TECHNICAL SPECIFICATIONS

TOWN OF LEESBURG WATER POLLUTION CONTROL FACILITY

DIGESTER SLUDGE STORAGE TANK B REPLACEMENT

Town of Leesburg 25 West Market Street Leesburg, Virginia 20176

Kimley-Horn 11400 Commerce Park Dr., Suite 400 Reston, VA 20191

MAY 2026

VEL. SUBRAMANIAN

Lic. No. 047552

VEL. SUBRAMANIAN

Lic. No. 047552

VELMURUGAN

SUBRAMANIAN

5/15/2026

SECTION 00 01 00

TABLE OF CONTENTS

CONTRACT REQUIREMENTS

Section Title

00 01 00 Table of Contents

SPECIFICATIONS

DIVISION 2 – SITE CONSTRUCTION

02 41 19 DSST B Demolition

DIVISION 3 – CONCRETE

03 31 00 Cast-in-Place Concrete for Precast Post-Tensioned

Concrete Tank Base Slabs

03 37 00 Prestressed Concrete Storage Tank (AWWA D110)

03 38 00 Precast Post-Tensioned Concrete Tanks –

Circular (AWWA D115)

03 48 00 Precast Concrete - Vaults

DIVISION 8 – OPENINGS

08 31 13 Access Hatch

DIVISION 9 – FINISHES

09 97 00 Special Coatings

APPENDIX

Appendix A Terracon Geotechnical Engineering Report

(02/16/2026)

END OF SECTION

LEESBURG DSST

02 41 19-1

DSST B DEMOLITION

SECTION 02 41 19

PART 1 – GENERAL

1.1 SUMMARY

A. This section includes requirements for performing demolition activities including demolition of the existing DSST B bolted steel tank and foundation, existing piping, vaults, and appurtenances.

B. Prior to performing demolition work, Contractor shall advise the Owner. The Owner shall tag all items required for salvage.

1.2 RELATED SECTIONS

A. Section 31 00 01 – Earthwork

1.3 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. American National Standards Institute (ANSI): A10.6, Safety Requirements for Demolition Operations.

2. Occupational Safety and Health Administration (OSHA), U.S. Code of Federal Regulations (CFR) Title 29 Part 1926—Occupational Safety and Health Regulations for Construction.

3. Environmental Protection Agency (EPA), U.S. Code of Federal Regulations (CFR), Title 40:

a. Part 61—National Emission Standards for Hazardous Air Pollutants.

b. Part 82—Protection of Stratospheric Ozone.

c. Part 273—Standards for Universal Waste Management.

1.4 DEFINITIONS

A. ACM: Asbestos-containing material.

B. Demolition: Dismantling, razing, destroying, or wrecking of any fixed building or structure or any part thereof.

C. Modify: Provide all necessary material and labor to modify an existing item to the condition indicated or specified.

02 41 19-2

D. Relocate: Remove, protect, clean, and reinstall equipment, including electrical, instrumentation, and all ancillary components required to make the equipment fully functional, to the new location identified on the Drawings.

E. Renovation: Altering a facility or one or more facility components in any way.

F. Salvage/Salvageable: Remove and deliver, to the specified location(s), the equipment, building materials, or other items so identified to be saved from destruction, damage, or waste; such property to remain that of Owner. Unless otherwise specified, title to items identified for demolition shall revert to Contractor.

1.5 SUBMITTALS

A. Submit in accordance with the Contract Documents.

B. Informational Submittals:

1. Submit proposed Demolition Plan, in accordance with requirements specified herein, for approval before such Work is started.

2. Submit copies of any notifications, authorizations and permits required to perform the

Work.

3. Submit a shipping receipt or bill of lading for all containers of ozone depleting substance (ODS) shipped.

4. Submit a shipping receipt or bill of lading for all containers of ACM shipped.

5. Submit a shipping receipt or bill of lading for all universal waste shipped.

6. Submit a document indicating lumber processing.

1.6 REGULATORY AND SAFETY REQUIREMENTS

A. When applicable, demolition Work shall be accomplished in strict accordance with 29 CFR 1926-Subpart T.

02 41 19-3

B. Comply with federal, state, and local hauling and disposal regulations. In addition to the requirements of the General Conditions, Contractor’s safety requirements shall conform to

ANSI A10.6.

C. Furnish timely notification of this demolition project to applicable federal, state, regional, and local authorities in accordance with 40 CFR 61-Subpart M.

1.7 DEMOLITION PLAN

A. Demolition Plan shall provide for safe conduct of the Work and shall include:

1. Detailed description of methods and equipment to be used for each operation.

2. The Contractor’s planned sequence of operations, including coordination with other work in progress.

3. Procedures for removal and disposition of materials specified to be salvaged.

4. Disconnection schedule of utility services.

a. Temporary pipe, valve vault, and etc. supports/bracing when required to support existing or proposed items during demolition or installation.

5. Plan shall be signed and sealed by a Professional Engineer in the State of Virginia.

1.8 COORDINATION

A. Schedule disruption of utilities or facilities with the Owner a minimum of 48 hours in advance of shutdown.

B. Maintaining Traffic

1. Do not close or obstruct public streets or passageways without permission from authorities having jurisdiction.

2. If required by authorities, provide alternate routes around closed or obstructed traffic ways.

1.9 JOB CONDITIONS

A. Existing Conditions: Survey existing work and examine the Contract Documents to determine extent of demolition work.

B. Protection

1. Includes, but not limited to, erecting barriers, dust partitions, fences, guard rails, enclosures, chutes and shoring as required to protect structures and utilities remaining intact.

02 41 19-4

2. Protect any trees, plants, grass and other landscaping from damage. Replace any trees, plants or other landscaping materials designated to remain that are damaged during the work under this Contract.

3. Control activities to prevent the spread of dust to occupied portions of the building and avoid nuisance in surrounding areas.

