Chapter 11 - Structural Repairs SECTION 03 …5/16 5/16 5/16 Jack, plates and channels 1’’ x 12’’ x 1’-0’’ Base plate Note: This plate is not welded to the jack support

OFFICE OF STRUCTURES STRUCTURAL DETAIL MANUAL

Chapter 11 - Structural Repairs

SECTION 03

JACKING SYSTEMS (SR-JS)



Section 03 – Jacking Systems

SUB-SECTION 01

JACKING BEAM (SR-JS(JB))

* FOR OFFICE USE ONLY *

* GUIDE SHEET FOR PLAN DEVELOPMENT ONLY - DO NOT INCLUDE THIS SHEET IN CONTRACT PLANS *

DESIGN GUIDELINES FOR JACKING BEAMS

*

*

1 1

A five percent increase to the dead load beam reaction is required for

possible. The connection shall be designed in bearing with the reduced

Minimum fillet weld size shall be 5/16 ’’.

1)

2)

3)

4)

6)

7)

The temporary jacking system is to be designed at operating stress levels.

deck stiffness.

Minimum stiffener and connection plate thickness shall be 1/2 ’’.

5) Designers should attempt to minimize the number of different jacking systems

for the bridge by designing a system that will work in multiple locations.

8)

9)

10)

DATE:

STATE HIGHWAY ADMINISTRATION

DEPARTMENT OF TRANSPORTATION

STATE OF MARYLAND

SHEET OF

APPROVAL

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Bolts shall be ASTM A 325 with the threads included in the shear plane if

root area. ASTM A 490 bolts are acceptable.

OFFICE OF STRUCTURES

DIRECTOR


LOAD

(X)

X < 35K

35K < X < 45K

45K < X < 60K

60K < X < 80K

BEAM

W 12 x 26

W 14 x 26

W 18 x 35

W 18 x 35

CONNECTION

PLATE

1/2 ’’ x 9’’

1/2 ’’ x 11’’

1/2 ’’ x 14 1/2 ’’

1/2 ’’ x 18’’

Load (X) is dead load and live load plus impact at

the bolts

JACKING BEAMDESIGN GUIDELINES

BOLTS

3 - 7/8 ’’ A 325

3 - 1’’ A 325

4 - 1’’ A 325

4 - 1’’ A 490

Avoid bent connection plates where possible. If the skew angle does not allow

placing straight connection plates from the existing stiffener to the web,

attach the connection plate full height to the existing web and design it as

a stiffener. Place it far enough from the existing stiffener to allow welding

the connection plate to the web and still have full bearing under the jacking

system.

The jack stand can only accomodate a jack with a diameter of 6’’ or less.

Most jacks greater than 75 tons will require a different stand.

The possibility of shifting traffic off of the stringer to be jacked should be

discussed with the ADE-Traffic. This would allow designing for only dead load.

When designing a jacking beam the designer may want to start with

the following trial sections:

SR-JS(JB)-101

1.0

VERSION

DETAIL NO.

06/28/2017

Existing diaphragm

2

22 Jack Offset Existing interior

stringer

Jack, stiffener, jack

support assembly, etc.

EXTERIOR - JACKING BEAM

Scale : None

1.

2.

3.

4.

5.

6.

1 6

EXTERIOR BEAM JACKING DETAILS

Minimum Section Modulus

Minimum Web Thickness

Maximum Jack Force

JACKING BEAM TABLE

Jack Offset

Jacking Beam

Steel Grade

Stiffener Plate Size

Minimum Cross Sectional Web Area

7.

DATE:



STATE OF MARYLAND

SHEET OF

APPROVAL

Location:Size:

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DIRECTOR


5/16

5/16 See typical

connection detail

See jack support

assembly details

Stiffener plate

(both sides)

clip corners

3/4 ’’ x 3/4 ’’ (typ.)

Existingexterior stringer(stringer tobe raised)

Existingstiffener(typ.)

Jacking beam(set level)

Notes:

Jacking beams do not have to be new, but shall be in good condition.

The jack shall not be used to support load during bearing repairs.

Jacking beams shall be placed level unless otherwise noted.

The Contractor has the option of submitting another method of jacking to

the Engineer for approval. The design shall be done by a PE registered in Md.

Jacking beams shall be kept low to minimize height of stacked plates or the

HP column jack support.

Anchor bolt nuts may need to be loosened at the exterior and adjacent

interior stringers to allow the stringer to rise.

Stringers shall not be raised more than 1/8 ’’ above its existing elevation.

SR-JS(JB)-102

1.0

VERSION

DETAIL NO.

06/28/2017

2

Ex

isti

ng

sti

ffen

er

(ty

p.)

Exis

ting d

iaphra

gm

See j

ack

su

pp

ort

assem

bly

deta

il

2Jack

, sti

ffen

er,

jack

su

pp

ort

assem

bly

, etc

.

Jack

Offset

2E

xis

tin

g i

nte

rio

r

str

inger (

str

inger

to b

e r

ais

ed

)

2 str

inger

See t

yp

ical

co

nn

ecti

on

deta

il

Sti

ffen

er p

late

(both

sid

es)

cli

p c

orners

3/4

’’

x 3/4

’’

(typ.)

INT

ER

IOR

- J

AC

KIN

G B

EA

M

Scale

: N

one

2 6

INTERIOR BEAM JACKING DETAILS

(Ty

p.)

E

xis

ting

str

inger

Ex

isti

ng

Jack

ing

beam

(set

level)

1.

2.

3.

4.

5.

6.

