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<br /> C. Keystone concrete units shall canton to the following structural and geometric 4. RFid,Reduction Factor for Installation Damage 3.05 Reinforced Backfill Placement •
<br /> KEYSTONE CONCRETE RETAINING WALL requirements measured in accordance with appropriate references: RFid shall be determined from product specific construction damage
<br /> testing performed in accordance with GRI GG4.Test results shall be A Reinforced backfill shall be placed,spread,and compacted in such a manner
<br /> PART 1:GENERAL 1. Compressive strength:3000 psi minimum; provided for each product to be used with project specific or more- that minimizes the development of slack in the geogrid and installation
<br /> 2. Absorption:8%(6%in northern states)for standard weight severe soil type.RFid=1.05 minimum. damage.
<br /> 1.01 Description aggregates; •
<br /> 3. Dimensional tolerances:a Ur from nominal unit dimensions not 5. FS,Overall Design Factor of Safety B. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 0
<br /> A Work shall consist of designing,furnishing and construction of a KEYSTONE including rough spltface,t1/16•unitheight-top and bottom planes; FS shall be l5 unless otherwise noted for the maximum allowable inches(150mm)where hand compaction is used,or8-10 inches(200 to 250 _
<br /> Standard Unit Retaining Wall System in accordance with ce these specifications 4. Unit size:8•(H)x 181W)x 21.5.(D)minimum; working stress calculation. ern)where heavy compaction equipment is used.Lift thickness shall be e and in reasonably dose nfomrty with the lines,grades,design,and 5. Unit weight 100-Ibs/unit minimum for standard weight aggregates; decreased to achieve the required density as required.
<br /> dimensions shown on the Civil plans.No alternate wall systems will be 6. Inter unit shear strength:1500-plf minimum at 2-psi normal pressure; C. The maximum design tensile load of the geogrid shall not exceed the
<br /> considered. 7. Geogrid/unit peak connection strength:1000pt minimum at 2-psi laboratory tested ultimate strength of the geogridhactng unit connection divided C. Reinforced backfill shall be compacted to 95%of the maximum density as
<br /> normal force. by a factor of safety<41.5.The connection strength testing and computation determined by ASTM D1557.The moisture content of the backfill material
<br /> B. Work indudes preparing foundation soil,furnishing and installing leveling pad, procedures shall be in accordance with NCMA SRWU-1 Test Method for prior to and during compaction shall be uniformly dstributed throughout each
<br /> unit drainage fill and backfill to the lines and grades shown on the construction D. Keystone concrete units shall conform to the following constructaability Determining Connection Strength of SRW. layer and shall be dry of optimum,+0%,-3%.
<br /> drawings. requirements:
<br /> - C. Soil Interaction Coefficient,Ci D. Only lightweight handoperated equipment shall be allowed within 3 feet(1 m)
<br /> C. Work includes furnishing and installing geogrid soil reinforcement of the type, 1. Vertical setback 1/8(3mm)t per course(near vertical)or 1•(25 Ci values shall be determined per GRI:GG5 at a maximum 0.75-inch(19 nun) from the tel of the Keystone concrete unit
<br /> size,location,and lengths designated on the construction drawings. ram)+per course per the design; displacement
<br /> 2. Alignment and grid positioning mechanism:fiberglass pins,two per E. Tracked construction equipment shall not be operated directly upon the geogrid
<br /> 1.02 Reference Documents unit minimum; D. Manufacturing Quality Control reinforcement.A minimum fill thickness of inches(150 ram)is required prior s
<br /> 3. Horizontal gap between erected units shall be 1/2 inch(13 mm). The geogrid manufachaer shall have a manufacturing quality control program to operation of tracked vehicles over the geogrid.Tracked vehicle turning
<br /> A American Society for Testing and Materials(ASTM) that includes QC testing by an independent laboratory. should be kept to a minimum to prevent tracks from displacing the fill and
<br /> 2.03 Shear Connectors The QC testing shall Include: damaging the geogrid.
