A New Office Building for Proffer Surgical Associates Amarillo, Texas SECTION 02205 – SOIL MATERIALS PART 1 GENERAL 1.1
1.2
1.3
1.4
SECTION INCLUDES A.
Subsoil materials.
B.
Topsoil materials.
RELATED SECTIONS A.
Section 02207 – Aggregate Materials.
B.
Section 02225 – Excavation, Backfill, and Compaction for Utilities.
REFERENCES A.
ASTM D698 – Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Stand Effort
B.
ASTM D2487 – Standard Classification of Soils for Engineering Purposes.
C.
ASTM D2922 – Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).
D.
ASTM D3017 – Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).
QUALITY ASSURANCE Perform the w ork in accordance w ith plans and specifications.
1.5
SUBMITTALS A.
Submittals shall be in accordance w ith Section 01300 – Submittals.
B.
Submit sources of materials.
C.
Submit sieve analysis of each material to e used if requested by the Engineer.
D.
Submit a 10 lb. Sample of each material to the testing laboratory in an airtight container if requested by the Engineer.
PART 2 PRODUCTS 2.1
SOIL MATERIALS A.
Soil Type S1 – Subgrade 1.
Subgrade material is material remaining in place after excavation.
2.
Subgrade material shall be suitable for pipe subgrade. It shall be undisturbed.
SOIL MATERIALS Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas 3.
B.
C.
Where subgrade soils are soft, loose, or otherw ise unsatisfactory, the soil shall be removed and replaced w ith Aggregate Type A5 – Flexible Base in accordance w ith Section 02207 – Aggregate Materials. Areas to be replaced shall be as determined by the Engineer.
Soil Type S2 – Type 1 Common Fill 1.
Type 1 common fill shall be excavated and re-used material or borrow material approved by the Engineer.
2.
Type 1 common fill shall be graded free of lumps larger than three inches, rocks larger than tw o inches, excessive silts, and debris.
3.
Do not use soil containing brush, roots, or similar organic matter.
4.
Type 1 common fill shall conform to ASTM D2487 Class II or Class III soils w ith a liquid limit less than 40 and a plasticity index less than 20 but greater than four.
Soil Type S3 – Type 2 Common Fill Type 2 common fill shall be the same as Type 1 common fill except that it shall have no lumps or rocks greater than ¾ of an inch.
D.
E.
Soil Type S4 – Select Fill 1.
Select fill shall be imported borrow material from a borrow area approved by the Engineer. If requested by the Engineer, material shall be tested for compliance by the Contractor and test results submitted to the Engineer for approval. The first test on the material requested by the Ow ner shall be paid for by the Ow ner. Re-tests required because the material did not meet this specification or because of a change in the source of the material shall be paid for by the Contractor.
2.
Select fill shall be clayey sand soils free from organic matter w ith no lumps larger than one inch, no rocks larger than ½ inch, and no excessive silts.
3.
Do not use soils containing brush, roots, sod, or other organic materials.
4.
Select fill shall conform to ASTM D2487 Class II or Class III and shall have a liquid limit less than 45 w ith a plasticity index less than 15.
Soil Type S5 – Topsoil 1.
Topsoil shall be soil suitable for grow th of surface cover. Material shall be stripped and stockpiled from the site or borrow ed from offsite.
2.
Topsoil shall be free from roots, brush, rocks, and other extraneous matter exceeding one inch in any direction. Topsoil shall be free from w eeds.
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2.2
3.
Topsoil shall be minimum 60% sand, maximum 30% silts, maximum 10% clay, and no less than 6% and no more than 20% organic matter.
4.
If requested by the Engineer, submit test data show ing compliance w ith this specification. Include percent w eight of constituent material, material particle size, and pH.
SOURCE QUALITY CONTROL A.
Refer to Section 01400 – Quality Control.
B.
Perform testing and analysis of material in accordance w ith ASTM D698.
C.
If tests indicate materials do not meet specified requirements, change material and retest.
D.
Provide materials of each type from one source throughout the project. A change in source requires sampling and testing at the Contractor’ s expense and approval by the Engineer.
PART 3 EXECUTION 3.1
3.2
3.3
SOIL REMOVAL A.
Excavate soils from areas designated.
B.
Remove lumped soil, boulders, and rock.
C.
Excess material not intended for reuse shall be removed from the site.
STOCKPILING A.
Stockpile materials on site at locations designated by the Engineer.
B.
Stockpile in sufficient quantities to meet project schedule and requirements.
C.
Separate differing materials w ith dividers or stockpile apart to prevent mixing.
D.
Prevent intermixing and contamination of soil types.
E.
Direct surface w ater aw ay from the stockpile site to prevent erosion or deterioration of materials.
STOCKPILE CLEANUP A.
Remove the stockpile and leave the area in a clean and neat condition. Grade site surface to prevent freestanding surface w ater.
B.
If a borrow area is indicated, leave the area in a clean and neat condition. Grade site surface to prevent freestanding surface w ater. END OF SECTION
SOIL MATERIALS Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas SECTION 02207 – AGGREGATE MATERIALS PART 1 GENERAL 1.1
SECTION INCLUDES Aggregate materials.
1.2
1.3
1.4
RELATED SECTIONS A.
Section 01300 – Submittals.
B.
Section 01400 – Quality Control.
C.
Section 02205 – Soil Materials.
D.
Section 02225 – Excavation, Backfill, and Compaction for Utilities.
E.
Section 02665 – Water Systems.
REFERENCES A.
ASTM C33 – Standard Specifications for Concrete Aggregates.
B.
ASTM C136 – Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.
C.
ASTM D698 – Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Stand Effort.
D.
ASTM D2487 – Standard Classification of Soils for Engineering Purposes.
E.
ASTM D2922 –Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).
F.
ASTM D3017 – Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).
G.
ASTM D4318 – Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
H.
Texas Department of Transportation – Standard Specifications for Construction of Highw ays, Streets, and Bridges.
SUBMITTALS A.
Submittals shall be in accordance w ith Section 01300 – Submittals.
B.
Submit sources of materials.
C.
Submit a sieve analysis of each material to be used if requested by the Engineer.
D.
Submit a 10 lb. sample of each material to the testing laboratory in an airtight container if requested by the Engineer.
AGGREGATE MATERIALS Prepared by KSA Engineers, Inc.
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QUALITY ASSURANCE Perform w ork in accordance w ith plans, specifications, and the Ow ner’ s standards. PART 2 PRODUCTS
2.1
COARSE AGGREGATE MATERIALS A.
Aggregate Type A1 - Drain Rock 1.
Drain rock shall be clean, w ashed, sound, durable, w ell-graded crushed rock, crushed gravel, or natural stone gravel.
2.
Drain rock shall conform to ASTM C33 Size No. 3 coarse aggregate as show n in the follow ing table. Sieve Size 2 ½ in. 2 in. 1 ½ in. 1 in. ½ in.
B.
Aggregate Type A2 – Type 1 Pipe Embedment 1.
Type 1 pipe embedment shall be clean, w ashed, sound, durable, w ellgraded crushed rock, crushed gravel, or natural stone gravel.
2.
Type 1 pipe embedment shall conform to ASTM C33 Size No. 57 coarse aggregate as show n in the follow ing table. Sieve Size 1 ½ in. 1 in. ½ in. No. 4 No. 8
C.
Percent Passing (By Weight) 100 90-100 35-70 0-15 0-5
Percent Passing (By Weight) 100 95-100 25-60 0-10 0-5
Aggregate Type A3 – Type 2 Pipe Embedment Type 2 pipe embedment shall consist of a w ell-graded, angular, crushed rock w ith a maximum particle size of ¾ inch. No more than 10% of the material shall pass the No. 200 sieve.
D.
Aggregate Type A4 - Pea Gravel 1.
Pea gravel shall be natural gravel that is w ashed and free of clay, shale, and organic matter. It shall be graded in accordance w ith ASTM C136 to the follow ing limits:
2.
Minimum Size: 1/4 inch
3.
Maximum Size: 5/8 inch
AGGREGATE MATERIALS Prepared by KSA Engineers, Inc.
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2.2
Aggregate Type A5 – Flexible Base 1.
Flexible base material shall be crushed stone produced from oversize quarried aggregate, sized by crushing, and produced from a naturally occurring single source. Crushed gravel or uncrushed gravel shall not be acceptable. No blending of sources or additive materials w ill be allow ed in flexible base.
2.
Flexible base material shall conform to TxDOT Item No. 247 Type A Grade 2.
FINE AGGREGATE MATERIAL Aggregate Type A6 - Sand A.
Sand shall be natural river or bank sand that is free of silt, clay, loam, friable or soluble materials, and organic matter.
B.
Sand shall conform to the gradation show n in the follow ing table. Sieve Size No. 4 No. 16 No. 50 No. 100 No. 200
2.3
Percent Passing (By Weight) 100 80-100 20-60 10-40 0-10
SOURCE QUALITY CONTROL A.
Refer to Section 01400 – Quality Control.
B.
Perform testing and analysis of materials in accordance w ith ASTM C33 and ASTM D698.
C.
If tests indicate materials do not meet specified requirements, change material or material source and retest.
D.
Provide materials of each type from one source throughout the project. A change in source requires sampling and testing at the Contractor’ s expense and approval by the Engineer. PART 3 EXECUTION
3.1
STOCKPILING A.
Stockpile materials on site at locations designated by the Engineer.
B.
Stockpile in sufficient quantities to meet project schedule and requirements.
C.
Separate differing materials w ith dividers or stockpile apart to prevent mixing.
D.
Direct surface w ater aw ay from stockpile site so as to prevent erosion or deterioration of materials.
AGGREGATE MATERIALS Prepared by KSA Engineers, Inc.
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STOCKPILE CLEANUP A.
Remove the stockpile. Leave the area in a clean and neat condition. Grade the site to prevent freestanding surface w ater.
B.
If a borrow area is indicated, leave the area in a clean and neat condition. Grade the site to prevent freestanding surface w ater. END OF SECTION
AGGREGATE MATERIALS Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas SECTION 02220 – TRENCH AND EXCAVATION SAFETY SYSTEM PART 1 GENERAL 1.1
SECTION INCLUDES Requirements for a trench and excavation safety system(s) to be designed and furnished by the Contractor for the safety and health of personnel.
1.2
1.3
REFERENCES A.
29CFR1926 - Occupational Safety and Health Standards - Excavations, United States Department of Labor, latest edition.
B.
Others - Other applicable federal, state, and local rules for trench construction or excavations.
REQUIREMENTS A.
The Contractor shall develop, design, and implement a trench and excavation safety system. The Contractor shall bear the sole responsibility for the adequacy of the system.
B.
The requirements of 29CFR1926 shall be the minimum requirements for this specification and are adopted as a part of this specification. Other regulations relating to trench and excavation safety shall also be considered a part of this specification as if referenced directly.
C.
Should the system require w ider trenches than show n, the Contractor shall be responsible for the costs associated w ith determining adequacy of pipe bedding and class, as w ell as purchase and installation of alternate and/or additional materials.
PART 2 PRODUCTS [Not Used] PART 3 EXECUTION 3.1
Implement the system in accordance w ith the w ritten system plan and conduct affected w ork in accordance w ith the same.
3.2
The system shall be in use during all phases of construction.
3.3
Neither the Engineer nor the Ow ner w ill be responsible for ensuring the trench safety system is constructed and utilized in accordance w ith the safety plan. This shall be the sole responsibility of the Contractor. END OF SECTION
TRENCH AND EXCAVATION SAFETY SYSTEM Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas SECTION 02225 – EXCAVATION, BACKFILL, AND COMPACTION FOR UTILITIES PART 1 GENERAL 1.1
SECTION INCLUDES Excavation, backfill, and compaction for w ater distribution mains, sanitary sew ers, manholes, storm drains, junction boxes, inlets and other utility lines and appurtenances and the disposal of excess excavated material.
1.2
1.3
RELATED SECTIONS A.
Section 01025 – Measurement and Payment.
B.
Section 01041 – Job Management.
C.
Section 01400 – Quality Control.
D.
Section 02205 – Soil Materials.
E.
Section 02207 – Aggregate Materials.
F.
Section 02665 – Water Systems.
G.
Section 02732 – Sanitary Sew er Pipe.
H.
Section 03305 – Concrete.
REFERENCES A.
ASTM C33 – Standard Specifications for Concrete Aggregates.
B.
ASTM C136 – Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.
C.
ASTM D698 – Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort.
D.
ASTM D2487 – Standard Classification of Soils for Engineering Purposes.
E.
ASTM D2922 – Standard Test Methods for Density of Soil and SoilAggregate in Place by Nuclear Methods (Shallow Depth).
F.
ASTM D3017 – Standard Test Methods for Water content of Soil and rock in Place by Nuclear Methods (Shallow Depth).
G.
ASTM D4253 –Vibratory Table Standard.
H.
ASTM D4254 – Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculations of Relative Density.
I.
ASTM D4318 – Standard Test Methods for Liquid Limit, Plastic Limit and Plasticity Index of Soils.
J.
OSHA – Occupational Safety and Health Administration and Related Regulations.
EXCAVATION, BACKFILL, AND COMPACTION FOR UTILITIES Prepared by KSA Engineers, Inc.
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1.4
1.5
K.
Any other testing required by these specifications and not specifically referenced to a standard shall be performed under ASTM or other appropriate standards as designated by the Engineer.
L.
Reference herein or on the draw ings to soil classifications shall be understood to be according to ASTM D2487, " Standard Classification of Soils for Engineering Purposes " unless indicated otherw ise.
QUALITY CONTROL A.
The Ow ner w ill arrange and pay for density and moisture testing. The testing frequency and methods shall be as requested by the Engineer. The Engineer may w aive testing requirements on cohesionless bedding w here testing is not practical because of limited space betw een the pipe and trench w alls, how ever, the minimum number of passes of the compaction equipment shall be achieved.
B.
Contractor shall pay for re-testing until acceptable test results are obtained.
DELIVERY, STORAGE AND HANDLING Excavated materials to be used for backfill may be deposited in stockpiles at points convenient for rehandling the material during the backfilling process. The location of stockpiles shall be w ithin the limits of construction easements or public right-ofw ay. The location of stockpiles is subject to the approval of the Ow ner or the Ow ner’ s representative. Keep drainage channels clear of stockpiled materials.
1.6
PROJECT CONDITIONS A.
B.
Protection 1.
Erect sheeting, shoring and bracing as necessary for protection of persons, improvements, existing structures, and excavations.
2.
Provide dew atering and drainage necessary to keep excavations free of w ater. a.
The dew atering system shall maintain the w ater level a minimum of three feet below the excavation.
b.
The Contractor shall provide and maintain all dew atering equipment during excavation, construction, backfill, and until utility is placed in service.
c.
The Contractor shall operate the dew atering system continuously w ithout interruption during w eekends and/or holidays.
Classification 1.
Excavations shall include material of w hatever nature encountered, including but not limited to clays, sands, gravels, conglomeritic boulders, shales, rock, debris, and abandoned existing structures. Excavation and trenching shall include the removal and subsequent handling of materials excavated or otherw ise handled in the performance of the w ork.
EXCAVATION, BACKFILL, AND COMPACTION FOR UTILITIES Prepared by KSA Engineers, Inc.
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1.7
2.
Bidders must satisfy themselves as to the actual existing subsurface conditions prior to the submittal of a proposal to complete the proposed w ork.
3.
Trench excavation shall consist of excavation to the lines and grades indicated, required for installation of the pipe, pipe bedding, backfill, and to accommodate trench safety systems.
COORDINATION A.
Coordinate w ork under provisions of Section 01041 – Job Management.
B.
Verify w ork associated w ith low er elevation utilities is complete before placing higher elevation utilities.
PART 2 PRODUCTS 2.1
SOIL MATERIALS Soil Materials shall be as specified in Section 02205 – Soil Materials.
2.2
AGGREGATE MATERIALS Aggregate materials shall be as specified in Section 02207 – Aggregate Materials.
2.3
CONCRETE Unless other strength requirements are designated, concrete shall be 2000 psi as specified in Section 03305 – Concrete.
2.4
SAND-CEMENT A.
A minimum sand and cement mixture of 27 parts sand and 2 parts cement w ill be required. Sand Cement Water
B.
1 Cubic Yard 1 Bag (Minimum) Optimum Moisture
The sand shall be Aggregate Type A6 – Sand in accordance w ith Section 02207 – Aggregate Materials.
PART 3 EXECUTION 3.1
PROTECTION OR REMOVAL OF UTILITY LINES A.
Notify all utility companies to have their utilities located and marked in the field.
B.
The Contractor shall anticipate all underground obstructions such as, but not limited to, w ater mains, gas lines, storm drains, sanitary sew ers, telephone lines, pow er ducts, concrete, and debris. 1.
Any such lines or obstructions indicated on the plans show only the approximate locations and shall be verified in the field by the Contractor.
EXCAVATION, BACKFILL, AND COMPACTION FOR UTILITIES Prepared by KSA Engineers, Inc.
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3.2
2.
The Ow ner and Engineer w ill endeavor to familiarize the Contractor w ith all know n utilities and obstructions but this shall not relieve the Contractor from full responsibility in anticipating all underground obstructions w hether or not show n on the plans.
3.
Know n utility lines in the vicinity of the proposed construction area are show n on the Construction Draw ings. At least 48 hours prior to construction in all areas, contact all utility ow ners to verify.
C.
The Contractor shall notify the Engineer of conflicts in grade or horizontal location betw een the proposed improvements and existing utilities.
D.
The Contractor shall, at his ow n expense, maintain in proper w orking order and w ithout interruption of service all existing utilities and services w hich may be encountered in the w ork. 1.
With the consent of the Engineer and utility ow ner, such service connections may be temporarily interrupted to permit the Contractor to remove designated lines or to make temporary changes in the locations of services.
2.
The cost of making any temporary changes shall be at the Contractor' s expense.
E.
The Contractor w ill be held responsible for any damage to existing structures, w ork, materials, or equipment because of his operations and shall repair or replace any such damaged structures, w ork, materials, or equipment to the satisfaction of the Ow ner at no additional cost to the Ow ner.
F.
The Contractor shall be responsible for protecting existing utilities and for repairs to such facilities in case of damage to same. Should there be relocations or adjustments of utilities necessary to accommodate construction activities, the Contractor shall cooperate w ith the company or companies involved and w ill coordinate such relocations w ith the schedule of w ork herein. Include the cost of demolition and replacement or adjustment in the bid amount.
G.
The spacing for utility lines shall meet the installation requirements and the requirements of the TCEQ as listed in 30 TAC 290.44(e) and 30 TAC 317.13.
EXAMINATION AND PREPARATION A.
Examine utility routes and coordinate excavation w ork to eliminate installation conflicts.
B.
Allow room for stockpiling excavated material and utility construction material during utility construction.
C.
Identify required lines, levels, contours, and datum locations.
D.
Protect plant life, law ns, and other features remaining as a portion of final landscaping.
EXCAVATION, BACKFILL, AND COMPACTION FOR UTILITIES Prepared by KSA Engineers, Inc.
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E.
Protect benchmarks, existing structures, fences, sidew alks, paving, and curbs from equipment and vehicular traffic.
F.
Maintain and protect above and below grade utilities that are to remain.
G.
Cut out soft areas of subgrade not capable of compaction in place. Backfill w ith Aggregate Type A5 – Flexible Base (in accordance w ith Section 02207 – Aggregate Materials) and compact to a density equal to or greater than the requirements for subsequent backfill.
TRENCH EXCAVATION A.
Procedure 1.
Excavate to indicated or specified depths.
2.
Excavate by open cut method. Blasting w ill not be allow ed under any circumstances.
3.
Excavate the trench to an even grade to permit the installation of the pipe so that the full length of the pipe barrel is supported on the proper depth of bedding material. The entire foundation subgrade area in the bottom of the excavations shall be firm, stable material, and the material shall not be disturbed below required grade except as described in this specification. Where the character of the subgrade material is such that proper subgrade cannot be obtained at the elevation indicated, deepen the excavation to a satisfactory subgrade material. Remove the material until a firm, stable, and uniform bearing is reached. The subgrade shall be brought back to the required grade w ith Aggregate Type A5 – Flexible Base in accordance w ith Section 02207 – Aggregate Materials and compacted to a density equal to or greater than the requirements for subsequent backfill.