4. Take necessary precautions to insure against damage to existing materials or equipment to remain in place, to be reused, or to remain the property of the Owner. Repair or replace damaged materials and equipment at no additional cost to the Owner.

1.10 SEQUENCING AND SCHEDULING

A. The Work of this Specification shall not commence until Contractor’s Demolition Plan has been approved by Engineer.

B. Include the Work of this Specification in the progress schedule.

C. Prior to beginning demolition Work, clearly field identify all items and equipment that are scheduled to be demolished and salvaged.

D. Conduct a walk-through with the Owner to:

1. Verify and agree to the items identified for demolition and salvage.

2. Identify and resolve problems with the existing equipment and processes that will be a result of the demolition Work.

PART 2 – PRODUCTS (NOT USED)

PART 3 – EXECUTION

1.11 PREPARATION

A. Preparation:

1. Verify the extent of demolition work to be performed with the Engineer.

B. Structures:

1. Sidewalks, vaults, and appurtenances shall be removed as indicated.

C. Utilities and Related Equipment:

02 41 19-5

1. Notify Engineer and Owner or appropriate utilities to turn off affected services at least 48 hours before starting demolition or renovation activities.

2. Remove existing utilities as indicated and terminate in a manner conforming to the nationally recognized code covering the specific utility and approved by Engineer.

3. When utility lines are encountered that are not indicated on the Drawings, notify Engineer prior to further work in that area.

4. Plug sewer lines with concrete to a minimum plug length of 3 feet to prevent groundwater infiltration.

5. The Contractor shall be responsible for having all appropriate services turned off before demolition is started. The Contractor shall excavate all utility lines serving facilities to be demolished and shall provide a permanent leak-proof closure for all abandoned electrical conduits. Closures shall be made with caps or plugs specifically designed for the applicable system.

6. Where abandoned utility lines are exposed by demolition excavation, they shall be removed.

7. Electrical utilities shall be disconnected prior to beginning any demolition work.

Demolition shall include the removal of buried and exposed conduit in the area designated for demolition, sealing the ends of all conduits abandoned in place and removing all power and control wiring between the demolished facility and the terminal junction box, circuit breaker, or motor control center supplying power to the facility.

D. Paving and Slabs:

1. Remove concrete and asphaltic concrete paving and slabs as indicated.

E. Patching:

1. Where removals leave holes and damaged surfaces exposed in the finished Work, patch and repair to match adjacent finished surfaces as to texture and finish.

2. Where new Work is to be applied to existing surfaces, perform removals and patching in a manner to produce surfaces suitable for receiving new Work.

3. Patching shall be as specified and indicated and shall include filling holes and depressions left as a result of removals in existing materials with an approved patching material, applied in accordance with the manufacturer’s printed instructions.

F. Electrical:

1. Cut off concealed or embedded conduit, boxes, or other materials a minimum of 3/4 inch below final finished surface.

02 41 19-6

2. When removing designated equipment, conduit and wiring may require rework to maintain service to other equipment.

3. Rework existing circuits or provide temporary circuits as necessary during renovation to maintain service to existing lighting and equipment not scheduled to be renovated. Existing equipment and circuiting shown are based upon limited field surveys. Verify existing conditions, make all necessary adjustments, and record the Work on the Record Drawings.

This shall include, but is not limited to, swapping and other adjustments to branch circuits and relocation of branch circuit breakers within panelboards as required to accomplish the finished work.

4. Raceways and cabling not scheduled for reuse.

5. Inaccessibly Concealed: Cut off and abandon in place.

6. Raceways and Cabling Scheduled for Future Use: Cap/seal and tag.

G. Reinforcing and Embedded Items:

1. Where holes or openings are to be cut in existing concrete, the Contractor shall preserve intact existing steel reinforcing and protect any embedded items.

2. Where existing reinforcing must be removed, and where directed by the Engineer, new bars of sufficient size shall be spliced in around the objects to be inserted in the opening.

3. Where existing embedded items must be relocated, routing and method shall be approved by the Engineer.

4. Where bars are cut and the ends would be left exposed or subject to corrosion, the concrete shall be chipped back 1 inch around the bar and the bar burned off. The Contractor shall paint the end of the reinforcing bars and dry patch flush with the finished surface.

5. The Contractor is responsible for locating all existing electrical conduits, drain lines, and other embedded items in concrete slabs required to be removed. Since information is not available to specifically identify locations of existing embedded items, embedded items shall be located by electronic means, and concrete removal shall proceed in a careful manner to minimize the potential for damage.

H. Protection:

1. The Contractor shall perform all Work to prevent damage to all existing facilities, traffic or pedestrians and make all provisions necessary to protect the facilities and/or public from damage or injury due to the activities of the Contractor including, but not limited to, protection from dust, debris, water, humidity, and fumes.

I. Dust and Debris Control:

1. Limit dust to lowest practicable level.

J. Traffic Control Signs:

1. Where pedestrian and driver safety are endangered in the area of removal Work, use traffic barricades with flashing lights.

02 41 19-7

K. Existing Work:

1. Survey the site and examine the Drawings and Specifications to determine the extent of the Work before beginning any demolition or renovation.

2. Take necessary precautions to avoid damage to existing items scheduled to remain in place, to be reused, or to remain the property of Owner; any Contractor-damaged items shall be repaired or replaced as directed by Engineer, at no extra cost to Owner.

3. Provide temporary weather protection during interval between removal of existing exterior surfaces and installation of new to ensure that no water leakage or damage occurs to structure or interior areas of existing building.

4. Ensure that structural elements are not overloaded as a result of or during performance of the Work. Responsibility for additional structural elements or increasing the strength of existing structural elements as may be required as a result of any Work performed under this Contract shall be that of the Contractor. Repairs, reinforcement, or structural replacement must have Engineer approval.

