Contract_4689_-_RCCC_New_Potable_Water_Tank_-_Technical_Specifications.pdf

PROJECT SPECIFICATIONS – Table of Contents

Section 01 50 50 Erosion Control

Section 13 30 05 Strand Wound, Prestressed Concrete Tank

Section 26 00 00 Electrical

Section 31 10 00 Site Clearing

Section 31 20 00 Earth Moving

Section 31 21 00 Utility Trenching and Backfill

Section 32 11 00 Pavement Base Course

Section 32 12 16 Asphalt Paving

Section 32 13 13 Concrete Pavement

Section 32 13 18 Cement and Concrete for Exterior Improvements

Section 32 31 13 Chain Link Fences and Gates

Section 33 10 00 Water System

Docusign Envelope ID: CD74AB84-4671-8418-818D-87C637D27578

BKF No. 20210264-11 Contract CC-080041-00

Rio Cosumnes Correctional Center New Potable Water Tank

Construction Documents Erosion Control

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SECTION 01 50 50

EROSION CONTROL

GENERAL

SCOPE OF WORK

A. The Contractor shall provide all materials, labor and equipment necessary to complete all work as specified herein, including but not limited to the following:

1. Apply specified treatments to all cuts and fill slopes, soil stockpiles, and all disturbed areas.

2. Install all temporary erosion control devices per Plans and Specifications.

B. All other labor and materials reasonably incidental to the satisfactory completion of the work, including cleanup of the site.

RELATED DOCUMENTS

A. Caltrans Standard Specifications, latest edition

1. Section 21, Erosion Control

B. Association of Official Seed Analysts Procedures

C. California State Seed Law of the Department of Food and Agriculture

CONTRACTOR SUBMITTALS

A. The Contractor shall submit, in accordance with County Standard Specifications Section 5-8, manufacturer’s letters of compliance and manufacturer’s literature for the following items:

1. Seed Mixes (or individual items)

2. Mulches

3. Binders/Tackifiers

4. Fertilizer

5. Humate

6. Soil inoculates

7. Straw (Weight receipts from scales shall be required)

8. Erosion Control Blanket

SITE CONDITION

A. It is the responsibility of the Contractor to visit the site to determine existing conditions including access to the site, the nature and extent of existing improvements upon adjacent public and private property, the nature of materials to be encountered, and other factors that may affect the work of this section.

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B. It is the responsibility of the Contractor to have finished the grading of the slopes, including track walking the areas to be treated with erosion control treatments.

WORK SCHEDULE

A. The Contractor shall proceed with work during the dry season when possible. The work shall progress as soon as the site becomes available consistent with normal seasonal limitations.

PRODUCT DELIVERY, STORAGE AND HANDLING

A. All products shall be delivered to the site in manufacturer’s unopened standard containers bearing original labels showing quantity, analysis and name of manufacturer.

B. All materials shall be stored in designated areas and in such a manner as to protect them from weather or other conditions that might damage or impair the effectiveness of the product.

ANALYSIS OF SAMPLES AND TESTS

A. Samples: The Owner reserves the right to take and analyze samples of materials for conformity to the Specifications at any time. On request, seed shall be delivered to Owner 30 days prior to seeding so seed can be tested. Seed samples shall be drawn in accordance with procedures outlined in Association of Official Seed Analysts.

B. Rejected material: Rejected materials shall be removed immediately from the site at

Contractor’s expense. Contractor shall pay the cost of testing replacement materials.

PRODUCTS

GENERAL

A. All products shall be in conformance with the Specifications listed below. Any changes to products to be used shall be approved, in writing, by the Owner prior to job site delivery.

SEED MIX

A. Seed shall conform to the provisions in Section 21-2.02F, "Seed," of the Standard

Specifications. Individual seed species shall be measured and mixed in the presence of the

Owner.

B. Seed shall be delivered to the project site in unopened separate containers with the seed tag attached. Containers without a seed tag attached will not be accepted.

C. Composition:

Species Common Name PLS lbs. /acre

Gazania Trailing Gazania 4 lbs. /acre

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NON-LEGUME SEED

Botanical Name

(Common Name)

Percent Germination

(Minimum)

Kilograms Pure Live Seed

Per Hectare

(Slope Measurement)

Baccharis pilularis var. pilularis

(Coyote Bush)

20 0.05

Artemisia californica

(California Sagebrush)

25 0.5

Mimulus aurantiacus.

(Sticky Monkeyflower)

25 .1

Elymus glaucus, (Blue Wildrye,)

40 9

Festuca idahoensis

(Idaho Festuca)

35 4

Hordium brachyantherum californicum

(Meadow Barley)

40 8

Regreen 60 45.0

D. Quality

1. All seed shall be in conformance with the California State Seed Law of the Department of Food and Agriculture. Each seed bag shall be delivered to the site sealed and clearly marked as to species, purity, percent germination, dealer’s guarantee, and dates of test.

In addition, the container shall be labeled to clearly reflect the amount of Pure Live Seed

(PLS) contained.

2. Prior to seeding at the request of the Owner, the Contractor shall provide a letter of certification, original Association of Official Seed Analysts (AOSA) seed test results, and calculations of PLS.

3. All legume seed shall be pellet-inoculated. Inoculant sources shall be species specific and shall be applied at a rate of 2 pounds of inoculant per one hundred pounds of seed.

MULCH

A. Mulch shall be 100% wood hydroseed and shall be composed of wood fiber derived from whole wood chips with no growth or germination inhibiting substances, and shall be manufactured in such a manner that when thoroughly mixed with seed, fertilizer, organic stabilizer, and water, in the proportions specified, will form a homogeneous slurry which is capable of being sprayed to form a porous mat.