<br /> 1. ASTM C-1372 Specification for Segmental Retaining Wall Units Tensile Strength Testing 1e
<br /> 1. ASTM D-422 Particle Size Analysis A. Shear connectors shall be 1/2-inch(12 mm)diameter thermoset isopthalic Melt Flow Index(HOPE) F. Rubber tired equipment may pass over geogrid reinforcement at slow speeds, N v-1
<br /> 2. ASTM D-698 Laboratory Compaction Characteristics of Soil polyester resin_pulbuded fiberglass reinforcement rods to provide connection Molecular Weight(Polyester) less than 10 MPH(15 KPH).Sudden braking and sharp tuning shall be L-Standard Effort between vertically and horizontally adjacent units.Strength of shear avoided. ' 0
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<br /> 3. ASTM D-4318 Liquid Limit,Plastic Limit and Plasticity Index of connectors between vertical adjacent units shall be applicable overa design 2.08 Drainage Pipe 0 Ot .
<br /> Soils temperature of 10 degrees F ta+100 degrees F(-10 to 40 degrees C). G. At the end of each day's operation,the Contractor shall slope the last lift of Z C r r r1
<br /> 4. ASTM 0-4595 Tensile Properties of Geotexfles-Wde Width Strip A. If required,the drainage pipe shall be perforated or slotted PVC pipe reinforced backfill away from the wall units to direct runoff away from wall face. N vt cr
<br /> 5. ASTM D-5262 Unconfined Tension Creep Behavior of B. Shear connectors shall be capable of holding the geogrid in the proper design manufactured in accordance with ASTM D-3034 or corrugated HOPE pipe The Contractor shall not allow surface runoff from adjacent areas to enter the u_ 3 C rr1 Hit
<br /> Geosynthetos position during grid pre_tansioning and backdlling. manufactured in accordance with ASTM 0-1248. wall construction site.
<br /> 6. ASTM D-3034 Polyvinyl Chloride Pipe(PVC) ' N N 5 ul
<br /> 7. ASTM D-1248 Corrugated Plastic Pipe 2.04 Base Leveling Pad Material PART 9:EXECUTION 3.06 Cap Installation 0 Y m
<br /> 8. ASTM D-4475 Horizontal Shear Strength of Puftmded Reinforced 0/ O >j N V
<br /> Plastic Rods A Material shall consist of a compacted crushed stone base or non reinforced 3.01 Excavation A. Cap units shall be glued to underlying units with an all-weather adhesive ld m _ d' •
<br /> concrete as shown on the construction drawings. recommended by the manufacturer such as Keystone Kapseal. `33 Qj
<br /> B. Geosynthetc Research Institute(GRI) A Contractor shallexravate to the lines and grades shown on the construction p,ry C
<br /> 2.05 Unit Drainage Fill drawings,Owner's representative shall inspect the excavation and approve 3.07 As-bullt Construction Tolerances O n O L r••
<br /> 1. GRIGG4 Determination of Long Term Design Strength of prior to placement of leveling material or fill soils.Proof roll foundation area as U s-t CO d u_
<br /> Geogrids A Unit drainage fill shall consist of dean?(25 ram)minus crushed stone or directed to determine if remedial work is required. A Vertical alignment t 1.5.(40 mm)over any 10'(3 m)distance.
<br /> 2. GRIGG5 Determination of Geogrid(soil)Pullout crushed gravel meeting the following gradation tested in accordance with d
<br /> ASTM D-422 B. Over excavation and replacement of unsuitable foundation soils and B. Wall Batter within 2 degrees of design batter.
<br /> C. National Concrete Masonry Association(NCMA) replacement with approved compacted fill will be compensated as agreed uponI/P
<br /> Sieve Size Percent Passing with the Owner. C. Horizontal alignment t 1.5"(40 mm)over any 10'(3 m)distance. O
<br /> 1. NCMA SRWU-1 Test Method for Determining Connection Strength of 1 inch(25 mm) 100 Comers,bends 8 curves:t 1 foot(300 mm)to theoretical location. cc
<br /> SRW 3/4-inch(19 ram) 75_100 3.02 Base Leveling Pad
<br /> 2. NCMA SRWU-2 Test Metod for Determining Shear Strength of SRW No.4(4.75 mm) 0_10 D. Maximum horizontal gap between erected units shall be 1/2 inch(13 ram). 11.1
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<br /> No.50(300um) 0_5 A Leveling pad material shag be placed to the lines and grades shown on the
<br /> 1.03 Submittals/Certification construction drawings.to a minimum thickness of 6 inches(150 mm)and 3.08 Field Quality Control
<br /> B. One cubic foot(0.028 m3),minimum,of drainage fill shall be used for each extend laterally a minimum of 6"(150 mm)in front and behind the Keystone .