Min

imu

m S

ecti

on

Mo

du

lus

Min

imu

m W

eb

Th

ick

ness

Maxim

um

Jack F

orc

e

JAC

KIN

G B

EA

M T

AB

LE

Jack

Offset

Jackin

g B

eam

Locati

on:

Ste

el

Gra

de

Sti

ffen

er P

late

Siz

e

Min

imu

m C

ross S

ecti

on

al

Web

Are

a

7.

DATE:



STATE OF MARYLAND

SHEET OF

APPROVAL

No

tes:

Jack

ing

beam

s d

o n

ot

hav

e t

o b

e n

ew

, b

ut

sh

all

b

e i

n g

oo

d c

on

dit

ion

.

The j

ack s

hall

not

be u

sed t

o s

upport

load d

urin

g b

earin

g r

epair

s.

Jack

ing

beam

s s

hall

b

e p

laced

lev

el

un

less o

therw

ise n

ote

d.

The C

ontr

acto

r h

as t

he o

pti

on o

f s

ubm

itti

ng a

noth

er m

eth

od o

f j

ackin

g t

o

the E

ng

ineer f

or a

pp

ro

val.

Th

e d

esig

n s

hall

b

e d

on

e b

y a

PE

reg

iste

red

in

Md

.

Jackin

g b

eam

s s

hall

be k

ept

low

to m

inim

ize h

eig

ht

of s

tacked p

late

s o

r t

he

HP

colu

mn j

ack s

upport

.

An

ch

or b

olt

nu

ts m

ay

need

to

be l

oo

sen

ed

at

the e

xte

rio

r a

nd

ad

jacen

t

inte

rio

r s

trin

gers t

o a

llo

w t

he s

trin

ger t

o r

ise.

Str

ingers s

hall

not

be r

ais

ed m

ore t

han 1/8

’’ a

bove i

ts e

xis

ting e

levati

on.

Siz

e:

ST

RU

CT

UR

AL

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PA

IRS


DIRECTOR


5/16

5/16

SR-JS(JB)-102

1.0

VERSION

DETAIL NO.

06/28/2017

Existing stiffener

PLAN

45^

Jacking beam

Bolts2

Bolts2

New connection plate

Jacking beam

Existing stiffener

Equal space

Existing stringer

Bo

lt

Sp

acin

g

1’’ 2’’ 2’’ 1/2 ’’

2’’ 2’’ 1/2 ’’

Mitre plate to match web


2 Existing stringer

Scale : None

TYPICAL SKEWED CONNECTION DETAIL

ELEVATION

SKEWED CONNECTION DETAILS

3 6

1 3/4 ’’ for 1’’ bolts

1 1/2 ’’ for 7/8 ’’ bolts

DATE:



STATE OF MARYLAND

SHEET OF

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CONNECTION DETAILS

Location:

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Materials:

Connection Plate Size

Connection Plate Weld

Number of Bolts

Bolt (Type and Size)

Bolt Spacing c/c

Existing Stiffener Plate Size

Steel Grade


DIRECTOR


Cut flange

as shown

(if required)

Notes:

Any steel that has been welded to the

existing bridge shall remain in place.

The repaired area and any other areas

damaged shall be repaired in

conformance with 430.

SR-JS(JB)-102

1.0

VERSION

DETAIL NO.

06/28/2017

4 6

90^ CONNECTION DETAILS

PLAN

Bolts2


Jacking beam

Existing stiffener

Equal space

Bo

lt

Sp

acin

g

2’’ 2’’ 1/2 ’’

2 Existing stringer

Scale : None

ELEVATION

Existing stringer1’’ 2’’ 2’’

45^

Jacking beam

Existing stiffener

Bolts2


TYPICAL 90^ CONNECTION DETAIL

DATE:



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CONNECTION DETAILS

Location:Materials:

Connection Plate Size

Connection Plate Weld

Number of Bolts

Bolt (Type and Size)

Bolt Spacing c/c

Existing Stiffener Plate Size

Steel Grade

1 3/4 ’’ for 1’’ bolts

1 1/2 ’’ for 7/8 ’’ bolts


DIRECTOR


Cut flange

as shown

(if required)

Bevel connection plate

to match existing weld.

1/2 ’’

min.

Notes:

Any steel that has been welded to the

existing bridge shall remain in place.

The repaired area and any other areas

damaged shall be repaired in

conformance with 430.

SR-JS(JB)-102

1.0

VERSION

DETAIL NO.

06/28/2017

2

Top of jacking surface

AA

2


Scale : None

Scale : None

1.

2.

3.

4.

5.

5 6

typ.

ELEVATION

JACK SUPPORT USING STACKED PLATES

Jacking beam

1’’ x 12’’ x 1’-0’’

See jack support assembly detail

JACK SUPPORT ASSEMBLY

ELEVATION

ALTERNATE COLUMN SPACER DETAIL

ST

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DATE:



STATE OF MARYLAND

SHEET OF

APPROVAL


DIRECTOR


5/16

bearing plate

1’’ x 12’’ x 1’-0’’ base plate

HP8 x 36 column spacer

Jack, plates, and

jack support assembly

jack, plates, stiffener

and jack support assembly

Nonshrink grout

leveling pad

(as required)

Nonshrink grout

leveling pad

(as required)

Stacked plates height

as required (12’’ max.)

Stiffener plate (both sides)

clip corners 3/4 ’’ x 3/4 ’’ (typ.)

1/2 ’’ x 12’’ x 1’-0’’ plates

(or thicker).

Note:

The contractor may use the column

spacer instead of stacked plates.

The column spacer shall be used for

heights greater than 12’’ to a maximum

of 5’-0’’ high.

