Addendum #1 - Cherokee Nation > Home Springs Entry Feature Cast-In-Place Concrete 03 3053 - 1...

Landscape Architects

601 South Lewis Avenue | Tulsa, Oklahoma 74104 | 918.592.1270 howellvancuren.com

Addendum #1

Date: March 8, 2017 To: Bidders From: Arlin Vancuren, Howell & Vancuren, Inc. Re: Cherokee Springs Plaza, Entry Feature Copies: Owner, File, Bidders

This Addendum No. 1 submitted by Howell & Vancuren consisting of twelve (12) items and is hereby made a part of the Contract Documents to the same extent as though it were originally included therein, and supersede anything contained in the Plans and Specifications with which it might conflict. Bidders should indicate their receipt of same in the appropriate blank of the Bid Form and attach copy of Addendum inside front cover of the Contract Documents and specifications. Failure to do so may result in the bid being deemed non-responsive.

Specifications:

1. ADD the following Specification Sections to the Contract Documents. ATTACHED a. Section 03 3053 – Cast-in-Place Concrete. b. Section 01 3713 – Shotcrete. c. Section 04 2000 – Unit Masonry. d. Section 04 4300 – Stone Masonry. e. Section 31 0000 – Earthwork. f. Section 31 2216 – Fine Grading. g. Section 32 8400 – Planting Irrigation. h. Section 32 9223 – Sodding. i. Section 32 9300 – Plants.

2. CLARIFY: All items listed on the Bid Return Check List should be returned with the bid. The three lowest bidders should be prepared to provide references, and information on similar projects for the Owner’s review within three days of the notification of bid results, if requested.

3. CLARFY: Retainage on the project is indicated to be 10%. The final amount of retainage will be negotiated with the selected contractor.

4. CLARIFY: A sample Contract Agreement was provided for review of general stipulations that will be discussed prior to developing a contract for this project. Item 23 Liguidated Damages should be clarified to state – “Liguidated Damages will not be assessed on this project.”

Drawings:

1. COVER SHEET, Project Description, CLARIFY: Electrical power source is provided in a junction box on both sides of the intersection of Nancy Ward and Cherokee Springs Drive. The electrical contractor will need to coordinate with TPWA and furnish meters for electric service. Water service may be obtained from the irrigation mainline and will not require an additional meter.

2. GENERAL, Sheets L 101-L 105 – CLARIFY: There will be a location provided on-site to dump excavated spoils.

3. GENERAL, Sheets L 101-L 105 – REVISE: Drawings reference “Shotcrete” as the base for the water feature structure. It is acceptable to form and pour concrete as the base for the fountain. Since the base will be exposed to water, appropriate admixtures should be added to assist in waterproofing the concrete. Additive shall be equal to Rheopel Plus, or Xypex installed per manufacturer’s instructions.

4. SITE MATERIALS AND LAYOUT PLAN, L 101 – Notes, CLARIFY: The Milestones listed in Note 14 are points during construction when the Contractor is to notify the Owner’s Representative for review. The Owner’s Representative will determine all persons who need to approve work prior to proceeding.

5. CONSTRUCTION DETAILS, Detail 1/L 103 Feature Planting Section, and Detail 1/L 104 Feature Wall Section – REVISE: “Shotcrete Base and Backsplash X/L XXX” to read “Shotcrete Base and Backsplash 3/L 103”.

6. CONSTRUCTION DETAILS, Detail 4/L 104 Feature – Profile – CLARIFY: Select Fill shall be locally available, suitable, sound, durable, granular material conforming to the following: Gradation – 100% passing 3 inch with a maximum of 15% passing a No. 200 sieve; Angle of Internal Friction on the Portion Passing the No. 10 Sieve, AASHTO T 236 – 34 degree min.; Soundness of Aggregate Using Sodium Sulfate, AASHTO T 104 (5 cycles) – 15 percent loss max.; Plasticity Index, AASHTO T 90 – 6 max.; Los Angeles Abrasion, AASHTO T 96, 50 percent max.

7. WATER FEATURE SCHEMATICS, L 105 – Alternate #1 and #2, CLARIFY: One sleeve is existing under Nancy Ward Drive, as indicated on drawing L 401. If the elevation and size of the sleeve is sufficient to meet all requirements and it is beneficial to the budget, it is acceptable to use the sleeve under the roadway, or provide a new bore and sleeve to operate both water features from one electrical service, and connect the features through the sleeve.

8. WATER FEATURE SCHEMATICS, L 105 – Notes, ADD: All pipe and fittings for the water feature shall be buried at a minimum depth of 24”, placed in a sand bed, and be a minimum of Schedule 40 PVC.

Cherokee Springs Entry Feature Cast-In-Place Concrete 03 3053 - 1

SECTION 03 3053 CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

1.2 SUMMARY

A. This Section specifies cast-in-place concrete, including reinforcement, concrete materials, mixture design, placement procedures, and finishes, for noncritical applications of concrete and for projects using small quantities of concrete.

B. Related Sections include the following: 1. Division 2 Section "Earthwork" for drainage fill under slabs-on-grade. 2. Division 2 Section "Cement Concrete Pavement" for concrete pavement and walks. 3. Division 2 Section "Decorative Cement Concrete Pavement" for decorative concrete

pavement and walks. 4. Division 3 Section "Cast-in-Place Architectural Concrete" for general building applications

of specially finished formed concrete.

1.3 SUBMITTALS

A. General: In addition to the following, comply with submittal requirements in ACI 301.

B. Product Data: For each type of product indicated.

C. Design Mixtures: For each concrete mixture.

1.4 QUALITY ASSURANCE

A. Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C 94/C 94M requirements for production facilities and equipment.

B. Source Limitations: Obtain each type of cement of the same brand from the same manufacturer's plant, obtain aggregate from one source, and obtain admixtures through one source from a single manufacturer.

C. Comply with ACI 301, "Specification for Structural Concrete," including the following sections, unless modified by requirements in the Contract Documents: 1. "General Requirements." 2. "Formwork and Formwork Accessories." 3. "Reinforcement and Reinforcement Supports." 4. "Concrete Mixtures." 5. "Handling, Placing, and Constructing." 6. "Lightweight Concrete."

D. Comply with ACI 117, "Specifications for Tolerances for Concrete Construction and Materials."


PART 2 - PRODUCTS

2.1 FORMWORK

A. Furnish formwork and formwork accessories according to ACI 301.

2.2 STEEL REINFORCEMENT

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

B. Plain-Steel Wire: ASTM A 82, as drawn.

C. Plain-Steel Welded Wire Reinforcement: ASTM A 185, fabricated from as-drawn steel wire into flat sheets.

D. Deformed-Steel Welded Wire Reinforcement: ASTM A 497, flat sheet.

2.3 CONCRETE MATERIALS

A. Cementitious Material: Use the following cementitious materials, of the same type, brand, and source throughout Project: 1. Portland Cement: ASTM C 150, Type I / II.

a. Fly Ash: ASTM C 618, Class C or F. b. Ground Granulated Blast-Furnace Slag: ASTM C 989, Grade 100 or 120.

B. Normal-Weight Aggregate: ASTM C 33, graded, 1-1/2-inch nominal maximum aggregate size.

C. Water: ASTM C 94/C 94M; potable.

D. Synthetic Fiber: Monofilament polypropylene fibers engineered and designed for use in concrete pavement, complying with ASTM C 1116, Type III, 1/2 to 1-1/2 inches long.

2.4 ADMIXTURES

A. Air-Entraining Admixture: ASTM C 260.

B. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with other admixtures and that will not contribute water-soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride.

1. Water-Reducing Admixture: ASTM C 494/C 494M, Type A. 2. Retarding Admixture: ASTM C 494/C 494M, Type B. 3. Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D. 4. High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F. 5. High-Range, Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type G. 6. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II.

2.5 RELATED MATERIALS

A. Vapor Retarder: Multi-ply reinforced polyethylene sheet, ASTM E 1745, Class C, or polyethylene sheet, ASTM D 4397, not less than 10 mils thick.

B. Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber, or ASTM D 1752, cork or self-expanding cork.


2.6 CURING MATERIALS

A. Evaporation Retarder: Waterborne, monomolecular film forming; manufactured for application to fresh concrete.

B. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd. when dry.

C. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet.

D. Water: Potable.

E. Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B.

F. Clear, Solvent-Borne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315, Type 1, Class A.

G. Clear, Waterborne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315, Type 1, Class A.

2.7 CONCRETE MIXTURES

A. Comply with ACI 301 requirements for concrete mixtures.

B. Normal-Weight Concrete: Prepare design mixes, proportioned according to ACI 301, as follows:

1. Minimum Compressive Strength: 4000 psi at 28 days. 2. Maximum Water-Cementitious Materials Ratio: 0.50. 3. Slump Limit: 4 inches before adding high-range water-reducing admixture or plasticizing

admixture, plus or minus 1 inch. 4. Air Content: Maintain within range permitted by ACI 301. Do not allow air content of floor

slabs to receive troweled finishes to exceed 3 percent.

C. Synthetic Fiber: Uniformly disperse in concrete mix at manufacturer's recommended rate but not less than a rate of 1.5 lb/cu. yd.

2.8 CONCRETE MIXING

A. Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94/C 94M, and furnish batch ticket information.

1. When air temperature is above 90 deg F, reduce mixing and delivery time to 60 minutes.

B. Project-Site Mixing: Measure, batch, and mix concrete materials and concrete according to ASTM C 94/C 94M. Mix concrete materials in appropriate drum-type batch machine mixer.

1. For mixer capacity of 1 cu. yd. or smaller, continue mixing at least 1-1/2 minutes, but not more than 5 minutes after ingredients are in mixer, before any part of batch is released.

2. For mixer capacity larger than 1 cu. yd., increase mixing time by 15 seconds for each additional 1 cu. yd.

3. Provide batch ticket for each batch discharged and used in the Work, indicating Project identification name and number, date, mix type, mix time, quantity, and amount of water added. Record approximate location of final deposit in structure.


PART 3 - EXECUTION

3.1 FORMWORK

A. Design, construct, erect, brace, and maintain formwork according to ACI 301.

3.2 VAPOR RETARDERS

A. Install, protect, and repair vapor retarders according to ASTM E 1643; place sheets in position with longest dimension parallel with direction of pour.

1. Lap joints 6 inches and seal with manufacturer's recommended adhesive or joint tape.


A. Comply with CRSI's "Manual of Standard Practice" for fabricating, placing, and supporting reinforcement.

1. Do not cut or puncture vapor retarder. Repair damage and reseal vapor retarder before placing concrete.

3.4 JOINTS

A. General: Construct joints true to line with faces perpendicular to surface plane of concrete.

B. Construction Joints: Locate and install so strength and appearance of concrete are not impaired, at locations indicated or as approved by Architect.

C. Contraction Joints in Slabs-on-Grade: Form weakened-plane contraction joints, sectioning concrete into areas as indicated. Construct contraction joints for a depth equal to at least [one-fourth] <Insert depth> of concrete thickness, as follows:

1. Grooved Joints: Form contraction joints after initial floating by grooving and finishing each edge of joint with groover tool to a radius of 1/8 inch. Repeat grooving of contraction joints after applying surface finishes. Eliminate groover marks on concrete surfaces.

2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch wide joints into concrete when cutting action will not tear, abrade, or otherwise damage surface and before concrete develops random contraction cracks.

D. Isolation Joints: Install joint-filler strips at junctions with slabs-on-grade and vertical surfaces, such as column pedestals, foundation walls, grade beams, and other locations, as indicated.

1. Extend joint fillers full width and depth of joint, terminating flush with finished concrete surface, unless otherwise indicated.

3.5 CONCRETE PLACEMENT

A. Comply with ACI 301 for measuring, batching, mixing, transporting, and placing concrete.

B. Before test sampling and placing concrete, water may be added at Project site, subject to limitations of ACI 301.

C. Do not add water to concrete during delivery, at Project site, or during placement.


D. Consolidate concrete with mechanical vibrating equipment.

3.6 FINISHING FORMED SURFACES

A. Rough-Formed Finish: As-cast concrete texture imparted by form-facing material with tie holes and defective areas repaired and patched. Remove fins and other projections exceeding 1/2 inch.

B. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces, unless otherwise indicated.

3.7 FINISHING UNFORMED SURFACES

A. General: Comply with ACI 302.1R for screeding, restraightening, and finishing operations for concrete surfaces. Do not wet concrete surfaces.

B. Screed surfaces with a straightedge and strike off. Begin initial floating using bull floats or darbies to form a uniform and open-textured surface plane before excess moisture or bleedwater appears on surface. 1. Do not further disturb surfaces before starting finishing operations.

C. Scratch Finish: Apply scratch finish to surfaces indicated and surfaces to receive concrete floor topping or mortar setting beds for ceramic or quarry tile, portland cement terrazzo, and other bonded cementitious floor finishes, unless otherwise indicated.

D. Float Finish: Apply float finish to surfaces indicated, to surfaces to receive trowel finish, and to floor and slab surfaces to be covered with fluid-applied or sheet waterproofing, fluid-applied or direct-to-deck-applied membrane roofing, or sand-bed terrazzo.

E. Trowel Finish: Apply a hard trowel finish to surfaces indicated and to floor and slab surfaces exposed to view or to be covered with resilient flooring, carpet, ceramic or quarry tile set over a cleavage membrane, paint, or another thin film-finish coating system.

F. Trowel and Fine-Broom Finish: Apply a partial trowel finish, stopping after second troweling, to surfaces indicated and to surfaces where ceramic or quarry tile is to be installed by either thickset or thin-set methods. Immediately after second troweling, and when concrete is still plastic, slightly scarify surface with a fine broom.

G. Nonslip Broom Finish: Apply a nonslip broom finish to surfaces indicated and to exterior concrete platforms, steps, and ramps. Immediately after float finishing, slightly roughen trafficked surface by brooming with fiber-bristle broom perpendicular to main traffic route.

3.8 CONCRETE PROTECTING AND CURING

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Comply with ACI 306.1 for cold-weather protection and with ACI 301 for hot-weather protection during curing.

B. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing.


C. Begin curing after finishing concrete but not before free water has disappeared from concrete surface.

D. Curing Methods: Cure formed and unformed concrete for at least seven days by one or a combination of the following methods: 1. Moisture Curing: Keep surfaces continuously moist for not less than seven days with the

following materials: a. Water. b. Continuous water-fog spray. c. Absorptive cover, water saturated and kept continuously wet. Cover concrete

surfaces and edges with 12-inch lap over adjacent absorptive covers. 2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover

for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive. Cure for not less than seven days. Immediately repair any holes or tears during curing period using cover material and waterproof tape.

3. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period.

4. Curing and Sealing Compound: Apply uniformly to floors and slabs indicated in a continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Repeat process 24 hours later and apply a second coat. Maintain continuity of coating and repair damage during curing period.

3.9 FIELD QUALITY CONTROL

A. Testing Agency: Engage a qualified independent testing and inspecting agency to sample materials, perform tests, and submit test reports during concrete placement according to requirements specified in this Article.