B. The fibrous mulch in its air-dry state shall contain no more than 15% by weight of water. The fiber shall have a temporary green dye and shall be accompanied by a certificate of compliance stating that the fiber conforms to these Specifications.

ORGANIC STABILIZER/TACKIFIER

A. Stabilizer and tackifier shall be an organic substance supplied in powder form and shall be psyllium-based and packed in clearly marked bags stating the contents of each package. The

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California Department of Food and Agriculture shall certify the material as an Auxiliary Soil

Chemical.

FERTILIZER

A. Fertilizer shall be of commercial quality, conform to the requirements of the California

Department of Food and Agriculture Code, shall have a guaranteed analysis for nitrogen, phosphorus and potassium of 7-2-3. Products specified as slow-release shall have been tested and demonstrate a nearly linear release curve.

HUMATE

A. Humate shall be OMRI listed and contain at least 40 % Humic acid. It shall be a natural granual humic acid-based material that functions as an organic chelator and microbial stimulator.

Humate shall not burn plant material and shall be non-toxic and non-staining.

B. Humate Soil Conditioner

Humic Acids (from Leonardite) 40 .00 %

Organic matter 40 .00 % - 50.00%

Carbon 50.00 % - 60.00%

Nitrogen 0.05 % - 1%

Phosphoric Acid 0.07 %

Potash 0.13 %

Sulfur 0.21 %

Magnesium 0.18 %

Calcium 0.32 % pH 4.0

Soluble Salts 1.8

MYCORRHIZAL INOCULUM

A. Endo (arbuscular) mycorrhizal inoculum shall be registered by the California Department of

Food and Agriculture and consist of spores, mycelium and mycorrhizal root fragments in a solid carrier suitable for handling by hydro-seeding. The carrier shall be the material in which the inoculum was originally produced, and may include organic materials, vermiculite, perlite, calcined clay, or other approved materials consistent with mechanical application and with good plant growth.

B. Each endomycorrhizal inoculum shall carry a supplier's guarantee of 80,000 propagules minimum per kilogram. The minimum propagule count shall be shown on each label provided. If more than one fungal species is claimed by the supplier, the label shall include a guarantee for each species of mycorrhizal fungus claimed.

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C. Endomycorrhizal fungal species shall be suitable for the pH of the soil at the planting site. If the inoculum consists of a mixture of species, no more than 20% of the claimed propagule count shall consist of fungal species known to be unsuitable for the pH of the soil at the planting site.

D. A sample of approximately 28 grams (one ounce) of inoculum will be taken from each inoculum container by the Owner. The number of propagules will be determined by laboratory testing. Propagules shall include live spores, mycelial fragments and viable mycorrhizal root fragments.

E. Endomycorrhizal inoculum shall be stored, transported and applied at temperatures of less than 32° C (90° F).

STRAW

A. Shall be derived from irrigated rice or clean cereal grain straw.

B. The Contractor shall furnish evidence that clearance has been obtained from the County

Agricultural Commissioner, as required by law, before straw from outside the County in which it is to be used is delivered to the site of the work.

C. Straw that has been used for bedding is prohibited.

EQUIPMENT

A. Equipment used for application of slurry shall be a commercial-type Hydro-Seeder and have a built-in agitation system with an operation capacity sufficient to agitate, suspend and homogeneously mix slurry.

B. Tank capacity shall be a minimum of 1,500 gallons and shall be mounted on a truck to allow access to the site.

C. Pump shall be able to generate 150 psi at the nozzle.

D. Straw blowers: Equipment shall be specifically designed and manufactured for the application of straw and shall be of sufficient horsepower to break up and distribute straw at the specified application rate.

WATER

A. Contractor shall add 4-6 lbs. of Vulpia Microstachys or 20 lbs. of Regreen per acre if hydroseeding occurs in the fall or winter months.

EROSION CONTROL BLANKET

A. Erosion control blankets must be Erosion Control Technology Council (ECTC) Type 2D and made of processed natural fibers that are mechanically, structurally, or chemically bound

6/9/2025 01 50 50 - 6 together to form a continuous matrix that is surrounded by 2 natural nets. Erosion control blanket must comply with the requirements shown in the following table:

Erosion Control Blanket

Quality characteristic Test method Requirement

Type A Type B Type C

Roll width (min, inches) -- 72

Matrix (%)

Straw/coconut

Woven coir (coconut fiber)

Wood excelsior (6 inches or longer)

70/30

USLE C-Factor for a 1:1 (H:V) unvegetated slope -- ≤ 0.20

Shear stress (max, psf) ASTM D6460 1.75

Tensile strength (min, psf) ASTM D5035 75

Functional longevity

(months) -- 12

EXECUTION

SOIL PREPARATION

A. No soil amendments shall be required except as noted on the Plans.

B. Verification: Contractor shall verify:

1. That all areas to receive erosion control treatments are free of vegetation and other objectionable material.

2. That grades are final for permanently treated areas and within reasonable standard for temporary treatments.

3. That all sloped areas are uniformly compacted: wherever possible, the surface compaction of the top 1 foot shall be 85% or less.

EROSION CONTROL BLANKET INSTALLATION

A. Before placing the erosion control blankets, Contractor shall ensure the subgrade has been graded smooth and has no depressed voids. The subgrade must be free from obstructions, such as tree roots, projecting stones, or foreign matter greater than 1 inch in diameter.

Overlap the end of the erosion control blanket by 24 inches. Use 18-inch staples staked at maximum of 4 feet on center in staggered pattern. Do not drive vehicles on the erosion control blanket.

HYDROSEEDED AREA

A. Areas to receive erosion control treatments include all graded areas as shown on the site plan and other areas as determined by the Owner.