4.
During excavation, stockpile material suitable for backfilling in an orderly manner far enough from the bank of the trench to avoid overloading, slides, or cave-ins. Dispose of unacceptable backfill material and provide suitable material for backfill w ithout additional expense.
5.
Grade as necessary to prevent surface w ater from flow ing into trenches or other excavations.
6.
Cut banks of trench as nearly vertical as practical except as necessary for trench safety.
7.
Remove stones as necessary to avoid point-bearing.
8.
Over-excavate w et or unstable soil from the trench bottom to permit construction of a more stable foundation for pipe.
9.
Over-excavation shall be filled w ith Aggregate Type A5 – Flexible Base (in accordance w ith Section 02207 – Aggregate Materials) to the required grade. Compact flexible base to a density equal to or greater than the requirements for subsequent backfill.
EXCAVATION, BACKFILL, AND COMPACTION FOR UTILITIES Prepared by KSA Engineers, Inc.
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B.
10.
Excavate the trench to the proper w idth as show n and specified.
11.
Accurately grade the trench bottom to provide proper bedding as required for pipe installation.
12.
If any excavation is carried beyond the lines and grades required or authorized, the Contractor shall, at his ow n expense, fill such space w ith concrete or other suitable material as directed by the Engineer. No additional payment w ill be made.
13.
Do not interfere w ith 45 degree bearing splay of foundations.
Sheeting and Bracing Install sheeting and bracing necessary to support the sides of trenches and other excavations as required by current OSHA regulations.
C.
D.
E.
F.
Water In Excavation 1.
Keep w ork free from ground or surface w ater at all times.
2.
Provide pumps of adequate capacity or other Engineer approved method to remove w ater from the excavation in such a manner that it w ill not interfere w ith the progress of the w ork or the proper placing of other w ork.
Trenching Progress 1.
Trenching operations shall not be in excess of 100 feet ahead of pipe laying operations in urban areas or 1,000 feet in rural areas.
2.
No more than tw o consecutive cross-streets may be closed to traffic at any given time. Any street closings must be approved by the Ow ner and those having authority over the streets to be closed.
Existing Law ns and Shrubbery 1.
The Contractor shall take particular care to preserve existing law ns and shrubbery.
2.
Make minor pipe alignment changes as may be necessary w ith approval from the Engineer.
Existing Pavement 1.
Existing pavement over trenches shall be removed to a w idth of one foot outside of the trench on each side.
2.
Remove existing pavement to a neat line by saw ing.
3.
Remove brick pavement by hand, deliver, and stack as directed by the Ow ner.
EXCAVATION, BACKFILL, AND COMPACTION FOR UTILITIES Prepared by KSA Engineers, Inc.
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3.4
Protection of Existing Structures and Utilities 1.
Prior to the start of construction, communicate w ith the local representatives of utility companies, including but not limited to oil, gas, telephone, and communications companies, as w ell as local w ater and sew er utilities operating in the proposed construction area. Seek the utility companies’ assistance in locating existing facilities to avoid conflicts during construction. The location, number, depth, and ow ner of utilities indicated are for information purposes only. All utilities and structures may not be show n or may not be in the location show n.
2.
Where construction endangers adjacent structures, utilities, embankments, and/or roadw ays, the Contractor shall, at his ow n expense, carefully support and protect such structures so that no damage occurs throughout the construction process. If damage should occur, the Contractor shall be responsible for restoring the damaged structure to a condition acceptable to the ow ner of that structure and shall bear all cost of repair and/or replacement.
3.
Repair or replace damaged street surfaces, drivew ays, sidew alks, curbs, gutters, fences, drainage structures, or other such facilities to the satisfaction of the Ow ner. Structures shall be returned to a condition equal to or better than the original condition and of same or better material and quality.
PIPE BEDDING A.
Pipe Zone The pipe zone is defined as including the pipe bedding, up to one-half the pipe diameter (the springline), and the initial backfill to 12 inches above the top of the pipe.
B.
C.
Class A Bedding 1.
Where show n, the Contractor shall install the pipe in concrete encasement.
2.
Concrete for encasement shall be 2000 psi compressive strength as specified in Section 03305 – Concrete.
3.
Precautions shall be used to prevent pipe movement or deflection during concrete placement.
Class B Bedding 1.
Excavate the bottom of the trench to four inches below the bottom of the pipe and a minimum of four inches on either side of the pipe.
2.
Place a minimum of four inches of compacted Aggregate Type A3 – Type 2 Pipe Embedment up to the flow line of the pipe before the pipe is laid.
3.
Install pipe, place additional Aggregate Type A3 – Type 2 Pipe Embedment to spring line, and compact.
EXCAVATION, BACKFILL, AND COMPACTION FOR UTILITIES Prepared by KSA Engineers, Inc.
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E.
F.
Continue w ith compacted Aggregate Type A3 – Type 2 Pipe Embedment to 12 inches above the top of the pipe.
Class C Bedding 1.
Excavate the trench to four inches below the bottom of the pipe and a minimum of four inches on either side of the pipe.
2.
Place a minimum of four inches of compacted Aggregate Type A6 – Sand up to the flow line of the pipe before the pipe is laid.
3.
Install pipe, place additional Aggregate Type A6 – Sand up to the spring line, and compact.
4.
Continue w ith compacted Aggregate Type A6 – Sand to 12 inches above the top of the pipe.
Class D Bedding 1.
Excavate the trench to four inches below the bottom of the pipe and a minimum of four inches on either side of the pipe.
2.
Place a minimum of four inches of compacted Soil Type S3 – Type 2 Common Fill up to the flow line of the pipe before the pipe is laid.
3.
Install pipe, place additional Soil Type S3 – Type 2 Common Fill backfill up to the spring line, and compact.
4.
Continue w ith compacted Soil Type S3 – Type 2 Common Fill to 12 inches above the top of the pipe.
Bedding Notes 1.
Each pipe section shall have a uniform bearing on the embedment for the full length of the pipe except immediately at the joint.
2.
Adjustment to grade line shall be made by scraping aw ay or filling w ith embedment materials. Wedging or blocking up of pipe w ill not be permitted.
3.
After each pipe has been graded, aligned, placed in final position on the bedding material, and the joint made, sufficient embedment material shall be deposited and compacted under and around each side of the pipe and back of the bell or end thereof to hold the pipe in proper position and alignment during subsequent pipe jointing and embedment operations.
4.
Embedment material shall be deposited simultaneously on each side of pipe and compacted uniformly to the spring line.
5.
Bedding shall be placed in maximum eight-inch loose lifts.
6.
Sheeting and shoring w ill not be allow ed in the pipe zone during or after installation of the pipe or embedment material, unless special provisions are made to ensure the specified compaction of bedding
EXCAVATION, BACKFILL, AND COMPACTION FOR UTILITIES Prepared by KSA Engineers, Inc.
02225-8
A New Office Building for Proffer Surgical Associates Amarillo, Texas and pipe alignment is maintained after removal of sheeting and shoring.
3.5
3.6
7.
Compact the bedding and backfill to a minimum of 95 percent of standard proctor maximum dry density per ASTM D698 maintaining moisture w ithin tw o percentage points of optimum.
8.
Compact cohesionless fill on w hich it is not practical to control the density by proctor methods to a minimum of 75% of relative density as determined by ASTM D4253 and D4254, or at the discretion of the Engineer, by a field compaction mold method correlated to ASTM D4253 and D4254. Compact cohesionless fill at a moisture content w ithin a range that accommodates consistent placement and compaction to the minimum relative density specified above.
9.
Place no embedment material during freezing w eather or upon frozen subgrades or previously placed frozen embedment materials.
BACKFILLING A.
Backfill trenches to the ground surface w ith material as specified. Mound excess material over the trench as show n.
B.
Reopen trenches improperly backfilled to the depth required for proper compaction.
C.
Refill and compact as specified or otherw ise correct the condition in a manner approved by the Engineer.
D.
Place no backfill material during freezing w eather or upon frozen subgrades or previously placed frozen embedment or backfill materials.
E.
Above the pipe zone, backfill w ith Soil Type S2 – Type 1 Common Fill in eight-inch loose lifts. Compact each lift to a minimum of 95% standard proctor density w ithin tw o percentage points of optimum moisture.
F.
All forms, lumber, trash, and debris shall be removed from all trenches.
G.
Backfill for manholes, utility pull boxes, and other utility structures shall be placed in accordance w ith applicable specification sections.
H.
For backfill under pavement or foundations, the Contractor shall place compacted Soil Type S3 – Type 2 Common Fill above the pipe zone in eightinch loose lifts. Compact to 95% of maximum density w ithin tw o percentage points of optimum moisture per ASTM D698.
I.
In areas that had topsoil prior to construction, a minimum of six inches of Soil Type S5 – Topsoil shall be placed as the final layer of backfill.
DISPOSAL OF EXCESS MATERIAL A.
Remove w aste and excess excavated material from the construction site before final inspection.
B.
Legally dispose of material at a licensed site or w ith w ritten and notarized permission from the property ow ner for a private disposal site.
EXCAVATION, BACKFILL, AND COMPACTION FOR UTILITIES Prepared by KSA Engineers, Inc.
02225-9
A New Office Building for Proffer Surgical Associates Amarillo, Texas C.
All cost associated w ith w aste material removal and disposal shall be paid for by the Contractor. END OF SECTION
EXCAVATION, BACKFILL, AND COMPACTION FOR UTILITIES Prepared by KSA Engineers, Inc.
02225-10
A New Office Building for Proffer Surgical Associates Amarillo, Texas SECTION 02230 EXCAVATION AND EMBANKMENT PART 1 GENERAL 1.1
1.2
1.3
1.4
SECTION INCLUDES A.
Removal of topsoil and subsoil.
B.
Cutting, grading, filling, rough contouring, and compacting the site.
RELATED SECTIONS A.
Section 02205 – Soil Materials
B.
Section 02207 – Aggregate Materials
C.
Section 02225 – Excavation, Compaction and Backfill for Utilities
REFERENCES A.
ASTM C136 - Method For Sieve Analysis of Fine and Coarse Aggregates.
B.
ASTM D698 - Test Methods for Moisture-Density Relations of Soils and Soil-Aggregate Mixtures, Using 5.5 lb Rammer and 12 inch Drop.
C.
ASTM D1556 - Test Method for Density of Soil in Place by the Sand-Cone Method.
D.
ASTM D1557 - Test Methods for Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10 lb Rammer and 18 inch Drop.
E.
ASTM D2167 - Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method.
F.
ASTM D2419 - Test Method For Sand Equivalent Value of Soils and Fine Aggregate.
G.
ASTM D2434 - Test Method For Permeability of Granular Soils (Constant Head).
H.
ASTM D2922 - Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).
I.
ASTM D3017 - Test Methods for Moisture Content of Soil and Soil-Aggregate Mixtures.
QUALITY ASSURANCE A.
CLASSIFICATION Excavation, w ithout regard to materials encountered, shall be unclassified.
EXCAVATION AND EMBANKMENT
Prepared by KSA Engineers, Inc.
AMA.013
02230-1
A New Office Building for Proffer Surgical Associates Amarillo, Texas B.
1.5
QUALITY CONTROL TESTING 1.
The Contractor shall provide quality control tests on the materials incorporated in the w ork, including classification testing of borrow materials from on-site sources. Copies of the results of the tests performed w ill be furnished to the Engineer.
2.
The Contractor shall perform density and moisture tests on each lift of embankment, subgrade and base materials at a rate of at least one test per 10,000 square feet w ith a minimum of one per lift.
3.
The Ow ner has the right to conduct such tests as deemed necessary to assure compliance w ith the contract specifications. Conflicting results betw een the Ow ner' s tests and those made by the Contractor w ill be resolved by the Engineer and his decision shall be final.
4.
The Contractor shall have the sole responsibility for seeing that the appropriate class of earth fill is placed in each zone. To this end, the Contractor w ill be responsible for determining any changes in materials from borrow sources, excavations, and stockpiles, and see that appropriate classification tests are performed in a timely manner. Any earth fill w hich does not meet the classification requirements for the zone in w hich it is placed, shall be removed and properly replaced w ith conforming material by the Contractor at no additional cost to the Ow ner.
C.
Maintain and protect the excavations and embankments in a satisfactory condition at all times until final completion and acceptance of the w ork. If the hauling equipment causes horizontal shears or slickensides, rutting, quaking, heaving, cracking, or excessive deformation, limit the type, load, travel speed, and/or haul pattern of the hauling equipment. Excavate and remove from the embankments any material w hich the Engineer considers objectionable and dispose of such material and refill the excavated area. Remove any embankment material placed outside of prescribed lines show n on the draw ings. Replacement of any material rendered unsuitable as a result of the operation w ill be at the Contractor' s ow n expense.
D.
Do not place earth fill upon frozen subgrade or upon frozen previously placed fill.
PROJECT RECORD DOCUMENTS A.
Provide copies of reports for all tests (passing and failing) taken on site.
B.
Accurately record actual locations of utilities remaining by horizontal dimensions, elevations or inverts, and slope gradients.
PART 2 PRODUCTS 2.1
MATERIALS A.
Topsoil: Type S5 – Topsoil as specified in Section 02205.
B.
Subsoil Fill: Type S2 – Type 1 Common Fill as specified in Section 02205.
C.
Structural Fill: Type S4 – Select Fill as specified in Section 02205.
EXCAVATION AND EMBANKMENT
Prepared by KSA Engineers, Inc.
AMA.013
02230-2
A New Office Building for Proffer Surgical Associates Amarillo, Texas 2.2
EARTH EMBANKMENTS A.
Materials for embankment fills shall be secured from required excavations, from any borrow areas indicated on the draw ings, or from offsite borrow areas approved by the Engineer. The intention is to use the most suitable materials obtainable from these sources. Materials containing brush, roots, sod, or other perishable materials w ill not be considered suitable. The suitability of the materials shall be subject to approval of the Engineer. Mixing of materials during the excavating process at the borrow area may be required.
B.
Minor quantities of rock may be incorporated in the specified earth embankment layers, or may be placed in accordance w ith the requirements for construction of rock embankments in the deeper fills, provided such placement of rock is not immediately adjacent to any pipe or structure.
PART 3 EXECUTION 3.1
EXAMINATION A.
3.2
Verify that survey bench mark(s) and intended elevations for the Work are as indicated.
PREPARATION A.
Identify required lines, levels, contours, and datum.
B.
Stake and flag locations of know n utilities.
C.
Locate, identify, and protect utilities to remain from damage.
D.
Notify utility companies to remove and/or relocate utilities as show n on the plans and as necessary to construct the w ork.
E.
Protect above and below grade utilities that remain.
F.
Protect plant life, law ns, rock outcroppings and other features remaining as a portion of final landscaping.
G.
Protect bench marks, survey control point, existing structures, fences, sidew alks, paving, and curbs from excavating equipment and vehicular traffic.
H.
Perform excavation and embankment so that the area of the site and the area immediately surrounding the site drains continually and effectively by gravity or temporary pumps.
I.
If natural or artificial drainage is interrupted, provide temporary drainage facilities that prevent damage to public and private interests. Restore the original drains as soon as w ork permits. The Contractor shall be held liable for any damages that results from neglect to provide temporary drainage facilities.
J.
Provide protection to prevent damage to existing improvements and structures to remain in place on the Ow ner' s property and adjoining properties.
EXCAVATION AND EMBANKMENT
Prepared by KSA Engineers, Inc.
AMA.013
02230-3
A New Office Building for Proffer Surgical Associates Amarillo, Texas
3.3
3.4
K.
Restore damaged improvements to their original condition, as acceptable to parties having jurisdiction.
L.
Land areas outside the limits of permanent w ork performed under this contract shall be preserved in their present condition. Confine construction activities to areas defined for w ork or specifically assigned by the Ow ner' s representative for his use.
EXCAVATION A.
Excavation shall be to the elevations show n on the plans and required for subgrades of roadw ays and structures regardless of the material encountered.
B.
Where established grades terminate in unstable soil, remove the soil and backfill to the appropriate grade w ith suitable material compacted to the density indicated for embankments.
C.
Where established grades terminate in loose or solid rock, extend the depth of excavation a minimum of 6" and backfill w ith a suitable material to the density indicated for embankments.
D.
Dispose of excess excavation materials as directed by the Engineer. Use suitable excess excavation material in the construction of parkw ays, w idening of embankments, flattening of slopes, etc., but if necessary to w aste any material, dispose of material offsite at no additional cost unless otherw ise noted. Excavated material shall not be w asted w ithout the authorization of the Ow ner' s representative.
PREPARATION OF SUBGRADE A.
After excavation or stripping of the subgrades and excavation of undesirable material to the extent indicated on the draw ings or otherw ise required, break dow n the sides of stump holes, test pits, and other similar cavities or depressions to flatten out the slopes to no steeper than four (4) horizontal to one (1) vertical. Scarify the sides of the cut or hole to provide bond betw een the subgrade material and the fill. Scarify the slopes and bottom of all excavations. Fill each depression w ith the appropriate class of earth fill material, depending upon the type of material w hich is to be placed immediately above the subgrade. Place the fill in layers, moistened, and compacted in accordance w ith the applicable provisions. Spread materials w hich cannot be compacted by roller equipment because of inadequate clearances in 4" layers and compact w ith pow er tampers to a density and moisture content specified herein for the particular material being placed.
B.
After filling of depressions and trenches and immediately prior to placement of compacted fill in any section of the embankment, loosen the subgrade of such section thoroughly by scarifying, plow ing, discing, or harrow ing to a minimum depth of 6" . The moisture content shall be w ithin the limits specified in this specification for the appropriate type of material. After removal of roots or other debris turned up in the process of loosing, compact the entire surface of the embankment subgrade area as specified in this specification.
EXCAVATION AND EMBANKMENT
Prepared by KSA Engineers, Inc.
AMA.013
02230-4
A New Office Building for Proffer Surgical Associates Amarillo, Texas
3.5
C.
Plow , step, bench, and break-up sloped ground surfaces steeper than four (4) horizontal to one (1) vertical on w hich fill is to be placed so that the fill material bonds w ith the existing surface.
D.
When surfaces on w hich fills are to be placed do not meet the specified density requirements, break-up, pulverize, and compact the ground surface to the indicated density.
E.
When surfaces on w hich fills are to be placed do not meet the specified moisture content requirements, w et, aerate, and dry the ground to the indicated moisture content.
F.
When subgrade is part fill and part excavation, scarify the excavated portion to a depth of 6" and compact as indicated for the adjacent fill, unless directed otherw ise by the Ow ner' s representative.
EMBANKMENTS A.
General 1.
Materials shall be free of debris, roots, organic or frozen materials, and large stones.
2.
Otherw ise suitable material w hich is unsuitable due to excess moisture content shall not be classified as unsuitable material unless it cannot be dried by manipulation, aeration, or blending w ith other materials to the satisfaction of the Ow ner' s representative.
3.
Unsuitable materials shall include those materials that are determined by the Ow ner' s representative to be inadequate for providing a stable slope, fill, subgrade, or foundation for structure.
4.
Expansive clay soils shall be classified as unsuitable unless treated or mixed in a manner approved by the Ow ner' s representative.
5.
Embankments shall consist of the placement and compaction of suitable materials obtained from excavation and from borrow to the lines and grades indicated. Place embankments on prepared subgrade as indicated.
6.
Prior to placing embankment material, clear, grub, and prepare the site. Backfill and compact stump-holes or other small excavations.
7.
Place and compact the embankment material in layers approximately parallel to the finished grade and cross section beginning on the low est side. Do not compact layers of material in excess of eight inches (8" ) in loose depth and bring to the optimum moisture content + /- 2.0 percent.
8.
