CONCRETE OVERLAY MATERIALS SECTION 1046 Mix Air Content - Maximum Percent of Plastic Mix 6.5% ** Slump (inches) 4 - 6 Water - Cement Ratio 0.40 Max. Minimum Compressive Strength @ 28 calendar days 4,000 PSI *The dry weight ratios are approximate and should produce a workable mix but due to gradation changes may be adjusted within limits. The fine aggregate ratio may be increased by as much as 0.2 if the coarse aggregate is reduced by an equivalent volume. **Measure the slump 4 to 5 minutes after discharge from the mixer. Do not disturb the mix during this waiting period.
C.Do not change mix design during construction. Submit any changes to the engineer for approval
before continuing the work. 1046.1.3 Acceptance Testing.
A.Field testing will be performed according to Section 1022 .
B.Permeability will be verified using 3 , 4-inch x 8-inch cylindrical test samples cast in the field and
tested according to AASHTO T277 at 28 calendar days.
1046.2Polyester Polymer Concrete Overlay.
1046.2.1 Materials.
A.Provide High Molecular Weight Methacrylate Primer Section 1045.4
B.Fine Aggregate / Finishing Sand.
1.Natural sand is required for fine aggregate.
2.Dry 8/20 commercial quality blast sand is required for finishing sand.
C.Aggregate requirements:
1.Aggregate retained on the No. 8 sieve must have a maximum of 45 percent crushed particles
when tested in accordance with AASHTO Test Method T335.
2.Aggregate absorption must not exceed 1 percent as determined by AASHTO Test Methods T84
and T85.
3.Aggregate must have a minimum Mohs Hardness of 7.
4.Gradation.
Table 1046.2 -1. Polyester Polymer Concrete Overlay Gradation Sieve Size Percent Passing 3/8” 100 No. 4 62 – 85 No. 8 45 – 67 CONCRETE OVERLAY MATERIALS SECTION 1046 703 No. 16 29 – 50 No. 30 16 – 36 No. 50 5 – 20 No. 100 0 – 7 No. 200 0 – 3
D.Polyester Resin Binder
1.Provide an unsaturated isophthalic polyester -styrene co -polymer that contains a minimum 1
percent by weight gammamethacryloxypropyltrimethoxysilane. The promoter must be compatible with methyl ethyl ketone peroxide (MEKP) and cumene hydroperoxide (CHP) initiators. The binder must also meet the following requirements: Table 1046.2 -2. Polyester Resin Binder Requirements Property Test Method Requirement (specimens cured or aged at 77 °F unless otherwise specified) Viscosity1 (RVT No. 1 Spindle, 20 RPM at 77º F) ASTM D2196 75 – 200 cps Specific Gravity1 ASTM D1475 1.05 to 1.10 at 77ºF Elongation ASTM D638 (Sample conditioned per ASTM D618: 18/25/50 + 5/70) 35 percent minimum Type I at 0.45”/min. Thickness = 1/4” ± 0.04” Tensile Strength ASTM D638 (Sample conditioned per ASTM D618: 18/25/50 + 5/70)
17.5MPa minimum Type I at 0.45”/min.
Thickness = 1/4” ± 0.04” Styrene Content1 ASTM D2369 40 percent to 50 percent (by weight) Silane Coupler NMR Spectrum 1.0 percent, minimum (by weight of polyester styrene resin) PCC Saturated Surface Dry Bond Strength California Test CT551 Part 5 500 PSI minimum at 24 hours and 70±1º F 1Tested prior to addition of initiator. 1046.2.2 Mix Design.
A.Submit materials for all components of the overlay system for approval 60 calendar days before
placement.
B.Polyester resin content must be 12% ± 1% of the dry aggregate weight.
Submission must include:
1.Source of materials
CONCRETE OVERLAY MATERIALS SECTION 1046 704 2. Proportions of mix components
3.Laboratory test data from trial batches
4.Manufacturer’s certification of conformance to specifications for
a.Primer
b.Aggregate
c.Polyester Resin
The engineer reserves the right to require material samples.
5.Applicable MSDSs
6.Manufacturer installation instructions
1046.2.3 Shipping and Storage of Materials.
A.Ship material in strong, substantial containers marked with
1.Manufacture Date
2.Batch number
3.Brand name
4.Quantity Shipped
5.Expiration date / shelf life
6.Mixing ratio of the component
B.Notify the engineer of bulk resin shipment containers that exceed 55 gallons 10 calendar days
prior to delivery.
C.Store materials in accordance to manufacturer’s recommendations. Conform to applicable fire
codes and safety regulations.
