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CONSTRUCTION SPECIFICATIONS:
MATERIALS:
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MINIS
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XX-
XX
JN
XX
XX
XX
BY: E.L. R
OBIN
SO
N
ORIGIN
AL
DESIG
N P
REP
AR
ED
GE
OT
EC
HNIC
AL E
NGIN
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OFFIC
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OF
DT
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1
SAMPLE CONSTRUCTION REQUIREMENTS:GUIDELINES FOR DEVELOPING DETAILS FOR REPAIR OF MSE WALL FACING
CAUSES OF MSE WALL DAMAGE AND DETERIORATION
REPAIR METHODS LIST
TYPE I:
TYPE III:
SAMPLE GENERAL NOTES FOR REPAIR METHODS:
SPECIFICATIONS (CMS).
ODOT BRIDGE DESIGN MANUAL AND ODOT CONSTRUCTION AND MATERIAL
FACING AND NON-FUNCTIONAL MSE REINFORCEMENT:
SAMPLE CONSTRUCTION SEQUENCE FOR REPAIR OF DAMAGED WALL
PANEL REPAIR METHOD 1:
PANEL REPAIR METHOD 2:
DAMAGE TYPES AND REPAIR METHODS
TYPE II:
DEFORMATION RESPONSES.
REMAINDER OF THE WALL (STEEL OR GEOSYNTHETIC) TO AVOID DIFFERENT WALL
REINFORCEMENT SHALL BE OF THE SAME TYPE AS THE SOIL REINFORCEMENT USED IN THE
DESIGN CALCULATIONS AND BE SUBJECT TO APPROVAL BY THE DEPARTMENT. THE MSE
REPAIR, AND IF RECONSTRUCTION IS SELECTED, CONSTRUCTION SHALL BE PRECEDED BY
IF RECONSTRUCTION IS DETERMINED TO BE MORE FEASIBLE IN COST AND/OR TIME THAN
AS A GUIDE IN DEVELOPING APPROPRIATE PLAN NOTES.
METHODS FOR CONCRETE REPAIR AND RESTORATION. THIS INFORMATION SHOULD BE USED
ODOT BRIDGE DESIGN MANUAL SHALL BE CONSULTED FOR GUIDANCE FOR APPROPRIATE
WALL FACING.
THE APPROPRIATE REPAIR METHOD BASED ON THE TYPE AND LEVEL OF DAMAGE IN THE
PANELS AND STEEL OR GEOSYNTHETIC REINFORCEMENTS. THE DESIGNER SHOULD SELECT
PORTIONS OF MECHANICALLY STABILIZED EARTH (MSE) WALLS WITH PRECAST CONCRETE
THESE SAMPLE DETAILS AND NOTES PROVIDE GUIDANCE ON REPAIR METHODS FOR DAMAGED
REINFORCEMENT REPAIR:
GROUT FILL:
2. GROUT FILL.
1. PANEL REPAIR METHOD 1 OR REPAIR METHOD 2.
THIS TYPE REQUIRES THE FOLLOWING REPAIRS:
BETWEEN PANELS WITH NO EFFECTS ON THE REINFORCEMENT OR REINFORCEMENT CONNECTIONS.
PARTIAL LOSS OF REINFORCED FILL THROUGH THE DAMAGED FACING PANELS OR JOINTS
LOCAL DAMAGE LIMITED TO FACING PANEL(S) OR/AND JOINTS WHICH RESULTS IN
2. GROUT FILL.
1. PANEL REPAIR METHOD 1 OR REPAIR METHOD 2 TO CLOSE OUT JOINTS.
THIS TYPE REQUIRES THE FOLLOWING REPAIRS:
SETTLEMENT OF PANELS WITHOUT DAMAGE TO THE PANEL UNITS.
PARTIAL LOSS OF REINFORCED FILL DUE TO PANEL JOINT WIDENING OR UNEVEN
TYPE IV:
1. PANEL REPAIR METHOD 1
THIS TYPE REQUIRES THE FOLLOWING REPAIRS:
EFFECTS ON THE REINFORCEMENT OR REINFORCEMENT CONNECTIONS.
DAMAGE TO THE EXTERIOR OF PANELS WITH NO LOSS OF REINFORCED FILL AND NO
3. GROUT FILL.
FUNCTIONAL).
2. REINFORCEMENT REPAIR (WHERE MSE REINFORCEMENTS ARE NOT
1. PANEL REPAIR METHOD 2.
THIS TYPE REQUIRES THE FOLLOWING REPAIRS:
SELECTING THE REPAIR METHOD.
THE MAIN CAUSE(S) FOR DAMAGE OF THE MSE WALL SHALL BE IDENTIFIED PRIOR TO
SAMPLE NOTES ARE PROVIDED BELOW:
A PROPOSED SEQUENCE OF CONSTRUCTION SHALL BE PART OF THE PLAN NOTES,
ALL EXPOSED CORNERS OF CAST-IN-PLACE CONCRETE SHALL BE CHAMFERED ƒINCH.
ALL CONCRETE SEALING SHALL BE IN ACCORDANCE WITH CMS ITEM 512.
SURFACES. THE COLOR OF NEW PAINT SHALL BE THE COLOR OF EXISTING PAINT.
CONCRETE SURFACES SHALL BE PAINTED AT THE SAME TIME AS NEW CONCRETE
BELOW FINISHED GRADE. DAMAGED AND/OR SANDBLASTED AREAS OF EXISTING
EXPOSED AREAS OF NEW CONCRETE SHALL BE PAINTED TO A MINIMUM OF 1.0 FOOT
THE ENGINEER.
MATCH THE FINISH OF THE REMAINDER OF WALL UNLESS OTHERWISE SPECIFIED BY
ALL EXPOSED SURFACES OF CAST-IN-PLACE CONCRETE SHALL BE FINISHED TO
OF ODOT SUPPLEMENTAL SPECIFICATION 840.
BACKFILL PLACED BEHIND THE BACK OF THE WALL FACE SHALL MEET THE REQUIREMENTS
SHALL MEET THE REQUIREMENTS OF ROADWAY EMBANKMENT PER CMS ITEM 203.
BACKFILL MATERIALS PLACED OUTSIDE THE LIMITS OF THE NEW AND EXISTING WALLS
ANTICIPATED TORQUE TO ACHIEVE THE 4 KIPS IS 400 FT-LB.
