CELL/MODEL NAME DESCRIPTION DATEBSD-1 Mechanical Splicer / Bar Splicer Details 1/1/2020DS-11 Drainage Scupper, DS-11 1/1/2020DS-12 Drainage Scupper, DS-12 1/1/2020

DS-12M10 Drainage Scupper, DS-12M10 1/1/2020DS-33 Drainage Scupper, DS-33 1/1/2020E-AS Top of approach slab elevations 2/17/2017E-AS1 Top of approach slab elevations adjusted for grinding 2/17/2017

E-S Top of slab elevations 2/17/2017E-S1 Top of slab elevations adjusted for grinding 1/14/2019

EJ-SS Preformed joint strip seal 1/1/2020EJ-SS-S (1 of 3) Preformed joint strip seal, with sidewalkEJ-SS-S (2 of 3) Preformed joint strip seal, with sidewalkEJ-SS-S (3 of 3) Preformed joint strip seal, with sidewalk

SB-1 Cantilever forming brackets (W27 and smaller) 2/17/2017SFP 39-44 Slip-formed parapet; Constant-slope (39" or 44") 1/1/2020

1/1/2020

Base Sheets-General Page 1 of 2 1/1/2020

DATE REVISION HISTORY8/11/2017 ● Performed a complete overhaul of our performed joint strip seal base sheet EJ-SSJ including:

1) Removed deeper locking edge rails and replaced with shallow version. 2) Added sliding plates for sidewalks to meet ADA requirements. 3) Changed the configuration of locking edge rails under sidewalks and medians to remain at the deck level. 4) Created two base sheet versions one with sidewalks and medians (EJ-SS-S) and one without (EJ-SS).

1/14/2019 ● Clarified note about deck grinding on E-S1.● Removed and archived base sheet SFP 34-42.● Added base sheet SFP 39-44 due to the introduction of constant-slope parapets.

1/1/2020 ● Updated bar splicer sheet for clarity.● Fixed errors on various scupper sheets including revised notes.● Replaced DS-33 scupper with a new improved version.● Revised strip seal base sheets for constant slope parapets.● General drafting revisions.

Base Sheets-General Page 2 of 2 1/1/2020

STRUCTURE NO.

BAR SPLICER ASSEMBLY AND MECHANICAL SPLICER DETAILS

Stage construction line

Stage I construction Stage II construction

"B" :

"A" :

(E) : Indicates epoxy coating.

cementing to steel forms.

Set bar splicer assembly by nailing to wood forms or

Set bar splicer assembly by means of a template bolt.

bar

Reinforcement

bar

Reinforcementbar (E)

Threaded splicer

bolt

Template

Form

Form

bar (E)

Threaded splicer

bar (E)

Threaded splicerLocation

coupler (E)

Threaded

coupler (E)

Threaded

coupler (E)

Threaded

Location

Positive stop

splicer (E)

Mechanical

Reinforcement bar Reinforcement bar

Minimum lap length

size

Bar

required

No. assemblies

size

Bar

required

No. assemblies

or end of approach slab

Stage construction line

Stage I construction Stage II construction

lap length

Minimum

BSD-1

INSTALLATION AND SETTING METHODS

STANDARD MECHANICAL SPLICER

"A"

"B"

conjunction with black bars.

* Epoxy not required on Bar Splicer Assembly components used in

" + thread length21 Threaded splicer bar length = min. lap length + 1

if applicable

Stage line

bar (E)

Threaded splicer

Minimum lap length

(All components shall be provided from one supplier)

* Bar splicer assembly

1-1-2020

typ.

" cl.211

alternatives.

See approved list of bar splicer assemblies and mechanical splicers for

for reinforcement bars. See Section 508 of the Standard Specifications.

Bar splicer assemblies shall be epoxy coated according to the requirements

All reinforcement shall be lapped and tied to the splicer bars.

yield strength.

Splicer bars shall be deformed with threaded ends and have a minimum 60 ksi

Notes:

STANDARD BAR SPLICER ASSEMBLY PLAN

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$

STRUCTURE NO.

DRAINAGE SCUPPER, DS-11

typ.

3"

typ."

21

3

typ.

" min.,211

typ.