<br /> A. Contractor shall submit a Manufacturers ce ce rtifition,prior to start of work,that square foot(0.093 m2)ofwa11 face.Drainage fill shall be placed within cores wall unit A. Quality Assurance and Control-The Owner shall engage RGl to provideCe
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<br /> the retaining wall system components meet the requirements of this of,between,and behind units to meet this requirement quality assurance and testing services during construction.Quality Assurance
<br /> specification and the structure design. B. Soil leveling pad materials shall be compacted to a minimum of 95%Modified should include foundation soil observations,verification of geotechnical design
<br /> 2.06 Reinforced Backfill Proctor density per ASTM D-1557 parameters and compaction and grid placement Quality assurance shall also
<br /> 1.04 Quality Assurance include observation of construction for general compliance with design
<br /> A Reinforced backfill shall be free of debris and meet the following gradation C. Leveling pad shall be prepared to insure full contact to the base surface of the drawings and project specifications.
<br /> A. Contractor shall submit a list of five(5)previously constructed projects of tested in accordance with ASTM D-422; concrete units.
<br /> similar size and magnitude by the wall installer where the speufic retaining wall
<br /> i system has been constructed successfully.Contact names and telephone Sieve Size Percent Passing 3.03 Keystone Unit Installation Table A-Geogrid Reinforcing Schedule N
<br /> numbers shall be listed for each project 2 inch(50 mm) 100 f-rg
<br /> 3/4-inch(19 mm) 100_75 A. First course of units shall be placed on the leveling pad at the appropriate line H-Measured from top of crushed rock mat C O
<br /> B. Owner shall provide soil testing and quality assurance inspection during No.40(425 um) 0 60 and grade.Alignment and level shall be checked in all directions and insure L-Measured from back of blockwaII IN
<br /> earthwork and wall construction operations.Contractor shall provide any, No.200(75 um) 0_20 that all units are in full contact with the base and properly seated. - m Qj W
<br /> quality control testing or inspection not provided by the Owner.Owner's quality U > Ol
<br /> assurance program does not relieve the contractor of responsibility for quality Plasticity Index(PI)<15 and Liquid Limit<40 per ASTM D-4318. B. Place the front of units ddeby-side.Do not leave gaps between adjacent Wall Height-4' (Mirafi SOT) i} - ' C
<br /> control and wall performance. units.Layout of corners cc and curves shall be in accordance with manufacturers 'uL 0 O
<br /> B. The maximum aggregate size shall be limited to 3/4 inch(19 ram)unless field recommendations. Layer No. Length L(feet) Height H(feet) y
<br /> 1.05 Delivery,Storage and Handling tests have been performed to evaluate potential strength reductions to the 1 4.0' 1.0' CI-
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<br /> geogrid design due to damage during construction. C. Install shear/connecting devices per manufacturers recommendation. 2 4.0' 3.0' N >. O C
<br /> A Contractor shall check all materials upon delivery to assure that the proper _ O
<br /> type,grade,color,and certification have been received. C. Material can be site-excavated soils where the above requirements can be met D. Place and compact drainage fill within and behind wall units.Place and Wall Height-6' (Mirafi 5)(1) tO -6 h
<br /> Unsuitable soils for backfill(high plastic days or organic soils)shall not be used compact backfill soil behind drainage fill.Follow wall erection and drainage fill .CC CO
<br /> B. Contractor shall protect all materials from damage due to jobsite conditions and in the backfill or in the reinforced soil mass, closely with structure backfill. Layer No- Length L(feet) Height H(feet) i U
<br /> in accordance with manufacturer's recommendations.Damaged materials 1 1.0' 01 CO 01
<br /> shall not be incorporated into the work. D. Contractor shall submit reinforced fill sample and laboratory test results to the E. Maximum stacked vertical height of wall units,prior to unit drainage fill and C Q r--
<br /> ArchiteclEngineer for approval prior to the use of any proposed reinforced fill backfill placement and compaction,shall not exceed two courses. 2 3 6.0' S.0' 0 xi
<br /> PART2:PRODUCTS material.