GEOTECHNICAL RESISTANCE (HOLDING POWER) OF THE ANCHOR IS 4 KIPS. THE
INCH DIAMETER SHAFT/ROD, SEE DETAILS ON SHEET 2 OF 8. THE NOMINAL
MUST BE AT LEAST 4.0 FEET LONG WITH 6 INCH BLADE DIAMETER MOUNTED ON A †
HELICAL ANCHORS SHALL BE GRADE 60 STEEL GALVANIZED PER ODOT CMS 711.02 AND
NOTED OTHERWISE.
ALL REINFORCING STEEL SHALL HAVE A MINIMUM 2 INCH CONCRETE COVER UNLESS
ARTICLE 5.10.2, UNLESS NOTED OTHERWISE.
MOST CURRENT EDITION OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS,
BENDS AND HOOKS IN REINFORCING STEEL SHALL MEET THE REQUIREMENTS OF THE
KSI.
REINFORCING STEEL SHALL BE IN ACCORDANCE WITH CMS 509, MIN. YIELD STRENGTH 60
CMS ITEM 613 - LOW-STRENGTH MORTAR (LSM), TYPE 2.
PLACED MORTAR), f'c=4,200 PSI @ 28 DAYS.
SHOTCRETE SHALL BE IN ACCORDANCE WITH THE ODOT CMS ITEM 520 (PNEUMATICALLY
CAST-IN-PLACE CONCRETE SHALL BE CLASS QC1, f'c=4,000 PSI @ 28 DAYS.
IN FRONT OF THE WALL TO MATCH THE ADJACENT AREA.
13. PAINT NEW AND EXISTING CONCRETE SURFACES, BACKFILL, AND RESTORE THE GRADE
CAST-IN-PLACE CONCRETE FACING PER DETAILS SHOWN ON THE PLANS.
12. CONSTRUCT A NEW UNREINFORCED CONCRETE FOOTING AND PERMANENT
DETAILS SHOWN ON THE PLANS.
THE REMAINING SOIL NAILS IN THE LOCATIONS SHOWN ON THE PLANS AND PER THE
11. FOLLOWING THE ENGINEER'S APPROVAL OF THE PROOF TEST RESULTS, CONSTRUCT
COMPRESSIVE STRENGTH OF 3,000 PSI BEFORE PERFORMING PROOF TESTING.
SHOWN ON SHEET 8 OF 8. THE SHOTCRETE SUB-FACIA SHALL ATTAIN A MINIMUM
10. INSTALL A PROOF TEST SOIL NAIL AND PERFORM PROOF TESTING AS SPECIFIED AND
9. PLACE REINFORCING AND CONSTRUCT A SHOTCRETE SUB-FACIA.
WOOD SHALL REMAIN IN OR AROUND THE DAMAGED AREA.
8. FORMING MATERIALS AND BRACING MAY BE REMOVED 3 DAYS AFTER PLACING LSM. NO
THROUGH THE VENT HOLES.
7. PUMP LSM INTO THE VOID SPACE BEHIND THE EXISTING WALL UNTIL IT EXITS
SHALL BE IN THE LOCATIONS SHOWN ON SHEET 6 OF 8.
FORMWORK TO PERMIT PUMPING AND VENTING OF THE LSM. ENTRY AND VENT HOLES
6. CORE-DRILL HOLES THROUGH THE CONCRETE OF THE EXISTING WALL OR THE
TO PREVENT OUTWARD MOVEMENT OR ROTATION DURING PLACEMENT OF THE LSM.
5. BRACE EXISTING PRECAST CONCRETE PANELS IN THE DAMAGED AREA AND VICINITY
THE HYDROSTATIC PRESSURE OF THE LSM.
FORMING MATERIALS SHALL BE SECURELY BRACED TO EXISTING GROUND TO WITHSTAND
BACKFILL FROM ESCAPING FROM BEHIND THE EXISTING WALL DURING PLACEMENT. THE
TO THE LIMITS NEEDED TO PREVENT ITEM 613 TYPE 2 LOW STRENGTH MORTAR (LSM)
THE MSE WALL PRECAST CONCRETE PANELS AND SEAL THE JOINTS BETWEEN THE PANELS
4. COVER THE OPENING IN THE EXISTING WALL WITH TEMPORARY FORMWORK BEHIND
TO PRODUCE SURFACE CONDITIONS SUITABLE FOR BONDING WITH NEW CONCRETE.
3. SANDBLAST EXISTING CONCRETE SURFACES BEHIND THE NEW CAST-IN-PLACE FACING
FORMING MATERIALS IN THE AREA OF THE EXCAVATION.
BE SEVERED AS REQUIRED TO PROVIDE A SAFE WORK AREA AND FACILITATE PLACING
FORMING AND PLACING LOW STRENGTH MORTAR (LSM). EXPOSED REINFORCING BARS MAY
RESULTS IN PREPARING AND SHAPING THE AREAS TO PROVIDE A CLEAN BOUNDARY FOR
CONCRETE SHALL BE REMOVED WITH HAND TOOLS THAT WILL GIVE SATISFACTORY
PRECAST CONCRETE PANEL REINFORCEMENT TO THE LIMITS SHOWN ON THE PLANS. THE
2. DEFINE THE LIMITS OF REMOVAL FOR LOOSE CONCRETE. REMOVE CONCRETE AND THE
THE DAMAGED WALL AREA TO THE LIMITS OF THE NEW CAST-IN-PLACE WALL FACING.
1. EXCAVATE SPILLED SELECT GRANULAR BACKFILL AND DEBRIS FROM THE OUTSIDE OF
613 - LOW-STRENGTH MORTAR BACKFILL (LSM), TYPE 2.
BACKFILLING OF VOIDS PRODUCED BY LOSS OF REINFORCED FILL USING CMS
CORROSION PROTECTION.
INSTALLATION OF DRILLED AND GROUTED SOIL NAILS WITH
LENGTH AND TYPE OF HELICAL ANCHOR ARE TO BE DETERMINED IN DETAIL PLANS.
SUGGESTED DETAILS OF ANCHORS FOR 5' x 5' OR 5' x 10' PANELS ARE ON SHEET 2. THE
FORMWORK CAN BE USED WITH THE HELICAL ANCHORS AND CIP OR PRECAST FACING PANEL.