5. Do not overload pavements to remain.

L. Facilities:

1. Protect electrical and mechanical services and utilities.

2. Protect all elements and utilities not scheduled for demolition.

3. Provide interior shoring, bracing, or support to prevent movement, settlement, or collapse of structure or element to be demolished and adjacent facilities.

M. Utilities:

1. Locate, identify, disconnect, and seal or cap off utilities indicated to be removed.

2. Arrange with the Owner and/or utility companies to shut off indicated utilities.

3. Owner will arrange to shut off indicated utilities when requested by Contractor.

N. Protection of Personnel:

1. During demolition, continuously evaluate the condition of the structure/utility being demolished and take immediate action to protect all personnel working in and around the demolition site.

2. Provide temporary barricades and other forms of protection to protect Owner’s personnel and the general public from injury due to demolition Work.

3. Provide protective measures as required to provide free and safe passage of Owner’s personnel and the general public.

O. Burning:

1. The use of burning at the Site for the disposal of refuse and debris will not be permitted.

02 41 19-8

P. Explosives:

1. Use of explosives will not be permitted.

Q. Water:

1. Do not use water to the extent to cause flooding, contaminated runoff, or icing.

R. Relocations:

1. Perform the removal and reinstallation of relocated items as indicated with workmen skilled in the trades involved. Repair items to be relocated which are damaged or replace damaged items with new undamaged items as approved by Engineer.

S. Backfill:

1. Do not use demolition debris as backfill material.

2. Fill excavations, open basements, and other hazardous openings to existing ground level in accordance with Section 31 00 01 – Earthwork

T. Disposition of Materials:

1. Do not remove equipment and materials without approval of Contractor’s Demolition Plan by Engineer.

2. Remove materials that are indicated and specified to be removed by Contractor and dispose of properly.

3. Repair or replace, at the discretion of Engineer, items damaged during removal.

U. Unsalvageable Materials:

1. Contractor shall remove and properly dispose of all rubble and waste material from the Site unless otherwise specified or shown on the Contract Drawings. This shall include, but not be limited to, the following: concrete rubble, reinforcing steel, piping, unsuitable backfill materials, piping materials, metallic and non-metallic items, asphalt concrete pavement, fences, brush, wood, residual activated carbon, and other debris. Contractor shall accomplish disposal offsite in accordance with all local, state, and federal laws.

V. Cleanup:

1. Debris and rubbish shall be removed from excavations. Debris and rubbish shall be removed and transported in a manner that prevents spillage on streets or adjacent areas.

Local regulations regarding hauling and disposal shall apply. No debris or trash is to enter the roads. The Work and surrounding areas shall be cleaned daily.

03 31 00-1

LEESBURG DSST CIP BASE SLAB

SECTION 03 31 00

CAST-IN-PLACE CONCRETE FOR

PRECAST POST-TENSIONED CONCRETE TANK BASE SLABS

A. This Section includes form materials, reinforcement, accessories, cast-in-place concrete, and slab finishing and curing for the base slabs of the precast post-tensioned concrete tank. If a prestressed tank (AWWA D110) is selected, this specification is not applicable. The work performed under this Section includes all labor, material, equipment, related services, and supervision required for the mixing, placing and finishing of cast-in-place concrete.

B. The tank contractor is responsible for furnishing all labor, materials, tools and equipment necessary to design and construct the concrete tank base slab as indicated on the drawings and as described in this specification.

1.2 RELATED DOCUMENTS

A. Section 31 00 01 – Earthwork

B. Section 03 30 00 - Cast-in-Place Concrete

C. Section 03 38 00 – Precast Post-Tensioned Concrete Tanks – Circular (AWWA D115)

D. Section 09 97 00 – Special Coatings

E. Appendix A – Terracon Geotechnical Engineering Report (02/16/2026)

1.3 ACTION SUBMITTALS

A. Product Data: For each type of product indicated. Material test reports shall show compliance with the required standards and be less than one year old.

B. Design Mixtures: For each concrete mixture. Include minimum required compressive strength and field experience records or trial mix data.

1.4 REFERENCES

1. ACI 117, “Standard Specifications for Tolerances for Concrete Construction and

Materials”

2. ACI 301, “Specifications for Structural Concrete”

3. ACI 305R, “Guide to Hot Weather Concreting”

4. ACI 306R, “Guide to Cold Weather Concreting”

5. ACI 350, “Code Requirements for Environmental Engineering Concrete Structures”

6. ACI 350.5, “Specifications for Environmental Concrete Structures”

03 31 00-2

7. ASTM A 615, “Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement”

8. ASTM A 775, “Standard Specification for Epoxy-Coated Steel Reinforcing Bars”

9. ASTM A 934, “Standard Specification for Epoxy-Coated Prefabricated Steel Reinforcing

Bars”

10. ASTM A 1064, “Standard Specification for Carbon-Steel Wire and Welded Wire

Reinforcement, Plain and Deformed, for Concrete”

11. ASTM C 31, “Standard Practice for Making and Curing Concrete Test Specimens in the

Field”

12. ASTM C 33, “Standard Specification for Concrete Aggregates”

13. ASTM C 39, “Standard Test Method for Compressive Strength of Cylindrical Concrete

Specimens”

14. ASTM C 94, “Standard Specification for Ready-Mixed Concrete”

15. ASTM C 143, “Standard Test Method for Slump of Hydraulic-Cement Concrete”

16. ASTM C 150, “Standard Specification for Portland Cement”

17. ASTM C 172, “Standard Practice for Sampling Freshly Mixed Concrete”

18. ASTM C 231, “Standard Test Method for Air Content of Freshly Mixed Concrete by the

Pressure Method”