5° Draft

Drainage Scupper, DS-11 Each

ITEM UNIT QUANTITY

2" "1632

"1613

" R43 " R8

12 " R41

3" R

5° Draft

"87

"21 10° Draft

5° Draft

"4

11

"211

"411

"2

1" R typ.81

"85

1'-2"

6"

3"

"21

"217

"1671 "8

71

"2

14

"167

"81

1"

"811'-5

"411'-4

1'-4"

1'-2"

1'-0"

"2

17

"4

11

3"

"167

"81

1" "43

"81

2"

"419

"437

"217

"43

"81

"4

11"

43

2

"167

"43 6" "4

3

"859 "2

17

1'-

9"

6"

"2

11

"43 "4

3

"217

"2

11

"21 "2

1

" Ø bolts, typ.21for

" Ø holes169Drill

AA

B

B

PLAN

SECTION A-A

ANCHOR ROD DETAIL

VANE GRATE DETAIL

SECTION B-B BILL OF MATERIAL

DS-11

DOWNSPOUT

" OD858

" ID857

6"

contract unit price for Drainage Scupper, DS-11.

including complete installation of the scupper shall be paid for at the

Cost of the grate, frame, downspout, anchor rods, nuts and washers

Protective Coat is not applied to the scupper.

The Contractor shall take appropriate measures to assure that

sheet of .

of the scupper frame below deck shall be treated as specified on

Exterior surfaces of downspouts and exterior exposed surfaces

of 30,000 psi min. in lieu of the cast iron or structural steel.

to ASTM D2996 with a short-time rupture strength hoop tensile stress

As an alternate, fiberglass may be used for downspouts according

shall be galvanized according to AASHTO M111.

Structural steel scupper frames and downspouts, when utilized,

Details shall be submitted to the Engineer for approval.

Fillet or full penetration welds shall be used for the weldments.

and downspouts; however, the scupper grates shall remain cast iron.

configuration may be substituted for the cast iron scupper frames

Structural steel weldments of equal sections and of the same

of the Standard Specifications.

Stainless steel hardware shall be according to Article 1006.29(d)

As an alternate stainless steel may be used.

ASTM A307 and shall be galvanized according to AASHTO M232.

Bolts, anchor rods, nuts and washers shall be according to

requirements of AASHTO M105, Class 35B and AASHTO M306.

All cast iron parts shall be gray iron conforming to the

Notes:

4 locations

steel bolts with lock washers

" Ø-13 UNC stainless21for

Drill and tap scupper frame

GRATE BOLT HOLE DETAIL

Anchor rods 4 locations

" Ø-13 UNC threaded 21for

Drill and tap scupper frame

location relative to parapet.

See sheet of for scupper

" Ø-13 UNC bolts.21for

" deep21Drill and tap 4 holes

1-1-2020

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$

STRUCTURE NO.

DRAINAGE SCUPPER, DS-12

typ.

5° Draft

"329

"329

"411"4

11

"211

"411

" R812

"1632

"4

11

5° Draft 10° Draft

5° Draft

ITEM UNIT QUANTITY

Drainage Scupper, DS-12 Each

"2

14

6" I.D.

6" I.D.

"217

"1671 "8

71

6" I.D.

7" O.D.

"419

"437

"217

"2

12

"4

11

2'-0"

"811'-11

"1691'-10

"4

32

"4

12

"2

13

11"

"4

31

"4

11

"4

31

"212 "2

12

"212"2

12

"21

"21

"81"8

1

"167

"167

" R167

"2

1

"85

"1613

" R43 " R4

1

"87

"21

"1611'-8

"21

"8

5

"43 "4

3

"1611'-8

"851'-5

"1611'-3

"1612'-2

"4

31'-

1

"4

3

"4

3 "21 "2

1

C C

AA

B

B

DOWNSPOUT

VIEW C-C

ANCHOR ROD DETAIL

VANE GRATE DETAIL

SECTION A-A SECTION B-B

PLAN

BILL OF MATERIAL

DS-12

2"

3" R

11" O.D.

11" O.D.

3"

1"

6"

7"

2"

6"

" R typ.81

3"

" Ø bolt circle219

contract unit price for Drainage Scupper, DS-12.

including complete installation of the scupper shall be paid for at the

Cost of the grate, frame, downspout, anchor rods, nuts and washers

Protective Coat is not applied to the scupper.

The Contractor shall take appropriate measures to assure that

sheet of .

of the scupper frame below deck shall be treated as specified on

Exterior surfaces of downspouts and exterior exposed surfaces

of 30,000 psi min. in lieu of the cast iron or structural steel.

to ASTM D2996 with a short-time rupture strength hoop tensile stress

As an alternate, fiberglass may be used for downspouts according

shall be galvanized according to AASHTO M111.

Structural steel scupper frames and downspouts, when utilized,

Details shall be submitted to the Engineer for approval.

Fillet or full penetration welds shall be used for the weldments.

and downspouts; however, the scupper grates shall remain cast iron.

configuration may be substituted for the cast iron scupper frames

Structural steel weldments of equal sections and of the same

of the Standard Specifications.

Stainless steel hardware shall be according to Article 1006.29(d)

As an alternate stainless steel may be used.

ASTM A307 and shall be galvanized according to AASHTO M232.

