

B

Class A4

Stone Riprap,

PROFILE GRADE

Along ~ Path

+0.00%Elev. 749.25

SECTION B-B8’-

0"

2’-

0"

2’-

0"

~ Path

13’-

6"

50’-0"

52’-7"

301+00

Flo

w

Boring #W315

Sta. 301+27.20

~ Structure

Prop.

Struct.

52’-7" Back to Back Abutments

50’-0" Span

Elev. 738.00 Elev. 738.00


50’-0" Span

Elev. 738.00


50’-0" Span

Elev. 738.00


50’-0" Span

Elev. 738.00

Elev. 744.00

Elev. 749.25

Elev. 745.50

SECTION A-A

~ Path

Flow

Elev. 744.00Elev. 744.00Elev. 744.00Elev. 742.00

Elev. 745.00

Elev. 738.00Elev. 738.00Elev. 738.00Elev. 738.00Elev. 738.00Elev. 738.00Elev. 738.00Elev. 738.00Elev. 738.00

21’-3"

15’-

3"

15’-3"13’-6"21’-3"

Sealand Expiration Date

Signature, Title, Date,

LOADING H5 & PEDESTRIAN:

Vehicle: H-5 Truck

Pedestrian: 90 psf (No reduction)

SEISMIC DATA

Soil Site Class = D

Design Spectral Acceleration at 0.2 sec. (S ) = 14.3


Seismic Performance Zone (SPZ) = 1

D1

DS

INDEX OF SHEETS:

Truss Superstructure

Bowstring Pedestrian

Concrete Weir

Reinforced

Design Specifications".

requirements of the current "AASHTO LRFD Bridge

one for the style of structure and complies with

shown on the plans. The design is an economical

design is structurally adequate for the design loading

information and belief, the bridge and structure

I certify that to the best of my knowledge

12"} Metal Shell Piles

FIELD UNITS

DESIGN STRESSES

fy = 50,000 psi (M270 Grade 50W)

fy = 60,000 psi (Reinforcement)

f’c = 3,500 psi

P.C.C. Sidewalk 6", Special

Elev. 746.00

ELEVATION

6"

16"

STR11 Soil Boring Log

STR10 Metal Shell Pile Details

STR9 Weir Details II

STR8 Weir Details I

STR7 Steel Railing (Special)

STR6 Substructure Layout

STR5 South Wingwalls

STR4 North Wingwalls

STR3 Abutments

and Bill of Material

STR2 Superstructure Details

STR1 General Plan & Elevation

DATE :

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(630)

407-6

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SHEET 51 80

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11-0125

OF

GE

NE

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L P

LA

N & E

LE

VA

TIO

N

ST

A. 301

+27.2

0

TYPICAL BRIDGE SECTION

Toe Plate

Safety Rail

Rub Rail

Vertical

Bottom Chord

Top Chord

Diagonal

in place forms

Concrete Deck w/ stay

Brace Diagonal

Floor Beam

N.T.S.

Load Type P (Lbs.) H (Lbs.) L (Lbs.)

Thermal

Wind

Wind Uplift (20 psf)

Vehicle Load

Uniform Live Load

Dead Load

BRIDGE REACTION TABLE

Positive - Downward load; Negative - Upward load

L - Longitudinal load at each footing (4 per Bridge)

H - Horizontal load at each footing (2 per Bridge)

P - Vertical load at each base plate (4 per Bridge)

Table References:

3’-

6"

Unit

TOTAL BILL OF MATERIAL

TotalDescription

*

* Denotes a Special Provision

*

*

*

*

GENERAL NOTES

4’-

6"

10’-0" Clear

50-FOOT SPAN - PEDESTRIAN TRUSS SUPERSTRUCTURE

-----

6,100

----

----

----

----

----

|2,140

-5,000

5,000

12,400

15,400

5,390

----

----

----

----

----

6.

5.

4.

3.

2.

1.

Reinforcement bars designated (E) shall be epoxy coated.

contract documents.

No field welding is permitted except as specified in the

as specified in Section 506 of the Standard Specifications.

a distance of 10 feet from the deck joint shall be painted

All structural steel and exposed surfaces of bearings within

steel.

Grade 50W for atmospheric corrosion resistant structural

formed welded square and rectangular tubing, AASHTO M270

1006 of the Standard Specifications, ASTM A847 for cold

Structural steel shall conform to the requirements of Section

ground conditions in the field as directed by the Engineer.

Layout of the slope protection system may be varied to suit

shall refer to the IDNR permit number _________________.

causeways, etc. Any permit application by the Contractor

shall include the placement of material for run-arounds,

activity placed in the water except cofferdams. This

Office of Water Resources for any temporary construction

the Illinois Department of Natural Resources (IDNR),

The Contractor shall obtain a construction permit from

the Contractor.

redesigned substructure drawings shall be sealed by a Structural Engineer licensed in the State of Illinois and shall be the responsibility of

the redesign to the Engineer for approval prior to ordering any material or starting construction. All design calculations, shop drawings and

those loads and/or the substructure needs to be adjusted to accommodate the truss superstructure chosen, then the Contractor shall submit

The substructure is designed per AASHTO and based on the assumed truss loads shown in the tables. If the manufacturer’s design exceeds

for design and loads to the substructure.

Bridge section details and unfactored reaction table loads are for reference only. Pedestrian truss superstructure manufacturer is responsible

Pipe Underdrain for Structures 4"

Granular Subgrade Replacement

Steel Railing (Special)

Portland Cement Concrete Sidewalk 6 inch, Special

Porous Granular Embankment, Special

Geocomposite Wall Drain

Driving Piles

Furnishing Metal Shell Piles 12" x 0.250"

Reinforcement Bars, Epoxy Coated

Reinforcement Bars

Concrete Encasement

Concrete Structures

Removal and Disposal of Unsuitable Material for Structures

Structure Excavation

Filter Fabric

Stone Riprap, Class A4

Foot

Cu. Yd.

Foot

Sq. Ft.

Cu. Yd.

Sq. Yd.

Foot

Foot

Pound

Pound

Cu. Yd.

Cu. Yd.

Cu. Yd.

Cu. Yd.

Sq. Yd.

Sq. Yd.

70

242

81

200

50

43

228

228

8,420

8,200

6.6

157.1

242

661

197

197

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

F R

EVISIO

NN

O.

DA

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(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

est

Main Street, S

uite 2

01

PROJECT NO.

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HLF

AE

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1

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7

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UP

AG

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421 N.

CO

UN

TY F

AR

M R

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DW

HE

AT

ON, IL 60187

(630)

407-6

500

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STR2

SHEET 52 80

8/31/12

11-0125

OF

SU

PE

RS

TR

UC

TU

RE

DE

TAIL

S & B

ILL O

F M

AT

ERIA

L

FOOTING PLAN

1’-6"5’-3"5’-3"1’-6"

13’-6"

7’-

0"

11’-

3"

7’-

9"

1’-2" 1’-6"

7’-0"

1’-0"

u(E)

h(E)

13’-6"

v(E)

v1(E)

17-#5 v1(E) bars at 10" cts. (Front Face)

17-#5 v(E) bars at 10" cts. (Back Face)

(Each Face)

17-#5 n(E) bars at 10" cts.

17-#5 u(E) bars at 10" cts.

d(E)

(Each Face)

9-#

5 h(E)

bars at

12" cts.

