1.0 Rolled Erosion Control Products (RECP)

This Supplemental Specification replaces sections 815.1.1.1, 815.2.1, 815.4.2, 815.5, and 815.6 for Rolled Erosion Control Products in the South Carolina Department of Transportation Standard Specifications for Highway Construction, 2007 Edition. This Supplemental Specification shall be considered the latest version of SC-M-815-9 as of April 1, 2016.

1.1 Description

1.1.1 Temporary Erosion Control Blankets (ECB)

Temporary erosion control blankets are designated on the Plans or by the Resident Construction Engineer (RCE). The following criteria are followed to select the type of temporary erosion control blanket utilized.

• Install temporary erosion control blankets on slopes 2.0H:1V or flatter only. For slopes greater than

2.0H:1V use turf reinforcement matting (TRM).

• Install temporary erosion control blankets in channels or concentrated flow areas with a maximum calculated design shear stress less than or equal to 1.75 lb/ft2. For channels and concentrated flow areas with design shear stresses greater than 1.75 lb/ft2 use turf reinforcement matting (TRM).

1.1.2 Turf Reinforcement Matting (TRM)

Use turf reinforcement matting (TRMs) in hydraulic applications, such as high flow ditches and channels, steep slopes, stream banks, and shorelines, where erosive forces may exceed the limits of natural, unreinforced vegetation or in areas where limited vegetation establishment is anticipated.

Turf reinforcement matting is designated on the Plans or by the Resident Construction Engineer (RCE).

The following criteria are followed to select the type of TRM utilized.

• Install a TRM Type 1 on slopes 2.0H:1V or flatter or in channels where the calculated design shear stress is 4.0 lb/ft2 or less.

• Install a TRM Type 2 on slopes 1.5H:1V or flatter or in channels where the calculated design shear stress is 8.0 lb/ft2 or less.

• Install a TRM Type 3 on slopes 1.0H:1V or flatter or in channels where the calculated design shear stress is up to 12.0 lb/ft2.

1.2 Materials

1.2.1 Temporary Erosion Control Blankets (ECB)

Provide erosion control and facilitate vegetation establishment with temporary erosion control blankets (ECBs) composed of processed degradable natural and/or polymer fibers mechanically bound together between synthetic or natural fiber nettings. Do not use single netted straw blankets or single netted straw blend blankets under this specification.

Provide temporary erosion control blankets with properties derived from quality control testing listed in the American Association of State Highway and Transportation Officials (AASHTO) National Transportation

Supplemental Technical Specification for

ROLLED EROSION CONTROL PRODUCTS (RECP)

SCDOT Designation: SC-M-815-9 (07/17)

Product Evaluation Program (NTPEP) for Erosion Control Products (ECP) and conforming to the performance and physical requirements shown in Table 1.

Table 1: Minimum Requirements for Temporary Erosion Control Blankets

Property Test Method Temporary ECB

Functional Longevity4 SCDOT Testing Methods Up to 12 months

Maximum Slope Application Observed 2.0H:1V

Vegetation Establishment ECTC Method #4 or ASTM D7322 200% min

Cover Factor1 ASTM D6459 C ≤ 0.05

Tensile Strength2 ASTM D6818 75 lb/ft

Shear Stress3 ASTM D6460 ≥ 1.75 lb/ft2

1 "C" Factor calculated as ratio of soil loss from ECB protected slope to ratio of soil loss from unprotected (control) plot in large-scale testing using ASTM D6459 on loam soil types.

2 Minimum tensile strength in the machine direction using ASTM D6818 .

3 Minimum shear stress on unvegetated temporary ECB can sustain without physical damage or excess erosion (> 0.5 in soil loss) during a 30-minute flow event in large-scale testing using ASTM D6460.

4 Functional longevity tests performed at a testing facility approved by SCDOT. Use most current functional longevity test methods established by SCDOT.

1.2.2 Turf Reinforcement Matting (TRM)

Provide turf reinforcement matting (TRM) composed of non-degradable synthetic fibers, filaments, nets, wire mesh and/or other elements, processed into a permanent, three-dimensional matrix. For TRM Types 1 and 2, the non-degradable three-dimensional matrix may be infilled with degradable materials. Use TRMs designed to impart immediate erosion protection, enhance vegetation establishment and provide long-term functionality by permanently reinforcing vegetation during and after maturation.

Provide TRMs with properties derived from quality control testing listed in the American Association of State Highway and Transportation Officials (AASHTO) National Transportation Product Evaluation Program (NTPEP) for Erosion Control Products (ECP) and conforming to the performance and physical requirements shown in Table 2.

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Table 2: Minimum Requirements for TRMs

Property Test Method Type 1 Type 2 Type 34 General May Be Supplemented with Degradable Infill

Components Observed Yes Yes No

Physical

Minimum Thickness ASTM 6525 0.25 in 0.25 in 0.25 in

Vegetation Establishment

ECTC Method #4 or ASTM D7322 200% min 200% min 200% min

UV Resistance1 ASTM D4355 80% @ 1000 hrs

80% @ 1000 hrs

80% @ 1000 hrs

Tensile Strength2 ASTM D6818 145 X 110 lb/ft 170 X 130 lb/ft 1,000 x 900 lb/ft

Performance

Maximum Slope Application Observed 2.0H:1V 1.5H:1V 1.0H:1V

Shear Stress3 ASTM D 6460 ≥ 4.0 ≥ 8.0 ≥ 12.0

1 Tensile strength retained of structural components after exposure.

2 Minimum tensile strength in both machine and cross machine directions, under dry or saturated conditions using

ASTM D6818.

3 Minimum shear stress a fully vegetated TRM can sustain without physical damage or excess erosion ( > 0.5 in soil loss) during a 30-minute flow event in large-scale testing using ASTM D6460.

4 Use a TRM Type 3 with a minimum tensile strength of 2,100 X 1,800 lb/ft when field conditions exist with high loading and/or high survivability requirements as the result of maintenance, structural backfills protecting critical structures, utility cuts, potential traffic areas, abrasion, and higher factors of safety and/or general durability concerns.

1.2.3 Quality Assurance

Provide RECPs listed on the most recent edition of SCDOT Qualified Product List 55 and 56 in the appropriate category. RECP acceptance is granted based on the manufacturers’ certification and testing with the American Association of State Highway and Transportation Officials (AASHTO) National Transportation Product Evaluation Program (NTPEP) for Erosion Control Products (ECP).