Bolts, anchor rods, nuts and washers shall be according to

requirements of AASHTO M105, Class 35B and AASHTO M306.

All cast iron parts shall be gray iron conforming to the

Notes:

GRATE BOLT HOLE DETAIL

4 locations

steel bolts with lock washers

" Ø-13 UNC stainless21for

Drill and tap scupper frame Anchor rods 8 locations

" Ø-13 UNC threaded 21for

Drill and tap scupper frame

" Ø holes on16138-

location relative to parapet.

See sheet of for scupper

1-1-2020

" deep, 6 thru holes)41are 1

bolt circle. (2 blind holes

" Ø21" Ø-13 UNC bolts on 94

3

Drill and tap 8 holes for

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$

STRUCTURE NO.

DRAINAGE SCUPPER, DS-12M10

FLOW

ITEM UNIT QUANTITY

Each

1'-4"

"21 "2

1

"21

"8

5

"871

"431

"2

1"

21

1

"85

Drainage Scupper, DS-12M10

"4

11'-

7

2'-0"

"211'-10

10"

1'-4"

"4

31'-

0

"21

"4

11

"4

32

"4

33

typ."

21

3

"811'-8

"211'-8

"21

"41

"1631

"21

"41

"1631

"16

51

"87

2'-0"

"211'-10

"4

11

"4

32

"21

"41

"21

"41

"4

32

"4

33

typ."

21

3

"87 "

43

1'-

0

1'-4"

"211'-10

"851"8

72

"411

" rad. typ.16132

"811'-8

1" min.

"8

72

"2

13

"167

" rad. typ.81

"87

DS-12M10

BILL OF MATERIAL

DOWNSPOUT

ANCHOR ROD DETAIL

A

B

B

PLAN

A

SECTION A-A

C C

SECTION B-B

VIEW C-C

VANE GRATE DETAIL

10" I.D.3" 3"

11" O.D.

10" I.D.

3"

6"

typ.

" rad.81

typ.

7"

1'-11"

2"

1'-11"

2"

3" 10" I.D. 3"

" rad.41

2"

typ.

3"

2"5" rad. typ.

typ.

5"

Anchor rods 12 locations

" Ø-13 UNC threaded 21for

Drill and tap scupper frame

4 locations

steel bolts with lock washers

" Ø-13 UNC stainless21for

Drill and tap scupper frame

contract unit price for Drainage Scupper, DS-12M10.

including complete installation of the scupper shall be paid for at the

Cost of the grate, frame, downspout, anchor rods, nuts and washers

Protective Coat is not applied to the scupper.

The Contractor shall take appropriate measures to assure that

sheet of .

of the scupper frame below deck shall be treated as specified on

Exterior surfaces of downspouts and exterior exposed surfaces

of 30,000 psi min. in lieu of the cast iron or structural steel.

to ASTM D2996 with a short-time rupture strength hoop tensile stress

As an alternate, fiberglass may be used for downspouts according

shall be galvanized according to AASHTO M111.

Structural steel scupper frames and downspouts, when utilized,

Details shall be submitted to the Engineer for approval.

Fillet or full penetration welds shall be used for the weldments.

and downspouts; however, the scupper grates shall remain cast iron.

configuration may be substituted for the cast iron scupper frames

Structural steel weldments of equal sections and of the same

of the Standard Specifications.

Stainless steel hardware shall be according to Article 1006.29(d)

As an alternate stainless steel may be used.

ASTM A307 and shall be galvanized according to AASHTO M232.

Bolts, anchor rods, nuts and washers shall be according to

requirements of AASHTO M105, Class 35B and AASHTO M306.

All cast iron parts shall be gray iron conforming to the

Notes:

" Ø bolt circle411'-2

" Ø-9 UNC bolts on87for

Drill and tap 12 holes

GRATE BOLT HOLE DETAIL

location relative to parapet.

See sheet of for scupper

1-1-2020

bolt circle

" Ø41on 1'-2

" Ø Holes161512-

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$

"21

"21

"212

11" O.D.

6" I.D. "212

"8

5

6" I.D.

7" O.D.

DOWNSPOUT

BILL OF MATERIAL

Each

UNIT QUANTITYITEM

Drainage Scupper, DS-33

"1632 "2

13 3""431

1'-10""1657

"1674

"2

14

11"

Dia

meter

A A

BB

3'-2"

3'-1""21 "2

1

"16113'-0

"1613 "2

1

"43

"433

"211

"431

"4

31"

21

3"

41

4

"2

1

6" Diameter

11" Diameter

3'-4"

2'-5"

"4

3

"4

11 2"

1'-

0"

"4

14"

43

"419

"437"4

3 "43

"837

"413 1"

"4

3

3"

"4

11

"4

14"

43

2"

"21

6" Diameter

11" Diameter

"212 "2

12

"1652

"81"8

7" Rad.2

12

" Rad.212

"4

31

"4

1

"4

11

"2

1

"8

3

"4

11

1"

"852

"81

4" Rad.