B. Tests: Perform according to ACI 301.

1. Testing Frequency: One composite sample shall be obtained for each day's pour of each concrete mix exceeding 5 cu. yd. but less than 25 cu. yd., plus one set for each additional 50 cu. yd. or fraction thereof.

2. Testing Frequency: One composite sample shall be obtained for each 100 cu. yd. or fraction thereof of each concrete mix placed each day.

3.10 REPAIRS

A. Remove and replace concrete that does not comply with requirements in this Section.

END OF SECTION 03 3053

Cherokee Springs Entry Feature Shotcrete 033713 - 1

SECTION 033713 SHOTCRETE

PART 1 - GENERAL



1.2 SUMMARY

A. This Section includes shotcrete applied by the dry-mix or wet-mix process.

1.3 DEFINITIONS

A. Shotcrete: Mortar or concrete pneumatically projected onto a surface at high velocity.

B. Dry-Mix Shotcrete: Shotcrete with most of the water added at nozzle.

C. Wet-Mix Shotcrete: Shotcrete with ingredients, including mixing water, mixed before introduction into delivery hose.

1.4 SUBMITTALS

A. Product Data: For manufactured materials and products including reinforcement and forming accessories, shotcrete materials, admixtures, and curing compounds.

B. Shop Drawings: For details of fabricating, bending, and placing reinforcement. Include support and anchor details, number and location of splices, and special reinforcement required for openings through shotcrete structures.

C. Samples: Approximately 24 by 24 by 2 inches, to illustrate quality of finishes, colors, and textures of exposed surfaces of shotcrete.

D. Design Mixes: For each shotcrete mix.

E. Material Test Reports: For shotcrete materials.

F. Material Certificates: For each material item, signed by manufacturers.


A. Installer Qualifications: A qualified installer employing nozzle operators who attain mean core grades not exceeding 2.5, according to ACI 506.2, on preconstruction tests.

B. Testing Agency Qualifications: Independent and qualified according to ASTM C 1077 and ASTM E 329 for testing indicated, as documented according to ASTM E 548, and acceptable to authorities having jurisdiction.

C. Comply with provisions of the following, unless more stringent requirements are indicated: 1. ACI 301, "Specification for Structural Concrete." 2. ACI 506.2, "Specification for Shotcrete." 3. CRSI's "Manual of Standard Practice."


D. Preconstruction Testing Service: Engage a qualified independent testing agency to perform preconstruction testing and inspections indicated below: 1. Produce test panels before shotcrete placement according to requirements in ACI 506.2

and ASTM C 1140 for each design mix, shooting orientation, and nozzle operator. Produce test panels with dimensions of 24 by 24 inches minimum and of average thickness of shotcrete, but not less than 3-1/2 inches. From each test panel, testing agency will obtain six test specimens: one set of three specimens unreinforced and one set of three specimens reinforced. Agency will perform the following: a. Test each set of unreinforced specimens for compressive strength according to

ASTM C 42. b. Visually inspect each set of reinforced shotcrete cores taken from test panels and

determine mean core grades according to ACI 506.2.

E. Mockups: Before installing shotcrete, construct mockups for each finish required and for each design mix, shooting orientation, and nozzle operator to demonstrate aesthetic effects and set quality standard for installation.

1.6 PROJECT CONDITIONS

A. Cold-Weather Shotcreting: Protect shotcrete work from physical damage or reduced strength caused by frost, freezing, or low temperatures according to ACI 306.1 and as follows: 1. Discontinue shotcreting when ambient temperature is 40 deg F and falling. Uniformly

heat water and aggregates before mixing to obtain a shotcrete shooting temperature of not less than 50 deg F and not more than 90 deg F.

2. Do not use frozen materials or materials containing ice or snow. 3. Do not place shotcrete on frozen surfaces or surfaces containing frozen materials. 4. Do not use calcium chloride, salt, and other materials containing antifreeze agents.

B. Hot-Weather Shotcreting: Mix, place, and protect shotcrete according to ACI 305R when hot-weather conditions and high temperatures would seriously impair quality and strength of shotcrete, and as follows: 1. Cool ingredients before mixing to maintain shotcrete temperature at time of placement

below 100 deg F for dry mix or 90 deg F for wet mix. 2. Decrease temperature of reinforcing steel and receiving surfaces below 100 deg F before

shotcreting.

PART 2 - PRODUCTS

2.1 FORM MATERIALS

A. Forms: Form-facing panels that will provide continuous, straight, smooth, concrete surfaces. Furnish panels in largest practicable sizes to minimize number of joints.

2.2 REINFORCING MATERIALS

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

B. Low-Alloy-Steel Reinforcing Bars: ASTM A 706/A 706M, deformed.

C. Galvanized Reinforcing Bars: ASTM A 767/A 767M, Class II zinc coated, hot-dip galvanized after fabrication and bending, as follows: 1. Steel Reinforcement: ASTM A 615/A 615M, Grade 60, deformed.

D. Plain-Steel Wire: ASTM A 82, galvanized.


E. Plain-Steel-Welded Wire Fabric: ASTM A 185, fabricated from galvanized steel wire into flat sheets.

F. Deformed-Steel-Welded Wire Fabric: ASTM A 497, flat sheet.

G. Supports: Bolsters, chairs, spacers, ties, and other devices for spacing, supporting, and fastening reinforcing steel in place according to CRSI's "Manual of Standard Practice" and as follows: 1. For uncoated reinforcement, use all-plastic bar supports. 2. For zinc-coated reinforcement, use galvanized wire or dielectric-polymer-coated wire bar

supports.

H. Reinforcing Anchors: ASTM A 36/A 36M, unheaded rods or ASTM A 307, Grade A (ASTM F 568, Property Class 4.6), hex-head bolts; carbon steel; and carbon-steel nuts. 1. Finish: Hot-dip zinc coating, ASTM A 153/A 153M, Class C.

2.3 SHOTCRETE MATERIALS

A. Portland Cement: ASTM C 150, Type I or III. Use only one brand and type of cement for Project. 1. Fly Ash: ASTM C 618, Class C or F. 2. Ground Granulated Blast-Furnace Slag: ASTM C 989, Grade 100 or 120.

B. Blended Hydraulic Cement: ASTM C 595, Type IP.

C. Silica Fume: ASTM C 1240, amorphous silica.

D. Normal-Weight Aggregates: ASTM C 33, from a single source, and as follows: 1. Aggregate Gradation: ACI 506R, Gradation No. 1 with 100 percent passing 3/8-inch

sieve. 2. Coarse-Aggregate Class: 3S or 3M.

E. Lightweight Aggregates: ASTM C 330. 1. Aggregate Gradation: ACI 506R, Gradation No. 1 with 100 percent passing 3/8-inch

sieve.

F. Coloring Agent: ASTM C 979, synthetic mineral-oxide pigments or colored, water-reducing admixtures, free of carbon black; color stable, nonfading, and resistant to lime and other alkalis. 1. Color: As indicated by manufacturer's designation.

G. Water: Potable, complying with ASTM C 94, free from deleterious materials that may affect color stability, setting, or strength of shotcrete.

H. Synthetic Fiber: Fibrillated polypropylene fibers engineered and designed for use in shotcrete, complying with ASTM C 1116, Type III, not less than 3/4 inch long.

I. Ground Wire: High-strength steel wire, 0.8 to 1 mm in diameter.

2.4 CHEMICAL ADMIXTURES

A. General: ASTM C 1141, Class A or B, but limited to the following admixture materials. Provide admixtures for dry-mix or wet-mix shotcrete that contains not more than 0.1 percent chloride ions. Certify compatibility of admixtures with each other and with other cementitious materials. 1. Air-Entraining Admixture: ASTM C 260. 2. Water-Reducing Admixture: ASTM C 494, Type A.


3. Water-Reducing and Retarding Admixture: ASTM C 494, Type D. 4. Water-Reducing and Accelerating Admixture: ASTM C 494, Type E. 5. High-Range, Water-Reducing Admixture: ASTM C 494, Type F. 6. Accelerating Admixture: ASTM C 494, Type C.

2.5 CURING MATERIALS

A. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd. dry.

B. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet.

C. Water: Potable.

D. Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B.

2.6 SHOTCRETE MIXES, GENERAL

A. Prepare design mixes for each type and strength of shotcrete. 1. Limit use of fly ash to not exceed, in combination, 25 percent of portland cement by

weight.

B. Limit water-soluble chloride ions to maximum percentage by weight of cement or cementitious materials permitted by ACI 301.

C. Admixtures: When included in shotcrete design mixes, use admixtures and retarding admixtures according to manufacturer's written instructions.

D. Synthetic Fiber: Uniformly disperse in shotcrete mix, according to manufacturer's written instructions, at a rate of 1.5 lb/cu. yd.

E. Design-Mix Adjustments: Subject to compliance with requirements, shotcrete design-mix adjustments may be proposed when characteristics of materials, Project conditions, weather, test results, or other circumstances warrant.

2.7 NORMAL-WEIGHT SHOTCRETE MIXES

A. Proportion dry mixes by field test data methods and wet mixes according to ACI 211.1 and ACI 301, using materials to be used on Project, to provide normal-weight shotcrete with the following properties: 1. Compressive Strength (28 Days): 4000 psi. 2. Add air-entraining admixture at manufacturer's prescribed rate to result in normal-weight,

wet-mix shotcrete having an air content before pumping of 7 percent with a tolerance of plus or minus 1-1/2 percent.

2.8 LIGHTWEIGHT SHOTCRETE MIXES

A. Proportion dry mixes by field test data methods and wet mixes according to ACI 211.2 and ACI 301, using materials to be used on Project, to provide lightweight shotcrete with the following properties: 1. Compressive Strength (28 Days): 4000 psi. 2. Add air-entraining admixture at manufacturer's prescribed rate to result in lightweight wet-

mix shotcrete having an air content before pumping of 7 percent with a tolerance of plus or minus 1-1/2 percent.


2.9 SHOTCRETE EQUIPMENT

A. Mixing Equipment: Capable of thoroughly mixing shotcrete materials in sufficient quantities to maintain continuous placement.

B. Dry-Mix Delivery Equipment: Capable of discharging aggregate-cement mixture into delivery hose under close control and maintaining continuous stream of uniformly mixed materials at required velocity to discharge nozzle. Equip discharge nozzle with manually operated water-injection system for directing even distribution of water to aggregate-cement mixture. 1. Provide uniform, steady supply of clean, compressed air to maintain constant nozzle

velocity while simultaneously operating blow pipe for cleaning away rebound. 2. Provide water supply with uniform pressure at discharge nozzle to ensure uniform mixing

with aggregate-cement mix. Provide water pump to system if line water pressure is inadequate.

C. Wet-Mix Delivery Equipment: Capable of discharging aggregate-cement-water mixture accurately, uniformly, and continuously.

2.10 BATCHING AND MIXING

A. Dry-Mix Process: Measure mix proportions by weight batching according to ASTM C 94 or by volume batching complying with ASTM C 685 requirements. 1. In volume batching, adjust fine-aggregate volume for bulking. Test fine-aggregate

moisture content at least once daily to determine extent of bulking. 2. Prepackaged shotcrete materials may be used at Contractor's option. Predampen

prepackaged shotcrete materials and mix before use.

B. Wet-Mix Process: Measure, batch, mix, and deliver shotcrete according to ASTM C 94 and ASTM C 1116 and furnish batch ticket information. 1. Comply with ASTM C 685 when shotcrete ingredients are delivered dry and proportioned

and mixed on-site.

PART 3 - EXECUTION

3.1 PREPARATION

A. Concrete or Masonry: Before applying shotcrete, remove unsound or loose materials and contaminants that may inhibit shotcrete bonding. Chip or scarify areas to be repaired to extent necessary to provide sound substrate. Cut edges square and 1/2 inch deep at perimeter of work, tapering remaining shoulder at 1:1 slope into cavity to eliminate square shoulders. Dampen surfaces before shotcreting. 1. Abrasive blast or hydroblast existing surfaces that do not require chipping to remove

paint, oil, grease, or other contaminants and to provide roughened surface for proper shotcrete bonding.

B. Earth: Compact and trim to line and grade before placing shotcrete. Do not place shotcrete on frozen surfaces. Dampen surfaces before shotcreting.

C. Rock: Clean rock surfaces of loose materials, mud, and other foreign matter that might weaken shotcrete bonding.

D. Steel: Clean steel surfaces by abrasive blasting according to SSPC-SP 6/NACE No. 3, "Commercial Blast Cleaning."


3.2 FORMS

A. General: Design, erect, support, brace, and maintain forms, according to ACI 301, to support shotcrete and construction loads and to facilitate shotcreting. Construct forms so shotcrete members and structures are secured to prevent excessive vibration or deflection during shotcreting. 1. Fabricate forms to be readily removable without impact, shock, or damage to shotcrete

surfaces and adjacent materials. 2. Construct forms to required sizes, shapes, lines, and dimensions using ground wires and

depth gages to obtain accurate alignment, location, and grades in finished structures. Construct forms to prevent mortar leakage but permit escape of air and rebound during shotcreting. Provide for openings, offsets, blocking, screeds, anchorages, inserts, and other features required in the Work.

B. Form openings, chases, recesses, bulkheads, keyways, and screeds in formwork. Determine sizes and locations from trades providing such items. Accurately place and securely support items built into forms.


A. General: Comply with CRSI's "Manual of Standard Practice" for fabricating, placing, and supporting reinforcement.

B. Clean reinforcement of loose rust and mill scale, earth, ice, and other materials that weaken shotcrete bonding.

C. Securely embed reinforcing anchors into existing substrates, located as required.

D. Accurately position, support, and rigidly secure reinforcement against displacement by formwork, construction, or shotcreting. Locate and support reinforcement by metal chairs, runners, bolsters, spacers, and hangers, as required.

E. Place reinforcement to obtain minimum coverages for shotcrete protection. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during shotcreting. Set wire ties with ends directed into shotcrete, not toward exposed shotcrete surfaces.

F. Install welded wire fabric in lengths as long as practicable. Lap adjoining pieces at least one full mesh and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in either direction.

3.4 JOINTS

A. Construction Joints: Locate and install construction joints tapered to a 1:1 slope where joint is not subject to compression loads and square where joint is perpendicular to main reinforcement. Continue reinforcement through construction joints, unless otherwise indicated.

B. Contraction Joints: Construct contraction joints in shotcrete using saw cuts 1/8-inch-wide-by-1/3 slab depth or premolded plastic, hardboard, or fiberboard strip inserts 1/4-inch-wide-by-1/3 shotcrete depth, unless otherwise indicated. 1. After shotcrete has cured, remove strip inserts and clean groove of loose debris. 2. Tool edges round on each side of strip inserts if floated or troweled finishes are required.


3.5 ALIGNMENT CONTROL

A. Ground Wires: Install ground wires to establish thickness and planes of shotcrete surfaces. Install ground wires at corners and offsets not established by forms. Pull ground wires taut and position adjustment devices to permit additional tightening.

3.6 EMBEDDED ITEMS

A. Place and secure anchorage devices and other embedded items required for adjoining work that is attached to or supported by shotcrete. Use Setting Drawings, templates, diagrams, instructions, and directions furnished with items to be embedded.