19. ASTM C 260, “Standard Specification for Air-Entraining Admixtures for Concrete”

20. ASTM C 295, “Standard Guide for Petrographic Examination of Aggregates for Concrete”

21. ASTM C 494, “Standard Specification for Chemical Admixtures for Concrete”

22. ASTM C 595, “Standard Specification for Blended Hydraulic Cements”

23. ASTM C 618, “Standard Specification for Coal Fly Ash and Raw or Calcined Natural

Pozzolan for Use in Concrete”

24. ASTM C 881, “Standard Specification for Epoxy-Resin-Base Bonding Systems for

Concrete”

25. ASTM C 920, “Standard Specification for Elastomeric Joint Sealants”

26. ASTM C 989, “Standard Specification for Slag Cement for Use in Concrete and Mortars”

27. ASTM C 1012, “Standard Test Method for Length Change of Hydraulic-Cement Mortars

Exposed to a Sulfate Solution”

28. ASTM C 1067, “Standard Practice for Conducting a Ruggedness Evaluation or Screening

Program for Test Methods for Construction Materials”

29. ASTM C 1116, “Standard Specification for Fiber-Reinforced Concrete”

30. ASTM C 1157, “Standard Performance Specification for Hydraulic Cement”

31. ASTM C 1218, “Standard Test Method for Water-Soluble Chloride in Mortar and

Concrete”

32. ASTM C 1260, “Standard Test Method for Potential Alkali Reactivity of Aggregates

(Mortar-Bar Method)

33. ASTM C 1567, “Standard Test Method for Determining the Potential Alkali-Silica

Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar- Bar Method)

34. ASTM C 1778, “Standard Guide for Reducing the Risk of Deleterious Alkali-Aggregate Reaction in Concrete”

35. ASTM D 4397, “Standard Specification for Polyethylene Sheeting for Construction, Industrial, and Agricultural Applications”

A. CRSI, “Manual of Standard Practice”

03 31 00-3

1.5 QUALITY ASSURANCE

A. Construct and erect concrete formwork and accessories in accordance with ACI 301, ACI 347 and ACI 350.

B. Perform concrete reinforcing work in accordance with ACI 301 and ACI 350.

C. Perform cast-in-place concrete work in accordance with ACI 301 and ACI 350.

D. Conform to ACI 305R when concreting during hot weather.

E. Conform to ACI 306R when concreting during cold weather.

PART 2 – PRODUCTS

2.1 FORM MATERIALS AND ACCESSORIES

A. Form Materials: At discretion of Tank Supplier.

B. Formed Construction Joints: Keyed joints as indicated on the tank Shop (Erection) drawings provided by the Tank Supplier. Provide holes in formwork to receive reinforcing across the joint.

C. Vapor Retarder: ASTM D 4397, 6 mil thick, clear polyethylene film.

2.2 NON-PRESTRESSED REINFORCING STEEL

A. Reinforcing Bars: ASTM A 615, Grade 60, deformed.

B. Epoxy-Coated Reinforcing Bars: ASTM A 615, Grade 60, deformed bars, ASTM A 775 and ASTM A 934 epoxy coated.

C. Welded Wire Reinforcement: ASTM A 1064, plain or deformed, flat sheet.

D. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for support of reinforcing.

E. Fabricate concrete reinforcement in accordance with ACI 301, ACI 350 and CRSI Manual of

Standard Practice.

2.3 CONCRETE MATERIALS

A. Hydraulic Cement:

a. Portland Cement: ASTM C 150, Type II or Type I/II.

b. Blended Cement: ASTM C 595 with (MS) designation for moderate sulfate resistance, excluding Type IS ≥70). Blended cements that include ASTM C 1157 cements shall not be permitted.

03 31 00-4

c. Concrete mixtures shall include either fly ash or slag as shown below, but within the limits stipulated in 2.4.C, unless the proposed combination of cementitious materials has been tested in accordance with ASTM C 1012 and resulted in expansion of not more than

0.10 percent at 6 months.

i. At least 15 percent fly ash replacement by mass, or

ii. At least 50 percent slag replacement by mass.

d. Different types of cement shall not be mixed or used alternately without specific written approval by the Precast Tank Engineer. Different brands of cement may be used when authorized in writing by the Precast Tank Engineer. A resubmittal will be required if different brands are proposed during the Project.

B. Supplementary Cementitious Materials

1. Fly Ash: ASTM C 618, Class F with alkali content (%Na2Oeq) less than 3.0%.

2. Slag: ASTM C 989, Grade 100 or 120, ground granulated blast furnace slag.

C. Fine and Coarse Aggregates: ASTM C33, 1-inch maximum size.

a. All aggregates shall be evaluated in accordance with ASTM C 1778 for potential alkali-silica reactivity (ASR). All aggregates shall be considered reactive unless they have been examined in accordance with ASTM C 295 and found to be non-reactive.

b. Concrete mixtures using potentially reactive aggregates, except as permitted by 2.3.C.c, shall include either fly ash or slag as shown below, but within the limits stipulated in 2.4.C.

i. At least 25 percent fly ash replacement by mass where Portland cement alkali content is less than 1.00%, or at least 35 percent fly ash replacement by mass where Portland cement alkali content is 1.00 to 1.25%, or

ii. At least 50 percent slag replacement by mass where Portland cement alkali content is less than 1.00%, or at least 65 percent slag replacement by mass where Portland cement alkali content is 1.00% to 1.25%.

iii. Portland cement alkali loading shall not exceed 3.0 lb/yd3 (LBA). Alkali loading shall be calculated as shown below:

1. LBA = Portland cement content (lbs) x alkali content (% Na2Oeq) / 100.

c. Aggregates meeting the requirements below may be considered non-reactive.

i. ASTM C 1260, Potential Alkali Reactivity of Aggregates (Mortar-Bar Method).

Average expansion of less than 0.10 percent at 16 days after casting.

ii. ASTM C 1567, Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregates (Accelerated Mortar-Bar Method).

Average expansion of less than 0.10 percent at 16 days after casting.

