Chapter 11 - Maryland.gov Enterprise Agency Templatebolts are tightened (typ.) L New 1’’ bolts,...

OFFICE OF STRUCTURES STRUCTURAL DETAIL MANUAL

Chapter 11 - Structural Repairs

SECTION 04

SUBSTRUCTURE REPAIRS (SR-SUB)

2’’ min.

cl. (Typ.)

cL Tongue & groove, self

locking vertical closure

joint and #14 x 1 1/2 ’’

stainless steel screws

1 : 1 slope

3’’

3’’

4’-

0’’

1 4

ELEVATION

Varie

s -

Refer t

o p

lan

s f

or l

en

gth

FIBERGLASS PROTECTIVE PILE JACKETFOR EXISTING PILES

Refer t

o d

atu

m i

n e

levati

on v

iew

on

Gen

era

l P

lan

& E

lev

ati

on

ST

RU

CT

UR

AL

RE

PA

IRS

Mean water

level

6’’

scre

w s

pacin

g

STATE HIGHWAY ADMINISTRATION

DEPARTMENT OF TRANSPORTATION

STATE OF MARYLAND

SHEET OF

Scale: 1/2 ’’ = 1’-0’’

OFFICE OF STRUCTURES

DETAIL NO.

DATE:

APPROVAL

DIRECTOR


VERSION

1.0

SR-SUB-101

06/28/2017

2’’ min.

cl. (Typ.)

cL Tongue & groove, self

locking vertical closure

joint and #14 x 1 1/2 ’’

stainless steel screws

1 : 1 slope

3’’

3’’

2 4

ELEVATION

FIBERGLASS PROTECTIVE PILE JACKETFOR EXISTING PILES WITH CONCRETE STRUT

6’’

scre

w s

pacin

g

Varie

s -

Refer t

o p

lan

s f

or l

en

gth

Existing

concrete strut

at waterline

ST

RU

CT

UR

AL

RE

PA

IRS



STATE OF MARYLAND

SHEET OF

Scale: 1/2 ’’ = 1’-0’’

OFFICE OF STRUCTURESDATE:

APPROVAL

DIRECTOR


VERSION

1.0

DETAIL NO. SR-SUB-101

06/28/2017

XX

X

X

XX

X

X

min.

SECTION

Scale: None

Proposed fiberglass

protective pile jacket

cL Existing round pile

and proposed fiberglass


Flow

High strength grout

2’’

2’’ high slab bolster

upper, full length

spaced as shown

(Typ.)

3/16 ’’ min.

thickness

#14 x 1 1/2 ’’

stainless

steel screw

spaced 6’’ c/c

Tongue and groove

self locking vertical

closure joint

3 4

1’’

ST

RU

CT

UR

AL

RE

PA

IRS

FIBERGLASS PROTECTIVE PILE JACKETFOR EXISTING ROUND PILES

Existing round

pile shell

Galvanized

wire mesh

3’’ x 3’’ - W 1.4 x W 1.4

1.

2.

3.

4.

Notes:

Existing pile reinforcing steel not

shown.

Existing piles shall be cleaned a

maximum of 24 hours prior to placement

of jacket and high-strength grout.

The closure joint shall not protrude

more than 1’’ from either inside or

outside face of the jacket.

Fluted pile shown.



STATE OF MARYLAND

SHEET OF


APPROVAL

DIRECTOR


VERSION

1.0


06/28/2017

X X

XX

XXX

X

min.

Flow

SECTION

High strength grout

Scale: None

Proposed fiberglass


Tongue and groove

self locking vertical

closure joint

c

2’’

#14 x 1 1/2 ’’

stainless

steel screw

spaced 6’’ c/c

3/16 ’’ min.

thickness

2’’ high slab bolster

upper, full length

spaced as shown

(Typ.)

4 4

ST

RU

CT

UR

AL

RE

PA

IRS

FIBERGLASS PROTECTIVE PILE JACKETFOR EXISTING SQUARE PILES

1.

2.

3.

Notes:


shown.




The closure joint shall not protrude

more than 1’’ from either inside or

outside face of the jacket.

Face of existing

square pile

L Existing square

pile and proposed fiberglass


Galvanized

wire mesh

3’’ x 3’’ - W 1.4 x W 1.4



STATE OF MARYLAND

SHEET OF


APPROVAL

DIRECTOR


VERSION

1.0


06/28/2017

Nylon form

c

Tremie port

(Typ.)