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B. Perform erosion control treatments on a section by section basis. On approval of the Owner, and as soon as possible after grading, complete treatments in the following order of priority:

stream zones, graded slopes, non-trafficked road and parking areas, building pads and other flat areas.

C. Contractor shall be available to re-treat areas disturbed by on-going activities.

D. Preparation: All slurry preparation to be conducted at the job site.

1. Water, mulch, fertilizer, compost, binder and other ingredients shall be added to the tank simultaneously so that the finished load is a homogenous mix of the specified ingredients.

2. Seed shall be added last and shall be discharged within 2 hours. Loads held over 2 hours will be recharged with ½ the seed rate before application.

3. Once fully loaded, the complete slurry shall be agitated for 3-5 minutes to allow for uniform mixing.

E. Application: Apply specified slurry in a sweeping motion to form a uniform application.

1. Step One - with hydroseeder apply:

a. Seed Mix Total 4 lbs./acre

b. 100% Cellulose Fiber Mulch 500 lbs./acre

c. Biosol 7-2-3 (Organic Fertilizer) 1,600 lbs./acre

d. AM120 (Mycorrhizal Inoculant) 60 lbs./acre

2. Step Two - with straw blower apply:

a. Rice or Clean Cereal Grain Straw 4,000 lbs./acre

3. Step Three - with hydroseeder apply:

a. 100% Cellulose Fiber Mulch 500 lbs./acre

b. M-Binder 100 lbs./acre

4. Under suitable conditions straw shall be uniformly spread at the specified rates. The straw may be pneumatically applied as long as the resulting straw in predominately 3 to 6 inches in length. The straw shall be treated with mulch and tackifier before it can blow off the site but in no case shall straw be left untreated for more than 24 hours. The

Contractor will clean up areas of straw which are blown from the site, and the areas shall be retreated at no additional expense to the Owner.

F. Protection: Contractor is to stay off treated areas.

G. Unused Loads: If mixture remains in tank for more than 8 hours it shall be removed from the job site at Contractor’s expense.

H. Preliminary Inspection: Notify the Owner 48 hours in advance of all seeding. Inspection and favorable review of completed work shall begin the plant establishment period.

PLANT ESTABLISHMENT MAINTENANCE

A. General plant maintenance shall immediately follow seeding and continue for 90 days.

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B. Protect areas against all damage, including erosion and trespass, and provide proper safeguards. Maintain and keep in good repair all temporary barriers erected to prevent trespassing. Check all barrier and temporary fencing daily, and make immediate repairs or replacements

C. Repair all damage to seeded areas.

D. Maintain constant moisture depth in soil to insure vigorous growth.

FINAL INSPECTION AND ACCEPTANCE:

A. Final inspection will be conducted upon completion of maintenance, replacements and corrective work. Five (5) days’ notice shall be given. If project improvements, corrective work, and maintenance have not been performed as specified and to the satisfaction of the Owner, maintenance shall continue at Contractor's expense until such time as work has been successfully completed.

GUARANTEE AND REPLACEMENT

A. Guarantee all planting to be in a healthy, thriving condition until the end of the maintenance period or beyond that time until active growth is evident.

B. Replace all seeded areas not in vigorous condition as soon as directed by Owner. Seed mixture used for replacement must be of the same kind and quantity as specified in this section.

CLEAN-UP

A. Erosion control work areas shall be maintained in a neat and orderly condition. Keep paved area free of erosion treatment, soil, and other debris.

B. Overspray: Installing Contractor is responsible for washing or otherwise cleaning excess material off all areas not intended to receive treatment.

C. Debris: Clean up and remove erosion control associated materials and debris from project site before Final Acceptance.

END OF SECTION

Construction Documents STRAND WOUND, PRESTRESSED CONCRETE TANK

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SECTION 13 30 05

STRAND WOUND, PRESTRESSSED CONCRETE TANK

PART 1 – GENERAL

1.01 DESCRIPTION

A Work Included

1. This section specifies the qualifications and requirements for the construction of an

AWWA D110 Type I strand wound, prestressed, concrete circular tank; including all reinforcing, concrete work, prestressing, and appurtenances directly related to the tank unless otherwise specified.

2. This section also provides clarification for site work, excavation, disinfection, testing, and backfill pertaining to the tank.

3. In the event of discrepancy between this section of the Specifications and any other section of the Specifications, this section shall govern.

4. The Tank Contractor shall furnish all labor, materials, tools, and equipment necessary to construct the strand wound, prestressed concrete tank and appurtenances as indicated on the drawings, and as specified.

1.02 QUALITY ASSURANCE

A Qualifications and Experience

1. Singular Responsibility: It is the intent of this specification to require single party responsibility for the design and construction of the tank. The tank design and construction shall be performed by an established Tank Contractor, having at least ten years of experience in the design and construction of AWWA D110 Type I, strand wound prestressed concrete tanks as specified herein. The design and construction of all aspects of the foundation, floor slab, wall, prestressing, shotcrete, and roof of the prestressed concrete tank shall be performed by the Tank Contractor. The Tank Contractor may subcontract labor for reinforcing steel installation and for concrete slab finishing under the Tank Contractor’s direct supervision. Experience overseeing the tank contractor as a general contractor is not acceptable. The Tank Contractor may subcontract the design and specialty prestressing to Tank Prestressor meeting the qualification requirements of this specification.

2. No company is considered qualified unless it has built in its own name, or under one of its divisions, at least ten AWWA D110 Type I prestressed concrete tanks in the last ten years, five of which are located within a region with a mapped spectral response acceleration, Ss, of 0.626g or greater. The five tanks that are located in a region with an

Ss of 0.626g or greater must have been in successful service for at least five years.

Experience in the design and construction of Type II, III or IV tanks is not acceptable.