2-#5 h(E) bars in Back Wall

t(E) w(E)

Bar No. Size Length Shape

BILL OF MATERIAL

BAR n(E)

BAR u(E)

BAR d(E)

2’-

4"

10"

2’-

7"

2’-4"

1’-0"

1’-0"4’-

4"

7"

5"

Top

&

Bott

om of Sla

b

8-#

5

w(E)

bars at

12" cts.

w(E)

v1(E)

v(E)

u1(E)

u(E)

t(E)

n(E)

h(E)

d(E)

32

34

34

34

34

64

68

40

34

#5

#5

#5

#5

#5

#5

#5

#5

#4

13’-2"

7’-5"

8’-5"

5’-6"

7’-6"

6’-8"

4’-11"

13’-2"

2’-0"

BAR u1(E)

u1(E)

PILE DATA

ELEVATION

2’-8"4’-4"

2’-

0"

~ Ftg.

n(E)

1’-3"4’-6"1’-3"

w(E)t(E)

17-#5 u1(E) bars at 10" cts.

typ.

2" Cl.

2"

3"

Cl.

Cl.

SECTION THRU ABUTMENT

6-#5 t(E) bars at 12" cts.

16-#5 t(E) bars at |12" cts.

Typ. between piles

Bott. of Slab

Top of Slab

1’-0"


Ea. End, Bott. of Slab

17-#4 d(E) bars at |10" cts.

2’-

7"

Elev. 749.25

Elev. 738.00

Elev. 747.75

6"

8’-10"

Back Face

10’-0"

Const. Jt.

6x6 w4.0 x w4.0 wwf

P.C.C. Sidewalk 6" (Special)

Driving Piles.

Standard Specifications. Cost included in

according to Article 512.09 (c) of the

precored holes extending to elevation 733.8

Piles shall be driven through 18-inch diameter

No. Test Piles: 0

No. Production Piles: 6

Est. Length: 19’

Factored Resistance Available: 103 kips

Nominal Required Bearing: 187 kips

Type: Metal Shell - 12" dia. x 0.25" walls

Concrete Encasement, typ.3’-

0"

3’-

6"

3’-

6"

Sidewalk 6 inch, special

Portland Cement Concrete

Driving Piles

Piles 12" x 0.25"

Furnishing Metal Shell

Epoxy Coated

Reinforcement Bars,

Concrete Encasement

Concrete Structures


Sq. Ft.

Foot

Foot

Pound

Cu. Yd.

Cu. Yd.

Cu. Yd.

200

228

228

2,850

6.6

36.0

62

(Two Abutments)

DATE :

DRAWING NO.

DS

GN.

CH

KD.

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DW

N.

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(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

est

Main Street, S

uite 2

01

PROJECT NO.

DLS

HLF

AE

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1

2

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7

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$FIL

ES$

TH

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Y O

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UP

AG

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421 N.

CO

UN

TY F

AR

M R

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DW

HE

AT

ON, IL 60187

(630)

407-6

500

AR

MS

TR

ON

G P

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CO

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VOIR

STR3

SHEET 53 80

8/31/12

11-0125

OF

AB

UT

ME

NT

S

ST

A. 301

+27.2

0

1’-0"

1’-0"

PIPE UNDERDRAIN DETAIL

Underdrains for Structures"

Included in the cost of "Pipe*


for French Drains

*Geotechnical Fabric

Pipe Drain

*4" } Perforated

Top of Footing

*Drainage Aggregate

7"

5’-

10"


BILL OF MATERIAL

ELEVATION OF NW WING WALL

FOOTING PLAN OF NW WING WALL

1’-0"

5"

11’-

7"

2’-

5"

2’-

5"

Cut Line

Wall Drain

Geocomposite

1" long at 12" cts. vertical

Concrete nails (flat head C.S.)

included with Concrete Structures

top of wall to bottom) - Cost

non-metallic water seal (6" from

6" Hollow bulb dumbell type

1" Chamfer

�" PJF

BETWEEN ABUTMENT AND WING WALLS

WALL EXPANSION JOINT

2" cl.

3" cl.

1’-0"

El. 738.00

2’-

7"

Front Face

for Structures 4"

Pipe Underdrain

Embankment (Special)

Porous Granular

Const. jt.

1’-3"

2" Cl.

2" Cl.

1’-6"

NE Wing Wall Other Hand

NE Wing Wall Other Hand

Varies 9’-6" to 4’-9"

Varies 6’-9" to 2’-0"

Varies 9’-

6" to 2’-

9"

1’-9"

13’-

0"

21’-3"

1’-9"

1’-9"

2’-

9"

Shear Key

1’-0"

9’-

2"

9’-

2"

21’-0"

1’-1"

1’-1"

Cut Line

use remainder in bottom of footing.

Order bars full length. Cut as shown and

13’-

7"

4’-

5"

4’-

5"

Cut Line

9’-

2"

9’-

2"

use remainder in opposite face of wall.


Each Face

19’-

11"

19’-

11"

21’-3"

9’-

6"

1’-6"

1’-3"

2’-

0"

4’-

9"



1’-0"

21’-0"

1’-1"

1’-1"

Cut Line

19’-

11"

19’-

11"



Top & Bottom of Footing

SECTION A-AA

A

4

10

24

44

54

44

4

16

12

#5

#5

#5

#5

#5

#5

#5

#5

#5

20’-7"

21’-0"

20’-11"

11’-7"

13’-7"

6’-5"

21’-6"

21’-0"

20’-11"

of Wall Stem

Back Face

v2(E)

n1(E)

h1(E) thru h3(E) bars

8-#5 h2(E) bars at |12" cts.

3-#5 h1(E) bars at |12" cts.

5-#5 w2(E) bars at |12" cts.

22-#5 v2(E) bars 8-#5 h2(E) bars 5-#5 w2(E) bars

Top & Bottom of Footing.

27-#6 t1(E) bars at 10" cts.

6-#5 w1(E) bars at |12" cts.

27-#6 t1(E) bars

w1(E) thru w3(E) bars

w3(E)

w2(E)

w1(E)

v2(E)

t1(E)

n1(E)

h3(E)

h2(E)

h1(E)

9’-

6"

6’-

3"

6’-

9"

Elev. 749.25

Elev. 742.50

FIELD CUTTING DIAGRAM #1 FIELD CUTTING DIAGRAM #2 FIELD CUTTING DIAGRAM #3 FIELD CUTTING DIAGRAM #4

1’-9"

El. 736.25

Each Face. (See Cutting Diagram #1)

22-#5 v2(E) bars at |12" cts.


(See Cutting Diagram #4)

Top & Bottom of Footing.


MIN. BAR LAP

#5 bar = 2’-7"


Structures 4"

Pipe Underdrain for

(Special)

Porous Granular Embankment

Epoxy Coated

Reinforcement Bars,

Concrete Structures


Sq. Yd.

Foot

Cu. Yd.

Pound

Cu. Yd.

Cu. Yd.

Abutment Stem

Front Face of

2’-

8"

1’-3"

Wing Wall

Front Face of

1" Chamfer

BAR n1(E)

Lap with v2(E) bars, Back Face

22-#5 n1(E) bars at |12" cts.

See Sht. 7 for Details


t1(E)

Varies 2’-0"

to 4’-0"

Each Face

1-#5 h3(E) bar

Top & Bott. of Footing

1-#5 w3(E) bar

Invert Elev. 742.50

Underdrain 4"

5"} Opening for Pipe

2’-0"

24

41

25

3,130

35.7

168

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

F R

EVISIO

NN

O.

DA

TE

(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

est

Main Street, S

uite 2

01

PROJECT NO.

HLF

HLF

AE

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1

2

3

4

5

6

7

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$FIL

ES$

TH

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Y O

F D

UP

AG

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421 N.

CO

UN

TY F

AR

M R

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DW

HE

AT

ON, IL 60187

(630)

407-6

500

AR

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G P

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VOIR

STR4

SHEET 54 80

8/31/12

11-0125

OF

NO

RT

H W

ING

WA

LS

ST

A. 301

+27.2

0

SAVED VIEWS, DON’T DELETE

7"

5’-

10"

ELEVATION OF SE WING WALL

FOOTING PLAN OF SE WING WALL

5"

13’-

7"

4’-

5"

4’-

5"

Cut Line

SW Wing Wall Other Hand

SW Wing Wall Other Hand


BILL OF MATERIAL

2" cl.