At the time of delivery, provide the RCE with the RECP packing list containing complete identification, including but not limited to the following:

• Manufacturer name and location,

• Manufacturer telephone number and fax number,

• Manufacturer’s e-mail address and web address, and

• RECP name, model and/or serial number.

• Certification that the specific RECP meets the physical and performance criteria of this specification.

Provide the RCE NTPEP certification signed by a responsible representative of the RECP manufacturer within 24 hours of each RECP truckload shipment of material to the construction site.

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1.3 Construction Requirements

1.3.1 Site Preparation

Grade areas to be treated with RECPs and compact as indicated or as directed by the Engineer or Manufacturer’s Representative.

Remove large rocks, soil clods, vegetation, and other sharp objects that could keep the RECP from intimate contact with subgrade.

Prepare seedbed by loosening the top 2 to 3 inches of soil above final grade.

Add seed, lime, and fertilizer as outlined in SCDOT Supplemental Specification for Seeding SCDOT (SC- M-810-4) or latest revision.

1.3.2 General Installation

Always follow the specific manufacturer’s installation procedures included with each RECP. If requested by the RCE, arrange for a manufacturer’s representative to be on-site to oversee and approve the initial installation of the RECP. Provide a letter from the manufacturer approving the installation when requested by the RCE.

The maximum allowable continuous slope length for Temporary ECB slope applications is 50 feet. Provide slope interruption devices for continuous slope length longer than 50 feet. At the discretion of the RCE, use slope interruption devices on slope lengths less than 50 feet when slope erosion is observed. Refer to SCDOT Supplemental Specification for Inlet Structure Filters Type F – Non Weighted (SC-M-815-8) or latest revision for slope interruption device description, materials, and construction requirements.

Install the RECP at the elevation and the alignment indicated on the plans.

Use anchors (stakes, pins, or staples) with a minimum length of 6 inches to secure temporary erosion control blankets. Use 12 inch anchors for specific erosion control blankets in sandy, loose, or wet soils or as directed by the RCE or manufacturer’s representative.

Use anchors (stakes, pins, or staples) with a minimum length of 6-inches to secure permanent TRMs. Use longer anchors for specific TRM installation in sandy, loose, or wet soils, or as directed by the RCE or manufacturer’s representative.

Use Table 3 to determine minimum anchoring frequency. Refer to the manufacturer’s recommendation for additional information. Install anchors at the manufacturer’s rate if it is greater than the minimum values listed in Table 3 to ensure the manufacturers warranty is not violated.

Table 3: RECP Anchoring Requirements

Slope Grade Anchoring Frequency Up to 3H:1V 1.5 anchor/square yard

3H:1V to 2H:1V 2.0 anchors/square yard

2H:1V to 1H:1V 3.5anchors/square yard

Steeper than 1H:1V and Channel Bottoms 4.0 anchors/square yard

Obtain RCE and manufacturer’s representative approval before execution of alternate installation methods to those specified herein.

1.3.3 Slope Installation

At the top of the slope construct a 6 inch (deep) x 12 inch (wide) anchor trench to inhibit undermining from stray surface water. Extend the upslope terminal end of the RECP 30 inches past the anchor trench.

Use anchors to fasten the RECP material into the upslope anchor trench on 12 inch centers. Backfill the trench with soil and compact. Apply seed to the backfilled soil surface and cover with the remaining 12 inches of the RECP terminal end. Anchor the terminal end down slope of the anchor trench on 12 inch centers.

Securely fasten all RECP materials to the soil by installing anchors at a minimum rate of 1.5 anchors per square yard. Select anchors that have sufficient ground penetration to resist pullout. Increase the anchoring frequency if the RCE or manufacturer’s representative determines it necessary due to site conditions (i.e., loose or wet soils).

Unroll the RECP parallel to the primary direction of water flow and place in direct contact with the soil surface. Do not stretch or allow the material to bridge over surface inconsistencies. Overlap the edges of adjacent (vertically down the slope) RECPs a minimum of 3-inches with the upslope roll overlapping on top of the down slope roll in shingle style.

Overlap the edges of parallel (horizontal across the slope) blankets 3 to 6 inches depending on the type of RECP used.

1.3.4 Channel Installation

Excavate anchor trenches or install anchor check slots perpendicular to the flow direction across the entire width of the channel at 30-foot maximum intervals and at the terminal end of the channel reach.

Construct a 6 inch (deep) x 12 inch (wide) beginning anchor trench. Extend the downstream end of the RECP 30-inches past the anchor trench and use the slack RECP material to cover the backfilled soil. Fasten the RECP material into the anchor trench on 12 inch centers.

Excavate 6-inch x 6-inch check slots at a maximum of every 30 feet along the length of the channel.

An alternative installation for checks slots is a double row of anchors. For anchor check slot applications, place two rows of anchors 4-inches apart and install each row of anchors on 12-inch centers. Drive all anchors flush with the soil surface.

Beginning at the downstream end in the center of the channel, place the initial end of the first RECP in the anchor trench and secure it with ground anchor devices at 12 inch intervals.

Position adjacent rolls in the anchor trench in the same manner, overlapping the proceeding roll a minimum of 3 inches. Secure the RECP at 12 inch intervals along the anchor trench, backfill and compact with specified soil or as directed by the RCE or manufacturer’s representative.

Unroll the center strip of RECP upstream over compacted trench. Stop at the next check slot or terminal anchor trench. Unroll adjacent rolls of RECP upstream in similar fashion, maintaining a 3 inch overlap.

Fold and secure the RECP snugly into transverse check slots. Lay material in bottom of the slot, and then fold the material back against itself as indicated. Anchor through both layers of RECP at 12 inch intervals.

Backfill with soil and compact. Continue unrolling the RECP widths upstream over compacted slot to next check slot or terminal anchor trench.

Secure RECP to the channel bottom with anchors at a frequency of 2.5 anchors per square yard. Select anchors that have sufficient ground penetration to resist pullout. Increase the anchoring frequency if the RCE or manufacturer’s representative deems it necessary due to site conditions (i.e., loose or wet soils).