1’’ x 12’’ x 1’-0’’ base plate

of jack support assembly

1’’ x 12’’ x 1’-0’’

masonry plate

Grease mating surfaces

as neededTack weld shim plate as

needed in field, see detail

Notes:

Minimum thickness of the grout leveling pad

shall be as recommended by manufacturer.

Jack shall be centered under jacking

beam web and stiffeners.

Stacked plates shall not exceed 12’’

high.

HP8 x 36 column spacer shall not

exceed 5’-0’’ high.

All material to be ASTM A 709

Grade 36 or Grade 50 as approved by

the engineer.

Tack

typ.

SR-JS(JB)-102

1.0

VERSION

DETAIL NO.

06/28/2017

2

2

Jack

Shim plate

3’’3’’

6’’

6’’

Scale : None

SHIM PLATE DETAIL

1/2 ’’ x 1’-0’’ Plate

C9 x 15 (Typ.)

Scale : None

SECTION A-A

6 6

typ.

typ.

Jack piston radius plus 1/4 ’’

12’’

1/4 ’’ (min.) x 12’’ x 1’-0’’ Plate

Jack piston diameter plus 1/2 ’’

Equal spacer12’’

DETAILS - JACK SUPPORT ASSEMBLY

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DATE:



STATE OF MARYLAND

SHEET OF

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DIRECTOR


5/16

5/16

5/16

Jack, plates

and channels

1’’ x 12’’ x 1’-0’’

Base plate

Note:

This plate is not welded to

the jack support assembly.

Note:

The length of the channels and

the 1/2 ’’ plate are to be custom

fit to the jack being used.

SR-JS(JB)-102

1.0

VERSION

DETAIL NO.

06/28/2017

DATE:

DIRECTOR


EXPECTED

MINIMUM

FORCE (LBS)

EXPECTED

MAXIMUM

FORCE (LBS)

RECORDED LIFT

PRESSURE

READING (PSI)MEMBER

SUPPORT

& SPAN

JACK PISTON

DIAMETER (IN)

RECORDED MAXIMUM

PRESSURE READING

(PSI)

ENG. ENG. ENG. ENG. INSPECTOR INSPECTOR INSPECTOR

CALCULATED

MAXIMUM

FORCE (LBS)

INSPECTOR

JACKING CHART

1 1

JACKING BEAM - JACKING CHART

SR-JS(JB)-103

DATE:



STATE OF MARYLAND

SHEET OF

APPROVAL


1.0

VERSION

DETAIL NO.

CALCULATED MAXIMUM FORCE = [ RECORDED MAXIMUM PRESSURE READING ] * [ 0.785 * JACK PISTON DIAMETER ]2

06/28/2017




SUB-SECTION 02

PRESTRESSING BAR

(SR-JS(PSB))

* FOR OFFICE USE ONLY *


1 1

DATE:



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SR-JS(PSB)-101

DESIGN GUIDELINES FOR JACKING BEAMS USING PRESTRESSING BARS

1.0

VERSION

DETAIL NO.

PRESTRESSING BARDESIGN GUIDELINES

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

A five percent increase to the dead load beam reaction is required for deck stiffness.

Prestressing Bars (i.e. Dywidags or All-Thread Bars) shall have an ultimate tensile strength of 150KSI (fpu) and have a diameter of 1 3/8 ’’ .

The prestressing load (i.e. the resulting tensile force required to counter the DL + LL + Impact loads) of the prestressing steel shall be 60% of the specified minimum tensile strength (fpu).

The ultimate strength in shear shall be evaluated at 60% of the ultimate tensile strength (fpu).

The lock-off load should not exceed 70% of the specified minimum tensile strength of the prestressing steel. This accounts for a 10% relaxation of the prestressing steel.

Each Bracket shall be connected to the Pier Cap with a minimum of 4-prestressing bars.

Once the number of prestressing bars have been selected, the designer shall place the bars on the Pier Cap is such a way to avoid all primary reinforcing steel as based on existing plans. The designer shall add a note to the plans requiring the contractor to verify the location of the primary reinforcing steel prior to drilling for any prestressing bars.

The minimum edge distance for the placement of the brackets shall be 12’’ from the edge of the nearest drilled hole.

The Jack Support Assembly, Brackets, and Cap Plates have been designed for a maximum design load (i.e. DL + LL + Impact loads) of 220-KIPS.

For design loads greater than 220-KIPS, the designer shall consider the possibility of shifting traffic off of the member to be jacked to remove the LL+Impact loads. This option shall be discussed with the Division Chief before discussing with the ADE of Traffic.

The Jack Support Assembly has been fabricated to accommodate standard jack and pancake jack diameters up to 9.5’’ .

The exterior flange of the Brackets have been designed for a maximum lock-off load of 136-kips.

The designer shall evaluate the compressive capacity of the Pier Cap with respect to the group prestressing lock-off load. The compressive capacity of the Pier Cap shall be taken as 0.3fc’.

06/28/2017

2


AA

2 Jack, plates, and



jack, plates, stiffener

and jack support assembly

Nonshrink grout

leveling pad

(as required)

Nonshrink grout

leveling pad

(as required)

Scale : None

Scale : None

1.

2.

3.

4.

5.

1 2

typ.

ELEVATION


Jacking beam




Stiffener plate (both sides)

clip corners 3/4 ’’ x 3/4 ’’ (typ.)

Note:

The contractor may use the column

spacer instead of stacked plates.

The column spacer shall be used for

heights greater than 12’’ to a maximum

of 5’-0’’ high.

ELEVATION


ST

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DATE:



STATE OF MARYLAND

SHEET OF

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DIRECTOR


5/16

bearing plate

Grease mating surfaces

as needed

Tack weld shim plate as


1’’ x 1’-1 5/8 ’’ x 1’-2 9/16 ’’

1’’ x 1’-1 5/8 ’’ x 1’-2 9/16 ’’

base plate

1/2 ’’ x 1’-1 5/8 ’’ x 1’-2 9/16 ’’ plates

(or thicker).