3.7 APPLICATION

A. Apply temporary protective coverings and protect adjacent surfaces against deposit of rebound and overspray or impact from nozzle stream.

B. Moisten wood forms immediately before placing shotcrete where form coatings are not used.

C. Apply shotcrete according to ACI 506.2.

D. Apply dry-mix shotcrete materials within 45 minutes after predampening and wet-mix shotcrete materials within 90 minutes after batching.

E. Deposit shotcrete continuously in multiple passes, to required thickness, without cold joints and laminations developing. Place shotcrete with nozzle held perpendicular to receiving surface. Begin shotcreting in corners and recesses. 1. Remove and dispose of rebound and overspray materials during shotcreting to maintain

clean surfaces and to prevent rebound entrapment.

F. Maintain reinforcement in position during shotcreting. Place shotcrete to completely encase reinforcement and other embedded items. Maintain steel reinforcement free of overspray and prevent build-up against front face during shotcreting.

G. Do not place subsequent lifts until previous lift of shotcrete is capable of supporting new shotcrete.

H. Do not permit shotcrete to sag, slough, or dislodge.

I. Remove hardened overspray, rebound, and laitance from shotcrete surfaces to receive additional layers of shotcrete; dampen surfaces before shotcreting.

J. Do not disturb shotcrete surfaces before beginning finishing operations.

K. Remove ground wires or other alignment control devices after shotcrete placement.

L. Shotcrete Core Grade: Apply shotcrete to achieve mean core grades not exceeding 2.5 according to ACI 506.2, with no single core grade exceeding 3.0.

M. Installation Tolerances: Place shotcrete without exceeding installation tolerances permitted by ACI 117R, increased by a factor of 2.

3.8 SURFACE FINISHES

A. Gun Finish: Textured, uneven, natural finish to exposed surfaces, unless otherwise indicated.


B. Rod Finish: Rough-textured finish obtained by cutting or screeding exposed face of shotcrete to required plane by rod or straightedge after initial set.

C. Broom Finish: Rough-textured finish obtained by screeding exposed face of shotcrete to required plane by rod, cutting screed, or trowel, and brooming after initial set.

D. Flash-Coat Finish: After screeding to rod finish, apply up to 1/4-inch coat of shotcrete using ACI 506R, No. 1 gradation, fine-screened sand modified with maximum aggregate size not exceeding No. 4 sieve to provide a finely textured finish.

E. Flash Coat: After screeding to natural rod finish, apply up to 1/4-inch coat of shotcrete using ACI 506R, No. 1 gradation, fine-screened sand modified with maximum aggregate size not exceeding No. 4 sieve and apply wood-float, granular-textured finish.

F. Finish-Coat Finish: After screeding to natural rod finish, apply shotcrete finish coat, 1/4 to 1 inch thick, using ACI 506R, No. 1 gradation, fine-screened sand modified with maximum aggregate size not exceeding No. 4 sieve to provide a finish of uniform texture and appearance.

G. Finish Coat: After screeding to natural rod finish, apply shotcrete finish coat, 1/4 to 1 inch thick, using ACI 506R, No. 1 gradation, fine-screened sand modified with maximum aggregate size not exceeding No. 4 sieve and apply wood-float, granular-textured finish.

3.9 CURING

A. Protect freshly placed shotcrete from premature drying and excessive cold or hot temperatures.

B. Start initial curing as soon as free water has disappeared from shotcrete surface after placing and finishing.

C. Curing Exposed Surfaces: Cure shotcrete by the following methods: 1. Moisture Curing: Keep surfaces continuously moist for at least seven days with water,

continuous water-fog spray, water-saturated absorptive covers, or moisture-retaining covers. Lap and seal sides and ends of covers.

2. Curing Compound: Apply curing compound uniformly in continuous operation by power spray according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period. a. Apply curing compound to natural- or gun-finished shotcrete at rate of 1 gal./100

sq. ft.

D. Curing Formed Surfaces: Cure formed shotcrete surfaces by moist curing with forms in place for full curing period or until forms are removed. If forms are removed, continue curing by methods specified above, as applicable.

3.10 FORM REMOVAL

A. Forms not supporting weight of shotcrete may be removed after curing at not less than 50 deg F for 24 consecutive hours after gunning, provided shotcrete is hard enough not to be damaged by form-removal operations and provided curing and protecting operations are maintained. 1. Leave forms supporting weight of shotcrete in place until shotcrete has attained design

compressive strength. Determine compressive strength of in-place shotcrete by testing representative field-cured specimens of shotcrete.

2. Remove forms only if shores have been arranged to permit removal of forms without loosening or disturbing shores.


B. Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delaminated, or otherwise damaged form-facing materials are unacceptable for exposed surfaces. Apply new form-coating compound as specified for new formwork.


A. Engage a qualified independent testing agency to sample materials, visually grade cores, perform tests, and submit reports during shotcreting.

B. Air Content: ASTM C 173, volumetric method or ASTM C 231, pressure method; 1 test for each compressive-strength test for each mix of air-entrained, wet-mix shotcrete measured before pumping.

C. Shotcrete Temperature: ASTM C 1064; 1 test hourly when air temperature is 40 deg F and below and when 80 deg F and above, and 1 test for each set of compressive-strength specimens.

D. Test Panels: Make a test panel, reinforced as in structure, for each shotcrete mix and for each workday or for every 50 cu. yd. of shotcrete placed, whichever is less. Produce test panels with dimensions of 24 by 24 inches minimum and of average thickness of shotcrete, but not less than 4-1/2 inches. From each test panel, testing agency will obtain six test specimens: one set of three specimens unreinforced and one set of three specimens reinforced. 1. Test each set of unreinforced specimens for compressive strength according to

ASTM C 1140 and construction testing requirements in ACI 506.2. 2. Visually inspect each set of reinforced shotcrete cores taken from test panels and

determine mean core grades according to ACI 506.2.

E. In-Place Shotcrete: Take a set of 3 unreinforced cores for each mix and for each workday or for every 50 cu. yd. of shotcrete placed, whichever is less. Test cores for compressive strength according to ACI 506.2 and ASTM C 42. Do not cut steel reinforcement.

F. Strength of shotcrete will be considered satisfactory when mean compressive strength of each set of 3 unreinforced cores equals or exceeds 85 percent of specified compressive strength, with no individual core less than 75 percent of specified compressive strength. 1. Mean compressive strength of each set of 3 unreinforced cubes shall equal or exceed

design compressive strength with no individual cube less than 88 percent of specified compressive strength.

3.12 REPAIRS

A. Remove and replace shotcrete that is delaminated or exhibits laminations, voids, or sand/rock pockets exceeding limits for specified core grade of shotcrete. 1. Remove unsound or loose materials and contaminants that may inhibit bond of shotcrete

repairs. Chip or scarify areas to be repaired to extent necessary to provide sound substrate. Cut edges square and 1/2 inch deep at perimeter of work, tapering remaining shoulder at 1:1 slope into cavity to eliminate square shoulders. Dampen surfaces and apply new shotcrete.

B. Repair core holes from in-place testing according to repair provisions in ACI 301 and match adjacent finish, texture, and color.

3.13 CLEANING

A. Remove and dispose of rebound and overspray materials from final shotcrete surfaces and areas not intended for shotcrete placement.


END OF SECTION

Cherokee Springs Entry Feature Unit Masonry 04 2000-1

SECTION 04 2000 UNIT MASONRY

PART 1 - GENERAL

1.1 WORK INCLUDED

A. Brick units.

B. Reinforcement, anchorages, and accessories.

1.2 WORK INSTALLED BUT FURNISHED UNDER OTHER SECTIONS

A. None.

1.3 RELATED WORK

A. None

1.4 REFERENCES

A. ASTM C55 - Concrete Building Brick.

B. ASTM C90 - Hollow Load-Bearing Concrete Masonry Units.

C. ASTM C216 - Facing Brick.

D. International Masonry Industry All-Weather Council (IMIAC) - Recommended Practices and Guide Specifications for Cold Weather Masonry Construction.

E. ASTM C126 - Ceramic Glazed Structural Clay Facing Tile, Facing Brick, and Solid Masonry Units.

1.5 MOCKUP

A. Construct 10 feet length wall segment to full height, including mortar and accessories specified.

B. Obtain approval prior to proceeding with the work.

C. The approved panel may be incorporated into the Work at the discretion of the Landscape Architect.

1.6 SAMPLES

A. Submit four samples of face brick to illustrate color, texture, and extremities of color range. Match building brick veneer.

1.7 CERTIFICATES

A. Submit manufacturer's certificate that materials meet or exceed specified requirements.

1.8 ENVIRONMENTAL REQUIREMENTS


A. Maintain materials and surrounding air temperatures to minimum 50 degrees F prior to, during, and 48 after completion of masonry work.

B. Cold Weather Requirements: IMIAC - Recommended Practices and Specifications for Cold Weather Masonry Construction.

PART 2 - PRODUCTS

2.1 CONCRETE MASONRY UNITS

A. Concrete Masonry Units in standard sizes and finishes for incorporation into the wall and column cores.

2.2 BRICK UNITS

A. None used.

2.3 CLAY TILE UNITS.

A. None used.

2.4 REINFORCEMENT AND ANCHORAGES

A. Multiple Wythe Joint Reinforcement: Truss type; galvanized; no. 9 gauge, deformed side rods with no. 9 gauge, plain cross ties; equal to Dur-O-Wall.

2.5 ACCESSORIES

A. None

PART 3 - EXECUTION

3.1 PREPARATION

A. Verify items provided by other Sections of work are properly sized and located.

B. Establish lines, levels, and coursing. Protect from disturbance.

C. Provide temporary bracing during erection of masonry work. Maintain in place until structure provides permanent bracing.

3.2 COURSING

A. Place masonry to lines and levels indicated.

B. Maintain masonry courses to uniform width. Make vertical and horizontal joints equal and of uniform thickness.

C. Lay wall veneer stone in a standard Ashlar pattern with random stone sizes. Form mortar joints to approximate ½” joints.

3.3 PLACING AND BONDING


A. Lay masonry in full bed of mortar, properly jointed with other work.

B. Fully bond intersections, and external and internal corners.

C. Do not shift or tap masonry units after mortar has taken initial set. Where adjustment must be made, remove mortar and replace.

D. Remove excess mortar.

E. Perform jobsite cutting with proper tools to provide straight un-chipped edges. Take care to prevent breaking masonry unit corners or edges.

F. Cut mortar joints of masonry units flush where waterproofing is applied.

3.4 TOLERANCES

A. Alignment of Columns or Pilasters: Maximum 1/4 inch from true line.

B. Variation from Unit to Adjacent Unit: 1/4 inch maximum.

C. Variation from Plane of Wall: 1/4 inch in 10 feet and 1/2 inch in 20 feet or more.

D. Variation from Plumb: 1/2 inch.

E. Variation from Level Coursing: 1/2 inch in 3 feet; 3/4 inch in 10 feet; 1 inch maximum.

F. Variation of Joint Thickness: 1/4 inch in 3 feet.

G. Maximum Variation from Cross Sectional Thickness of Walls: Plus or minus 1 inch.

3.5 REINFORCEMENT AND ANCHORAGES

A. Install horizontal joint reinforcement 16 inches o.c.

B. Place joint reinforcement continuous in first joint below top of walls and second joint above bottom of wall.

C. Lap joint reinforcement ends minimum 6”.

D. Place reinforcing bars supported and secured against displacement. Maintain position within 1/2 inch of true dimension.

3.6 GROUTED COMPONENTS

A. Lap splices minimum 24 bar diameters.

B. Place and consolidate grout fill without disturbing reinforcing.

3.7 CONTROL JOINTS

A. Do not continue horizontal joint reinforcing across control joints.

B. Form control joint by use of sheet building paper bond breaker one side fitted to hollow contour


of block unit end. Fill created core with grout fill. Rake joint at exposed faces for rod and sealant.

C. Size joint for sealant performance.

D. Sealant to be Multi-Component, Non-sagging: ASTM C 920, Type M, Grade NS, Class 25; non-staining, non-bleeding, chemical curing; joint movement capability not less than 40% in extension and 25% in compression. Color to match mortar.

3.8 CUTTING AND FITTING

A. Cut and fit for pipes, conduits, and sleeves. Cooperate with other Sections of work to provide correct size, shape, and location.

B. Obtain approval prior to cutting or fitting any area not indicated or where appearance or strength of masonry work may be impaired.

3.9 CLEANING

A. Remove excess mortar and smears.

B. Replace defective mortar. Match adjacent work.

C. Clean soiled surfaces with a non-acidic solution which will not harm masonry or adjacent materials. Consult masonry manufacturer for acceptable cleaners.

D. Use non-metallic tools in cleaning operations.

3.10 PROTECTION

A. Maintain protective boards at exposed external corners which may be damaged by construction activities.

B. Provide protection without damaging completed work.

C. At day's end, cover unfinished walls to prevent moisture infiltration.

END OF SECTION

Cherokee Springs Entry Feature Stone Masonry 044300 - 1

SECTION 044300 STONE MASONRY

PART 1 - GENERAL



1.2 SUMMARY

A. This Section includes stone veneer in the following applications: 1. Anchored to CMU backup.

B. Related Sections include the following: 1. None.

1.3 SUBMITTALS

A. Product Data: For each type of product indicated. 1. For stone varieties proposed for use on Project, include data on physical properties.

B. Stone Samples for Verification: For each color, grade, finish, and variety of stone required.

C. Colored Mortar Samples for Verification: For each color required. Label Samples to indicate types and amounts of pigments used.

D. List of Materials Used in Constructing Mockups: List generic product names together with manufacturers, manufacturers' product names, sources of supply, and other information as required to identify materials used. Include mix proportions for mortar and source of aggregates. 1. Submittal is for information only. Neither receipt of list nor approval of mockups

constitutes approval of deviations from the Contract Documents unless such deviations are specifically brought to the attention of Architect and approved in writing.

E. Qualification Data: For Installer.


A. Installer Qualifications: An installer who employs experienced stone masons and stone fitters who are skilled in installing stone veneer assemblies similar in material, design, and extent to those indicated for this Project and whose projects have a record of successful in-service performance.

B. Source Limitations for Stone: Obtain each variety of stone, regardless of finish, from a single quarry with resources to provide materials of consistent quality in appearance and physical properties. 1. Obtain each variety of stone from a single quarry, whether specified in this Section or in

another Section of the Specifications.

C. Source Limitations for Mortar Materials: Obtain ingredients of a uniform quality for each mortar component from a single manufacturer and each aggregate from one source or producer.


D. Mockups: Build mockups to verify selections made under sample Submittals and to demonstrate aesthetic effects and qualities of materials and execution. 1. Build mockups for each type of stone veneer assembly in sizes approximately 48 inches

long by full height of wall by full thickness, including face and backup. a. Include stone coping at top of mockup. b. Include through-wall flashing installed for a 24-inch length in corner of mockup

approximately 16 inches down from top of mockup. 2. Protect accepted mockups from the elements with weather-resistant membrane. 3. Approval of mockups is for color, texture, and blending of stone; relationship of mortar

and sealant colors to stone colors; tooling of joints; and aesthetic qualities of workmanship. a. Approval of mockups is also for other material and construction qualities

specifically approved by Architect in writing. b. Approval of mockups does not constitute approval of deviations from the Contract

Documents contained in mockups unless such deviations are specifically approved by Architect in writing.

4. Approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion.

1.5 DELIVERY, STORAGE, AND HANDLING

A. Store cementitious materials on elevated platforms, under cover, and in a dry location. Do not use cementitious materials that have become damp.

B. Store aggregates where grading and other required characteristics can be maintained and contamination avoided.

C. Deliver preblended, dry mortar mix in moisture-resistant containers designed for lifting and emptying into dispensing silo. Store preblended, dry mortar mix in delivery containers on elevated platforms, under cover, and in a dry location or in a metal dispensing silo with weatherproof cover.

D. Store masonry accessories, including metal items, to prevent corrosion and accumulation of dirt and oil.


A. Protection of Stone Veneer Assemblies: During construction, cover tops of walls, projections, and sills with waterproof sheeting at end of each day's work. Cover partially completed stone veneer assemblies when construction is not in progress. 1. Extend cover a minimum of 24 inches down both sides and hold cover securely in place.

B. Stain Prevention: Immediately remove mortar and soil to prevent them from staining the face of stone veneer assemblies. 1. Protect base of walls from rain-splashed mud and mortar splatter by coverings spread on

the ground and over the wall surface. 2. Protect sills, ledges, and projections from mortar droppings. 3. Protect surfaces of window and door frames, as well as similar products with painted and

integral finishes, from mortar droppings. 4. Turn scaffold boards near the wall on edge at end of each day to prevent rain from

splashing mortar and dirt on completed stone veneer assemblies.

C. Cold-Weather Requirements: Do not use frozen materials or materials mixed or coated with ice or frost. Do not build on frozen subgrade or setting beds. Remove and replace stone veneer


assemblies damaged by frost or freezing conditions. Comply with cold-weather construction requirements contained in Section 2104.3 of the Uniform Building Code. 1. Cold-Weather Cleaning: Use liquid cleaning methods only when air temperature is 40

deg F and above and will remain so until masonry has dried, but not less than 7 days after completing cleaning.

D. Hot-Weather Requirements: Comply with hot-weather construction requirements contained in ACI 530.1/ASCE 6/TMS 602.

PART 2 - PRODUCTS

2.1 STONE SOURCES

A. Varieties and Sources: Subject to compliance with requirements, provide one of the following stone varieties from one of the following sources: 1. Stone Type: Equal to

2.2 STONE

A. Match Architect's samples for variety, color range, finish, and other stone characteristics relating to aesthetic effects.

B. Granite Building Stone Standard: ASTM C 615.

C. Limestone Building Stone Standard: ASTM C 568, classification as follows:

2.3 MORTAR MATERIALS

A. Portland Cement: ASTM C 150, Type I or II, except Type III may be used for cold-weather construction. Provide natural color or white cement as required to produce mortar color indicated. 1. Low-Alkali Cement: Not more than 0.60 percent total alkali when tested according to

ASTM C 114.

B. Hydrated Lime: ASTM C 207, Type S.

C. Portland Cement-Lime Mix: Packaged blend of portland cement complying with ASTM C 150, Type I or III, and hydrated lime complying with ASTM C 207.

D. Mortar Cement: ASTM C 1329.

E. Masonry Cement: ASTM C 91.

F. For pigmented mortar, use a colored cement formulation as required to produce color indicated or, if not indicated, as selected from manufacturer's standard formulations. 1. Pigments shall be composed of natural or synthetic iron oxides, compounded for use in

mortar mixes, and with a record of satisfactory performance in stone masonry mortars. 2. Pigments shall not exceed 5 percent of mortar cement by weight. 3. For colored-aggregate mortar, use natural color or white cement as necessary to produce

required mortar color.

G. Aggregate: ASTM C 144 and as follows: 1. For pointing mortar, use aggregate graded with 100 percent passing No. 16 sieve. 2. White Aggregates: Natural white sand or ground white stone.


3. Colored Aggregates: Natural-colored sand or ground marble, granite, or other sound stone; of color necessary to produce required mortar color.

H. Mortar Pigments: Natural or synthetic iron oxides, compounded for use in mortar mixes and with a record of satisfactory performance in stone masonry mortars.

I. Latex additive (water emulsion) described below, serving as replacement for part of or all gaging water, of type specifically recommended by latex-additive manufacturer for use with job-mixed portland cement mortar and not containing a retarder. 1. Latex Additive: Styrene-butadiene rubber or acrylic resin.

J. Cold-Weather Admixture: Nonchloride, noncorrosive, accelerating admixture complying with ASTM C 494, Type C, and recommended by manufacturer for use in masonry mortar of composition indicated.

K. Water: Potable.

2.4 VENEER ANCHORS

A. Materials: 1. Hot-Dip Galvanized Steel Wire: ASTM A 82, with ASTM A 153/A 153M, Class B-2. 2. Stainless-Steel Wire: ASTM A 580/A 580M, Type 304. 3. Hot-Dip Galvanized Steel Sheet: ASTM A 366/A 366M, cold-rolled, carbon-steel sheet

hot-dip galvanized after fabrication to comply with ASTM A 153/A 153M, Class B-2. 4. Stainless-Steel Sheet: ASTM A 666, Type 304.

B. Corrugated-Metal Veneer Anchors: Not less than 0.030-inch thick by 7/8-inch wide stainless-steel sheet with corrugations having a wavelength of 0.3 to 0.5 inch and an amplitude of 0.06 to 0.10 inch.

C. Wire Veneer Anchors: Formed from W1.7 or 0.148-inch diameter, stainless-steel wire.

D. Adjustable, Screw-Attached Veneer Anchors: Units consisting of a wire tie section and a metal anchor section that allow vertical adjustment but resist tension and compression forces perpendicular to plane of wall, for attachment over sheathing to wood or metal studs, and as follows: 1. Structural Performance Characteristics: Capable of withstanding a 100-lbf load in both

tension and compression without deforming or developing play in excess of 0.05 inch. 2. Anchor Section: Rib-stiffened, sheet metal plate with screw holes top and bottom, 2-3/4

inches wide by 3 inches high; with projecting tabs having slotted holes for inserting vertical legs of wire tie specially formed to fit veneer anchor section.

3. Anchor Section: Sheet metal plate with screw holes top and bottom and with raised rib-stiffened strap stamped into center to provide a slot between strap and plate for connection of wire tie.

2.5 EMBEDDED FLASHING MATERIALS

A. Metal Flashing: Fabricate from the following metal complying with requirements specified below: 1. Stainless Steel: 0.0156 inch thick. 2. Fabricate through-wall metal flashing embedded in masonry with sawtooth ribs at 3-inch

intervals along length of flashing to provide an integral mortar bond. 3. Fabricate metal expansion-joint strips to shape indicated. 4. Fabricate metal drip edges to extend at least 3 inches into wall and 1/2 inch out from wall,

with a hemmed outer edge bent down 30 degrees.


5. Fabricate metal flashing terminations to extend at least 3 inches into wall and out to exterior face of wall. At exterior face of wall, bend metal back on itself for 3/4 inch and then down into joint 3/8 inch to form a stop for retaining sealant backer rod.

B. Contractor's Option for Concealed Flashing: For flashing partly exposed to the exterior, use metal flashing specified above. For flashing not exposed to the exterior, use the following, unless otherwise indicated: 1. EPDM Flashing: Manufacturer's standard flashing product formed from a terpolymer of

ethylene-propylene-diene, complying with ASTM D 4637, 0.040 inch thick.

C. Adhesives, Primers, and Seam Tapes for Flashings: Flashing manufacturer's standard products or products recommended by flashing manufacturer for bonding flashing sheets to each other and to substrates.

2.6 MISCELLANEOUS MASONRY ACCESSORIES

A. Compressible Filler: Premolded filler strips complying with ASTM D 1056, Grade 2A1; compressible up to 35 percent; of width and thickness indicated; formulated from neoprene urethane or PVC.

B. Dampproofing for Limestone: Cementitious formulations that are recommended by ILI and that are nonstaining to stone, compatible with joint sealants, and noncorrosive to veneer anchors and attachments.

C. Asphalt Dampproofing for Concrete Backup: Cut-back asphalt complying with ASTM D 4479, Type I, or asphalt emulsion complying with ASTM D 1227, Type III or IV.

D. Weep Holes: 1. Round Plastic Tubing: Medium-density polyethylene, 3/8-inch OD by thickness of stone

veneer assembly. 2. Rectangular Plastic Tubing: Clear butyrate, 3/8 by 1-1/2 inches by thickness of stone

veneer assembly. 3. Wicking Material: Cotton or polyester rope, 1/4 to 3/8 inch in diameter, in length required

to produce 2-inch exposure on exterior and 18 inches in cavity behind stone veneer assembly.

E. Cavity Drainage Stone: Washed gravel or washed crushed stone complying with ASTM C 33, Size No. 6.

F. Cavity Drainage Material: 3/4-inch thick, free-draining mesh made from polyethylene strands and shaped to avoid being clogged by mortar droppings.

G. Expanded Metal Lath: 3.4 lb/sq. yd., self-furring, diamond-mesh lath complying with ASTM C 847. Fabricate from structural-quality, zinc-coated (galvanized) steel sheet complying with ASTM A 653/A 653M,).

2.7 MASONRY CLEANERS

A. Job-Mixed Detergent Solution: Solution of 1/2-cup dry-measure tetrasodium polyphosphate and 1/2-cup dry-measure laundry detergent dissolved in 1 gal. of water.

B. Proprietary Acidic Cleaner: Manufacturer's standard-strength cleaner designed for removing mortar/grout stains, efflorescence, and other new construction stains from stone masonry surfaces without discoloring or damaging masonry surfaces; expressly approved for intended use by stone producer.


2.8 STONE FABRICATION

A. General: Fabricate stone in sizes and shapes necessary to comply with requirements indicated, including details on Drawings. 1. For granite, comply with recommendations in NBGQA's "Specifications for Architectural

Granite." 2. For limestone, comply with recommendations in ILI's "Indiana Limestone Handbook."

B. Gage backs of stones for adhered veneer if more than 81 sq. in. in area.

C. Thickness of Stone Veneer: Provide thickness indicated, but not less than the following: 1. Thickness: 4 inch plus or minus 1 inch .

D. Dress joints (bed and vertical) straight and at right angle to face, unless otherwise indicated.

E. Shape stone for type of masonry (pattern) indicated on drawings.

F. Finish exposed faces and edges of stone to comply with requirements indicated for finish and to match approved samples and mockups.

G. Carefully inspect stone at quarry or fabrication plant for compliance with requirements for appearance, material, and fabrication. Replace defective units before shipment.

2.9 MORTAR MIXES

A. General: Do not use admixtures, including pigments, air-entraining agents, accelerators, retarders, water-repellent agents, antifreeze compounds, or other admixtures, unless otherwise indicated.

1. Do not use calcium chloride. 2. Add cold-weather admixture (if used) at same rate for all mortar, regardless of weather

conditions, to ensure that mortar color is consistent. 3. Mixing Pointing Mortar: Thoroughly mix cementitious and aggregate materials together

before adding water. Then mix again, adding only enough water to produce a damp, unworkable mix that will retain its form when pressed into a ball. Maintain mortar in this dampened condition for one to two hours. Add remaining water in small portions until mortar reaches desired consistency. Use mortar within 30 minutes of final mixing; do not retemper or use partially hardened material.

B. Pre-blended, Dry Mortar Mix: Furnish dry mortar ingredients in the form of a pre-blended mix. Measure quantities by weight to ensure accurate proportions, and thoroughly blend ingredients before delivering to Project site.

C. Mortar for Stone Masonry: Comply with ASTM C 270 Proportion Specification.

D. Mortar for Stone Masonry: Comply with ASTM C 270 Property Specification. 1. Extended-Life Mortar: Mortar complying with ASTM C 1142 may be used instead of

mortar specified above, at Contractor's option. 2. Limit cementitious materials in mortar to portland cement, mortar cement, and lime.

E. Latex-Modified Portland Cement Setting Mortar: Proportion and mix portland cement, aggregate, and latex additive to comply with latex-additive manufacturer's written instructions.

F. Cement-Paste Bond Coat: Mix either neat cement and water or cement, sand, and water to a consistency similar to that of thick cream.


1. For latex-modified portland cement setting-bed mortar, substitute latex admixture for part or all of water, according to latex-additive manufacturer's written instructions.

G. Mortar for Scratch Coat over Metal Lath: 1 part portland cement, 1/2 part lime, 5 parts loose damp sand, and enough water to produce a workable consistency.

H. Mortar for Scratch Coat over Unit Masonry: 1 part portland cement, 1 part lime, 7 parts loose damp sand, and enough water to produce a workable consistency.

I. Pigmented Mortar: Select and proportion pigments with other ingredients to produce color required. 1. Mix to match Architect's sample. 2. Pigments shall not exceed 10 percent of portland cement by weight. 3. Pigments shall not exceed 5 percent of mortar cement or masonry cement by weight.

J. Colored-Aggregate Mortar: Produce color required by combining colored aggregates with cementitious materials of selected color. 1. Mix to match Architect's sample.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine surfaces indicated to receive stone veneer assemblies, with Installer present, for compliance with requirements for installation tolerances and other conditions affecting performance. 1. Examine substrate to verify that dovetail slots, inserts, reinforcement, veneer anchors,

flashing, and other items installed in unit masonry or concrete and required for or extending into stone veneer assemblies are correctly installed.

2. Examine wall framing, sheathing, and building paper or building wrap to verify that stud locations are suitable for spacing of veneer anchors and that installation will result in a weatherproof covering.

3. Proceed with installation only after unsatisfactory conditions have been corrected.

3.2 PREPARATION

A. Advise installers of other work about specific requirements for placement of reinforcement, veneer anchors, flashing, and similar items to be built into stone veneer assemblies.

B. Coat CMU backup with asphalt dampproofing.

C. Clean dirty or stained stone surfaces by removing soil, stains, and foreign materials before setting. Clean stone by thoroughly scrubbing with fiber brushes and then drenching with clear water. Use only mild cleaning compounds that contain no caustic or harsh materials or abrasives.

3.3 SETTING OF STONE VENEER, GENERAL

A. Perform necessary field cutting as stone is set. Use power saws to cut stone. Cut lines straight and true, with edges eased slightly to prevent snipping.

B. Sort stone before it is placed in wall to remove stone that does not comply with requirements relating to aesthetic effects, physical properties, or fabrication, or that is otherwise unsuitable for intended use.


C. Arrange and trim stones for accurate fit in pattern indicated on drawings with course heights as indicated, random lengths, and uniform joint widths, with offset between vertical joints as indicated.

D. Arrange stones with color and size variations uniformly dispersed for an evenly blended appearance.

E. Set stone to comply with requirements indicated on Drawings. Install veneer anchors, supports, fasteners, and other attachments indicated or necessary to secure stone veneer assemblies in place. Set stone accurately in locations indicated with edges and faces aligned according to established relationships and indicated tolerances.