REPLACEMENT PANEL. SIMILAR DETAILS FOR PROTECTION OF MSE FILL USING TEMPORARY
REINFORCEMENT IS FUNCTIONAL, HELICAL ANCHORS CAN BE USED TO FASTEN THE
IF CONNECTION TO MSE REINFORCEMENT IS NOT FUNCTIONAL AND THE MSE
PANELS.
SEALING OF THE REPAIRED AREA OF FACING AND VICINITY TO MATCH SURROUNDING
LAYOUT IS ON SHEET 2. (SEE SHEETS 3 AND 4 OF 8 FOR DETAILS). THIS METHOD INCLUDES
PRECAST PANEL WITH CONNECTION TO HELICAL ANCHORS. HELICAL ANCHORS TYPICAL
DOWELS, BONDING AGENTS, AND NEW ADDITIONAL STEEL REINFORCING REBAR OR A
SCRUBBING AND INSTALLATION OF EITHER A THICKER ZONE OF FRESH CIP CONCRETE WITH
FACING REPAIR BY PART OR FULL DEPTH GRUBBING OR
REQUIRE DETAILS. IT ONLY REQUIRES REMOVAL AND REPLACEMENT LIMITS.
PAINTING OF THE REPAIRED AREA OF FACING AND VICINITY. THIS METHOD DOES NOT
INSTALLATION OF FRESH CONCRETE WITH DOWELS AND BONDING AGENTS. THIS INCLUDES
MINOR COSMETIC FACING REPAIR BY PART DEPTH REMOVAL AND
MULTIPLE KINDS OF DAMAGE TO ADJACENT PANELS OR GROUP OF PANELS.
CONCRETE OR THE REINFORCEMENT. THIS CAN BE A VISIBLE SINGLE KIND OF DAMAGE OR
PANELS, OR DAMAGE CAUSED BY AGGRESSIVE CHEMICALS THAT MIGHT BE HARMFUL TO
TO WALL HEIGHT AND/OR ECCENTRIC LOADS ON THE FACING, LACK OF PADS BETWEEN THE
EXCESSIVE SETTLEMENT OR LATERAL DEFORMATION, OVERSTRESSING OF THE FACING DUE
CAUSED BY IMPACT FROM VEHICLES, BOULDERS OR STONES, WATER, FOUNDATION ISSUES,
SIGNIFICANT LATERAL OR UNEVEN VERTICAL MOVEMENTS. THIS TYPE OF DAMAGE CAN BE
MISALIGNED OR BENT, SEVERELY CORRODED, OR DETERIORATED. DAMAGE MAY INCLUDE
FILL THROUGH THE DAMAGED PANELS OR JOINTS. THE DAMAGED REINFORCEMENT CAN BE
REINFORCEMENT OR REINFORCEMENT CONNECTIONS WITH PARTIAL LOSS OF REINFORCED
EXTENSIVE TO MODERATE DAMAGE TO FACING PANEL(S) AND/OR JOINTS AND
FOUR TYPES OF DAMAGE ARE ADDRESSED:
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BY: E.L. R
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REP
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GE
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EC
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DAMAGED ZONETO BE RECONSTRUCTED
DESIGNATE PANELS
(TYP.)
5'-0"
(T
YP.)
5'-
0"
TYPICAL 5'x5' PANEL
(TYP.)
10'-0"
(T
YP.)
5'-
0"
TYPICAL 5'x10' PANEL
DETAIL OF REPAIR FOR EXTENSIVE TO MODERATE DAMAGE (TYPE I)
FACING WITH FUNCTIONAL MSE REINFORCEMENT:
SAMPLE CONSTRUCTION SEQUENCE FOR REPAIR OF DAMAGED WALL
HELICAL ANCHOR (TYP.) HELICAL ANCHOR (TYP.)
HELICAL ANCHOR (TYP.)
HELICAL ANCHOR DETAIL
DETAIL A
DETAIL A
12" LONG
#4 BAR
REINFORCEMENT.
THEY DO NOT COINCIDE WITH THE LOCATION OF EXISTING SOIL
EXISTING MSE WALL. THE HELICAL ANCHOR LOCATIONS SHALL BE SUCH THAT
DEPENDENT ON THE LOCATION OF SOIL REINFORCEMENT USED IN THE
THE LOCATION OF HELICAL ANCHORS SHALL BE SPECIFIED IN THE DESIGN,
NOTE:
†" DIAMETER ANCHOR
PLANS.
ON THE PLANS. INSTALL ALL ADDITIONAL STEEL REINFORCEMENT AS SHOWN ON THE
9. INSTALL CONCRETE PANEL STEEL REINFORCEMENT IN THE DOWEL HOLES AS SHOWN
WOOD SHALL REMAIN IN OR AROUND THE DAMAGED AREA.
8. FORMING MATERIALS AND BRACING MAY BE REMOVED 3 DAYS AFTER PLACING LSM. NO
THROUGH THE VENT HOLES.
7. PUMP LSM INTO THE VOID SPACE BEHIND THE EXISTING WALL UNTIL IT EXITS
SHALL BE IN THE LOCATIONS AS SHOWN ON THE PLANS.
FORMWORK TO PERMIT PUMPING AND VENTING OF THE LSM. ENTRY AND VENT HOLES
6. CORE-DRILL HOLES THROUGH THE CONCRETE OF THE EXISTING WALL OR THE
TO PREVENT OUTWARD MOVEMENT OR ROTATION DURING PLACEMENT OF THE LSM.
5. BRACE EXISTING PRECAST CONCRETE PANELS IN THE DAMAGED AREA AND VICINITY
THE HYDROSTATIC PRESSURE OF THE LSM.
FORMING MATERIALS SHALL BE SECURELY BRACED TO EXISTING GROUND TO WITHSTAND
BACKFILL FROM ESCAPING FROM BEHIND THE EXISTING WALL DURING PLACEMENT. THE
THE LIMITS NEEDED TO PREVENT ITEM 613 TYPE 2 LOW STRENGTH MORTAR (LSM)
MSE WALL PRECAST CONCRETE PANELS AND SEAL THE JOINTS BETWEEN THE PANELS TO
4. COVER THE OPENING IN THE EXISTING WALL WITH TEMPORARY FORMWORK BEHIND THE
TO PRODUCE SURFACE CONDITIONS SUITABLE FOR BONDING WITH NEW CONCRETE.