1’’ x 1’-1 5/8 ’’ x 1’-2 9/16 ’’ base plate


1’’ x 1’-1 5/8 ’’ x 1’-2 9/16 ’’

masonry plate

Notes:

Minimum thickness of the grout leveling pad


Jack shall be centered under jacking


Stacked plates shall not exceed 12’’

high.

HP14x73 column spacer shall not


All material to be ASTM A 709

Grade 50.


Tack

typ.

SR-JS(PSB)-102

1.0

VERSION

DETAIL NO.

JACK SUPPORT ASSEMBLYFOR PRESTRESSING BAR BRACKETS

06/28/2017

1/4 " Greater than

piston radius

Shims

Existing

Girder

2 2

DATE:



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5/8 " Thick

plates (typ.)

1" Thick

base plate

9 1/2 "

1’-2 9/16 "10

"

1’-1

5/8

"

SHIM PLATE DETAIL

JACKING ASSEMBLY ELEVATION

Scale: None

Scale: None

5/16

1 1/2

"

7"

(max

)

5/16

5/16 Scale: None

SECTION A-A

A A

1.

2.

6 13

/16

"

1’-2 9/16 "

7 5/16 "

1’-1

5/8

"

ENERPAC CLP-1602

and smaller jack

1 1/2

"

2"

Bracket

NOTES:

ASTM A709, Grade 50.

and/or substructure

units. Refer to the

typ.

1"T Base plate

typ.

Proposed Jacking

All steel shall be

For skewed members

Cap Supplement

Detail.

SR-JS(PSB)-102

1.0

VERSION

DETAIL NO.

JACK SUPPORT ASSEMBLY FOR PRESTRESSING BAR BRACKETS

06/28/2017

1 3

DATE:



STATE OF MARYLAND

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DIRECTOR


1"T X 14 1/4 " X 15 1/4 "

cap plate (typ.)

HP14X73 Welded

to A 1 3/4 "T X 15 1/4 "W

X 36"H base plate

5/8 "T X 7"W X

full heigth

spaced 1" from

holes (typ.)

PIER FACE BRACKET DETAIL

Scale: 1" = 1’-0"

AA

1 3/4 "T X 15 1/4 "W

X 36"H basr plate

HP14X73

Scale: 1" = 1’-0"

SECTION A-A

3 7/8 " (typ.)

plate (typ.)

5/8 "T X 7"W X

full height

stiffeners (typ.)

Note:

shown for clarity.

BB

4’-

6"

9’-

0"

9’-

0"

36’-

0"

4’-

6"

9’-

0"

typ.

typ.

2" Dia. hole in both

flange and base

stiffeners

plate (typ.)


flanges and base

See Note 1

typ.

SR-JS(PSB)-103

1.0

VERSION

DETAIL NO.

SINGLE PRESTRESSING BAR BRACKET DETAILS90 ALIGNMENTS

06/28/2017

Cap plates not

2 3

DATE:



STATE OF MARYLAND

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DIRECTOR


1"T X 14 1/4 " X 15 1/4 "

cap plate (typ.)

Scale: 1" = 1’-0"

1.

2.

4 1/

2 "

4 1/

2 "

9"9"

3’-

0"

9"

2 3/

16 "

(ty

p.)

4 5

/8 "

(ty

p.)

(typ.)

1 3/4 "T X 15 1/4 "W

X 36"H base plate

HP14X73

plate (typ.)

5/8 "T X 7"W X full

spaced 1" from

holes (typ.)

SECTION B-B

3.

All steel shall be ASTM A709, GRADE 50.

For skewed members and/or substructure units,

height stiffners


flanges and base

Notes:

Chamfer new plate as shown to clear fillet

so that edges of plate fit flush against

flange and web of HP Section.

refer to The Cap Supplement Detail.

SR-JS(PSB)-103

1.0

VERSION

DETAIL NO.


06/28/2017

3 3

DATE:



STATE OF MARYLAND

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SCALE: 1" = 1’-0"

AA

SECTION A-A

3 7/8 " (typ.)

BB

SECTION B-B

9"4

1/2

"9"

9"

3’-

0"

4 1/

2 "

ANCHOR PLATE DETAIL

2" Dia.

(typ.)

1 3/4 "T X 15 1/4 "W

X 36"H anchor

plate

2" Dia. hole

(typ.)

15 1/4 "

hole

1 3/4 "T X 15 1/4 "W

X 36"H anchor

plate

SR-JS(PSB)-103

1.0

VERSION

DETAIL NO.


06/28/2017

1 3

DATE:



STATE OF MARYLAND

SHEET OF

APPROVAL

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DIRECTOR


1"T X 14 1/4 " X 30 1/2 "

cap plate (typ.)

full height

spaced 1" from

holes (typ.)

PIER FACE BRACKET DETAIL

SCALE: 1" = 1’-0"

AA

1 3/4 "T X 15 1/4 "W

X 36"H base plate

See NOTE 1

SCALE: 1" = 1’-0"

SECTION A-A

3 7/8 " (Typ.)2" Dia. hole in both

plate (typ.)

plate (typ.) 5/8 "T X 7"W X

full height

stiffeners (typ.)

Note:

shown for clarity.

BB

3’-

0"

4 1/

2 "

9"9"

9"4

1/2

"

HP14X73 (typ.)

to A 1 3/4 "T X 15 1/4 "W

X 36"H base plate

(typ.)

typ.

flanges and base

typ.