D. Concrete Reinforcing Fibers: ASTM C 1116, high-strength industrial-grade fibers.

E. Water: Potable; free from deleterious material that may affect setting or strength of concrete.

F. Air Entraining Admixture: ASTM C 260, certified by manufacturer to be compatible with other required admixtures.

03 31 00-5

G. Chemical Admixtures: Certified by manufacturer to be compatible with other admixtures and to not contain calcium chloride or more than 0.15 percent chloride ions or other salts by weight of admixture.

1. Water-Reducing Admixture: ASTM C 494, Type A.

2. Retarding Admixture: ASTM C 494, Type B.

3. Water-Reducing and Retarding Admixture: ASTM C 494, Type D.

4. Water-Reducing and Accelerating Admixture ASTM C494, Type E.

5. High Range, Water-Reducing Admixture: ASTM C 494, Type A and F.

6. High-Range, Water-Reducing and Retarding Admixture: ASTM C 494, Type G.

2.4 CONCRETE MIXTURES

A. Mix and deliver concrete in accordance with ASTM C 94, Option C.

B. Select proportions for normal weight concrete in accordance with ACI 301, Method 1 or

Method 2.

C. Prepare design mixtures for each type of concrete required.

1. The inclusion of either fly ash or slag in the concrete mix is mandatory.

2. Where fly ash is used:

i. The minimum fly ash content shall be 15 percent replacement of cementitious material by weight, and the maximum content shall be 35%.

ii. Additional fly ash shall not be included in concrete mixed with Type IS or IP cement.

3. Where slag is used:

i. The minimum slag content shall be 15 percent replacement of cementitious material by weight, and the maximum content shall be 65%.

ii. Additional slag shall not be included in concrete mixed with Type IS or IP cement.

4. The inclusion of both fly ash and slag shall not be permitted without specific written approval by the Precast Tank Engineer.

5. Limit water-soluble chloride ions to maximum percentage by weight of cement permitted by ACI 350 when tested in accordance with ASTM C 1218.

D. Furnish concrete as indicated below:

1. Compressive Strength (28 Days): 4,500 psi minimum

2. Maximum Water-Cementitious Materials Ratio: 0.42

3. Slump: 7 inches, ±1 inch utilizing high-range, water-reducing admixture.

4. Minimum cementitious content: 564 pounds per cubic yard

E. Add air-entraining admixture at manufacturer’s prescribed rate to result in concrete at point of placement having an air content of 6%, ±1-1/2%.

03 31 00-6

F. When included in design mixtures, add other admixtures to concrete mixtures according to manufacturer’s written instructions.

G. Do not use calcium chloride or admixtures containing calcium chloride.

2.5 WATERSTOPS

A. Flexible PVC Waterstops: Corp of Engineers CRD-C 572 for embedding in concrete construction joints to prevent the passage of fluids through joints. Factory-fabricate corners, intersections and directional changes.

1. Profile: Ribbed without center bulb.

2. Dimensions: 6 inches by 3/8-inch-thick, non-tapered.

3. Acceptable Products:

a. Greenstreak PVC Waterstop #679, or equal.

B. Self-Expanding Rubber Strip Waterstops: Manufactured rectangular or trapezoidal strip, bentonite-free, hydrophilic polymer modified chloroprene rubber, for adhesive bonding to concrete.

1. Acceptable Products:

a. Greenstreak Hydrotite® CJ-1030-4M, or equal.

C. Self-Expanding Extrudable Waterstops: Extrudable, swelling, bentonite-free, one-part polyurethane.

a. SikaSwell® S-2, or equal

2.6 RELATED MATERIALS

A. Crack Filler: ASTM C 881, two-part, moisture-tolerant, very-low-viscosity, epoxy injection adhesive for filling cracks.

a. Sikadur® 52, or equal

B. Crack Sealer: ASTM C 920, Type S, Grade NS, Class 35 one-part polyurethane, elastomeric sealant, for sealing cracks.

a. Sikaflex®-1a, or equal

3.1 PREPARATION

A. Proceed with base slab construction only after unsatisfactory conditions have been corrected in accordance with Section 03 38 00, “Precast Post-tensioned Concrete Tanks.”

03 31 00-7

3.2 FORMWORK

A. Erect formwork, shoring and bracing to achieve design requirements.

B. Provide bracing to ensure stability of formwork.

3.3 EMBEDDED COMPONENTS AND OPENINGS

A. Coordinate work of other sections in forming and setting openings, slots, keyways, sleeves, bolts, anchors, pipe sleeves and other embedded components.

B. Install concrete accessories straight, level and plumb.

C. Install water stops continuous without displacing reinforcing. Heat seal joints watertight.

D. Place construction joint forms in accordance with base slab pouring sequence.

3.4 REINFORCEMENT PLACEMENT

A. Place reinforcement, supported and secured against displacement.

B. Ensure reinforcing is clean, free of loose scale, dirt or other foreign coatings.

C. Space reinforcement bars with minimum clear spacing in accordance with ACI 350, but not less than 1-1/2 inches.

D. Place reinforcement bars and maintain cover in accordance with tolerances listed in ACI 117 and ACI 350.

3.5 PLACING CONCRETE

A. Install vapor retarder under base slab as indicated on the tank Shop (Erection) drawings provided by the Tank Supplier.

B. Ensure reinforcement, embedded components and formwork is not displaced during concrete placement.

C. Deposit concrete as closely as practicable to final position. Prevent segregation of mix.

D. Place concrete continuously between predetermined construction joints. Subsequent placements shall use the same concrete mix as the initial placement.

E. Consolidate concrete.

03 31 00-8

F. Maintain records of concrete placement. Record date, location, quantity, air temperature and test samples taken.

G. Screed base slab level. Maintain slab flatness meeting the Conventional floor surface classification as measured using the Manual Straightedge Method per ACI 117, Table 4.8.6.1, unless indicated otherwise on the tank Shop (Erection) drawings provided by the Tank Supplier.