Fill areas to contours and elevations show n w ith unfrozen materials.
9.
Place fill material in continuous layers and compact in accordance w ith the schedule at end of this section.
10.
Maintain optimum moisture content of fill materials to attain required compaction density.
EXCAVATION AND EMBANKMENT
Prepared by KSA Engineers, Inc.
AMA.013
02230-5
A New Office Building for Proffer Surgical Associates Amarillo, Texas
B.
11.
Slope grade aw ay from building minimum 1.0 percent, unless noted otherw ise.
12.
Make grade changes gradual. Blend slope into level areas.
13.
Remove surplus fill materials from site.
14.
Densities and moisture contents shall be as show n in the schedule at end of this section.
EARTH EMBANKMENTS 1.
Each layer of earth embankment shall be uniform as to material, density, and moisture content before beginning compaction. Where layers of unlike material abut each other, feather-edge each layer, or mix the materials to prevent abrupt changes in the material. No materials placed in the embankment by dumping in a pile or w indrow shall be incorporated in a layer in that position. Move by blading all such piles or w indrow s or use other acceptable methods. Break clods or lumps of material and mix in an earth embankment material by blading, harrow ing, or similar methods, so that a uniform material of uniform density is secured in each layer. Uniformly apply w ater necessary for sprinkling to bring the material to the moisture content necessary for maximum compaction. The Contractor shall take responsibility to secure a uniform moisture content throughout each layer.
2.
Unless otherw ise show n, the in-place density of earth fill shall not be less than 95% of maximum dry density as determined by ASTM D698, Standard Proctor, at optimum moisture + /- 2.0% except compact the top 12" of fill underneath the roadw ays to not less than 100% of maximum dry density as determined by ASTM D-698, Standard Proctor. In areas of cut underneath the roadw ays, scarify and re-compact the top 6" of the subgrade w ithin the specified moisture content, to not less than 100% of maximum dry density as determined by ASTM D-698, Standard Proctor.
3.
Cohensionless materials on w hich it is not practical to control the density by proctor methods shall be compacted to a minimum of 75% of relative density as determined by ASTM D-4253 and D-4254. At the discretion of the Engineer, an alternate method of determining relative density may be used w hich has been correlated w ith methods ASTM D-4253 and ASTM D-4254.
4.
Embankment placed adjacent to and over pipes, culverts, arches, bridges and other structures shall be of suitable material. Place material in successive layers approximately horizontal. Bring up layers of embankment material uniformly on each side of the structure, and take special care to prevent any w edging action against the structure. For such distances along embankments adjacent to structures w here it is impractical to obtain compaction by rolling, place the embankment material in layers not exceeding 8" in depth of loose material, w etting uniformly to or very near the optimum moisture content, and then compact by methods approved by the Engineer, maintaining the appropriate moisture content by additional sprinkling if necessary, until each layer has been uniformly
EXCAVATION AND EMBANKMENT
Prepared by KSA Engineers, Inc.
AMA.013
02230-6
A New Office Building for Proffer Surgical Associates Amarillo, Texas compacted to the satisfaction of the Engineer, supplemented by such hand w ork as necessary to secure a uniform and thoroughly compacted embankment. 3.6
3.7
TOLERANCES A.
The excavations and embankments shall be constructed to the lines, grades, and cross sections indicated on the draw ings. Excavations and embankments shall be final graded to a tolerance of ± 0.1 feet, except subgrade underneath roadw ays shall be graded to a tolerance of ± 0.04 feet and except excavation areas underneath footings, foundations, slabs, or other structures w ill have a tolerance of - 0.1 feet and + .0.0 feet. Perform final depth of excavation underneath structures immediately prior to placement of structure to the fullest extent practicable. Protect foundation subgrades from saturation by rain or other surface w ater. Remove and replace any material in the foundation subgrade that becomes soft from saturation w ith suitable material as requested by the Engineer, at no additional cost to the Ow ner.
B.
There w ill be no payment for shrinkage or consolidation that occurs during construction.
C.
The end slopes and side slopes of fill sections shall not be steeper than those show n on the plans.
D.
Any and all excess excavation for the convenience of the Contractor or overexcavation performed by the Contractor for any purpose or reason, except w hen requested by the Engineer, and w hether or not due to the fault of the Contractor, shall be at the expense of the Contractor. Where required to complete the w ork, refill the excess excavation and over-excavation w ith materials furnished, placed and compacted at the Contractor' s expense, using procedures approved by the Engineer.
FIELD QUALITY CONTROL A.
If tests indicate Work does not meet specified requirements, remove Work, replace and retest.
B.
Perform excavation for embankments and structural foundations in the dry. Perform no excavation in frozen material w ithout the approval of the Engineer. No additional allow ance above the unit prices bid shall be made on account of any material being w et or frozen or on account of any surface or ground w ater condition.
C.
Follow ing completion of the excavation and prior to placement of any embankment material on the prepared subgrade surface, the Engineer w ill approve the subgrade surface. If the subgrade material, in the opinion of the Engineer, is unsuitable for use as the subgrade, perform additional excavation and backfill as requested by the Engineer. Such additional excavation and backfill shall be paid for in accordance w ith the appropriate bid items. Follow ing approval of the subgrade surface, assume all responsibility for maintaining the subgrade surface and remove or recompact the w eathered or unsatisfactory subgrade material and replace w ith compacted fill at Contractor' s expense. Follow ing approval of the subgrade, diligently prosecute the w ork of placing the appropriate embankment material on the
EXCAVATION AND EMBANKMENT
Prepared by KSA Engineers, Inc.
AMA.013
02230-7
A New Office Building for Proffer Surgical Associates Amarillo, Texas prepared subgrade. Maintenance of all slopes is the Contractor' s responsibility.
3.8
D.
Where requested by the Engineer, proof-roll the prepared subgrade areas underneath embankments, roadw ays, parking areas, slabs on grade or other such structures w ith a loaded dump truck or other rubber-tired, heavy ground pressure equipment acceptable to the Engineer. The equipment shall pass over the entire subgrade at low speed w ith tire tracks staggered approximately 3 feet on each pass. Mark any soft or otherw ise unsuitable subgrade areas determined by the Engineer during proof-rolling for undercutting.
E.
Undercut and remove the marked areas of soft or otherw ise unsuitable subgrade to the limits determined by the Engineer. Backfill of undercut subgrade areas shall be as determined by the Engineer.
STOCKPILING FROM APPROVED BORROW SOURCES Stockpile the excavated material adjacent to the w ork until used. Stockpile at approved locations w hen the excavation from approved borrow sources or from required excavation progresses at a faster rate than placement of the fill is being accomplished. Plan operations to minimize stockpiling. Dress and maintain stockpiles so that the surfaces w ill be free draining.
3.9
SLIDES In the event of slides in any part of the embankments prior to final acceptance of the w ork, remove material from the slide area and rebuild the portion of the embankment as requested by the Engineer, at no additional cost to the Ow ner.
3.10
SCHEDULES A.
B.
C.
Structural Fill 1.
Fill Type S4 – Select Fill: Maximum 8 inches compacted depth.
2.
Compact to minimum 95 percent of maximum density at optimum moisture + /- 2.0% unless otherw ise show n or specified.
Subsoil Fill 1.
Fill Type S2 – Type 1 Common Fill: Maximum 8 inches compacted depth.
2.
Compact to minimum 95 percent of maximum density at optimum moisture + /- 2.0% unless otherw ise show n or specified.
Topsoil Fill 1.
Fill Type S5 – Topsoil: Maximum 6 inches compacted depth.
2.
Compact to minimum 90 percent of maximum density at optimum moisture + /- 2.0% unless otherw ise show n or specified. END OF SECTION
EXCAVATION AND EMBANKMENT
Prepared by KSA Engineers, Inc.
AMA.013
02230-8
A New Office Building for Proffer Surgical Associates Amarillo, Texas SECTION 02245 – LIME SOIL STABILIZATION PART 1 GENERAL 1.1
SECTION INCLUDES Furnishing labor, materials, equipment and incidentals necessary to treat the new or existing subgrade, the existing pavement structure or a combination thereof to be used as subgrade by pulverizing, adding lime, mixing, and compacting the mixed material.
1.2
RELATED SECTION Section 02205 – Soil Materials.
1.3
REFERENCES A.
1.4
Texas Department of Transportation Standard Specifications for Construction and Maintenance of Highw ays, Streets and Bridges, Edition.
Latest
B.
ASTM D698 – Moisture-Density Relations of Soils (Standard.)
C.
ASTM D2487 – Classification of Soils for Engineering Purposes.
D.
ASTM D4254 – Minimum Index Density and Unit Weight of Soils and Calculations of Relative Density.
E.
ASTM D4318 – Test for Liquid Limit, Plastic Limit and Plasticity Index of Soils.
REGULATORY REQUIREMENTS Perform Work in accordance w ith TxDOT Item 260 – Lime Treatment for Material Used as Subgrade (Road Mixed).
PART 2 PRODUCTS MATERIALS For this project, lime used shall be Lime (Pebble Grade Quicklime) in accordance w ith TxDOT Item 260. PART 3 EXECUTION 3.1
CONSTRUCTION A.
Preparation of subgrade, pulverization, application of lime, mixing, compaction, rew orking, finishing and curing shall be in accordance w ith TxDOT Item 260.
B.
Lime shall be applied at a rate of 40 pounds per square yard.
C.
Compaction shall be density control. Each course shall be sprinkled as required and compacted to the extent necessary to provide not less than 95
LIME SOIL STABILIZATION Prepared by KSA Engineers, Inc.
02245 - 1
A New Office Building for Proffer Surgical Associates Amarillo, Texas percent of maximum density at a moisture content betw een optimum and three percent above optimum as measured by ASTM D698. 3.2
SUBGRADE REPLACEMENT The contractor shall excavate all soils w hich are soft or otherw ise unusable for subgrade material as directed by the engineer. Excavation of unsuitable material shall be conducted so that acceptable material directly adjacent to the construction limits w ill not be disturbed. The depth of excavation shall be determined by the engineer. Replace the excavated material w ith soil type S4 – Select Fill in accordance w ith Section 02205 – Soil Materials. Fill shall be compacted to at least 95% of standard Proctor density at a moisture content w ithin tw o percent of optimum in maximum eight inch loose lifts.
3.3
DISPOSAL OF EXCESS MATERIAL A.
Excess materials shall be handled at all times in such a manner as to cause a minimum inconvenience to public travel and to permit safe and convenient access to private and public property adjacent to or along the line of the w ork.
B.
In parkw ays and easements w here it is necessary to deposit excess materials on law ns during the w ork, burlap or similar materials shall be placed on the law n to prevent contact betw een excavated materials and the law n.
C.
Remove w aste and excess excavated material from the construction site before final inspection.
D.
Legally dispose of material at a licensed site or w ith w ritten and notarized permission from the property ow ner for a private disposal site.
E.
All cost associated w ith w aste material removal and disposal shall be paid for by the Contractor. END OF SECTION
LIME SOIL STABILIZATION Prepared by KSA Engineers, Inc.
02245 - 2
A New Office Building for Proffer Surgical Associates Amarillo, Texas SECTION 02445 – PIPELINES AND CASINGS INSTALLED BY BORING, JACKING, AND OPEN CUT PART 1 GENERAL 1.1
SECTION INCLUDES Furnish labor, materials, equipment and incidentals necessary to install pipes and casings by boring, jacking, and open cut as specified. This section sets forth the requirements for utility lines installed using boring and casings installed using boring, jacking or open cut.
1.2
1.3
RELATED SECTIONS A.
Section 01300 – Submittals.
B.
Section 02207 – Aggregate Materials.
C.
Section 02225 – Excavation, Backfill, and Compaction for Utilities.
QUALITY ASSURANCE A.
B.
Installer' s Qualifications 1.
Installation shall be by a competent, experienced contractor or subcontractor.
2.
The installation contractor shall have a satisfactory experience record of at least three years engaged in similar w ork of equal scope.
Performance Requirements Lateral or vertical variation in the final position of the pipe from the line and grade established by the engineer shall be acceptable only to the extent that it does not impact the line and grade of the adjacent pipe show n on the plans.
1.4
JOB CONDITIONS A.
Where the w ork is in a right-of-w ay, the Contractor shall observe regulations and instructions of the right-of-w ay ow ner as to the methods of performing the w ork and take precautions for the safety of the property and the public.
B.
The Contractor shall coordinate w ith the right-of-w ay ow ner not less than five days prior to his intended time to begin w ork on the right-of-w ay.
C.
Comply w ith the requirements of all permits and/or easements. 1.
Work w ithin any right-of-w ay shall comply w ith the right-of-w ay ow ner’ s specifications.
2.
If required by the right-of-w ay ow ner, obtain Protective Liability Insurance in the amount required by the particular company or other insurance as is specified in the permit at no cost to the Ow ner.
PIPELINES AND CASINGS INSTALLED BY BORING, JACKING AND OPEN CUT Prepared by KSA Engineers, Inc.
02445 -1
A New Office Building for Proffer Surgical Associates Amarillo, Texas D.
Construction along roads and railroads shall be performed in such a manner that the excavated material and all equipment be kept off the roads and railroads at all times. Construction shall not interfere w ith the operations of the roads and railroads.
E.
Barricades, w arning signs, and flagmen, w hen necessary and/or specified, shall be provided by the Contractor.
F.
No blasting shall be allow ed.
G.
Existing pipelines are to be protected. 1.
The Contractor shall verify location and elevation of any pipelines and other utilities before proceeding w ith the construction and plan his construction so as to avoid damage to them.
2.
Verification of location of existing utilities shall be the complete responsibility of the Contractor.
PART 2 PRODUCTS [Not Used] PART 3 EXECUTION 3.1
GENERAL CONSTRUCTION PROCEDURES A.
Excavation and Backfill of Access Pits 1.
Do not allow excavation over the limits of the bore as specified.
2.
Shore the trench w alls as necessary to protect w orkmen, the public, structures, roadw ays, and other improvements.
3.
Excavations w ithin a right-of-w ay and not under surfacing shall be backfilled and compacted in eight inch loose lifts to 95% of maximum density w ithin tw o percentage points of optimum moisture.
4.
B.
a.
Surplus material shall be removed from the right-of-w ay and the excavation finished to original grades.
b.
Backfill pits immediately after the installation of the carrier pipe is completed.
c.
If carrier pipe is not installed immediately after casing pipe installation, the right-of-w ay ow ner may require the access pits be temporarily backfilled until installation of carrier pipe.
Where seeding or sodding is disturbed by excavation or backfilling operations, such areas shall be replaced to equal or better condition according to these specifications.
If required by OSHA standards, free-air systems shall be installed and maintained.
PIPELINES AND CASINGS INSTALLED BY BORING, JACKING AND OPEN CUT Prepared by KSA Engineers, Inc.
02445 -2
A New Office Building for Proffer Surgical Associates Amarillo, Texas 3.2
CROSSINGS INSTALLED BY WET BORING A.
Perform the boring from the low or dow nstream end unless specified otherw ise.
B.
Bore the holes mechanically using a pilot hole.
C.
A pilot hole shall be bored the entire length of the crossing and shall be checked for line and grade. This pilot hole shall serve as the centerline of the larger diameter hole to be bored.
D.
Dispose of excavated material as required.
E.
The use of w ater or other fluids in connection w ith the boring operation w ill be permitted only to the extent to lubricate cuttings. In unconsolidated soil formations, a gel-forming colloidal drilling fluid consisting of at least 10% high grade carefully processed bentonite may be used to consolidate cuttings of the bit, seal the w alls of the hole, and furnish lubrication for subsequent removal of cuttings and installation of the pipe immediately thereafter. Jetting shall not be permitted.
F.
In locations w here the soil formation is other than consolidated rock, insert the casing pipe simultaneously w ith the boring operation. 1.
This requirement applies to all bored holes of 18 inches or greater in diameter.
2.
For smaller diameter bored holes, it is desirable that the casing be installed as the boring progresses, but because of differences in soil formations, the time for inserting the casing shall be the Contractor' s responsibility.
3.
In the event that caving sand or w ater bearing materials are encountered, insert the casing pipe simultaneously w ith the boring operation regardless of the diameter of the bored hole.
4.
In all cases, the security and integrity of the ground above the casing is the primary concern.
5.
The Contractor shall be held fully responsible for the continued integrity of any structures (including roadw ays) w hether or not a casing pipe is inserted simultaneously w ith the boring operation. END OF SECTION
PIPELINES AND CASINGS INSTALLED BY BORING, JACKING AND OPEN CUT Prepared by KSA Engineers, Inc.
02445 -3
A New Office Building for Proffer Surgical Associates Amarillo, Texas SECTION 02504 – FLEXIBLE BASE PART 1 GENERAL 1.1
SECTION INCLUDES Furnishing and placing of flexible base course.
1.2
1.3
RELATED SECTIONS A.
Section 01300 – Submittals.
B.
Section 02207 – Aggregate Materials.
C.
Section 02515 – Portland Cement Concrete Pavement.
REFERENCES Texas Department of Transportation – Standard Specifications for Construction of Highw ays, Streets, and Bridges.
1.4
SUBMITTALS The Contractor shall submit test results show ing that the material proposed meets the requirements of this specification.
1.5
DELIVERY, STORAGE, AND HANDLING A.
Flexible base material temporarily stockpiled for construction purposes shall be located in an area approved by the Ow ner.
B.
Rock riprap materials shall be stockpiled in a w ay that prevents their contamination w ith debris, other stockpiled materials, or soil.
PART 2 PRODUCTS Flexible base material shall be Aggregate Type A5 – Flexible Base. PART 3 EXECUTION 3.1
PREPARATION A.
Excavate and shape the road bed. Remove unstable or otherw ise objectionable material from the subgrade and replace w ith approved material. Fill holes, ruts, and depressions w ith approved material. Sprinkle the subgrade, if necessary, and reshape and roll to the extent directed in order to place the subgrade in an acceptable condition to receive the base material. The surface of the subgrade shall be smooth and conform to line, grade, and typical sections. Prepare sufficient subgrade in advance to insure satisfactory prosecution of the w ork.
B.
Utilize material excavat ed in the preparation of the subgrade in the construction of adjacent shoulders and slopes or otherw ise disposed of as directed. Secure any additional material required for the completion of the shoulders and slopes from sources indicated or designated by the Engineer.
FLEXIBLE BASE Prepared by KSA Engineers, Inc.
02504-1
A New Office Building for Proffer Surgical Associates Amarillo, Texas 3.2
Place flexible base material in accordance w ith TxDOT Item 247 to the lines, grades, and thickness show n on the plans. END OF SECTION
FLEXIBLE BASE Prepared by KSA Engineers, Inc.
02504-2
A New Office Building for Proffer Surgical Associates Amarillo, Texas SECTION 02515 – PORTLAND CEMENT CONCRETE PAVEMENT PART 1 GENERAL 1.1
SECTION INCLUDES Furnish labor, materials, equipment and incidentals necessary to construct finished pavement of portland cement concrete on the prepared subgrade, crushed stone drainage course, geotextile with reinforcement, and with monolithic curbs, in conformity with the plans, and as specified herein to the lines and grades as established by the Engineer.
1.2
RELATED SECTION A.
1.3
Section 02245 – Lime Soil Stabilization.
QUALITY ASSURANCE A.
B.
DESIGN CRITERIA 1.
The concrete shall be designed for a minimum compressive strength of 4,000 pounds per square inch at the age of 28 days. Flexural strength is to be determined as a simple beam with center point loading (ASTM C293). While concrete placing operations are in progress, beam and cylinder specimens, of such dimension and numbers as may be required, shall be made by the Owner's independent testing laboratory each day. Beams and cylinders shall be continuously cured in water until tested.
2.
If the concrete fails to meet the strength requirements, as shown by the failure of any compressive test specimen on 2 out of 3 consecutive days' tests, increase the cement factor in the increments of 1/2 sack per cubic yard of concrete until the strength requirements are met and redesign the concrete mix. No increase in price or extra compensation shall be allowed the Contractor for such increase in the cement factor. Failure of all the test specimens, either flexural or compressive, on any day's run of concrete, may be cause for rejection of that particular section of pavement. In such event, submit a redesign of the concrete mix.
