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{\header \pard\plain \s15\qc\nowidctlpar\adjustright \cf1 {
\par }}{\*\pnseclvl1\pnucrm\pnstart1\pnindent720\pnhang{\pntxta .}}{\*\pnseclvl2\pnucltr\pnstart1\pnindent720\pnhang{\pntxta .}}{\*\pnseclvl3\pndec\pnstart1\pnindent720\pnhang{\pntxta .}}{\*\pnseclvl4\pnlcltr\pnstart1\pnindent720\pnhang{\pntxta )}}
{\*\pnseclvl5\pndec\pnstart1\pnindent720\pnhang{\pntxtb (}{\pntxta )}}{\*\pnseclvl6\pnlcltr\pnstart1\pnindent720\pnhang{\pntxtb (}{\pntxta )}}{\*\pnseclvl7\pnlcrm\pnstart1\pnindent720\pnhang{\pntxtb (}{\pntxta )}}{\*\pnseclvl8
\pnlcltr\pnstart1\pnindent720\pnhang{\pntxtb (}{\pntxta )}}{\*\pnseclvl9\pnlcrm\pnstart1\pnindent720\pnhang{\pntxtb (}{\pntxta )}}\pard\plain \s15\nowidctlpar\adjustright \cf1 {\fs20 \tab \tab \tab }{\b\fs20 SPECIFICATION FOR SEGMENTAL RETAINING WALL}{
\fs20  }{\b\fs20 SYSTEMS}{
\par }\pard \s15\ri360\nowidctlpar\adjustright {
\par }{\b\fs20 PART 1:\tab GENERAL}{
\par 
\par }{\fs20 1.01\tab Description}{
\par 
\par }{\fs20 \tab A.\tab Work includes furnishing and installing segmental retaining wall (SRW) units to the lines \tab \tab \tab and grades designated on the construction drawings or as directed by the Architect/Engineer.  }{
\par \tab \tab }{\fs20 Also included is furnishing and installing appurtenant materials required for construction of the \tab \tab \tab retaining wall as shown on the construction drawings.}{
\par 
\par }{\fs20 1.02 \tab Reference Standards}{
\par 
\par }{\fs20 \tab A. \tab Segmental Retaining Wall Units}{
\par 
\par }{\fs20 \tab \tab 1.\tab }{\b\fs20 ASTM C 140}{\fs20 \tab - Sampling and Testing Concrete Masonry Units}{
\par 
\par }{\fs20 \tab B.  \tab Geosynthetic Reinforcement}{
\par 
\par }{\fs20 \tab \tab 1.\tab }{\b\fs20 ASTM D 4595}{\fs20  \tab - Tensile Properties of Geotextiles by the Wide-Width Strip Method.}{
\par }{\fs20 \tab \tab 2.\tab }{\b\fs20 ASTM D 5262}{\fs20  \tab - Test Method for Evaluating the Unconfined Creep Behavior of \tab \tab \tab \tab \tab \tab    Geosynthetics}{
\par }{\fs20 \tab \tab 3.\tab }{\b\fs20 GRI:GG1}{\fs20  \tab  - Single Rib Geogrid Tensile Strength}{
\par }{\fs20 \tab \tab 4.\tab }{\b\fs20 GRI:GG5}{\fs20  \tab  - Geogrid Pullout}{
\par 
\par }{\fs20 \tab C. \tab Soils}{
\par 
\par }{\fs20 \tab \tab 1.\tab }{\b\fs20 ASTM D 698\tab }{\fs20 - Moisture Density Relationship for Soils, Standard Method}{
\par }{\fs20 \tab \tab 2.\tab }{\b\fs20 ASTM D 422 }{\fs20 \tab - Gradation of Soils}{
\par }{\fs20 \tab \tab 3. \tab }{\b\fs20 ASTM 4318 }{\fs20 \tab - Atterberg Limits of Soil}{
\par 
\par }{\fs20 \tab D. \tab Drainage Pipe}{
\par 
\par }{\fs20 \tab \tab 1.\tab }{\b\fs20 ASTM 3034}{\fs20  - Specification for Polyvinyl Chloride (PVC) Plastic Pipe}{
\par }{\fs20 \tab \tab 2.\tab }{\b\fs20 ASTM D1248}{\fs20  - Specification for Corrugated Plastic Pipe }{
\par 
\par }{\fs20 \tab E.\tab Where specifications and reference documents conflict, the Architect/Engineer shall make the final \tab \tab determination of applicable document.}{
\par 
\par }{\fs20 1.03\tab Submittals}{
\par 
\par }{\fs20 \tab A.\tab Material Submittals: The Contractor shall submit manufacturers' certifications two weeks prior to start \tab \tab of work stating that the SRW units and geosynthetic reinforcement meet the requirements of Section 2 \tab \tab 
of this specification.}{
\par 
\par }{\fs20 \tab B. \tab Design Submittal:  The Contractor shall submit two sets of detailed design calculations and construction \tab \tab drawings for approval at least two weeks prior to the beginning of wall \tab construction. All calculations \tab \tab 