3" cl.

1’-0"

El. 738.00

2’-

7"

Front Face

for Structures 4"

Pipe Underdrain


Porous Granular

Const. jt.

1’-3"

2" Cl.

2" Cl.

1’-6"

Varies 9’-6" to 6’-3"

Varies 6’-9" to 3’-6"

Varies 9’-

6" to 4’-

9"

1’-9"

SECTION A-A

15’-

0"

1’-1"

1’-1"

Cut Line



15’-

1"

Cut Line

9’-

2"

9’-

2"

13’-

11"

13’-

11"



14’-

8"

1’-1"

1’-1"

Cut Line

13’-

7"

13’-

7"



1’-0"

13’-

0"

4’-

9"

1’-9"

1’-9"

Shear Key

15’-3"

Each Face

9’-

2"

9’-

2"



15’-3"

9’-

6"

1’-0"

3’-

6"

1’-3"

1’-6"


Top & Bottom of Footing A

A

6’-

3"

5’-

11"

5’-

11"

v3(E)

4

8

28

32

38

32

4

12

20

#5

#5

#5

#5

#5

#5

#5

#5

#5


1’-0"

1’-0"





for French Drains


Pipe Drain

*4" } Perforated

Top of Footing

*Drainage Aggregate

1’-0"

of Wall Stem

Back Face

w6(E)

w5(E)

w4(E)

v3(E)

t2(E)

n1(E)

h6(E)

h5(E)

h4(E)

n1(E)

6-#5 h5(E) bars at |12" cts.

5-#5 h4(E) bars at |12" cts.

7-#5 w4(E) bars at |12" cts.

4-#5 w5(E) bars at |12" cts.

16-#5 v3(E) bars 6-#5 h5(E) bars 19-#6 t2(E) bars 4-#5 w5(E) bars


19-#6 t2(E) bars at 10" cts.

FIELD CUTTING DIAGRAM #1 FIELD CUTTING DIAGRAM #2 FIELD CUTTING DIAGRAM #3 FIELD CUTTING DIAGRAM #4 BAR n1(E)

9’-

6"

El. 749.25

El. 744.50

8’-

3"


16-#5 v3(E) bars at 12" cts.


16-#5 n1(E) bars at 12" cts.

Each Face

1-#5 h6(E) bar


6’-

9"



1-#5 w6(E) bar


1’-9"

El. 736.25


Structures 4"

Pipe Underdrain for

(Special)


Epoxy Coated

Reinforcement Bars,

Concrete Structures


Sq. Yd.

Foot

Cu. Yd.

Pound

Cu. Yd.

Cu. Yd.

Wall Drain

Geocomposite







1" Chamfer

�" PJF



Abutment Stem

Front Face of

2’-

8"

1’-3"

Wing Wall

Front Face of

1" Chamfer



t2(E) w4(E) thru w6(E)

Varies 3’-6"

to 4’-0"

14’-6"

14’-8"

14’-11"

13’-7"

15’-1"

6’-5"

15’-0"

15’-0"

14’-11"

Invert Elev. 742.50

Underdrain 4"


2’-0"

19

29

25

2,450

28.5

137

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

F R

EVISIO

NN

O.

DA

TE

(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

est

Main Street, S

uite 2

01

PROJECT NO.

HLF

HLF

AE

U

1

2

3

4

5

6

7

8

$FIL

ES$

TH

E C

OU

NT

Y O

F D

UP

AG

E

421 N.

CO

UN

TY F

AR

M R

OA

DW

HE

AT

ON, IL 60187

(630)

407-6

500

AR

MS

TR

ON

G P

AR

K

CO

NT

RO

L R

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ER

VOIR

STR5

SHEET 55 80

8/31/12

11-0125

OF

SO

UT

H W

ING

WA

LL

S

ST

A. 301

+27.2

0


N

section and backfilling with coarse aggregate

Showing areas of undercut at each end

Item Unit Total

BILL OF MATERIAL

Cu. Yd.

Cu. Yd.

NOTES

Granular Subgrade Replacement

Unsuitable Material for Structures

Removal and Disposal of

~ Abut.

6.

5.

4.

3.

2.

1.

242

242

15’-

3"

21’-3"

4’-9" 2’-0"

1’-0"

2’-0"

2’-0"

6’-3"

Structures (typ.)

of Unsuitable Material for

Outline of Removal and Disposal

13’-

6"

15’-

3"

21’-3"

4’-9"2’-0"

1’-0"

2’-0"

2’-0"

6’-3"

13’-

6"

FOOTING PLAN

Undercut 4’-0" below all other Footings.

Undercut 1’-0" below Abutment Footings.

"Granular Subgrade Replacement."

The granular backfill for the undercuts shall conform to the Special Provision

site geotechnical engineer.

backfilling shall be performed in compliance with the requirements of the

associated with undercutting, verification of subgrade capacity and

bearing capacity, monitor backfilling and installation of footings. All work

subgrades, construction of structural fills, determine adequacy of foundation

The site geotechnical engineer shall monitor the preparation of compacted

cost of Structure Excavation.

to accommodate the removal of unsuitable material shall be included in the

Stucture Excavation outside the normal excavation requirements of 1 feet

undercut at each abutment has been assumed to be 1 feet. Additional

below the bottom of footing elevation. To determine quantities, a depth of

Removal and Disposal of Unsuitable Material for Structures will be paid for

Structure Excavation will be paid for down to the footing elevation.

Excavation for the abutment construction will be paid for as follows:

cost of Structure Excavation.

to accommodate the removal of unsuitable material shall be included in the

Stucture Excavation outside the normal excavation requirements of 4 feet

undercut at each wingwall has been assumed to be 4 feet. Additional

below the bottom of footing elevation. To determine quantities, a depth of

Removal and Disposal of Unsuitable Material for Structures will be paid for

Structure Excavation will be paid for down to the footing elevation.

Excavation for the wingwall construction will be paid for as follows:

indicated on the plan.

with approved granular subgrade. The outline of the proposed undercut is

The underlying soils at each end section require undercutting and backfilling

3,500 psf.

Maximum Factored Allowable bearing pressure, q max, at base of wingwall footing =

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

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0174

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AT

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(630)

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TU

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AY

OU

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ST

A. 301

+27.2

0

�

�

FootSteel Railing (Special)

HSS 3 x 3 x �

tapping screws

~ �" Self-

HSS 2� x 2� x � x 9" lg.HSS 3 x 3 x �

P �"L

1" x 1�" Slotted hole

�

HSS 3 x 3 x �

HSS 3 x 3 x �

Detail B

Detail A

Detail D

retaining wall

Top of

ANCHOR BOLT DETAILS

be according to the manufacturer’s specifications.

to Article 509.06 of the Standard Specifications. Embedment shall

has the option of drilling and setting �’’ } anchor rods according

In lieu of the cast-in-place anchor device shown, the Contractor

� �

L

NOTES

3.

2.

1.

Reinforcement shall be spaced to to miss anchor rods.

two coats of a black powder-coated finish.

shall be painted using one coat of zinc-rich primer and

All post, railing, splices, anchor devices, and bent plates

Railing (Special).

All work shall conform to the special provision Steel

~ Post

HSS 3 x 3 x �

�" Fabric pad

~ Post

HSS 3 x 3 x�

�" } mach. bolts

XXS Pipe - Tap for

�" } (nominal i.d.)

�" x 1�" x 5�" Bar

P �" x 6" x 8�"

bolts w/washer (Stainless steel)

�" } x 2" hex hd. machine

Top of retaining wall

RAIL SPLICE

BASE PLATE

DETAIL D

SECTION

DETAIL A DETAIL B

DETAIL CELEVATION

STEEL RAILING (SPECIAL)

face of wall

Ground line at back

3" min.