" Rad.213

PLAN

SECTION A-A

SECTION B-B

FLANGE ONLY

BOTTOM VIEW OF

FIRST VANE DETAIL SECOND VANE DETAIL

STRUCTURE NO.

DRAINAGE SCUPPER, DS - 33M

DS-33

" R typ.81

"211

"411

"85

"2

1

"4

3

"4

11

GRATE BOLT HOLE DETAIL

4 locations

steel bolts with lock washers

" Ø-13 UNC stainless21for

Drill and tap scupper frame

" Ø bolt circle219

" Ø holes on16138-

location relative to parapet.

See sheet of for scupper

unit price for Drainage Scupper, DS-33.

complete installation of the scupper shall be paid for at the contract

Cost of the grate, frame, downspout, nuts and washers including

Protective Coat is not applied to the scupper.

The Contractor shall take appropriate measures to assure that

sheet of .

of the scupper frame below deck shall be treated as specified on

Exterior surfaces of downspouts and exterior exposed surfaces

of 30,000 psi min. in lieu of the cast iron or structural steel.

to ASTM D2996 with a short-time rupture strength hoop tensile stress

As an alternate, fiberglass may be used for downspouts according

shall be galvanized according to AASHTO M111.

Structural steel scupper frames and downspouts, when utilized,

Details shall be submitted to the Engineer for approval.

Fillet or full penetration welds shall be used for the weldments.

and downspouts; however, the scupper grates shall remain cast iron.

configuration may be substituted for the cast iron scupper frames

Structural steel weldments of equal sections and of the same

of the Standard Specifications.

Stainless steel hardware shall be according to Article 1006.29(d)

alternate stainless steel may be used.

and shall be galvanized according to AASHTO M232. As an

Bolts, nuts and washers shall be according to ASTM A307

requirements of AASHTO M105, Class 35B and AASHTO M306.

All cast iron parts shall be gray iron conforming to the

Notes:

1-1-2020

" Ø bolt circle.219

" Ø-13 UNC bolts on43

Drill and tap 8 holes for

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$

STRUCTURE NO.

TOP OF APPROACH SLAB ELEVATIONS

Location Station Offset

Elevations

Grade

Theoretical

Location Station Offset

Elevations

Grade

Theoretical

Location Station Offset

Elevations

Grade

Theoretical

Location Station Offset

Elevations

Grade

Theoretical

Location Station Offset

Elevations

Grade

Theoretical

2-17-2017

PLAN

E-AS

- - -

-

-

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$

STRUCTURE NO.

TOP OF APPROACH SLAB ELEVATIONS

Elevations

Grade

Theoretical

Station Offset

Grinding

Adjusted For

Elevations

Theoretical Grade

Elevations

Grade

Theoretical

Station Offset

Grinding

Adjusted For

Elevations

Theoretical Grade

Elevations

Grade

Theoretical

Station Offset

Grinding

Adjusted For

Elevations

Theoretical Grade

Elevations

Grade

Theoretical

Station Offset

Grinding

Adjusted For

Elevations

Theoretical Grade

Elevations

Grade

Theoretical

Station Offset

Grinding

Adjusted For

Elevations

Theoretical Grade

2-17-2017

PLAN

E-AS1

- - -

-

-

Location Location Location

Location

Location

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$

STRUCTURE NO.

TOP OF SLAB ELEVATIONS

adjusted for dead load deflections as shown below.

field if the engineer is working from the grade elevations

The above deflections are not to be used in the

Note:

¡

Symm. about

beams.

shown below, minus slab thickness, equals the fillet heights "t" above top flange of

subtracted from the "Theoretical Grade Elevations Adjusted for Dead Load Deflection"

flanges of the beams shall be taken at intervals shown below. These elevations

To determine "t": After all structural steel has been erected, elevations of the top

¡ Brg. Abut. ¡ Brg. Pier

(Includes weight of concrete only.)

"t"

At Minimum Fillet

" Chamfer43

" Chamfer43

"t"

At Maximum Fillet

Elevations

Grade

Theoretical

Load Deflection

Adjusted For Dead

Elevations

Theoretical Grade

2-17-2017E-S

DEAD LOAD DEFLECTION DIAGRAM

FILLET HEIGHTS

-

" Min.41

Location Station Offset

Elevations

Grade

Theoretical

Load Deflection

Adjusted For Dead

Elevations

Theoretical Grade

-

Location Station Offset

Elevations

Grade

Theoretical

Load Deflection

Adjusted For Dead

Elevations

Theoretical Grade

-

Location Station Offset

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$

STRUCTURE NO.