and drawings shall be prepared and sealed by a professional Civil Engineer (Wall Design Engineer) \tab \tab experienced in SRW wall design and licensed in the state where the wall is to be built.}{
\par 
\par }{\fs20 1.04\tab Delivery, Storage and Handling}{
\par 
\par }{\fs20 \tab A\tab Contractor shall check materials upon delivery to assure that specified type and grade of materials have \tab \tab been received and proper color and texture of}{\b\fs20  }{\fs20 SRW units have been received.}{
\par }{\fs20 \tab B.\tab Contractor shall prevent excessive mud, wet concrete, epoxies, and like materials which may affix \tab \tab \tab themselves, from coming in contact with materials.}{
\par }{\fs20 \tab C. \tab Contractor shall store and handle materials in accordance with manufacturer's recommendations.}{
\par }{\fs20 \tab D.\tab Contractor shall protect materials from damage.  Damaged materials shall not be incorporated into \tab \tab the retaining wall.}{
\par 
\par }{\b\fs20 PART 2:\tab MATERIALS}{
\par 
\par }{\fs20 2.01 \tab Segmental Retaining Wall Units}{
\par 
\par }{\fs20 \tab A.\tab SRW units shall be machine formed, Portland Cement concrete blocks specifically designed for \tab \tab \tab retaining wall applications.  SRW units currently approved for this project are:}{
\par }{\fs20 \tab \tab \tab }{
\par }{\fs20 \tab \tab \tab Versa-Lok Retaining Wall Units as manufactured by ___________________.}{
\par 
\par }{\fs20 \tab B.\tab Color of SRW units shall be _____________.}{
\par }{\fs20 \tab C.\tab Finish of SRW units shall be split face.}{
\par }{\fs20 \tab D.\tab SRW}{\b\fs20  }{\fs20 unit faces shall be of straight geometry.}{
\par }{\fs20 \tab E.\tab SRW}{\b\fs20  }{\fs20 unit height shall be six inches.}{
\par }{\fs20 \tab F.\tab SRW units (not including aggregate fill in unit voids) shall provide a minimum weight of 105 psf \tab \tab \tab wall face area.}{
\par \tab }{\fs20 G.\tab SRW units shall be solid through the full depth of the unit.}{
\par }{\fs20 \tab H.\tab SRW units shall have a depth (front face to rear) to height ratio of 2:1, minimum.}{
\par }{\fs20 \tab I.\tab SRW units shall be interlocked with connection pins, designed with proper setback to provide 8:1 \tab \tab \tab vertical to horizontal batter (a 7 degree cant from vertical).}{
\par }{\fs20 \tab J. \tab SRW units shall be capable of being erected with the horizontal gap between adjacent units not \tab \tab \tab exceeding 1/8 inches.}{
\par }{\fs20 \tab K.\tab For any corners shown on the construction plans, SRW units shall be capable of providing overlap of \tab \tab units on each successive course so that walls meeting at corner are interlocked and continuous.  SRW \tab \tab 
units that require corners to be mitered shall not be allowed.}{
\par }{\fs20 \tab L.\tab SRW units shall be capable of providing a split face, textured surface for all vertical surfaces that will \tab \tab be exposed after completion of wall, including any exposed sides and backs of units.}{
\par }{\fs20 \tab M.\tab SRW units shall be sound and free of cracks or other defects that would interfere with the proper \tab \tab \tab placing of the unit or significantly impair the strength or permanence of the structure.  Cracking or \tab \tab 
excessive chipping may be grounds for rejection.  Units showing cracks longer than 1/2" shall not be \tab \tab used within the wall.  Units showing chips visible at a distance of 30 feet from the wall shall not be used \tab \tab within the wall.}{\tab 