Cut longitudinal anchor slots 4 inches x 4 inches at the top of each slope. Fasten the RECP material into the longitudinal anchor slots on 12 inch centers.

1.3.5 Delivery, Storage, and Handling

Follow the requirements of ASTM D4873 for RECP labeling, shipment and storage. Ensure that product labels clearly show the RECP manufacturer name, supplier name (if applicable), style or product name, and roll (item) number. Include with each shipping document a notation certifying that the material is in accordance with the manufacturer’s certificate.

Wrap each RECP roll with a material that protects the RECP from damage due to shipment, water, sunlight, and contaminants. Maintain the protective wrapping during shipment and storage.

During storage, elevate the RECP rolls off the ground and adequately cover to protect them from the following:

• Site construction damage,

• Extended exposure to ultraviolet (UV) radiation,

• Precipitation,

• Chemicals that are strong acids or strong bases,

• Flames,

• Sparks,

• Temperatures in excess of 160o F , and

• Other environmental conditions that can damage the physical properties RECPs.

1.3.6 Inspection and Maintenance of RECPs

Check areas protected by RECPs for dislocation or failure every seven 7 calendar days.

Ensure the pinning or stapling pattern is consistent with that shown on the manufacturer’s installation sheet.

If there is evidence that the RECP is not securely fastened to the soil, install extra pins or staples to inhibit the RECP from becoming dislodged.

Inspect regularly until grass or vegetation is firmly established.

Repair all damaged areas immediately by restoring the soil on slopes or channels to its finished grade, re-apply fertilizer and seed, and replacing the appropriate RECP material as needed.

1.3.7 Acceptance

Obtain RCE acceptance and approval for RECP installations. When requested by the RCE, ensure that a manufacturer’s representative is on-site to oversee and approve the initial RECP installation. Obtain a letter from the manufacturer approving the installation when requested by the RCE.

1.4 Measurement

The quantity of the pay item Temporary Erosion Control Blanket (ECB) and Turf Reinforcement Matting (TRM) Type (1,2,or 3) is the actual surface area covered by the rolled erosion control product and is measured by the square yard (SY) unit of material in-place, complete and accepted. Seams, overlaps, anchor trenches, and wastage are not measured. Products damaged by the Contractor’s operations are not included in the measurement,

1.5 Payment

Payment for Temporary Erosion Control Blanket (ECB) Class and Turf Reinforcement Matting (TRM) Type (1,2, or 3) is full compensation for installing the ECB or TRM as specified or as directed and includes furnishing, placing, maintaining and inspecting the RECP; providing anchor devices and trenches, quality control testing; and all other materials, labor, equipment, tools, supplies, transportation, and incidentals necessary to fulfill the requirements of the pay item in accordance with the Plans, Specifications, and other terms of the Contract.

Bid item numbers and descriptions are shown in Table 4.

Table 4: Bid Item Number

Bid Item Number Description Units

8151151 Turf Reinforcement Matting (TRM) Type 1 SY

8151152 Turf Reinforcement Matting (TRM) Type 2 SY

8151153 Turf Reinforcement Matting (TRM) Type 3 SY

8151150 Temporary Erosion Control Blanket (ECB) SY

8152006 Inlet Structure Filter Type F - Non-Weighted (Slope Interruption Devices) LF

Supplemental Technical Specification for

Flowable Fill

SCDOT Designation: SC-M-210 (06/11)

1. SCOPE

1.1. This work consists of furnishing flowable fill as an alternate to compacted soil as approved by the Resident Engineer. Applications for this material include beddings, encasements, and closures for tanks and pipe, and general backfill for trenches and abutments.

2. REFERENCED DOCUMENTS

2.1. SCDOT Standard Specification Section 210

2.2. SCDOT Standard Specifications Division 700

2.3. SCDOT Qualified Product Lists 1, 3, 5, 6, 28, and 31.

3. SUBMITTALS

3.1. Provide mix designs for review to the Structural Materials Engineer at the Office of

Materials and Research (OMR) at least 14 days prior to need. Provide copies of mix designs being submitted for review to the Resident Engineer.

4. MATERIALS

4.1. Use materials that meet the requirements of Division 700 of the Standard Specifications with the following exceptions:

4.1.1. Fine Aggregate – Any clean fine aggregate from an SCDOT-approved source, as shown on Qualified Product List 1, with 100% passing a 3/8 sieve and no more than 15% passing a No. 200 sieve may be used. Other fine aggregate gradations requirements are waived.

4.1.2. Air Entraining Admixtures – High air generators or foaming agents as shown on Qualified

Product List 31 may be used. Admixtures as given on Qualified Product List 5 are also approved for use in flowable fill.

5. DELIVERY, STORAGE, AND HANDLING

5.1. All delivery, storage, and handling requirements are as given in Division 700, except that the revolution counter requirements are waived. Deliver flowable fill using concrete construction equipment. Place flowable fill by chute, pumping, or other methods approved by the Resident Engineer. When placing through water, tremie flowable fill.

6. MIX DESIGN

6.1. Flowable fill will consist of a mixture of Portland cement, fly ash, fine aggregate, air entraining admixture, and water. Flowable fill is intended to contain a low cementitious content for reduced strength development.

6.2. Flowable fill is available in either Excavatable or Non-Excavatable proportions as specified by the Resident Engineer. The following table lists mix design proportion ranges for both types of flowable fill.

Table 1 – Mix Designs for Flowable Fill

Excavatable Non-Excavatable

Air Entrained Non-Air

Entrained

Type 1 Portland Cement* 50-100 lbs/yd ** 20-40 lbs/yd

75-150 lbs/yd

Fly Ash 0-600 lbs/yd

250-600 lbs/yd

150-600 lbs/yd

Water See Note 1. See Note 1. See Note 1.

Air*** 15-35% Not applicable 5-20%

28-day Compressive Strength***

150 psi Maximum 150 psi Maximum 150 psi Minimum

Unit Weight (Wet)*** 90-100 lbs/ft

Not applicable 100-125 lbs/ft

Note 1. – Select water content as necessary to produce a consistency that will result in a flowable, self-leveling product at the time of placement.

*Other types of Portland cement meeting the requirements of Division 700 may be used with prior approval of the Structural Materials Engineer.