TOP OF SLAB ELEVATIONS

Elevations

Grade

Theoretical

and Grinding

Load Deflection

Adjusted For Dead

Elevations

Theoretical Grade

¡

Symm. about¡ Brg. Abut. ¡ Brg. Pier

(Includes weight of concrete only.)

"t"

At Minimum Fillet

" Chamfer43

" Chamfer43

"t"

At Maximum Fillet

for dead load deflections and grinding as shown below.

the engineer is working from the grade elevations adjusted

The above deflections are not to be used in the field if

Note:

1-14-2019E-S1

DEAD LOAD DEFLECTION DIAGRAM

FILLET HEIGHTS

-

" Min.41

Location Station Offset

Elevations

Grade

Theoretical

and Grinding

Load Deflection

Adjusted For Dead

Elevations

Theoretical Grade

-

Location Station Offset

Elevations

Grade

Theoretical

and Grinding

Load Deflection

Adjusted For Dead

Elevations

Theoretical Grade

-

Location Station Offset

grinding the deck, see Special Provisions.

be ground to elevations below the "Theoretical Grade Elevations" shown below. For

The slab is to be ground after curing to achieve smoothness, but the slab is not to

fillet heights "t" above top flange of beams.

and Grinding" shown below, minus the initial slab thickness prior to grinding, equals the

subtracted from the "Theoretical Grade Elevations Adjusted for Dead Load Deflection

flanges of the beams shall be taken at intervals shown below. These elevations

To determine "t": After all structural steel has been erected, elevations of the top

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$

EJ-SS

STRUCTURE NO.

PREFORMED JOINT STRIP SEAL

1-1-2020

Item Unit Total

FootPreformed Joint Strip Seal

of parapet

Inside face Strip seal joint

"8

3

1'-0"

1'-0"

" Parapet sliding plate21

Direction of traffic

Locking edge rail

at 50° F

-

Strip seal

"411

"83

flush

Grind

"167 "4

3

min.

"83

(EXTRUDED) RAIL

ROLLEDWELDED RAIL

seal

openin

g

Omit

weld at

penetration is verified by mock-up.

** Back gouge not required if complete joint

Rolled rail shown, welded rail similar.

groove shall be free of weld residue.

The inside of the locking edge rail

" m

ax.

21

4

" min.

21

3

Locking edge rail

at 50° F

-

Strip seal

" m

ax.

21

4

min."

43

2 min."

41

2

"811

**

**

Specs., automatically end welded.

conforming to Article 1006.32 of the Std.

* Granular or solid flux filled headed studs

" m

ax.

21

4

4"

min.

BILL OF MATERIAL

TRIMETRIC VIEW

A

SECTION B-B

LOCKING EDGE RAIL SPLICE

LOCKING EDGE RAILS

full depth

" Embedded plate43

6" 3"3"

Min. lap

6"

full depth

" Embedded plate83

Top of concrete Top of concrete

"4

1

SECTION A-A

SHOWING ROLLED RAIL JOINT

"4

1

angled/bent studs with horizontal studs)

" Ø x 6" studs @ 6" cts. (alternate 85*

PLAN AT PARAPET

FOR SKEWS ≤ 30° FOR SKEWS > 30°

A

min.

¾"

DETAIL A

except as shown in plan view.)

(Skews > 30° shown. Skews ≤ 30° similar

(Showing embedded plates only)

SHOWING WELDED RAIL JOINToff flush with the plates after concrete is set.

miss studs. All rods shall be burned, or sawed

the temperature during the deck pour. Place to

for holding the proper joint opening based on

Ƅ" ϕ threaded rods in Ɗ" ϕ holes at ±4'-0" cts.

at 50° F

-

at 50° F

-

min.

1"

" plate83face of

Concrete flush with back

" Plate83

2" Chamfer" Plate4

3

" plate43face of

Concrete flush with back

typ.

4"

Point Block Detail

plate

Parapet sliding

Strip seal joint

A

Aof parapet

Inside face

1'-0"3"

30°

typ.6" cts.,

ƅ" Ø x 6" Studs

"4

1

of Parapet

Inside Face

Top of deck

edge rail

Top of locking

plate

Parapet sliding

BB

Detail A

2" Max.