3. SANDBLAST EXISTING CONCRETE SURFACES BEHIND THE NEW CAST-IN-PLACE FACING
REINFORMENTS ARE NOT DAMAGED.
EXERCISE CARE DURING THE CONCRETE REMOVAL OPERATION SO THAT THE SOIL
SUPPLIER THAT MEET THE REQUIREMENT OF THE SUPPLEMENTAL SPECIFICATION SS 840.
REINFORCEMENT CONNECTORS SHOULD BE ACQUIRED FROM THE ORIGINAL WALL SYSTEM
CONNECTORS IF DAMAGED DURING THE CONCRETE REMOVAL OPERATION. THE
FORMING MATERIALS IN THE AREA OF THE EXCAVATION. REPLACE REINFORCEMENT
BE SEVERED AS REQUIRED TO PROVIDE A SAFE WORK AREA AND FACILITATE PLACING
FORMING AND PLACING LOW STRENGTH MORTAR (LSM). EXPOSED REINFORCING BARS MAY
RESULTS IN PREPARING AND SHAPING THE AREAS TO PROVIDE A CLEAN BOUNDARY FOR
CONCRETE SHALL BE REMOVED WITH HAND TOOLS THAT WILL GIVE SATISFACTORY
PRECAST CONCRETE PANEL REINFORCEMENT TO THE LIMITS SHOWN ON THE PLANS. THE
2. DEFINE THE LIMITS OF REMOVAL FOR LOOSE CONCRETE. REMOVE CONCRETE AND THE
THE DAMAGED WALL AREA TO THE LIMITS OF THE NEW CAST-IN-PLACE WALL FACING.
1. EXCAVATE SPILLED SELECT GRANULAR BACKFILL AND DEBRIS FROM THE OUTSIDE OF
16. SMOOTH THE SURFACE OF THE SEALANT.
COMPLEMENT THE COLOR OF THE MSE WALL FACING PANELS.
THAT CAN BE APPLIED IN COLD WEATHER, AND THAT COMES IN A COLOR TO MATCH OR
FOLLOW THE MANUFACTURER'S RECOMMENDATIONS FOR APPLICATION. USE A SEALANT
15. SEAL THE JOINTS BY APPLYING A SILICONE SEALANT TO THE FOAM IN THE JOINTS.
A FOAM THAT CAN BE APPLIED IN COLD WEATHER.
MANUFACTURER'S RECOMMENDATIONS FOR APPLICATION. IF USING EXPANDING FOAM, USE
14. FILL JOINTS WITH FOAM BACKER ROD OR EXPANDING FOAM. FOLLOW THE
WALL PANELS AND THE PANEL UNDER REPAIR.
13. REMOVE EXPANDED POLYSTYRENE THAT WAS PLACED BETWEEN THE EXISTING MSE
AFTER 48 HOURS.
12. CAST THE CONCRETE TO FORM THE PANEL AND REMOVE THE TEMPORARY FORMWORK
REQUIRED FOR TOP PANELS.
11. PLACE PREFORMED EXPANSION JOINT FILLER (PEJF) AS SHOWN ON THE PLANS WHEN
EXISTING MSE WALL PANELS.
ARCHITECHTURAL FINISH THAT MATCHES THE ORIGINAL FINISH PROVIDED ON THE
PANEL UNDER REPAIR, AND INSTALL TEMPORARY FORMWORK WITH THE APPROPRIATE
10. PLACE EXPANDED POLYSTYRENE BETWEEN THE EXISTING MSE WALL PANELS AND THE
| PANEL JOINT (TYP.)
SCALE : 1"=1'
GROUT
NONMETALLIC
NONSHRINK,
6"
A
A
BB
DD
C
C
SCALE : 1"=1'
CONCRETE AND REBAR
REMOVE EXISTINGCONCRETE AND REBAR
REMOVE EXISTING
#4 REBAR (TYP.)
SOUND CONCRETE)
BEYOND LIMITS OF
LIMIT (MIN. OF 2 INCH
CONCRETE REMOVAL
(DETERMINED IN FIELD)
SOUND CONCRETE
LIMITS OF
ALL REINFORCEMENT SHALL BE EPOXY COATED
DOWEL HOLE
SEE SHEET 5/8
WALL TOP ROW PANELS)
PARAPET (TYP. FOR MSE
MOUNTED DEFLECTOR
BOTTOM OF MOMENT SLAB
#4 REBAR
TO BE REMOVED
#4 REBAR
#4 REBAR (TYP.)
THE CONCRETE FOR THE PANEL.
POLYSTYRENE BEFORE PLACING
PLACE 3/4" EXPANDED
#4 REBAR TO BE REMOVED (TYP.)
THE CONCRETE FOR THE PANEL.
POLYSTYRENE BEFORE PLACING
PLACE 3/4" EXPANDED
#4 REBAR
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DATE
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MINIS
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DESIG
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GEN
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XX-
XX-
XX
JN
XX
XX
XX
BY: E.L. R
OBIN
SO
N
ORIGIN
AL
DESIG
N P
REP
AR
ED
GE
OT
EC
HNIC
AL E
NGIN
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RIN
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OF
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3
SECTION B-B
SECTION D-D
SECTION C-C
SECTION A-A
CIP MSE PANEL
MIN.
5•"
(TYP.)
5'-0"
(T
YP.)
5'-
0"
6"
REMOVED AND REPLACED
#4 REBAR TO BE
PARTIAL AND FULL REPLACEMENT OF 5' x 5' PANEL
PANEL REPAIR METHOD 2
PARTIAL REPLACEMENT OF TYPICAL MSE PANEL REPAIR METHOD-2 FULL REPLACMENT OF TYPICAL MSE PANEL REPAIR METHOD-2
E
E
REPAIR DAMAGED AREA
SECTION F-F
SECTION E-E
SECTION G-GCIP MSE PANEL
G
G
SECTION H-H
FF
HH
ƒ" EXPANDED POLYSTYRENE ƒ" EXPANDED POLYSTYRENE
(TYP.)
HELICAL ANCHOR
(TYP.)
HELICAL ANCHOR
TEMPORARY FORMWORK
TEMPORARY FORMWORK
TEMPORARY FORMWORK
TEMPORARY FORMWORK
(TYP.)