D.Store aggregates in accordance withS ection 1022. 11.
1046.2.4 Production Requirements.
A.Follow manufacturer production and installation requirements
B.At mixing time, aggregate moisture content may not exceed 1/2 of the aggregate absorption as
determined by AASHTO T255. 1046.2.5 Acceptance
A.Overlay must have a minimum bond strength of 250 PSI per ACI 503R -93, Appendix A.
B.Verify surface d oes not contain:
1.Depressions in the surface that will pond water.
2.Deviations in excess of 1/4 -inch in 10 -feet in any direction.
3.Areas lacking surface texture.
1046.3Modified Class D Portland Cement Concrete Overlay.
CONCRETE OVERLAY MATERIALS SECTION 1046 705 1046.3.1 Materials.
A.Provide Class D PCC in accordance with Section 1022 with the following modifications
1.Provide a coarse aggregate gradation conforming to the requirements of Section 1004,
Delaware #8.
2.Provide a mix design including a shrinkage reducing / compensating admixture. Provide an
admixture dosage as recommended by the manufacturer. Provide an admixture that:
a.Consists of 1 product or 2 separate products that provide both concrete expansion and
reduction of concrete pore water surface tension.
b.Expands at a rate that closely compensates for the shrinkage of the concrete mix.
c.Provide 80 percent or greater shrinkage reduction as measured and documented by field
performance.
d.Is formulated for use in freeze/thaw weather.
e.Contains 0.1 percent or less chloride by weight.
B.Provide a latex bonding agent that conforms to ASTM C1059 Type II.
C.Provide an epoxy bonding agent that conforms to AASHTO M235 Type V.
D.Provide a silane sealer in accordance with Section 1045.
1046.3.2 Production Requirement .
A.Utilize a DelDOT approved Concrete Supplier to deliver Class D Modified concrete to the site.
1046.3.3 Acceptance .
A.Overlay must have a minimum bond strength of 250 PSI per ACI 503R -93, Appendix A.
B.Minimum 28 -day Compressive Strength - 4,500 pounds per square inch
C.Verify surface does not contain:
1.Depressions in the surface that will pond water.
2.Deviations in excess of 1/4 -inch in 10’ in any direction.
3.Areas lacking surface texture.
D.Field testing will be performed according to Section 1022.
E.Permeability will be verified using 3, 4 -inch x 8 -inch cylindrical test samples cast in the field and
tested according to AASHTO T277 at 28 -calendar days.
GROUT AND FLOWABLE FILL SECTION 1047 706 SECTION 1047 — GROUT AND FLOWABLE FILL
1047.1Flowable Fill.
1047.1.1 Materials.
A.Provide Portland cement conforming to Section 1020.
B.Provide fine aggregates in accordance with Section 1022.
C.Provide Air Entraining Admixtures conforming to AASHTO M154.
D.Provide Chemical admixtures conforming to AASHTO M194.
E.Provide Fly Ash conforming to Section 1020.
F.Provide Ground Granulated Blast Furnace Slag (GGBFS) conforming to Section 1020.
G.Provide water conforming to the requirements of Section 1021.
1047.1.2 Mix Design.
A.Submit the proposed fly ash material test data to the engineer 40 calendar days before use.
Include test data characteristics of the ash leachate as determined by the toxicity characteristics leaching procedure (TCLP) in accordance with EPA SW -846, with respect to leachate metals.
B.Once the fly ash is approved, submit a mix design to the engineer.
1.28-day compressive strength requirement is 50 to 200 PSI or as required by the contract.
1047.1.3 Production and Acceptance.
A.Produce flowable fill in batching plants meeting the requirements of Section 1022.6.2.
B.Test compressive strength in accordance with procedures in AASHTO T106M/T.
1047.2Non -Shrink Grout.
A.Provide grout for general purpose use meeting ASTM C1107 Grade C.
1047.3Access Tubes.
A.Use a neat cement grout with a minimum water/cement ratio of 0.45 for filling the access tubes at
the completion of the crosshole sonic log tests. Provide grout with a minimum compressive strength that matches or exceeds the specified minimum design compre ssive strength of the drilled shaft as noted in the contract.
1047.4Epoxy Grout.
A.Provide rapid strength gain epoxy grout systems that are 100 percent solids, containing
thermosetting epoxy resin, expansive additives, and fine aggregate and match or exceed the test values in Table 1047. 4-1. Table 1047.4 -1. Epoxy Grout Test Values Properties Test Values Test Method Compressive Strength 8,000 PSI @ 2 days ASTM C579, Method B GROUT AND FLOWABLE FILL SECTION 1047 707 12,000 PSI @ 28 days Tensile Strength 2,000 PSI @ 7 days ASTM C307 Bond Strength 3,500 PSI @ 7 days ASTM C882
1047.5Chemical Sealing.