BILL OF MATERIAL

Item Unit Quantity

P �" x 3" x 3"L

HSS 3 x 3 x � HSS 3 x 3 x �

HSS 3 x 3 x �

picket

�" x �" Steel

HSS 3 x 3 x �

R 2�"typ.

5�"

3"

North Wingwalls

6’-8" Post Spacing

|4"

HSS 3 x 3 x �

1’-6"

6"

1"2"2"1"

8�"

1�"

2�

"2�

"1�

"

9"

1"2"1�"1�"2"1"

3�

"3�

"

�" rail splice

3�"3�"

3"

6"

2�"2�"

4"

2"2"

3’-

6"

7�"

Detail C

typ.

1’-0�"

3’-

6"

(Special)

Steel Railing


1’-10�"

5�"

5�"�" �"

South Wingwalls


North & South Wingwalls

6 Pickets

80

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

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EVISIO

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St. C

harles, Illinois 6

0174

116 W

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uite 2

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PROJECT NO.

HLF

HLF

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AT

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(630)

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SP

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L)

ST

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0

47’-3"

47’-3"

7’-

0"

7’-

6"

SECTION A-A

A

A

6’-1�"

6"

6"

6" Elev. 745.00

Elev. 746.00

7’-

6"

7’-

0"

47’-3"

v4

a2

a1a

v5

47’-3"

47’-3"

2’-

8"

3’-

6"

Const. Jt.

13’-

6"

a5

1’-0"

Const. Jt.

Elev. 745.50

Bend in field

nosing (typ.)Rounded

Elev. 738.00 Elev. 738.00

typ.

3" cl.

typ.

3" cl.

T&

B ty

p.

3" cl.

3’-7�"1’-0"1’-0"1’-3" 6"

typ.

3" cl.

typ.

3" cl. a3

a4

n2

t4

t5

1’-0"

b

b

b

Top & bottom of footing

48-#5 t4 bars at 12" cts.

MIN. BAR LAP

NORTH FOOTING

PLAN

SOUTH FOOTING

PLAN

SECTION THRU WEIR SLAB

See note

ELEVATION - NORTH WALL

ELEVATION - SOUTH WALL

25’-0"22’-3"

23-#5 n2 bars at 12" cts. - Each face 26-#5 n2 bars at 12" cts. - Each face

Each face

31-#5 v4 bars at 12" cts.

Each face


Each face


Each face


25’-0"22’-3"

23-#5 n2 bars at 12" cts. - Each face 26-#5 n2 bars at 12" cts. - Each face

PLAN - TOP OF WEIR

h11h11

w10 w10

h10

Each face

5-#5 h11 bars at 15" cts.

Each face


n2

Each face


Each face


58-#5 a2 bars at 10" cts. - Bottom of slab

58-#5 a5 bars at 10" cts. - Top of slab

cts. - T

&B of sla

b

7x2-#

5 bars at

15"

cts. - T

&

B of sla

b

4x2-#

5 b bars at

15"



1x2-#5 b bars - T & B of steps

1x2-#5 b bar in Top of curb

Cut bar to fit

Const. jt.

Const. jt.

58-#5 a bars at 10" cts. - Bottom of slab


58-#5 h10 bars at 10" cts. - Top of step


cost of Concrete Structures.

paid for separately, but shall be included in the

CA 18. The porous granular material shall not be

porous granular material shall be CA 7, CA 11 or

material shall be placed below the weir slab. The

Note: A 1-foot layer of compacted porous granular

All other #5 bars = 1’-9"

#5 h11 bars = 2’-5"

7 lines of bars with 2 lengths per line.

Bars indicated "7x2-#5 bars" indicates

16’-0"

10"1’-0"1’-8" 10"1’-0"10"

Bottom of footing



4x2-#5 w10 bars at 12" cts.

Bottom of footing


1’-4"

4’-

2"

1’-6"1’-0"

5’-

2"

1’-4"

typ.

1’-9"

2’-8"9’-10"3’-6"

1’-0"

N

Looking east

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

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DA

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0174

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BILL OF MATERIAL

Reinforcement Bars

Concrete Structures


Pound

Cu. Yd.

Cu. Yd.

8,200

56.9

2947"6’-10"7"

7"4’-4"7"

1’-6"

3’-4"

1’-9"

1’-9"

BAR a1

2’-

0"

4’-6"

1’-9"

1’-9"

BAR a4

10"

6’-11"

BAR n2

10"

3’-

0"

1’-6"

10"

WEIR NO. 1

w10

v5

v4

t5

t4

n2

h11

h10

b

a5

a4

a3

a2

a1

a

#5

#5

#5

#5

#5

#5

#5

#5

#5

#5

#5

#5

#5

#5

#5

BAR h10

BAR a & a2

a2

a

BAR a3

24’-3"

5’-6"

6’-0"

2’-2"

3’-0"

3’-10"

24’-7"

2’-4"

24’-3"

5’-0"

8’-0"

7’-9"

5’-6"

6’-10"

8’-0"

Description Unit Quantity

5"

22

116

116

48

96

196

36

116

52

58

58

58

58

58

58

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

F R

EVISIO

NN

O.

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(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

est

Main Street, S

uite 2

01

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CO

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S II

ST

A. 301

+27.2

0

typ.

3’’ Pitch

Spiral

#4 bar

cl.2

’’

B B

7’-6" long

6-#5 bars

SECTION B-B

6’’ Horizontal bend, typ.

7’-

0’’

Metal shell piles

Metal shell pile

See Detail A

DETAIL A

A A

SECTION A-A

ELEVATION

Metal shell pile

min.

�’’

min.

�’’

�’’ min.

Fill bar �’’ x

welding

(within 0.01’’) before

Cut square for tight fit

PP12

PP14

22.60 0.0274

PP12

PP14

3

31.37 0.0267

36.71 0.0368

45.61 0.0361

�’’

�’’ End plate

min.

�’’

METAL SHELL PILE TABLE

|10’’

ELEVATION

Dia

meter

t

WELDED COMMERCIAL SPLICE

t

thickness

Wall

0.179’’

0.250’’

0.250’’

0.312’’

(yd. /ft.)

volume

Inside

pile

Metal shell t

END PLATE ATTACHMENT

pile

Metal shell

METAL SHELL PILE SHOE ATTACHMENT COMPLETE PENETRATION WELD SPLICE

pile

Metal shell

t

t

pile

Metal Shell

METAL SHELL REINFORCEMENT AT ABUTMENTS

F-MS

s

Approx.

�’’

(Lbs./ft.)

foot

per

Weight

abutment

Bottom of

splicer before welding.

Pile segments shall be driven to solid contact with

2 bars with a �’’ max. gap between them.

The �’’ x �’’ min. fill bar may be constructed of

Notes:

field weld

Shop or

ASTM A 252 Grade 3.

The metal shell piles shall be according to

Note:

�See Detail A, typ.

CONCRETE ENCASEMENT AT PIERS

cl.

3’’

pier wall

required to fit into the

58#/100 sq. ft. Bend as

W4.0 x W4.0 weighing

Welded wire fabric 6 x 6-diameter

and outside

Designation

2’-6’’

min.

7�’’

soil conditions permit.

Forms for encasement may be omitted when

Note:

60°

(See Note A)

weld.

shall be secured to the pile with a circumferential

leads to assure proper alignment and fitting and

metal shell pile. The pile shoe shall have tapered

full bearing over the full circumference of the

AASHTO M 103 Grade 65-35 and shall provide

according to either ASTM A 148 Grade 90-60 or

The pile shoes shall be cast in one piece steel

of a single piece conical pile point as shown.

shall furnish metal shell pile shoes consisting

When called for on the plans, the Contractor

Note A:

backing ring

or commercial

Field fabricated

*

vertically rejoin with partial joint penetration weld.

by removing segment to allow reducing circumference and

Field fabricated backing ring may be made from pile shell*

s field weld

Shop or

s = t - �’’

60°

s = t - �’’

60° field weld

Shop or

60°

encase

ment

Concrete

1-27-12

pile cap

Bottom of

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

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DA

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(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

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Main Street, S

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01

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HLF

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CO

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DW

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(630)

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ME

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LL PIL

E

DE

TAIL

S

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

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EVISIO

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(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

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Main Street, S

uite 2

01

PROJECT NO.