3.6 FINISHING

A. Steel-trowel finish unformed surfaces.

B. In areas with floor drains, maintain slab level at walls and slope uniformly to drains.

3.7 CURING AND PROTECTION

A. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury.

1. Concrete, except high-early strength concrete, shall be maintained above 50° F and in a moist condition for at least the first three days after placement.

2. When concrete could be exposed to more than one freezing and thawing cycle during construction, protect concrete from freezing until concrete strength of 3,500 psi is achieved. Strength shall be verified using field-cured cylinders.

B. Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete.

3.8 FIELD QUALITY CONTROL

A. Place no concrete for the base slab until the subgrade has been inspected and approved by the Owner’s Geotechnical Engineer.

B. Perform field inspection and testing in accordance with ACI 301.

A. Testing: The Contractor will engage accredited independent testing and inspecting agency to perform field tests and prepare reports.

1. Testing agency will report test results promptly and in writing to Contractor, Engineer of

Record and Tank Supplier.

C. Strength Test Samples:

1. Sampling Procedures: ASTM C 172

2. Cylinder Molding and Curing Procedures: ASTM C 31, cylinder specimens, standard cured.

03 31 00-9

a. When there are early-age strength requirements, strength shall be evaluated using field-cured cylinders.

3. Sample concrete and make one set of five 4” x 8” cylinders for every 50 cubic yards or less of each class of concrete placed each day and for every 5,000 square feet of surface area.

a. Make additional sets of three 4” x 8” cylinders at the discretion of the Tank Supplier when required to verify early-age strength.

D. Field Testing:

1. Slump Test Method: ASTM C 143

2. Air Content Test Method: ASTM C 231

3. Temperature Test Method: ASTM C 1067

4. Measure slump and temperature for each compressive strength concrete sample.

5. Measure air content in air entrained concrete for each compressive strength concrete sample.

E. Cylinder Compressive Strength Testing:

1. Test Method: ASTM C39

2. Evaluation and Acceptance of Concrete: In accordance with ACI 350.

3. Test three 4” x 8” cylinders at 14 days.

4. Test three 4” x 8” cylinders at 28 days.

5. Retain four cylinders for 56 days or beyond for testing when requested by Engineer.

6. Dispose of remaining cylinders when testing is not required.

3.9 DEFECTIVE CONCRETE

A. Defective Concrete: Concrete not conforming to required lines, details, dimensions, tolerances or specified requirements.

B. Repair or replace defective concrete. Repairs will be permitted provided structural adequacy, serviceability and durability of concrete elements comply with requirements of this section.

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LEESBURG DSST PRESTRESSED CONCRETE TANK

SECTION 03 37 00

PRESTRESSED CONCRETE STORAGE TANK – CIRCULAR (AWWA D110)

A. This section specifies the design and construction of an ANSI/AWWA D110 wire-wound prestressed concrete storage tank with a cold joint free shotcrete interior and exterior structural core wall with an integral galvanized steel diaphragm including reinforced concrete dome, base slab and all reinforcing, concrete work, accessories, and testing directly related to the tank as shown on the Contract Drawings.

B. The contractor is responsible for furnishing all labor, materials, tools and equipment necessary to design and construct the prestressed concrete storage tank, including all interior and exterior coatings, as indicated on the drawings and as described in this specification.

A. Section 03 30 00 – Cast-in-Place Concrete

B. Section 09 97 00 – Special Coatings

C. Section 31 00 01 – Earthwork

D. Appendix A – Terracon Geotechnical Engineering Report (02/16/2026)

In the case of conflicts between this section and other sections of the project documents, this section shall govern.

1.3 ACTION SUMBITTALS

A. Submit the tank foundation, anchoring system, reinforced concrete dome and tank structure calculations and designs signed and sealed by a Professional Engineer registered in the Commonwealth of Virginia.

A. ACI 117 Specification for Tolerances for Concrete Construction and Materials

B. ACI 301/301M – Specifications for Structural Concrete for Buildings.

C. ACI 305R – Guide to Hot Weather Concreting.

D. ACI 306R – Guide to Cold Weather Concreting.

E. ACI 347R – Guide to Formwork for Concrete.

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F. ACI 350/350R – Code Requirements for Environmental Engineering Concrete Structures and Commentary.

G. ACI 350.3 – Seismic Design of Liquid-Containing Concrete Structures and Commentary.

H. ACI 372R – Design and Construction of Circular Wire- and Strand-Wrapped Prestressed Concrete Structures.

I. ACI 506R – Guide to Shotcrete.

J. ACI 506.2 – Specification for Materials, Proportioning, and Application of Shotcrete.

K. ACI SP4: Formwork for Concrete.

L. ANSI/AWWA D110 – Wire- and Strand-Wound, Circular, Prestressed Concrete Water

Tanks.

M. ASCE Standard 7 – Minimum Design Loads for Buildings and Other Structures.

N. ASTM A416/A416M – Standard Specification for Steel Strand, Uncoated Seven-Wire for

Prestressed Concrete.

O. ASTM A475/475M – Standard Specification for Zinc-Coated Steel Wire Strand.

P. ASTM A603/603M – Standard Specification for Zinc-Coated Steel Structural Wire Rope.

Q. ASTM A615/A615M – Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

R. ASTM A653/653M – Standard Specification for Steel Sheet, Zinc Coated (Galvanized) or

Zinc Iron Alloy Coated (Galvannealed) by Hot Dip Process.

S. ASTM A821/A821M – Standard Specification for Steel Wire, Hard Drawn for Prestressing

Concrete Tanks.

T. ASTM A884/A884M – Standard Specification for Epoxy Coated Steel Wire and Welded

Wire Reinforcement.

U. ASTM A1064/A1064M – Standard Specification for Carbon Steel Wire and Welded Wire

Reinforcement, Plain and Deformed, for Concrete.