Clamping device

(top and bottom,Typ.)

1’-0

’’

Refer t

o d

atu

m i

n e

levati

on v

iew

on t

itle

sheet

4’-

0’’

Mean water

level

3’-

0’’

2’’ min.

cl. (Typ.)

ELEVATION

1 3

Varie

s -

Refer t

o p

lan

s f

or l

en

gth

L Brass zipper

and pile

NYLON FORM PROTECTIVE PILE JACKETAT EXISTING PILES

ST

RU

CT

UR

AL

RE

PA

IRS

Note:

External bands to minimize bulging of

form note shown.



STATE OF MARYLAND

SHEET OF

Scale: 1/2 ’’ = 1’-0’’


APPROVAL

DIRECTOR


VERSION

1.0


06/28/2017

XX

X

X

XX

X

X

SECTION

Scale: None

Brass zipper

cL Existing round pile

and proposed zippered

nylon form protective

pile jacket

Flow

min.

2’’

High strength grout

Proposed nylon

form

2 3

1’’

NYLON FORM PROTECTIVE PILE JACKETFOR EXISTING ROUND PILES

ST

RU

CT

UR

AL

RE

PA

IRS

Existing round

pile shell

Full length

standoff, spaced

as shown

L tremie portsc

Galvanized

wire mesh

3’’ x 3’’ - W 1.4 x W 1.4

1.

2.

3.

Notes:


shown.




Fluted pile shown.



STATE OF MARYLAND

SHEET OF


DETAIL NO.

DATE:

APPROVAL

DIRECTOR


VERSION

1.0

SR-SUB-102

06/28/2017

X X

XX

XXX

X

min.

SECTION

Scale: None

Brass zipper

cL Existing square pile

and proposed zippered

nylon form protective

pile jacket

Flow

2’’

Proposed nylon

form

High strength grout

3 3

NYLON FORM PROTECTIVE PILE JACKETFOR EXISTING REINFORCED CONCRETE PILES

1’’ min.

ST

RU

CT

UR

AL

RE

PA

IRS

1.

2.

Notes:


shown.




Face of existing

square pile

Full length

standoff

spaced as shown

Galvanized

wire mesh

3’’ x 3’’ - W 1.4 x W 1.4

L tremie portsc



STATE OF MARYLAND

SHEET OF


APPROVAL

DIRECTOR


VERSION

1.0


06/28/2017



STATE OF MARYLAND

SHEET OF

2’-

6’’

2’-

6’’

5’-

0’’

pil

e t

o r

em

ain

in p

lace

Po

rti

on

of e

xis

tin

g

c

A A

PILE SPLICE SLEEVE

New

treate

d t

imb

er p

ile

3

1.

2.

3.

3’’

3’’

Scale: 3/4 ’’ = 1’-0’’

10

- 1

’’ b

olt

s @

6’’

c/c

Typic

al

1/2 ’’ steel splice sleeve

c

4.

5.

ELEVATION

All timber for cross bracing and piling

shall conform to Section 462. All

timber for new cross bracing shall be

No. 1 Southern Pine. All timber

for piles shall be Southern Pine.

All timber shall be treated with

creosote with 20 lb/ft retention in

conformance with AASHTO M 133.

For ’’Section A-A’’ see sheet nos.

2 and 3 of 8.1

8

ST

RU

CT

UR

AL

RE

PA

IRS

SPLICE FOR CONNECTING EXISTING TIMBER

PILING TO NEW TIMBER PILING


L Splice

(Cut to be

normal to pile)

Note:

Butt ends of new treated timber pile and

existing pile shall have the same diameter.

All voids between the existing pile and the

new pile section or the pile and the sleeve

shall be filled with an epoxy. The epoxy shall

be placed on the existing pile end before

installing new section and on inside of the

sleeve before placing on the pile.

Note:

Splice bolts are

not shown.

Pile splice cut shall be 1’-0’’ below

the deteriorated area.

L existing and new

pile sections.

Notes:

Epoxy shall be water insensitive with a consistancy

of putty.

Hardware shall be ASTM A 325 and be mechanically

galvanized in conformance with ASTM A 153.

DETAIL NO.

DATE:

APPROVAL

DIRECTOR


VERSION

1.0

SR-SUB-201

All structural steel shall be ASTM A 709 Grade 50

and be hot-dipped galvanized after fabrication

in conformance with ASTM A 153. All galvanized

material shall be off-vented a minimum of 24 days

before installation.