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HLF

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AG

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421 N.

CO

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AR

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DW

HE

AT

ON, IL 60187

(630)

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SOIL B

ORIN

G L

OG

DESIGN SPECIFICATIONS

Pedestrian Bridges, December 2009.

LRFD Guide Specifications for the Design of

6th Edition.

2012 AASHTO LRFD Bridge Design Specifications,

Elev. 744.00

Elev. 742.00

Elev. 749.25

Elev. 743.00

Elev. 744.00 Elev. 743.50

PLAN

SECTION A-A

A

A

~ Path

~ Path

N

Sta. 308+10.97

Bk. S. Abut.

52’-7"

50’-0"

15’-9"13’-6"21’-3"

Sta. 308+63.55

Bk. N. Abut.


13’-

6"

21’-3"

15’-

9"

Bedding

Filter fabric

3’-0’’

2’-

8’’

4’-0’’

B

B

Class A4

Stone Riprap,

PROFILE GRADE

Struct.

Prop.

Along ~ Path

+0.00%Elev. 749.25

SECTION B-B

Flo

w

Flow

Boring #W314

50’-0" Span

Sta. 308+37.26

~ Structure

2’-

0"

8’-

0"

2’-

0"

13’-

6"

Sealand Expiration Date

Signature, Title, Date,

SEISMIC DATA

Soil Site Class = D



Seismic Performance Zone (SPZ) = 1

D1

DS

LOADING H5 & PEDESTRIAN:

Vehicle: H-5 Truck

Pedestrian: 90 psf (No reduction)

INDEX OF SHEETS:

Additional Riprap Details

See Civil Sheets for

Design Specifications".

requirements of the current "AASHTO LRFD Bridge

one for the style of structure and complies with

shown on the plans. The design is an economical

design is structurally adequate for the design loading

information and belief, the bridge and structure

I certify that to the best of my knowledge

Truss Superstructure

Bowstring Pedestrian

Concrete Weir

Reinforced

Elev. 738.00Elev. 738.00

Elev. 738.00Elev. 738.00

12"} Metal Shell Piles

FIELD UNITS

DESIGN STRESSES

fy = 50,000 psi (M270 Grade 50W)

fy = 60,000 psi (Reinforcement)

f’c = 3,500 psi

P.C.C. Sidewalk 6", Special

Provision.

construction. See Special

System as required for

Temporary Soil Retention

ELEVATION

16"

6"

STR21 Soil Boring Log

STR20 Metal Shell Pile Details

STR19 Weir Details II

STR18 Weir Details I

STR17 Steel Railing (Special)

STR16 West Wingwalls

STR15 East Wingwalls

STR14 Abutments

and Bill of Material

STR13 Superstructure Details

STR12 General Plan & Elevation

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

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RE O

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harles, Illinois 6

0174

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421 N.

CO

UN

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AR

M R

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DW

HE

AT

ON, IL 60187

(630)

407-6

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GE

NE

RA

L P

LA

N & E

LE

VA

TIO

N

ST

A. 308

+37.2

6

TYPICAL BRIDGE SECTION

Toe Plate

Safety Rail

Rub Rail

Vertical

Bottom Chord

Top Chord

Diagonal

in place forms

Concrete Deck w/ stay

Brace Diagonal

Floor Beam

N.T.S.

Load Type P (Lbs.) H (Lbs.) L (Lbs.)

Thermal

Wind

Wind Uplift (20 psf)

Vehicle Load

Uniform Live Load

Dead Load

BRIDGE REACTION TABLE

Positive - Downward load; Negative - Upward load

L - Longitudinal load at each footing (4 per Bridge)

H - Horizontal load at each footing (2 per Bridge)

P - Vertical load at each base plate (4 per Bridge)

Table References:

3’-

6"

Unit

TOTAL BILL OF MATERIAL

TotalDescription

*

* Denotes a Special Provision

*

*

*

* GENERAL NOTES

4’-

6"

10’-0" Clear

50-FOOT SPAN - PEDESTRIAN TRUSS SUPERSTRUCTURE

-----

6,100

----

----

----

----

----

|2,140

-5,000

5,000

12,400

15,400

5,390

----

----

----

----

----

6.

5.

4.

3.

2.

1.

Reinforcement bars designated (E) shall be epoxy coated.

contract documents.

No field welding is permitted except as specified in the

as specified in Section 506 of the Standard Specifications.

a distance of 10 feet from the deck joint shall be painted

All structural steel and exposed surfaces of bearings within

steel.

Grade 50W for atmospheric corrosion resistant structural

formed welded square and rectangular tubing, AASHTO M270

1006 of the Standard Specifications, ASTM A847 for cold

Structural steel shall conform to the requirements of Section

ground conditions in the field as directed by the Engineer.

Layout of the slope protection system may be varied to suit

shall refer to the IDNR permit number _________________.

causeways, etc. Any permit application by the Contractor

shall include the placement of material for run-arounds,

activity placed in the water except cofferdams. This

Office of Water Resources for any temporary construction

the Illinois Department of Natural Resources (IDNR),

The Contractor shall obtain a construction permit from

the Contractor.

redesigned substructure drawings shall be sealed by a Structural Engineer licensed in the State of Illinois and shall be the responsibility of

the redesign to the Engineer for approval prior to ordering any material or starting construction. All design calculations, shop drawings and

those loads and/or the substructure needs to be adjusted to accommodate the truss superstructure chosen, then the Contractor shall submit

The substructure is designed per AASHTO and based on the assumed truss loads shown in the tables. If the manufacturer’s design exceeds

for design and loads to the substructure.

Bridge section details and unfactored reaction table loads are for reference only. Pedestrian truss superstructure manufacturer is responsible

1

71

82

200

52

44

264

264

8,620

6,870

6.6

151.3

472

203

203

Temporary Soil Retention System

Pipe Underdrain for Structures 4"


Portland Cement Concrete Sidewalk 6 inch, Special

Porous Granular Embankment, Special


Driving Piles

Furnishing Metal Shell Piles 12" x 0.250"

Reinforcement Bars, Epoxy Coated

Reinforcement Bars

Concrete Encasement

Concrete Structures


Filter Fabric

Stone Riprap, Class A4

Each

Foot

Foot

Sq. Ft.

Cu. Yd.

Sq. Yd.

Foot

Foot

Pound

Pound

Cu. Yd.

Cu. Yd.

Cu. Yd.

Sq. Yd.

Sq. Yd.

6"

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

F R

EVISIO

NN

O.

DA

TE

(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

est

Main Street, S

uite 2

01

PROJECT NO.

DLS

HLF

AE

U

1

2

3

4

5

6

7

8

$FIL

ES$

TH

E C

OU

NT

Y O

F D

UP

AG

E

421 N.

CO

UN

TY F

AR

M R

OA

DW

HE

AT

ON, IL 60187

(630)

407-6

500

AR

MS

TR

ON

G P

AR

K

CO

NT

RO

L R

ES

ER

VOIR

STR13

SHEET 63 80

8/31/12

11-0125

OF

SU

PE

RS

TR

UC

TU

RE

DE

TAIL

S & B

ILL O

F M

AT

ERIA

L

FOOTING PLAN

1’-6"5’-3"5’-3"1’-6"

13’-6"

7’-

0"

11’-

3"

7’-

9"

1’-2" 1’-6"

7’-0"

1’-0"

u(E)

h(E)

13’-6"

v(E)

v1(E)

17-#5 v1(E) bars at 10" cts. (Front Face)

17-#5 v(E) bars at 10" cts. (Back Face)

(Each Face)

17-#5 n(E) bars at 10" cts.