SECTION AT PARAPET

(10 per side 44" parapet)

(8 per side 39" parapet)

" Ø x 6" Studs43*

(12 per side 44" parapet)

(10 per side 39" parapet)

" Ø Countersunk bolts83

"212

length of the bridge approach slab.

cases the pavement connector length shall be adjusted, not the

joint at the end of the precast bridge approach slab. For these

may be required. One exception to this would be the strip seal

a different locking edge rail, dimensional adjustments

on the rolled locking edge rail. If the Contractor elects to use

to the concrete opening, not the joint opening, and are based

parapet lengths shown elsewhere in the plans are dimensioned

on the locking edge rail chosen by the Contractor. Deck and

The concrete opening below the strip seal will vary based

similar as noted.

39" constant slope barrier shown, 44" constant slope barrier

anchorage studs included with Preformed Joint Strip Seal.

Cost of parapet sliding plates, embedded plates, and

rail splice detail.

curb or parapet shall be welded as shown in the locking edge

rail joint within 10' measured perpendicular to the face of the

shall be ƈ" and sealed with a suitable sealant; however, any

The Maximum space between locking edge rail segments

according to Article 520.03 of the Standard Specifications.

All steel components shall be galvanized after fabrication

shall be followed.

The manufacturer's recommended installation methods

according to the manufacturer's recommendation.

" maximum depth provided the anchorage system is revised214

however, will not be allowed. Locking edge rails may exceed the

and meet the minimum anchorage shown. Flanged edge rails,

manufacturer to manufacturer provided they fit the application

of the locking edge rails and matching strip seal may vary from

applications and are conceptual only. The actual configuration

The locking edge rails depicted are configured for typical

rated movement of 4 inches.

are not permitted. The gland shall be sized for a maximum

rails. Open or "webbed" strip seal gland configurations

seal shall match the configuration of the locking edge

". The configuration of the strip41a minimum thickness of

The strip seal shall be made continuous and shall have

Notes:

min."

41

3

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$

Item Unit Total

FootPreformed Joint Strip Seal

of parapet

Inside face Strip seal joint

(Sheet 1 of 3)

"8

3

1'-0"

1'-0"

" Parapet sliding plate21

Direction of traffic

Locking edge rail

at 50° F

-

Strip seal

"411

"83

flush

Grind

"167 "4

3

min.

"83

(EXTRUDED) RAIL

ROLLEDWELDED RAIL

seal

openin

g

Omit

weld at

penetration is verified by mock-up.

** Back gouge not required if complete joint

Rolled rail shown, welded rail similar.

groove shall be free of weld residue.

The inside of the locking edge rail

" m

ax.

21

4

" min.

21

3

Locking edge rail

at 50° F

-

Strip seal

" m

ax.

21

4

min."

43

2 min."

41

2

"811

**

**

Specs., automatically end welded.

conforming to Article 1006.32 of the Std.

* Granular or solid flux filled headed studs

" m

ax.

21

4

4"

min.

BILL OF MATERIAL

TRIMETRIC VIEW

A

SECTION B-B

LOCKING EDGE RAIL SPLICE

LOCKING EDGE RAILS

full depth

" Embedded plate43

6" 3"3"

Min. lap

6"

full depth

" Embedded plate83

Top of concrete Top of concrete

"4

1

SECTION A-A

SHOWING ROLLED RAIL JOINT

"4

1

angled/bent studs with horizontal studs)

" Ø x 6" studs @ 6" cts. (alternate 85*

PLAN AT PARAPET

FOR SKEWS ≤ 30° FOR SKEWS > 30°

A

min.

¾"

DETAIL A

except as shown in plan view.)

(Skews > 30° shown. Skews ≤ 30° similar

(Showing embedded plates only)

EJ-SS-S

SHOWING WELDED RAIL JOINToff flush with the plates after concrete is set.

miss studs. All rods shall be burned, or sawed

the temperature during the deck pour. Place to

for holding the proper joint opening based on

Ƅ" ϕ threaded rods in Ɗ" ϕ holes at ±4'-0" cts.

STRUCTURE NO.

PREFORMED JOINT STRIP SEAL - SIDEWALK

at 50° F

-

at 50° F

-

min.

1"

" plate83face of

Concrete flush with back

" Plate83

2" Chamfer" Plate4

3

" plate43face of

Concrete flush with back

typ.

4"

Point Block Detail

plate

Parapet sliding

Strip seal joint

A

Aof parapet

Inside face

1'-0"3"

30°

typ.6" cts.,

ƅ" Ø x 6" Studs

"4

1

of Parapet

Inside Face

Top of deck

edge rail

Top of locking

plate

Parapet sliding

BB

Detail A

2" Max.

SECTION AT PARAPET

length of the bridge approach slab.

cases the pavement connector length shall be adjusted, not the

joint at the end of the precast bridge approach slab. For these

may be required. One exception to this would be the strip seal

a different locking edge rail, dimensional adjustments

on the rolled locking edge rail. If the Contractor elects to use

to the concrete opening, not the joint opening, and are based

parapet lengths shown elsewhere in the plans are dimensioned

on the locking edge rail chosen by the Contractor. Deck and

The concrete opening below the strip seal will vary based

similar as noted.