\par }{\fs20 \tab N.\tab Concrete used to manufacture SRW units shall have a minimum 28 days compressive strength of 3,000 \tab \tab psi and a maximum moisture absorption rate, by weight, of 8% as determined in accordance with \tab \tab \tab 
ASTM C 140.  Compressive strength test specimens shall conform to the saw-cut coupon provisions of \tab \tab Section 5.2.4 of ASTM C140 with the following exception:   Coupon shall be taken from the least \tab \tab \tab 
dimension of the unit of a size and shape representing the geometry of the unit as a whole.}{
\par }{\fs20 \tab O.\tab SRW units' molded dimensions shall not differ more than }{\fs20\ul +}{\fs20  1/8 inch from that specified, except height \tab \tab which shall be }{\fs20\ul +}{\fs20  1/16 inch as measured in accordance with ASTM C140.}{
\par }{\fs20 \tab }{
\par }{\fs20 2.02\tab Segmental Retaining Wall Unit Connection Pins}{
\par }{\fs20 \tab }{
\par }\pard \s15\nowidctlpar\adjustright {\fs20 \tab A.}{ }{\b\fs20 \tab }{\fs20 SRW units shall be interlocked with connection pins.  The pins shall consist of glass-reinforced nylon \tab \tab \tab made for the expressed use with the SRW units supplied.}{

\par }\pard \s15\ri360\nowidctlpar\adjustright {
\par 
\par }{\fs20 2.03\tab Geosynthetic Reinforcement\tab }{
\par 
\par }{\fs20 \tab A.\tab Geosynthetic reinforcement shall consist of geogrids or geotextiles manufactured as a soil \tab \tab \tab reinforcement element. The manufacturers/suppliers of the geosynthetic reinforcement shall have \tab \tab \tab 
demonstrated construction of similar size and types of segmental retaining walls on previous projects.  \tab \tab }{
\par \tab \tab }{\fs20 The geosynthetic type must be approved one week prior to bid opening.  Geosynthetic types currently \tab \tab approved for this project are:}{
\par }{\fs20 \tab \tab \tab }{
\par }{\fs20 \tab \tab \tab }{\fs20\ul \tab ___________
\par }{
\par }{\fs20 \tab B.\tab The type, strength, and placement location of the reinforcing geosynthetic shall be as determined by the\tab \tab Wall Design Engineer, as shown on their final, sealed construction plans. }{
\par 
\par }{\fs20 2.04\tab Leveling Pad}{
\par 
\par }{\fs20 \tab A.\tab Material for leveling pad shall consist of compacted sand, gravel, or combination thereof and shall be a \tab \tab minimum of 6 inches in depth.  Lean concrete with a strength of 200-300 psi and three inches thick \tab \tab maximum ma
y also be used as a leveling pad material.  The leveling pad should extend laterally at least \tab \tab a distance of 6 inches from the toe and heel of the lowermost SRW unit.}{
\par 
\par }{\fs20 2.05\tab Drainage Aggregate}{
\par 
\par }{\fs20 \tab A.\tab Drainage aggregate shall be angular, clean stone or granular fill meeting the following gradation as \tab \tab determined in accordance with ASTM D422}{
\par 
\par }{\fs20 \tab \tab \tab }{\fs20\ul Sieve Size}{\fs20 \tab \tab }{\fs20\ul Percent Passing}{
\par 
\par }{\fs20 \tab \tab \tab 1 inch\tab \tab \tab 100}{
\par }{\fs20 \tab \tab \tab 3/4 inch\tab \tab \tab 75-100}{
\par }{\fs20 \tab \tab \tab No. 4\tab \tab \tab 0-60}{
\par }{\fs20 \tab \tab \tab No. 40\tab \tab \tab 0-50}{
\par }{\fs20 \tab \tab \tab No. 200\tab \tab \tab 0-5}{
\par }{\fs20 \tab }{
\par }{\fs20 2.06\tab Drainage Pipe}{
\par 
\par }{\fs20 \tab A.\tab The drainage collection pipe shall be a perforated or slotted PVC, or corrugated HDPE pipe.  The \tab \tab \tab drainage pipe may be wrapped with a geotextile to function as a filter.}{
\par 
\par }{\fs20 \tab B. \tab Drainage pipe shall be manufactured in accordance with ASTM D 3034 and/or ASTM D 1248}{
\par }{\b\i\fs20 \tab \tab \tab }{
\par 
\par }{\fs20 2.07 \tab Reinforced (Infill) Soil}{