F. Maintain uniform joint widths except for variations due to different stone sizes and where minor variations are required to maintain bond alignment, if any. Lay walls with joints not less than 1/2 inch at narrowest points nor more than 1 inch at widest points.

G. Provide expansion, control, and pressure-relieving joints of widths and at locations indicated. 1. Keep expansion and pressure-relieving joints free of mortar and other rigid materials. 2. Sealing expansion, control, and pressure-relieving joints is specified in Section "Joint

Sealants."

H. Install embedded flashing and weep holes at shelf angles, lintels, ledges, other obstructions to downward flow of water in wall, and where indicated.

I. Coat stone with dampproofing as follows: 1. Stone at Grade: Beds, joints, and back surfaces to at least 12 inches above finish-grade

elevations. 2. Stone Extending below Grade: Beds, joints, back surfaces, and face surfaces below

grade. 3. Allow cementitious dampproofing formulations to cure before setting dampproofed stone.

Do not damage or remove dampproofing in the course of handling and setting stone.

J. Place weep holes and vents in joints where moisture may accumulate, including at base of cavity walls, above shelf angles, and at flashing. 1. Use round plastic tubing or plastic weep hole/vent to form weep holes. 2. Use wicking material to form weep holes above flashing in stone sills. Turn wicking down

at lip of sill to be as inconspicuous as possible. 3. Space weep holes 24 inches o.c. 4. In cavities, place pea gravel to a height of 2 inches above top of flashing embedded in

the wall, as masonry construction progresses. 5. Place cavity drainage material immediately above flashing in cavities.

K. Trim wicking material used in weep holes flush with outside face of wall after mortar has set.

3.4 CONSTRUCTION TOLERANCES

A. Variation from Plumb: For vertical lines and surfaces, do not exceed 1/4 inch in 10 feet or more.

B. Measure variation from level, plumb, and position shown in plan as variation of the average plane of the face of each stone from level, plumb, or dimensioned plane.

C. Variation in Mortar-Joint Thickness: Do not vary from joint size range indicated.

D. Variation in Plane between Adjacent Stones: Do not exceed one-half of tolerance specified for thickness of stone.


E. Variation in Plane on Face of Individual Stone: Do not exceed one-half of tolerance specified for thickness of stone.

3.5 INSTALLATION OF ANCHORED STONE VENEER ASSEMBLIES

A. Anchor stone veneer to concrete with corrugated-metal veneer anchors as follows: 1. Secure veneer anchors by inserting dovetailed ends into dovetail slots in concrete. 2. Embed veneer anchors in mortar joints to within 1 inch of face.

B. Anchor stone veneer to unit masonry with metal veneer anchors as follows: 1. Embed corrugated-metal anchors in unit masonry mortar joints or grouted cells for

distance at least one-half of veneer thickness. 2. Secure wire anchors by inserting pintles into eyes of masonry wall reinforcement

projecting from horizontal mortar joints. 3. Secure triangular wire anchors with vertical rods inserted through anchors and through

eyes of masonry wall reinforcement projecting from horizontal mortar joints. 4. Embed anchors in veneer mortar joints to within 1 inch of face. 5. Bend ends of wire anchors at right angles to form hooks not less than 2 inches long.

C. Space veneer anchors not more than 16 inches o.c. vertically and 24 inches o.c. horizontally. Install additional veneer anchors within 12 inches of openings, sealant joints, and perimeter at intervals not exceeding 12 inches.

D. Set stone in full bed of mortar with full head joints, unless otherwise indicated. Build veneer anchors into mortar joints as stone is set. 1. Install continuous wire reinforcement in horizontal joints indicated and attach to seismic

veneer anchors as stone is set.

E. Provide 1-inch to 2-inch air space between stone veneer assemblies and backup construction, unless otherwise indicated. Keep air space free of mortar droppings and debris. 1. Place mortar spots in cavity at veneer anchors to maintain spacing. 2. Slope beds toward air space to minimize mortar protrusions into air space. As work

progresses, trowel mortar fins protruding into air space flat against back of veneer.

F. Rake out joints for pointing with mortar to depth of not less than 1/2 inch before setting mortar has hardened. Rake joints to uniform depths with square bottoms and clean sides.

3.6 INSTALLATION OF ADHERED STONE VENEER ASSEMBLIES

A. Install flashing over sheathing and behind building paper or building wrap by fastening through sheathing into framing.

B. Install lath over building paper or building wrap by fastening through sheathing into framing to comply with ASTM C 1063.

C. Install lath over unit masonry and concrete to comply with ASTM C 1063.

D. Install scratch coat over metal lath 3/8 inch thick to comply with ASTM C 926.

E. Coat backs of stone units and face of scratch coat with cement-paste bond coat, then butter both surfaces with setting mortar. Use sufficient setting mortar so a slight excess will be forced out the edges of stone units as they are set. Tap units into place, completely filling space between units and scratch coat.


F. Rake out joints for pointing with mortar to depth of not less than 1/2 inch before setting mortar has hardened. Rake joints to uniform depths with square bottoms and clean sides.

3.7 POINTING

A. Prepare stone-joint surfaces for pointing with mortar by removing dust and mortar particles. Where setting mortar was removed to depths greater than surrounding areas, apply pointing mortar in layers not more than 3/8 inch deep until a uniform depth is formed.

B. Point stone joints by placing and compacting pointing mortar in layers not more than 3/8 inch deep. Compact each layer thoroughly and allow to become thumbprint hard before applying next layer.

C. Tool joints, when pointing mortar is thumbprint hard, with a smooth jointing tool to produce the following joint profile: 1. Joint Profile: Smooth, flat face slightly below edges of stone.

3.8 ADJUSTING AND CLEANING

A. Remove and replace stone veneer assemblies of the following description: 1. Broken, chipped, stained, or otherwise damaged stone. Stone may be repaired if

methods and results are approved by Architect. 2. Defective joints. 3. Stone veneer assemblies not matching approved samples and mockups. 4. Stone veneer assemblies not complying with other requirements indicated.

B. Replace in a manner that results in stone veneer assemblies' matching approved samples and mockups, complying with other requirements, and showing no evidence of replacement.

C. In-Progress Cleaning: Clean stone veneer assemblies as work progresses. Remove mortar fins and smears before tooling joints.

D. Final Cleaning: After mortar is thoroughly set and cured, clean stone veneer assemblies as follows: 1. Remove large mortar particles by hand with wooden paddles and nonmetallic scrape

hoes or chisels. 2. Test cleaning methods on mockup; leave one-half of panel uncleaned for comparison

purposes. Obtain Architect's approval of sample cleaning before cleaning stone veneer assemblies.

3. Protect adjacent stone and nonmasonry surfaces from contact with cleaner by covering them with liquid strippable masking agent, polyethylene film, or waterproof masking tape.

4. Wet wall surfaces with water before applying cleaner; remove cleaner promptly by rinsing thoroughly with clear water.

5. Clean stone veneer assemblies by bucket and brush hand-cleaning method described in BIA Technical Note No. 20 Revised II, using job-mixed detergent solution.

6. Clean stone veneer assemblies with proprietary acidic cleaner applied according to manufacturer's written instructions.

7. Clean limestone veneer assemblies to comply with recommendations in ILI's "Indiana Limestone Handbook."

3.9 EXCESS MATERIALS AND WASTE

A. Excess Stone: Stack excess stone where directed by Owner for Owner's use.


B. Disposal as Fill Material: Dispose of clean masonry waste, including mortar and excess or soil-contaminated sand, by crushing and mixing with fill material as fill is placed. 1. Crush masonry waste to less than 4 inches in greatest dimension. 2. Mix masonry waste with at least two parts of specified fill material for each part of

masonry waste. Fill material is specified in Division 31 Section "Earthwork." 3. Do not dispose of masonry waste as fill within 18 inches of finished grade.

C. Excess Masonry Waste: Remove excess clean masonry waste that cannot be used as fill, as described above, and other waste, and legally dispose of off Owner's property.

END OF SECTION

Cherokee Springs Entry Feature Earthwork 31 0000 - 1

SECTION 31 0000 EARTHWORK

PART 1 - GENERAL

1.1 SUMMARY

A. This Section includes the following: 1. Preparing subgrades for water feature and exterior plants. 2. Excavating and backfilling for buildings and structures. 3. Drainage course for slabs-on-grade. 4. Subbase course for concrete pavements. 5. Subsurface drainage backfill for walls and trenches. 6. Excavating and backfilling for utility trenches. 7. Excavating and backfilling trenches for buried mechanical and electrical utilities and pits

for buried utility structures.

B. Related Sections include the following: 1. Section 312216 - Fine Grading. 2. Section 328400 – Planting Irrigation. 3. Section 329223 - Sodding.

1.2 UNIT PRICES

A. Rock Measurement: Volume of rock actually removed, measured in original position, but not to exceed the following. Unit prices for rock excavation include replacement with approved materials. 1. 12 inches outside of concrete forms at footings. 2. 6 inches outside of minimum required dimensions of concrete cast against grade. 3. Outside dimensions of concrete walls indicated to be cast against rock without forms or

exterior waterproofing treatments. 4. 6 inches beneath pipe in trenches, and the greater of 24 inches wider than pipe or 42

inches wide.

1.3 DEFINITIONS

A. Backfill: Soil material or controlled low-strength material used to fill an excavation. 1. Initial Backfill: Backfill placed beside and over pipe in a trench, including haunches to

support sides of pipe. 2. Final Backfill: Backfill placed over initial backfill to fill a trench.

B. Base Course: Course placed between the subbase course and hot-mix asphalt paving.

C. Bedding Course: Course placed over the excavated subgrade in a trench before laying pipe.

D. Borrow Soil: Satisfactory soil imported from off-site for use as fill or backfill.

E. Drainage Course: Course supporting the slab-on-grade that also minimizes upward capillary flow of pore water.

F. Excavation: Removal of material encountered above subgrade elevations and to lines and dimensions indicated.


1. Authorized Additional Excavation: Excavation below subgrade elevations or beyond indicated lines and dimensions as directed by Architect. Authorized additional excavation and replacement material will be paid for according to Contract provisions for unit prices.

2. Unauthorized Excavation: Excavation below subgrade elevations or beyond indicated lines and dimensions without direction by Architect. Unauthorized excavation, as well as remedial work directed by Architect, shall be without additional compensation.

G. Fill: Soil materials used to raise existing grades.

H. Rock: Rock material in beds, ledges, unstratified masses, conglomerate deposits, and boulders of rock material that exceed 3/4 cu. yd. for footing, trench, and pit excavation that cannot be removed by rock excavating equipment equivalent to the following in size and performance ratings, without systematic drilling, ram hammering, ripping, or blasting, when permitted: 1. Excavation of Footings, Trenches, and Pits: Late-model, track-mounted hydraulic

excavator; equipped with a 42-inch wide, maximum, short-tip-radius rock bucket; rated at not less than 138-hp flywheel power with bucket-curling force of not less than 28,090 lbf and stick-crowd force of not less than 18,650 lbf ; measured according to SAE J-1179.

I. Rock: Rock material in beds, ledges, unstratified masses, conglomerate deposits, and boulders of rock material 3/4 cu. yd. or more in volume that exceed a standard penetration resistance of 100 blows/2 inches when tested by an independent geotechnical testing agency, according to ASTM D 1586.

J. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs, mechanical and electrical appurtenances, or other man-made stationary features constructed above or below the ground surface.

K. Subbase Course: Course placed between the subgrade and base course for hot-mix asphalt pavement, or course placed between the subgrade and a cement concrete pavement or a cement concrete or hot-mix asphalt walk.

L. Subgrade: Surface or elevation remaining after completing excavation, or top surface of a fill or backfill immediately below subbase, drainage fill, or topsoil materials.

M. Utilities: On-site underground pipes, conduits, ducts, and cables, as well as underground services within buildings.

1.4 SUBMITTALS

A. Product Data: For the following: 1. Geotextile. 2. Controlled low-strength material, including design mixture. 3. Geofoam.

B. Samples: 12-by-12-inch Sample of separation geotextile.

C. Material Test Reports: From a qualified testing agency indicating and interpreting test results for compliance of the following with requirements indicated: 1. Laboratory compaction curve according to ASTM D 698 for each on-site and borrow soil

material proposed for fill and backfill.

D. Blasting Plan: None allowed.

E. Seismic Survey Report: For record purposes; from seismic survey agency.


F. Pre-excavation Photographs or Videotape: Show existing conditions of adjoining construction and site improvements, including finish surfaces, that might be misconstrued as damage caused by earthwork operations. Submit before earthwork begins.


A. Blasting: None allowed.

B. Geotechnical Testing Agency Qualifications: An independent testing agency qualified according to ASTM E 329 to conduct soil materials and rock-definition testing, as documented according to ASTM D 3740 and ASTM E 548.


A. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted in writing by Architect and then only after arranging to provide temporary utility services according to requirements indicated. 1. Notify Architect not less than two days in advance of proposed utility interruptions. 2. Do not proceed with utility interruptions without Architect's written permission. 3. Contact utility-locator service for area where Project is located before excavating.

B. Demolish and completely remove from site existing underground utilities indicated to be removed. Coordinate with utility companies to shut off services if lines are active.

PART 2 - PRODUCTS

2.1 SOIL MATERIALS

A. General: Provide borrow soil materials when sufficient satisfactory soil materials are not available from excavations.

B. Satisfactory Soils: ASTM D 2487 Soil Classification Groups GW, GP, GM, SW, SP, and SM, or a combination of these groups; free of rock or gravel larger than 3 inches in any dimension, debris, waste, frozen materials, vegetation, and other deleterious matter.

C. Unsatisfactory Soils: Soil Classification Groups GC, SC, CL, ML, OL, CH, MH, OH, and PT according to ASTM D 2487, or a combination of these groups. 1. Unsatisfactory soils also include satisfactory soils not maintained within 2 percent of

optimum moisture content at time of compaction.

D. Subbase Material: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1-1/2-inch sieve and not more than 12 percent passing a No. 200 sieve.

E. Base Course: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 95 percent passing a 1-1/2-inch sieve and not more than 8 percent passing a No. 200 sieve.

F. Engineered Fill: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1-1/2-inch sieve and not more than 12 percent passing a No. 200 sieve.


G. Bedding Course: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; except with 100 percent passing a 1-inch sieve and not more than 8 percent passing a No. 200 sieve.

H. Drainage Course: Narrowly graded mixture of washed crushed stone, or crushed or uncrushed gravel; ASTM D 448; coarse-aggregate grading Size 57; with 100 percent passing a 1-1/2-inch sieve and 0 to 5 percent passing a No. 8 sieve.

I. Filter Material: Narrowly graded mixture of natural or crushed gravel, or crushed stone and natural sand; ASTM D 448; coarse-aggregate grading Size 67; with 100 percent passing a 1-inch sieve and 0 to 5 percent passing a No. 4 sieve.