06/28/2017



STATE OF MARYLAND

SHEET OF

c

3 1/

2 ’’

(ty

p.)

1/2 ’’ Steel splice sleeve (typ.)

Scale: 3’’ = 1’-0’’

1 3/4

’’

Epoxy

SECTION A-A (3 SECTION SPLICE ALTERNATE)

2

8

ST

RU

CT

UR

AL

RE

PA

IRS




1’’ minimum, 2’’ maximum after

bolts are tightened (typ.)

L New 1’’ bolts, nuts,

and washers (typ.)

Note:

Bolts, nuts and

washers not shown.

Existing and proposed replacement

treated timber pile section

Note:

The three section splice can

only be used when there is no

bracing being attached in

splice area.

Note:

The 5’-0’’ steel pile splice sleeve

shall be tightened enough to force

out excess epoxy from around the

circumference of the pile.DATE:

APPROVAL

DIRECTOR


VERSION

1.0


06/28/2017

3 8



STATE OF MARYLAND

SHEET OF

3 1/2 ’’

(typ.)

Scale: 3’’ = 1’-0’’

c

1 3/4 ’’

Epoxy

SECTION A-A (4 SECTION SPLICE ALTERNATE)


1’’ minimum, 2’’ maximum after

bolts are tightened (typ.)

1/2 ’’ steel

splice sleeve

(typ.)

L New 1’’ bolts, nuts,

and washers (typ.)

Note:

Bolts, nuts and

washers not shown.

Note:

The four section splice can be

used at any location.

Existing and proposed replacement

treated timber pile sections



Note:

The 5’-0’’ steel pile splice sleeve

shall be tightened enough to force

out excess epoxy from around the

circumference of the pile.

DETAIL NO.

DATE:

APPROVAL

VERSION

DATE:

APPROVAL

DIRECTOR


VERSION

1.0

SR-SUB-201

06/28/2017

4 8



STATE OF MARYLAND

SHEET OF

c

PILE CONNECTION FOR NONSTRENGTHENED TIMBER CAPS

5’’ 6’’ 5’’

2’’2’’

2’’

1/2

cap

8’’

6’’

3’’

Scale: 3/4 ’’ = 1’-0’’

1’-0’’

1’-

7’’

+

1/2

cap

dep

th

dep

th

c

1.

2.

3.

4.

1’-4’’

Cap

Dep

th

Bottom of existing timber bent cap


Existing

superstructure

1/2 ’’ x 1’-4’’ x (1’-7’’ + 1/2 cap depth) galvanized

cap connection plate both sides of timber cap

4’’ galvanized shear plate timber

connector (typ.) for details see sheet 7 of 8.

Dap pile or shim as

required to fit cap

connection plate

flush with the cap

L New pile section and through bolt connection

(top of pile to be flush with bottom of cap)

Galvanized 7/8 ’’ through

bolt connection (typ.) see

sheet 7 of 8

Existing timber bent cap

CONNECTION OF NEW TIMBER PILE SECTIONTO EXISTING TIMBER CAP

L existing timber

bent cap

DATE:

APPROVAL

DIRECTOR


VERSION

1.0


Notes:

All field drilled holes in the piles shall have a

compatible preservative treatment applied to

them before bolting.

All steel plates, bolts, nuts, etc. shall

be mechanically or hot dipped

galvanized to conform with ASTM A 153.

Shims shall be galvanized ASTM A 709

Grade 50 steel.

All galvanized material shall be

off-vented a minimum of 24 days

before installation.

All field drilled holes in the steel

plates shall have a compatible

galvanized touch up conforming to

ASTM A 780 applied.

5.

06/28/2017

5 8



STATE OF MARYLAND

SHEET OF

1’-

6’’

c

B

B

9’’

6’’

3’’

Scale: 3/4 ’’ = 1’-0’’

Typ.

1.

2.

3.

PILE CONNECTION FOR STEEL CHANNEL STRENGTHENED TIMBER CAPS


Existing

superstructure

New galvanized C 10 x 30 installed on

both sides of timber pile

Galvanized 7/8 ’’ through bolt connection (typ.)

see sheet 7 of 8

4’’ galvanized shear plate

timber connector (typ.)