3. The prestressing shall be done by a qualified Tank Prestressor which shall be a firm having the equivalent of at least ten (10) years continuous experience in the installation of the type of prestressing specified on AWWA D110 Type I Tanks. The Tank Prestressor shall have completed the circumferential and vertical prestressing operations, meeting the requirements of this specification, on at least ten (10) AWWA D110 Type I tanks in the last ten (10) years. 5 of the listed tanks shall be a located in an area that has a 5% damped, mapped spectral response acceleration parameter at short periods, Ss, of

0.626g or greater per AWWA D110-13 and shall have been in successful service for 5

Construction Documents STRAND WOUND, PRESTRESSED CONCRETE TANK

06/09/2025 13 30 05 - 2 years. Experience with internal tendon systems or external tendon systems, not machine strandwrapped, and experience with machine single wire wrapping, in lieu of strandwrapping, shall not be considered in meeting the required experience requirements.

4. The Tank Prestressor shall have in its employ a certified shotcrete foreman, prestressing foreman, each of whom shall have prestressed a minimum of three AWWA D110 Type

I tanks in the past 10 years. All tanks listed for the Tank Prestressor's experience requirements must have been prestressed in the Tank Prestressor's own name.

Experience of personnel associated with the Tank Prestressor or hired by the Tank

Prestressor will not be considered unless the Tank Prestressor can demonstrate that the work was contracted and performed directly by the listed Tank Prestressor in its business name

5. The Tank Prestressor shall be responsible to the Tank Contractor for the following phases of work:

a. Structural design of the tank

b. Furnish seismic base restraint cables.

c. Furnish, stress and pressure grout the vertical prestressing tendons with epoxy.

d. Abrasive blast the exterior concrete core wall.

e. Furnish and install the horizontal prestressing strand.

f. Apply the shotcrete covercoat application over the strand.

6. The Tank Contractor or the Tank Prestressor shall have in its employ a design professional engineer with a minimum experience of ten years in the design of AWWA

D110 Type I tanks. The design engineer shall have been the engineer of record for a minimum of ten AWWA D110 Type I tanks in the past ten years. The design engineer shall have designed a minimum of three AWWA D110 Type I tanks in a region with a mapped spectral response acceleration, Ss, of 0.626g or greater in the past ten years.

7. The Tank Contractor shall have in its employ for this project a team consisting of a tank superintendent, project manager, each of whom shall have constructed a minimum of three AWWA D110 Type I tanks in the past 10 years.

8. Experience in the design and construction of AWWA D110 Type II, III or Type IV tanks, Tanks having fixed wall bases, mild-steel reinforced tanks or tanks incorporating internal stressing systems or external wire wrapping (in lieu of strand wrapping) is not acceptable.

9. At the time of bid the qualified Tank Contractor or Tank Prestressor shall have a minimum of two operable automated strandwrapping circumferential stressing systems capable of producing a continuously, electronically (or substantial equivalent) monitored permanent stress or force recording along its full length as it is being applied. At the time of the bid the Tank Contractor or Tank Prestressor shall have a minimum of two operable automated shotcrete machines meeting therequirements within this specification. Machines under construction shall not be considered in meeting the requirement of having two operable strandwrapping and automated shotcrete machines. Additionally, literature shall be submitted with the bid showing the proposed machinery with the recorders and a typical copy of an actual recording of the applied forces taken from one of the jobs on which such machinery has been used. Any stressing system that will not provide the substantial equivalent of the requirements outlined by this specification will be rejected.

10. The Contractor shall submit with the bid experience lists confirming compliance with the above qualification and equipment criteria. Failure to submit any of the above

Construction Documents STRAND WOUND, PRESTRESSED CONCRETE TANK

06/09/2025 13 30 05 - 3 requirements with the bid will cause the bid to be considered non-responsive and the bid will be rejected. In addition, the Contractor’s bid will be rejected if the listed Tank

Contractor’s drawings and technical documents are not in conformance with the technical requirements of the project specifications.

B Submittal Required with Bid

1. Tank Contractors shall submit preliminary design drawings and calculations showing the dimensions of the tank, details of the type of construction, strand wound prestressing methods, and sizes of principal members. The drawings and calculations shall be of sufficient detail to show compliance with the specification and all required standards and shall be signed and sealed by an Engineer registered in the state the tank is to be constructed. The registered Engineer shall certify the design is in conformance with AWWA

D110, Type I and the requirements of this specification.

2. Tank Contractors shall submit an experience record for the tanks they have built in their own name or one of their divisions meeting the Qualifications and Experience criteria identified in Section 1.02 A.1 and 1.02 A.2. The record shall include the Tank Contractor’s experience in the construction of vertically prestressed cast-in-place, strand wound, prestressed concrete tanks conforming to AWWA D110, Type I. The record shall also indicate the size of the tank, mapped seismic acceleration for short periods (Ss), the name and address of the Owner, the year of construction, and the name of the Engineer for each project.

3. Tank Contractor shall submit an experience record for the tanks that they or their designated Tank Prestressor have prestressed in their own name or one of their divisions meeting the Qualifications and Experience criteria identified in Section 1.02 A.3. The record shall include experience in prestressing tanks conforming to AWWA D1100 Type I. The record shall also indicate the size of the tank, mapped seismic acceleration for short periods

(Ss), the name and address of the Owner, the year of construction, and the name of the

Engineer for each project.

4. Tank Contractors shall submit the name of the tank designer currently in their or the Tank

Prestressors employ, and his/her experience as the designer of record for AWWA D110

Type I tanks, meeting the requirements of Section 1.02 A.4.The record shall also indicate the size of the tank, mapped seismic acceleration for short periods (Ss), the name and address of the Owner, the year of construction, and the name of the Engineer for each project.

