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Celtik Wall Specifications

Celtik( Wall Spec

Section 2834

MODULAR CONCRETE RETAINING WALL

PART 1:	GENERAL SPECIFICATIONS 			

1.01  Description

A. Work shall consist of furnishing and construction of a Celtik(Retaining Wall System or equal in accordance with these specifications and in reasonably close conformity with the lines, grades, design, and dimensions shown on the plans.
B. Work includes preparing foundation soil, furnishing and installing leveling pad, unit drainage fill and backfill to the lines and grades shown on the construction drawings.
C. Work includes furnishing and installing geogrid soil reinforcement of the type, size, location, and lengths designated on the construction drawings.

1.02	Related Sections 

A. Section 02100 - Site Preparation
B. Section 02200 - Earthwork

1.03	Reference Documents

A.	American Society for Testing and Materials (ASTM)
1.  ASTM C-1372	Specification for Segmental Retaining Wall Units
2.  ASTM D-422		Particle Size Analysis
3.  ASTM D-698		Laboratory Compaction Characteristics of Soil -Standard Effort
4.  ASTM D-4318	Liquid Limit, Plastic Limit and Plasticity Index of Soils
5.  ASTM D-4595	Tensile Properties of Geotextiles - Wide Width Strip
6.  ASTM D-5262	Unconfined Tension Creep Behavior of Geosynthetics
	7.  ASTM D-3034	Polyvinyl Chloride Pipe (PVC)
	8.  ASTM D-1248	Corrugated Plastic Pipe
9.  ASTM D-4475	Horizontal Shear Strength of Pultruded Reinforced Plastic Rods

B.	Geosynthetic Research Institute (GRI)
1.  GRI-GG4	  	Determination of Long Tern Design Strength of Geogrids
2.  GRI-GG5		Determination of Geogrid (soil) Pullout

C.	National Concrete Masonry Association (NCMA)

1.  NCMA SRWU-1 	Test Method for Determining Connection Strength of SRW
2.  NCMA SRWU-2 	Test Method for Determining Shear Strength of SRW

1.04	Submittals/Certification         	

A. Contractor shall submit a Manufacturer's certification, prior to start of work, that the retaining wall system components meet the requirements of this specification and the structure design.
B. Contractor shall submit construction drawings and design calculations for the retaining wall system prepared and stamped by a Professional Engineer registered in the state of the project. The engineering designs, techniques, and material evaluations shall be in accordance with the Manufacturer's Design Manual, NCMA Design Guidelines For Segmental Retaining Walls, or the AASHTO Standard Specifications for Highway Bridges, Section 5.8 (whichever is applicable to designer).
C. Contractor shall submit a test report documenting strength of specific modular concrete unit and geogrid reinforcement connection.  The maximum design tensile load of the geogrid shall be equal to the laboratory tested ultimate strength of geogrid / facing unit connection at a maximum normal force limited by the "Hinge Height" of the structure divided by a safety factor of 1.5.  The connection strength evaluation shall be performed in accordance with NCMA test method SRWU-1.

1.05	Quality Assurance

A. Contractor shall submit certification, prior to start of work, that the retaining wall system (modular concrete units with fiberglass pins and specific geogrid): has been successfully utilized on a minimum of five (5) similar projects, i.e., height, soil fill types, erection tolerances, etc.; and
B. Contractor shall submit a list of five (5) previously constructed projects of similar size and magnitude by the wall installer where the Celtik Wall retaining wall system has been constructed successfully.  Contact names and telephone numbers shall be listed for each project.
C. Contractor shall provide evidence that the design engineer has a minimum of five years of documented experience in the design for reinforced soil structures.  The design engineer shall provide proof of current professional liability insurance with an aggregate coverage limit of not less than $2,000,000.
D. Owner shall/may provide soil testing and quality assurance inspection during earthwork and wall construction operations.  Contractor shall provide any quality control testing or inspection not provided by the Owner.  Owner's quality assurance program does not relieve the contractor of responsibility for quality control and wall performance.

1.06	Delivery, Storage and Handling

A. Contractor shall check all materials upon delivery to assure that the proper type, grade, color, and certification has been received.
B. Contractor shall protect all materials from damage due to jobsite conditions and in accordance with manufacturer's recommendations.  Damaged materials shall not be incorporated into the work.