Timber cap strengthened

with steel channels

(existing)

L New pile section and through bolt

connection (top of pile to be flush

with bottom of cap)

CONNECTION OF NEW TIMBER PILE SECTIONTO EXISTING STEEL CHANNEL STRENGTHENED

TIMBER CAP

Dap or shim pile

so that C 10 x 30

is flush with

existing steel

channel

DATE:

APPROVAL

DIRECTOR


VERSION

1.0


Notes:

All steel plates, bolts, nuts, etc. shall

be mechanically or hot dipped galvanized

to conform to ASTM A 153.

Shims shall be galvanized ASTM A 709 Grade

50 steel.

All galvanized material shall be off-vented

a minimum of 24 days before installation.

This detail is not designed to transfer

cap loads to the pile.

Areas of field welding and drilling

shall be repaired with a galvanized

touch up kit conforming to ASTM

A 780.

All field drilled holes in the piles shall

have a compatible preservative

treatment applied to them before

bolting.

For Section B-B see

sheet 6 of 8.

4.

5.

6.

7.

06/28/2017

6 8



STATE OF MARYLAND

SHEET OF

c

Existing timber cap

SECTION B-B

Typ.

Existing superstructure

9’’

3’’

Scale: 1 1/2 ’’ = 1’-0’’

connection for

6’’

L New pile section

and existing timber cap

c


Existing steel channels

for cap strengthening

Galvanized

C 10 x 30 x 1’-6’’

long cap connection


TIMBER CAP

L galvanized 7/8 ’’

through bolts and

4’’ shear plate

Dap or shim pile so

that C 10 x 30 is

flush with existing

steel channel

details see sheet

7 of 8

4’’ shear plate (typ.)

Replacement pile section

DATE:

APPROVAL

DIRECTOR


VERSION

1.0


06/28/2017

7 8



STATE OF MARYLAND

SHEET OF

Existing Timber Cap or Pile

TYPICAL THROUGH BOLT CONNECTION

Scale: 3/8 ’’ = 1’’

Burr threads (Typ.)


4’’ galvanized shear plate

timber connector (Typ.)

New galvanized cap

connection plate

or channel (Typ.)


TIMBER CAP

Galvanized 7/8 ’’

ASTM A 325 all thread

w/standard nut

and washer (Typ.)

DATE:

APPROVAL

DIRECTOR


VERSION

1.0


06/28/2017

8 8



STATE OF MARYLAND

SHEET OF

Scale: 1 1/2 ’’ = 1’-0’’

c

4 SECTION SPLICE CROSS BRACING DETAIL


Existing treated

timber pile

Reinstall existing

or new cross bracing

(Typ.)

L New 1’’ all thread, nuts,

and washers



CROSS BRACING DETAILS

Timber blocking as

necessary at this

location and at other

connections (Typ.)

Note:

Refer to the General Plan and

Elevation to see whether new cross

bracing is required and at which

locations.DATE:

APPROVAL

DIRECTOR


VERSION

1.0


06/28/2017



STATE OF MARYLAND

SHEET OF

L 7/8

’’

bolt

s (T

yp.)

c

B B

L B

ridge a

nd

L S

teel

Pil

e B

ent

c c

Outs

ide f

ace o

f

superstr

uctu

re

A

A

Note

s:

Pro

vid

e 1

’’ b

olt

s t

hro

ugh e

xis

ting c

oncre

te

sla

b o

r t

imb

er/c

on

crete

deck

. F

or d

eta

ils

For d

eta

ils o

f H

P s

ecti

on, see ’

’T

ypic

al

1.

2.

3.

4.

5.

Scale

: N

one

1 6

Exis

ting d

eck s

ee

Note

1 Ex

isti

ng

pil

e b

en

t

Ele

vati

on

’’ o

n s

ht.

5.

Saddle

Beam

Ele

vati

on’’

on s

ht.

2.

Cap

beam

pla

ced

lev

el

6’’

6’’

(See T

ab

le)

of

bo

lts,

see ’

’Ty

pic

al

Cap

Beam

To

p F

lan

ge

Pla

n’’

on s

ht.

5.

Fo

r d

eta

ils o

f cap

, see ’

’Ty

pic

al

Cap

Beam

6.