\par 
\par }{\fs20 \tab A.\tab The reinforced soil material shall be free of debris.  Unless otherwise noted on plans prepared by the \tab \tab Wall Design Engineer, the reinforced material shall consist of the inorganic USCS soil types GP, GW, \tab \tab 
SW, SP, SM meeting the following gradation, as determined in accordance with ASTM D422:}{
\par 
\par }{\fs20 \tab \tab \tab }{\fs20\ul Sieve Size}{\fs20 \tab \tab }{\fs20\ul Percent Passing}{
\par 
\par }{\fs20 \tab \tab \tab 4 inch\tab \tab \tab 100}{
\par }{\fs20 \tab \tab \tab No. 4\tab \tab \tab 20-100}{
\par }{\fs20 \tab \tab \tab No. 40\tab \tab \tab 0-60}{
\par }{\fs20 \tab \tab \tab No. 200\tab \tab \tab 0-35}{
\par 
\par }{\fs20 \tab B.\tab The maximum particle size of poorly-graded gravels (GP) (no fines) should not exceed 3/4 inch unless \tab \tab geosynthetic strength is reduced to account for additional installation damage from particles larger than \tab \tab 
this maximum.}{
\par }{\fs20 \tab }{
\par }{\fs20 \tab C.\tab The plasticity of the fine fraction shall be less than 20.}{
\par 
\par 
\par }{\b\fs20 PART 3: \tab DESIGN PARAMETERS}{
\par 
\par }{\fs20 3.01\tab Soil}{
\par 
\par }{\b\fs20 \tab }{\fs20 A.\tab The following soil parameters, as determined by the Owner's Geotechnical Engineer shall be used for \tab \tab the preparation of the final design:}{
\par }{\fs20 \tab }{
\par }{\fs20 \tab \tab \tab \tab \tab \tab Unit Weight\tab Internal Friction \tab \tab Cohesion (c)}{
\par }{\fs20 \tab \tab \tab \tab \tab \tab (}{\f3\fs20 \'67}{\fs20 ) (pcf)\tab \tab Angle (}{\f3\fs20 \'66}{\fs20 ) (degrees)\tab \tab \tab }{
\par }{\fs20 \tab \tab \tab }{
\par }{\fs20 \tab \tab \tab Reinforced Fill\tab \tab ________\tab ____________\tab \tab 0}{
\par }{\fs20 \tab \tab \tab Retained Soil\tab \tab ________\tab ____________\tab \tab 0}{
\par }{\fs20 \tab \tab \tab Foundation Soil\tab \tab ________\tab ____________\tab \tab __________}{
\par 
\par }{\fs20 \tab \tab }{\i\fs28 (If internal friction angles are not available for the above section, the \tab \tab \tab specifier can provide the USCS soil type classification for the reinforced, \tab \tab 
retained, and foundation soils and/or attach the geotechnical \tab \tab \tab \tab investigation report for this project.}{)
\par 
\par }{\fs20 \tab B.}{\i\fs20 \tab }{\fs20 Should the actual soil conditions observed during construction differ from those assumed for the design, \tab \tab 
design shall be reviewed by the Wall Design Engineer at the Owner's Geotechnical Engineer's direction. }{
\par }{\fs20 3.02\tab Design}{
\par 
\par }{\fs20 \tab A.\tab The design provided by the Contractor and prepared by the Wall Design Engineer shall consider the \tab \tab internal and local stability of the reinforced soil mass and shall be in accordance with acceptable \tab \tab \tab 
engineering practice and these specifications.  External stability including bearing capacity, global \tab \tab \tab stability, and total and differential settlement is the responsibility of the Owner or the Owner's \tab \tab \tab Geotechnical Engineer.}{

\par }{\fs20 \tab }{
\par }{\fs20 \tab B.\tab For constructability considerations, maximum vertical spacing between geogrid layers shall be 2.0 feet.}{
\par \tab 
\par }{\i \tab }{\i\fs28 (C.)\tab (If the Owner wants the final wall design to be prepared according to a \tab \tab particular design methodology, the design standard should be specified \tab \tab here.  Delete this section (C.) if not required.)}{
\par 
\par 
\par }{\b\fs20 PART 4:\tab CONSTRUCTION}{
\par 