39" constant slope barrier shown, 44" constant slope barrier

included with Preformed Joint Strip Seal.

embedded plates, anchorage studs, and expansion anchors

Cost of parapet sliding plates, sidewalk sliding plates,

raised pattern according to ASTM A786.

The top surface of sidewalk sliding plates shall have a

rail splice detail.

curb or parapet shall be welded as shown in the locking edge

rail joint within 10' measured perpendicular to the face of the

shall be ƈ" and sealed with a suitable sealant; however, any

The Maximum space between locking edge rail segments

according to Article 520.03 of the Standard Specifications.

All steel components shall be galvanized after fabrication

shall be followed.

The manufacturer's recommended installation methods

according to the manufacturer's recommendation.

" maximum depth provided the anchorage system is revised214

however, will not be allowed. Locking edge rails may exceed the

and meet the minimum anchorage shown. Flanged edge rails,

manufacturer to manufacturer provided they fit the application

of the locking edge rails and matching strip seal may vary from

applications and are conceptual only. The actual configuration

The locking edge rails depicted are configured for typical

rated movement of 4 inches.

are not permitted. The gland shall be sized for a maximum

rails. Open or "webbed" strip seal gland configurations

seal shall match the configuration of the locking edge

". The configuration of the strip41a minimum thickness of

The strip seal shall be made continuous and shall have

Notes:

(10 per side 44" parapet)

(8 per side 39" parapet)

" Ø x 6" Studs43*

(12 per side 44" parapet)

(10 per side 39" parapet)

" Ø Countersunk bolts83

1-1-2020

"212

min."

41

3

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$

(Sheet 2 of 3)

1'-0"1'-0"

1'-0"

" Sidewalk Sliding Plate21

" Sidewalk Sliding Plate21

anchors at ±9" cts.

countersunk expansion

" Ø x 4" Stainless steel83

" Sidewalk Sliding Plate21

countersunk expansion anchors

" Ø x 4" Stainless steel83

"41

1"

"41

"41

Min. lap

6" 3" 6" 3"

TRIMETRIC VIEW

SECTION C-C

Top of Median

"41

D

SECTION D-D

2" Chamfer

PLAN AT RAISED SIDEWALK

corners 2" similar to sidewalk.

For skews > 30°, chamfer acute

1"

ƅ" Ø x 6" Studs

(at Rt. �'s)

Dtyp.6" cts.,

(FOR SKEWS > 30°)(FOR SKEWS ≤ 30°)

C

C

C

C

typ.6" cts.,

plate to top of deck

¼" gap from sidewalk sliding

Top of deck

edge rail

Top of locking

"4

1

Top of deck

edge rail

Top of locking

"4

1

Top of deck

Top of sidewalk

Top of deck

Top of median

ƅ" Ø x 6" Studs

vertical face

optional on

Raised pattern

EJ-SS-S

STRUCTURE NO.

PREFORMED JOINT STRIP SEAL - SIDEWALK

1-1-2020

SECTION AT RAISED SIDEWALK

SECTION AT MEDIAN

typ.

1"

typ.

1"

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$

(Sheet 3 of 3)

1'-0" 1'-0"

" Sliding Plate21

30°

SECTION F-F

5"

2"

3" 3"6"

Min. lap

6"

DETAIL B

30°

1"

¼"

¼"

"4

1

Top of deck

edge rail

Top of locking

of Parapet

Inside Face

edge rail

Top of locking

E

" Sidewalk Sliding Plate21

8"

See Detail B

plate

" Parapet sliding21

8"

sliding plate

" Parapet 21

"8

3

1'-0"

" Parapet sliding plate21

Direction of traffic

SECTION E-E

full depth

" Embedded plate43

6" 3"

Min. lap

6"

full depth

" Embedded plate83

1'-0" 1'-3"

" Sliding Plate21

6" 3"6"

Min. lap

6"

ƅ" Ø x 6" Studsƅ" Ø x 6" Studs

1"

2" Chamfer

except as shown in plan view.)

(Skews > 30° shown. Skews ≤ 30° similar

(FOR SKEWS ≤ 30°) (FOR SKEWS > 30°)

PLAN AT DECK LEVEL SIDEWALK

anchors at ±9" cts.

Countersunk expansion

" Ø x 4" Stainless steel 83

F

F

F

F

Parapet sliding plate

Parapet sliding plateof parapet

Inside face

2"

of parapet

Inside face

typ.

6" cts.,

typ.

6" cts.,

EJ-SS-S

3"

1'-0"

STRUCTURE NO.