Length

D

(Wate

r D

epth

Vari

es)

Norm

al

Wate

rS

urf

ace

EL

EV

AT

ION

- S

TE

EL

BE

NT

T

HIS

EN

TIR

E U

NIT

IS

FR

AC

TU

RE

CR

ITIC

AL

Pil

es s

hall

b

e p

laced

to m

iss e

xis

ting

su

bstr

uctu

re

fo

oti

ng

s a

nd

/or p

iles.

Ste

el

sh

im p

late

s

(Typ.)

1/2

’’

min

. F

or

thic

kness, see N

ote

4.

Sad

dle

beam

(Ty

p.)

to

be s

et

level

L S

teel

HP

or

pip

e

pil

e

c

Th

e C

on

tracto

r i

s r

esp

on

sib

le f

or a

ch

iev

ing

a

so

lid

bearin

g o

f t

he e

xis

tin

g s

up

erstr

uctu

re

onto

the n

ew

ste

el

cap b

eam

. T

his

shall

be

acco

mp

lish

ed

by

in

serti

on

of t

he s

teel

sh

im w

ed

ge

pla

tes b

etw

een t

he f

lang

es o

f t

he c

ap

beam

an

d

the s

uperstr

uctu

re. T

he s

teel

shim

wedge p

late

s

shall

be p

laced a

t 3’-

0’’

maxim

um

c/c

alo

ng t

he

cap b

eam

and s

hall

be i

n f

ull

conta

ct

wit

h t

he c

ap

beam

fla

nge.

If p

iles a

re p

laced

in

wate

r,

a n

ew

pro

tecti

ve j

ack

et

sh

all

b

e i

nsta

lled

.

Fo

r "S

ecti

on

A-A

" s

ee s

heet

3,

for

"S

ecti

on

B-B

see

sheet

4.

7.

STEEL REPLACEMENT/TEMPORARY BENT FORTIMBER/CONCRETE COMPOSITE OR

CONCRETE SLAB BRIDGES

ST

RU

CT

UR

AL

RE

PA

IRS

DATE:

APPROVAL

DIRECTOR


VERSION

1.0

DETAIL NO.


SR-SUB-301

of i

nsta

llati

on, see s

ht.

4. F

or l

ocati

on

New

pro

tecti

ve

jack

et

(Ty

p.)

. S

ee D

eta

il N

os.

SR

-SU

B-1

01 a

nd

SU

B-P

R-3

03

For

mate

rials

lis

t see D

eta

il N

o. S

R-S

UB

-501.

06/28/2017



STATE OF MARYLAND

SHEET OF

5/16

Typ.

9’’

See

Note 2

9’’

See

Note 2

c

c

5/16

1.

2.

3.

4.

Scale: None

2

TYPICAL SADDLE BEAM ELEVATION

6

Steel shim plates

(Typ.) 1/2 ’’ min. thickness

c

5/16

Typ.

5/16

5/16

Typ.

2 equal spaces

Set level1’’ min. Typ.

L Cap Beam,

Saddle Beam and

between Piles

L Saddle beam stiffener

plates (Typ.). See Note 3

1/2 ’’ x 1/2 ’’ flange width

stiffener plate on

each side of web (Typ.).

1’’ min. Typ.

Elevation of finished

top of piles. See Note 4

Pile cap plate to

be centered on

pile. Plate 1’’ min.

thickness (Typ.)

Slope 1/2 ’’/ft.

Scale: None

WEDGE DETAIL

1/2

’’

min

.

Notes:

Contractor shall verify in the field, prior to welding, the positions of the stiffener plates and

of cap beam.

The top shim plate shall be 1’’ longer on each side than the flange.

Each consecutive descending plate shall be 1’’ wider and longer than the previous plate all around.

The wedges shall be 3’’ longer and 1’’ wider than the bottom plate.

horizontal and 1 1/2 ’’ vertical.

Elevation of finished top of piles shall be determined in the field. Piles shall be cut off level and

ground to a smooth, flat surface. The elevation shall be set to keep the height of stacked plates

to a minimum.

5.

6.

7.



ST

RU

CT

UR

AL

RE

PA

IRS

Existing bent and bolts not shown for clarity.

adjust, as necessary, so that the plates are located at the centerline of the piles and centerline

DATE:

APPROVAL

DIRECTOR


VERSION

1.0

DETAIL NO.

Saddle Beam (Fracture Critical

Member) length (Refer to No. SR-SUB-501)

SR-SUB-301


For weld termination on stiffeners, see SUP-SS(GEN)-203. Clip corners of stiffeners 1’’

L Pile with protective

sleeve (Typ.). For details

see Detail Nos. SR-SUB-101

and SUB-PR-303.