HELICAL ANCHOR
AREA TO BE REMOVED
| PANEL JOINT (TYP.)
SCALE : 1"=1'
GROUT
NONMETALLIC
NONSHRINK,
6"
A
A
BB
DD
C
C
SCALE : 1"=1'
CONCRETE AND REBAR
REMOVE EXISTING
CONCRETE AND REBAR
REMOVE EXISTING
SOUND CONCRETE)
BEYOND LIMITS OF
LIMIT (MIN. OF 2 INCH
CONCRETE REMOVAL
(DETERMINED IN FIELD)
SOUND CONCRETE
LIMITS OF
DOWEL HOLE
SEE SHEET 5/8
WALL TOP ROW PANELS)
PARAPET (TYP. FOR MSE
MOUNTED DEFLECTOR
BOTTOM OF MOMENT SLAB
#4 REBAR
#4 REBAR (TYP.)
#4 REBAR
8
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NSTA
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ARD
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DR
AW
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CH
EC
KE
DR
EVI
EW
ED
DATE
AD
MINIS
TRATO
R
DESIG
N A
GEN
CY
XX-
XX-
XX
JN
XX
XX
XX
BY: E.L. R
OBIN
SO
N
ORIGIN
AL
DESIG
N P
REP
AR
ED
GE
OT
EC
HNIC
AL E
NGIN
EE
RIN
G
OFFIC
E
OF
DT
A
MS
E
WA
LL R
EP
AIR
4
SECTION B-B
SECTION D-D
SECTION C-C
SECTION A-ACIP MSE PANEL MIN.
5•"
(TYP.)
10'-0"
(T
YP.)
5'-
0"
REMOVED AND REPLACED
#4 REBAR TO BE
6"
FOR THE PANEL.
PLACING THE CONCRETE
POLYSTYRENE BEFORE
PLACE 3/4" EXPANDED
REMOVED (TYP.)
#4 REBAR TO BE
FOR THE PANEL.
PLACING THE CONCRETE
POLYSTYRENE BEFORE
PLACE 3/4" EXPANDED
(TYP.)
#4 REBAR
REMOVED
TO BE
#4 REBAR
PARTIAL AND FULL REPLACEMENT OF 5' x 10' PANEL
PANEL REPAIR METHOD 2
PARTIAL REPLACEMENT OF TYPICAL MSE PANEL REPAIR METHOD-2 FULL REPLACMENT OF TYPICAL MSE PANEL REPAIR METHOD-2
ALL MSE PANEL REINFORCEMENT SHALL BE EPOXY COATED
E
E
F F
G
G
H H
SECTION F-F
SECTION H-H
SECTION E-E
SECTION G-G
POLYSTYRENE
ƒ" EXPANDED
POLYSTYRENE
ƒ" EXPANDED
(TYP.)
HELICAL ANCHOR
(TYP.)
HELICAL ANCHOR
(TYP.)
HELICAL ANCHOR
TEMPORARY FORMWORK
TEMPORARY FORMWORK TEMPORARY FORMWORK
TEMPORARY FORMWORK
AREA TO BE REMOVED
SCALE : 1"=2’
#4 REBAR (TYP.)
CONCRETE AND REBAR
REMOVE EXISTING
CONCRETE AND REBAR
REMOVE EXISTING
EXISTING STRIP
6 MIL POLYETHYLENE SHEETING
#4 REBAR
WALL PANEL (TYP.)
EXISTING MSE
11"
5"
5"
2�"
6"
4’-
11�
"
1’-2�
"1’-2�
"
1"
8
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TA
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DA
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MINIS
TR
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DESIG
N
AG
EN
CY
XX-
XX-
XX
JN
XX
XX
XX
BY: E.L. R
OBIN
SO
N
ORIGIN
AL
DESIG
N P
REP
AR
ED
GE
OT
EC
HNIC
AL E
NGIN
EE
RIN
G
OFFIC
E
OF
DT
A
MS
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WA
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5
DETAIL A
DEFLECTOR PARAPET ON MSE WALL DETAIL
7" 8"
3"
2"
1’-6"
3"
6"
2’-
0"
3’-
6"
1’-1"
2’-
5"
3" MIN. TO 12" MAX.
VARIES BETWEEN
MOUNTED DEFLECTOR PARAPET
BOTTOM OF MOMENT SLAB
SEE DETAIL A
10"
3"
9"
1’-0"
#6 BAR @ 6" C/C
TOP OF PAVEMENT
CONSTRUCTION JOINT
TOE OF CURB
7’-6"
WALL TOP PANELS
FRONT FACE OF PRECAST MSE
�" P.E.J.F.
4�"
PARAPET
PANEL UNDER REPAIR
LIMITS AS SHOWN ON SHEET x OF 10
INSTALL �" P.E.J.F. TO THE REMOVAL EXISTING SLIP JOINT
CLIP SLIP JOINT
SLIP JOINT
PARAPET (TYP.)
MOUNTED DEFLECTOR
BOTTOM OF MOMENT SLAB MISCELLANEOUS DETAILS
REQUIRE MODIFICATION TO ACCOMMODATE PROJECT SPECIFIC REQUIREMENTS.
DETAILS THAT MAY BE PART OF OVERALL REPAIRS REQUIRED. THESE DETAILS WILL
MISCELLANEOUS REPAIR DETAILS ARE SHOWN TO PROVIDE GUIDANCE FOR SPECIFIC
CONNECTOR (TYP.)
REINFORCEMENT
CONNECTOR (TYP.)
REINFORCEMENT
8"
10"
4"
2�
"
1’-10"
2�"
BOND-BREAKER
LEFT IN-PLACE AS
1/2" PLYWOOD TO BE
TEMPORARY FORMWORK
EXISTING WALL ELEVATION
TYPICAL SECTION THROUGH EXISTING PRECAST PANEL
GRADE
FINISHED
5°
EXISTING PRECAST PANEL
1" MIN. GROUT PAD
SHOTCRETE SUB-FASCIA
= 20'-0" (TYP.)
DRILLED NAIL LENGTH (L)
#4 @ 9" EACH WAY
6" MIN.