HP14X73 welded

5/8 "T X 7"W X

stiffeners


flanges and base

typ.

SR-JS(PSB)-104

1.0

VERSION

DETAIL NO.

DOUBLE PRESTRESSING BAR BRACKET DETAILS90 ALIGNMENTS

06/28/2017

Cap plates not

2 3

DATE:



STATE OF MARYLAND

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1"T X 14 1/4 " X 15 1/4 "

cap plate (typ.)

1.

2.

3.

For skewed members and/or substructure units,

SCALE: 1" = 1’-0"

4 1/

2 "

4 1/

2 "

9"9"

3’-

0"

9"

2 3/

16 "

(ty

p.)

4 5

/8 "

(ty

p.)

1 3/4 "T X 15 1/4 "W

X 36"H base plate

HP14X73

plate (typ.)

5/8 "T X 7"W X full

height stiffeners

spaced 1" from

holes (typ.)

SECTION B-B

typ.


flanges and base

Notes:

Chamfer new plate as shown to clear fillet

so that edges of plate fit flush against

flange and web of HP Section.

All steel shall be ASTM A709, GRADE 50.

refer to the cap supplement detail.

SR-JS(PSB)-104

1.0

VERSION

DETAIL NO.

DOUBLE PRESTRESSING BAR BRACKET DETAILS90 ALIGNMENTS

06/28/2017

3 3

DATE:



STATE OF MARYLAND

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SCALE: 1" = 1’-0"

AA

SECTION A-A

BB

SECTION B-B

9"4

1/2

"9"

9"

3’-

0"

4 1/

2 "

ANCHOR PLATE DETAIL

2" Dia.

(typ.)

1 3/4 "T X 30 1/2 "W

X 36"H anchor

plate

2" Dia. hole

(typ.)

1 3/4 "T X

30 1/2 "W

X 36"H

plate

7 11/16 "7 9/16 "

(typ.)(typ.)

3 7/8 "

30 1/2 "

hole

anchor

SR-JS(PSB)-104

1.0

VERSION

DETAIL NO.


06/28/2017

1 2

DATE:



STATE OF MARYLAND

SHEET OF

APPROVAL

ST

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AL

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DIRECTOR


plate (typ.)

HP14X73 Welded

to A 1 3/4 "T X 15 1/4 "W

X 36"H base plate

AA

HP14X73

SCALE: 1" = 1’-0"

SECTION A-A

BB

5/16

5/16

3"

1’-10 1/2 "

5"

SCALE: 1" = 1’-0"

CAP SUPPLEMENT DETAIL

ELEVATION

5/16

5/16 3" (typ.)

1/2 " Brace

plate (typ.)

5 1/

2 "

1’-8

7/8

"

1’-10 1/2 "

1"T cap plate for

skewed members

1/2 " Brace

typ.

typ.

1"T cap plate for

skewed members

SR-JS(PSB)-105

1.0

VERSION

DETAIL NO.

CAP PLATE FORSINGLE PRESTRESSING BAR BRACKETS

DETAILS SKEWED ALIGNMENTS

06/28/2017

2 2

DATE:



STATE OF MARYLAND

SHEET OF

APPROVAL

ST

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SCALE: 1" = 1’-0"

SECTION B-B

5"

5 1/2 "HP14X73

1"T cap plate for

Place brace plate

to avoid cap plate

5/16

5/16

5/16

5/16

5/16

Tack

Existing

pier cap face

Note:

Jack support shall be placed

existing member being jacked.

10

" M

ax.

1’-8 7/8 "

skewed members

Girder

centerline

Jack support

along the same skew of the

SR-JS(PSB)-105

1.0

VERSION

DETAIL NO.

CAP PLATE FOR SINGLEPRESTRESSING BAR BRACKETSDETAILS SKEWED ALIGNMENTS

06/28/2017

1 2

DATE:



STATE OF MARYLAND

SHEET OF

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ST

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1/2 " brace

plate (typ.)

1" brace plate

SCALE: 1" = 1’-0"

AA

SCALE: 1" = 1’-0"

SECTION A-A

BB

HP14X73 (typ.)

to A 1 3/4 "T X 15 1/4 "W

(typ.)

5"

CAP SUPPLEMENT DETAIL

ELEVATION

1"T cap plate for

5/16

5/16

5/16

5/16

5/16

5/16

5 1/

2 "

Brace plate

(typ.)

2 9/16 "

1’-8 7/8 "

1’-8 7/8 "

1’-8

7/8

"

1"T cap plate for

skewed members

typ.

Typ.

typ.

HP14X73 welded

X 36"H base plate

skewed members

typ.

SR-JS(PSB)-106

1.0

VERSION

DETAIL NO.

CAP PLATE FORDOUBLE PRESTRESSING BAR BRACKETS


06/28/2017

2 2

DATE:



STATE OF MARYLAND

SHEET OF

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Jack support

SCALE: 1" = 1’-0"

SECTION B-B

5"

5 1/2 "

HP14X73

1"T cap plate for

Place brace plate

to avoid cap plate

(typ.) 5/16

5/16

5/16

Tack

Existing

pier cap face10

" M

ax.

SCALE: 1" = 1’-0"

MAX JACK SUPPORT OFFSET

Note:

existing member being jacked.

5/16

5/16

1’-8 7/8 "

skewed members

Girder

centerline

Jack support shall be placed

along the same skew of the

SR-JS(PSB)-106

1.0

VERSION

DETAIL NO.

CAP PLATE FORDOUBLE PRESTRESSING BAR BRACKETS


06/28/2017

DATE:

DIRECTOR


SU

PP

OR

T

& S

PA

N

RE

CO

RD

ED

MA

XIM

UM

PR

ES

SU

RE

RE

AD

ING

(PS

I)

EN

G.