\par }\pard \s15\ri360\sl240\slmult0\nowidctlpar\adjustright {\fs20 4.01\tab Inspection}{
\par 
\par }{\fs20 \tab A.\tab The Owner or Owner's Representative is responsible for verifying that the contractor meets all the \tab \tab \tab requirements of the specification.  This includes all submittals for materials and design, qualifications,}{
\par }{\fs20 \tab \tab and proper installation of wall system}{.
\par 
\par \tab }{\fs20 B.\tab Contractor's field construction supervisor shall have demonstrated experience and be qualified to direct \tab \tab all work at the site.}{
\par }\pard \s15\ri360\nowidctlpar\adjustright {
\par }{\fs20 4.02\tab Excavation}{
\par 
\par }{\fs20 \tab A.\tab Contractor shall excavate to the lines and grades shown on the project grading plans.  Contractor shall}{
\par }{\fs20 \tab \tab take precautions to minimize over-excavation.  Over-excavation shall be filled with compacted infill }{
\par }{\fs20 \tab \tab material, or as directed by the Engineer/Architect, at the Contractor's expense.}{
\par 
\par }{\fs20 \tab B.\tab Contractor shall verify location of existing structures and utilities prior to excavation.  Contractor }{
\par }{\fs20 \tab \tab shall ensure all surrounding structures are protected from the effects of wall excavation.  Excavation \tab \tab support, if required, is the responsibility of the Contractor}{
\par 
\par }{\fs20 4.03\tab Foundation Preparation}{
\par 
\par }{\fs20 \tab A.\tab Following the excavation, the foundation soil shall be examined by the Owner's Engineer to assure \tab \tab actual foundation soil strength meets or exceeds the assumed design bearing strength.  Soils not meeting \tab \tab 
the required strength shall be removed and replaced with infill soils, as directed by the Owner's \tab \tab \tab Engineer.}{
\par 
\par }{\fs20 \tab B.\tab Foundation soil shall be proofrolled and compacted to 95% standard Proctor density and inspected\tab  \tab \tab by the Owner's Engineer prior to placement of leveling pad materials.}{
\par 
\par }{\fs20 4.04\tab Leveling Pad Construction}{
\par 
\par }{\fs20 \tab A.\tab Leveling pad shall be placed as shown on the construction drawings with a minimum thickness of 6}{
\par }{\fs20 \tab \tab inches.  The leveling pad should extend laterally at least a distance of 6 inches from the toe and heel }{
\par }{\fs20 \tab \tab of the lower most SRW Unit.}{
\par 
\par }{\fs20 \tab B.\tab Soil leveling pad material shall be compacted to provide a firm, level bearing surface on which to place \tab \tab the first\tab course of units.  Well-graded sand can be used to smooth the top 1/2 to 1/4 inch of the \tab \tab \tab 
leveling pad.  Compaction will be with mechanical plate compactors to achieve 95% of maximum \tab \tab \tab standard  Proctor density  (ASTM D 698).}{
\par 
\par }\pard \s15\ri360\sl240\slmult0\nowidctlpar\adjustright {\fs20 4.05\tab SRW Unit Installation}{
\par 
\par }{\fs20 \tab A.\tab All SRW units shall be installed at the proper elevation and orientation as shown on the wall profiles \tab \tab and details on the construction plans or as directed by the Engineer.  The SRW units shall be installed \tab \tab in 
general accordance with the manufacturer's recommendations.  The \tab specifications and drawings \tab \tab shall govern in any conflict between the two requirements.}{
\par 
\par }{\fs20 \tab B.\tab First course of SRW units shall be placed on the leveling pad.  The units shall be leveled side-to-side, }{
\par }{\fs20 \tab \tab front-to-rear and with adjacent units, and aligned to ensure intimate contact with the leveling pad.  The \tab \tab first course is the most important to ensure accurate and acceptable results.  No gaps shall be left \tab \tab \tab 