SECTION A-A
5°
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EXISTING PRECAST PANEL
FACE OF RUSTICATION
RUSTICATION
MEASURED AT FACE OF
GROUT PAD 1" THICKNESS
2'-
3"
1'-4•
"
1'-5ƒ"1'-5ƒ"
\ PANEL
HOLE (TYP.)
3" DIAM. DRILLED
BOTTOM OF PANEL
1•"5"1•"
8"
1•"
5"
1•"
8"
4"
4"
(TOTAL 4)
WELDED STUD
•" x 4" HEADED
} ƒ" x 8" x 8"
| HOLE *
ON THE WORKING DRAWINGS.
THE DETAILS OF THE SELECTED SOIL NAIL SYSTEM AND SHALL BE SHOWN
* THE HOLE SIZE SHALL BE DETERMINED BY THE CONTRACTOR BASED ON
LSM
LIMIT OF LSM
PLAN SHEET 1 - INSTALLATION OF SOIL NAILS
(IF EXISTING CONCRETE PANEL ARE IN GOOD CONDITION THE SOIL NAILS CAN BE INSTALLED PER DETAIL)
SOIL NAIL (TYP.)
BB
1 2 3
4 5 6 7
8*9 10 11 12
171514
18 19
13*
C
A
A
A
16SHOTCRETE SUB-FASCIA
OPENING AND NEW
OF EXISTING WALL
APPROXIMATE LIMITS
SAMPLE REINFORCEMENT REPAIR
DETAILS THIS SHEET
BEARING PLATE SEE
2" CLR.
MIN.
DETAILS THIS SHEET
BEARING PLATE SEE
BEARING PLATE DETAILS
TYPICAL SOIL NAIL LOCATION IN PRECAST PANEL
3 DAYS AFTER PLACING THE LSM.
5. THE FORMING MATERIALS AND WALL BRACING SHALL REMAIN IN PLACE FOR A MINIMUM
UNTIL SLURRY EXITS AT THE VENT HOLES.
4. PUMP THE LSM INTO THE SPACE BEHIND THE EXISTING WALL THROUGH HOLE NO. 2
AND MONITORING OF GROUT FILLING.
ADDITIONAL HOLES (HOLES 8 AND 7) MAY BE DRILLED TO PROVIDE ADDITIONAL VENTING
3. ONLY HOLES 1, 2 AND 3 SHOULD BE DRILLED PRIOR TO PLACING THE LSM.
AVOID CONFLICT WITH REINFORCEMENT CONNECTORS.
BACKFILL SHALL HAVE A MINIMUM DIAMETER OF 3 INCHES. ADJUST DRILLED HOLES TO
PASSAGE OF THE LSM INTO AND OUT OF THE VOIDED AREA. THE PASSAGE THOUGH THE
VOIDED AREA USING A DRILL, REINFORCING BAR OR OTHER MEANS TO ENSURE CLEAR
NECESSARY, CREATE A PASSAGE THROUGH THE REINFORCED FILL INTO THE EXISTING
WILL BE THE GROUT FEED HOLE AND HOLES 1 AND 3 WILL BE THE VENT HOLES. IF
2. DRILL HOLES NUMBER 1, 2 AND 3 THROUGH THE EXITING PRECAST PANELS. HOLE 2
CONTRACTOR.
DESIGN OF FORMWORK AND BRACING SHALL BE THE RESPONSIBILITY OF THE
PRIOR TO PLACING THE CMS ITEM 613 - LOW-STRENGTH MORTAR (LSM), TYPE 2. THE
1. CONSTRUCT FORMWORK WITHIN EXISTING WALL OPENING AND INSTALL WALL BRACING
C = PROOF TEST NAIL
B = LSM VENT HOLE
A = LSM FILL HOLE
SEE TYPICAL SOIL NAIL LOCATION DETAIL
ABUTMENT FOUNDATION.
AWAY FROM THE ABUTMENT TO AVOID CONFLICTS WITH
NAILS SHALL BE SKEWED UP TO 5 DEGREES HORIZONTALLY
* IN LOCATIONS WHERE BRIDGE ABUTMENTS ARE PRESENT
LOW STRENGTH MORTAR (LSM) NOTES:
FACILITATE DRILLING.
THE LOCATIONS OF THE SOIL NAILS MAY BE ADJUSTED AS NECESSARY TO
NOTE:
ELEVATION
DOWEL NOTES:
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BY: E.L. R
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EXISTING MSE WALL
GRADE
FINISHED
PANEL (TYP.)
IN EXISTING
#4 DOWEL
1"2'-
11"
1"1"
2'-
11"
1"2'-
0"
2'-
0"
2'-
0"
HEIG
HT
VA
RIES (FIE
LD
VE
RIF
Y)
1'-6"
LENGTH VARIES (FIELD VERIFY)
A
A
B
B
D D
NEW CIP CONCRETE COPINGTHIS SHEET
#4 DOWEL, SEE NOTES
CONCRETE COPING
EXISTING CIP
EXISTING MSE WALL
#4 CONT.
NEW CIP FASCIA WALL
10"
2"
MIN.
MATCH EXISTING
8" 1•" RUSTICATION
6"6"
6"
SECTION A-A
EXISTING MSE WALL
NEW CIP FASCIA WALL
#4 @ 12" EACH WAY
UNREINFORCED FOOTING
8" DEEP x 12" WIDE
BASE OF RUSTICATION
PANEL JOINTS
REVEAL TO MATCH
1" WIDE x 1•" DEEP
1•" (TYP.)
1•" RUSTICATION
VARIES
RUSTICATION) EXCEEDS 10"
ANCHOR PLATE TO BASE OF
THICKNESS (OUTSIDE FACE OF
IN THE FIELD & USED WHERE WALL
HAIRPIN BARS ARE TO BE BENT
HAIRPIN NOTE:
#4 HAIRPIN, EACH WAY
PLAN SHEET 2 - NEW CONCRETE FASCIA WALL
SAMPLE REINFORCEMENT REPAIR
SECTION B-B
STRENGTH OF 5.5 KIPS.
ANCHORAGE SHALL DEVELOP A MINIMUM TENSILE PULLOUT
HOLE WITH AN APPROVED EPOXY ADHESIVE. THE EPOXY
INSTALL #4 DOWEL IN A ƒ" DIAMETER x 5" DEEP DRILLED
(TYP.)