PART 2:	PRODUCTS

2.01	Definitions

A. Modular Unit - a concrete retaining wall element machine made from portland cement, water, and aggregates.
B. Structural Geogrid - a structural element formed by a regular network of integrally connected tensile elements with apertures of sufficient size to allow interlocking with surrounding soil, rock, or earth and function primarily as reinforcement.
C. Unit Drainage Fill - drainage aggregate which is placed within and immediately behind the modular concrete units.
D. Reinforced Backfill - compacted soil that is placed within the reinforced soil volume as outlined on the plans.			

2.02	Modular Concrete Retaining Wall Units			

A.	Modular concrete units shall conform to the following architectural requirements:
1.)	face color - Note to Specifier: pick one or multiple face colors for blending from the local Belgard supplied color catalog:______________
2.)	face finish - "weathered" rock face on multiple sides. Other face finishes will not be allowed without written approval of Owner.
3.)	bond configuration - randomly utilize the various shapes to avoid repetition of the same unit size.  Avoid stack bonding of unit joint for more than two courses vertically.
4.)	exposed surfaces of units shall be free of cracks or major imperfections when viewed from a distance of 10 feet under diffused lighting.  Chips and imperfections are expected with the "weathered" rock face texture and are acceptable unless adversely affecting installation or structural performance.
C. Modular concrete materials shall conform to the requirements of ASTM C1372 - Standard Specifications for Segmental Retaining Wall Units.
D. Modular concrete units shall conform to the following structural and geometric requirements measured in accordance with appropriate references:
1.) compressive strength = 3000 psi minimum;
2.) absorption = 8% maximum (6% in northern states) for standard weight aggregates;
3.) dimensional tolerances = ± 1/8" from nominal unit dimensions not including rough split face, ±1/16" unit height  - top and bottom planes;
4.) unit weight - 25 lbs to 60 lbs per unit
5.) inter-unit shear strength - 600 plf minimum at 2 psi normal pressure;
6.) geogrid/unit peak connection strength - 400 plf minimum at 2 psi normal force.
7.) unit size -  90mm	3 1/2 " (H) x 17 1/4 " (W) x 9" (D) minimum
3 1/2 " (H) x 13 3/4 " (W) x 9" (D) minimum
3 1/2 " (H) x 10 1/2 " (W) x 9" (D) minimum
3 1/2 " (H) x 6 3/4 " (W) x 9" (D) minimum
***OR***
		7.)	unit size - 135mm	9" (H) x 17 1/4 " (W) x 9" (D) minimum
9" (H) x 13 3/4 " (W) x 9" (D) minimum
9" (H) x 10 1/2 " (W) x 9" (D) minimum
9" (H) x 6 3/4 " (W) x 9" (D) minimum
D.	Modular concrete units shall conform to the following constructability requirements:
1.) vertical setback = vertical (tilt wall back slightly to achieve positive batter) or 1"+ per course per the design;
2.) alignment and grid positioning mechanism - ABS retaining clips, one for each clip placement series or a minimum of one clip per unit;
3.) maximum horizontal gap between erected units shall be - 1/2 inch.

2.03	Shear Clips		

A. Shear clips shall be 1/2-inch diameter ABS injection molded or equivalent to provide alignment between vertically adjacent units.  Pins shall be 2" long and tapered for insertion control. Strength of shear connectors shall be a minimum of 6400 psi per ASTM D-4475 and shall be applicable over a design temperature of 10 degrees F to + 100 degrees F.
B. Shear clips shall be capable of holding the geogrid in the proper design position during grid pre-tensioning and backfilling.	

2.04	Base Leveling Pad Material		

A.	Material shall consist of a compacted crushed stone base or non-reinforced concrete as shown on the construction drawings.

2.05  Unit Drainage Fill	

A.	Unit drainage fill shall consist of clean 1" minus crushed stone or crushed gravel meeting the following gradation tested in accordance with ASTM D-422:
		Sieve Size		Percent Passing
		1 inch			100
		3/4 inch 		75-100
		No. 4			0 - 10
		No. 50			0 - 5
B.	One cubic foot, minimum, of drainage fill shall be used for each square foot of wall face.  Drainage fill shall be placed within cores of, between, and behind units to meet this requirement. 		