**When using less than 75 lbs/yd of Portland cement, the combined quantity of Portland cement and fly ash must be at least 100 lbs/yd

***The requirements for air, 28-day compressive strength, and unit weight are for laboratory design only and are not jobsite acceptance requirements.

6.3. When low density flowable fill is specified, use an approved high air generator or foaming agent as given in Qualified Product List 31 and the following mix proportions:

Table 2 – Mix Designs for Low Density Flowable Fill

Type 1 Portland Cement* 60 lbs/yd Minimum

Air** 20-40%

28-day Compressive Strength** 50 to 145 psi

Unit Weight (Wet)** Less than 90 lbs/ft

*Other types of Portland cement meeting the requirements of Division 700 may be used with prior approval of the Structural Materials Engineer.

**The requirements for air, 28-day compressive strength, and unit weight are for laboratory design only and are not jobsite acceptance requirements.

Because of its high air content, the ability to pump low density flowable fill while maintaining the required air content is limited. Ensure that the flowable fill supplier is aware of any planned pumping of this material well in advance of placement.

6.4. Flowable fill may also be specified as Rapid Set (RS) or Normal Set (NS). A minimum compressive strength of 35 psi is required at 16 hours for Type RS or at 48 hours for Type NS when cured under standard laboratory conditions. Report the laboratory compressive strength at these times as part of the mix design submittal.

7. ACCEPTANCE

7.1. Prior to construction, the Structural Materials Engineer at OMR must have appropriately reviewed the mix design.

7.2. Furnish a delivery ticket to the Resident Engineer for each load of flowable fill delivered to the work. Ensure that each ticket contains the following information:

Project designation

Date

Time

Class and quantity of flowable fill

Quantity of water withheld

Supplemental Technical Specification for

Material Properties for Asphalt Mixtures

SCDOT Designation: SC-M-402 (January 1, 2018)

1. SCOPE

1.1 Use the following specifications for preparing, constructing, and accepting Hot-Mix

Asphalt (HMA) material properties. NOTE: Refer to the Standard Specifications, Division 300 for HMA Base Courses and Division 400 for HMA Surface and Intermediate Courses for additional properties and specifications that are not included here.

2. REFERENCED DOCUMENTS

2.1 SCDOT Standard Specifications

2.1.1 Division 300, Division 400, SC-M-407

2.2 AASHTO Standards

2.2.1 T85, T96, T104, T-312, T335, T340

2.3 SCDOT Test Methods

2.3.1 SC-T-77, SC-T-102

3. REQUIREMENTS FOR MIXTURES

3.1 Requirements for all HMA mixtures.

3.1.1 Have no more than 10% flat and elongated particles based on a 5:1 ratio based on

SC-T-77.

3.1.2 Determine coarse aggregate Sodium Sulfate Soundness by AASHTO T 104.

3.1.3 Determine LA Abrasion by AASHTO T 96.

3.1.4 Determine Absorption by AASHTO T 85.

3.1.5 The composition limits are master ranges of tolerances. Conform to a closer control meeting the tolerance requirements as specified in Section 401.2.3.3.

3.1.6 VMA requirements for Surface and Intermediate Courses:

Nominal Max. Aggregate Size Minimum, % 3/4" 13.5 1/2" 14.5 3/8" 15.5 No. 4 17.5

3.1.7 Use hydrated lime as an asphalt anti-stripping additive (ASA) in all mixes unless otherwise permitted in the following tables.

3.2 If crushed stone is required in the following tables, use crushed coarse aggregate meeting the following requirements:

3.2.1 Have 2 or more freshly mechanically-induced fractured faces meeting the percentage stated in each table based on count of the material retained on the No. 4 sieve as determined by AASHTO T-335.

3.3 Ensure rutting susceptibility is checked based on mix type as determined by AASHTO

T340.

3.4 Ensure the Recycled Asphalt Pavement (RAP) conforms to Supplemental Technical

Specification SC-M 407.

3.5 D/A Ratio requirements for Surface and Intermediate Courses:

D/A Ratio

Mix Design Requirement (Washed Gradation)

Field Requirement (Dry Gradation)

SC-T-102

Range Limits 0.60 -1.20 0.40-1.00

3.2 Summary of Surface Course Requirements – Design Requirements*

Designation Type A Type B Type C Type D Type E

System Application Interstate Intersections

High Volume Primary

High Volume Secondary

Low Volume Secondary Seal Course

Gradation Requirements 1” ---- ---- ---- ¾” 100.0 100.0 100.0 100.0 ---- ½” 95.0 –100.0 95.0 –100.0 97.0 – 100.0 97.0 – 100.0 ----

3/8” 76.0 –100.0 76.0 –100.0 83.0 – 100.0 90.0 – 100.0 100.0 No. 4 52.0 – 75.0 52.0 – 75.0 58.0 – 80.0 70.0 – 95.0 90.0 – 100.0 No. 8 36.0 – 56.0 36.0 – 56.0 42.0 – 62.0 50.0 – 82.0 70.0 – 100.0

No. 30 16.0 – 36.0 16.0 – 36.0 20.0 – 40.0 20.0 – 50.0 36.0 – 70.0 No. 100 5.0 – 18.0 5.0 – 18.0 5.0 – 20.0 6.0 – 20.0 4.0 – 28.0 No. 200 2.00 – 8.00 2.00 – 8.00 2.00 – 9.00 2.00 – 10.00 2.00 – 10.00

Required Design Criteria

Gyrations 75 75 50 50 50

Binder Limits, % 4.8 - 6.0* 4.8 - 6.0* 5.0 - 6.8* 5.0 - 6.8* 6.0 - 7.0*

Binder Grade PG 76-22 PG 64-22 PG 64-22 PG 64-22 PG 64-22

Air Voids, % 3.0 – 4.0 3.0 – 4.0 3.5 – 4.5 4.0 – 9.0 NR

VFA, % 70.0 – 80.0 70.0 – 80.0 70.0 – 77.0 60.0 – 70.0 NR

Design D/A Ratio 0.60 - 1.20 0.60 - 1.20 0.60 - 1.20 0.60 - 1.20 NR Min. Stability

150mm x 95mm (lbs.) 2500

ITS Testing Required? Yes Yes Yes No No Rutting Susceptibility

(max mm) 3.0 5.0 NR NR NR

Liquid ASA Permitted No Yes Yes Yes Yes

Required Aggregate Criteria

Local Sand Allowed? No No Yes Yes No

Crushed Coarse Aggr.

