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66.0
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54.0
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- FINISHED GRADE BEHIND WALL (FGB)
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- MIRAFI 5XT
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WALL #4 ELEVA TION VIEW
302
298
294
290
286
282
278
274
270
266
262
258
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WALL L OCA TION PLANS
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# 1 Wall Designation 8 0+00 Station FEET
WALL #1 TYPICAL CROSS SECTION
rd during
ge shear knobs
No. 57 or equivalent)
behind blocks
9751 SOUTHERN PINE BLVD
CHARLOTTE, NC 28273
[phone]
ENGINEERING FIRM
LICENSE NUMBER: F-0176
CAR
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6235-20-002
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5 1 6

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SRW Unit Elevation
6' Wide
SRW Unit Plan
Deep
a
N,
Side Elevation
TYPICAL UN/ T DETAIL
SCALE- NTS
WITH SIZE 157 ON 67 CHUSHED STONE REINFORCED
BACKFILL AS SHOWN
-- Geogrid is to be Placed on Level
Backfill and Extended Over the
Knobs.
Place Next Unit.
Pull Grid Taut and Backfill.
Stake as required.
TYPICAL GRID ORIENTA T/ON DETAIL
SCALE- NTS
TYPICAL GEOGRID INSTALLATION DETAIL
SCALE NTS
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1 ON 1 OR FLATTER
d/2 OR 6" (MINIMUM)
TYPICAL STEP DETAIL
SCALE NTS
1.0 GENERAL
1.1 CONSTRUCTION AND INSPECTION OF THE SEGMENTAL RETAINING WALL SHALL BE
IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE BLOCK AND GEOGRID
MANUFACTURER(S), THE ELEVATION VIEW(S), AND DETAILS) AND THESE
SPECIFICATIONS.
2.0 MATERIALS
2.1 REINFORCED BACKFILL
2.1.1 SOIL PLACED IN THE REINFORCED SOIL ZONE OF THE RETAINING WALLS SHALL
MEET THE FOLLOWING CRITERIA:
USCS CLASSIFICATION: SW, SP, SM
EFFECTIVE ANGLE OF INTERNAL FRICTION, �'> 30'
MAXIMUM PARTICLE SIZE = 3/4"
PERCENT PASSING NO. 200 SIEVE < 35
LIQUID LIMIT, LL <50
PLASTIC INDEX, PI <15
ORGANIC MATERIAL < 0.5%
3<pH <9
2.1.2 REPRESENTATIVE SAMPLES SHALL BE SUBJECTED TO THE FOLLOWING TESTING:
GRAIN SIZE DISTRIBUTION - ASTM D-422
ATTERBERG LIMITS - ASTM D-4318
STANDARD PROCTOR COMPACTION - ASTM D-698
TRIAXIAL SHEAR - ASTM D-4767 pH - ASTM D-4972
2.1.3 IF EXISTING ON -SITE SOIL DOES NOT MEET BACKFILL REQUIREMENTS FOR
REINFORCED ZONE, IMPORT WILL BE NEEDED TO MEET SPECIFICATIONS.
2.1.4 THE WALL CONTRACTOR SHALL SUBMIT LABORATORY TEST RESULTS TO THE
WALL ENGINEER FOR APPROVAL AND TO CONFIRM THAT SOIL INSTALLED IN
THE REINFORCED ZONE MEETS THE REQUIREMENTS OF SECTION 2.1.1.
2.2 RETAINED BACKFILL
2.2.1 SOIL INSTALLED IN THE RETAINED ZONE (IF REQUIRED) SHALL BE FREE OF
ORGANIC OR OTHER DELETERIOUS MATERIALS AND EXHIBIT AN EFFECTIVE
ANGLE OF INTERNAL FRICTION, �' > 28'.
2.3 SRW UNITS - SRW UNITS SHALL CONSIST OF 2' X 4' X 6' CONCRETE BLOCKS
WITH A WEIGHT OF AT LEAST 4,100 LBS.