2.06	Reinforced Backfill				

A.	Reinforced backfill shall be free of debris and meet the following gradation tested in accordance with ASTM D-422:
		Sieve Size		Percent Passing
		2 inch			100-75
 		3/4 inch 		100-75
		No. 40			0-60
		No. 200			0-35
		Plasticity Index (PI) <15 and Liquid Limit <40 per ASTM D-4318.
B.	The maximum aggregate size shall be limited to 3/4 inch unless field tests have been performed to evaluate potential strength reductions to the geogrid design due to damage during construction.
C. Material can be site-excavated soils where the above requirements can be met. Unsuitable soils for backfill (high plastic clays or organic soils) shall not be used in the backfill or in the reinforced soil mass.
D. Contractor shall submit reinforced fill sample and laboratory test results to the Architect/Engineer for approval prior to the use of any proposed reinforced fill material.	

2.07	Geogrid Soil Reinforcement

A. Geosynthetic reinforcement shall consist of geogrids manufactured specifically for soil reinforcement applications and shall be manufactured from high tenacity polyester yarn. Polyester geogrid shall be knitted from high tenacity polyester filament yarn with a molecular weight exceeding 25,000 Meg/m and a carboxyl end group values less than 30.  Polyester geogrid shall be coated with an impregnated PVC coating that resists peeling, cracking, and stripping.
B. Ta, Long Term Allowable Tensile Design Load, of the geogrid material shall be determined as follows:

	Ta = Tult / (RFcr*RFd*RFid*FS)
	Ta shall be evaluated based on a 75 year design life.      

1.	Tult, Short Term Ultimate Tensile Strength
	Tult is based on the minimum average roll values (MARV)
2.	RFcr, Reduction Factor for Long Term Tension Creep
RFcr shall be determined from 10,000 hour creep testing performed in accordance with ASTM D5262. Reduction value = 1.60 minimum.
3.	RFd, Reduction Factor for Durability
RFd shall be determined from polymer specific durability testing covering the range of expected soil environments. RFd = 1.10 minimum.
		4.	RFid, Reduction Factor for Installation Damage
RFid shall be determined from product specific construction damage testing performed in accordance with GRI-GG4.  Test results shall be provided for each product to be used with project specific or more severe soil type.  RFid = 1.10 minimum.
5.	FS, Overall Design Factor of Safety
FS shall be 1.5 unless otherwise noted for the maximum allowable working	 stress calculation.
C. The maximum design tensile load of the geogrid shall not exceed the laboratory tested ultimate strength of the geogrid/facing unit connection as limited by the "Hinge Height" divided by a factor of safety of 1.5. The connection strength testing and computation procedures shall be in accordance with NCMA SRWU-1 Test Method for Determining Connection Strength of SRW.
D. Soil Interaction Coefficient, Ci
		Ci values shall be determined per GRI:GG5 at a maximum 0.75 inch displacement.
E.	Manufacturing Quality Control
The geogrid manufacturer shall have a manufacturing quality control program that includes QC testing by an independent laboratory.
 			The QC testing shall include:
		Tensile Strength Testing
		Melt Flow Index (HDPE)
		Molecular Weight (Polyester)

2.08	Drainage Pipe

A.	If required the drainage pipe shall be perforated or slotted PVC pipe manufactured in accordance with ASTM D-3034 or corrugated HDPE pipe manufactured in accordance with ASTM D-1248.  

PART 3 	EXECUTION

3.01	Excavation   	

A. Contractor shall excavate to the lines and grades shown on the construction drawings.  Owner's representative shall inspect the excavation and approve prior to placement of leveling material or fill soils.  Proof roll foundation area as directed to determine if remedial work is required.
B. Over-excavation and replacement of unsuitable foundation soils and replacement with approved compacted fill will be compensated as agreed upon with the Owner.

3.02	Base Leveling Pad	

A. Leveling pad material shall be placed to the lines and grades shown on the construction drawings, to a minimum thickness of 6 inches and extend laterally a minimum of 6" in front and behind the modular wall unit.
B. Soil leveling pad materials shall be compacted to a minimum of 95 % Standard Proctor density per ASTM D-698
C. Leveling pad shall be prepared to insure full contact to the base surface of the concrete units.	