A.Provide chemical sealing (grouting) materials in accordance with the NASSCO specification,
Chemical Sealing (Grouting) Materials. Submit the materials and mix to the engineer for approval. Mix, handle, and apply all materials in accordance with the manufacturer’s recommendations.
1047.6Mortar.
1047.6.1 Materials.
A.Provide fine aggregate conforming to Section 1003.
B.Provide water conforming to Section 1021.
C.Provide Portland cement conforming to 1020.
1047.6.2 Mix Design.
A.Mix mortar in the proportion of one -part Portland cement to 3 parts fine aggregate and add
hydrated lime not to exceed 10 percent of the cement by weight. Mix the fine aggregate, Portland cement, and lime until the mixture assumes a uniform color. Add water as needed while the mixing continues until the mortar attains an easily spreadable consis tency. MECHANICALLY STABILIZED EARTH WALL MATERIALS SECTION 1048 708 SECTION 1048 — MECHANICALLY STABILIZED EARTH WALL MATERIALS
1048.1Material Requirements.
A.Provide backfill in accordance with the following:
1.Free from organic and deleterious materials.
2.Do not use metallurgical slag.
3.Number 57 stone in accordance with Section 1004.
4.Soil meeting the following requirements:
a.Magnesium sulfate soundness loss less than 30 percent after 4 cycles determined by AASHTO
T104.
b.Plasticity index (P.I.) less than 6 as determined by AASHTO T90.
c.Fraction finer than 15 -microns less than 10 percent as determined by AASHTO T88.
d.Angle of internal friction 34 -degrees or greater determined by the standard direct shear test in
accordance with AASHTO T236. The shear test must include material finer than the #10 sieve and compacted to 95 percent of AASHTO T99, Method C or D (with oversize correction, as outlined in note 7, AASHTO T99) at optimum moisture content.
e.Electrochemical properties in accordance with the following:
Table 1048.1 -1. Electrochemical Soil Properties Property Value pH 5 to 10 Resistivity (min)* 3,000 ohm -cm Chloride Content (Max) 100 ppm Sulphate Content (Max) 200 ppm Organic Content (Max) 1% *If the resistivity is greater than 5,000 ohm -cm, the engineer may waive the chloride and sulfate requirements.
f.Gradation requirements in accordance with AASHTO T27 as outlined below:
Table 1048.1 -2. Soil Gradation Requirements Sieve Size Percent Passing 3 inches (75 mm) 100% 3/4-inch (18 mm) 20% to 100% MECHANICALLY STABILIZED EARTH WALL MATERIALS SECTION 1048 709 No. 40 (425 µm) 0% to 60% No. 200 (75 µm) 0% to 10%
g.The engineer will direct the frequency of sampling of select granular backfill necessary to
assure gradation control throughout construction.
B.Provide concrete in accordance with Sections 610, 612, and 1022. Unless noted otherwise,
provide concrete meeting the following:
1.Leveling pad – Class B, 3,000 PSI.
2.Wall panels – Class A, 4500 PSI.
3.Coping – Class A, 4500 PSI.
C.Provide reinforcing mesh in accordance with ASTM A1064 . Provide galvanization for the mesh in
accordance with AASHTO M111.
D.Provide bar reinforcement in accordance with Sections 611 and 1037.
E.Provide embed loop and connector bar as follows:
1.Fabricated of cold drawn steel wire meeting the requirements of ASTM A1064.
2.Welded in accordance with ASTM A1064.
3.Galvanized in accordance with AASHTO M111 or M232.
F.Provide geotextile filter fabric and adhesive for covering the rear side of the horizontal and
vertical/inclined joints that is approved by the engineer.
G.Provide polyethylene pads in the horizontal joints between facing panels with a minimum density
of 0.946 g/cm3 in accordance with ASTM D1505.
H.If alignment pins are used , provide pins that are 5/8-inch minimum diameter, mild steel, round,
smooth, and galvanized to meet the requirements of AASHTO M111.
I.Provide tie strip that is shop fabricated of hot rolled steel in accordance with ASTM A1011, Grade
50. Provide galvanization in accordance with AASHTO M111.
J.Provide reinforcing strip that is hot rolled from bars to the required shape with dimensions and
physical and mechanical properties, in accordance with ASTM A572, Grade 65. Provide galvanization in accordance with AASHTO M111.