2.4 GEOGRID REINFORCEMENT - GEOGRID REINFORCEMENT SHALL CONSIST OF
MIRAFI XT SERIES GEOGRID AS MANUFACTURED BY TENCATE. ALTERNATE
GEOGRID REINFORCEMENT MUST BE APPROVED BY S&ME, INC. PRIOR TO
CONSTRUCTION.
2.5 FILTER FABRIC - GEOTEXTILE FILTER FABRIC (IF REQUIRED) SHALL CONSIST OF
NEEDLE PUNCHED NON -WOVEN POLYPROPYLENE MATERIAL WHICH MEETS THE
AASHTO M 288-2000 CLASS 3 STRENGTH CRITERIA. IT SHALL ALSO HAVE A
MAXIMUM AVERAGE ROLL VALUE OF 0.25 MM FOR ITS APPARENT OPENING SIZE
AND PERMITIVITY OF AT LEAST 0.2/SEC. PRE -APPROVED NONWOVEN
GEOTEXTILES INCLUDE AMOCO 4546, CARTHAGE MILLS FX-40HS, SYNTHETIC
INDUSTRIES GEOTEX 401, AND TIC MIRAFI 140N.
2.6 DRAINAGE AGGREGATE - SHALL MEET ASTM C-33 CRITERIA FOR SIZE NO. 57
OR 67 STONE.
2.7 LEVELING PAD AGGREGATE - SHALL MEET ASTM C-33 CRITERIA FOR SIZE NO.
57 OR 67 STONE.
2.8 DRAINAGE PIPE - DRAINAGE PIPE LOCATED BEHIND SRW FACE SHALL CONSIST
OF 4-INCH DIAMETER SLOTTED OR PERFORATED HDPE OR SCHEDULE 40 PVC
PIPE. SLOTS OR PERFORATIONS SHALL BE SIZED BASED ON THE GRADATION
OF THE DRAINAGE AGGREGATE.
3.0 EXCAVATION AND FOUNDATION PREPARATION
3.1 THE CONTRACTOR SHALL EXCAVATE TO THE LINES AND GRADES SHOWN ON
THE CONSTRUCTION DRAWINGS, EXCAVATIONS SHALL BE MAINTAINED IN
ACCORDANCE WITH OSHA, STATE AND LOCAL REGULATIONS.
3.2 EXCAVATION AT THE BACK OF THE REINFORCED ZONE SHALL BE BENCH CUT
AS DIRECTED BY THE OWNER'S ENGINEER TO ALLOW SOIL COMPACTION TO BE
ACCOMPLISHED IN A HORIZONTAL PLANE AND TO TIE THE NEW BACKFILL INTO
THE TEMPORARY SLOPE.
3.3 FOUNDATION AND RETAINED SOIL AREAS SHALL BE EVALUATED AND
PROOF -ROLLED BY THE OWNER'S ENGINEER TO VERIFY THAT THE WALL AND
REINFORCED FILL AREA IS DIRECTLY UNDERLAIN BY SUITABLE BEARING
MATERIALS TO SUPPORT THE CONTACT PRESSURES SHOWN IN THE WALL FACE
ELEVATION(S).
3.4 SOME UNDERCUTTING AND REPLACEMENT OF UNSUITABLE FOUNDATION SOILS
SHOULD BE ANTICIPATED IN THE RETAINING WALL FOUNDATION AREAS PRIOR TO
AND DURING FOUNDATION CONSTRUCTION, TO BE DETERMINED BY PROOFROLL
RESULTS AND FOUNDATION INSPECTIONS DURING CONSTRUCTION.
3.5 ADDITIONAL UNDERCUTTING OR STABILIZATION USING SURGE STONE AND/OR
GEOTEXTILE FABRIC COULD BE REQUIRED TO PROVIDE SUITABLE BEARING. THE
REQUIREMENT FOR UNDERCUTTING AND/OR STABILIZATION SHALL BE AS
DETERMINED BY THE GEOTECHNICAL ENGINEER.