Required?

(% fractured faces)

Yes (90% min)

Yes (90% min)

Yes (70% min) No NR

Coarse Aggr. Max. % Passing No.200 1.50 1.50 1.50 1.50 NR

LA Abrasion (B), max % 55.0 55.0 60.0 60.0 60.0

Sodium Sulfate Soundness, max % 15.0 15.0 15.0 NR NR

Crusher Run / Asphalt Sand Allowed? No No Yes

(25% max) Yes

(50% max) No

Absorption, max. % 1.5 1.5 1.5 NR 1.5

Limestone Allowed?

(CA / Screenings) No / No No / Yes No / Yes Yes / Yes No

Slag Allowed? No No Yes Yes No

RAP Yes Yes Yes Yes Yes (-4)

*Asphalt binder content may be increased based on percentage of aged binder in the mixture by OMR. AV and VFA limits will be allowed to extend outside of design ranges above once binder content is adjusted by OMR to assist with coating and provide additional cracking resistance.

3.3 Summary of HMA Intermediate Course Requirements – Design Requirements*

*Asphalt binder content may be increased based on percentage of aged binder in the mixture by OMR. AV and VFA limits will be allowed to extend outside of design ranges above once binder content is adjusted by OMR to assist with coating and provide additional cracking resistance.

** - Chemical process only

HMA Intermediate Courses Designation Type A Type B Type B Special Type C

System Application New Construction

Interstates High Volume Primary

FDP

Rehabilitation Repairs Interstates

High Volume Primary

FDP

Low Volume Primary Secondary

Build up

FDP

Gradation Requirements 1” 100.0 100 100.0 100.0 ¾” 90.0 – 100.0 98.0 - 100.0 98.0 - 100.0 90.0 – 100.0 ½” 75.0 – 90.0 90.0 – 100.0 90.0 – 100.0 80.0 – 95.0

3/8” 64.0 – 80.0 72.0 – 90.0 72.0 – 90.0 68.0 – 87.0 No. 4 38.0 – 54.0 44.0 – 62.0 44.0 – 62.0 45.0 – 68.0 No. 8 22.0 – 36.0 23.0 – 43.0 23.0 – 43.0 30.0 – 46.0

No. 30 8.0 – 22.0 10.0 – 25.0 10.0 – 25.0 12.0 – 29.0 No. 100 3.0 – 10.0 4.0 – 12.0 4.0 – 12.0 4.0 – 13.0 No. 200 2.00 – 8.00 2.00 – 8.00 2.00 – 8.00 2.00 – 8.00

Required Design Criteria

Gyrations 75 75 75 50

Binder Limits, % 4.0 – 5.5* 4.5 – 6.0* 4.5 - 6.0* 4.0 - 6.0* Binder Grade PG 64-22 PG 64-22 PG 64-22 PG 64-22 Air Voids, % 3.2 - 4.0 3.2 - 4.0 2.5 – 3.0 3.5 - 4.5

VFA, % 70.0 – 78.0 70.0 – 78.0 70.0 – 85.0 70.0 – 77.0

Design D/A Ratio 0.60 - 1.20 0.60 - 1.20 0.60 - 1.20 0.60 - 1.20

Min. Stability (lbs.) No Requirement (NR)

ITS Testing Required? Yes Yes Yes Yes Rutting Susceptibility

(max mm) 3.0 5.0 5.0 NR

Liquid ASA Permitted? Yes Yes Yes Yes

WMA Required?** No No Yes No

Required Aggregate Criteria

Local Sand Allowed? No No No Yes Crushed Coarse

Aggregate Required?

(% fractured faces)

Yes (90% min.) Yes (90% min.) Yes (90% min.) No

Coarse Aggr. – max. % Passing No. 200 1.5 1.5 1.5 NR

LA Abrasion (B), max. % 55.0 55.0 55.0 60.0

Sodium Sulfate Soundness, max % No Requirement (NR)

Crusher Run / Asphalt Sand Allowed? No No No Yes (50% max)

Absorption, max. % 1.5 1.5 1.5 NR Limestone Allowed?

(CA / Screenings) No / No No / Yes No / Yes Yes / Yes

Slag Allowed? Yes Yes Yes Yes

RAP Yes Yes Yes Yes

3.4 Summary of HMA Base Course Requirements

HMA Base Courses

Designation Type A Type B Type C Type D Shoulder Widening

System Application Interstates Primary Secondary Specialty Specialty Specialty

Gradation Requirements 1 ½” 100.0 100.0 ---- ---- 100.0

1” 85.0 - 100.0 85.0 - 100.0 ---- ---- 80.0 - 100.0 ½” 60.0 - 80.0 60.0 - 80.0 ---- ---- 75.0 - 92.0

3/8” ---- ---- 100.0 ---- No. 4 40.0 - 55.0 40.0 - 55.0 90.0 – 100.0 ---- 45.0 - 65.0 No. 8 30.0 - 45.0 30.0 - 45.0 70.0 – 100.0 ---- 35.0 - 55.0

No. 30 ---- ---- 36.0 – 70.0 ---- No. 100 ---- ---- 4.0 – 28.0 ---- No. 200 ---- ---- 2.00 – 10.00 ----

Required Design Criteria

Gyrations ---- ---- 50 50 ----

Binder Limits, % 4.0 - 5.5 4.0 - 5.5 4.3 - 5.7 3.8 - 5.2 3.8-5.2

Binder Grade PG 64-22 PG 64-22 PG 64-22 PG 64-22 PG 64-22

Min. Stability, lbs. NR NR 2500 1500 NR ITS Testing Required? No Requirement (NR)

Rutting Susceptibility (max mm) No Requirement (NR)

Liquid ASA Permitted Yes Yes Yes Yes Yes

Required Aggregate Criteria

Local Sand Allowed? No Yes No Yes Yes

Crushed Coarse Aggregate Required?

(% fractured faces)

Yes (90% min) No No No No

LA Abrasion (B), max. % 60.0 60.0 60.0 60.0 60.0

Sodium Sulfate Soundness, max % No Requirement (NR)

Crusher Run / Asphalt Sand

Allowed?

Yes (50% max) Yes (50% max) No No

Yes

Absorption, max. % No Requirement (NR)

Limestone Allowed?