06/28/2017



STATE OF MARYLAND

SHEET OF3

Scale: None

SECTION A-A

c

c

c

5/16 Typ.

c

c

Note:

c

6

Pile cap plate (Typ.)

L Cap beam stiffener plates

L Saddle beam stiffener

plates (Typ.)

L Saddle Beam and

Steel Piles

ST

RU

CT

UR

AL

RE

PA

IRS



1’-6’’ min.

9’’

min

.

Ste

el

ben

t o

ffset

(See S

td. N

o. B

R-S

R(X

.XX

)-96-X

XX

)

6’’

min.

5/16

Note:Piles shall be located to clear battered piles.

cc

L of new steel pile bent to be parallel to L of existing bent (if applicable).L of saddle beam to be parallel to L of existing bridge.

L Bearing

existing bent

L Bearing new

steel pile bent

Outside face

of superstructure

DATE:

APPROVAL

DIRECTOR


VERSION

1.0


OFFICE OF STUCTURES06/28/2017

Washer (Typ.)

Double nut (Typ.)



STATE OF MARYLAND

SHEET OF4 6

c

Existing roadway surface

Existing concrete slab

Burr threads on bolt

after tightening (Typ.)

Scale: None

Steel bent

offset

4’’ Ogee washer (Typ.)

Place 1/2 ’’ grout bed for full

level bearing of washer (Typ.)

Drill 1 1/8 ’’ holes through

existing timber deck (Typ.)

ST

RU

CT

UR

AL

RE

PA

IRS

Notes:

Cresote treated timber filler strips

shall be sized to fit the gap between

the staggered timbers. The length shall

be measured along the centerline of

the road, and shall be the cap beam

flange width +4’’ minimum on each side.

Saddle beam not shown for clarity.

1.

2.

SECTION B-B (TIMBER CONCRETE COMPOSITE)

L Bearing existing timber

pile bent

Existing timber slab and

substructure

Install creosote treated timber

filler strips with galvanized 8d

common nails through predrilled

holes. (See Note 1).New 1’’ thick neoprene pad.

Length and width to match

steel pile bent flange.

c

cCore 5’’ x 4 1/2 ’’ deep hole

hole centered in 5’’ hole through

hole through the steel shim and

wedge plates and the top flange

of the cap beam. Holes to be cored

and drilled after installation of all

shim and wedge plates is complete.

with epoxy bonding compound. Fill hole

with nonshrink grout (Typ.)

L New bearing steel pile bent

L 1’’ bolts staggered

See sht. 6 for location

ATTACHMENTS OF STEEL REPLACEMENT/TEMPORARY BENT CAP FOR TIMBER/CONCRETE COMPOSITE BRIDGES

through concrete slab. Drill 1 1/8 ’’

timber slab, steel shim and

After bolts are installed, coat sides

DATE:

APPROVAL

DIRECTOR


VERSION

1.0


OFFICE OF STRUCTURES06/28/2017



STATE OF MARYLAND

SHEET OF5 6

Washer (Typ.)

Double nut (Typ.)

c

Existing roadway surface

Existing concrete slab

Burr threads on bolt

after tightening (Typ.)

Scale: None

Steel bent

offset

L Existing bearing

Existing substructure

c

ST

RU

CT

UR

AL

RE

PA

IRS

ATTACHMENTS OF STEEL REPLACEMENT/TEMPORARYBENT FOR CONCRETE SLAB BRIDGES

SECTION B-B (CONCRETE SLAB)

c

Core 5’’ x 4 1/2 ’’ deep hole

through concrete slab. Core 1 1/2 ’’

hole centered in 5’’ hole through

the remaining concrete slab. Drill

a 1 1/8 ’’ hole, centered in the 1 1/2 ’’

hole through the steel shim and

wedge plates and the top flange

of the cap beam. Holes to be cored

and drilled after installation of all

shim and wedge plates is complete.

with epoxy bonding compound. Fill hole

with nonshrink grout (Typ.)

4’’ Ogee washer (Typ.)

Place 1/2 ’’ grout bed for full

level bearing of washer (Typ.)

Drill 1 1/8 ’’ holes through

existing concrete deck (Typ.)

New 1’’ thick neoprene pad.

Length and width to match

steel pile bent flange.