PREFORMED JOINT STRIP SEAL - SIDEWALK

2" Max.

E

11"

(12 per side 44" parapet)

(10 per side 39" parapet)

Countersunk expansion anchors

" Ø x 4" Stainless steel83

(10 per side 44" parapet)

(8 per side 39" parapet)

" Ø x 6" Studs, typ.43*

(12 per side 44" parapet)

(10 per side 39" parapet)

" Ø Countersunk bolts83

1-1-2020

SECTION AT DECK LEVEL SIDEWALK

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$

W27 BEAMS AND SMALLER STRUCTURE NO.

CANTILEVER FORMING BRACKETS FOR SUPERSTRUCTURES WITH

Stage Construction Joint Finishing machine rail

Finishing machine rail¡ Bridge

Symmetrical about

materials shall be placed as shown between webs of beams in each bay.

For Standard construction, or Stage Construction the Hardwood bracing

be tied together at 4 foot intervals.

The beams or girders, supporting cantilever forming brackets, shall

exterior beams.

The finishing machine rails shall be placed on the top flange of the

as modified below and in the details shown on this sheet.

according to Article 503.06(b) of the Standard Specifications, except

When cantilever forming brackets are used, the work shall be done

2-17-2017SB-1

STAGE CONSTRUCTION

FORM BRACES FOR

STANDARD CONSTRUCTION

FORM BRACES FOR

Ties at 4'-0" cts.

Ties at 4'-0" cts.

at 4'-0" cts.

Hardwood 4" x 4" blocks

at 4'-0" cts.

Hardwood 4" x 4" blocks

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$

STRUCTURE NO.

CONCRETE PARAPET SLIPFORMING OPTION

saw cut

¡ Full thickness

4'-6" long.

" Ø GFRP rebar,21

ex (E)

at each parapet joint location.)

(Place as shown in parapet section

d(E)

*See Superstructure Details.

GFRP REBAR STIFFENING DETAIL

SFP 39-44

4"

PARAPET SECTION

39" CONSTANT-SLOPE

" Ø GFRP rebar)21(Showing dimensions, d(E), and " Ø GFRP rebar)2

1(Showing dimensions, d(E), and

PARAPET SECTION

44" CONSTANT-SLOPE

1'-5"

"219 "2

17

superstructure details)

Face of parapet (as per

Constant throughout

(Limits of sa

w cut)

2'-

5"

")2

1(+

0,-

"2

18

* ")2

1(±1"

")2

1(+

0,-

10"

")2

1(+

0,-

3'-

3"

Sla

b

8"

4"

" A21*Plan dimension + 1

"211

notch full length

" ¬ Drip43

(mandatory)

Construction joint

")4

1le

ss than

Varie

s (n

ot

saw cut locations)

with #4 ex(E) bars (at

" GFRP rebar lapped21

1'-5"

"218 "2

18

superstructure details)

Face of parapet (as per

saw cut locations)

with #4 ex(E) bars (at

" GFRP rebar lapped21

Constant throughout

(Limits of sa

w cut)

2'-

10"

")2

1(+

0,-

"2

18

"211

*

Level

per plans

End of deck

notch full length

" ¬ Drip43

(mandatory)

Construction joint

4"

" A21*Plan dimension + 1

")4

1le

ss than

Varie

s (n

ot

Sla

b

8"")

21

(±1"

")2

1(+

0,-

10"

")2

1(+

0,-

3'-

8"

per plans

End of deck

Level

1'-0"

#3 (E) BAR

6"

at 8" cts.

#3 SF(E) bar

at 8" cts.

#3 SF(E) bar

b2(E) bar b2(E) bar

1-1-2020

types similar.

Steel superstructure shown. Other superstructure

thickness saw cut.

Replace all cork joint filler locations with a full

superstructure details.

Place full depth aluminum sheets as shown on

for 39" and 44" parapets.

needed to revise dimension A = 0.00348 cu. yds./ft.

to be revised as shown. Additional concrete

superstructure details, except dimension A which is

All dimensions shall remain the same as shown on

Notes:

SECTION COUNTY

ILLINOIS FED. AID PROJECT

TOTAL

SHEETS

SHEET

NO.RTE.

CONTRACT NO. DEPARTMENT OF TRANSPORTATION

STATE OF ILLINOIS

USER NAME =

PLOT SCALE =

PLOT DATE =

DESIGNED REVISED

REVISED

REVISED

REVISED

F.A.

SHEET OF SHEETS

-

-

-

-

-

-

-

-

CHECKED

DRAWN

CHECKED

$TIME$$DATE$

MO

DE

L:

FIL

E N

AM

E:

$M

OD

EL

NA

ME$

$FIL

EL$