3.
Redesign of the concrete mix by the Contractor, when required, shall include the required corrective measures as indicated by the deficiencies in the original design mix. Material samples shall be resubmitted for the laboratory check of the redesign mix. Material samples shall be resubmitted for the laboratory check of the redesign mix. Sources of supply of materials may be changed, if desirable, at this time.
LABORATORY TESTING 1.
Material samples submitted for approval shall be sufficiently large to permit the Owner's independent testing laboratory to laboratory batch the construction of test cylinders to check the adequacy of the design. When the design mix has been approved, there shall be no change or deviation
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
02515 - 1
A New Office Building for Proffer Surgical Associates Amarillo, Texas from the proportions thereof or sources of supply except as hereinafter provided. No concrete shall be placed on the job site until the mix design has been approved by the Engineer in writing to the Contractor.
C.
2.
The concrete shall contain not less than 5.5 sacks of cement per cubic yard. Total water shall not exceed 5 gallons per sack of cement. The mix shall be uniform and workable. The amount of coarse aggregate (dryloose volume) shall not be more than 85% per cubic yard of concrete.
3.
The net amount of water shall be the amount added at the mixer plus the free water in the aggregate or minus the amount of water needed to compensate for absorption by the aggregates. Free water or absorption determinations shall be based on a 30 minute absorption period. No water allowance shall be made for evaporation after batching.
4.
When gauged by the standard slump test, the settlement of the concrete shall not be less than 3" nor more than 5".
PAVEMENT THICKNESS 1.
Upon completion of the work and before final acceptance and final payment shall be made, pavement thickness test may be made by the Owner. The number of tests and location shall be at the discretion of the Owner unless otherwise specified in the special provisions or on the plans. The cost for the initial pavement thickness test shall be the expense of the Owner. In the event a deficiency in the thickness of pavement is revealed during normal testing operation, subsequent tests necessary to isolate the deficiency shall be at the Contractor’s expense. The cost for additional coring test shall be at the same rate charged by commercial laboratories.
2.
Where the average thickness of pavement in an area is found to be deficient in thickness by more than 0.20 inches, but not more than 0.50 inches, payment shall be made at an adjusted price as specified in the following table. Deficiency in Thickness (Inches) Determined by Cores 0.00 – 0.20 0.21 – 0.30 0.31 – 0.40 0.41 – 0.50
3.
Proportional Part of Contract Price 100 percent 80 percent 70 percent 60 percent
Any area of pavement found deficient in thickness by more than 0.50 inches but not more than 0.75 inches or 10% of the plan thickness, whichever is greater, shall be evaluated by the Owner. If, in the judgment of the Owner, the area of such deficiency should not be removed and replaced, there shall be no payment for the area retained. If, in the judgment of the Owner, the area of such deficiency warrants removal, the
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
02515 - 2
A New Office Building for Proffer Surgical Associates Amarillo, Texas area shall be removed and replaced, at the Contractor’s entire expense, with concrete of the thickness shown on the plans. Any area of pavement found deficient in thickness by more than 0.75 inches or more than 10% of the plan thickness, whichever is greater, shall be removed and replaced, at the Contractor’s entire expense, with concrete of the thickness shown on the plans. 4. D.
No additional payment over the contract unit price shall be made for any pavement of a thickness exceeding that required by the plans.
PAVEMENT STRENGTH 1.
During the progress of the work, the Contractor shall employ a materials testing laboratory to cast test cylinders. After cylinders have been cast, they shall remain on the job site and then be transported, moist cured, and tested by the Contractor. If the compressive test results indicate deficient strength, the Contractor may, at its option and expense, core the pavement in question and have the cores tested by an approved laboratory, in accordance with ASTM C42 Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete and ACI 318 protocol, except the average of all cores must meet 100% of the minimum specified strength, with no individual core resulting in less than 90% of design strength, to override the results of the cylinder tests.
2.
The cost of all materials used in test specimens will not be paid for as a separate contract pay item and the cost thereof shall be considered incidental to the contract pay items provided.
3.
Cylinders and/or cores must meet minimum specified strength. Pavement not meeting the minimum specified strength shall be subject to the money penalties or removal and replacement at the Contractor’s expense as shown in the following table. Percent Deficient Greater Than 0% - Not More Than 5% Greater Than 5% - Not More Than 10% Greater Than 10% - Not More Than 15% Greater Than 15%
Percent of Contract Price Allowed 95% 90% 80% 60% or removed and replaced at the entire cost and expense of Contractor as directed by Owner.
4.
The amount of penalty shall be deducted from payment due to Contractor; such penalty deducted is to defray the cost of extra maintenance.
5.
The strength requirements for structures and other concrete work are not altered by this specification.
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas 6.
1.4
1.5
No additional payment over the contract unit price shall be made for any pavement of strength exceeding that required by plans and/or specifications.
SUBMITTALS A.
At least 10 days prior to the start of concreting operations, submit to the Engineer a design of the concrete mix proposed for use. The design of the concrete mix shall conform to the provisions and limitation requirements of these specifications.
B.
Provide data on joint filler, admixtures, curing compounds and joint sealant.
REFERENCES The applicable provisions of the following standards shall apply as if written in their entirety: ASTM A82 – Specification for Steel Wire, Plain, for Concrete Reinforcement. ASTM A184 – Specification for Fabricated Deformed Steel Bar Mats for Concrete Reinforcement. ASTM A185 – Specification for Steel Welded Wire, Fabric, Plain, for Concrete Reinforcement. ASTM A615 – Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement. ASTM A616 – Specification for Rail-Steel Deformed and Plain Bars for Concrete Reinforcement. ASTM C42 – Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete ASTM C150 – Specification for Portland Cement. ASTM C150 – Specification for Portland Cement. ASTM C293 – Test Method for Flexural Strength of Concrete (Using Simple Beam with Center-Point Loading). ASTM C309 – Specification for Liquid Membrane-Forming Compounds for Curing Concrete. ASTM D1751 – Standard Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction. ASTM D5893 – Standard Specification for Cold Applied, Single Component, Chemically Curing Silicone Joint Sealant for Portland Cement Concrete Pavements. TxDOT DMS–4610 – Fly Ash.
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
02515 - 4
A New Office Building for Proffer Surgical Associates Amarillo, Texas 1.6
JOB CONDITIONS A.
Should the Contractor desire to use Type III cement in lieu of Type I, permission to do so must be secured from the Engineer in writing before use. When such use is granted, the concrete produced shall meet the requirements specified herein.
B.
When Type III cement is used, either as required on the plans or as an option to Type I cement, the average tensile strength of briquettes at the age of 28 days shall be higher than that attained at 3 days.
C.
Any cement which, for any reason, has become partially set or which contains hard lumps or cakes shall be rejected.
D.
The following special requirements apply to this work. 1.
After a joint has been sealed, promptly remove surplus sealant or other residue on the pavement or structure surfaces.
2.
If a primer is recommended by the manufacturer, use primer in accordance with such recommendations. When required, apply primer before installing backup material.
3.
Equip air compressors used for cleaning joints with suitable traps capable of removing surplus water and oil in the compressed air. The Engineer shall check the compressed air daily for contamination. Do not use contaminated air. The compressor shall be capable of delivering compressed air at a continuous pressure of at least 90 psi.
4.
Do not permit traffic over sealed joints until the sealant is tack free, cured sufficiently to resist displacement of the sealant due to slab movement or other causes, and until debris from traffic does not imbed into the sealant.
5.
Any of the following conditions at the sealed joint shall be cause for rejection and repair of the joint: a.
Adhesion or cohesion failure of joint sealant material.
b.
Unsatisfactory or improper workmanship by Contractor.
c.
Damage by Contractor's operations or public traffic.
d.
Damage to the sealant due to displacement of the sealant from slab movements or insufficient cure before opening to traffic.
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas PART 2 PRODUCTS 2.1
MATERIALS A.
B.
CEMENT 1.
Cement shall conform to ASTM C150 for Type I. If high-early-strength Portland Cement is required, it shall conform to ASTM C150 for Type III and current revisions.
2.
Cement delivered in bags shall be marked plainly with the brand and name of the Manufacturer on the bag. A bag shall contain 94 pounds net. Bags shall be in good condition at the time of use. Bags of cement varying more than 5% from the specified weight shall be rejected, and if the average net weight of bags in any shipment, as shown by weighing 50 bags taken at random, is less than 94 pounds, the entire shipment shall be rejected. Do not use cement salvaged from discarded or used bags.
FLY ASH If approved in writing by the Engineer, the Contractor may substitute Class F Flay Ash for up to 20% of the cement in the mix. This in no way relieves the Contractor of his obligation to meet the strength and workability requirements of this specification.
C.
COARSE AGGREGATE 1.
Coarse aggregate shall consist of gravel, crushed gravel, crushed stone, or a combination of these materials of which the maximum permissible percentage of deleterious substances, by weight, shall not exceed the following: Material removed by decantation Shale, slate, or similar materials Clay lumps Soft fragments Other deleterious substances including friable, Thin elongated, or laminated pieces The sum of all deleterious ingredients, Exclusive of material removed by decantation, shall Not exceed by weight
1.0% 1.0% 0.25% 3.0% 3.0% 5.0%
2.
The aggregate shall be free from an excess amount of salt, alkali, vegetable matter, or other objectionable matter. At the time of its use the aggregate shall be free from frozen material and all foreign material which may have become mixed with it in the stock piles.
3.
The coarse aggregate shall consist of sound particles having a percent of wear not more than 45 (Test Method TEX-410-A) and shall be mixed so that when tested by standard laboratory sieves, the course aggregate meets the following requirements:
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas Retained on 1 ¾” sieve Retained on 1 ½” sieve Retained on ¾” sieve Retained on 3/8” sieve Retained on No. 4 sieve Loss by Decantation Test Method TEX-406A 4.
D.
0% 0% to 5% 30% to 65% 70% to 90% 95% to 100% 1% max.
Coarse aggregate of different characteristics, though tested and approved, shall not be mixed with other aggregates; but shall be stored, batched, and weighed separately.
FINE AGGREGATE 1.
Fine aggregate shall consist of sand or a mixture of sands with or without mineral filler. The sand or mixture of sand comprising one fine aggregate shall consist of clean, hard, durable, uncoated grains and shall be free from lumps. The maximum permissible percentage, by weight, of deleterious substances shall not exceed the following: Material removed by decantation Other deleterious substances such as coal, shale, Coated grains, and soft flaky particles
2.
An additional loss of 2% by decantation may be allowed provided this additional loss is material of the same quality as specified for fine aggregate. a.
The fine aggregate shall be free from an excess amount of salt or alkali and at the time of use shall be free from frozen material and foreign material.
b.
When tested for organic impurities the fine aggregate shall not have a color darker than the standard color.
c.
The fine aggregate shall be well graded from fine to coarse and when tested by standard laboratory sieves shall meet the following requirements: Retained on 3/8" sieve Retained on No. 4 sieve Retained on No. 8 sieve Retained on No. 16 sieve Retained on No. 30 sieve Retained on No. 50 sieve Retained on No. 100 sieve Retained on No. 200 sieve
3.
3.0% 3.0%
0% 0% to 5% 0% to 20% 15% to 50% 35% to 75% 70% to 90% 90% to 100% 97% to 100%
Fine aggregate of different characteristics shall not be mixed prior to batching, but shall be weighed and batched separately.
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas 4. E.
Fine aggregate will be subjected to the sand equivalent test (test method TEX-203-F). The sand equivalent value shall not be less than 80.
MIXING WATER Water for use in concrete and for curing shall be free from oil, acids, organic matter or other deleterious substances and shall not contain more than 1,000 parts per million of chlorides as Cl nor more than 1,000 parts per million of sulfates as SO4. Water from municipal supplies approved by the State Health Department will not require testing, but water from other sources shall be sampled and tested before use.
F.
STEEL DOWEL BARS Steel dowel bars, if shown and required on the plans, shall be of the size and type indicated and shall be open hearth, new billet steel of intermediate or hard grade conforming to the requirements of ASTM A615. The free end of dowel bars shall be smooth and free of shearing burrs.
G.
DOWEL CAPS Provide dowel caps when required by the drawings. Encase one end of each dowel bar with an approved cap having an inside diameter of 1/16" greater than the diameter of the dowel bar. The cap shall be of such strength, durability, and design as to provide free movement of the dowel bar and shall be filled with a soft felt plug or shall be void in order to permit free movement of the dowel bar for a distance of 1-1/2 times the width of the expansion joint used. Securely hold the dowel caps and dowel bars in place.
H.
BAR COATING When bar coating is required, the material may be any standard grade of oil asphalt and shall be applied hot.
I.
STEEL BAR REINFORCEMENT Steel reinforcing bars shall be of the size and type indicated and shall be open hearth new billet steel of structural, intermediate, or hard grade, ASTM A615, Grade 60 or shall be rail steel concrete reinforcement bars, ASTM A616, Grade 60. Steel shall be bent cold. When tie bars are to be bent they shall be Grade 40 conforming to requirements of ASTM A615.
2.2
MIXES Concrete shall be composed of Type I cement or Type III cement, coarse aggregate, fine aggregate, mineral filler, and water. Type III cement shall be used only when specifically approved by the Engineer in writing and the concrete made therewith shall be subject to all applicable provisions of these specifications. Mix shall comply with approved laboratory design or adjusted mix proportions.
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas 2.3
MANUFACTURED PRODUCTS A.
REINFORCEMENT CHAIRS Reinforcing steel, tie bars, dowels, etc., shall be placed and held securely in place during placing of concrete by steel or plastic chairs approved by the Engineer. These chairs shall be placed at every other intersection of longitudinal and transverse bars.
B.
JOINT FILLER Joint filler shall consist of lumber or a pre-molded joint filler of the size, shape and type indicated. 1.
Redwood Boards Boards used as a filler shall be construction grade and shall be sound heart wood obtained from redwood. Boards shall be of selected stock and shall be free from sapwood, knots, cluster bird's eye, checks, and splits. Occasional sound or hollow bird's eye, when not in clusters, shall be permitted, provided the board is otherwise free of any defects that may impair the usefulness as a joint filler. The board, when tested in the condition as used in the pavement, shall have a compressive resistance of not more than 1,500 pounds per square inch in compressing to 1/2 of its original thickness.
2.
Pre-Molded Joint Filler Pre-molded joint filler for expansion joints shall conform to the requirements of ASTM D1752 and shall be punched to admit dowels were called for in the plans. Material shall be Ceramar as manufactured by W.R. Meadows, Inc. or Engineer approved equal.
C.
JOINT SEALING MATERIAL 1.
The sealant shall be furnished in a one-part silicone formulation which does not require a primer for bond to concrete. The compound shall be compatible with the surface to which it is applied. Acid cure sealants are not acceptable for use on concrete. Apply the sealant with a pressure applicator that forces it into the joint. Silicone rubber joint seals shall exhibit an adequate bond to concrete when subjected to testing.
2.
The silicone sealant shall be single component, chemically curing, selfleveling and cold-applied. It shall meet all requirements of ASTM D5893. Silicone sealant shall be Dow Corning 890-SL or Engineer approved equal. Each lot of sealant shall be delivered in containers plainly marked with the Manufacturer's name or trademark and a lot number. The Manufacturer shall also indicate the date of shipment on each lot. Material shall not be used after 6 months from the date of shipment from the manufacturer without first being sampled and tested. Foam backer rod may be accepted based on visual inspection by the Engineer.
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas D.
MEMBRANE CURING COMPOUND The membrane curing compound shall be Type 2 white pigmented and shall comply with the requirements of ASTM C309.
E.
ADMIXTURES Concrete shall be air-entrained and the volume of air in the freshly mixed concrete shall be 5% ±1% of the total volume. The entrained air shall be obtained either by using air-entrained cement or air-entraining admixture.
2.4
EQUIPMENT A.
GENERAL The equipment necessary for the construction of this item shall be on the project and shall be approved by the Engineer as to condition before the Contractor is permitted to begin construction operations on which the equipment is to be used.
B.
FORMS The side forms shall be metal, of approved cross-section and bracing, of a height not less than the prescribed edge thickness of the concrete section, and a minimum of 10' in length for each individual form. Forms shall be of ample strength and shall be provided with adequate devices for secure setting so that, when in place, forms withstand the impact and vibration of equipment imposed thereupon without appreciable springing or settlement. The forms shall be free from warps, bends, or kinks and shall show no variation from the true plane for face or top. Each 10' length of forms shall be provided with at least 3 pins for securely staking in position. Sufficient forms shall be provided for satisfactory prosecution of the work. 10 foot metal form sections shall be used in forming curves with a 250' and larger radius. For curves with a radius of less than 250', acceptable flexible metal forms or wood forms may be used upon approval of the Engineer.
PART 3 EXECUTION 3.1
PREPARATION Prepare subgrade to receive the pavement as specified in Section 02245 – Lime Soil Stabilization and Section 02504 – Flexible Base. Any section of the subgrade which does not meet the requirements of this specification immediately prior to the placement of the subsequent paving course shall be reprocessed and recompacted to be in full compliance with specification requirements.
3.2
PLACING AND REMOVING FORMS Set forms to line and grade at least 100', where practicable, in advance of the paving operations. Adequately stake forms with at least three (3) pins per 10' section. Forms shall be capable of resisting the pressure of concrete placed against them and the thrust and the vibration of the construction equipment operating upon them without appreciable
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
02515 - 10
A New Office Building for Proffer Surgical Associates Amarillo, Texas springing or settlement. Neatly and tightly join the forms and set with exactness to the established grade and alignment. Forms must be in firm contact with the subgrade throughout the length and base width. If the subgrade becomes unstable, reset the forms using heavy stakes or other additional supports as necessary to provide the required stability.
3.3
A.
When forms settle over 1/8" under finishing operations, stop paving operations, reset the forms to line and grade, and bring the pavement to the required section and thickness.
B.
Thoroughly clean forms after each use and oil forms before reuse.
C.
Forms shall remain in place until the concrete has taken its final set. At the time the forms are removed, bank earth against the sides of the slab and immediately and thoroughly wet.
D.
Expansion joints in the curbs shall conform to the joint locations in the slab.
PLACING REINFORCING STEEL, TIE BARS AND DOWELS Reinforcing steel, welded wire mesh, tie bars, dowels, etc. shall conform to the provisions set out in this specification and shall be placed as shown on the plans. Reinforcing shall be clean, free from rust in the form of loose or objectionable scale, and of the type, size, and dimensions shown on the plans. Securely wire reinforcing bars together at all intersections and splices and securely wire to each dowel and load transmission unit intersected. Install bars in their required position. A.
Install reinforcing bars and bar mats in the slab at the required depth below the finished surface and support by securely wiring to reinforcement chairs installed on prescribed longitudinal and transverse centers . After the reinforcing steel is securely installed above the subgrade, there shall be no loading imposed upon (or walking upon) the bar mats or individual bars before or during the placing or finishing of the concrete.
B.
Where welded wire fabric reinforcement mats are to be used, place and strike off the concrete by means of a template to the depth below the finished surface as specified for the location of the mesh. Place welded wire mats, conforming to the specified side lap and end splice requirements upon the struck surface, and place the remainder of the concrete with finishing operations proceeding immediately. There shall be no loading imposed upon the mesh mats after installation in the slab concrete.
C.
Expansion joints or dummy joints which may require an assembly of parts supported by special devices shall be completely assembled and rigidly supported in the correct position well in advance of the placing of concrete.
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas 3.4
JOINTS A.
EXPANSION JOINTS Install expansion joints perpendicular to the surface and to the center line of the pavement at the locations indicated. Joint filler shall be a pre-molded joint filler or redwood boards of the size and shape specified. The oven-dry weight of the wood shall not exceed 30 pounds per cubic foot. Board joint material with less than 25% of moisture at the time of installation shall be thoroughly wetted on the job. Green lumber of much higher moisture content is desirable and acceptable.