J. Sand: ASTM C 33; fine aggregate, natural, or manufactured sand.

K. Impervious Fill: Clayey gravel and sand mixture capable of compacting to a dense state.

2.2 GEOTEXTILES

A. Separation Geotextile: Woven geotextile fabric, manufactured for separation applications, made from polyolefins or polyesters; with elongation less than 50 percent; complying with AASHTO M 288 and the following, measured per test methods referenced: 1. Survivability: Class 2; AASHTO M 288. 2. Grab Tensile Strength: 247 lbf; ASTM D 4632. 3. Sewn Seam Strength: 222 lbf; ASTM D 4632. 4. Tear Strength: 90 lbf; ASTM D 4533. 5. Puncture Strength: 90 lbf; ASTM D 4833. 6. Apparent Opening Size: No. 60 sieve, maximum; ASTM D 4751. 7. Permittivity: 0.02 per second, minimum; ASTM D 4491. 8. UV Stability: 50 percent after 500 hours' exposure; ASTM D 4355.

2.3 ACCESSORIES

A. Warning Tape: Acid- and alkali-resistant polyethylene film warning tape manufactured for marking and identifying underground utilities, 6 inches wide and 4 mils thick, continuously inscribed with a description of the utility; colored as follows:

PART 3 - EXECUTION

3.1 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations.

3.2 DEWATERING

A. Prevent surface water and ground water from entering excavations, from ponding on prepared subgrades, and from flooding Project site and surrounding area.

B. Protect subgrades from softening, undermining, washout, and damage by rain or water accumulation. 1. Reroute surface water runoff away from excavated areas. Do not allow water to

accumulate in excavations. Do not use excavated trenches as temporary drainage ditches.


3.3 EXPLOSIVES

A. Explosives: Do not use explosives.

3.4 EXCAVATION, GENERAL

A. Unclassified Excavation: Excavate to subgrade elevations regardless of the character of surface and subsurface conditions encountered. Unclassified excavated materials may include rock, soil materials, and obstructions. No changes in the Contract Sum or the Contract Time will be authorized for rock excavation or removal of obstructions. 1. If excavated materials intended for fill and backfill include unsatisfactory soil materials

and rock, replace with satisfactory soil materials. 2. Remove rock to lines and grades indicated to permit installation of permanent

construction without exceeding the following dimensions: a. 24 inches outside of concrete forms other than at footings. b. 12 inches outside of concrete forms at footings. c. 6 inches outside of minimum required dimensions of concrete cast against grade. d. Outside dimensions of concrete walls indicated to be cast against rock without

forms or exterior waterproofing treatments. e. 6 inches beneath pipe in trenches, and the greater of 24 inches wider than pipe or

42 inches wide.

3.5 EXCAVATION FOR STRUCTURES

A. Excavate to indicated elevations and dimensions within a tolerance of plus or minus 1 inch. If applicable, extend excavations a sufficient distance from structures for placing and removing concrete formwork, for installing services and other construction, and for inspections. 1. Excavations for Footings and Foundations: Do not disturb bottom of excavation.

Excavate by hand to final grade just before placing concrete reinforcement. Trim bottoms to required lines and grades to leave solid base to receive other work.

2. Pile Foundations: Stop excavations 6 to 12 inches above bottom of pile cap before piles are placed. After piles have been driven, remove loose and displaced material. Excavate to final grade, leaving solid base to receive concrete pile caps.

3. Excavation for Underground Tanks, Basins, and Mechanical or Electrical Utility Structures: Excavate to elevations and dimensions indicated within a tolerance of plus or minus 1 inch. Do not disturb bottom of excavations intended as bearing surfaces.

3.6 EXCAVATION FOR WALKS AND PAVEMENTS

A. Excavate surfaces under walks and pavements to indicated lines, cross sections, elevations, and subgrades.

3.7 EXCAVATION FOR UTILITY TRENCHES

A. Excavate trenches to indicated gradients, lines, depths, and elevations.

B. Excavate trenches to uniform widths to provide the following clearance on each side of pipe or conduit. Excavate trench walls vertically from trench bottom to 12 inches higher than top of pipe or conduit, unless otherwise indicated. 1. Clearance: 12 inches each side of pipe or conduit.

C. Trench Bottoms: Excavate trenches 4 inches deeper than bottom of pipe elevation to allow for bedding course. Hand excavate for bell of pipe. 1. Excavate trenches 6 inches deeper than elevation required in rock or other unyielding

bearing material to allow for bedding course.


3.8 SUBGRADE INSPECTION

A. Notify Architect when excavations have reached required subgrade.

B. If Architect determines that unsatisfactory soil is present, continue excavation and replace with compacted backfill or fill material as directed.

C. Authorized additional excavation and replacement material will be paid for according to Contract provisions for changes in the Work.

D. Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water, or construction activities, as directed by Architect, without additional compensation.

3.9 UNAUTHORIZED EXCAVATION

A. Fill unauthorized excavation under foundations or wall footings by extending bottom elevation of concrete foundation or footing to excavation bottom, without altering top elevation. Lean concrete fill, with 28-day compressive strength of 2500 psi, may be used when approved by Architect. 1. Fill unauthorized excavations under other construction or utility pipe as directed by

Architect.

3.10 STORAGE OF SOIL MATERIALS

A. Stockpile borrow soil materials and excavated satisfactory soil materials without intermixing. Place, grade, and shape stockpiles to drain surface water. Cover to prevent windblown dust. 1. Stockpile soil materials away from edge of excavations. Do not store within drip line of

remaining trees.

3.11 BACKFILL

A. Place and compact backfill in excavations promptly, but not before completing the following: 1. Construction below finish grade including, where applicable, subdrainage, dampproofing,

waterproofing, and perimeter insulation. 2. Surveying locations of underground utilities for Record Documents. 3. Testing and inspecting underground utilities. 4. Removing concrete formwork. 5. Removing trash and debris. 6. Removing temporary shoring and bracing, and sheeting. 7. Installing permanent or temporary horizontal bracing on horizontally supported walls.

B. Place backfill on subgrades free of mud, frost, snow, or ice.

3.12 UTILITY TRENCH BACKFILL

A. Place backfill on subgrades free of mud, frost, snow, or ice.

B. Place and compact bedding course on trench bottoms and where indicated. Shape bedding course to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits.

C. Place and compact initial backfill of satisfactory soil, free of particles larger than 1 inch in any dimension, to a height of 12 inches over the utility pipe or conduit.


1. Carefully compact initial backfill under pipe haunches and compact evenly up on both sides and along the full length of utility piping or conduit to avoid damage or displacement of piping or conduit. Coordinate backfilling with utilities testing.

D. Controlled Low-Strength Material: Place initial backfill of controlled low-strength material to a height of 12 inches over the utility pipe or conduit.

E. Backfill voids with satisfactory soil while installing and removing shoring and bracing.

F. Place and compact final backfill of satisfactory soil to final subgrade elevation.

G. Controlled Low-Strength Material: Place final backfill of controlled low-strength material to final subgrade elevation.

H. Install warning tape directly above utilities, 12 inches below finished grade, except 6 inches below subgrade under pavements and slabs.

3.13 SOIL FILL

A. Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so fill material will bond with existing material.

B. Place and compact fill material in layers to required elevations as follows: 1. Under grass and planted areas, use satisfactory soil material. 2. Under walks and pavements, use satisfactory soil material. 3. Under fountain feature, use engineered fill. 4. Under footings and foundations, use engineered fill.

C. Place soil fill on subgrades free of mud, frost, snow, or ice.

3.14 SOIL MOISTURE CONTROL

A. Uniformly moisten or aerate subgrade and each subsequent fill or backfill soil layer before compaction to within 2 percent of optimum moisture content. 1. Do not place backfill or fill soil material on surfaces that are muddy, frozen, or contain

frost or ice. 2. Remove and replace, or scarify and air dry otherwise satisfactory soil material that

exceeds optimum moisture content by 2 percent and is too wet to compact to specified dry unit weight.

3.15 COMPACTION OF SOIL BACKFILLS AND FILLS

A. Place backfill and fill soil materials in layers not more than 8 inches in loose depth for material compacted by heavy compaction equipment, and not more than 4 inches in loose depth for material compacted by hand-operated tampers.

B. Place backfill and fill soil materials evenly on all sides of structures to required elevations, and uniformly along the full length of each structure.

C. Compact soil materials to not less than the following percentages of maximum dry unit weight according to ASTM D 698: 1. Under water feature structure, and pavements, scarify and recompact top 12 inches of

existing subgrade and each layer of backfill or fill soil material at 95 percent. 2. Under lawn or unpaved areas, scarify and recompact top 6 inches below subgrade and

compact each layer of backfill or fill soil material at 85 percent.


3. For utility trenches, compact each layer of initial and final backfill soil material at 85 percent.

3.16 GRADING

A. General: Uniformly grade areas to a smooth surface, free of irregular surface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated. 1. Provide a smooth transition between adjacent existing grades and new grades. 2. Cut out soft spots, fill low spots, and trim high spots to comply with required surface

tolerances.

B. Site Grading: Slope grades to direct water away from water feature and to prevent ponding. Finish subgrades to required elevations within the following tolerances: 1. Lawn or Unpaved Areas: Plus or minus 1 inch.

3.17 SUBBASE AND BASE COURSES

A. Place subbase and base course on subgrades free of mud, frost, snow, or ice.

B. On prepared subgrade, place subbase and base course under water feature as follows: 1. Install separation geotextile on prepared subgrade according to manufacturer's written

instructions, overlapping sides and ends. 2. Place base course material over subbase course under hot-mix asphalt pavement. 3. Shape subbase and base course to required crown elevations and cross-slope grades. 4. Place subbase and base course 6 inches or less in compacted thickness in a single

layer. 5. Place subbase and base course that exceeds 6 inches in compacted thickness in layers

of equal thickness, with no compacted layer more than 6 inches thick or less than 3 inches thick.

6. Compact subbase and base course at optimum moisture content to required grades, lines, cross sections, and thickness to not less than 95 percent of maximum dry unit weight according to ASTM D 698.


A. Testing Agency: Engage a qualified independent geotechnical engineering testing agency to perform field quality-control testing.

B. Allow testing agency to inspect and test subgrades and each fill or backfill layer. Proceed with subsequent earthwork only after test results for previously completed work comply with requirements.

C. Footing Subgrade: At footing subgrades, at least one test of each soil stratum will be performed to verify design bearing capacities. Subsequent verification and approval of other footing subgrades may be based on a visual comparison of subgrade with tested subgrade when approved by Architect.

D. Testing agency will test compaction of soils in place according to ASTM D 1556, ASTM D 2167, ASTM D 2922, and ASTM D 2937, as applicable. Tests will be performed at the following locations and frequencies: 1. Paved and Building Slab Areas: At subgrade and at each compacted fill and backfill

layer, at least 1 test for every 1000 sq. ft. or less of paved area or building slab, but in no case fewer than 3 tests.

2. Foundation Wall Backfill: At each compacted backfill layer, at least 1 test for each 100 feet or less of wall length, but no fewer than 2 tests.


E. When testing agency reports that subgrades, fills, or backfills have not achieved degree of compaction specified, scarify and moisten or aerate, or remove and replace soil to depth required; recompact and retest until specified compaction is obtained.

3.19 PROTECTION

A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion. Keep free of trash and debris.

B. Repair and reestablish grades to specified tolerances where completed or partially completed surfaces become eroded, rutted, settled, or where they lose compaction due to subsequent construction operations or weather conditions. 1. Scarify or remove and replace soil material to depth as directed by Architect; reshape

and recompact.

C. Where settling occurs before Project correction period elapses, remove finished surfacing, backfill with additional soil material, compact, and reconstruct surfacing. 1. Restore appearance, quality, and condition of finished surfacing to match adjacent work,

and eliminate evidence of restoration to greatest extent possible.

3.20 DISPOSAL OF SURPLUS AND WASTE MATERIALS

A. Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory soil, trash, and debris, and legally dispose of it off Owner's property.

B. Disposal: Transport surplus satisfactory soil to designated storage areas on Owner's property. Stockpile or spread soil as directed by Architect. 1. Remove waste material, including unsatisfactory soil, trash, and debris, and legally

dispose of it off Owner's property.

END OF SECTION 02300

Cherokee Springs Entry Feature Fine Grading 312216-1

SECTION 312216 FINE GRADING

PART 1 - GENERAL

1.1 WORK INCLUDED

A. Finish grade sub-grade.

B. Place, level, and compact topsoil.

1.2 RELATED WORK

A. Section 31 0000 - Earthwork

B. Section 328400 – Planting Irrigation

C. Section 329223 – Sodding

D. Section 329300 - Planting.

1.3 SAMPLES

A. Submit sample of imported fill to testing laboratory, in air-tight containers.

B. Disregard sample submission if recent test results are available for type of fill.

1.4 PROTECTION

A. Protect landscaping and other features remaining as final work.

B. Protect existing structures, fences, roads, sidewalks, paving and curbs.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Topsoil: Reuse from stockpile and provide new topsoil as needed.

B. Imported Topsoil: friable loam, typical of cultivated topsoils locally; free of subsoil, roots, grass, excessive amount of weeds, stone, and foreign matter; acidity range (pH) of 6.0 to 7.0; containing a minimum of 2 percent and a maximum of 5 percent organic matter. Topsoil shall not be delivered or used for planting while in a frozen or muddy condition. Topsoil shall conform to the following grain size distribution for material passing the #10 sieve:


Percent Passing U.S. Sieve Size Number Minimum Maximum 10 100 -- 18 85 100 35 70 95 60 50 85 140 36 63 270 32 52 0.002mm 3 8

PART 3 - EXECUTION

3.1 INSPECTION

A. Verify site conditions and note irregularities affecting work of this Section.

B. Beginning work of this Section means acceptance of existing conditions.

3.2 SUBGRADE PREPARATION

A. Eliminate uneven areas and low spots. Remove debris, roots, branches, stones, in excess of 1 inch in size. Remove sub-grade contaminated with petroleum products.

B. Scarify sub-grade to depth of 6 inches where topsoil is scheduled. Remove debris that is brought to the surface in excess of 1 inch in size.

C. Review sub-grade scarification with Owner’s Representative prior to commencing placement of topsoil.

3.3 PLACING TOPSOIL

A. Place topsoil in areas where planting is scheduled and as noted on plans.

B. Use topsoil in relatively dry state. Place during dry weather.

C. Fine grade topsoil eliminating rough or low areas. Maintain levels, profiles, and contours of sub-grade.

D. Remove stone, roots, grass, weeds, debris, and foreign material while spreading.

E. Manually spread topsoil around trees, plants, and structures, to prevent damage.

F. Lightly compact placed topsoil.

G. Remove surplus subsoil and topsoil from site.

H. Leave stockpile area and site clean and raked, ready to receive landscaping.

3.4 TOLERANCES

A. Top of Topsoil: Plus or minus 1/2 inch.

3.5 SCHEDULE OF LOCATIONS


A. The following paragraphs identify compacted topsoil thickness for various locations. 1. Lawn Areas: 6 inches. 2. Planting Beds (shrubs, groundcover, etc.): 12 inches. Includes all beds at grade. 3. Planters: To within 3 inches of rim or top of wall.

END OF SECTION

Cherokee Springs Entry Feature Planting Irrigation 328400-1

SECTION 32 8400 PLANTING IRRIGATION

PART 1 GENERAL


A. Drawings and general provisions of the Contract, including General and Supplementary

Conditions and Division 01 Specification Sections, apply to this Section.