5. Tank Contractors and Tank Prestressor shall submit the resumes for each member of the project team including the tank superintendent, project manager, shotcrete foreman, and strand-winding foreman that will be used for this project, meeting the requirements of

Section 1.02 A.3 and 1.02 A.5.

6. Experience in the design and construction of AWWA D110 Type II, III or IV tanks, tanks having fixed wall base, a mild-steel reinforced tank or a tank incorporating internal stressing systems or external wire wrapping (in lieu of strand wrapping) is not acceptable.

7. The Contractor shall submit descriptive literature of the strand wrapping, the vertical prestressing, and the automated shotcrete machinery meeting all of these specification requirements. Include in such data photographs or prints of the means of recording of both the circumferential and vertical prestressing applications and copies of actual photographs, print-outs or other records of applied wrapping forces (as well as force-elongation diagrams if available) taken from jobs in which the machinery has been used.

8. The Contractor shall submit a written statement indicating that it has a minimum of two operable strand wrapping and automated shotcrete machines meeting these specifications.

9. Failure to submit any of the above with the bid will cause the bid to be considered non-

Construction Documents STRAND WOUND, PRESTRESSED CONCRETE TANK

06/09/2025 13 30 05 - 4 responsive and the bid will be rejected. In addition, the Contractor’s bid will be rejected if the listed Tank Contractor’s drawings and technical documents are not in conformance with the technical requirements of the project specifications.

C Codes & Standards

All Codes shall be considered the most current version of that code unless noted otherwise.

1. ACI 301 Specifications for Structural Concrete

2. ACI 305 Hot Weather Concreting

3. ACI 306 Cold Weather Concreting

4. ACI 309R Guide for Consolidation of Concrete

5. ACI 318 Building Code Requirements for Reinforced Concrete and Commentary

6. ACI 350 Code Requirements for Environmental Engineering Concrete Structures and

Commentary

7. ACI 350.3 Seismic Design of Liquid Containing Concrete Structures and Commentary

8. ACI 372R Design and Construction of Circular Wire- and Strand Wrapped Prestressed

Concrete Structures

9. ACI 506R Guide to Shotcrete

10. ASTM A123/A123M Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

11. ASTM A416 Standard Specification for Steel Strand, Uncoated Seven-Wire for Prestressed

Concrete

12. ASTM A475 Standard Specification for Zinc-Coated Steel Wire Strand

13. ASTM A615/A615M Standard Specification for Deformed and Plain Carbon-Steel Bars for

Concrete Reinforcement

14. ASTM A706/A706M Standard Specification for Low-Alloy Steel Deformed and Plain Bars for

Concrete Reinforcement

15. ASTM A722/A722M Standard Specification for Uncoated High-Strength Steel Bar for

Prestressing Concrete

16. ASTM A1064/A1064M Standard Specification for Carbon-Steel Wire and Welded Wire

Reinforcement, Plain and Deformed, for Concrete

17. ASTM C31 Standard Practice for Making and Curing Concrete Test Specimens in the Field

18. ASTM C33 Standard Specification for Concrete Aggregates

19. ASTM C39 Standard Test Method for Compressive Strength of Cylindrical Concrete

Specimens

20. ASTM C231 Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

21. ASTM C509 Standard Specifications for Elastomeric Cellular Preformed Gasket and Sealing

Material

22. ASTM C618, Type F Standard Specification for Coal Fly Ash and Raw or Calcined Natural

Pozzolan for Use in Concrete

23. ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil

Using Standard Effort (12,400 Ft. – lbf/ft3) 600 KN-M/M3)

24. ASTM C920 Specification for Elastomeric Joint Sealants

25. ASTM D1056 Standard Specification for Flexible Cellular Materials – Sponge or Expanded

Rubber

26. ASTM C1115-00 Standard Specification for Dense Elastomeric Silicone Rubber Gaskets

27. ASTM C1116/C1116M Standard Specification for Fiber-Reinforced Concrete and Shotcrete

28. ASTM D1556 Standard Test Method for Density and Unit Weight of Soil in Place by the

Sand-Cone Method

Construction Documents STRAND WOUND, PRESTRESSED CONCRETE TANK

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29. ASTM D1557 Standard Test Methods for Laboratory Compaction Characteristics of Soil

Using Modified Effort (56,000 Ft. – lbf/ft3) 2700 KN-M/M3)

30. ASTM D2000 Classification System for Rubber Products in Automotive Applications

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

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

33. AWWA C652 Standard for Disinfection of Water-Storage Facilities

34. AWWA D110 Wire and Strand Wound, Circular, Prestressed Concrete Water Tanks

35. TID-7024, Dynamic Pressure on Fluid Containers of Nuclear Reactors and Earthquakes

36. US Army Corps of Engineers Specification CRD-C-572, Specification for PVC Waterstop

37. Aluminum Association Aluminum Design Manual; Specifications and Guidelines for

Aluminum Structures

38. AWWA D108-10: Aluminum Dome Roofs for Water Storage Facilities

D Design Criteria

A The prestressed concrete tank shall be designed and constructed in accordance with the provisions of AWWA D110 Standard for Wire or Strand Wound Circular

Prestressed-Concrete Water Tanks, Type I, ACI 350, ACI 350.3, ASCE 7 and IBC.

B Horizontal prestressing shall be continuous. Discontinuous prestressing tendons or strands will not be allowed.

C The Tank Contractor shall use the following loadings and requirements in the design calculation:

1. Capacity: 350,000 gallons

2. Dimensions: 46 feet inside diameter, 30’ feet water depth.

3. Roof Dead Load: shall be the estimated weight of all permanent imposed loads.

Unit weight of concrete 150 pounds per cubic foot; steel 490 pounds per cubic foot.