17-#5 u(E) bars at 10" cts.

d(E)

(Each Face)

9-#

5 h(E)

bars at

12" cts.

2-#5 h(E) bars in Back Wall

t(E) w(E)


BILL OF MATERIAL

BAR n(E)

BAR u(E)

BAR d(E)

2’-

4"

10"

2’-

7"

2’-4"

1’-0"

1’-0"4’-

4"

7"

5"

Top

&

Bott

om of Sla

b

8-#

5

w(E)

bars at

12" cts.

w(E)

v1(E)

v(E)

u1(E)

u(E)

t(E)

n(E)

h(E)

d(E)

32

34

34

34

34

64

68

40

34

#5

#5

#5

#5

#5

#5

#5

#5

#4

13’-2"

7’-5"

8’-5"

5’-6"

7’-6"

6’-8"

4’-11"

13’-2"

2’-0"

BAR u1(E)

u1(E)

PILE DATA

ELEVATION

2’-8"4’-4"

2’-

0"

~ Ftg.

3’-

6"

3’-

6"

n(E)

1’-3"4’-6"1’-3"

w(E)t(E)

17-#5 u1(E) bars at 10" cts.

typ.

2" Cl.

2"

3"

Cl.

Cl.

SECTION THRU ABUTMENT


16-#5 t(E) bars at |12" cts.

Typ. between piles

Bott. of Slab

Top of Slab

1’-0"


Ea. End, Bott. of Slab

17-#4 d(E) bars at |10" cts.

2’-

7"

Elev. 749.25

Elev. 738.00

Elev. 747.75

6"

8’-10"

Back Face

10’-0"

Const. Jt.

6x6 w4.0 x w4.0 wwf

P.C.C. Sidewalk 6" (Special)

No. Test Piles: 0

No. Production Piles: 6

Est. Length: 22’

Factored Resistance Available: 119 kips

Nominal Required Bearing: 216 kips

Type: Metal Shell - 12" dia. x 0.25" walls

Concrete Encasement, typ.

3’-

0"

Sidewalk 6 inch, special

Portland Cement Concrete

Driving Piles

Piles 12" x 0.25"

Furnishing Metal Shell

Epoxy Coated

Reinforcement Bars,

Concrete Encasement

Concrete Structures


Sq. Ft.

Foot

Foot

Pound

Cu. Yd.

Cu. Yd.

Cu. Yd.

200

264

264

2,850

6.6

36.0

46

(Two Abutments)

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

F R

EVISIO

NN

O.

DA

TE

(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

est

Main Street, S

uite 2

01

PROJECT NO.

DLS

HLF

AE

U

1

2

3

4

5

6

7

8

$FIL

ES$

TH

E C

OU

NT

Y O

F D

UP

AG

E

421 N.

CO

UN

TY F

AR

M R

OA

DW

HE

AT

ON, IL 60187

(630)

407-6

500

AR

MS

TR

ON

G P

AR

K

CO

NT

RO

L R

ES

ER

VOIR

STR14

SHEET 64 80

8/31/12

11-0125

OF

AB

UT

ME

NT

S

ST

A. 308

+37.2

6

7"

5’-

10"

ELEVATION OF NE WING WALL

FOOTING PLAN OF NE WING WALL

5"

SE Wing Wall Other Hand

SE Wing Wall Other Hand

2" cl.

3" cl.

1’-0"

El. 738.00

2’-

7"

Front Face

for Structures 4"

Pipe Underdrain


Porous Granular

Const. jt.

1’-3"

2" Cl.

2" Cl.

1’-6"

Varies 9’-6" to 6’-6"

Varies 6’-9" to 3’-9"

Varies 9’-

6" to 4’-

9"

1’-9"

SECTION A-A


BILL OF MATERIAL

13’-

7"

4’-

5"

4’-

5"

Cut Line

9’-

2"

9’-

2"

15’-

3"

1’-1"

1’-1"

Cut Line



15’-

4"

6’-

2"

6’-

2"

Cut Line

9’-

2"

9’-

2"



14’-

2"

14’-

2"



15’-

11"

1’-1"

1’-1"

Cut Line

14’-

10"

14’-

10"



1’-0"

13’-

0"

Each Face 4’-

9"

1’-9"

1’-9"

Shear Key

15’-9"



9’-

6"

15’-9"

1’-6"

1’-3"

3’-

9"

A

A

1’-0"

6’-

6"

v3(E)



4

8

32

34

40

34

4

12

20

#5

#5

#5

#5

#5

#5

#5

#5

#5

1’-0"

1’-0"





for French Drains


Pipe Drain

*4" } Perforated

Top of Footing

*Drainage Aggregate

1’-0"

of Wall Stem

Back Face

n1(E)

w9(E)

w8(E)

w7(E)

v3(E)

t3(E)

n1(E)

h9(E)

h8(E)

h7(E)

6-#5 h8(E) bars at |12" cts.

5-#5 h7(E) bars at |12" cts.

8-#5 w7(E) bars at |12" cts.

4-#5 w8(E) bars at |12" cts.

17-#5 v3(E) bars 6-#5 h8(E) bars 20-#6 t3(E) bars 4-#5 w8(E) bars

15’-0"

15’-11"

15’-5"

13’-7"

15’-4"

6’-5"

15’-6"

15’-3"

15’-5"

1’-9"

El. 736.25

BAR n1(E)


Structures 4"

Pipe Underdrain for

(Special)


Epoxy Coated

Reinforcement Bars,

Concrete Structures


Sq. Yd.

Foot

Cu. Yd.

Pound

Cu. Yd.

Cu. Yd.

Wall Drain

Geocomposite







1" Chamfer

�" PJF



Abutment Stem

Front Face of

2’-

8"

1’-3"

Wing Wall

Front Face of

1" Chamfer



9’-

6"

El. 739.25

El. 744.50

8’-

3"


17-#5 v3(E) bars at |12" cts.

FIELD CUTTING DIAGRAM #1 FIELD CUTTING DIAGRAM #2 FIELD CUTTING DIAGRAM #3 FIELD CUTTING DIAGRAM #4


17-#5 n1(E) bars at |12" cts.

Each Face

1-#5 h9(E) bar



1-#5 w9(E) bar(See Cutting Diagram #4)



20-#6 t3(E) bars at 10" cts.

t3(E)

6’-

9"

to 4’-0"

Varies 3’-9"

Invert Elev. 742.50

Underdrain 4"


2’-0"

20

30

27

2,640

29.7

106

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

F R

EVISIO

NN

O.

DA

TE

(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

est

Main Street, S

uite 2

01

PROJECT NO.

HLF

HLF

AE

U

1

2

3

4

5

6

7

8

$FIL

ES$

TH

E C

OU

NT

Y O

F D

UP

AG

E

421 N.

CO

UN

TY F

AR

M R

OA

DW

HE

AT

ON, IL 60187

(630)

407-6

500

AR

MS

TR

ON

G P

AR

K

CO

NT

RO

L R

ES

ER

VOIR

STR15

SHEET 65 80

8/31/12

11-0125

OF

EA

ST W

ING

WA

LL

S

ST

A. 308

+37.2

6


7"

5’-

10"

ELEVATION OF SW WING WALL

NW Wing Wall Other Hand

FOOTING PLAN OF SW WING WALL

NW Wing Wall Other Hand

5"

2" cl.

3" cl.

1’-0"

El. 749.25

2’-

7"

Front Face

for Structures 4"

Pipe Underdrain


Porous Granular

Const. jt.

1’-3"

2" Cl.

2" Cl.