K.In lieu of metallic reinforcement, provide structural geostrips made of high -tenacity polyester
fibers with linear low -density polyethylene coating. Provide g eostrips that have a high resistance to deformation under sustained long -term design load . Provide g eostrips resistant to ultraviolet degradation, damage under normal installation practices, and all forms of biological and/or chemical degradation.
L.Provide mechanically galvanized bolts and nuts in accordance with Section 1039.
M.Provide mortar in accordance with Section 1047.6 to fill recesses at lifting devices .
N.Provide cast -in-place concrete in accordance with Sections 610 and 1022. Unless noted otherwise ,
provide concrete meeting the following: MECHANICALLY STABILIZED EARTH WALL MATERIALS SECTION 1048 710 1. Leveling pad – Class B, 3,000 -PSI.
2.Coping – Class A, 4500 -PSI.
3.Liquid membrane -forming compounds for curing in accordance with Section 1045.7.
O.Provide precast concrete wall panels in accordance with the following:
1.Casting.
a.Cast the panels on a flat area with the front face of the panel at the bottom and the back face
at the upper part.
b.Set rebar and lifting devices in place to the dimensions and tolerances shown on the contract
before casting.
c.Place the concrete in each unit without interruption and consolidate using an approved
vibrator, supplemented by hand tamping as necessary to force the concrete into the corners of the forms and prevent the formation of aggregate pockets, air bubbles, o r cleavage planes.
d.Use clear form oil of the same manufacturer throughout the casting operation.
2.Concrete finish:
a.Front - In accordance with the contract.
b.Rear - Unformed surface, float finish to eliminate open pockets of aggregate and surface
distortions in excess of 1/8-inch.
c.Marking - Clearly scribe on the rear face of each panel the date of manufacture, the
production lot number, and the piece -mark.
3.Curing - Cure the units for at least 72 -hours. The engineer will reject any panel that does not
reach specified strength within 28 -calendar days.
4.Removal of forms - Do not remove the forms until removal does not cause damage to the unit.
5.Acceptance
a.Tolerances:
i.Panel dimensions - Within 3/16 -inch except that the lateral position of tie strips within 1
inch. ii. Panel squareness - Within 1/2 -inch as determined by the difference between the 2 diagonals. iii. Panel surface defects:
(1)Smooth formed surfaces - Not to exceed 1/8-inch per 5 -foot length.
(2)Textured finished surfaces - Not to exceed 5/16 -inch per 5 -foot length.
b.Provide compression testing for precast units that indicates strength will meet the 28 -day
specifications.
i.Panels using Type I or II cement become acceptable for placement in the wall when 7 -day
strengths exceed 80 -percent of the 28 -day requirements. ii. Panels utilizing Type III cement become acceptable for placement in the wall when compressive strength test results indicate that the strength meets the 28 -day requirements. MECHANICALLY STABILIZED EARTH WALL MATERIALS SECTION 1048 711 c. Provide units that exhibit none of the following:
i.Defects that indicate imperfect molding.
ii. Defects that indicate honeycombed or open texture concrete. iii. Defects in the physical characteristics of the concrete, such as broken or chipped concrete. iv. Stained form face, due to excessive form oil or others.
v.Signs of aggregate segregation.
vi. Broken or cracked corners. vii. Bent or damaged tie strips. viii. Damaged or unstable lifting inserts. ix. Exposed reinforcing steel.
x.Cracks at the PVC pipe or pin.
xi. Thickness varying in excess of + 3/16 -inch from that shown on the contract.
6.Handling, Storage and Shipping – Handle, store, and ship the panels in a manner that will
eliminate the danger of chipping, discoloration, cracks, fractures, and excessive bending stresses. Support panels in storage on firm blocking to protect the exposed exterior finish.
P.Joints – Provide geotextile fabric sheets with a minimum width as follows:
a.Vertical/inclined joints – 18-inch
b.Horizontal joints – 18-inch
c.Laps in fabric – 4-inch
MISCELLANEOUS ITEMS FOR CONCRETE WORK SECTION 1049 712 SECTION 1049 — MISCELLANEOUS ITEMS FOR CONCRETE WORK
1049.1Pipe for Weep Holes.
A.Plastic pipe for weep holes in conformance with ASTM D2665.
1049.2Form Oil for Concrete Formwork.
A.Use form oil that is a non -staining petroleum distillate free from water, asphaltic, and other
insoluble residue.
1049.3Waterstops.