B. Codes and Standards: 1. NFPA 70: National Electric Code 2. American Water Works Association (AWWA) for pipe and fitting manufacturer

compliance 3. American Society for Testing and Materials International (ASTM) for pipe and fitting

manufacturer compliance

1.02 SUMMARY

A. Section Includes: 1. Piping. 2. Encasement for piping. 3. Manual valves. 4. Pressure-reducing valves. 5. Automatic control valves. 6. Automatic drain valves. 7. Transition fittings. 8. Dielectric fittings. 9. Miscellaneous piping specialties. 10. Sprinklers. 11. Quick couplers. 12. Drip irrigation specialties. 13. Controllers. 14. Boxes for automatic control valves. 15. Booster Pump. 16. Backflow Preventer (when indicated outdoor installation). 17. Rain/Freeze Sensor 18. Evapo-transpiration Sensor or Weather Station

1.03 DEFINITIONS

A. Lateral Piping: Downstream from control valves to sprinklers, specialties, and drain valves. Piping is under pressure during flow.

B. Drain Piping: Downstream from circuit-piping drain valves. Piping is not under pressure.

C. Main Piping: Downstream from point of connection to water distribution piping to, and including, control valves. Piping is under water-distribution-system pressure.


D. Low Voltage: As defined in NFPA 70 for circuits and equipment operating at less than 50 V or for remote-control, signaling power-limited circuits.

1.04 PERFORMANCE REQUIREMENTS

A. Irrigation zone control shall be automatic operation with controller and automatic control valves.

B. Location of Sprinklers and Specialties: It is hereby specified that the system shall be complete and fully operational covering 100% of the planted area.

C. Minimum Working Pressures: The following are minimum pressure requirements for

piping, valves, and specialties unless otherwise indicated: 1. Minimum Pressure at spray heads: 30 psi. Minimum Pressure at rotors: 40 psi. 2. Maximum Pressure at spray heads: 40 psi. Maximum Pressure at rotors: 60 psi.

1.05 CLOSEOUT SUBMITTALS

A. As-built Drawings: Document each zone, zone type, and a color coded, laminated exhibit (zone guide). The zone guide should be void of minute detail.. In addition closeout submittals should include: 1. Controller keys. 2. Controller manual. 3. Quick Coupler key. 4. As-built drawings.1 Electronic copy in .pdf format. 5. Controller schedule. 6. Backflow preventer test certificate. 7. Warranty documents for the irrigation system. 8. Backflow preventer enclosure keys.


A. Installer Qualifications: Contractor shall be Rainbird “Prequalified Installer” and a Hunter

Industries “Preferred Contractor”.

1.07 DELIVERY, STORAGE, AND HANDLIN

A. Store plastic piping protected from direct sunlight. Support to prevent sagging and bending.


A. Interruption of Existing Water Service: Do not interrupt water service to facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary water service according to requirements indicated: 1. Notify Construction Manager no fewer than two (2) days in advance of proposed

interruption of water service. 2. Do not proceed with interruption of water service without Construction Manager’s

permission.

1.09 MAINTENANCE SERVICE


A. Initial Maintenance Service: Provide full maintenance by skilled employees of irrigation

Installer. Begin maintenance immediately after each area is planted and continue until not less than the following period: 1. Maintain until turnover to Operations. Immediately prior to turnover Construction

Manager will perform ‘Walk” with installers to ensure overall compliance with plan.

1.10 WARRANTY

A. Special Warranty: Installer agrees to repair or replace irrigation and accessories that fail in materials or workmanship within specified warranty period of 1 year.

PART 2 PRODUCTS

2.01 PIPES, TUBES, AND FITTINGS

A. Comply with requirements for applications of pipe, tube, and fitting materials, and for

joining methods for specific services, service locations, and pipe sizes.

B. PVC Pipe: ASTM D 1785, PVC 1120 compound, Schedule 40. 1. PVC Socket Fittings: ASTM D 2466, Schedule 40. 2. PVC Threaded Fittings: ASTM D 2464, Schedule 80. 3. PVC Socket Unions: Construction similar to MSS SP-107, except both headpiece

and tailpiece shall be PVC with socket ends.

2.02 PIPING JOINING MATERIALS

A. Solvent Cements for Joining PVC Piping: ASTM D 2564. Include primer according to ASTM F 656.

B. Plastic, Pipe-Flange Gasket, Bolts, and Nuts: Type and material recommended by piping system manufacturer unless otherwise indicated.

2.03 MANUAL VALVES

A. Brass Ball Valves: 1. Manufacturers: Subject to compliance with requirements, available manufacturers

offering products that may be incorporated into the Work include, but are not limited to, the following:

2. Basis-of-Design Product: Subject to compliance with requirements, provide comparable product by one of the following:

a. Crane Co.; Crane Valve Group; Crane Valves. b. Crane Co.; Crane Valve Group; Jenkins Valves. c. NIBCO INC. d. Red-White Valve Corporation.

3. Description: a. Standard: MSS SP-110. b. SWP Rating: 150 psig. c. CWP Rating: 600 psig. d. Body Design: Two piece. e. Body Material: Forged brass. f. Ends: Threaded. g. Seats: PTFE or TFE.


h. Stem: Brass. i. Ball: Chrome-plated brass. j. Port: Full.

2.04 PRESSURE-REDUCING VALVES

A. Water Regulators: If pressure exceeds 70psi.

1. Manufacturer/ Product: Rain Bird PRS Dial – PRS-D.

2.05 AUTOMATIC CONTROL VALVES

A. Master Valve: 1. Manufacturers: Master Valve shall be Rain Bird PEB series, sized appropriately.

B. Plastic, Automatic Circuit Control Valves: 1. Manufacturers: Rain Bird PEB Series 2. Description: Molded-plastic body, normally closed, diaphragm type with manual-

flow adjustment, and operated by 24-V AC solenoid. 3. Low flow valves 3gpm-20gpm to be Rain Bird XCZ-100-PRB-LC, less than 3psi Rain

Bird XCZ-075-PRF

2.06 AUTOMATIC DRAIN VALVES

A. Description: Spring-loaded-ball type of corrosion-resistant construction and designed to open for drainage if line pressure drops below 2-1/2 to 3 psi.

2.07 TRANSITION FITTINGS

A. General Requirements: Same size as, and with pressure rating at least equal to and with ends compatible with, piping to be joined. Provide products compatible with piping, valves, heads and controllers for proposed system which conform to standards of practice.

2.08 DIELECTRIC FITTINGS

A. General Requirements: Assembly of copper alloy and ferrous materials or ferrous material body with separating nonconductive insulating material suitable for system fluid, pressure, and temperature. Provide products compatible with all piping, valves, heads and controllers for proposed system which conform to industry standards of practice.

2.09 SPRINKLERS

A. General Requirements: Designed for uniform “Head to Head” coverage over entire spray area indicated at available water pressure. All sprinklers to be equipped with Rain Bird “MPR” nozzles.

B. Plastic, Pop-up, Gear-Drive Rotary Sprinklers: 1. Manufacturers: Rain Bird 5004-PRS Rotary Heads.

C. Plastic, Pop-up Spray Sprinklers:

1. Manufacturers: Rain Bird Corporation 1806 PRS 6”, 1812-PRS 12”height for areas with extreme elevations changes and planting areas. Spray nozzles should extend above plant material, add additional risers if necessary.


2.10 QUICK COUPLERS

A. Manufacturers: Equal to Rain Bird 5LRC with locking rubber cover with 55DK keys w/

bronze hose swivel adapters, Buckner model 45002. Quick coupling valve shall be prevented from rotation with Leemco Model LS-120 valve stabilizer.

2.11 DRIP IRRIGATION SPECIALTIES

A. Drip Tubes with Direct-Attached Emitters: 1. Tubing: RainBird XFS-09-12 Drip Tubing. 2. Body Material: PE or vinyl, with flow control. 3. Mounting: Inserted into tubing at set intervals.

B. Off-Ground Supports: Plastic stakes.

C. Application Pressure Regulators: Brass or plastic housing, NPS 3/4, with corrosion-resistant internal parts; capable of controlling outlet pressure to approximately 20 psig.

D. Filter Units: Brass or plastic housing, with corrosion-resistant internal parts; of size and

capacity required for devices downstream from unit.

E. Air Relief Valves: Brass or plastic housing, with corrosion-resistant internal parts.

F. Vacuum Relief Valves: Brass or plastic housing, with corrosion-resistant internal parts.

2.12 CONTROLLERS

A. Controller is pre-existing confirm location and available space for additional zones.

2.13 BOXES FOR AUTOMATIC CONTROL VALVES

A. Plastic Boxes: 1. Manufacturers:

a. Ametek 1. Description: Box and cover, with open bottom and openings for piping; designed for

installing flush with grade. a) Size: 10” Round-Zone Valve; Rectangular-Multiple Valves. b) Shape: Round and Rectangular. c) Sidewall Material: PE. d) Cover Material: PE. e) Lettering: Irrigation Valve Box.

2.14 BACKFLOW PREVENTER

A. Manufacturers:

1. Where Utility Plan indicates Irrigation Backflow Preventer to be outside building provide one of the following:

b. Backflow is pre-existing confirm proper size and location.

2.15 RAIN/FREEZE SENSOR


A. Manufacturer / Product: 1. Rain Bird WR2 Series Wireless Rain \ Freeze sensor with receiver, install in an

unobstructed position on the roof.

PART 3 EXECUTION

3.01 EARTHWORK

A. Excavating, trenching, and backfilling are specified in Division 31 Section "Earth Moving."

B. Provide minimum cover over top of underground piping according to the following: 1. Irrigation Main Piping: Minimum depth of 18 inches 2. Lateral Piping: 12 inches. 3. Drain Piping: 12 inches. 4. Sleeves: 24 inches

3.02 PREPARATION

A. Set stakes to identify locations of proposed irrigation system. Obtain Construction

Manager’s approval before excavation. Notify Construction Manager of any conflicts prior to installation.

3.03 PIPING INSTALLATION

A. Location and Arrangement: Drawings indicate schematic location and arrangement of piping systems.

B. Install drain valves at low points/sags along the line. Install groups of pipes parallel to each other, spaced to permit valve servicing.

C. Install fittings for changes in direction and branch connections.

D. Lay piping on solid sub-base, uniformly sloped without humps or depressions.

E. Install PVC piping in dry weather when temperature is above 40 deg F. Allow joints to

cure at least 24 hours at temperatures above 40 deg F before testing.

F. Install piping in sleeves under parking lots, roadways, and sidewalks.

G. Sleeves to be Schedule 40 PVC pipe and socket fittings, and solvent-cemented joints.

3.04 JOINT CONSTRUCTION

A. Ream ends of pipes and tubes and remove burrs. Bevel plain ends of steel pipe.

B. Remove scale, slag, dirt, and debris from inside and outside of pipe and fittings before assembly.

C. PVC Piping Solvent-Cemented Joints: Clean and dry joining surfaces. Join pipe and

fittings according to the following:


1. Comply with ASTM F 402 for safe-handling practice of cleaners, primers, and solvent cements. 2. PVC Pressure Piping: Join schedule number, ASTM D 1785, PVC pipe and PVC

socket fittings according to ASTM D 2672. Join other-than-schedule-number PVC pipe and socket fittings according to ASTM D 2855.

3. PVC Non-pressure Piping: Join according to ASTM D 2855.

3.05 VALVE INSTALLATION

A. Valve(All) Location: 1. Valve and Control Boxes must be a minimum 3’ behind face of curb.

B. Underground Curb Valves: Install in curb-valve casings with tops flush with grade.

C. Underground Iron Gate Valves, Resilient Seat: Comply with AWWA C600 and AWWA M44. Install in valve casing with top flush with grade.

D. Aboveground Valves: Install as components of connected piping system.

E. Pressure-Reducing Valves: Pressure over 70 psi requires the use of a Pressure

Regulating Device on the Master Valves and installed in tap assembly, 18” below grade. Throttling Valves: Install in underground piping in boxes for automatic control valves.

F. Drain Valves: Install in underground piping in boxes for automatic control valves.

3.06 SPRINKLER INSTALLATION

A. Install sprinklers after hydrostatic test is completed.

B. Install sprinklers as indicated in the Irrigation Plans, otherwise at manufacturer's

recommended heights.

C. Locate part-circle sprinklers to maintain a minimum distance of 6 inches from walls, header, sidewalk and other boundaries unless otherwise indicated.

3.07 DRIP IRRIGATION SPECIALTY INSTALLATION

A. Install drip assembly pressure regulator and filter should be located below grade in a valve box as shown on the Y-strainer/Pressure regulator detail. Locate within 2’ of the electronic control valve.

B. Install air relief valves, and vacuum relief valves per manufacture’s specifications.

3.08 AUTOMATIC IRRIGATION-CONTROL SYSTEM INSTALLATION

A. Equipment Mounting: 1. Place and secure anchorage devices. Use setting drawings, templates, diagrams,

instructions, and directions furnished with items to be embedded. 2. Install anchor bolts to elevations required for proper attachment to supported

equipment.

3.09 CONNECTIONS


A. Comply with requirements for piping specified in Division 22 Section "Facility Water Distribution Piping" for water supply from exterior water service piping, water meters, protective enclosures, and backflow preventers. Drawings indicate general arrangement of piping, fittings, and specialties.

B. Install piping adjacent to equipment, valves, and devices to allow service and maintenance.

C. Connect wiring between controllers and automatic control valves.


A. Tests and Inspections:

1. Leak Test: After installation, charge system and test for leaks. Repair leaks and retest until no leaks exist. 2. Operational Test: After electrical circuitry has been energized, operate controllers

and automatic control valves to confirm proper system operation. 3. Test and adjust controls and safeties. Replace damaged and malfunctioning

controls and equipment.

B. Any irrigation product will be considered defective if it does not pass tests and inspections.

3.11 STARTUP SERVICE

A. Perform startup service. 1. Complete installation and startup checks according to manufacturer's written

instructions. 2. Verify that controllers are installed and connected according to the Contract

Documents. 3. Verify that electrical wiring installation complies with manufacturer's submittal.

3.12 ADJUSTING

A. Adjust settings of controllers.

B. Adjust automatic control valves to provide flow rate at rated operating pressure required

for each sprinkler circuit.

C. Adjust sprinklers and devices, except those intended to be mounted aboveground, so they will be flush with finish grade.

3.13 CLEANING

A. Flush dirt and debris from piping before installing sprinklers and other devices.

3.14 DEMONSTRATION

A. Coordinate an operating demonstration and acceptance meeting with Construction Manager.

END OF SECTION

Cherokee Springs Entry Feature Sodding 329223-1

SECTION 32 9223 SODDING

PART 1 - GENERAL

1.1 WORK INCLUDED

A. Preparation of planting surface.

B. Fertilizing.

C. Sod installation.

D. Maintenance service.

1.2 RELATED WORK

A. Section 312216 – Fine Grading: Preparation of subsoil and placement of topsoil in preparation for the work of this Section.