4. Live Load: shall be the weight of all the liquid when the reservoir is filled to overflowing. Unit weight of water 62.4 pounds per cubic foot.

5. Roof Live Load: As required per ASCE 7-05 Section 4.9.1

6. Roof Snow Load: As required per design

7. Minimum Backfill Height: As Shown on the drawings

8. Maximum Backfill Height: As shown on the drawings

9. Foundation Loads: the tank foundation shall be proportioned so that the net soil pressure shall be less than the soil bearing capacity. The allowable net soil bearing capacity is 3,000 psf. Net soil pressure is defined as: structure load + footing load

– soil overburden.

10. Settlements: Tank shall be designed for maximum total settlement of 1 inches and a maximum differential settlement of ½ inches over 50 feet horizontal distance.

11. Groundwater elevation is estimated to be approximately 34 to 63 feet below existing site grades.

12. Coefficient of friction will be 0.25.

13. Seismic Criteria:

a. Seismic Design Criteria:

b. Seismic design shall be based on the applicable sections of AWWA D110, ACI 350.3, ASCE

7-10, TID 7024 and the local jurisdictional building code. The comparative value of 80% as specified in ASCE 7-10, Section 15.4.1, paragraph 6 shall be used to determine the total base shear from ASCE 7-10. Impulsive and convective forces, as well as, fluid spectral velocity shall be calculated utilizing each code and the maximum value of each

Construction Documents STRAND WOUND, PRESTRESSED CONCRETE TANK

06/09/2025 13 30 05 - 6 component shall be used to calculate the total base shear. The wall bearing pads cannot be considered as contributing to the shear resistance during a seismic event.

D ASCE 7 Design Criteria:

1. Mapped Spectral Accelerations for Short Periods; Ss: 0.626g

2. Mapped Spectral Accelerations for 1-Second Period; S1: 0.263g

3. Site Class: D

4. Response Modification Factor, R: 3.25

5. Long-period Transition Period, TL: 12 sec

6. Risk Category: IV

7. Importance Factor, I: 1.5

E Sloshing Height: The sloshing height shall be calculated using AWWA D110, but need not exceed the fluid displacement calculation when determined using ACI 350.3, TID 7024 or ASCE

7. The effects of the “sloshing wave” shall be accounted for by increasing the freeboard between the normal operating surface and the underside of the roof. A minimum freeboard height of 60 inches above the service liquid level shall be utilized.

F Base Restraint Cable Design:

1. The base restraint cables shall be designed for the total base shear obtained from the maximum values of impulsive and convective components and the dynamic effects of backfill. The allowable cable stress is 0.75 fpu.

G Vent Capacity Requirements:

1. Maximum Fill Rate: 70 cfm.

2. Maximum Draw Down Rate: 410 cfm.

H Overflow Design Capacity: 705,600 GPD.

1. The Type I tank core wall is based on the following design criteria and requirements:

2. The prestressed tank wall shall be considered as a cylindrical shell with partial edge restraint.

3. Minimum cast-in-place tank core wall thickness shall be 10 inches. The core wall is that area of the wall interior to all circumferential prestressing.

4. The minimum final shotcrete cover layer over the circumferential prestressing strand shall be 1.50 inches.

5. The cast-in-place tank core wall shall be prestressed vertically with high-strength threadbars conforming to AWWA D110 and material requirements of ASTM A722. All vertical prestressing of the tank wall shall be done with 1.25 inches or 1.375 inches diameter threadbars, with screw nut anchors, conforming to the material requirements in these Specifications. The maximum horizontal distance between any two vertical prestressing threadbars shall not exceed 50 inches.

6. The inside face of the tank core wall shall be further reinforced at the bottom with no.

5 bars having a length not less than 40% of the total wall height and spaced, on average, no farther apart than 18 inches on centers.

7. The cast-in-place tank core wall shall be supported by solid neoprene bearing pads allowing free radial movement of the wall relative to the wall footing. The walls shall be tied circumferentially to the wall footing with seismic cables consisting of hot-dip galvanized strands encased in closed cell sponge rubber sleeves. A PVC waterstop connection shall be provided between wall and wall footing.

a. The minimum pad thickness under the cast-in-place tank core wall shall be 0.75- inch.

8. The minimum total bearing pad width under the cast-in-place tank core wall shall be 2.5 inches.

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9. All rubber pad sections shall be based on continuous loading values not to exceed those allowed in the neoprene design manual.

10. No reduction in ring compression or tension in the cast-in-place tank core wall will be taken due to restraint at the bottom.

11. The long-term prestressing losses caused by shrinkage, creep, and relaxation in the prestressed reinforcement of the cast-in-place tank core wall shall not be assumed less than 25,000 psi.

12. Friction between wall and rubber bearing pads and lateral soil pressures shall not be considered in resisting seismically generated shear forces between the wall footing and the wall between. These forces shall be resisted by positive connections taking the loads in the tangential direction only and at the same time allowing free radial motion of the wall.

13. Tank wall systems based on jack-operated cable or rod type tendons, involving the circumferential movement of prestressing steel relative to the wall surface shall not be considered. Circumferential systems relying on strand cables placed inside of ducts (cast in the core wall) or manually around the exterior will not be accepted.

Circumferential systems that utilize wire wrapping (in lieu of strand wrapping) will not be accepted.

14. Shotcrete, precast concrete, or other alternative core walls are not permitted.

I Floor Slab

1. The concerete floor slab shall be designed not less than 6 inches thick. Construction joints will only be allowed as shown on the shop drawings and as approved by the

Engineer. Construction joints shall incorporate a 6 inch horizontal PVC waterstop.