1’-6"

Varies 9’-6" to 4’-9"

Varies 6’-9" to 2’-0"

Varies 9’-

6" to 2’-

9"

1’-9"

SECTION A-A


BILL OF MATERIAL

11’-

7"

2’-

5"

2’-

5"

Cut Line

9’-

2"

9’-

2"

21’-0"

1’-1"

1’-1"

Cut Line



13’-

7"

4’-

5"

4’-

5"

Cut Line

9’-

2"

9’-

2"



19’-

11"

19’-

11"



21’-0"

1’-1"

1’-1"

Cut Line

19’-

11"

19’-

11"



1’-0"

13’-

0"

2’-

9"

1’-9"

1’-9"

Shear Key

21’-3"

Each Face

9’-

6"

1’-0"


A2’-

0"

4’-

9"

1’-3"

1’-6"

A

21’-3"


4

10

24

44

54

44

4

16

12

#5

#5

#5

#5

#5

#5

#5

#5

#5

20’-9"

21’-0"

20’-11"

11’-7"

13’-7"

6’-5"

21’-6"

21’-0"

20’-11"

1’-0"

1’-0"





for French Drains


Pipe Drain

*4" } Perforated

Top of Footing

*Drainage Aggregate

1’-0"

of Wall Stem

Back Face

v2(E)

n1(E)


8-#5 h2(E) bars at |12" cts.

3-#5 h1(E) bars at |12" cts.

5-#5 w2(E) bars at |12" cts.

22-#5 v2(E) bars 8-#5 h2(E) bars 5-#5 w2(E) bars

6-#5 w1(E) bars at |12" cts.

27-#6 t1(E) bars


w3(E)

w2(E)

w1(E)

v2(E)

t1(E)

n1(E)

h3(E)

h2(E)

h1(E)


Structures 4"

Pipe Underdrain for

(Special)


Epoxy Coated

Reinforcement Bars,

Concrete Structures


Sq. Yd.

Foot

Cu. Yd.

Pound

Cu. Yd.

Cu. Yd.

Wall Drain

Geocomposite







1" Chamfer

�" PJF



Abutment Stem

Front Face of

2’-

8"

1’-3"

Wing Wall

Front Face of

1" Chamfer



BAR n1(E)FIELD CUTTING DIAGRAM #1 FIELD CUTTING DIAGRAM #2 FIELD CUTTING DIAGRAM #3 FIELD CUTTING DIAGRAM #4

Each Face

1-#5 h3(E) bar

9’-

6"


22-#5 v2(E) bars at |12" cts.


22-#5 n1(E) bars at |12" cts.


El. 742.50

6’-

3"

1’-9"

El. 738.00

El. 736.25

t1(E)

6’-

9"



1-#5 w3(E) bar


to 4’-0"

Varies 2’-0"


27-#6 t1(E) bars at 10" cts.

Invert Elev. 742.50

Underdrain 4"


2’-0"

24

41

25

3,130

35.7

126

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

F R

EVISIO

NN

O.

DA

TE

(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

est

Main Street, S

uite 2

01

PROJECT NO.

HLF

HLF

AE

U

1

2

3

4

5

6

7

8

$FIL

ES$

TH

E C

OU

NT

Y O

F D

UP

AG

E

421 N.

CO

UN

TY F

AR

M R

OA

DW

HE

AT

ON, IL 60187

(630)

407-6

500

AR

MS

TR

ON

G P

AR

K

CO

NT

RO

L R

ES

ER

VOIR

STR16

SHEET 66 80

8/31/12

11-0125

OF

WE

ST W

ING

WA

LL

S

ST

A. 308

+37.2

6


�

�

FootSteel Railing (Special)

HSS 3 x 3 x �

tapping screws

~ �" Self-

HSS 2� x 2� x � x 9" lg.HSS 3 x 3 x �

P �"L

1" x 1�" Slotted hole

�

HSS 3 x 3 x �

HSS 3 x 3 x �

Detail B

Detail A

Detail D

retaining wall

Top of

ANCHOR BOLT DETAILS

be according to the manufacturer’s specifications.

to Article 509.06 of the Standard Specifications. Embedment shall

has the option of drilling and setting �’’ } anchor rods according

In lieu of the cast-in-place anchor device shown, the Contractor

� �

L

NOTES

3.

2.

1.

Reinforcement shall be spaced to to miss anchor rods.

two coats of a black powder-coated finish.

shall be painted using one coat of zinc-rich primer and

All post, railing, splices, anchor devices, and bent plates

Railing (Special).

All work shall conform to the special provision Steel

~ Post

HSS 3 x 3 x �

�" Fabric pad

~ Post

HSS 3 x 3 x�

�" } mach. bolts

XXS Pipe - Tap for

�" } (nominal i.d.)

�" x 1�" x 5�" Bar

P �" x 6" x 8�"

bolts w/washer (Stainless steel)

�" } x 2" hex hd. machine


RAIL SPLICE

BASE PLATE

DETAIL D

SECTION

DETAIL A DETAIL B

DETAIL CELEVATION

STEEL RAILING (SPECIAL)

face of wall

Ground line at back

3" min.

BILL OF MATERIAL

Item Unit Quantity

P �" x 3" x 3"L

HSS 3 x 3 x � HSS 3 x 3 x �

HSS 3 x 3 x �

picket

�" x �" Steel

HSS 3 x 3 x �

R 2�"typ.

5�"

3"

East Wingwalls


|4"

HSS 3 x 3 x �

1’-6"

6"

1"2"2"1"

8�"

1�"

2�

"2�

"1�

"

9"

1"2"1�"1�"2"1"

3�

"3�

"

�" rail splice

3�"3�"

3"

6"

2�"2�"

4"

2"2"

3’-

6"

7�"

Detail C

typ.

1’-0�"

3’-

6"

(Special)

Steel Railing


1’-10�"

5�"

5�"�" �"

80

West Wingwalls


East & West Wingwalls

6 Pickets

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

F R

EVISIO

NN

O.

DA

TE

(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

est

Main Street, S

uite 2

01

PROJECT NO.

HLF

HLF

DLS

1

2

3

4

5

6

7

8

$FIL

ES$

TH

E C

OU

NT

Y O

F D

UP

AG

E

421 N.

CO

UN

TY F

AR

M R

OA

DW

HE

AT

ON, IL 60187

(630)

407-6

500

AR

MS

TR

ON

G P

AR

K

CO

NT

RO

L R

ES

ER

VOIR

STR17

SHEET 67 80

8/31/12

11-0125

OF

ST

EE

L R

AILIN

G (

SP

ECIA

L)

ST

A. 308

+37.2

6

47’-3"

47’-3"

5’-

0"

5’-

6"

SECTION A-A

A

A

Elev. 743.50

Elev. 744.00

5’-

0"

5’-

6"

47’-3"

v4a2 a1

a

v5

47’-3"

47’-3"

2’-

8"

3’-

6"

Const. Jt.

13’-

6"

a5

1’-0"

Const. Jt. Elev. 743.00

Bend in field

nosing (typ.)Rounded

Elev. 738.00 Elev. 738.00

typ.

3" cl.

typ.

3" cl.

T&

B ty

p.

3" cl.

6"

a3a4

t4t5

b

b

b



MIN. BAR LAP

SECTION THRU WEIR SLAB

See note

25’-0"22’-3"

Each face


Each face


Each face


Each face


25’-0"22’-3"

PLAN - TOP OF WEIR

h11

h11

w10

w10

h10

Each face


Each face


Each face


Each face


58-#5 a2 bars at 10" cts. - Bottom of slab


cts. - T

&B of sla

b

7x2-#

5 bars at

15"

cts. - T

&

B of sla

b

4x2-#

5 b bars at

15"



1x2-#5 b bars - T & B of steps

1x2-#5 b bar in Top of curb

Const. jt.

Const. jt.