4.0 LEVELING PAD PREPARATION AND CONSTRUCTION
4.1 THE LEVELING PAD SHALL BE CONSTRUCTED WITH COMPACTED CRUSHED
AGGREGATE THAT MEETS THE CRITERIA IN SECTION 2.0.
4.2 THE LEVELING PAD SHALL BE AT LEAST 24 INCHES WIDE AND 6 INCHES THICK.
4.3 THE LEVELING PAD SHALL BE CONSTRUCTED SO AS TO PROVIDE A LEVEL, HARD
SURFACE UPON WHICH TO PLACE THE FIRST COURSE OF SRW UNITS.
4.4 CRUSHED AGGREGATE USED FOR THE LEVELING PAD SHALL BE COMPACTED
USING A VIBRATORY SLED TO THE SATISFACTION OF THE OWNER'S ENGINEER.
4.5 THE LEVELING PAD SHALL BE PREPARED TO ENSURE FULL CONTACT BETWEEN
THE PAD AND THE FIRST COURSE OF SRW UNITS.
5.0 WALL CONSTRUCTION
5.1 THE WALL SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SRW
MANUFACTURER'S RECOMMENDATIONS AND THESE REQUIREMENTS.
5.2 INSTALL GEOSYNTHETIC REINFORCEMENT AT LOCATIONS AND ELEVATIONS SHOWN
ON THE WALL ELEVATION(S).
5.3 REINFORCEMENT PANELS SHALL BE CONTINUOUS. SEAMS OR CONNECTIONS
ARE NOT PERMITTED. SPLICES OR OVERLAPPING IN THE STRONG DIRECTION OF
THE REINFORCEMENT ARE NOT PERMITTED. ADJACENT PANELS SHALL BE
ABUTTED. 100 PERCENT REINFORCEMENT COVERAGE IS REQUIRED.
5.4 IN AREAS WHERE ADJACENT LAYER(S) OF REINFORCEMENT WILL OVERLAP (I.E.,
OUTSIDE RADIUS OR OUTSIDE CORNER), A MINIMUM OF 3 INCHES OF FILL
SHALL BE USED TO SEPARATE THE OVERLAPPING LAYERS.
5.5 PANELS OF GEOSYNTHETIC REINFORCEMENT SHALL BE TENSIONED SUCH THAT
FOLDS AND WRINKLES ARE REMOVED BEFORE REINFORCED SOIL IS PLACED.
PANELS SHALL BE STAKED OR ANCHORED AS NECESSARY TO MAINTAIN TAUT
CONDITION.
5.6 GEOSYNTHETIC REINFORCEMENT LENGTH IS MEASURED FROM THE WALL FACE
AND IS SHOWN ON THE WALL ELEVATION(S).
5.7 WALL CONTRACTOR AND OWNER'S ENGINEER SHALL VERIFY THAT GEOSYNTHETIC
TYPE AND LENGTH CORRESPONDS TO THE TYPE SHOWN ON THE WALL
ELEVATION(S) BEFORE ITS INSTALLATION.
5.8 TRACKED VEHICLES MAY NOT OPERATE ON GEOSYNTHETIC REINFORCEMENT WITH
LESS THAN 6 INCHES OF COMPACTED SOIL BETWEEN THE REINFORCEMENT AND
THE TRACKS. TURNING OF TRACKED VEHICLES SHOULD BE KEPT TO A MINIMUM
TO PREVENT DAMAGE AND DISTURBANCE TO THE REINFORCEMENT.
5.9 RUBBER -TIRE VEHICLES MAY OPERATE DIRECTLY ON THE GEOSYNTHETIC
REINFORCEMENT AT SPEEDS LESS THAN 10 MPH IF PERMITTED BY THE
REINFORCEMENT MANUFACTURER. SUDDEN BRAKING AND SHARP TURNING
SHALL BE AVOIDED.