B.
1.
Appropriately drill the joint filler to admit the dowel bars. Extend the bottom edge of the filler to or slightly below the bottom of the slab and hold the top edge approximately 1/2" below the finished surface of the pavement in order to allow the finishing operations to be continuous. Where the joint filler is of a pre-molded type, protect the top edge by a metal cap of at least 10 gauge material having flanges not less than 11/2" in depth. The channel cap may remain in place during the joint finishing operations to serve as a guide for tooling the edges of the joint. After the removal of the side forms, carefully open the ends of the joints at the edges of the slab for the entire depth of the slab. The joint filler may be composed of more than one length of board in the length of the joint, but no board of a length less than 6' may be used unless otherwise shown on the plans.
2.
Where a monolithic curb or a separate curb and gutter is used, the expansion joints therein shall coincide and be continuous with the pavement joint and of the same size and type.
3.
When the pavement is adjacent to or around existing structures, construct expansion joints in accordance with the details shown on the plans.
4.
Install dowel bars through the pre-drilled joint filler and rigidly support in true horizontal and vertical positions by an assembly of bar chairs and dowel holders welded to transverse bars extending across the slab and placed on each side of the joint.
CONTRACTION JOINTS Install contraction joints at the locations and at the intervals indicated. Construct the joints by sawing to the width and to the depth indicated. Saw joints into the completed pavement surface as soon after initial concrete set as possible to control cracking, but with enough lapsed time to prevent any damage by blade action to the slab surface and to the concrete immediately adjacent to the joint. Restore any portion of the curing membrane which has been disturbed by sawing operations by spraying the areas with additional curing compound. In the absence of joint sawing instructions on the plans, conduct and complete sawing operations within a time period of 5 to 12 hours after the concrete slab is poured.
C.
CONSTRUCTION JOINTS
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas Install construction joints formed at the close of each day's work or when the placing of concrete has been stopped for 30 minutes or longer by use of metal or wooden bulkheads cut true to the section of the finished pavement and cleaned and oiled. Wooden bulkheads shall have a thickness of not less than 2-1/2". Longitudinal bars shall be continuous through the construction joints. Securely hold the bulkheads in place in a plane perpendicular to the surface and at right angles to the center line of the pavement. Round edges to a 1/4" radius. Remove any surplus concrete on the subgrade upon the resumption of the work. In no case shall an emergency construction joint be placed within 8' following a regular installation of expansion or contraction joint. If the emergency construction joint should fall within this limitation, remove the concrete back to the previously installed joint. D.
LONGITUDINAL PARTING STRIPS Accurately place longitudinal parting strips or planes of weakness, when required.
E.
LONGITUDINAL CONSTRUCTION JOINTS Longitudinal construction joints shall be of the type indicated. Longitudinal construction joints shall be constructed accurately to the required lines in order to coincide with traffic lane lines. No width between longitudinal construction joints shall exceed 24', unless specifically authorized or directed by the Engineer in writing. Construct concrete curbs as an integral part of the pavement.
3.5
MIXING Mix concrete in an approved method conforming to the requirements of this specification. A.
TRANSIT MIXING When transit mixing is used, the transit mixer shall be of an approved revolving drum or revolving blade type so constructed as to produce a thoroughly mixed concrete with a uniform distribution of the materials throughout the mass and shall be equipped with a discharge mechanism which insures the discharging of the mixed concrete without segregation. 1.
The mixer drum shall be water-tight when closed and equipped with a locking device which automatically prevents the discharging of the mixer prior to receiving the required number of revolutions.
2.
Accurately measure the entire quantity of mixing water by visible calibrated mechanism. Leaking water valves shall be considered ample reason for rejection of the mixer unit by the Engineer and removal from the job. Mix each batch not less than 70 nor more than 100 revolutions at the rate of rotation specified by the Manufacturer as mixing speed. Any additional mixing shall be done at a slower speed specified by the Manufacturer for agitation, and shall be continuous until the batch is discharged.
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas
B.
3.
Truck mixers shall be equipped with actuated counters by which the numbers of revolutions of the drum may be readily verified. The counters shall be actuated at the time of starting mixing at mixing speeds.
4.
The rate of delivery of the mixed concrete shall be such that the interval between loads shall not exceed 10 minutes. Deliver the concrete to the site of the work and discharge from the mixer within a period of 90 minutes, or before the drum has been revolved 300 revolutions, whichever comes first, after the introduction of the mixing water with the dry materials.
COMMERCIAL CONCRETE PLANTS In the event the Contractor elects to use concrete produced by a commercial concrete plant, an agreement shall be drawn and executed by the responsible executive management of said plant granting the Engineer ingress and egress to all parts of the plant with full authority to have any and all required tests of aggregates and to observe all batching plant and/or central mixing plant operations. This regulatory access shall be applicable only to the concrete produced by the commercial plant for the work herein specified.
3.6
PLACING CONCRETE Unless otherwise provided for on the plans or permitted by the Engineer, the full width of the finished pavement shall be constructed monolithically. Rapidly deposit the concrete in successive batches and distribute to the required depth and for the entire width of the pavement by shoveling or other approved methods. Do not use rakes in handling concrete. The placing operation shall be continuous. At the end of the day, or in case of unavoidable interruption or delay of more than 30 minutes, place a transverse construction joint at the point of work stoppage, provided the point at which work has been suspended is not less than 8' from the last regularly established joint. If the length is less than 8', remove the concrete back to the last regularly established joint. A.
Take special care in placing and spading the concrete against the forms and at joints and assemblies so as to prevent honeycombing. Excessive voids and honeycombing in the edge of the pavement, revealed by the removal of the side forms, may be cause for rejection of the section of slab in which the defect occurs.
B.
Do not place concrete when the air temperature is less than 40 degrees Fahrenheit unless the air temperature is 35 degrees Fahrenheit and rising or permission to do so is granted by the Engineer in writing. When and if such permission is granted, furnish sufficient protective material and devices to enclose and protect the fresh concrete in such a way as to maintain the temperature of the air surrounding the fresh concrete at not less than 45 degrees Fahrenheit for a period of at least 5 days. Do not place concrete when the air temperature is more than 95 degrees Fahrenheit unless permission to do so is granted by the Engineer in writing. It is to be distinctly understood that the Contractor is responsible for the quality and strength of the concrete placed under any weather conditions. Do not place concrete on a frozen subgrade.
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas C.
3.7
Unless otherwise specified by the Engineer, do not place concrete before the time of sunrise and do not place later than will permit the finishing of the pavement during sufficient natural light.
FINISHING A.
MACHINE FINISHING When the concrete has been deposited, level and strike off concrete to such elevation that when mechanically screeded, tamped and vibrated, the concrete is thoroughly compacted and finished to the required line, grade, and section with surface voids filled.
B.
1.
After the finishing machine has processed the concrete surface, use the longitudinal float on the surface. Operate the float from parallel bridges or float carriages moving on the side forms. Operate the float transversely across the slab with a sawing motion, always maintaining the float parallel to the center line of the pavement, in such a manner as to remove variations in the surface. Add concrete to fill minor depressions, if needed, during the longitudinal floating operation. The longitudinal float shall not be moved ahead more than 1/2 its length at each time. The longitudinal float must be maintained straight and free from warp at all times. Take care to preserve the true cross-section of the pavement.
2.
While the concrete is still workable, test for irregularities with a 10' straightedge placed parallel to the center line of the pavement so as to bridge depressions and to touch high spots. Ordinates measured from the face of the straightedge to the surface of the pavement shall at no place exceed 1/16" per foot from the nearest point of contact, and in no case shall the maximum ordinate to a 10' straightedge be greater than 1/8". Rework and refinish any surface not within the tolerance limits.
3.
If belted finish is specified, give the surface final belting in order to produce a uniform surface of gritty texture while the concrete is still workable. This belting shall be of short, rapid, transverse strokes combined with a longitudinal sweeping motion. When the burlap drag is permitted in lieu of the belting, accomplish the burlap drag finish by drawing a wet drag over the surface in a longitudinal direction to produce a uniform surface of a gritty nature.
4.
Carefully tool the edges of slabs and joints requiring edging with an edger, of the radius required by the plans, at the time the concrete begins to set and becomes non-workable. Leave work smooth and true to lines.
HAND FINISHING 1.
Hand finishing will be allowed for this project.
2.
When the hand method of striking off and consolidating is permitted, level and strike off the concrete, as soon as placed, and screed to such elevation above grade that when consolidated and finished the surface of
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas the pavement is at the grade elevation shown on the plans. Vibrate the entire mass of concrete to consolidate it and insure maximum compaction and a minimum of voids. For the strike off and consolidation, provide both a strike template and tamping template on the work. Once in operation, move the strike template forward with a combined longitudinal and transverse motion and manipulate so that neither end of the template is raised from the forms during the striking off process. Keep a slight excess of material in front of the cutting edge at all times.
3.8
3.
If belted finish is specified, give the surface final belting in order to produce a uniform surface of gritty texture while the concrete is still workable. This belting shall be of short, rapid, transverse strokes combined with a longitudinal sweeping motion. When the burlap drag is permitted in lieu of the belting, accomplish the burlap drag finish by drawing a wet drag over the surface in a longitudinal direction to produce a uniform surface of a gritty nature.
4.
Carefully tool the edges of slabs and joints requiring edging with an edger, of the radius required by the plans, at the time the concrete begins to set and becomes non-workable. Leave work smooth and true to lines.
CURING A.
The curing of concrete pavement shall be thorough and continuous throughout the entire curing period. Failure to provide proper curing as specified herein shall be considered sufficient cause for immediate suspension of the paving operations. The curing method specified herein does not preclude the use of any of the other commonly used methods of curing, and the Engineer may approve them if so requested by the Contractor. If any selected method of curing does not afford the desired results, the Engineer shall have the right to order that another method of curing be instituted. Immediately after the finishing of the surface, cover the pavement with a continuous, uniform, water-impermeable coating. The impermeable coating shall be of the type specified. After removal of the side forms, the sides of the slab shall receive a like coating before earth is banked against them. Apply the solution under pressure with a spray nozzle in such a manner as to cover the entire surfaces thoroughly and completely with a uniform film.
B.
The rate of application shall be such as to ensure complete coverage and shall not exceed 200 square feet per gallon of curing compound when applied mechanically and 150 square feet per gallon of curing compound when applied by hand sprayers. When thoroughly dry, it shall provide a continuous and flexible membrane, free from cracks or pinholes, and shall not disintegrate, check, peel, or crack during the curing period. If for any reason the seal is broken during the curing period, immediately repair the seal with additional sealing solution.
C.
When tested in accordance with ASTM C156, the curing compound shall provide a film which will have retained within the test specimen the following percentages of the moisture present in the specimen when the curing compound was applied:
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas Time
Retained Moisture (Min.)
After 24 hours After 3 days After 7 days 3.9
97% 95% 91%
CLEANING JOINTS Immediately after sawing the joint, completely remove the resulting slurry from the joint and clean the immediate area by flushing with a jet of water under pressure, and by the use of other tools as necessary. After flushing, blow out the joint with compressed air. When the surfaces are thoroughly clean and dry and just before the joint sealer is placed, use compressed air having a pressure of at least 90 psi to blow out the joint and remove traces of dust. Equip air compressors, used for cleaning joints, with suitable traps capable of removing surplus water and oil in the compressed air.
3.10
A.
In the event freshly cut sawed joints become contaminated before they are sealed, reclean the joints as outlined above.
B.
Cleaning methods shall not alter the joint profile, including rounding of the top corners, or alter the texture of the concrete riding surface.
INSTALLING BACKER ROD IN JOINT Prior to placing the backer rod, thoroughly dry and clean the joint. Complete any necessary cleaning, air blasting, or air-drying before placing backer rod and sealant. If backer rod is on joints less than 1" wide after cleaning, install a round backer rod of resilient material, compatible with silicone sealant, and slightly oversized to prevent movement during the sealing operation in the joint at the depth specified on the appropriate joint detail in the plans. The thickness of the backer rod shall be greater after squeezing it into the joint and some "rebound" may occur. Allowance must be made for this to ensure placing at correct depth. Backer rod shall be a readily compressible, non-reactive, non-absorptive type material such as expanded closed cell polyethylene foam rod.
3.11
INSTALLING SILICONE SEALANT A.
The installation of the silicone sealant is to be done as soon after cleaning and after placing the backer rod as reasonably possible to ensure that joint is still clean and dry. In the event the joint does become contaminated, damp, or wet, remove the backer rod, clean and dry the joint, and reinstall a new backer rod prior to placing the sealant material. The sealant material used shall be a low modulus silicone sealant material as specified. The temperature of the concrete surface and air at time of placement must be 40 degrees Fahrenheit or higher. Apply the silicone sealant by hand pouring or pumping as approved by the Engineer.
B.
The pump shall be of sufficient capacity to deliver the necessary volume of material to completely fill the joint to the specified width and height of sealant in one (1) pass. The nozzle shall be of sufficient size and shape to closely fit into the joint and introduce the sealant inside the joint with sufficient pressure to
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas prevent voids occurring in the sealant and to force the sealant into contact with the joint faces. Tool the sealant, after being placed, to provide the specified recess depth, thickness, and shape of sealant. Apply sufficient force or pressure to the sealant in this tooling operation to force the sealant against the joint faces to ensure satisfactory wetting and bonding of the sealant to the joint faces. Place the sealant to reasonably close conformity with the dimensions and shape shown on the plans. Any unreasonable deviation shall be cause for rejection and necessary corrective action shall be made by the Contractor. 3.12
OPENING PAVEMENT TO TRAFFIC Exclude traffic from the pavement for a period of not less than 14 days unless the Engineer directs that sections be opened to traffic at an earlier date. On sections of the pavement where the use of Type III cement is required or permitted, the pavement may be opened to traffic after 4 days. Should tests show a compressive strength of not less than 3,000 psi, the Engineer may direct that the pavement so represented be opened to traffic in less than 14 days and for Type III cement in less than 4 days. In all cases, clean the pavement and fill and trim the joints before opening to public.
3.13
A.
When it is necessary to provide for traffic across the pavement, construct, at the Contractor's own expense, suitable and substantial crossings over the concrete which will be adequate for the traffic using same.
B.
Opening pavement to traffic shall not relieve the Contractor of responsibility for the work and shall not in any way affect the time charge on the entire project. The number of days stated in the contract shall govern for the completion of the entire work covered by the contract.
FIELD QUALITY CONTROL AND TESTING OF MATERIALS Samples of all materials for test shall be made at the expense of the Owner. In the event the initial sampling and testing does not comply with the specifications, all subsequent testing of the material in order to determine if the material is acceptable, shall be at the Contractor's expense at the same rate charged by the commercial laboratories.
3.14
SCHEDULE
Min. 28 Day Compressive Strength (psi)
Min. 48 Hr
Min.
Compressive
Cement
Strength
(Bags Per
(psi)
Cu. Yd.)
Max. Size of Coarse Aggregate
Max. Water (Gals.
Air Slump (Inches)
Content
Per Bag) 1-2 (if machine
4,000
-
5.5
1”
5
Use
Finish
(%)
finished) 3-5 (if hand finished)
Reinf. 5
Concrete Paving
Light broom transverse to the direction of traffic
END OF SECTION
PORTLAND CEMENT CONCRETE PAVEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas SECTION 02665 – WATER SYSTEMS PART 1 GENERAL 1.1
1.2
1.3
SECTION INCLUDES A.
Pipe and fittings for w ater lines including, supply lines, and potable w ater distribution lines.
B.
Fire hydrants, fittings, and appurtenances.
RELATED SECTIONS A.
Section 02205 – Soil Materials.
B.
Section 02207 – Aggregate Materials.
C.
Section 02225 – Excavation, Backfill, and Compaction for Utilities.
D.
Section 02675 – Disinfection of Water Distribution Systems.
E.
Section 03305 – Concrete.
REFERENCES A.
American Society for Testing and Materials (ASTM) 1.
ASTM A126 – Gray Iron Castings for Valves, Flanges and Pipe Fittings.
2.
ASTM A307 – Specification for Carbon Steel Bolts and Studs 60,000 psi Tensile.
3.
ASTM A536 – Ductile Iron Castings.
4.
ASTM B88 – Seamless Copper Water Tube.
5.
ASTM D698 – Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort.
6.
ASTM D1784 – Standard Specification for Rigid PVC Compounds and Chlorinated PVE Compounds.
7.
ASTM D1785 – Polyvinyl Chloride (PVC) Plastic Pipe, Schedules 40, 80, and 120.
8.
ASTM D2241 – Standard Specifications for Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDR Series).
9.
ASTM D2464 – Polyvinyl Chloride (PVC) Plastic Pipe Fittings, Schedule 80.
10.
ASTM D2466 – Standard Specifications for Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 40 (SDR Series).
WATER SYSTEMS Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas
B.
C.
11.
ASTM D2467 – Polyvinyl Chloride (PVC) Plastic Pipe Fittings, Schedule 80.
12.
ASTM D2837 – Standard Test Method for Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials
13.
ASTM D2855 – Making Solvent-Cemented Joints w ith Polyvinyl Chloride (PVC) Pipe and Fittings.
14.
ASTM D2922 – Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).
15.
ASTM D3017 – Standard Test Methods for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).
16.
ASTM D3139 – Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals.
17.
ASTM F477 – Elastomeric Seals (Gaskets) for Joining Plastic Pipe.
American Water Works Association (AWWA) 1.
AWWA C105
2.
AWWA C110 – Ductile-Iron and Gray-Iron Fittings, 3 inches through 48 inches, for Water and Other Liquids.
3.
AWWA C111
4.
AWWA C150
5.
AWWA C151
6.
AWWA C153 – Ductile Iron Compact Fittings, 3 inches through 12 inches, for Water and Other Liquids.
7.
AWWA C502 – Dry-Barrel Fire Hydrants
8.
AWWA C511
9.
AWWA C600
10.
AWWA C900 – Polyvinyl Chloride (PVC) Pressure Pipe, 4 inches through 12 inches, for Water.
11.
AWWA C901 – Polyethylene (PE) Pressure Pipe, Tubing, and Fittings, ½ inch through 3 inches for Water.
12.
AWWA C905.
National Sanitation Foundation (NSF) 1.
NSF14 – Plastic Piping System Components and Related Materials.
2.
NSF61 – Drinking Water System Components – Health Effects.
WATER SYSTEMS Prepared by KSA Engineers, Inc.
02665 - 2
A New Office Building for Proffer Surgical Associates Amarillo, Texas D.
E. 1.4
1.5
1.6
American National Standards Institute (ANSI). 1.
ANSI B16.9 – Fittings.
2.
ANSI B36.19 – Wall Thickness.
3.
ANSI A21.11/AWWA C111 – Mechanical Joints.
4.
ANSI B16.1 – Flanges and Flanged Fittings.
Texas Administrative Code, Volume 30, Chapter 290, Water Hygiene.
SUBMITTALS A.
Product data sheets on all materials used in the project.
B.
Submit contract closeout documents. Accurately record installed location of valves, hydrants, piping, service connections, and accessories.
QUALITY ASSURANCE A.
Pipeline installation shall be in accordance w ith manufacturer' s recommendations and as supplemented by these specifications.
B.
Pipe shall be kept clean of all foreign matter.
C.
Jointing shall be by trained employees.
DELIVERY, STORAGE, AND HANDLING A.
Deliver, store, and handle products under provisions of Section 01600 – Material and Equipment.
B.
Each load of pipe delivered to the job site shall be inspected by the Engineer.
C.
Pipe transported w ithout adequate protection shall be rejected and removed immediately from the job site.
D.
If requested by the Engineer, randomly selected samples of the pipe shall be forw arded immediately to an approved testing laboratory w ith instructions to check the pipe for compliance w ith applicable product standards, ASTM Specifications, and other applicable specifications.
E.
If the testing laboratory reports concur that the pipe does not meet specifications, the defective pipe shall be removed immediately from the job site by the Contractor.