between \tab the front of adjacent units.  Alignment may be done by means of a string line or offset from \tab \tab base line to the back of the units.  }{
\par 
\par \tab }{\fs20 C.\tab Clean all excess debris from top of units and install next course. }{
\par 
\par \tab }{\fs20 D.\tab Insert two connection pins through pin holes of each upper course unit into receiving slots}{
\par }{\fs20 \tab \tab in lower course units.  Pins shall be fully seated in the pin slot below.  Push units forward to remove any \tab \tab looseness in the unit-to-unit connection and then check alignment.  Check level and alignment of the \tab \tab units.}{

\par 
\par }{\fs20 \tab E.\tab Lay out of curves and corners shall be installed in accordance with the plan details or in general \tab \tab \tab accordance with SRW manufacturer's installation guidelines.  Walls meeting at corners shall be \tab \tab \tab 
interlocked by overlapping successive courses.}{
\par 
\par }{\fs20 \tab F.\tab Repeat procedures to extent of wall height.}{
\par 
\par \tab }{\fs20 G.\tab The wall face cant shall not differ more than }{\fs20\ul +}{\fs20  2 degrees from that specified. }{
\par 
\par }{\fs20 4.06\tab  Geosynthetic Reinforcement Placement}{
\par 
\par }\pard \s15\fi-720\li1440\ri360\sl240\slmult0\nowidctlpar\adjustright {\fs20 A.\tab All geosynthetic reinforcement shall be installed at the proper elevation and orientatio
n as shown on the                              wall profiles and details on the final construction plans or as directed by the Engineer.}{
\par }\pard \s15\ri360\nowidctlpar\adjustright {
\par }{\fs20 \tab B.\tab At the elevations shown on the final plans, the geosynthetic reinforcement shall be laid horizontally on \tab \tab compacted infill and on top of the concrete SRW units.  Embedment of the geosynthetic in the SRW \tab \tab 
units shall be consistent with SRW manufacturer's recommendations.  Correct orientation of the \tab \tab \tab geosynthetic reinforcement shall be verified by the Contractor to be in accordance with the geosynthetic \tab \tab 
manufacturer's recommendations.  The highest strength direction of the geosynthetic must be \tab \tab \tab perpendicular to the wall face.}{
\par 
\par }\pard \s15\ri360\sl240\slmult0\nowidctlpar\adjustright {\fs20 \tab C.\tab Geosynthetic reinforcement layers shall be one continuous piece for their entire embedment length.  \tab \tab 
Overlap of the geosynthetic in the design strength direction (perpendicular to the wall face) shall not be \tab \tab permitted. }{
\par 
\par }{\fs20 \tab D.\tab Tracked construction equipment shall not be operated directly on the geosynthetic reinforcement.  A \tab \tab minimum of 6 inches of backfill is required prior to operation of tracked vehicles over the \tab \tab \tab 
geosynthetic.  Turning should be kept to a minimum.  Rubber-tired equipment may pass over the \tab \tab \tab geosynthetic reinforcement at slow speeds (less than 5 mph).}{
\par }\pard \s15\ri360\nowidctlpar\adjustright {
\par \tab }{\fs20 E.\tab The geosynthetic reinforcement shall be in tension and free of wrinkles prior to placement of soil }{
\par }{\fs20 \tab \tab fill.  The nominal tension shall be applied to the reinforcement and secured in place with staples, \tab \tab \tab stakes or by hand tensioning until reinforcement is covered by six inches of fill.}{
\par 
\par }{\fs20 4.07\tab Drainage Materials}{
\par 