5.10 INSTALL DRAINAGE AGGREGATE IN ACCORDANCE WITH THE REQUIREMENTS OF
SECTION 2.0 AND AS SHOWN IN THE TYPICAL SECTION(S). DRAINAGE
AGGREGATE SHALL BE PLACED BETWEEN AND BEHIND THE SRW UNITS.
INSTALL SOIL IN REINFORCED ZONE IN COMPACTED LIFTS NO GREATER THAN 8
5.11 INCHES IN THICKNESS AND IN ACCORDANCE WITH THE REQUIREMENTS IN
SECTION 6.
6.0 SOIL COMPACTION
6.1 THE OWNER'S ENGINEER SHALL INSPECT AND DOCUMENT COMPACTION OF SOIL
IN THE REINFORCED SOIL ZONE IN ACCORDANCE WITH THESE REQUIREMENTS.
ALL FILL SHALL MEET THE REQUIREMENTS OF SECTION 2.0 AND SHALL BE
PLACED IN MAXIMUM 8-INCH THICK LIFTS (LOOSE MEASURE) AND UNIFORMLY
COMPACTED TO AT LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY AS
DETERMINED BY THE STANDARD PROCTOR COMPACTION TEST METHOD (ASTM
D-698).
6.2 THE MOISTURE CONTENT OF THE FILL PRIOR TO AND DURING COMPACTION
SHALL BE UNIFORMLY DISTRIBUTED THROUGHOUT EACH LAYER AND SHALL BE
AT PLUS 2 TO MINUS 2 PERCENTAGE POINTS OF OPTIMUM AS DETERMINED BY
ASTM D-698.
6.3 HEAVY COMPACTION EQUIPMENT OR OTHER HEAVY CONSTRUCTION EQUIPMENT
MAY NOT BE OPERATED WITHIN 3 FEET OF THE BACK OF THE SRW UNITS.
6.4 WITHIN 3 FEET OF THE BACK OF THE SRW UNITS, ONLY HAND -OPERATED
COMPACTION MAY BE USED. HOWEVER, A COMPACTION OF AT LEAST 92
PERCENT OF THE MAXIMUM DRY DENSITY (ASTM D-698) SHALL BE OBTAINED.
6.5 THE COMPACTED DENSITY AND MOISTURE CONTENT OF SOIL IN THE REINFORCED
ZONE SHALL BE TESTED IN ACCORDANCE WITH THE FOLLOWING:
6.5.1 AT LEAST ONCE PER EVERY 5000 SQUARE FEET IN PLAN AREA PER 8-INCH
LIFT.
6.5.2 AT LEAST ONCE PER EVERY OTHER 8-INCH THICK COMPACTED SOIL LIFT.
6.6 IN THE ABSENCE OF THE OWNER'S REQUIREMENTS FOR MORE STRINGENT
COMPACTION SPECIFICATIONS, FILL SOIL IN TOE AND CREST SLOPES SHALL BE
COMPACTED TO WITHIN 95 PERCENT OF ITS MAXIMUM DRY DENSITY AND TO
WITHIN 2 PERCENT OF ITS OPTIMUM MOISTURE CONTENT AS DETERMINED IN
ACCORDANCE WITH ASTM D-698 (STANDARD PROCTOR METHOD).
7.0 DRAINAGE AND EROSION PROTECTION
7.1 AT THE END OF EACH WORK DAY, THE CONTRACTOR SHALL GRADE THE
SURFACE OF THE LAST LIFT OF REINFORCED SOIL AWAY FROM THE WALL FACE
AND COMPACT.
7.2 THE CONTRACTOR SHALL INSTALL TEMPORARY SOIL BERMS AND DRAINAGE
DITCHES AS NECESSARY TO PREVENT THE SURFACE FLOW OF WATER TOWARD
THE REINFORCED SOIL ZONE.