F.
If the pipe is defective, all costs for shipping of samples, laboratory testing, removal of defective pipe, and replacement pipe shall be the sole responsibility of the Contractor. If the pipe is not defective, the Ow ner shall pay for shipping of samples, laboratory testing, and replacement of samples.
WATER SYSTEMS Prepared by KSA Engineers, Inc.
02665 - 3
A New Office Building for Proffer Surgical Associates Amarillo, Texas PART 2 PRODUCTS 2.1
PIPE A.
B.
Ductile Iron Water Pipe 1.
All ductile iron w ater pipe shall be in accordance w ith ANSI/AWWA C150/A21.50 and ANSI/AWWA C151/A21.51.
2.
Ductile iron w ater pipe shall be at least 150 pressure class.
3.
All pipes shall bear the NSF Seal of Approval.
4.
Interior surfaces shall be cement lined per AWWA C104.
5.
Exterior surfaces shall be coated w ith bituminous coating per AWWA C110.
6.
Pipe shall be free from excessive pits, scars, or other surface defects.
7.
Joints shall be integral bell w ith flexible elastomeric seal per AWWA C111.
8.
Install pipe as specified in AWWA C600.
9.
All ductile iron pipe, fittings, and appurtenances shall be w rapped in eight mil polyethylene tubing and tape encasement per AWWA C105.
10.
Pre-approved Manufacturers a.
American Cast Iron Pipe Co.
b.
Tyler Pipe.
c.
Clow .
d.
U.S. Pipe.
e.
Griffin.
PVC Water Pipe 1.
AWWA C900 and AWWA C905 pipe four inches and larger in diameter shall be DR 18 pressure class 150. Pipe less than four inches in diameter shall be Type 1, Grade 1, Polyvinyl Chloride, Schedule 40 pipe conforming to ASTM D1785.
2.
All pipe shall bear the NSF seal of approval.
3.
For pipe tw o inches and larger in diameter, the joints shall be integral bell w ith a flexible elastomeric seal. For pipe smaller than tw o inches in diameter, joints shall be glued.
4.
Pre-approved Manufacturers for AWWA C900 and C905 Pipe a.
Certainteed.
WATER SYSTEMS Prepared by KSA Engineers, Inc.
02665 - 4
A New Office Building for Proffer Surgical Associates Amarillo, Texas
C.
b.
Napco.
c.
E.T.I.
d.
Diamond Pipe Co.
PVC Water Pipe - AWWA C900 Restrained Joint 1.
Pipe shall be DR 18 pressure class 150.
2.
All pipe shall bear the NSF seal of approval.
3.
The restrained joint pipe system shall meet all short and long term pressure test requirements of AWWA C900.
4.
Pipe and coupling shall be made from unplasticized PVC compounds having a minimum cell classification of 12454-B as defined in ASTM D1784.
5.
The compound shall qualify for a Hydrostatic Design Base of 4000 psi of w ater at 73.4° F in accordance w ith the requirements of ASTM D2837.
6.
Blue pipe shall be supplied unless otherw ise agreed upon at time of purchase.
7.
Restrained joint PVC pipe products shall have been tested and approved by an independent third-party laboratory for continuous use at rated pressures.
8.
a.
Copies of agency approval reports or product listing shall be provided to the Engineer if requested.
b.
Products intended for contact w ith potable w ater shall be evaluated, tested, and certified for conformance w ith NSF Standard 61 or the health effects portion of NSF Standard 14 by an acceptable certifying organization w hen required by the regulatory authority having jurisdiction.
Pipe shall be joined using non-metallic couplings w hich, together, have been designed as an integral system for maximum reliability and interchangeability. a.
High-strength flexible thermoplastic splines shall be inserted into mating precision-machined grooves in the pipe and coupling to provide full 360° restraint w ith evenly distributed loading.
b.
Certa-Lok MJ Gland Adapters or Engineer approved equal shall be used to anchor this restrained-joint PVC pipe to ductile iron accessories such as fittings and valves.
c.
Couplings shall be designed for use at the rated pressures of the pipe w ith w hich they are utilized and shall incorporate tw in elastomeric sealing gaskets meeting the requirements of ASTM F477.
WATER SYSTEMS Prepared by KSA Engineers, Inc.
02665 - 5
A New Office Building for Proffer Surgical Associates Amarillo, Texas d. 9.
Joints shall be designed to meet the leakage test requirements of ASTM D3139.
Pre-approved Manufacturer For Restrained Joint PVC Water Pipe Certainteed – Certa-Lok.
2.2
FIRE HYDRANTS A.
B.
2.3
Hydrants shall conform to AWWA C502, the follow ing specifications and shall be compression type. Construction of the hydrants shall be in accordance w ith the follow ing: 1.
The minimum w orking pressure shall be 150 psi.
2.
The size of the valve opening shall be a minimum of 5¼ inches.
3.
The diameter of the inlet connection shall be six inches.
4.
The inlet connection shall be mechanical joint w ith follow er gland, gland bolts, and accessories. a.
Nozzles shall be 2 – 2½ ” w /NST Threads & 1 – 4½ ” pumper w /NST Threads.
b.
Nozzles shall be “ threaded” style and not “ leaded” style.
5.
Finish shall be one coat of primer and tw o coats of enamel. Hydrant color shall match the Ow ner’ s standard.
6.
Hydrant assembly shall include extensions as required to bring the hydrant to the manufacturer’ s recommended level above grade.
7.
The direction to open shall be counterclockw ise.
Pre-approved Manufacturers 1.
Mueller – A–423 Super Centurion.
2.
Clow – Medallion.
3.
Kennedy – Guardian.
FITTINGS A.
Fittings (tw o inches and larger in diameter) 1.
Fittings shall be ductile iron according to AWWA C110 (full body) for fittings 2 inches in diameter and larger than 12 inches in diameter or AWWA C153 (compact) for fittings three inches through 12 inches in diameter.
2.
Interior surfaces shall be cement lined in conformance w ith AWWA C104.
WATER SYSTEMS Prepared by KSA Engineers, Inc.
02665 - 6
A New Office Building for Proffer Surgical Associates Amarillo, Texas 3.
Exterior surfaces shall be bituminous coated in accordance w ith AWWA C110.
4.
Fittings shall have mechanical joints w ith thrust restraint unless otherw ise specified or show n. Any of the follow ing are acceptable types and manufacturers of thrust restraining devices for the pipe types listed unless otherw ise specified or show n on the plans. The method for thrust restraining all joints shall have a w orking pressure rating equal to or exceeding the pressure rating of the fitting w hich it restrains. a.
b.
Multiple Gripping Wedges 1)
Follow er glands utilizing multiple gripping w edges shall utilize torque limiting tw ist off nuts.
2)
Pre-Approved Manufacturer (a)
For use on AWWA C900 and C905 PVC pipe Series 2000PV by EBAA Iron, Inc.
(b)
For use on ductile iron pipe – Series 1100 by EBAA Iron, Inc.
Full Circle Gripping Ring Pre-Approved Manufacturer for use on ductile iron pipe and AWWA C900 and C909 PVC pipe – Midco Perma-Grip by Midland Mfg. Co.
c.
Fittings w ith Integral Thrust Restraint Pre-Approved Manufacturer for use on ductile iron pipe and AWWA C900 and C909 PVC pipe – One Bolt Fittings by One Bolt, Inc.
5. B.
Fittings shall be rated for a w orking pressure of 350 psi.
Fittings (smaller than tw o inches in diameter) Fittings for pipe smaller than tw o inches in diameter shall be in accordance w ith ASTM D2466.
2.4
COUPLINGS A.
Supply couplings w ith a steel center band, steel gland rings, gaskets, and bolts.
B.
Couplings shall be rated for 1.25 times the maximum operating pressure of the line to be connected.
C.
All couplings near bends, fittings, or valves shall be restrained w ith an Engineer approved mechanical restraint system.
WATER SYSTEMS Prepared by KSA Engineers, Inc.
02665 - 7
A New Office Building for Proffer Surgical Associates Amarillo, Texas D.
2.5
2.6
2.7
Pre-approved Manufacturers 1.
Dresser Industries.
2.
Smith-Blair.
FLANGE ADAPTORS A.
Restrained flange adaptors shall be used in place of threaded or w elded flange pieces only w here specified or show n on the plans.
B.
Restraint for the flange adaptor shall consist of a number of individual gripping w edges. Torque limiting actuating screw s shall be used to insure proper initial set of the gripping w edges.
C.
For PVC pipe, the flange adaptor shall have a pressure rating equal to that of the pipe. For ductile iron pipe, the flange adaptor shall have a safety factor of 2:1 minimum.
D.
The flange adapter shall be the Series 2100 Megaflange adaptor as manufactured by EBAA Iron, Inc. or engineer approved equal.
BOLTS AND GASKETS A.
Gaskets shall be 1/16-inch cloth insert, red rubber, full face.
B.
Bolts shall be in accordance w ith the follow ing: 1.
Non-Pressure Applications: ASTM A307A.
2.
Pressure Applications: ASTM A307B.
3.
Submerged/Splashed: 316 stainless steel.
PIPE SUPPORTS Install adjustable pipe supports manufactured by Anvil International Inc. or Engineer approved equal as show n on the plans.
2.8
TAPPING SLEEVES A.
Sleeves shall be designed for a w orking pressure of at least 150 psi and furnished w ith a brass or stainless steel test plug through the body for hydrostatic pressure testing.
B.
The outlet shall conform to ANSI B16.1, Class 125 flanges designed to accept tapping valves.
C.
Sleeves shall be designed to properly fit the type and class of pipe on w hich they w ill be used. Sleeves may be cast iron, ductile iron, or w elded steel.
D.
Tapping sleeves, unless otherw ise specified, shall be stainless steel or epoxy coated w ith stainless steel nuts and bolts.
E.
Sleeves w hich are designed in such a manner that the w atertight seal around the outlet is achieved by a gasket placed betw een the sleeve body and the
WATER SYSTEMS Prepared by KSA Engineers, Inc.
02665 - 8
A New Office Building for Proffer Surgical Associates Amarillo, Texas pipe barrel shall be provided w ith a recess in the sleeve body to accommodate the gasket. F.
2.9
Pre-approved Manufacturers 1.
Mueller.
2.
Smith Blair.
3.
JCM.
4.
Ford.
SERVICE LINES A.
Water service lines shall be continuous type K copper unless otherw ise specified or show n. All connections shall be flared.
B.
The w ater service lines shall be sized to match existing services w ith a minimum line size of one inch.
C.
Pre-approved Manufacturers for Copper Tubing
D.
E.
F.
1.
Mueller.
2.
Wolverine.
3.
Cambridge-Lee.
4.
Cerro.
Service Saddles 1.
Service saddles to be installed on lines up to four inches shall be single stainless steel strap w ith NPT tap. Service saddles to be installed on lines over four inches shall be double stainless steel strap w ith NPT tap. Saddle body shall be ductile iron w ith epoxy coating.
2.
Pre-approved Manufacturers a.
Smith Blair.
b.
JCM.
Pre-approved Manufacturers for Curb Stops 1.
Ford.
2.
Mueller.
3.
A.W. McDonald Mfg. Co.
Corporation Stops 1.
Corporation stops shall be bronze w ith tapered plug and flat key operator. Stops shall have iron pipe threads on inlets and outlets.
WATER SYSTEMS Prepared by KSA Engineers, Inc.
02665 - 9
A New Office Building for Proffer Surgical Associates Amarillo, Texas 2.
2.10
Pre-approved Manufacturers a.
Ford.
b.
Mueller.
c.
A.W. McDonald Mfg. Co.
BACK FLOW PREVENTERS Backflow preventers shall be of the reduced pressure principle type compliant w ith all provisions of AWWA C511.
2.11
DETECTABLE WARNING TAPE FOR PVC PIPE Detectable w arning tape shall be blue in color and located approximately 12 inches above the top of the pipe.
PART 3 EXECUTION 3.1
3.2
PREPARATION A.
Do not lay pipe in w ater or w hen trench or w eather is unsuitable for w ork. Keep w ater out of trench until jointing is complete and bedding and backfill are placed to the top of the pipe. When w ork is not in progress, close the ends of the pipe and fittings securely so that no trench w ater, earth, or other substances w ill enter pipe or fittings.
B.
Keep the inside of the pipe free from foreign matter during operations by plugging or other approved method.
C.
Place pipe so that the full length of each section rests solidly upon pipe bedding w ith recesses excavated to accommodate joints. Take up and relay pipe w hen grade or joint is disturbed after laying.
D.
Handle pipe and accessories so that pipe placed in the trench is sound and undamaged. Take particular care not to injure pipe coating w hen applicable.
E.
Cut neatly using approved type mechanical cutter w ithout damaging pipe. Use w heel cutters w hen possible.
F.
Install in locations show n using hangers, brackets, supports, etc. at spacings as recommended by the pipe manufacturer.
G.
Field cutting of stainless steel pipe w ill not be allow ed.
PIPE BEDDING AND BACKFILL A.
Bedding for ductile iron pipe shall be Class D as specified in Section 02225 – Excavation, Backfill, and Compaction for Utilities.
B.
Bedding for PVC pipe shall be Class B as specified in Section 02225 – Excavation, Backfill, and Compaction for Utilities.
WATER SYSTEMS Prepared by KSA Engineers, Inc.
02665 - 10
A New Office Building for Proffer Surgical Associates Amarillo, Texas 3.3
3.4
PLACING AND LAYING A.
Bury w ater lines as show n. The minimum cover for pipe four inches and less in diameter is 36 inches. The minimum cover for pipe larger than four inches in diameter is 48 inches.
B.
Intersecting lines shall be joined by an appropriate fitting.
JOINTS A.
Install mechanical joints in accordance w ith the manufacturer' s recommendations.
B.
Make push-on joints in accordance w ith the manufacturer' s recommendations.
C.
Install solvent w eld joints in accordance w ith ASTM D2855.
D.
Joint lubricant shall be as recommended by the pipe manufacturer.
E.
Install joints in the field by cleaning all joint surfaces and gaskets w ith soapy w ater, tighten bolts alternately, evenly and to the specified torques. Extension w renches shall not be used to secure greater leverage.
3.5
Anchor tees, bends and plugged, valved or capped ends of pipe w ith concrete thrust blocks as necessary and as show n. Place blocks so that the pipe and fitting joints w ill be accessible for inspection and repair.
3.6
Water lines shall not be laid w ithin nine feet of sanitary sew er lines. When this separation distance can not be achieved, the w ater and sew er lines shall be made to comply w ith 30 TAC Chapters 290 and 317. END OF SECTION
WATER SYSTEMS Prepared by KSA Engineers, Inc.
02665 - 11
A New Office Building for Proffer Surgical Associates Amarillo, Texas SECTION 02675 – DISINFECTION OF WATER DISTRIBUTION SYSTEMS PART 1 GENERAL 1.1
1.2
SECTION INCLUDES A.
Disinfection of potable w ater distribution and transmission systems.
B.
Testing and reporting results.
RELATED SECTIONS D.
1.3
1.4
Section 02665 – Water Systems.
REFERENCES A.
AWWA B300 – AWWA Standard for Hypochlorites.
B.
AWWA C651 – AWWA Standard for Disinfecting Water Mains.
SUBMITTALS Submit the follow ing data. A.
Test Reports Submit all test reports and indicate results comparative to specified requirements. 1.
Disinfection reports shall include: a.
Type and form of disinfectant used.
b.
Date and time of disinfectant injection start and time of completion. Test locations. Initial and 24 hour disinfectant residuals (quantity in treated w ater) in ppm for each outlet tested. Date and time of flushing start and completion. Disinfectant residual after flushing in ppm for each outlet tested.
c. d. e. f. 2.
Bacteriological reports shall include: a.
Date issued, project name, and testing laboratory name, address, and telephone number.
b.
Time and date of w ater sample collection.
c.
Name of person collecting samples.
d.
Test locations.
e.
Initial and 24 hour disinfectant residuals in ppm for each outlet tested.
DISINFECTION OF WATER DISTRIBUTION SYSTEMS Prepared by KSA Engineers, Inc.
02675 - 1
A New Office Building for Proffer Surgical Associates Amarillo, Texas
B.
1.5
1.6
f.
Coliform bacteria test results for each outlet tested.
g.
Certification that w ater conforms, or fails to conform, to the bacteriological standards of the Texas Department of Health and the Texas Commission on Environmental Quality.
Certify that cleanliness of the w ater distribution system meets or exceeds Texas Department of Health and Texas Commission on Environmental Quality requirements.
QUALITY ASSURANCE A.
Perform Work in accordance w ith AWWA C651.
B.
The w ater treatment firm shall be a company specializing in disinfecting potable w ater systems w ith a minimum of three years documented experience.
C.
The testing firm shall be a company specializing in testing potable w ater systems and certified by the state of Texas.
D.
Submit the bacteriologist' s signature and authority associated w ith testing.
REGULATORY REQUIREMENTS A.
Conform to the requirements of AWWA C651 for performing the w ork of this section.
B.
Provide a certificat e of compliance from the Texas Department of Health indicating approval of w ater system.
PART 2 PRODUCTS 2.1
DISINFECTION CHEMICALS AWWA B300, Hypochlorite.
PART 3 EXECUTION 3.1
EXAMINATION Verify that the piping system has been cleaned, inspected, and pressure tested.
3.2
DISINFECTION A.
Prior to sterilization, each valved section of the new pipeline shall be pressure tested and flushed w ith clean w ater from the existing system to remove all apparent evidence of dust, soil and fine debris w hich may have entered the line during construction and testing.
DISINFECTION OF WATER DISTRIBUTION SYSTEMS Prepared by KSA Engineers, Inc.
02675 - 2
A New Office Building for Proffer Surgical Associates Amarillo, Texas B.
Disinfection of w ater line shall be accomplished by the Contractor in accordance w ith the requirements of AWWA C651 using the tablet, continuous feed or slug methods as described therein. The tablet method of disinfection shall be as follow s. 1.
The tablet method consists of placing calcium hypochlorite granules and tablets in the w ater main as it is being installed and filling the main w ith potable w ater w hen installation is completed.
2.
This method may be used only if the pipes and appurtenances are kept clean and dry during construction.
3.
For calcium hypochlorite granules, during construction, the granules shall be placed at the upstream end of the first section of pipe, at the upstream end of each branch main, and at 500 ft. intervals. The quantity of granules shall be as show n in the follow ing table. WARNING: This procedure must not be used on solvent-w elded plastic or on screw ed-joint steel pipe because of the danger of fire or explosion from the reaction of the joint compounds w ith the calcium hypochlorite. OUNCES OF CALCIUM HYPOCHLORITE GRANULES TO BE PLACED AT BEGINNING OF MAIN AND AT EACH 500 FT. INTERVAL Pipe Diameter (inches) 4 6 8 12 16 and larger
4.
Calcium Hypochlorite Granules (ounces) 0.5 1.0 2.0 4.0 8.0
For calcium hypochlorite tablets, during construction, 5-g tables shall be placed in each section of pipe and also one such tablet shall be placed in each hydrant, hydrant branch, and other appurtenance. The number of 5-g tablets required for each pipe section shall be 0.0012d2 L rounded to the next higher integer, w here d is the inside pipe diameter, in inches, and L is the length of the pipe section, in feet. The follow ing table show s the number of tablets required for commonly used sizes of pipe. The tablets shall be attached by an adhesive such as Permatex No. 1 or equal. There shall be no adhesive on the tablet except on the broad side attached to the surface of the pipe. Attach all the tablets inside and at the tope of the main, w ith approximately equal numbers of tablets at each end of a given pipe length. If the tablets are attached before the pipe section is placed in the trench, their position shall be marked on the section so it can be readily determined that the pipe is installed w ith the tablets at the top.
DISINFECTION OF WATER DISTRIBUTION SYSTEMS Prepared by KSA Engineers, Inc.