A.Provide water stops that are polyvinyl chloride (PVC) compounded as necessary to conform to the
requirements of U.S. Army Corps of Engineers Specification CRD -C 572.
B.No reclaimed PVC from any sources are permitted for incorporation into the compounding.
C.Use an extruded material that is dense, homogeneous, and free from porosity or other
imperfections that could affect its durability or performance.
GEOTEXTILE SECTION 1060 713 SECTION 1060 — GEOTEXTILE
1060.1Materials.
A.Provide geotextiles from the Approved Products List ( https://deldot.gov/Business/ )
Table 1060.1 -1. Geotextile Material Requirements Item Name Under Riprap
Geotextile Lined Channel Diversion
MSE Wall
Stabilized Construction Entrance
Stabilization (within roadway)
Separation (within roadway) Silt Fence
Reinforced Silt Fence
Super Silt Fence
Minimum Grab Tensile Strength [lbs] (ASTM D -4632) 300 100 Maximum Grab Tensile Elongation [%] (ASTM D -4632) 15 20 Minimum Trapezoidal Tear Strength [lbs] (ASTM D -4533) 100 50 Minimum Puncture Strength [lbs] (ASTM D -4833) 150 60 Apparent Opening Size [US sieve] (ASTM D -4751) 40-80 30-80 Minimum UV Resistance after 500 hours [%] (ASTM D -4355) 70 70 Maximum Flow -thru Rate [gpm/sf] (ASTM D -4491) 6 10
Item Name Drainage Inlet Sediment Control
Sump Pit
Portable Sediment Tank Curb Inlet Sediment Control
Dewatering Bag Underdrain
Infiltration Trench Lining
(non -woven)
Minimum Grab Tensile Strength [lbs] (ASTM D -4632) 200 265 200 100 Maximum Grab Tensile Elongation [%] (ASTM D -4632) 40 40 50 50 GEOTEXTILE SECTION 1060 714 Minimum Trapezoidal Tear Strength [lbs] (ASTM D -4533) 50 50 80 45 Mullen Minimum Burst Strength [PSI] (ASTM D -3796) NA NA 350 NA Minimum Puncture Strength [lbs] (ASTM D -4833) 45 100 130 NA Apparent Opening Size [US sieve] (ASTM D -4751) 30-80 20-40 40-80 70-80 Minimum UV Resistance after 500 hours [%] (ASTM D -4355) 70 70 70 70 Minimum Flow -thru Rate [gpm/sf] (ASTM D -4491) 110 110 70 110
FENCE SECTION 1061 715 SECTION 1061 — FENCE
1061.1Markings.
A.Provide fence fabric carrying a tag showing:
1.Base metal type (steel or aluminum alloy number),
2.Coating type and class,
3.Wire diameter,
4.Length of fencing in the roll, and
5.Name or mark of the manufacturer.
B.Identify posts, wire, and other fittings by:
1.Manufacturer,
2.Base material type (steel or aluminum alloy number),
3.Class or coating, and
4.Pertinent data for proper identification and verification of conformance to the requirements
herein.
1061.2Inspection.
A.Each product or item provided remains subject to inspection at the factory and the fabricating
plant, in laboratories of the Department′s choosing, and at all other points of delivery.
1061.3Chain Link Fence.
A.Chain -link fabric made of galvanized steel fabric fence, #9 -gage unless specified otherwise. Type 1
class D coated, knuckled top and bottom or twist top/knuckle bottom conforming to the appropriate requirements of AASHTO M181.
B.Terminal, corner, and gate posts – AASHTO M181, Type I or Type II, Grade 1 or 2. Provide
consistent coating type within a single fence installation.
C.Line posts – AASHTO M181, Type I or Type II, Grade 1 or 2. Provide consistent coating type within
a single fence installation.
D.Top rail – AASHTO M181, Type I or Type II, Grade 1 or 2. Provide consistent coating type within a
single fence installation.
E.Outriggers – AASHTO M181.
F.Barbed wire – Use galvanized steel for barbed wire conforming to the requirements of AASHTO
M280 and consisting of two -strand #12 1/2 -gage wire with tightly wrapped, sharp, four -point barbs formed of #14 -gage wire spaced evenly at 5 -inch intervals or less. Use AASHTO M280 Type Z, Class 3 for galvanizing.
G.Tension wire – AASHTO M181, Type 1, Class 1.
H.Brace band for tension wire – AASHTO M181.
I.Stretcher bar – AASHTO M181.
Source: Delaware Standard Specifications for Road and Bridge Construction, 2025 Edition. Pages 712–725 of 779.