<br /> 3.04 Structural Geogrid Installation j- a)
<br /> 2.01 Definitions 2.07 Geogrid Soil Reinforcement • LU
<br /> A. Geogrid shall be oriented with the highest strength axis perpendicular to the )[
<br /> A Keystone Unit a concrete retaining wall element machine made from Portland A Geosynthetie reinforcement shall consist of geogrids manufactured spadfirally wall alignment
<br /> cement water,and aggregates. for soil reinforcement applications and shall be manufactured from high
<br /> tenacity polyester yam or high density polyethylene.Polyester geogrid shall be B. Geogrid reinforcement shall be placed at the strengths,lengths,and elevations
<br /> B. Structural Geogrid_a structural element formed bye regular network of knitted from high tenacity polyester filament yam with a molecular weight shown on the construction design drawings or as directed by the Geotechnical
<br /> integrally connected tensile elements with apertures of sufficient size to allow exceeding 25,000 g/m and a carboxyl end group values less than 30. Engineer.
<br /> interlocking with surrounding soil,rack or earth and function primarily as Polyester geogrid shall be coated with an impregnated PVC coaling that resists
<br /> reinforcement peeling,cracking,and stripping. C. The geogrid shall be laid horizontally on compacted backfill and attached to the
<br /> Keystone wall units.Pace the next course of Keystane.concrete units over the
<br /> C. Unit Drainage Fill_drainage aggregate that is placed within and immediately B. Ta,Long Term Allowable Tensile Design Load,of the geogrid material shall be geogrid.The geogrid shall be pulled taut,and anchored prior to backfill
<br /> behind the Keystone concrete units. determined as follows: placement on the geogrid.
<br /> D. Reinforced Backfill_compacted soil that is placed within the reinforced soil Ta=Tult/(RFcrWFrPRFid'FS) D. Geogrid reinforcements shall be continuous throughout their embedment
<br /> volume as outlined on the plans. Ta shall be evaluated based on a 75-year design life. lengths and placed side-by-ide to provide 100%coverage at each,Ievel.
<br /> Spliced connections between shorter pieces of geogrid or gaps between
<br /> 2.02 Keystone Concrete Retaining Wall Units 1. Tult Short Term Ultimate Tensile Strength adjacent pieces of geogrid are not permitted.
<br /> Tull is based on the minimum average roll values(MARV)
<br />' A Keystone concrete units shall conform to the following architectural 'No Geogrid will be needed for walls less than 4'
<br /> requirements: 2. RFcr,Reduction Factor for Long Term Tendon Creep
<br /> RFcr shall be determined from 10,000-hour creep tasting performed in
<br /> 1. Face color_concrete gray.The Owner may specify standard accordance with ASTM D5262.Reduction value=1.50 minimum.
<br /> manufacturers'color. - Prepared b :RW
<br /> 2. Face finish_sculptured rock face in angular hi-planer configuration. 3. RFd,Reduction Factor for Durability P y
<br /> Other face finishes will not be allowed without written approval of RFd shall be determined from polymer specific durability testing Checked by: KW
<br /> Owner. covering the range of expected soil environments.RFd=1.10 Approved by;RW
<br /> 3. Bond configuration_running with bonds nominally located at midpoint minimum.
<br /> vertically adjacent units,in both straight and curved alignments. Date:OS/2022
<br /> 4. Exposed surfaces of units shall be free of chips,cracks or other Revised:
<br /> imperfections when viewed from a distance of 10 feet under diffused- - - -
<br /> lighting.
<br /> Project No.2021-684-1
<br /> B. Keystone concrete materials shall conform to the requirements of ASTM
<br /> C1372-Standard Specifications for Segmental Retaining Wall Units. Sheet No.
<br /> W-3
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