(CA / Screenings) Yes / Yes Yes / Yes Yes / Yes Yes / Yes Yes / Yes

Slag Allowed? Yes Yes Yes Yes Yes

RAP Yes Yes Yes (-4) Yes (-4) Yes

Supplemental Technical Specification for January 1, 2021

PERMANENT PIPE CULVERTS

SCDOT Designation SC-M-714

Reinforced Concrete (RCP), Corrugated Aluminum Alloy (CAAP), Spiral Ribbed

Aluminum (SRAP) & High Density Polyethylene Pipe (HDPE) Pipe Culverts

714.1 Description

This specification establishes requirements for the materials, construction, measurement, and payment for furnishing reinforced concrete pipe culverts (RCP) corrugated aluminum alloy pipes and pipe arches (CAAP), spiral ribbed aluminum pipe (SRAP), and high density polyethylene pipe culvert (HDPE) of the size, shape, type, and dimensions indicated on the plans and installing them to provide drainage structures at places designated on the plans or by the RCE in accordance with these specifications and true to the lines and grades shown on the plans or otherwise given by the RCE. This work includes the furnishing and installing of necessary tee, wye, elbow, and bend joints, and making connections to existing and/or new structures, including drilling and chipping as is necessary to complete the work.

714.1.1 Pipe Culvert Type Selection

Flexible pipe culverts are prohibited from use on all Interstate and SCDOT Evacuation

Routes. Use only rigid pipe culverts for all Interstate and SCDOT Evacuation Routes statewide. SCDOT Evacuation Routes are available on the Department’s website at www.scdot.org. See table below:

Permanent Pipe Culvert Material Selection Criteria For Drainage Pipe

Pipe Material Type Pipe Type Non-Interstate

Routes

Interstate

Routes

SCDOT

Evacuation

Routes

Reinforced Concrete (RCP) Rigid Yes Yes Yes

Spiral Ribbed Aluminum (SRAP) Flexible Yes No No

Corrugated Aluminum Alloy (CAAP) Flexible Yes No No

High Density Polyethylene (HDPE) Flexible Yes No No

714.2 Materials

Use only materials specified herein for the several items that constitute the finished pipe culverts.

http://www.scdot.org/ HarringtKG Stamp

714.2.1 RCP Materials

Use only RCP from a qualified manufacturer as indicated on SCDOT Qualified Product

List 69. Use only joint sealant specified on SCDOT Qualified Product List 69 with the pipe supplied.

On occasion, the OMR may accept RCP that is not stamped, provided certified tests results are submitted for review for each class and size of RCP to include but is not limited to the results from the three edge bearing test for hairline crack (0.01 inch) and the ultimate strength of RCP. All testing will be in accordance to the latest applicable

SCDOT and AASHTO specifications.

Use circular RCP conforming to the applicable requirements of AASHTO M 170 for the specified diameters, shapes, types, and strength classes except for the modifications stated herein and on SCDOT Standard Drawings. Provide the RCE with certification that pipe meets the requirements of AASHTO M 170. When a strength class is not specified in the plans, refer to standard drawing 714-205-01 for allowable fill heights, or provide structural calculations signed by a Professional Engineer that is licensed in South

Carolina following the appropriate criteria outlined in SCDOT Preconstruction Design

Memorandum-05. Furnish pipe in manufactured lengths from 4 to 12 feet.

Ensure circular pipe meet or exceed the reinforcement requirements of AASHTO M 170.

Install standard AASHTO M 170 reinforced pipe within minimum and maximum fill heights shown on SCDOT Standard Drawings.

Ensure that Portland cement conforms to the requirements of SCDOT Standard

Specifications Section 701.

The manufacturer may use fly ash and water-granulated blast-furnace slag in accordance with the following requirements:

1. Fly ash meets AASHTO M 295 for Type F or C with a maximum Na2O of 1.5%.

Water-granulated blast-furnace slag meets the requirements of AASHTO M 302, Grade 100 or better.

2. Cement may be replaced by fly ash or water-granulated blast-furnace slag in accordance with AASHTO M 170.

3. Fly ash is allowed only from sources listed on the latest edition of SCDOT

Qualified Product List 3. Slag is allowed only from sources listed on the latest edition of SCDOT Qualified Product List 6. Certified mill test reports are furnished with each shipment to verify compliance requirements.

4. The manufacturer provides a qualified OMR mix design in advance of batching.

The submittal indicates the amount of cement removed and the material replacing it.

5. Storage bins, conveying devices and weighing equipment and procedures to ensure accurate batching provided for each material (fly ash or slag) used.

Use only circular reinforcement as listed in AASHTO M 170 for standard pipe. Make certain that steel reinforcement conforms to the requirements of AASHTO M 336 for wire reinforcement as applicable. Use only steel that conforms to the parameters used in the pipe structural calculations supplied for SCDOT Standard Drawings. For custom pipe requiring deformed billet steel, use circular reinforcement that conforms to AASHTO M

31, Type W (ASTM A 706 Grade 60). Ensure that steel conforming to AASHTO M 31, Type W comes from a source listed on SCDOT Qualified Product List 60.

Ensure that Rubber Gasket Joint Material meets the requirements of ASTM C 443.

Ensure that Preformed Flexible Joint Sealant meets the requirements of ASTM C 990.

Use only gasket sources that appear on SCDOT Qualified Product List 69 with the supplied pipe. Obtain qualification by furnishing the OMR a certified affidavit with test results made in a recognized laboratory confirming that the material meets ASTM C 990 for preformed flexible joint sealant and ASTM C 443 for rubber gaskets, along with complete instructions for installation of the material.

Make certain water meets the requirements of SCDOT Standard Specifications Section

701.

When lift holes or lugs are required in pipe, follow OSHA guidelines for handling pipe, and manufacturer guidelines for plugging lift holes after installation.

For custom pipe, when noncircular (elliptical, shear stirrups, etc.) reinforcement is used,

1. Stabilize reinforcement by satisfactory means to ensure that it does not shift or rotate during the manufacturing process

2. Provide a stencil on the inside and outside shell indicating “CUSTOM PIPE NON

CIRCULAR REINFORCEMENT TOP OF PIPE” and a mark “X” indicating exact top of pipe.