02675 - 3
A New Office Building for Proffer Surgical Associates Amarillo, Texas NUMBER OF 5-g CALCIUM HYPOCHLORITE TABLETS REQUIRED FOR DOSE OF 25 mg/L* Pipe Diameter (inches)
Length of Pipe Section (feet) 13 or less 18 20
30
40
Number of 5-g Calcium Hypochlorite Tablets
4
1
1
1
1
1
6
1
1
1
2
2
8
1
2
2
3
4
10
2
3
3
4
5
12
3
4
4
6
7
16
4
6
7
10
13
* Based on 3.25 g available chlorine per tablet; any portion of table rounded to next higher number. 5.
C. 3.3
When installation has been completed, the main shall be filled w ith w ater at a rate such that w ater w ithin the main w ill flow at a velocity no greater than 1 ft/s. Precautions shall be taken to assure that air pockets are eliminated. This w ater shall remain in the pipe for at least 24 hours. If the w ater temperature is less than 41° F (5° C), the w ater shall remain in the pipe for at least 48 hours. Valves shall be positioned so that the strong chlorine solutions in the treated main w ill not flow into w ater mains in active service.
If used, the continuous feed and slug methods shall be as described in AWWA C651.
FIELD QUALITY CONTROL Test samples in accordance w ith AWWA C651.
3.4
REPAIRS OR CONNECTIONS TO EXISTING LINES A.
Clean and sterilize the interior surfaces of new pipe, fittings, equipment, and appurtenances to be connected to an existing potable system.
B.
Clean and sterilize the existing pipe or facilities for a minimum distance of three pipe diameters back from the ends of the pipe. Plug the ends of the line w hen w ork is not being performed on the pipe.
C.
Perform sterilization by sw abbing each item w ith a concentrated chlorine solution. 1.
Each piece is to be disinfected prior to being assembled for connection to the existing pipe.
2.
Disinfect each piece just prior to assembly to help prevent recontamination.
DISINFECTION OF WATER DISTRIBUTION SYSTEMS Prepared by KSA Engineers, Inc.
02675 - 4
A New Office Building for Proffer Surgical Associates Amarillo, Texas 3.
Plug the ends of the assembly until a new item is to be added to the assembly.
4.
Store disinfected materials on blocks to prevent contact w ith the ground. END OF SECTION
DISINFECTION OF WATER DISTRIBUTION SYSTEMS Prepared by KSA Engineers, Inc.
02675 - 5
A New Office Building for Proffer Surgical Associates Amarillo, Texas SECTION 02732 – SANITARY SEWER PIPE PART 1 GENERAL 1.1
SECTION INCLUDES Furnish labor, materials, equipment, and incidentals necessary to install gravity flow sanitary sew er lines.
1.2
RELATED SECTIONS A.
1.3
1.4
Section 02225 – Excavation, Backfill, and Compaction for Utilities.
REFERENCES A.
ANSI/AWWA C105.
B.
ANSI/AWWA C115.
C.
ANSI/AWWA C150.
D.
ANSI/AWWA C151.
E.
ASTM D1248.
F.
ASTM D3034.
G.
ASTM D3212.
H.
ASTM D3350.
I.
ASTM F477.
J.
ASTM F714.
K.
AWWA C110.
L.
AWWA C111.
SUBMITTALS Submittals shall include product data sheets on all piping used in the project.
1.5
QUALITY ASSURANCE A.
Certification If requested by the Engineer, the pipe manufacturer shall provide certification that the pipe supplied conforms to these specifications and shall include laboratory test results that support such certification. If the manufacturer is unable to provide the certification, an independent testing
SANITARY SEWER PIPE Prepared by KSA Engineers, Inc.
02732-1
A New Office Building for Proffer Surgical Associates Amarillo, Texas facility shall be utilized and retained at no cost to the Ow ner. The pipe supplied shall be permanently marked w ith the manufacturer' s name, the date of manufacture, and identification w ith the tests performed to w arrant its certification as being in conformance w ith this standard. B.
Experience Requirements Pipe shall be the product of a manufacturer w ho has had a minimum of 10 years successful experience manufacturing pipe of the particular type specified and the total pipeline shall be a product of one pipe manufacturer. The manufacturer shall have a minimum of 10 years successful experience in the design and manufacturing of pipe joints of similar design, w orking pressure, pipe diameter, and w all thickness as specified.
C.
Ow ner Testing and Inspection Pipe may be subject to inspection by an independent testing laboratory that w ill be selected and retained by the Ow ner. Representatives of the laboratory or the Engineer shall have access to the w ork w henever it is in preparation or progress, and the pipe manufacturer shall provide proper facilities for access and for inspection. Material and pipe w hich are discovered to be defective or w hich do not conform to the requirements of this specification shall be subject to rejection at any time prior to final acceptance of the pipe.
D.
Inspection An inspection of the pipe after delivery to the project shall be made by a representative of the Ow ner. Pipe w ith visible defects w hich are indicative of poor structural condition or poor w orkmanship shall be rejected and replaced w ithout cost to the Ow ner. Visible defects shall include cracks of any type, honeycombs, or any other defects of poor w orkmanship. Any pipe rejected shall not be returned to the project under any condition.
E.
F.
Pre-approved Manufacturers for Ductile Iron Pipe and Fittings 1.
American Cast Iron Pipe Co.
2.
Tyler Pipe.
3.
Clow .
4.
U.S. Pipe.
5.
Griffin.
Pre-Approved Manufacturers for PVC Pipe and Fittings 1.
J-M Manufacturing.
2.
Diamond Pipe.
SANITARY SEWER PIPE Prepared by KSA Engineers, Inc.
02732-2
A New Office Building for Proffer Surgical Associates Amarillo, Texas PART 2 PRODUCTS 2.1
GRAVITY SYSTEMS USING DUCTILE IRON PIPE A.
B.
2.2
2.3
Pipe 1.
Ductile iron pipe shall be in accordance w ith ANSI/AWWA C151/A21.51 w ith thickness as determined by ANSI/AWWA C150/A21.50.
2.
All ductile iron pipe shall be lined w ith Protecto 401 or Engineer approved equal and have a bituminous coated exterior according to ANSI/AWWA C151/A21.51 or C115/A21.15 for flanged pipe. All ductile iron pipe shall be w rapped in eight mil polyethylene according to ANSI/AWWA C105/A21.5.
3.
Pressure Class 150 or the minimum available pressure class (w hichever is greater) shall be used unless otherw ise noted.
Joints shall be in accordance w ith AWWA C110, AWWA C111, and AWWA C151. Standard joints for ductile iron pipe and fittings shall be push-on. Where indicated, joints shall be mechanical joint or flanged. Flanged joints shall have pressure ratings equal to our greater than adjacent pipe. Flange pattern shall match pattern of valve, fitting, or appurtenance to be attached.
GRAVITY SYSTEMS USING PVC PIPE A.
PVC pipe shall be SDR 35 pipe that meets the requirements of ASTM D3034 for thickw all sew er pipe w ith bell and spigot compression joints. Pipe shall have a mark on the spigot to indicate proper penetration w hen the joint is made.
B.
Gaskets shall conform to ASTM F477.
GRAVITY SYSTEMS USING HDPE PIPE A.
Polyethylene pipe shall be made from high-density polyethylene resin compound that meets ASTM D1248. Dimensions and w orkmanship shall conform to ASTM F714.
B.
The polyethylene pipe shall be SDR 17 and shall be the nominal pipe size show n on the plans.
C.
Piping shall be extruded from a polyethylene compound and shall conform to the follow ing requirements. 1.
The polyethylene resin shall meet or exceed the requirements of ASTM D3350 for PE 3408 material w ith a cell classification of 335434C or better.
SANITARY SEWER PIPE Prepared by KSA Engineers, Inc.
02732-3
A New Office Building for Proffer Surgical Associates Amarillo, Texas
2.4
2.
The polyethylene compound shall be suitably protected against degradation by ultraviolet light by means of carbon black, w ell dispersed by pre-compounding in a concentration of not less than 2 percent.
3.
All pipe shall be made of virgin material. No rew ork except that obtained from the manufacturer’ s ow n production of the same formulation shall be used.
4.
The pipe shall be homogenous throughout and shall be free of visible cracks, holes, foreign material, blisters, or other deleterious faults.
D.
All polyethylene pipe used shall be of the same type, grade, and class of polyethylene compound and shall be the product of one manufacturer.
E.
Sanitary sew er pipe exterior shall be green in color or contain green striping. Sanitary sew er pipe interior shall be light in color for internal video inspection.
Gravity Systems Using Restrained Joint Restrained Joint IPS PVC Pipe A.
Pipe shall be SDR 21 pressure class 200.
B.
All pipe shall bear the NSF seal of approval.
C.
The restrained joint pipe system shall meet all short and long term pressure test requirements of ASTM D2241.
D.
Pipe and coupling shall be made from unplasticized PVC compounds having a minimum cell classification of 12454-B as defined in ASTM D1784.
E.
The compound shall qualify for a Hydrostatic Design Base of 4000 psi of w ater at 73.4° F in accordance w ith the requirements of ASTM D2837.
F.
Green or yellow pipe shall be supplied unless otherw ise agreed upon at time of purchase.
G.
Restrained joint PVC pipe products shall have been tested and approved by an independent third-party laboratory for continuous use at rated pressures. Copies of agency approval reports or product listing shall be provided to the Engineer if requested.
H.
Pipe shall be joined using non-metallic couplings w hich, together, have been designed as an integral system for maximum reliability and interchangeability. 1.
High-strength flexible thermoplastic splines shall be inserted into mating precision-machined grooves in the pipe and coupling to provide full 360° restraint w ith evenly distributed loading.
SANITARY SEWER PIPE Prepared by KSA Engineers, Inc.
02732-4
A New Office Building for Proffer Surgical Associates Amarillo, Texas
I.
2.
Couplings shall be designed for use at the rated pressures of the pipe w ith w hich they are utilized and shall incorporate tw in elastomeric sealing gaskets meeting the requirements of ASTM F477.
3.
Joints shall be designed to meet the leakage test requirements of ASTM D3139.
Pre-approved Manufacturer For Restrained Joint PVC Water Pipe Certainteed – Yelomine.
PART 3 EXECUTION 3.1
INSTALLATION A.
Preparation 1.
Do not lay pipe in w ater or w hen trench or w eather is unsuitable for w ork. Keep w ater out of trench until jointing is complete and backfill is placed to the top of the pipe. When w ork is not in progress, close the ends of the pipe and fittings securely so that no w ater, earth, or other substances w ill enter the pipe or fittings.
2.
Place pipe so that the full length of each section rests solidly upon pipe bedding w ith recesses excavated to accommodate joints. Take up and re-lay pipe w hen grade or joint is disturbed after laying.
3.
Cut pipe neatly using approved type mechanical cutter w ithout damaging pipe. Use w heel cutters w hen possible.
B.
Bedding for ductile iron pipe shall be Class D as specified in Section 02225 – Excavation, Backfill, and Compaction for Utilities unless otherw ise specified or show n on the plans.
C.
Bedding for PVC pipe shall be Class B as specified in Section 02225 – Excavation, Backfill, and Compaction for Utilities unless otherw ise specified or show n on the plans.
D.
Carefully low er pipe into the trench to avoid damage to the pipe. Remove dirt and trash from the pipe w hile suspended. Keep pipe clean during laying operations and seal the pipe against the entrance of objects at the close of each operating day.
E.
Make push-on joints in accordance w ith the manufacturer’ s recommendations. Lay spigot ends dow nstream and insert into bell to full depth.
F.
Install pipe to the lines and grades indicated.
SANITARY SEWER PIPE Prepared by KSA Engineers, Inc.
02732-5
A New Office Building for Proffer Surgical Associates Amarillo, Texas G.
Contractor shall not lay any pipe in fill areas until fill has been completed and properly compacted to a minimum of tw o feet above the proposed top of pipe.
H.
Sanitary sew er lines shall not be laid w ithin nine feet of w ater lines. When this separation distance can not be achieved, the sew er and w ater lines shall be made to comply w ith 30 TAC Chapters 290 and 317.
I.
HDPE Pipe 1.
The polyethylene pipe shall be assembled into one continuous length at the site using the thermal butt-fusion method in accordance w ith the manufacturer’ s recommendations to provide a leak proof joint. The resultant joint shall be as strong as the intervening lengths. Threaded or solvent-cement joints and connections are not permitted. All equipment and procedures used shall be used in strict compliance w ith the manufacturer' s recommendations. Fusing shall be accomplished by personnel certified as fusion technicians by a manufacturer of polyethylene pipe and/or fusing equipment.
2.
The butt-fused joint shall be in truly align the tw o sections of pipe and shall have uniform roll-back beads resulting from the use of proper temperature and pressure. The joint surfaces shall be smooth. The fused joint shall be w atertight and shall have tensile strength equal to that of the pipe. All joints shall be subject to acceptance by the Engineer prior to insertion. All defective joints shall be cut out and replaced at no cost to the City. Any section of the pipe w ith a gash, blister, abrasion, nick, scar, or other deleterious fault greater in depth than ten percent (10% ) of the w all thickness, shall not be used and must be removed from the site. How ever, a defective area of the pipe may be cut out and the remaining pieces fused in accordance w ith the procedures stated above. In addition, any section of pipe having other defects such as concentrated ridges, discoloration, excessive spot roughness, pitting, variable w all thickness or any other defect of manufacturing or handling as determined by the Engineer shall be discarded and not used.
3.
The handling of the joined pipeline shall be in such a manner that the pipe is not damaged by dragging it over sharp and cutting objects. Ropes, fabric, or rubber-protected slings and straps shall be used w hen handling pipes. Chains, cables, or hooks inserted into the pipe ends shall not be used. Tw o slings spread apart shall be used for lifting each length of pipe. Pipe or fittings shall not be dropped onto rocky or unprepared ground. Slings for handling the pipeline shall not be positioned at butt-fused joints. Polyethylene pipe shall not be crimped in any w ay during construction.
SANITARY SEWER PIPE Prepared by KSA Engineers, Inc.
02732-6
A New Office Building for Proffer Surgical Associates Amarillo, Texas 4.
3.2
Terminal sections pipe that are joined w ithin the insertion pit shall be connected w ith a full circle pipe repair clamp. The butt gap betw een pipe ends shall not exceed one-half (1/2) inch.
FIELD QUALITY CONTROL A.
Do not enclose or cover any w ork until inspected. END OF SECTION
SANITARY SEWER PIPE Prepared by KSA Engineers, Inc.
02732-7
A New Office Building for Proffer Surgical Associates Amarillo, Texas SECTION 03100 – SITE CONCRETE FORMWORK PART 1 GENERAL 1.1
SECTION INCLUDES Furnish material and labor to form, tie, brace and support w et concrete, reinforcing steel and embedded items until the concrete has developed sufficient strength to remove forms.
1.2
QUALITY ASSURANCE A.
DESIGN CRITERIA Forms shall be designed for the pressure exerted by a liquid w eighing 150 pounds per cubic foot. The rate of placing the concrete, the temperature of the concrete, and all other pertinent factors shall be taken into consideration w hen determining the depth of the equivalent liquid. An additional design live load of 50 pounds per square foot shall be used on horizontal surfaces.
B.
ALIGNMENT CONTROL True alignment of w alls and other vertical surfaces having straight lines or rectangular shapes shall be controlled and checked by the follow ing procedures:
1.3
1.
Forming shall be arranged w ith provisions for adjusting the horizontal alignment of a form, after the form has been filled w ith concrete to grade, using w edges, turn-buckles, or other adjustment methods. Establish a transit line or other reference so that adjustments can be made to an established line w hile the concrete in the top of the form is still plastic.
2.
Adjusting facilities shall be at sufficient intervals to permit adjusting forms to a straight line. Concrete shall not be placed until adequate adjusting facilities are in place.
RELATED SECTIONS A.
Section 03200 – Site Concrete Reinforcement.
B.
Section 03305 – Site Concrete.
SITE CONCRETE FORMWORK Prepared by KSA Engineers, Inc.
03100-1
A New Office Building for Proffer Surgical Associates Amarillo, Texas 1.4
STANDARDS The applicable provisions of the follow ing standards shall apply as if w ritten here in their entirety: A.
B.
American Concrete Institute (ACI) specifications: ACI 301
Specifications for Structural Concrete for Buildings
ACI 318
Building Code Requirements for Reinforced Concrete
ACI 347
Recommended Practice for Concrete Formw ork
American Institute of Steel Construction (AISC) publication: AISC
C.
American Iron and Steel Institute (AISI) publication: AISI
D. 1.5
Manual of Steel Construction
Cold-Formed Steel Design Manual
American Plyw ood Association (APA) standards
DELIVERY AND STORAGE Lumber for forms shall be stacked neatly on platforms raised above ground.
1.6
JOB CONDITIONS A.
The Contractor shall notify the Engineer upon completion of various portions of the w ork required for placing concrete so that compliance w ith the plans and specifications may be monitored. The Engineer w ill authorize the Contractor to proceed w ith the placement after this has been completed and corrections, if required, have been made.
B.
In hot w eather, both sides of the face forms may be required to be treated w ith oil to prevent w arping and to secure tight joints.
PART 2 PRODUCTS 2.1
MATERIALS A.
LUMBER Properly seasoned and of good quality; free from loose or unsound knots, knot holes, tw ists, shakes, decay, splits, and other imperfections w hich w ould affect its strength or impair the finished surface of the concrete.
SITE CONCRETE FORMWORK Prepared by KSA Engineers, Inc.
03100-2
A New Office Building for Proffer Surgical Associates Amarillo, Texas B.
FIBER BOARD FORM LINING Hardboard finished smooth on one (1) side; minimum thickness of 3/16" ; thoroughly w et w ith w ater at least 12 hours before using.
C.
PLYWOOD FORM LINING Conforming to APA HDO; exterior exposure grade w ith w aterproof adhesive, minimum 3/8" thick.
D.
CARTON FORMS Carton forms shall be new , corrugated, fiberboard forms, as fabricated and distributed by Savw ay Carton Forms, Inc., Dallas, Texas and not less than six (6)" in depth. Provide protective sheeting (plyw ood, etc.) to distribute loads. Forms shall be impregnated throughout w ith paraffin and laminated w ith w ater resistant adhesive.
E.
FORM OIL Form oil shall be a light, clear oil. It shall not discolor or injuriously affect the concrete surface, subsequent coatings, or delay or impair curing operations.
2.2
FABRICATIONS A.
LUMBER Lumber for facing or sheathing shall be surfaced on at least one (1) side and tw o (2) edges, and sized to uniform thickness. Lumber of nominal 1" thickness or plyw ood of 3/4" thickness shall be permitted for general use on structures, if backed by a sufficient number of studs and w ales.
B.
SPECIAL FORM LUMBER 1.
Molding for chamfer strips or other uses shall be made of redw ood, cypress, or pine materials of a grade that w ill not split w hen nailed, and w hich can be maintained to a true line w ithout w arping. The form shall be mill cut and dressed on all faces. Fillet forms at sharp corners and edges w ith triangular chamfer strips at all edges exposed to view . Thoroughly oil chamfer strips before installation on forms.
2.
Construct forms for railings and ornamental w ork to standards equivalent to first class mill w ork.
3.
All moldings, panel w ork, and bevel strips shall be straight and true w ith neatly mitered joints, and designed so that the finished w ork shall be true, sharp and clean-cut.
SITE CONCRETE FORMWORK Prepared by KSA Engineers, Inc.
03100-3
A New Office Building for Proffer Surgical Associates Amarillo, Texas C.
D.
E.
F.
FORMS 1.
Forms shall be built mortar-tight and of material sufficient in strength to prevent bulging betw een supports.
2.
Reused forms or form lumber shall be maintained clean and in good condition as to accuracy, shape, strength, rigidity, tightness, and smoothness of surface.
3.
All forms shall be so constructed as to permit removal w ithout damage to the concrete. Exercise special care in framing forms for copings, offsets, railing and ornamental w ork, so that there w ill be no damage to the concrete w hen the forms are removed.