PROPOSED SOIL NAILS
LOW STRENGTH MORTAR BACKFILL
AND CIP FASCIA WALL
LIMIT OF LOW STRENGTH MORTAR
C C
SECTION C-C
SECTION D-D
8"
1•" RUSTICATION
EXISTING MSE WALLJOINT FILLER
•" BITUMINOUS
REVEAL
NEW CIP FASCIA WALL
8"
1•" RUSTICATION
EXISTING MSE WALL
JOINT FILLER
•" BITUMINOUS
COPING ABOVE
LINE OF EXISTING
COPING ABOVE
LINE OF NEW
CORNER ELEMENT
EXISTING OBTUSE
SHEET FOR LOCATIONS
SEE ELEVATION THIS
IN EXISTING PANEL,
#4 x 6" x 11" DOWEL
NEW CIP FASCIA WALL
MATERIALS:
INSPECTION AND MONITORING:
CONSTRUCTION PROCEDURES:
RECORDS:
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BY: E.L. R
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SAMPLE GENERAL NOTES FOR REINFORCEMENT REPAIR:
REFERENCE PLATE
AND MINIMUM 6 INCH RANGE)
WALL (0.001 INCH ACCURACY
SUPPORT INDEPENDENT OF
DIAL GAUGES ATTACHED TO
DRILLED NAIL LENGTH (L)
100 KIP CAPACITY)
LOAD CELL (MINIMUM
WOOD CRIBBING AND STEEL BEARING PLATE
BEARING PLATES
AND PRESSURE GAUGE
TO HYDRAULIC PUMPTO READOUT
HYDRAULIC RAM
HOLLOW CORE JACK
UNBONDED LENGTH
BONDED LENGTH(MINIMUM 10 FEET)
PROOF TEST NAIL
PROOF TEST SOIL NAIL DETAIL
SELECT GRANULAR MATERIAL
AND COMPACTED ODOT
DRILLING THROUGH LSM
SACRIFICIAL BIT CAPABLE OF
ASTM 325.
6. HIGH STRENGTH THREADED BOLTS, NUTS AND WASHERS SHALL CONFORM TO 711.09,
5. WELDED STUD SHEAR CONNECTORS SHALL BE IN ACCORDANCE WITH CMS ITEM 513.
Fy=36,000 PSI.
4. STRUCTURAL STEEL FOR BEARING PLATES SHALL BE IN ACCORDANCE WITH ASTM A36,
3. SOIL NAILS SHALL NOT BE EPOXY COATED.
CONTECH IBO-TITAN TYPE 30/16), MIN. YIELD STRENGTH 60 KSI.
2. SOIL NAILS SHALL BE HOLLOW BAR SOIL NAILS (DYWIDAG TYPE MAI R 25 OR
CONSTRUCTION.
SUBMIT MIX DESIGN TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO
CONFORMING TO ASTM C150/AASHTO M85 SHALL BE USED FOR SOIL NAIL GROUT.
MAY BE NEAT-CEMENT GROUT OR READY-MIX GROUT. TYPE I/II PORTLAND CEMENT
PSI, AND A MINIMUM 3-DAY COMPRESSIVE STRENGTH OF 1,500 PSI. SOIL NAIL GROUT
1. SOIL NAIL GROUT SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 3,000
PROOF TESTING:
PULLOUT RESISTANCE.
ONE HOLE DIAMETER ON ALL SIDES TO AVOID INTERFERENCE WITH THE MEASURED
PLATE SHALL BE OFFSET FROM THE SOIL NAIL DRILLED HOLE A MINIMUM DISTANCE OF
2. THE WOOD CRIBBING TO SUPPORT THE PROOF TESTING APPARATUS STEEL BEARING
THAN 60 DAYS.
GAUGE, AND LOAD CELL TO BE USED. CALIBRATION REPORTS SHALL NOT BE OLDER
METHODS. SUBMIT CALIBRATION REPORTS AND DATA FOR EACH TEST JACK, PRESSURE
BEGINNING ANY TESTS. INCLUDE DRAWINGS AND DETAILS TO CLEARLY DESCRIBE
1. SUBMIT DETAILED RECORDS OF TESTING METHODS AS SPECIFIED BELOW PRIOR TO
PROOF TEST ACCEPTANCE CRITERIA:
4. PULLOUT FAILURE MUST NOT OCCUR AT THE PTL.
THAN 0.08 INCH.
3. CREEP MOVEMENT BETWEEN THE 6 AND 60 MINUTE READINGS MUST BE LESS
0.04 INCH.
2. CREEP MOVEMENT BETWEEN THE 1 AND 10 MINUTE READINGS MUST BE LESS THAN
ELASTIC MOVEMENT OF THE UNBONDED LENGTH.
1. TOTAL MOVEMENT AT THE PTL MUST EXCEED 80 PERCENT OF THE THEORETICAL
PROOF TESTING.
INTERFERENCE OF THE WALL FACING WITH THE MEASURED PULLOUT RESISTANCE DURING
OF THE SOIL NAIL DRILLED HOLE, CENTERED ON THE DRILLED HOLE, TO AVOID
SHOTCRETE SUB-FACIA AND REINFORCEMENT A MINIMUM OF THREE TIMES THE DIAMETER
ALL GROUT HAVE ATTAINED THEIR SPECIFIED STRENGTHS. LEAVE A GAP IN THE
4. PERFORM SOIL NAIL PROOF TESTING PER SPECIFICATIONS AFTER SHOTCRETE AND
METHOD.
AND CONSISTENCY. CENTRALIZERS SHALL NOT BE REQUIRED WHEN USING THIS
GROUT SHALL BE THICKENED TO PROVIDE A GROUT COLUMN WITH UNIFORM STRENGTH
HEAVE. INITIALLY, GROUT MAY BE DILUTED BUT UPON COMPLETION OF THE HOLE THE
FREE OF LUMPS AND UNDISPOSED CEMENT. CONTROL PRESSURE TO PREVENT SOIL
DURING GROUTING. CONTINUOUSLY AGITATE THE GROUT AND DELIVER GROUT TO HOLE
BARS SHALL BE HELD OFF THE BASE OF THE DRILL HOLE IMMEDIATELY PRIOR TO AND
BOTTOM OF THE HOLES TO THE SURFACE IN ONE CONTINUOUS OPERATION. HOLLOW
3. HOLLOW BAR SOIL NAILS SHALL BE ADVANCED DURING DRILLING AND GROUTED FROM
ENDANGERING PREVIOUSLY INSTALLED SOIL NAILS OR ADJACENT WALL SECTIONS.