58-#5 a bars at 10" cts. - Bottom of slab




cost of Concrete Structures.

paid for separately, but shall be included in the

CA 18. The porous granular material shall not be

porous granular material shall be CA 7, CA 11 or

material shall be placed below the weir slab. The

Note: A 1-foot layer of compacted porous granular

All other #5 bars = 1’-9"

#5 h11 bars = 2’-5"

7 lines of bars with 2 lengths per line.

Bars indicated "7x2-#5 bars" indicates

16’-0"

10"1’-0"10" 1’-8"1’-0"10"

Bottom of footing




Bottom of footing


1’-6"

2’-

2"

1’-4"

3’-6"9’-10"2’-8"

EAST FOOTING

PLAN

WEST FOOTING

PLAN

1’-4"

3’-

2"

1’-0"6"

typ.

3" cl.

6"

6"

6"

1’-0" 1’

-0"

6’-1�"1’-3"1’-0"1’-0"3’-7�"

ELEVATION - EAST WALL

ELEVATION - WEST WALL

Cut bars to fit

N

Looking north

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

F R

EVISIO

NN

O.

DA

TE

(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

est

Main Street, S

uite 2

01

PROJECT NO.

DLS

HLF

AE

U

1

2

3

4

5

6

7

8

$FIL

ES$

TH

E C

OU

NT

Y O

F D

UP

AG

E

421 N.

CO

UN

TY F

AR

M R

OA

DW

HE

AT

ON, IL 60187

(630)

407-6

500

AR

MS

TR

ON

G P

AR

K

CO

NT

RO

L R

ES

ER

VOIR

STR18

SHEET 68 80

8/31/12

11-0125

OF

WEIR D

ET

AIL

S I

ST

A. 308

+37.2

6


BILL OF MATERIAL

Reinforcement Bars

Concrete Structures


Pound

Cu. Yd.

Cu. Yd.

6,870

49.9

194

7"6’-10"7"

7"4’-4"7"

1’-6"

3’-4"

1’-9"

1’-9"

BAR a1

2’-

0"

4’-6"

1’-9"

1’-9"

BAR a4

10"

6’-11"

1’-6"

10"

WEIR NO. 2

BAR h10

BAR a & a2

a2

a

BAR a3

Description Unit Quantity

5"

BAR v6 & v7

v7

v6

5’-

4"

5’-

11"

v7

v6

w10

v7

v6

t5

t4

h11

h10

b

a5

a4

a3

a2

a1

a

22

98

98

48

96

24

116

54

58

58

58

58

58

58

#5

#5

#5

#5

#5

#5

#5

#5

#5

#5

#5

#5

#5

#5

24’-3"

5’-4"

5’-11"

2’-2"

3’-0"

24’-7"

2’-4"

24’-3"

5’-0"

8’-0"

7’-9"

5’-6"

6’-10"

8’-0"

10"

10"

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

F R

EVISIO

NN

O.

DA

TE

(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

est

Main Street, S

uite 2

01

PROJECT NO.

DLS

HLF

AE

U

1

2

3

4

5

6

7

8

$FIL

ES$

TH

E C

OU

NT

Y O

F D

UP

AG

E

421 N.

CO

UN

TY F

AR

M R

OA

DW

HE

AT

ON, IL 60187

(630)

407-6

500

AR

MS

TR

ON

G P

AR

K

CO

NT

RO

L R

ES

ER

VOIR

STR19

SHEET 69 80

8/31/12

11-0125

OF

WEIR D

ET

AIL

S II

ST

A. 308

+37.2

6

typ.

3’’ Pitch

Spiral

#4 bar

cl.2

’’

B B

7’-6" long

6-#5 bars

SECTION B-B

6’’ Horizontal bend, typ.

7’-

0’’

Metal shell piles

Metal shell pile

See Detail A

DETAIL A

A A

SECTION A-A

ELEVATION

Metal shell pile

min.

�’’

min.

�’’

�’’ min.

Fill bar �’’ x

welding

(within 0.01’’) before

Cut square for tight fit

PP12

PP14

22.60 0.0274

PP12

PP14

3

31.37 0.0267

36.71 0.0368

45.61 0.0361

�’’

�’’ End plate

min.

�’’

METAL SHELL PILE TABLE

|10’’

ELEVATION

Dia

meter

t

WELDED COMMERCIAL SPLICE

t

thickness

Wall

0.179’’

0.250’’

0.250’’

0.312’’

(yd. /ft.)

volume

Inside

pile

Metal shell t

END PLATE ATTACHMENT

pile

Metal shell

METAL SHELL PILE SHOE ATTACHMENT COMPLETE PENETRATION WELD SPLICE

pile

Metal shell

t

t

pile

Metal Shell

METAL SHELL REINFORCEMENT AT ABUTMENTS

F-MS

s

Approx.

�’’

(Lbs./ft.)

foot

per

Weight

abutment

Bottom of

splicer before welding.

Pile segments shall be driven to solid contact with

2 bars with a �’’ max. gap between them.

The �’’ x �’’ min. fill bar may be constructed of

Notes:

field weld

Shop or

ASTM A 252 Grade 3.

The metal shell piles shall be according to

Note:

�See Detail A, typ.

CONCRETE ENCASEMENT AT PIERS

cl.

3’’

pier wall

required to fit into the

58#/100 sq. ft. Bend as

W4.0 x W4.0 weighing

Welded wire fabric 6 x 6-diameter

and outside

Designation

2’-6’’

min.

7�’’

soil conditions permit.

Forms for encasement may be omitted when

Note:

60°

(See Note A)

weld.

shall be secured to the pile with a circumferential

leads to assure proper alignment and fitting and

metal shell pile. The pile shoe shall have tapered

full bearing over the full circumference of the

AASHTO M 103 Grade 65-35 and shall provide

according to either ASTM A 148 Grade 90-60 or

The pile shoes shall be cast in one piece steel

of a single piece conical pile point as shown.

shall furnish metal shell pile shoes consisting

When called for on the plans, the Contractor

Note A:

backing ring

or commercial

Field fabricated

*

vertically rejoin with partial joint penetration weld.

by removing segment to allow reducing circumference and

Field fabricated backing ring may be made from pile shell*

s field weld

Shop or

s = t - �’’

60°

s = t - �’’

60° field weld

Shop or

60°

encase

ment

Concrete

1-27-12

pile cap

Bottom of

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

F R

EVISIO

NN

O.

DA

TE

(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

est

Main Street, S

uite 2

01

PROJECT NO.

HLF

HLF

AE

U

1

2

3

4

5

6

7

8

$FIL

ES$

TH

E C

OU

NT

Y O

F D

UP

AG

E

421 N.

CO

UN

TY F

AR

M R

OA

DW

HE

AT

ON, IL 60187

(630)

407-6

500

AR

MS

TR

ON

G P

AR

K

CO

NT

RO

L R

ES

ER

VOIR

STR20

SHEET 70 80

8/31/12

11-0125

OF

ME

TA

L S

HE

LL PIL

E

DE

TAIL

S

DATE :

DRAWING NO.

DS

GN.

CH

KD.

SC

ALE :

DW

N.

NA

TU

RE O

F R

EVISIO

NN

O.

DA

TE

(630) 443-7

755

St. C

harles, Illinois 6

0174

116 W

est

Main Street, S

uite 2

01

PROJECT NO.

HLF

HLF

AE

U

1

2

3

4

5

6

7

8

$FIL

ES$

TH

E C

OU

NT

Y O

F D

UP

AG

E

421 N.

CO

UN

TY F

AR

M R

OA

DW

HE

AT

ON, IL 60187

(630)

407-6

500

AR

MS

TR

ON

G P

AR

K

CO

NT

RO

L R

ES

ER

VOIR

STR21

SHEET 71 80

8/31/12

11-0125

OF

SOIL B

ORIN

G L

OG

d b e a g oa 7 loading h5 & pedestrian: p r 8 profile

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