V. ASTM C31/C31M – Standard Practice for Making and Curing Concrete Test Specimens in the Field.

W. ASTM C33/C33M – Standard Specification for Concrete Aggregates.

X. ASTM C39/C39M – Standard Test Method for Compressive Strength of Cylindrical

Concrete Specimens.

Y. ASTM C143/C143M – Standard Test Method for Slump of Hydraulic-Cement.

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Z. ASTM C172/C172M – Standard Practice for Sampling Freshly Mixed Concrete.

AA. ASTM C231/C231M – Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method.

BB. ASTM C881/C881M – Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete.

CC. ASTM D1056 – Standard Specification for Flexible Cellular Materials-Sponge or

Expanded Rubber.

DD. ASTM D1557 – Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort.

EE. ASTM D4397 – Standard Specification for Polyethylene Sheeting for Construction, Industrial, and Agricultural Applications.

FF. ASTM F593 Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs.

GG. AWS D1.2 – Structural Welding Code – Aluminum.

HH. "Earthquake Induced Sloshing in Tanks with Insufficient Freeboard" by P.K. Malhotra, Structural Engineering International, IASBSE, 3/2006 pp 222-225.

II. OSHA 29 CFR 1910 – OSHA General Industry Regulations.

JJ. U.S. Army Corps of Engineers CRD-C-572-74 – Specification for Polyvinylchloride (PVC)

Waterstop

KK. SSPC-SP 13/ NACE 6 Surface Preparation of Concrete.

LL. ICRI 310.2R-2013 Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, Polymer Overlays and Concrete Repair.

Where reference is made to one of the above standards, the revision in effect at the time of bid opening shall apply.

A. Prequalification Data: Provide prequalification data prior to the bid in accordance with

Section 1.6. of this specification.

B. Comprehensive engineering design signed and sealed by a qualified professional engineer responsible for its preparation and licensed in the Commonwealth of Virginia.

C. Shop Drawings: Provide shop drawings with a complete plan, elevation, and sectional views showing critical dimensions as follows:

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1. Indicate configuration, thickness, dimensions, and details of concrete base slab and foundation.

2. Indicate size, location and number of all reinforcing bars.

3. Indicate thickness of all parts of the tank structure including base slab, core wall, dome, and covercoat.

4. Indicate prestressing schedule including number and placement of prestressing wires on the tank wall and total applied force per foot of wall height.

5. Indicate locations of all pipe penetrations. Indicate penetration style.

6. Coordinate and indicate openings required by other trades.

7. Indicate location and details of all accessories required.

8. Indicate location of each precast concrete member by same identification mark placed on unit.

9. Indicate location and details of joint treatment.

10. Indicate shim sizes and grout requirements.

D. Concrete Data: Submit concrete design mixes including ingredient proportions, minimum cementitious content, and water/cementitious ratio in accordance with Section 2.2 and 2.3 of this specification. Include minimum required compressive strength and field experience records or trial mix data.

E. Design Data: Submit structural calculations for the tank, signed and sealed by a professional engineer.

F. Coating Data: Submit color charts for review by the engineer and owner. Once a color is chosen, submit actual drawdown samples for final approval prior to application of coating.

G. Test Reports: Submit concrete strength reports for 7-day and 28-day breaks taken in accordance with the requirements of Section 3.3 A.1.

H. Warranty Document: Submit warranty document in Owner's name in accordance with

Section 1.6. of this specification.

I. Cleaning: Submit a cleaning plan which complies with Section 3.4 of this specification.

J. Project Record Documents: Record actual location layout and final configuration of tank and accessories on shop drawings and submit to engineer after construction of the tank is complete.

K. Informational Submittals:

1. Material Certificates: Signed by manufacturers certifying that each of the following items complies with requirements.

i. Cementitious materials.

ii. Aggregates.

iii. Reinforcing materials and post-tensioning strands.

iv. Post-tensioning duct and anchorages.

v. Admixtures.

vi. Bearing pads.

vii. Other components specified in Contract Documents with applicable standards.

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2. Provide handling procedures, erection sequences, and temporary bracing as required for special conditions.

1.6 QUALITY ASSURANCE

A. Qualifications and Experience:

1. Tank Construction Company: Shall be a firm with a minimum of three years of experience in the design and construction of ANSI/AWWA D110 wire-wound, circular prestressed concrete tanks with walls with a cold joint free shotcrete interior and exterior structural core wall with an integral galvanized steel diaphragm to ensure the owner that it has the organization, technical skill, quality control, reliability, and financial stability to build and guarantee the tank in accordance with the quality required by these specifications. The tank construction company shall have built with its own resources and have under warranty, a minimum of ten (10) dome-covered prestressed concrete tanks of equal or greater size than that required for this project which meet these specifications and are now providing satisfactory service.

2. Construction: The entire tank, including all portions of the base slab, wall with smooth homogenous shotcrete interior finish, and roof, shall be built by the tank construction company, using its own trained personnel and equipment.

3. Design: All design work for the tank shall be performed by a professional engineer with no less than five years of experience in the design and construction of ANSI/AWWA D110 wire-wound, circular prestressed concrete tanks with walls, with a cold joint free shotcrete interior and exterior structural core wall with an integral galvanized steel diaphragm. The professional engineer shall be a full-time staff member of the tank construction company and shall be licensed to work in the state where the project is located.

4. The diaphragm design and epoxy injection procedure shall have been used in the ten tanks required in Section 1.6 A.1 of this specification.

5. Schedule: Firm shall have sufficient availability to complete construction to meet the project schedule.

B. Prequalification:

1. All tank construction companies must be prequalified and meet the criteria stated in Section 1.6 of this specification to be considered an acceptable tank builder.

Companies listed in Section 2.1 are considered pre-qualified and do not need to submit a pre-qualification package.