7.3 THE PONDING OF WATER ABOVE OR WITHIN 20 FEET BEHIND THE REINFORCED
SOIL ZONE DURING OR AFTER WALL CONSTRUCTION SHALL NOT BE PERMITTED.
7.4 ALL TOE AND CREST SLOPES SHALL BE CONSTRUCTED OUTSIDE OF DESIGN
LIMITS AND CUT BACK TO ACHIEVE PROPER COMPACTION AT THE SLOPE FACE.
ADDITIONALLY, SLOPES SHALL BE VEGETATED AND PROTECTED FROM EROSION
AS SOON AS POSSIBLE FOLLOWING THEIR CONSTRUCTION.
8.0 WALL DESIGN
8.1 THE DESIGN WAS PERFORMED IN ACCORDANCE WITH NCMA OR FHWA
GUIDELINES FOR MSE RETAINING WALLS AND BASED ON S&ME'S EXPERIENCE
WITH SOILS COMMON TO THE CARY, NORTH CAROLINA AREA. THE FOLLOWING
DESIGN PROPERTIES WERE USED FOR DESIGN AND SHALL BE VERIFIED PRIOR TO
WALL CONSTRUCTION:
8.2 DESIGN SOIL PROPERTIES
ZONE C' Ym
REINFORCED SOIL 30' 0 130 PCF
RETAINED SOIL 28' 0 125 PCF
FOUNDATION SOIL 30' 0 125 PCF
8.3 GEOGRID REINFORCEMENT
TYPE Tult LTDS
MIRAFI 5XT 4700 LB/FT 2806 LB/FT
MIRAFI 10XT 9500 LB/FT 5712 LB/FT
8.4 DESIGN PARAMETERS
FS SLIDING = 1.5
FS BEARING = 2.0
FS OVERTURNING = 2.0
FS CONNECTION (PEAK) = 1.5
FS PULLOUT = 1.5
FS OVERSTRESS = 1.5
FS GLOBAL STABILITY = 1.5
8.5 EXTERNAL LOADING
450 PSF LIVE SURCHARGE LOAD.
8.6 ADDITIONAL LOADS
ANY UTILITIES SUCH AS LIGHT POLES, HAND RAILS, GUARDRAILS, OR DRAINAGE
STRUCTURES TO BE INSTALLED IN THE VICINITY OF THE WALLS MUST BE
DESIGNED AND CONSTRUCTED SO THAT THEY DO NOT ADD LATERAL FORCES TO
BE RESISTED BY THE WALL SYSTEM. IN ADDITION, ANY EXCAVATION (I.E.,
INSTALLATION OF CONCRETE GUTTERS, SHRUB AND TREE PLANTING, ETC)
CONDUCTED IN THE VICINITY OF THE WALL (ESPECIALLY IN THE "REINFORCED
ZONE") AFTER THE WALL HAS BEEN CONSTRUCTED MUST BE DONE WITHOUT
DAMAGING THE WALL OR GEOGRIDS. PLEASE CONTACT THE WALL DESIGN
ENGINEER IF THERE ARE ANY QUESTIONS.
9.0 ENGINEER INSPECTION
9.1 A LETTER FROM THE ON -SITE GEOTECHNICAL ENGINEER SHALL BE PROVIDED TO
THE OWNER AND/OR OWNER'S REPRESENTATIVE STATING THAT THE FOUNDATION
MATERIALS ARE ACCEPTABLE FOR WALL SUPPORT, AND THAT THE BACKFILL
MATERIALS HAVE BEEN PROPERLY COMPACTED AND HAVE MET THE
SPECIFICATIONS. THIS LETTER SHALL BE SIGNED BY A REGISTERED ENGINEER
IN NORTH CAROLINA.
9751 SOUTHERN PINE BLVD
CHARLOTTE, NC 28273
[phone]
ENGINEERING FIRM
LICENSE NUMBER: F-0176
CA RO00*0000
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