3. Provide structural calculations signed by a Professional Engineer that is licensed in South Carolina following the appropriate criteria outlined in SCDOT

Preconstruction Design Memorandum-05 for custom pipe with non-circular reinforcement.

4. Provide to RCE and follow manufacturer guidelines for proper handling and installation instructions. Use installation procedure and materials that meet or exceed the limitations of this specification.

714.2.2 CAAP and SRAP Materials

Use only materials specified herein for the several items that constitute the finished pipe culvert. Use pipe supplied with joint sealant material and manufactured at a facility listed on Qualified Product List 68.

Provide corrugated aluminum alloy pipe, pipe-arch, and spiral ribbed aluminum pipe conforming to AASHTO M 196. Provide the RCE certification that the pipe meets the requirements of AASHTO M 196. Ensure that the thickness of the pipe is in accordance with the plans.

Use aluminum alloy sheets or coils that have been marked and conform to AASHTO M

197. Use permanent sheet markings which identify the name or trademark of sheet manufacturer; alloy and temper; specified thickness or gage; date of manufacture by a six-digit number indicating in order the year, month, and day of the month; and designation number AASHTO M 197.

Use a permanent sheet marking method to mark pipe with pipe fabrication information.

Mark fabricated pipe with name or trademark of pipe fabricator, date of fabrication of pipe by a six-digit number indicating in order the year, month, and day of the month, designation number AASHTO M 196. Align identifying markings with the direction of corrugation and spaced in accordance with ASTM B 666.

Mark fittings with the manufacturer’s identification symbol and specification designation

AASHTO M 196.

714.2.3 HDPE Materials

Provide corrugated high density polyethylene pipe culvert conforming to the requirements of AASHTO M 294, Type S, as required. Use pipe supplied with joint sealant material and manufactured at a facility listed on Qualified Product List 30.

For AASHTO M 294, Type S pipe, provide pipe with an outer corrugated high density pipe wall and a smooth inner liner. Use only AASHTO M 294, Type S pipe in permanent applications.

Use only materials from sources complying with the SCDOT Qualified Product Policy

30 and appearing on the SCDOT Qualified Product List 30. Pipe facilities listed on

Qualified Product List 30 are considered to be in compliance with M 294 and will be listed as Compliant-V for facilities qualified to supply pipe produced with only virgin materials or Compliant-VR for facilities qualified to supply pipe containing recycled materials as well as pipe containing only virgin materials.

Ensure that the shipped pipe is plainly marked with the manufacturer's name, trademark, nominal size, specification designation AASHTO M 294V or M 294R, plant designation code, and the date of manufacture or an appropriate code. Ensure that the shipped fittings are plainly marked with the manufacturer’s identification symbol and specification designation AASHTO M 294.

714.2.4 Special Materials and Connections

If special designed pipe is required (beyond the fill height limits of the SCDOT Standard

Drawings), have the manufacturer submit a design to the OMR that meets or exceeds the loading criteria specified on SCDOT Preconstruction Design Memorandum-05 for the design cover height for the project and the pipe material chosen.

Use tees, wyes, elbows, bends, reducers, and increasers with strength matching or exceeding the strength of the strongest pipe being connected and with the same joint profile of the connecting pipe. Use tees, wyes, elbows, bends, reducers, and increasers with joint profiles that match connected pipe.

When geotextile for drainage filtration is required, follow SCDOT Standard

Specifications Section 804 and SCDOT Standard Drawings.

714.2.5 Referenced Documents

SCDOT Standard Specifications for Highway Construction

SCDOT Supplemental Specification for Dissimilar Pipe Couplers

SCDOT Test Procedure:

SC-T-29

SCDOT Qualified Product Lists:

Qualified Product List 1

Qualified Product List 2

Qualified Product List 3

Qualified Product List 30

Qualified Product List 60

Qualified Product List 68

Qualified Product List 69

SCDOT Memorandums:

SCDOT Instructional Bulletin 2009-4

SCDOT Preconstruction Design Memorandum-05

AASHTO Standard Specifications for Transportation Materials & Methods of Sampling and Testing:

AASHTO M 31

AASHTO T 96

AASHTO T 99

AASHTO T 104

AASHTO M 145

AASHTO M 170

AASHTO M 196

AASHTO M 197

AASHTO M 198

AASHTO M 207

AASHTO M 294

AASHTO M 295

AASHTO M 302

AASHTO M 315

AASHTO M 336

ASTM Standard Specifications:

ASTM A 307

ASTM A 706

ASTM B 666

ASTM C 443

ASTM C 990

ASTM C 1479

ASTM D 1149

ASTM D 2321

ASTM D 1056

ASTM D 3212

ASTM F 477

Websites:

www.scdot.org www.osha.gov www.scosha.llronline.com www.concretepipe.org www.precast.org www.plasticpipe.org www.ntpep.org

714.3 Construction Requirements

714.3.1 Handling and Storage

Inspect pipe before it is installed. Check pipe for proper markings and for signs of damage due to fabrication or shipment. Pipe may be rejected due to improper marking, incorrect pipe class, gage, corrugation type, size, or strength. Pipe may also be rejected due to damage which may include, but is not limited to fractures or cracks passing through the wall or extending the entire length of the pipe, spalling, chips, breaks, honey-combing, cuts, gouges, de-laminations, bulges, flat areas, bubbles, dents, tears, breaks, gaps, missing or malformed corrugations, or deformations that would adversely affect the http://www.scdot.org/ http://www.osha.gov/ http://www.scosha.llronline.com/ http://www.concretepipe.org/ http://www.precast.org/ http://www.plasticpipe.org/ http://www.ntpep.org/ strength or function of the pipe. Damage to the end of the pipe including open seams

(particularly at rerolled ends) or end damage to bell or spigot, or ends that are not normal to the walls or centerline of the pipe that prevent satisfactory joint installation may also be cause for rejection. Defective or damaged joint sealant or gaskets may require replacement, but are not cause for rejection of pipe that meets the above requirements.

Handle and store pipe such that no damage occurs to the pipe. Unload the pipe at a site that is relatively flat and level, free of debris, and away from construction traffic. Stack belled RCP pipes using blocking to avoid excess loading on the bells.

For RCP pipe marked “NON CIRCULAR REINFORCEMENT TOP OF PIPE” follow manufacturer requirements for proper handling of pipe.