B. Section 328400 – Planting Irrigation.

C. Section 329300 - Plants.

1.3 REFERENCES

A. Standardized Plant Names, 1942 Edition, American Joint Committee on Horticulture Nomenclature.

B. ASPA (American Sod Producers Association) - Guideline Specifications to Sodding.

C. FSO-F-241 - Fertilizers, Mixed, Commercial.

1.4 DEFINITIONS

A. Weeds: Includes Dandelion, Jimsonweed, Quackgrass, Horsetail, Morning Glory, Rush Grass, Mustard, Lambsquarter, Chickweed, Cress, Crabgrass, Canadian Thistle, Nutgrass, Poison Oak, Blackberry, Tansy Ragwort, Bermuda Grass, Johnson Grass, Poison Ivy, Nut Sedge, Nimble Will, Bindweed, Bent Grass, Wild Garlic, Perennial Sorrel and Brome Grass.


A. Sod Producer: Company specializing in sod production and harvesting with a minimum of 5 years experience.

B. Sod: Root development that will support its own weight, without tearing, when suspended vertically by holding the upper two corners.

C. Submit sod certification for grass species and location of sod source.

1.6 REGULATORY REQUIREMENTS


A. Comply with regulatory agencies for fertilizer and herbicide composition.

1.7 TESTS

A. Provide soils tests and recommendations for areas to be sodded. Obtain from approved testing agency. Such tests shall be a composite of random samples. Test areas exhibiting different soil types separately. Provide separate tests for each 10,000 sq. ft. of sodded area.

1.8 MAINTENANCE DATA

A. Submit recommended maintenance procedures to be followed by Owner.

B. Include maintenance instructions, cutting method and maximum grass height; types, application frequency, and recommended coverage of fertilizer.


A. Deliver sod on pallets. Protect exposed roots from dehydration.

B. Do not deliver more sod than can be laid within 24 hours.

1.10 COORDINATION

A. Coordinate the work of this Section with installation of underground sprinkler system and plant material as applicable.


A. Maintain sodded areas immediately after placement until grass is well established, has achieved complete coverage, and exhibits a vigorous growing condition or until Date of Substantial completion whichever is longer. Maintenance period shall include minimum of two mowings.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Sod: Cultivated grass sod; type indicated on Drawings; with strong fibrous root system, free of stones, burned or bare spots, and weeds.

B. Fertilizer: Type recommended for grass; of proportions necessary to eliminate any deficiencies of topsoil as indicated in soils test or otherwise approved.

C. Soil Amendments: Lime, sulphur, or other material recommended by soil test.

D. Water: Clean, fresh, and free of substances or matter which could inhibit vigorous growth of grass.

2.2 ACCESSORIES

A. None


2.3 HARVESTING

A. Machine cut sod and load on pallets in accordance with ASPA guidelines.

B. Cut sod with minimum 1/2 inch and maximum one-inch topsoil base.

PART 3 - EXECUTION

3.1 INSPECTION

A. Verify that prepared soil base is ready to receive the work of this Section.

B. Beginning of installation means acceptance of existing site conditions.

3.2 PREPARATION

A. Finish grade areas to be sodded so that the surface is smooth and is approximately 1 inch below adjoining sidewalks and other paved surfaces.

B. Remove all weeds and grasses from areas to be sodded.

C. Planting surface shall be made friable by approved method of scarification. Prepared surface shall be floated smooth and free of bumps and depressions. Remove stones and foreign matter over 2 inches in diameter from top 2 inches of sod bed. Plant immediately thereafter, provided the bed has remained in a friable condition and has not become muddy or hard. If it has become hard, till to a friable condition again.

D. Apply fertilizer no more than 48 hours before laying sod.

E. Lightly water to aid the dissipation of fertilizer.

F. Prior to laying sod, incorporate soil amendments such as lime and sulphur at rates recommended by soils tests to a 4 inch depth.

3.3 LAYING SOD

A. Moisten prepared surface immediately prior to laying sod.

B. Remove plastic netting from sod.

C. Lay sod immediately on delivery to site within 24 hours after harvesting to prevent deterioration.

D. Lay sod tight with no open joints visible and no overlapping; stagger end joints 12 inches minimum. Do not stretch or overlap sod pieces.

E. Finished sodding to be smooth and free of bumps and depression. Surface to be flush with adjoining grass areas if any. Place top elevation of sod approximately 1/2 inch below adjoining edging, paving and curbs. Grade planting surface as necessary to accomplish above.

F. On slopes 4 inches per foot and steeper, lay sod perpendicular to slope and secure every row with wooden pegs at maximum 2 feet on center. Drive pegs flush with soil portion of sod.


G. Water sodded areas deeply immediately after installation.

H. After sod and soil have dried sufficiently, roll sodded areas to insure good bond between sod and soil and to remove minor depressions and irregularities.

3.4 WARRANTY

A. Sodded areas to be vigorously growing at time of final acceptance or if installation occurs during dormancy warranty to extend through first month of following growing season. At conclusion of initial warranty period replace dead or unhealthy sod.

3.5 MAINTENANCE

A. Mow grass at regular intervals to maintain at a maximum height of 2-1/2 inches for Bermuda grass. Do not cut more than 1/3 of grass blade at any one mowing.

B. Neatly trim edges and hand clip where necessary.

C. Immediately remove clippings after mowing and trimming.

D. Water sufficiently to insure establishment and maintain vigorous appearance.

E. Roll and/or topdress surface as needed to remove minor depressions or irregularities.

F. Control growth of weeds. Apply herbicides in accordance with manufacturer's instructions. Remedy damage resulting from improper use of herbicides.

G. Immediately replace sod in areas which show deterioration or bare spots. Any areas that have had topsoil washed away shall be filled to match specified grade with topsoil before resodding.

H. Protect sodded areas with warning signs during maintenance period.

I. Apply approved fertilizer at rate to provide 1-1/2 pounds of actual Nitrogen per 1000 square feet every 25 days during growing season.

J. For the purpose of establishing an acceptable standard, no bare areas will be permitted.

END OF SECTION

Cherokee Springs Entry Feature Plants 329300-1

SECTION 329300 PLANTS

PART 1 GENERAL

1.1 WORK INCLUDED

A. Trees, shrubs, vines and ground cover as applicable.

B. Topsoil backfill.

C. Staking and guying.

D. Maintenance service.

E. Annuals and perennials planting.

1.2 RELATED WORK

A. Section 312216 - Fine Grading.

B. Section 328400 – Planting Irrigation.

C. Section 329223 - Sodding.

1.3 REFERENCES

A. Standardized Plant Names, 1942 edition, American Joint Committee on Horticulture Nomenclature.

B. American Standard for Nursery Stock (ANSI Z60), latest edition, American Association of Nurserymen.

C. FS O-F-241 - Fertilizer, Mixed, Commercial.


A. Perform work with personnel experienced in the work required of this Section under direction of a skilled foreman.

B. Submit sources of plant materials. All materials to have nametags attached. Submit invoice with plant names noted if required.

C. Contractor shall locate all materials and be responsible for conformance with requirements of this Section. All plants not meeting requirements to be rejected.

D. All trees are to be reviewed by Owner’s Representative prior to planting. 1. Trees will be reviewed at local growing or nursery site by Owner's Representative and

approved before delivering to the site. Contractor shall schedule review of plant material in such a manner that no single review period will exceed one working day with a maximum of two review periods. Contractor shall be responsible for notification and coordination with all parties prior to scheduling review sessions.

2. Prior to review by Owner's Representative, Contractor shall have pre-selected all trees and identified each with a "locking" tree tag. Additional tree tags will be provided by


Contractor for changes at time of visit. Tree tags will have permanent, non-reproducible identifying notation unique to this project.

E. Submit topsoil source and analysis of topsoil to be imported for backfill. Test performed by accredited soils laboratory. Submit soils test and recommendations for amendments including adjusting soil pH to a value between 6.0 and 7.0.


A. Move B&B plant materials with solid balls wrapped in burlap. Plants to be lifted only by ball or container.

B. Deliver plant materials immediately prior to placement. Keep plant materials not immediately installed moist and protect from freezing by covering ball or container with mulch. Any plants not planted within 2 days of delivery are to be heeled-in in a vertical position, root balls fully encompassed by mulch and a temporary watering system installed.

C. Reject plants when ball or container of earth surrounding roots has been cracked, broken or frozen preparatory to or during process of planting.

1.6 WARRANTY

A. Warrant all plants to be living, healthy specimens for a period of one year commencing upon Date of Substantial Completion. Warranty period shall terminate only if plants have been in full leaf for 30 days at end of warranty period. Termination of warranty period shall be extended as necessary to comply. All materials to be in vigorous condition at end of warranty period.

B. Immediately remove dead plants and plants not in a vigorous condition and replace as soon as weather conditions permit. Each replacement shall be covered with one-year warranty commencing at time of planting.

C. Replacements: Match with adjacent plants of the same species in size and form.


A. Begin maintenance of plant materials immediately after planting and continue until Date of Substantial Completion.

B. Maintenance shall include measures necessary to establish and maintain plants in a vigorous and healthy growing condition. Include the following: 1. Cultivation and weeding of plant beds and tree pits. When herbicides are used for weed

control, apply in accordance with manufacturer's instructions. Remedy damage resulting from use of herbicides.

2. Watering sufficient to maintain optimum moisture level. 3. Pruning, including removal of dead or broken branches, and treatment of prune wounds. 4. Disease and insect control. 5. Maintaining plants in an upright, plumb position, and repair of settling. 6. Maintenance of wrappings, guys, turnbuckles and stakes. Adjust turnbuckles or otherwise

keep guy wires tight. Repair or replace accessories when required.

PART 2 - PRODUCTS

2.1 MATERIALS


A. Trees, Shrubs, Vines, and Ground Cover: Species and size identified in plant list. Plant materials shall be true to name, in good health, free of disease and insects, excellent in form and in complete conformance with ANSI Z60. All materials to be nursery grown.

B. Topsoil: Friable loam, typical of cultivated topsoils locally, containing at least 2% of decayed organic matter (humus) secured from a well drained, arable site, reasonably free of subsoil, stones, earth clods, sticks, roots or other objectionable extraneous matter or debris and containing no toxic materials. Topsoil to have acidity range of 6.0 to 7.0. Soils tests and amendments as described herein.

C. Mulch: Shredded cedar, cypress or hardwood; dyed brown in color. Submit type and source for approval.

D. Fertilizer: Osmocote slow release 18-6-12.

E. Soil acidifier: Equal to TIGER 90 CR Organic Sulphur 0-0-0-90.

F. Compost: "Back to Earth Composted Cotton Burrs", premium compost, course screened, as manufactured by Soil Mender Products, LP, www.soilmender.com.

G. Peat Moss: Spagnum peat moss.

H. Metal Edging: 3/16 inch x 4 inch steel landscape edging with steel stakes as manufactured by Col-Met, 3333 Miller Park South, Garland, Texas 75042, Phone 972/494-3900, www.colmet.com.

2.2 ACCESSORIES

A. Wrapping Materials: Heavy paper manufactured for tree wrapping purpose.

B. Stakes: Green Metal Fence posts (3 per tree) - 6 foot height.

C. Hardware (cables, wire, eye bolts, and turnbuckles): Noncorrosive; of sufficient strength to withstand wind pressure.

D. Tie straps: Soft polypropylene material equal to ArborTie, by Deep Root Partners, L.P., 31 Langston St., Suite 4, San Francisco, CA, 94103, 1-800-277-7668.

PART 3 - EXECUTION

3.1 PREPARATION

A. Verify topsoil is ready to receive the work of this Section. All areas to be planted with shrub or ground cover masses to have minimum 12 inch depth of topsoil.

B. Remove all weeds and grasses from planting beds. Bermuda grass, if present, to be exterminated by approved means or all soil removed to 6 inch depth and replaced with topsoil free of bermuda grass.

C. Stake tree locations and place shrubs, vines, and ground covers for review and final orientation by Owner's Representative prior to installation.

D. Outline bed edges for approval.


E. Prepare topsoil for shrub and ground cover beds, after removing any vegetation with approved procedure, by tilling 2 inch layer (165 CF per 1000 sq. ft.) of compost into the upper 6 inches of soil.

3.2 INSTALLATION

A. Excavate for plant materials. Tree pits shall be 8’ in diameter. Depth to be 18” min. or height of rootball, whichever is greater. Circle to be centered on tree and true in form. Shrub pits shall be 12 inches greater in diameter than root ball. Entire shrub bed areas to be excavated to a min. 12” depth and backfilled with topsoil. Topsoil from excavation may be retained for backfill if it is friable and free of rock and clods greater than 2” in dia. Remove all subsoil, rock, and debris from site.

B. Tree pits shall remain open with appropriate safety protection for approval by Owner’s Representative before backfilling.

C. Tree pits to be filled with approved topsoil before planting of trees. Amendments as required by soils test and as approved by Owner’s Representative to be thoroughly incorporated to 8” depth by tilling prior to planting of tree.

D. Set trees with root flare 4 inches above surrounding grade, and other plant materials level with surrounding grade, after settlement.

E. Remove containers from container-grown stock. Set plants in center of pits and backfill with topsoil in 6 inch layers. Pull away ropes, wires, etc. from the top of the ball.

F. Remove any soil from the top of the rootball, to the level of the root flare.

G. Final 6 inch layer of backfill around trees to consist of 1:1 mixture of compost and topsoil.

H. Thoroughly water soil when the hole is half full, and again when full.

I. Apply 1/2 pound fertilizer evenly over cultivated area around each tree and 1 pound per 100 square feet to shrub and ground cover plantings.

J. Evenly spread a 3 inch layer of mulch over tree pits and planting beds.

K. Prune trees and shrubs after planting to improve form and to remove dead and broken branches.

L. 8’ diameter circular area around trees to be mulched and free of vegetation. For trees 2 inch and greater in caliper, area to be 8 feet in diameter. For trees less than 2 inch caliper, area to be 6 feet in diameter. Circle to be centered on tree and true in form.

M. Wrap trunks of all trees of the Acer and Gledetsia genus.

N. After planting trees, form a 3’ diameter ridge of topsoil around edge of excavation to retain water. Ridge to be removed by the Contractor at the One Year Warranty review, and mulch replaced in the area of the ridge.

3.3 PLANT SUPPORT

A. Brace plants upright in position by staking and guying as detailed. Guys to be secured to tree with loops as detailed. All tree staking to be removed by the Contractor at the One Year Warranty review, unless otherwise directed by the Owner, with the stakes becoming the


property of the Contractor.

3.4 LANDSCAPE EDGING

A. Install edging in locations shown on Drawings.

B. Edging to be set vertical with top edge 1 inch above grade.

C. Secure edging with metal stakes provided by manufacturer.

D. Horizontal alignment to be true with straight lines and smooth, unbroken curves.

3.5 SPECIAL PLANTING

A. Annuals, Seasonal Planting: Prepare soil per requirements for shrubs and ground cover as described in Article 3.01. Incorporate 2 inch layer (165 CF per 1000 SF) of compost.

END OF SECTION

Addendum #1 - Cherokee Nation > Home Springs Entry Feature Cast-In-Place Concrete 03 3053 - 1...

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Transcript of Addendum #1 - Cherokee Nation > Home Springs Entry Feature Cast-In-Place Concrete 03 3053 - 1...