2. Wall footings may be constructed above or below floor grade. If required, the floor shall have thickened regions to facilitate transitions from under slab concrete pipe encasements into the floor, or to facilitate appurtenance loadings.

3. Minimum concrete cover to the tank interior and sub-base material shall be no less than 2” and 3”, respectively.

a. Minimum cross sectional area ratio of floor reinforcement to concrete shall be 0.5%.

b. The floor concrete shall incorporate a shrinkage reducing admixture.

c. Polypropylene or cellulose fibers may be used at the Tank Contractor’s discretion.

J Dome Roof

1. The dome roof shall be designed based on elastic spherical shell analysis. The dome roof shall have a rise to span ratio within the range of 1:8 to 1:14. The dome shall be fixed to the tank wall. No interior support or column is allowed.

2. The dome shall have a minimum thickness of 4 inches. The minimum ratio of dome reinforcement area to concrete area shall be 0.25 percent in both the radial and circumferential directions.

In the dome edge region, two layer of non-prestressed reinforcing shall be provided in the meridional direction.

3. The dome shall be of either precast or cast-in-place construction with continuous reinforcement in both the radial and circumferential direction.

4. Precast dome panels shall have continuous horizontal reinforcing at a maximum spacing of 30 inches

O.C., through the use of a Class B lap splice in accordance with Section 12.15.1 of ACI 350 or a welded or mechanical splice in accordance with Section 12.14 of ACI 350. Lap splices shall take into consideration of the requirements for “top reinforcement” and welded splices shall use weldable reinforcing steel.

1.03 SUBMITTALS

A Submittal Required with Bid

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1. Tank Contractors shall submit preliminary design drawings and calculations showing the dimensions of the tank, details of the type of construction, strand wound prestressing methods, and sizes of principal members. The drawings and calculations shall be of sufficient detail to show compliance with the specification and all required standards and shall be signed and sealed by an Engineer registered in the state the tank is to be constructed. The registered Engineer shall certify the design is in conformance with AWWA D110, Type I and the requirements of this specification.

2. Tank Contractors shall submit an experience record for the tanks they have designed built and prestressed in their own name or one of their divisions meeting the Qualifications and

Experience criteria identified in Section 1.02 A.1, 1.02 A.2, and 1.02 A.3. The record shall include the Tank Contractor’s experience in the design and construction of vertically prestressed cast-in-place, strand wound, prestressed concrete tanks conforming to AWWA

D110, Type I. The record shall also indicate the size of the tank, mapped seismic acceleration for short periods (Ss), the name and address of the Owner, the year of construction, and the name of the Engineer for each project.

3. Tank Contractors shall submit the name of the tank designer currently in their employ, and his/her experience as the designer of record for AWWA D110 Type I tanks, meeting the requirements of Section 1.02 A.4.The record shall also indicate the size of the tank, mapped seismic acceleration for short periods (Ss), the name and address of the Owner, the year of construction, and the name of the Engineer for each project.

4. Tank Contractors shall submit the resumes for each member of the project team including the tank superintendent, project manager, shotcrete foreman, and strand-winding foreman that will be used for this project, meeting the requirements of Section 1.02 A.5.

5. Experience in the design and construction of AWWA D110 Type II, III or IV tanks, tanks having fixed wall base, a mild-steel reinforced tank or a tank incorporating internal stressing systems or external wire wrapping (in lieu of strand wrapping) is not acceptable.

6. The Contractor shall submit descriptive literature of the strand wrapping, the vertical prestressing, and the automated shotcrete machinery meeting all of these specification requirements. Include in such data photographs or prints of the means of recording of both the circumferential and vertical prestressing applications and copies of actual photographs, print-outs or other records of applied wrapping forces (as well as force-elongation diagrams if available) taken from jobs in which the machinery has been used.

B 14BDesign Submittal after Execution of Contract

1. Design calculations and drawings in quadruplicate, showing details and procedures of construction, shall be submitted to the Engineer for approval after execution of the Contract.

After approval by the Engineer, one set of the drawings and calculations will be returned to the

Tank Contractor, and any changes found necessary by the Engineer shall be made by the Tank

Contractor or Tank Prestressor.

2. Approval by the Engineer of the drawings and calculations submitted by the Tank Contractor will not in any way relieve the Tank Contractor of full responsibility for the accuracy and completeness of the drawings and calculations.

3. Design calculations and drawings shall be stamped by a professional engineer meeting the requirements of this spec section and registered in the state of Click Here To Choose A State.

C Construction Submittals for Review Prior to Use

1. Design proportions for all concrete and shotcrete. Concrete strengths of trial mixes.

2. Admixtures to be used in the concrete or shotcrete and their purpose.

3. Reinforcing steel shop drawings showing fabrication and placement.

4. Catalog cuts or shop drawings of all appurtenances, i.e. hatch, vent, ladders, waterstops.

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1.04 GUARANTEES

The Tank Contractor shall guarantee the structure against defective materials or workmanship for a period of one year from the date of completion. If any materials or workmanship prove to be defective within one year, they shall be replaced or repaired by the Tank Contractor at the Tank Contractor’s expense.

PART 2 – MATERIAL

2.01 CONCRETE

A Concrete shall conform to ACI 301.

B Cement shall be Portland cement Type I or Type II.

C Admixtures, other than air-entraining, superplasticizers, shrinkage reducing and water reducing admixtures will not be permitted unless approved by the Engineer.

D Concrete for tank wall shall have a minimum compressive strength of 4,000 psi at twenty-eight days and a maximum water to cementitious ratio of 0.42.