Notes:

Cresote treated timber filler strips

shall be sized to fit the gap between

the staggered timbers. The length shall

be measured along the centerline of

the road, and shall be the cap beam

flange width +4’’ minimum on each side.

Saddle beam not shown for clarity.

1.

2.

L New bearing steel pile bent

L 1’’ bolts staggered

See sht. 6 for location

After bolts are installed, coat sides


DETAIL NO.

DATE:

APPROVAL

DIRECTOR


VERSION

1.0

SR-SUB-301

06/28/2017

c



STATE OF MARYLAND

SHEET OF

c

3’’ (Typ.)

Scale

: N

one

TY

PIC

AL

CA

P B

EA

M T

OP

FL

AN

GE

PL

AN

(Fra

ctu

re C

riti

cal

Mem

ber)

c

Scale

: N

one

TY

PIC

AL

CA

P B

EA

M E

LE

VA

TIO

N

Note

s:

The c

ap b

eam

shall

be i

nsta

lled w

ith t

he

natu

ral

mil

l c

am

ber

up

.

Co

ntr

acto

r s

hall

v

erif

y i

n t

he f

ield

, p

rio

r

to w

eld

ing

, th

e p

osit

ion

s o

f t

he s

tiffen

er

pla

tes a

nd a

dju

st,

as n

ecessary

, su

ch

th

at

the p

late

s a

re l

ocate

d a

t th

e L

of t

he

saddle

beam

.

1.

2.

3.

6 6

cL C

ap b

eam

L S

tiffeners

(typ.)

Len

gth

L c

ap b

eam

sti

ffener

pla

tes (

Ty

p.)

’X’

’X’

c

L 1

1/8

’’

hole

s fo

r 1’’

b

olt

s

see s

ht.

4 f

or d

eta

ils.

Hole

s t

o b

e s

paced @

3’-0’’ c

/c m

ax. alt

ernati

ng s

ide a

t

each

set

of s

teel

sh

im a

nd

wed

ge p

late

s

STEEL REPLACEMENT/TEMPORARY BENT FORTIMBER/CONCRETE COMPOSITE OR SLAB BRIDGES

ST

RU

CT

UR

AL

RE

PA

IRS

DATE:

APPROVAL

DIRECTOR


VERSION

1.0

DETAIL NO.


SR-SUB-301

For w

eld

term

inati

on o

n s

tiffeners, see

SU

P-S

S(G

EN

)-2

03

. A

ll

weld

s sh

all

be

5/1

6 f

ille

ts

Cli

p c

orn

ers o

f s

tiffen

ers a

t fil

lets

1’’

ho

rizo

nta

l an

d 1

1/2

’’

vert

icall

y.

(See D

eta

il N

o. S

R-S

UB

-401)

Cap

Beam

(S

ee D

eta

il N

o.

SR

-SU

B-4

01

)

06/28/2017

D



STATE OF MARYLAND

SHEET OF

(Water DepthVaries)

L Steel Bentand Bridge

c

Existingconcretedeck

A

A

through the concrete deck for pile driving.

The holes in the deck shall be 2’-0’’ x 2’-0’’ maximum.

Scale: None

1.

2.

3.

4.

5.

ELEVATION - STEEL BENT

1

Existing

stream

bed

6’’cl. 6’’cl.

L Steel HP or

pipe pile

c

3

Cap beamplaced level

Notes:

Length

See G.P. & E. for spacing

6.

STEEL REPLACEMENT/TEMPORARY BENT FORSTEEL STRINGER BRIDGES

ST

RU

CT

UR

AL

RE

PA

IRS

Note:Shim underneath each existingstringers as required.

Normal Water Surface

Piles shall be placed tomiss existing substructurefootings and/or piles (Typ.).

Note:Existing superstructureshown dashed.

2- 1/2 ’’ stiffeners

(Typ.) 1 per side

The Contractor shall saw cut the top 1’’ depth of concrete for holes

piles are driven, bend the bars back to original location and splice

Cut and bend existing reinforcement to allow driving of piles. After

7.

DATE:

APPROVAL

DIRECTOR


VERSION

1.0


Pile capplate (Typ.)

New protectivesleeve (Typ.).See SR-SUB-101 andSUB-PR-303

(See Table - SR-SUB-501)


according to REBAR-ER-101.

Any deck reinforcement damaged during the pile driving operation

shall be repaired or replaced using REBAR-ER-101.