2. A complete prequalification package shall be submitted to the Engineer for consideration with the bid package. The prequalification submittal shall include the following items:

a. Complete construction drawings showing the principal sizes, thicknesses, reinforcing size and spacing for all structural members including: base slab, wall, dome shell and dome edge.

b. Complete details of other structural appurtenances as required by the project drawings showing principal sizes, thickness and reinforcing sizes and spacing.

c. Complete design calculations which address applicable loads provided in Section

1.7 B. of this specification.

d. Complete experience record for the tanks used to meet the experience requirement of Section 1.5 A. of this specification that have been designed and built in the tank construction company's own name and shall include only those tanks that are under

03 37 00 - 6 the company's warranty. The record shall include the size of the tank, name, address and telephone number of the Owner, the year of construction and the name and telephone number of the Engineer for the project.

e. Experience in prestressed concrete tanks of the type specified herein for the construction superintendent, foreman, and three most experienced tank builders.

Experience shall be with the bidder during the three previous years.

f. Construction schedule which details the duration for tank construction.

1.7 WARRANTY

A. The tank construction company shall provide a warranty for workmanship and materials on the complete structural portion of the tank for a five-year period starting 6 months after the tank construction crew’s demobilization, after a successful leak test, or substantial completion, whichever is sooner. The warranty shall not apply to any accessory, equipment or product that is not a structural part of the tank and is manufactured by a company other than the tank construction company. The tank construction company shall provide a written company warranty to cover this five-year period.

B. If any leakage or other defects appear within the five-year period, the tank construction company shall promptly repair the tank at its own expense upon written notice by the Owner that such defects have been found. Leakage is defined as a stream flow of liquid appearing on the exterior of the tank. The tank construction company shall not be responsible for, nor liable for, any subsurface condition.

C. A warranty shall be provided for workmanship and materials on all interior and exterior coatings for a five-year period starting 6 months after the tank construction crew’s demobilization, after a successful leak test, or substantial completion, whichever is sooner.

The coating installer and the coatings manufacturer shall provide a written company warranty to cover this five-year period.

D. A coating system failure is defined as either (1) delamination of the coating, (2) a breach of the coating exposing the substrate below, or (3) chipping and peeling of the coating system not caused by physical damage or abrasion to the tank. Changes in color shall not be deemed a coating failure.

1.8 DESIGN CRITERIA

A. The design shall be in conformance with applicable portions of American Concrete Institute (ACI) 372R Design and Construction of Circular Wire- and Strand-Wrapped Prestressed Concrete Structures, ANSI/AWWA D110 Wire- and Strand-Wound, Circular, Prestressed Concrete Water Tanks with walls, with a cold joint free shotcrete interior and exterior structural core wall with an integral galvanized steel diaphragm, and currently accepted engineering principles and practices for the design of such structures.

B. The tank structure shall be designed to resist digested sludge.

C. The following loadings shall be utilized in the design:

1. Capacity: 321,000 Gallons

2. Dimensions: 42 ft Inside Diameter

31 ft Water Depth

3. Fluid Loads: Shall be the weight of all liquid when the reservoir is filled to capacity.

The unit weight of the liquid material shall be 65 lbs/ft3.

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4. Roof Live Loads: Consideration shall be given to all applicable roof design loads in accordance with ANSI/AWWA D110, Section 3.3 and ASCE 7 whichever applicable.

5. Dead Loads: Consideration shall be given to all permanent imposed loads including concrete and steel.

6. Seismic Loads:

a. Seismic forces and moments resulting from water sloshing and seismic accelerations of the tank dome, wall, and water loads shall be calculated in accordance with ACI 350.3 or ANSI/AWWA D110.

b. If sufficient freeboard height is not provided to prevent uplift forces due to sloshing, the impulsive participation shall be increased due to the constrained motion of liquid, and the tank roof and its connection shall be designed to resist the uplift forces in accordance with P.K. Malhotra's "Earthquake Induced Sloshing in Tanks with Insufficient Freeboard".

7. Soil Pressure: Earth loads shall be determined by rational methods of soil mechanics.

Soil pressure shall not be used in the design of the core wall to counteract hydraulic loads or provide residual compression in the wall.

8. Differential Backfill Loads: Forces from differential backfill loads shall be considered in the design and shall be based on the at-rest coefficient. Passive resistance shall not be used to resist differential backfill loads.

9. Wind Loads: Wind loads shall be considered in the design in accordance with ASCE 7.

D. Subbase: A granular base material shall be used beneath the membrane slab when the subgrade materials do not allow free drainage.

1. The base material should consist of a clean, well-compacted, angular or sub-angular material with a minimum thickness of 6 in.

2. The gradation of the base material should be selected to permit free drainage without the loss of fines or intermixing with the subgrade material.

3. The maximum particle size of the base material should be limited to provide a relatively level working surface without potential intrusion of the base materials into the base slab concrete.

4. Base material should be compacted to 95 percent of the maximum laboratory density determined by ASTM D1557.

E. Base Slab: The design of the base slab for the prestressed concrete tank shall conform to the following:

1. Design the base slab to resist all imposed loads within the allowable bearing capacity.

See Geotechnical Engineering Report by Terracon dated February 16, 2026 for bearing capacity and additional foundation design recommendations.

2. Concrete base slabs shall be a minimum of 4" thick and have a minimum thickness of 8" of concrete over all pipe encasements and around sumps.

3. A minimum percentage of 0.60% reinforcing steel shall be used in the base slab. The minimum percentage shall apply to all thickened sections and shall extend a minimum of 2 ft into the adjacent base slab.

4. The base slab shall have a 5:1 slope terminating in a central sump pit. Sump dimensions shall conform to minimum requirements listed in construction plans.

F. Core Wall:

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1. The wire-wound, prestressed concrete tank core wall shall be designed as a thin shell cylindrical element using shotcrete and an embedded,…