EN

G.

EN

G.

EN

G.

INS

PE

CT

OR

CA

LC

UL

AT

ED

MA

XIM

UM

FO

RC

E (

LB

S)

INS

PE

CT

OR

JA

CK

PIS

TO

N

DIA

ME

TE

R (

IN)

RE

CO

RD

ED

LIF

T

PR

ES

SU

RE

RE

AD

ING

(P

SI)

INS

PE

CT

OR

INS

PE

CT

OR

EX

PE

CT

ED

MIN

IMU

M

FO

RC

E (

LB

S)

EX

PE

CT

ED

MA

XIM

UM

FO

RC

E (

LB

S)

EN

G.

EN

G.

JAC

KS

ME

MB

ER

EN

G.

1 1

CA

LC

UL

AT

ED

MA

XIM

UM

FO

RC

E =

[

RE

CO

RD

ED

MA

XIM

UM

PR

ES

SU

RE

RE

AD

ING

] * [

0.7

85 *

JA

CK

PIS

TO

N D

IAM

ET

ER

]

SR-JS(PSB)-107

DATE:



STATE OF MARYLAND

SHEET OF

APPROVAL


1.0

VERSION

DETAIL NO.

PRESTRESSING BAR TENSIONINGAND JACKING CHART

BR

AC

KE

T

NO

.

NO

. 1

3/8

" D

IA.

BA

RS

PR

ES

TR

ES

SIN

G B

AR

PR

ES

TR

ES

SIN

G B

AR

TE

NS

ION

S A

ND

JA

CK

ING

CH

AR

T

2

PR

ES

TR

ES

SE

D B

AR

TE

NS

ION

AC

CO

UN

TS

FO

R A

10

% R

EL

AX

AT

ION

OF

TH

E B

AR

.

TH

E T

EN

SIO

N S

HO

WN

IN

TH

E C

HA

RT

AB

OV

E I

S T

HE

MA

XIM

UM

TE

NS

ION

TO

BE

AP

PL

IED

IN

TH

E F

IEL

D.

*

*

RE

QU

IRE

D

TE

NS

ION

(LB

S)

06/28/2017




SUB-SECTION 03

CHANNEL BRACKET

(SR-JS(CB))

1 1

FOR OFFICE USE ONLY



STATE OF MARYLAND

SHEET OF

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DE

SIG

N G

UID

EL

INE

S F

OR

DO

UB

LE

CH

AN

NE

L J

AC

KIN

G B

RA

CK

ET

S

DOUBLE CHANNEL BRACKET DESIGN GUIDELINES

1)

2)

3)

4)

Th

e t

em

po

rary

jack

ing

sy

ste

m h

as b

een

desig

ned

at

op

erati

ng

str

ess l

ev

els

.

5)

Desig

ners s

ho

uld

att

em

pt

to m

inim

ize t

he n

um

ber o

f d

ifferen

t ja

ck

ing

sy

ste

ms

fo

r t

he b

rid

ge b

y d

esig

nin

g a

sy

ste

m t

hat

wil

l w

ork

in

mu

ltip

le l

ocati

on

s.

Bolt

s s

hall

be A

ST

M A

490 w

ith t

he t

hreads i

nclu

ded i

n t

he s

hear p

lane i

f

Only

the m

em

bers s

how

n b

elo

w a

re t

o b

e s

ele

cte

d f

or t

he j

ackin

g m

em

ber(s).

possib

le. T

he c

onnecti

on h

as b

een d

esig

ned a

s a

sli

p-crit

ical

connecti

on.

Mem

bers s

izes,

all

ow

ab

le l

oad

s,

max

imu

m l

ifti

ng

cap

acit

y,

an

d o

ff s

ets

sh

all

be

sh

ow

n i

n t

he s

tan

dard

s.

6)

Desig

ners s

hall

evalu

ate

the a

dja

cent

mem

ber f

or u

pli

ft.

If u

pli

ft

occurs, eit

her

eli

min

ate

up

lift

or a

cco

un

t fo

r u

pli

ft

by

jack

ing

th

e a

dja

cen

t m

em

ber o

r b

y o

ther

mean

s a

pp

rov

ed

by

th

e S

RE

D T

eam

Lead

er

an

d/o

r th

e S

RE

D D

ivis

ion

Ch

ief.

7)

Bra

ck

et

Mem

ber

2 -

C8x18.7

52

- C

10

x3

02

- C

12

x3

02

- C

15

x5

0

Off S

et

(ft)

Max

Jack

Lo

ad

(k

ips)

1.5

ft

2.5

ft

2ft

3ft

22

.00

16.0

0

NG

, D

efl

ecti

on

NG

, D

efl

ecti

on

34

.00

28

.00

NG

, D

efl

ecti

on

NG

, D

efl

ecti

on

49

.00

36

.00

NG

, D

efl

ecti

on

NG

, D

efl

ecti

on

NG

, D

efl

ecti

on

2 -

C8x18.7

52

- C

10

x3

02

- C

12

x3

02

- C

15

x5

0

44

.00

16.0

0

NG

, D

efl

ecti

on

NG

, D

efl

ecti

on

68

.00

28

.00

NG

, D

efl

ecti

on

NG

, D

efl

ecti

on

98

.00

36

.00

NG

, D

efl

ecti

on

NG

, D

efl

ecti

on

NG

, D

efl

ecti

on

10

0.0

0

12

0.0

0

Fil

let

Weld

Sti

ffen

er

Wid

th

Tota

l N

o.

Bo

lts-

Ex

isti

ng

Web

Tota

l N

o.