714.3.2 Trench for Pipe

Excavate trenches to the required grade and to a width sufficient to allow for proper jointing of the pipe and for thorough compaction of the structural backfill material under and around the pipe. Excavate the trench to a minimum width for the selected pipe type or specific site conditions as required below:

1. CAAP, SRAP, HDPE Trench Widths = 1.5 x Pipe OD + 12” or the width required to safely fit compaction equipment and personnel between the pipe and the trench walls, whichever is greater.

2. RCP Trench Width = Pipe OD + 24” or 1.33 x OD or the width required to safely fit compaction equipment and personnel between the pipe and the trench walls, whichever is greater.

3. 3 x Pipe OD (only in sections where the foundation, lower side, or trench wall improvements are required in the plans or by the RCE).

Where pipe culverts will be placed in new embankments, first construct the embankments to a height of approximately 1/2 the diameter of the pipe above the top of the designated pipe or to such height as directed by the RCE. Construct the embankment for a distance of not less than 5 times the diameter of the pipe on each side of the pipe location, after which excavate the trench in the embankment as described in this section above.

When excavating for pipe culverts, if rock, hard pan, or other unyielding foundation material is encountered, excavate the hard unyielding material below the elevation of the bottom of the pipe to accommodate the required bedding thickness.

Follow OSHA’s excavation regulations found in Subpart P of 29 CFR 1926 for safety requirements of trench excavations and protection systems. The Contractor shall employ an onsite Competent Person (as defined by SC OSHA as follows: one who is capable of identifying existing and predictable hazards in the surroundings, or working conditions which are unsanitary, hazardous, or dangerous to employees, and who has authorization to take prompt corrective measures to eliminate them. In order to be a competent person for the purpose of this standard one must have had specific training in, and be knowledgeable about, soils analysis, the use of protective systems, and the requirements of this standard) during all trenching operations. Provide the RCE with the name and contact information of the responsible Competent Person for each installation. If trench widths or wall slopes are changed due to safety requirements, backfill the trench with structural or embankment backfill equal to the level described in the Standard Drawings for Pipe Culverts.

If trench boxes (shields, etc.) are required, follow 29 CFR 1926.652, trench box manufacturer, and industry standards for trench installations not exceeding 20 feet deep.

When trench boxes are required for trenches exceeding 20 feet deep, the Contractor shall submit to the RCE designs, plans and supporting calculations for protective systems and shoring equipment sealed by a Professional Engineer that is licensed in South Carolina unless provided in the plans. When trench boxes are moved, the previously placed pipe and structural backfill shall not be disturbed. Move trench box in increments during the installation process to permit placement and compaction of structural backfill material for the full width of the trench while continuing to follow Subpart P of 29 CFR 1926

OSHA Standards. Voids that are created by movement of the trench box shall be filled and compacted with structural backfill incrementally with the movement of the trench box, as described in Subsection 714.3.7. If necessary to prevent movement, restrain the pipe using methods that do not damage the pipe.

If temporary shoring (sheet pile, timber shoring, mechanically stabilized earth, etc.) is required, the Contractor shall submit to the RCE designs, plans and supporting calculations for protective systems and shoring equipment sealed by a Professional

Engineer that is licensed in South Carolina unless provided in the plans. If temporary shoring is to be removed, if structural design allows, it shall be pulled out in vertical increments during the installation process to permit placement and compaction of fill material for the full width of the trench while continuing to follow Subpart P of 29 CFR

1926 OSHA Standards. If temporary shoring is to be left in place, provide the RCE with location and description of all buried systems for inclusion in as-built plans.

Provide for temporary diversion of water or pumping as may be necessary in order to permit dry installation of the culvert. Keep trenches free from water until pipes are joined and properly backfilled.

714.3.3 Improved Foundation for Pipe

Unless noted otherwise in the plans or by the RCE, support pipe using foundation material that meets the minimum requirements of the roadway embankment.

Use the soil boring Standard Penetration Test SPT “N” values and recommendations of

SCDOT Standard Drawings to determine if additional work is required to prepare an improved foundation. Reference SCDOT standard drawings for improved foundation requirements. Excavate deep enough to install nonwoven geotextile for drainage filtration and pipe foundation material as indicated on SCDOT Standard Drawings. If

Type B4 biaxial geogrid is used with the foundation material and geotextile for drainage filtration, the additional foundation undercut may be reduced as indicated on SCDOT

Standard Drawings. When pipe foundation material is indicated, use the same material that is used for the bedding and pipe structural backfill. Compact the pipe foundation material in accordance with methods used for pipe structural backfill. Provide trench suitable to accommodate site conditions and obstructions.

If site conditions are encountered that were not indicated in the plans, contact the design engineer of record for instructions on foundation preparation.

714.3.4 Bed for Pipe

For bedding material, use either:

1. Well graded A-1 (AASHTO M 145) soils

2. Screenings meeting A-1 (AASHTO M 145)

3. Macadam or Marine Limestone Graded aggregate base from Qualified Product

List 2

4. Materials meeting AASHTO soil classifications A-2-4

5. Uniformly graded, coarse grained A-3 (AASHTO M 145) soils

6. Uniformly graded angular stone as large as #5 stone (Class 2 wrapped, vibrated)

The same material must be used for bedding and structural backfill unless CLSM is used for structural backfill.

The materials marked as (wrapped) require geotextile wrap to control migration of fines into open voids. Other materials should be wrapped if there is a significant grain or particle size difference between the in-situ or embankment material and the bedding and structural backfill material as determined by the RCE. When wrapping is used, provide a geotextile that prevents the transmission of the smallest soil particles present in both the in-situ soil and the soil used for bedding and structural backfill. Wrap the entire bedding and backfill envelope and provide a minimum overlap of 2 feet at all geotextile splices.

For shallow installations, provide a cover of 6 inches of soil between geotextile and hot mix asphalt.

A sample of the pipe bedding material will be taken at the beginning of pipe laying operations to verify the classification of materials used for bedding and pipe structural backfill. After the initial sample is taken, the sampling frequency will be for each 1,000 foot production lot or until the source or classification of the bedding/backfill material changes. These are minimum requirements that may be increased at the RCE’s discretion.

Ensure that trenches are free of water when placing bedding.

Support the pipe by…