New pile bent cap beam shall be placed so that the lowest stringer is 1 1/2 ’’

above the top flange of the cap.

If piles are placed in water, a new protective jacket shall be installed.

For materials list, see Detail No. SR-SUB-501.

06/28/2017



STATE OF MARYLAND

SHEET OF2 3

c Steel bent

offsetL Existing bearingc

Existing deck

Existing stringer

Existing substructure

5/16 Typ.

5/16

Scale: None

SECTION A-A 1

/2 ’

’ m

in.

Slope 1/2 ’’/ft.

Scale: None

WEDGE DETAIL

1.

2.

3.

4.

ST

RU

CT

UR

AL

RE

PA

IRS

STEEL REPLACEMENT/TEMPORARY BENT DETAILSSTEEL STRINGER BRIDGES

5/16

L New stiffener, plates,

wedges and steel bent.

See Notes below.

Typ.

8’’

min.

Cap beam

1.

2.

5.

6.

7.

8.

DETAIL NO.

DATE:

APPROVAL

DIRECTOR


VERSION

1.0

SR-SUB-401


Notes:

Beveled plates to be used if bridge

is on grade.

For steel bent offset see Detail

No. SR-SUB-501 materials sheet.

Notes:

The top plate shall be 1’’ longer on each side than

the existing flange is wide and a minimum 8’’ wide.

Each consecutive descending plate shall be 1’’

wider and longer than the previous plate all around.

All wedges shall be at least 3’’ longer and 1’’ wider

than the bottom plate.

Wedges shall be used in pairs.

Tack weld all plates together until the

last wedge is driven.

One plate in each stack shall have a

1/2 ’’ minimum thickness. All other plates

shall have a 1’’ minimum thickness.

The height of the stacked plates shall

be a maximum of 6’’.

For weld termination on stiffeners, see

Detail No. SUP-SS(GEN)-203. Clip corners of

stiffeners 1’’ horizontal and 1 1/2 ’’

vertical.

06/28/2017



STATE OF MARYLAND

SHEET OF

Scale: None

9’’

c

Typ.

5/16

Typ.

c

1.

2.

33

plates (Typ.).

See Note 1

Elevation of finished

5/16

Typ.

5/16

5/16

Steel shim

plates (Typ.)

Cap Beam

min.

PILE ELEVATION

Level1’’ min. Typ.

L 1/2 ’’ stiffener

top of piles. See Note 2.

1’’ min. Typ.

1/2 ’’ x 1/2 ’’ flange width

stiffener plate on each

side of web (Typ.)

STEEL REPLACEMENT/TEMPORARY BENT DETAILSSTEEL STRINGER BRIDGES

ST

RU

CT

UR

AL

RE

PA

IRS

DATE:

APPROVAL

DIRECTOR


VERSION

1.0



Pile cap plate to be

centered on pile (Typ.).

Plate 1’’ min. thickness

(Typ.). Refer to SR-SUB-501

for details.

Note:

HP pile shown. See SR-SUB-501,

Steel Bent Material List, for

pertinent pile and cap

plate information.

L Pile with

protective

sleeve (Typ.).

See SR-SUB-101 and

SUB-PR-303.

Notes:

For weld termination on stiffeners, see

SUP-SS(GEN)-203. Clip corners of

stiffeners 1’’ horizontal 2’’ vertical.

Elevation of finished top of piles shall

be determined in the field. Piles shall

be cut off level and ground to a

smooth, flat finish.

06/28/2017

1 1



STATE OF MARYLAND

SHEET OF

SADDLE BEAM

PILE

Beam Size

Girder Web

Girder Flanges

Steel Grade

Length

’X’

Steel Bent Offset

Beam Size

Size and Type

Pile Cap Plate

STEEL PILE BENT TABLE

Weld Size (Flange to Web)

Stiffener Size

EXISTING STRINGER

For Steel Stringers Only

STEEL REPLACEMENT/TEMPORARY BENT MATERIAL LIST

ST

RU

CT

UR

AL

RE

PA

IRS

STEEL BENT CAP BEAM

Stiffener Size

Beam Length

Stiffener Size

DATE:

APPROVAL

DIRECTOR


VERSION

1.0



06/28/2017

Chapter 11 - Maryland.gov Enterprise Agency Templatebolts are tightened (typ.) L New 1’’ bolts,...

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