2. SOIL NAILS SHALL BE DRILLED WITHOUT LOSS OF GROUND AND WITHOUT
ORIENTATION WITHIN 2 DEGREES.
1. SOIL NAIL TOLERANCES: PLAN LOCATION- WITHIN 1.0 INCH (NOT CUMULATIVE);
OTHER USEFUL DATA.
UNUSUAL DRILLING STRATIGRAPHY, GROUNDWATER, BAR SIZE, GROUT PRESSURE, AND
INCLUDE THE FOLLOWING INFORMATION: NAIL HEAD ELEVATION, HOLE DIAMETER,
NAIL INSTALLED WITHIN 24 HOURS OF INSTALLATION. THE INSTALLATION RECORD SHALL
PREPARE AND SUBMIT TO THE ENGINEER COMPLETE INSTALLATION RECORDS FOR EACH
PERCENT OF THE MINIMUM YIELD STRENGTH FOR GRADE 60 OR 75 STEEL.
GUARENTEED ULTIMATE TENSILE STRENGTH FOR GRADE 150 STEEL OR MORE THAN 90
6. DO NOT STRESS THE NAIL BAR TO MORE THAN 80 PERCENT OF ITS MINIMUM
A SUFFICIENT TIME TO ALLOW STABILIZATION OF THE MOVEMENT READING.
RECORDED AT EACH UNLOAD INCREMENT. EACH UNLOAD INCREMENT SHALL BE HELD FOR
NAIL SHALL BE UNLOADED IN INCREMENTS OF 25% OF THE PTL WITH MOVEMENTS
SHALL BE MAINTAINED WITHIN 2 PERCENT OF THE PTL BY USE OF THE LOAD CELL. THE
3, 4, 5, 6, 10, 20, 30, 50, AND 60 MINUTES. THE LOAD DURING THE CREEP TEST
DURING THE CREEP PORTION OF THE TEST SHALL BE MEASURED AND RECORDED AT 1, 2,
NAIL SHALL BE MONITORED FOR CREEP AT THE 1.00 PTL INCREMENT. NAIL MOVEMENTS
5. EACH LOAD INCREMENT SHALL BE HELD FOR AT LEAST 10 MINUTES. THE PROOF TEST
(PTL). DIAL GAUGES SHOULD BE SET TO "ZERO" AFTER THE LOAD HAS BEEN APPLIED.
TESTING APPARATUS AND SHOULD NOT EXCEED 2.5 PERCENT OF THE PROOF TEST LOAD
4. THE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED TO ALIGN THE
SHEET 6 OF 8.
PROVISIONS. THE PROOF TEST SHALL BE PERFORMED AT THE LOCATION NOTED ON
NAIL WALLS REFERENCE MANUAL (GEC 7) AS MODIFIED BY THESE NOTES AND SPECIAL
3. PROOF TESTING FOR THE SOIL NAILS SHALL CONFORM TO FHWA-NH1-14-007, SOIL
AND INSTALLED AFTER APPROVAL BY THE ENGINEER.
CRITERIA SHALL NOT BE ACCEPTED AND REPLACEMENT NAILS SHALL BE PROPOSED
THE FOLLOWING TEST ACCEPTANCE CRITERIA SHALL BE USED. NAILS FAILING THIS
OTHERWISE NOTED.
7. DETAILS ON THIS SHEET APPLY TO ALL SOIL NAIL WALL DRAWINGS UNLESS
0.5 KIPS/FT.
PROVISIONS PROVIDED. THE DESIGN BOND STRENGTH FOR TESTING PURPOSES SHALL BE
6. PROOF TESTING SHALL BE CONDUCTED IN ACCORDANCE WITH THE SPECIAL
THE SOIL NAIL WALL PRIOR TO BEGINNING CONSTRUCTION.
5. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UTILITIES IN THE VICINITY OF
4. SOIL NAIL INCLINATION REQUIREMENTS ARE SHOWN ON SHEET 6 OF 8.
3. SHOTCRETE REINFORCING REQUIREMENTS ARE SHOWN ON SHEET 6 OF 8.
DETAILS.
2. ALL SOIL NAIL LENGTHS AND BAR SIZES SHALL BE IN ACCORDANCE WITH THE
OF THESE GENERAL NOTES, THE SPECIAL PROVISIONS, AND ODOT SPECIFICATIONS.
1. ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS
THE SOIL NAIL WALL CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY.
SETTLEMENT, LATERAL DEFORMATION, OR SOIL NAIL WALL MOVEMENT BE DETECTED,
4. SHOULD EXCESSIVE (GREATER THAN • INCH) OR A SUDDEN INCREASE IN GROUND
SHALL BE MADE AVAILABLE TO THE ENGINEER BY THE FOLLOWING WORK DAY.
ON A DAILY BASIS UNTIL WALL CONSTRUCTION IS COMPLETE, AND THE DAILY RESULTS
MONITOR HORIZONTAL AND VERTICAL GROUND MOVEMENTS. THE SURVEY SHALL BE DONE
3. THE CONTRACTOR SHALL SURVEY EVERY OTHER NAIL IN THE TOP ROW OF NAILS TO
TO THE ENGINEER BEFORE BEGINNING ANY WORK.
PRIOR TO COMMENCEMENT OF WORK. ONE SET OF THESE PHOTOS SHALL BE SUBMITTED
OF ADJACENT EXISTING STRUCTURES, WALLS, STREET PAVEMENTS, UTILITIES, ETC.
2. THE DRILLING CONTRACTOR SHALL TAKE PHOTOGRAPHS TO DOCUMENT CONDITIONS
AND LABOR ON SITE AS REQUIRED TO FACILITATE SUCH TASKS.
AGENCIES SELECTED BY THE CONTRACTOR, AND SHALL FURNISH EQUIPMENT, TOOLS,
DRILLING CONTRACTOR SHALL COOPERATE WITH THE INSPECTION AND TESTING
MONITORING OF SOIL NAIL INSTALLATION WILL BE PROVIDED BY THE CONTRACTOR. THE
1. SERVICES FOR WORK INSPECTION, MATERIAL TESTING, AND SURVEYING AND