\par }{\fs20 \tab A.\tab Drainage aggregate shall be installed to the line, grades, and sections shown on the final plans.  \tab \tab \tab Drainage fill shall be placed to the minimum thickness shown on the construction plans between and \tab \tab 
behind units.}{
\par 
\par }{\fs20 \tab B.\tab Drainage collection pipes shall be installed to maintain gravity flow of water outside the reinforced soil \tab \tab zone.  The drainage collection pipe shall daylight into a storm sewer manhole or along a slope at an \tab \tab 
elevation lower than the lowest point of the pipe within the aggregate drain.}{
\par 
\par }{\fs20 4.08\tab  Backfill Placement}{
\par 
\par }{\fs20 \tab A.\tab The reinforced backfill shall be placed as shown in the construction plans in the maximum compacted \tab \tab lift thickness of 10 inches and shall be compacted to a minimum of 95% of standard Proctor density \tab \tab 
(ASTM D 698) at a moisture content within 2% of optimum. The backfill shall be placed and spread \tab \tab in such a manner as to eliminate wrinkles or movement of the geosynthetic reinforcement and the \tab \tab \tab SRW units.}{
\par \tab 
\par }{\fs20 \tab B.\tab Only hand-operated compaction equipment shall be allowed within 3 feet of the front of the wall face.  \tab \tab Compaction within the 3 feet behind the wall face shall be achieved by at least three (4) passes of a \tab \tab 
lightweight mechanical tamper, plate, or roller.}{
\par 
\par }{\fs20 \tab C.\tab At the end of each day's operation, the Contractor shall slope the last level of backfill away from the \tab \tab wall facing to direct water runoff away from the wall face.}{
\par 
\par }{\fs20 \tab D.\tab At completion of wall construction, backfill shall be placed level with final top of wall elevation.  \tab \tab \tab If final grading, paving, landscaping, and/or storm drainage installation adjacent to the wall is not \tab \tab \tab 
placed immediately after wall completion, temporary surface drainage shall be provided to ensure \tab \tab \tab water runoff is not directed at the wall nor allowed to collect or pond behind the wall until final \tab \tab \tab 
construction adjacent to the wall is completed.}{
\par 
\par }{\fs20 4.09\tab SRW Caps}{
\par 
\par }{\fs20 \tab A.\tab SRW caps shall be properly aligned and glued to underlying units with Versa-Lok concrete adhesive or \tab \tab an equivalent, flexible, high-strength concrete adhesive.  Rigid adhesive or mortar are not acceptable.}{
\par 
\par }{\fs20 \tab B.\tab Caps shall overhang the top course of units by 3/4 to 1 inch.  Slight variation in overhang is allowed to \tab \tab correct alignment at the top of the wall.}{
\par 
\par }{\fs20 4.10\tab Construction Adjacent to Completed Wall}{
\par 
\par }{\fs20 \tab A. \tab The Owner or Owner's Representative is responsible for ensuring that construction adjacent to the wall \tab \tab by others does not disturb the wall or place temporary construction loads on the wall that exceed design \tab \tab loa
ds, including loads such as water pressure, temporary grades, or equipment loading.  Heavy paving \tab \tab or grading equipment shall be kept a minimum of three feet behind the back of the wall face.  \tab \tab \tab 
Equipment with wheel loads in excess of 150 psf live load shall not be operated with 10 feet of the face \tab \tab of the retaining wall during construction adjacent to the wall.  Care should be taken by the General \tab \tab 
Contractor to ensure water runoff is directed away from the wall structure until final grading and \tab \tab \tab surface drainage collection systems are completed.}{
\par 
\par 
\par }\pard \s15\qc\li540\nowidctlpar\adjustright {\b END OF SECTION}{
\par }}