Bo

lts-

Ex

isti

ng

Sti

ffen

er

7/16

’’ 5/

8 ’’

7/16

’’ 5/

8 ’’

7/16

’’ 5/

8 ’’

7/16

’’ 5/

8 ’’

2’’

2 3/

8 ’’

2 5/

8 ’’

3’’

2’’

2 3/

8 ’’

2 5/

8 ’’

3’’

4/C

onn. P

late

=8

4/C

onn. P

late

=8

6/C

on

n.

Pla

te=1

28/C

onn. P

late

=16

4/C

onn. P

late

=8

4/C

onn. P

late

=8

6/C

on

n.

Pla

te=1

28/C

onn. P

late

=16

2/S

tiffener

=4

2/S

tiffener

=4

3/S

tiffener

=6

4/S

tiffener

=8

2/S

tiffener

=4

2/S

tiffener

=4

3/S

tiffener

=6

4/S

tiffener

=8

On

ce j

ack

ing

rep

air

s a

re c

om

ple

te,

insta

ll b

eam

en

d r

etr

ofit

pla

tes a

s p

er t

he B

earin

g

Sti

ffener

Pla

ting D

eta

il (

SR

-ST

-30X

) or

the G

irder

End P

lati

ng D

eta

il (

SR

-ST

-40X

or

SR

-ST

-50X

).

50.0

0

42

.00

85

.00

SR-JS(CB)-101

60.0

0

DETAIL NO.

DATE:

APPROVAL

DIRECTOR


VERSION

1.0

Max C

om

bin

ed L

ifti

ng C

apacit

y (

kip

s)

06/28/2017


Existing diaphragm

See jack support

assembly detail

Jack, stiffener, jack

support assembly, etc.

Jack Offset

2

Scale : None

(Typ.)

Maximum Jack Force

Jack Offset

Location:Size:

2

Existingstiffener(typ.)

JACKING MEMBER TABLE

5/16 "

5/16 "

1 5



STATE OF MARYLAND

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CHANNEL BRACKET JACKING DETAILS

Double C-Channel Jacking member(set level)

Double C-Channel Jacking Member

Proposed 5/8 ’’stiffener(typ.)

Proposed full height xL x 1 1/2 ’’ thick fillplate (typ.)

(Typ.)

(Typ.)

Proposed fillplate (typ.)

Existing interior/exterior beam

(beam to be raised)

L

See typical

connection

detail on Sheet 2

CHANNEL BRACKET JACKING MEMBER

Required Jack Capacity

L , Length of fill plate at ext. stiffener

L , Length of fill plate along bracket

Proposed Bracket Stiffener Plate Size

L2

1

2

1

Notes:

1. Only A709 Grade 50 steel shall be used.

2. Jacking members do not have to be new, but shall be in good condition.

3. The jack shall not be used to support load during bearing repairs.

4. Jacking members shall be placed level unless otherwise noted.

5. The Contractor has the option of submitting another method of jacking to

the Engineer for approval. The design shall be done by a PE registered in Md.

6. Jacking member shall be kept low to minimize height of stacked plates or the

HP column jack support.

7. Anchor bolt nuts may need to be loosened at the exterior and adjacent

interior beams to allow the beam to rise.

8. Beams shall not be raised more than 1/8 ’’ above its existing elevation.

9. Proposed stiffener plates shall be fabricated to bear directly on and

match the slope of the flanges of the proposed channel sections.

10. Chipping of the existing concrete is not required for the jack stand leveling

pad unless approved by the engineer.

11. The entire procedure (jacking, debris removal, shim installation, lowering,

and bracket removal) shall completed in a timely manner as approved by the Engineer.

12. Once jacking repairs are complete, install beam end retrofit plates as the Bearing

Stiffener Plating Standard or the Girder End Plating Standards as attached. Retrofit bolt

spacing shall incorporate all bolt holes used for jacking.

SR-JS(CB)-102DETAIL NO.

DATE:

APPROVAL

DIRECTOR


VERSION

1.0

06/28/2017

PLAN

2

Scale : None

TYPICAL 90^ CONNECTION DETAIL

Jacking member

(Typ.)

Jacking member

(Typ.)

CONNECTION DETAILS

Location:Materials:

Connection Bolts

2 5



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1 1/2

’’

Existing beam

Existing beam

1 1/2 ’’

Equal

Space(s

)

1 1/2 ’’ (typ.)

Jacking member

connection member

(Typ.)

AA

3’’ (typ.)

6’’

max

(typ.)

Existing stiffener

SECTION A-A

b

Proposed 3/4 ’’ connection

plate (typ.)

Double C-Channel Jacking Member

3’’

min

6 5/8 ’’ (typ.)

Fu

ll H

eig

ht

+ 1

1/4

’’

W

5/8 ’’ (typ.)

W - Connection plate weld size

1 1/2 " (typ.)

1" (typ.)

7" Max.

Existing stiffener

(typ.)

Proposed Fill Plate

(typ.)

No. Bracket Connection Bolt Rows

b - No. Connection Bolts in existing stiffener

b - No. Bracket Connection Plate Bolts

A490, 7/8 " dia.

_ per side = _ total

_ per side = _ total

* *

b2

1

2

1

Length will vary and requires

field verification. If the

bracket connection plate

overhangs the end of the

existing beam, fill plates

shall be installed to establish

bearing. Refer to Sheet 3

for details.

Bevel member to match

existing weld. (Typ.)

Notes:

1. Minimum height of connection plate: 9 1/4 ’’ for C8x18.75; 11 1/4 ’’ for C10x30; 13 1/4 ’’ for C12x30; & 16 1/4 ’’ for C15x50.