E Concrete for the tank floor, wall footings, pipe encasement, and all other work shall have a minimum compressive strength of 4,000 psi at twenty-eight days, shall have a maximum water to cementitious ratio of 0.42. The coarse and fine aggregate shall meet the requirements of ASTM C33. Coarse aggregate shall be No. 57 with 100% passing the 1 inch sieve. Superplasticizers, water-reducing, and shrinkage reducing (if applicable) admixtures shall be incorporated into the floor concrete. If fibers are used, they shall be virgin polypropylene or cellulose fibers, Microfiber by Grace, Fibermesh 150 by Propex, UltraFiber 500 by Buckeye, or equal. Fiber lengths shall be a maximum of ¾ inches. The amount of fibers added to the concrete mix shall conform to the Manufacturer’s recommendations.

F Proportioning for concrete shall be in accordance with ACI 301.

G All concrete shall have a maximum water soluble chloride ion concentration of 0.06% by weight of cementitious material.

2.02 SHOTCRETE

A Shotcrete shall conform to ACI Standard 506, except as modified herein.

B The wet mix process shall be employed for shotcreting.

C Shotcrete used for covering prestressed strand shall consist of not more than three parts sand to one part Portland cement by weight. Additional coats of shotcrete shall consist of not more than four parts sand to one part Portland cement by weight. Polypropylene fibers shall be included in the shotcrete used for the finish cover coat. Fibers shall be Fibercast 500 by Propex, Fibermesh or equal. Fibers shall be virgin polypropylene and comply with ASTM C-1116 performance level I.

Fiber length shall be ¼ inch. The amount of the fibers added to the shotcrete used for the finish cover coat shall conform to the Manufacturer’s recommendations. Fly ash may be incorporated into the finish cover coat. Fly ash shall conform to ASTM C618, Type F. Shotcrete shall have a minimum strength of 4,500 psi at twenty-eight days and have a maximum water to cementitious ratio of 0.42.

D Rebound material shall not be reused in any form for shotcrete.

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E If used by the Tank Contractor, the total volumetric air content of the shotcrete before placement shall not exceed 7% (±1%) as determined by ASTM C-173 or ASTM C-231.

F Fine Aggregates:

1. The fineness modulus shall be between 2.7 and 3.0. A well-graded coarse sand shall be used for all shotcrete applications.

2. The gradation for the fine aggregates shall adhere to the “Grading No. 1” requirements listed in “Table 1.1 – Grading Limits for Combined Aggregates” of ACI 506.

G All shotcrete shall have a maximum water soluble chloride ion concentration of 0.06% by weight of cementitious material.

2.03 REINFORCING STEEL

A Reinforcing steel shall be new billet steel Grade 60, as shown on the Drawings, meeting the requirements of ASTM A615. Welded wire fabric and weldable reinforcing steel shall conform to

ASTM A185 and ASTM A706, respectively

B Reinforcing steel shall be accurately fabricated and shall be free from loose rust, scale, and contaminants, which reduce bond.

C Reinforcing steel shall be accurately positioned on supports, spacers, hangers, or other reinforcements and shall be secured in place with wire ties or suitable clips. Rebar chair supports may be either steel with plastic tips, turned up legs, concrete dobies or plastic.

D Circumferential reinforcing shall be continuous through vertical joints of prestressed walls.

E Continuous reinforcing is required through floor joints, where applicable, and shall have a Class

1 galvanized coating in accordance with ASTM A767

2.04 BASE RESTRAINT CABLES

A The tank designer shall use base restraint cables to resist earthquake and/or wind loads.

Base restraint cables shall be hot-dip galvanized seven-wire strand and shall be manufactured in accordance with ASTM A416 prior to galvanizing, and ASTM A475 after galvanizing. Only seven-wire strand will be allowed.

B Hot-dip galvanized seven-wire strand shall have a nominal strand diameter of 0.375 in,

0.50 in or 0.60 in. 0.375 inch diameter strand shall have an MUS after galvanization of 21.36 kips and a min. yield at 1% extension of 15.60 ksi. 0.50 inch diameter strand shall have an

MUS after galvanization of 38.25 kips and a min. yield at 1% extension of 28.00 ksi. 0.60 inch diameter strand shall have an MUS after galvanization of 54.20 kips and a min. yield at 1% extension of 40.70 ksi. All strands shall have a minimum of weight of zinc coating of

0.85 ounces per square foot.

C Neoprene sleeves for base restraint cables shall be closed-cell conforming to ASTM D1056, Type 2, Class A, and Grade 3. The sleeves shall have a compression deflection limited to

25% at 9 to 13 psi, hardness of 60 to 80 durometer, a minimum tensile strength of 175 psi, a minimum elongation of 180%, and a maximum compressive set of 35%.

2.05 DUCT FOR VERITCAL THREADBARS

A Duct enclosures for vertical prestressing steel shall be standard 1.25 inches or 1.50 inches diameter PVC pipe Class 160 or Class 200, respectively, unless otherwise specified in the drawings.

B All ducts shall be provided with PVC ball valves to facilitate the injection of epoxy after

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C All connection details shall be as shown on the drawings.

2.06 MORTAR FILL AND NON-SHRINK GROUT

A Mortar fill and non-shrink grout shall have a minimum compressive strength of 4,000 psi at twenty-eight days, have a maximum water to cementitious ratio of 0.42 and meet all requirements for concrete contained in this specification.

B Portland cement grout will not be accepted.

2.07 EPOXY GROUT FOR VERICAL THREADBARS

A The vertical threadbar system shall offer complete two part epoxy protection of the prestressing steel inside ducting and anchors.

B Portland cement grout will not be accepted.

2.08 HIGH-STRENGTH THREADBARS

A Deformation of the threadbar shall form a screw-thread suitable for mechanically coupling lengths of threadbar and for positive attachment of anchor assemblies.

B Deformations shall conform to ASTM A-722, Type II requirements and shall be uniform such that any length of bar may be…