3.03	Modular Unit Installation		

A. First course of units shall be placed on the leveling pad at the appropriate line and grade.  Alignment and level shall be checked in all directions and insure that all units are in full contact with the base and properly seated. If vertical unit alignment is chosen, units shall be uniformly tilted back towards the backfill slightly to create and maintain positive wall batter.
B. Place the front (any "weathered" finish side) of units side-by-side.  Do not leave gaps between adjacent units along the exposed face(s).  Layout of corners and curves shall be in accordance with manufacturer's recommendations.
C. Install shear/connecting clips per manufacturer's recommendations.
D. Place and compact drainage fill within and behind wall units.  Place and compact backfill soil behind drainage fill.  Follow wall erection and drainage fill closely with structure backfill.
E. Maximum stacked vertical height of wall units, prior to unit drainage fill and backfill placement and compaction, shall not exceed two courses.

3.04	Structural Geogrid Installation		

A. Geogrid shall be oriented with the highest strength axis perpendicular to the wall alignment.
B. Geogrid reinforcement shall be placed at the strengths, lengths, and elevations shown on the construction design drawings or as directed by the Engineer.
C. The geogrid shall be laid horizontally on compacted backfill and attached to the modular wall units.  Place the next course of modular concrete units over the geogrid.  The geogrid shall be pulled taut and anchored prior to backfill placement on the geogrid.
D. Geogrid reinforcements shall be continuous throughout their embedment lengths and placed side-by-side to provide 100% coverage at each level.  Spliced connections between shorter pieces of geogrid or gaps between adjacent pieces of geogrid are not permitted.

3.05	Reinforced Backfill Placement		

A. Reinforced backfill shall be placed, spread, and compacted in such a manner that minimizes the development of slack in the geogrid and installation damage.
B. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where hand compaction is used, or 8 - 10 inches where heavy compaction equipment is used.  Lift thickness shall be decreased to achieve the required density as required.
C. Reinforced backfill shall be compacted to 95% of the maximum density as determined by ASTM D698.  The moisture content of the backfill material prior to and during compaction shall be uniformly distributed throughout each layer and shall be dry of optimum, + 0%, - 3%.
D. Only lightweight hand-operated equipment shall be allowed within 3 feet from the tail of the modular concrete unit.
E. Tracked construction equipment shall not be operated directly upon the geogrid reinforcement.  A minimum fill thickness of 6 inches is required prior to operation of tracked vehicles over the geogrid.  Tracked vehicle turning should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid.
F. Rubber tired equipment may pass over geogrid reinforcement at slow speeds, less than 10 MPH.  Sudden braking and sharp turning shall be avoided.
G. At the end of each day's operation, the Contractor shall slope the last lift of reinforced backfill away from the wall units to direct runoff away from wall face.  The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. 

3.06	Cap Installation

A.	Cap units shall be glued to underlying units with an all-weather adhesive recommended by the manufacturer (Celtik Wall adhesive or equivalent).

3.07	As-built Construction Tolerances

A. Vertical alignment: ± 1.5" over any 10' distance.
B. Wall Batter: within 2 degrees of design batter.
C. Horizontal alignment: ± 1.5" over any 10' distance.
D. Corners, bends, curves ± 1 ft to theoretical location.
E. Maximum horizontal gap between erected units shall be 1/2 inch.

3.08	Field Quality Control

A. Quality Assurance - The Owner shall/may engage inspection and testing services, including independent laboratories, to provide quality assurance and testing services during construction.  This does not relieve the Contractor from securing the necessary construction quality control testing.
B. Quality assurance should include foundation soil inspection. Verification of geotechnical design parameters, and verification that the contractor's quality control testing is adequate as a minimum.  Quality assurance shall also include observation of construction for general compliance with design drawings and project specifications. The site geotechnical engineer best performs quality assurance.
Quality Control - The Contractor shall engage inspection and testing services to perform the minimum quality control testing described in the retaining wall design plans and specifications.  Only qualified and experienced technicians and engineers shall perform testing and inspection services.
C.	Quality control testing shall include soil and backfill testing to verify soil types and compaction and verification that the retaining wall is being constructed in accordance with the design plans and project specifications.

PART 4 	MEASUREMENT AND PAYMENT