2. b - Number of 7/8 ’’ dia. A490 Bolts required on each bracket connection plate and existing stiffener.

3. W - Connection plate weld size, E70 electrodes.

4. The gap between the channel webs

shall be located at the span side of

the stiffener.

5. Jacking members shall be placed as

close as possible to the

end diaphragm.

6. New bolts to be reinstalled in bolt

holes after jacking unless otherwise

stated in the plans.


DATE:

APPROVAL

DIRECTOR


VERSION

1.0

06/28/2017

3 5



STATE OF MARYLAND

SHEET OF

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2

Scale : None

Jacking member

(Typ.)

Existing beam

Proposed 3/4 ’’ connection

plate (typ.)

CONNECTION DETAILS

Location:Materials:

3

1/2 " (typ.)

6 5/8 " (min.)

H

L , Length of Web Fill Plate

Approximate Existing Beam Web Thickness

EXISTING BEAM WEB FILL PLATE DETAIL

Existing stiffener

L3

L4

4L , Length of Bracket Fill Plate

1/2

" (

typ

.)

Proposed

Existing

Beam Web

Fill Plate

SECTION B-B

PLAN

Jacking member

(Typ.)

1 1/2

’’

Existing beamJacking member

connection member

(Typ.)

BB

1 1/2 " (typ.)

Existing stiffener

(typ.)

Proposed Fill Plate

(typ.)

Proposed 1/2 " Thick

Bracket Fill Plate (typ.)

Proposed 1/2 "

Thick Bracket

Fill Plate (typ.)

Bevel member to match

existing weld. (Typ.)

H, Height of Proposed Web/Bracket Fill Plates

Notes:

1. This sheet shall be used if the end of the Existing Beam is less than 6 5/8 " long.

2. The Contractor may be required to tighten bolts using wrenches and other similar

hand tools due to space limitations. If bolts cannot be tightened to the Engineer’s

approval, work shall cease and

the Engineer shall contact SIRE

for direction.

3. All existing beam dimensions shall

be field verified before any matieral

is ordered, fabricated, or installed.


Proposed Existing Beam Web Fill Plate to be

field welded, but removed at completion of job

DATE:

APPROVAL

DIRECTOR


VERSION

1.0

06/28/2017

2


BB

2


Nonshrink grout

leveling pad

(as required)

Nonshrink grout

leveling pad

(as required)

Scale : None

Scale : None

Typ.

ELEVATION


Tack

Typ.

1’’ x 12’’ x 1’-0’’




1/2 ’’ x 12’’ x 1’-0’’ plates

(or thicker).

ELEVATION


5/16

bearing plate

1’’ x 12’’ x 1’-0’’ base plate


1’’ x 12’’ x 1’-0’’

masonry plate

Tack weld shim plate as


Jacking member

Jack, plates, and


1’’ x 12’’ x 1’-0’’ base plate


Jack, plates and jack

support assembly

4 5



STATE OF MARYLAND

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5/16

Proposed 5/8 ’’stiffener(typ.)

5/16

Proposed full height x L x 1 1/2 ’’ thick fill plate (typ.)

Existing beambearing stiffener

1"

Notes:

1. Minimum thickness of the grout leveling pad


2. Jack shall be centered under jacking


3. Stacked plates shall not exceed 12’’

high.

4. HP8 x 36 column spacer shall not


5. All material for the Jack Support

and Column Spacer to be ASTM

A 709 Grade 50. Grade 36 is also

acceptable with the approval of

the Engineer.


DATE:

APPROVAL

DIRECTOR


VERSION

1.0

06/28/2017

2

Jack

Jack, plates

and channels

3’’3’’

6’’

6’’

Scale : None

SHIM PLATE DETAIL

1/2 ’’ x 1’-0’’ Plate

Scale : None

SECTION B-B

Typ.

Jack piston radius plus 1/4 ’’

12’’

12’’

Note:

This plate is not welded to

the jack support assembly.

Note:

The length of the channels and

the 1/2 ’’ plate are to be custom

fit to the jack being used.

5/16

5/16

C9 x 15 (Typ.)

1’’ x 12’’ x 1’-0’’

Base plate

Typ. 5/16

2 Shim plate

1/4 ’’ (min.) x 12’’ x 1’-0’’ Plate

Jack piston diameter plus 1/2 ’’

Equal spacer

5 5



STATE OF MARYLAND

SHEET OF

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PA

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DATE:

APPROVAL

DIRECTOR


VERSION

1.0

06/28/2017

EXPECTED

MINIMUM

FORCE (LBS)

EXPECTED

MAXIMUM

FORCE (LBS)

RECORDED LIFT

PRESSURE

READING (PSI)MEMBER

SUPPORT

& SPAN

JACK PISTON

DIAMETER (IN)

RECORDED MAXIMUM

PRESSURE READING

(PSI)

ENG. ENG. ENG. ENG. INSPECTOR INSPECTOR INSPECTOR

CALCULATED

MAXIMUM

FORCE (LBS)

INSPECTOR

JACKING CHART

1 1

DOUBLE CHANNEL BRACKETJACKING CHART

SR-JS(CB)-103



STATE OF MARYLAND

SHEET OF


DETAIL NO.

DATE:

APPROVAL

DIRECTOR


VERSION

1.0

2

CALCULATED MAXIMUM FORCE = [ RECORDED MAXIMUM PRESSURE READING ] * [ 0.785 * JACK PISTON DIAMETER ]

06/28/2017

Documents

Chapter 11 - Structural Repairs SECTION 03 …5/16 5/16 5/16 Jack, plates and channels 1’’ x 12’’ x 1’-0’’ Base plate Note: This plate is not welded to the jack support