CARTON FORMS 1.
Use new carton forms of corrugated fiberboard for slab and grade beam construction on drilled piers for buildings. Forms shall be designed to support the concrete loads plus a normal construction load.
2.
Install carton forms according to the manufacturer' s recommendations and maintain in dry condition w hen concrete is placed.
METAL FORMS 1.
The specifications for forms regarding design, mortar tightness, filleted corners, beveled projections, bracing, alignment, removal, re-use, oiling, and w etting shall apply equally to metal forms.
2.
The metal used for forms shall be of such thickness that the forms w ill remain true to shape. Bolt and rivet heads on the facing sides shall be countersunk. Clamps, pins, or other connecting devices shall be designed to hold the forms rigidly together and to allow removal w ithout injury to the concrete.
3.
Metal forms w hich do not present a smooth surface or line up properly shall not be used. Exercise special care to keep metal free from rust, grease, or other foreign material that discolors the concrete.
FORM LININGS 1.
Timber forms for exposed concrete surfaces w hich are to be given a rubbed finish shall be face-lined w ith an approved type of form lining material.
SITE CONCRETE FORMWORK Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas
G.
2.
If plyw ood is used for form lining, it shall be made w ith w aterproof adhesive and have a minimum thickness of 3/4" . It shall preferably be oiled at the mill and then re-oiled or lacquered on the job before using.
3.
If fiber board is used, apply w ater to the screen side of the board. Stack the boards screen side to screen side. Use the smooth hard face as the contact surface of the form. Such surfaces may be formed w ith 3/4" thick plyw ood made w ith w aterproof adhesive if backed w ith adequate studs and w ales. The greatest strength of the outer plies should be at right angles to the studding. In this case, form lining w ill not be required.
4.
Carefully align edges and faces of adjacent panels and fill the joints betw een panels w ith patching plaster or cold w ater putty to prevent leakage. Lightly sand w ith No. 0 sandpaper to make the joints smooth.
5.
Forms w hich are reused shall have all unused form tie holes filled and smoothed as specified above.
FORM TIES 1.
Metal form ties shall be used to hold forms in place and to provide easy metal removal. The use of w ire for ties shall not be permitted.
2.
Remove metal appliances w hich are used inside the forms to hold the forms in correct alignment to a depth of at least 1-1/2" from the surface of the concrete, w ithout undue injury to the surface from chipping or spalling. Such devices, w hen removed, shall leave a smooth opening in the concrete surface no larger than 1" in diameter.
3.
Burning off rods, bolts, or ties shall not be permitted.
4.
Metal ties shall be held in place by devices attached to w ales. Each device shall be capable of developing the strength of the tie.
5.
Metal and w ooden spreaders w hich are separate from the forms shall be w ired to top of form and shall be entirely removed as the concrete is placed.
6.
The use of metal form ties w hich are encased in paper or other material to allow the removal of complete tie, and w hich leave a hole through the concrete structure, shall not be permitted in the construction of basement or w ater bearing w alls.
SITE CONCRETE FORMWORK Prepared by KSA Engineers, Inc.
03100-5
A New Office Building for Proffer Surgical Associates Amarillo, Texas H.
FALSEWORK 1.
Falsew ork shall be designed and constructed so that no excessive settlement or deformation occurs. Falsew ork shall provide necessary rigidity.
2.
Timber used in falsew ork centering shall be sound, in good condition and free from defects w hich impair its strength.
3.
Steel members shall be of adequate strength and shape for the intended purpose.
4.
Timber piling used in falsew ork may be of any w ood species w hich satisfactorily w ithstands driving and w hich adequately supports the superimposed load.
5.
When sills or timber grillages are used to support falsew ork columns, unless founded on solid rock, shale or other hard materials, place them in excavated pits. Backfill to prevent the softening of the supporting material from form drip or from rains that may occur during the construction process. Sills or grillages shall be of ample size to support the superimposed load w ithout settlement.
6.
Falsew ork not founded on a satisfactory spread footing shall be supported on piling, w hich shall be driven to a bearing capacity to support the superimposed load w ithout settlement.
PART 3 EXECUTION 3.1
PREPARATION Before placing concrete, insure that embedded items are correctly, firmly and securely fastened in place. Embedded items shall be thoroughly clean and free of oil and other foreign material. Anchor bolts shall be set to exact locations by the use of suitable anchor bolt templates.
3.2
INSTALLATION A.
Pre-placement 1.
During the elapsed time betw een building the forms and placing the concrete, maintain the forms to eliminate w arping and shrinking.
2.
Treat the facing of forms w ith suitable form oil before concrete is placed. Apply oil before the reinforcement is placed. Wet form surfaces w hich w ill come in contact w ith the concrete immediately before the concrete is placed.
SITE CONCRETE FORMWORK Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas 3.
B.
C.
At the time of placing concrete, the forms shall be clean and entirely free from all chips, dirt, saw dust, and other extraneous matter. Forms for slab, beam and girder construction shall not have tie w ire cuttings, nails, matches or any other matter w hich w ould mar the appearance of the finished construction. Clean forms and keep them free of foreign matter during concrete placement.
PLACEMENT 1.
Set and maintain forms to the lines designated, until the concrete is sufficiently hardened to permit form removal. If, at any stage of the w ork, the forms show signs of bulging or sagging, immediately remove that portion of the concrete causing this condition. If necessary, reset the forms and securely brace against further movement.
2.
Erect forms completely before the reinforcement is placed. For narrow w alls and other locations w here access to the bottom of the forms is not otherw ise readily attainable, provide adequate cleanout openings.
3.
Carefully and accurately place and support reinforcement in concrete structures.
REMOVAL Remove forms so that the underlying concrete surface is not marred or damaged in any w ay. Forms shall not be removed until the concrete has attained sufficient strength (minimum of required 7-day compressive strength) to safely carry the dead load, but in no case less than the number of curing days set forth in the follow ing table: Forms for concrete of minor structural load carrying importance
1 day
Forms for w alls, columns, sides of piers, massive structural components and other members not resisting a bending moment during curing
1 day
Forms and falsew ork under slabs, beams and girders w here deflections due to dead load moment may exist (for spans of 10 feet or less)
SITE CONCRETE FORMWORK Prepared by KSA Engineers, Inc.
7 days
03100-7
A New Office Building for Proffer Surgical Associates Amarillo, Texas
Forms and falsew ork under slabs, beams and girders w here deflections due to dead load moment may exist (for spans of more than 10 feet)
14 days
END OF SECTION
SITE CONCRETE FORMWORK Prepared by KSA Engineers, Inc.
03100-8
A New Office Building for Proffer Surgical Associates Amarillo, Texas SECTION 03200 – SITE CONCRETE REINFORCEMENT PART 1 GENERAL 1.1
SECTION INCLUDES A.
1.2
1.3
Reinforcing steel bars, w ire fabric and accessories for cast-in-place concrete.
RELATED SECTIONS A.
Section 03100 – Site Concrete Formw ork.
B.
Section 03305 – Site Concrete.
REFERENCES A.
ACI 301 - Structural Concrete for Buildings.
B.
ACI 318 - Building Code Requirements For Reinforced Concrete.
C.
ACI SP-66 - American Concrete Institute - Detailing Manual.
D.
ANSI/ASTM A82 - Cold Draw n Steel Wire for Concrete Reinforcement.
E.
ANSI/ASTM A184 - Fabricated Deformed Steel Bar Mats for Concrete Reinforcement.
F.
ANSI/ASTM A185 - Welded Steel Wire Fabric for Concrete Reinforcement.
G.
ANSI/ASTM A496 - Deformed Steel Wire Fabric for Concrete Reinforcement.
H.
ANSI/ASTM A497 - Welded Deformed Steel Wire Fabric for Concrete Reinforcement.
I.
ANSI/AWS D1.4 - Structural Welding Code for Reinforcing Steel.
J.
ASTM A615 - Deformed and Plain Billet Steel Bars for Concrete Reinforcement.
K.
ASTM A767 - Zinc-Coated (Galvanized) Bars for Concrete Reinforcement.
L.
ASTM A775 - Epoxy-Coated Reinforcing Steel Bars.
M.
ASTM D3963 - Epoxy-Coated Reinforcing Steel.
N.
AWS D12.1 - Welding Reinforcement Steel, Metal Inserts and Connections in Reinforced Concrete Construction.
O.
CRSI - Concrete Reinforcing Steel Institute - Manual of Practice.
P.
CRSI - Placing Reinforcing Bars.
Q.
ASTM A884 - Epoxy-Coated Steel Wire and Welded Wire Fabric for Reinforcement.
SITE CONCRETE REINFORCEMENT Prepared by KSA Engineers, Inc.
03200 - 1
A New Office Building for Proffer Surgical Associates Amarillo, Texas 1.4
SUBMITTALS A.
Submit under provisions of Section 01300 – Submittals.
B.
Shop Draw ings Indicate bar sizes, spacings, locations, and quantities of reinforcing steel and w ire fabric, bending and cutting schedules, and supporting and spacing devices.
C.
Manufacturer' s Certificate Certify that products meet or exceed specified requirements.
1.5
1.6
QUALITY ASSURANCE A.
Perform Work in accordance w ith CRSI - Manual of Standard Practice, ACI 301, ACI SP-66, ACI 318.
B.
Submit certified copies of mill test report of reinforcement materials analysis.
C.
Provide Engineer w ith access to fabrication plant to facilitate inspection of reinforcement.
D.
Provide notification of commencement and duration of shop fabrication in sufficient time to allow inspection
E.
Store steel reinforcement above ground on platforms, skids or other supports.
QUALIFICATIONS A.
1.7
Design reinforcement under direct supervision of a Professional Structural Engineer experienced in design of this w ork and licensed in the State of Texas.
COORDINATION Coordinate the placement of reinforcing steel w ith the placement of formw ork, formed openings and other w ork.
PART 2 PRODUCTS 2.1
2.2
REINFORCEMENT A.
Reinforcing steel shall be ASTM A615, grade 60, deformed, billet steel bars.
B.
Welded steel w ire fabric shall be ASTM A185 or ASTM A497 deformed type.
ACCESSORY MATERIALS A.
Tie w ires shall be minimum 16 gage annealed steel.
SITE CONCRETE REINFORCEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas
2.3
B.
Bar supports shall be of the proper type for the intended use. Bar supports shall be uniform high density polyethylene (plastic) or fiberglass reinforced plastic (FRP) conforming to CRSI Class 1, Maximum Protection.
C.
Cadw eld splices shall be as manufactured by Erico Products, Inc. or Engineer-approved equal installed in strict accordance w ith the manufacturer’ s instructions and recommendations. The mechanical devices shall develop at least 125% of the specified yield of the spliced bars.
D.
Mechanical threaded connections shall utilize a metal coupling sleeve w ith internal threads w hich engage threaded ends of the bars to be spliced and shall develop in tension or compression 125% of the specified yield strength of the bar.
E.
All mortar blocks to be used for holding steel in position adjacent to formed surfaces shall be cast in individual molds. After removal from the molds, blocks shall be immersed in w ater for the remainder of a 4-day curing period. The blocks shall be cast w ith the sides bevelled and in such a manner that the size of the block increases aw ay from the surface to be placed against the forms. Suitable tie w ires shall be provided in each block for anchoring the block to the reinforcing steel and to avoid displacement w hen placing the concrete. The size of the surface to be placed adjacent to the forms shall not exceed 2 ½ ” square or the equivalent thereof w hen circular or rectangular areas are provided. Blocks shall be accurately cast to the thickness required and the surface to be placed adjacent to the forms shall be a true plane free of surface imperfections. Mortar blocks shall be composed of one part cement to tw o parts sand.
FABRICATION A.
Fabricate concrete reinforcing in accordance w ith CRSI Manual of Practice, ACI SP-66, ACI 318, ANSI/ASTM A184.
B.
Reinforcing bars shall be bent cold to the shapes indicated on the plans.
C.
Fabrication tolerances, fabrication, and detailing of steel reinforcement shall conform to ACI – 315.
D.
Steel reinforcement shall be of the type and size, cut to lengths and bent to shapes indicated on the plans.
E.
Unless otherw ise indicated, hooks, laps, splices, embedment lengths, and other details of reinforcement shall be provided as set forth in the ACI Building Code (ACI – 318) to develop the full tensile strength of the bar.
F.
Welding may not be used except w ith the specific approval of the Engineer. Welding, w hen approved, shall conform to ANSI/AWS D12.1.
G.
No splices of bars, except w hen show n on the plans, w ill be permitted w ithout the approval of the Engineer.
H.
Welded w ire fabric shall be lap spliced a minimum of 2” plus the bar spacing.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas I.
Splices in reinforcing bars shall conform to the general requirements of the ACI Code, except rung tension reinforcement splices, w hich should be a minimum of 40 bar diameters.
J.
Splices should be staggered w here possible or increase by 30 percent.
PART 3 EXECUTION 3.1
PLACEMENT A.
Place, support and secure reinforcement against displacement by ties of annealed w ire, or suitable clips at intersections. 1.
Do not deviate from required position.
2.
Placing tolerances shall conform to ACI – 318.
B.
Nails shall not be driven into the w all forms to support reinforcement nor shall any other device used for this purpose come in contact w ith the form on the w aterside of any w ater containing structure.
C.
Metal devices used to provide the required clear distances from reinforcing steel to w aterside of concrete surfaces shall be galvanized or shall be as approved by the Engineer.
D.
The main reinforcement of slabs in contact w ith the ground shall be supported in its proper position, as indicated on plans, by means of precast cement mortar blocks of approved dimensions resting on the sub-base.
E.
The slab reinforcement shall not be used to support planking or runw ays used in placing concrete.
F.
Bending of bars embedded in hardened concrete w ill not be permitted except w hen specifically approved by the Engineer for the field condition encountered.
G.
Metal chairs, spacers and other metal accessories necessary to provide the required clear distances and proper alignment and spacing betw een bars shall be galvanized or shall have plastic protective covering over portions in contact w ith forms.
H.
Clean reinforcement free of scale, loose or flaky rust or other foreign material, including oil, mud or coating that w ill reduce bond to concrete.
I.
Accommodate placement of formed openings.
J.
Maintain concrete cover around reinforcing as follow s: 1.
Slabs 1½ inches 1½ inches 2 inches
2.
in general, top and bottom. at surfaces trow eled as floor finish, w alkw ay or drivew ay. on bottom for slabs over w ater
Footings
SITE CONCRETE REINFORCEMENT Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas 2 inches 3 inches 3.
at top of footings. at bottom, sides and ends of footings.
Walls 2 inches 1 inch
4.
Beams and Girders 2 inches 2½ inches
5.
on surfaces against earth. on interior surfaces.
minimum to stirrup steel. minimum to longitudinal steel.
Columns 2 inches 2 ½ inches
in general, to main vertical reinforcement. to main reinforcement on surfaces in contact w ith
w ater. END OF SECTION
SITE CONCRETE REINFORCEMENT Prepared by KSA Engineers, Inc.
03200 - 5
A New Office Building for Proffer Surgical Associates Amarillo, Texas SECTION 03305 – SITE CONCRETE PART 1 GENERAL 1.1
1.2
1.3
SECTION INCLUDES A.
Cast-in-place Concrete.
B.
Control, expansion, and contraction joint devices associated w ith concrete w ork including joint sealants.
RELATED SECTIONS A.
Section 02515 – Portland Cement Concrete Pavement.
B.
Section 03100 – Site Concrete Formw ork.
C.
Section 03200 – Site Concrete Reinforcement.
REFERENCES A.
ACI 301 – Structural Concrete for Buildings.
B.
ACI 302 – Guide for Concrete Floor and Slab Construction.
C.
ACI 304 – Recommended Practice for Measuring, Mixing, Transporting, and Placing Concrete.
D.
ACI 305R – Hot Weather Concreting.
E.
ACI 306R – Cold Weather Concreting.
F.
ACI 308 – Standard Practice for Curing Concrete.
G.
ACI 318 – Building Code Requirements for Reinforced Concrete.
H.
ANSI/ASTM D994 – Preformed Expansion Joint Filler for Concrete (Bituminous Type).
I.
ANSI/ASTM D1190 – Concrete Joint Sealer, Hot-Poured Elastic Type.
J.
ANSI/ASTM D1751 – Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types).
K.
ANSI/ASTM D1752 – Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction.
L.
ASTM B221 – Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Shapes, and Tubes.
M.
ASTM C33 – Standard Specifications for Concrete Aggregates.
SITE CONCRETE Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas
1.4
N.
ASTM C94 – Ready-Mixed Concrete.
O.
ASTM C150 – Standard Specifications for Portland Cement.
P.
ASTM C260 – Air Entraining Admixtures for Concrete.
Q.
ASTM C330 – Light Weight Aggregates For Structural Concrete.
R.
ASTM C494 – Chemicals Admixtures for Concrete.
S.
ASTM C618 – Fly Ash and Raw or Calcinated Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete.
SUBMITTALS A.
Submit mix designs for all concrete mixes to be used on the project. Submit mix designs as shop draw ings in accordance w ith Section 01300 – Submittals a minimum of 30 days before their use in the project.
B.
Submit the follow ing under provisions of Section 01300 – Submittals.
C.
1.5
1.
Product data sheets on joint devices, attachment accessories, admixtures, and bonding agents.
2.
Manufacturer' s installation instructions.
3.
Test data on proposed design mixes for each type of concrete to be used in the project to verify that the Specification requirements are met or exceeded.
Project Record Documents 1.
Submit under provisions of Section 01700 – Contract Closeout.
2.
Accurately record actual locations of embedded utilities and components w hich are concealed from view .
QUALITY ASSURANCE A.
Perform w ork in accordance w ith ACI 301.
B.
Acquire cement and aggregate from the same source for all w ork.
C.
Conform to ACI 305R w hen concreting during hot w eather.
D.
Conform to ACI 306R w hen concreting during cold w eather.
SITE CONCRETE Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas 1.6
DELIVERY, STORAGE, AND HANDLING A.
Materials shall be delivered, stored, and handled in a manner to prevent deterioration, contamination, or any other circumstances that w ould be harmful to cast-in-place concrete.
B.
The maximum time interval betw een the addition of mixing w ater and cement to the batch and the placing of the concrete in the forms shall not exceed the follow ing: Concrete Temperature
1.7
1.8
Time to Placement
50 to 75 degrees F
90 Minutes
75 degrees to 90 degrees F
60 Minutes
PROJECT CONDITIONS: A.
Do not place concrete during rain, sleet, or snow unless protection is provided and approved by the Engineer.
B.
Coordinate concrete placement schedule w ith other related w ork.
C.
Notify Engineer at least 48 hours before placement.
COORDINATION Coordinate the placement of joint devices w ith erection of concrete formw ork and placement of form accessories.
PART 2 PRODUCTS 2.1
CONCRETE MATERIALS A.
Cement ASTM C150, Type I - Normal Portland type. Only one brand of any one type of cement shall be used for exposed concrete surfaces of any individual structure.
B.
Fine Aggregates Aggregate meeting the requirements of ASTM C33.
C.
Coarse Aggregates Aggregate sizes No. 467 or No. 57 according to ASTM C33 or as approved by the Engineer.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas D.
Water Potable w ater free from detrimental chemicals and solids that w ill decrease the strength of the concrete.
E.
Curing Materials Curing materials shall be burlap, impervious sheets, or membrane-forming compounds.
2.2
ADMIXTURES A.
Air Entrainment ASTM C260
B.
Fly Ash ASTM C618 Class F.
2.3
ACCESSORIES A.
Vapor Barrier Six mil thick clear polyethylene film of the type recommended for below grade application.
B.
Non-Shrink Grout Premixed compound consisting of non-metallic aggregate, cement, and w ater reducing and plasticizing agents capable of developing minimum compressive strength of 2,400 psi in 48 hours and 7,000 psi in 28 days.
C.
Adhesive Anchors Tw o part adhesive intended for use w ith concrete (Hilti Hit-Hy 150 or Engineer approved equal).
2.4
JOINT DEVICES AND FILLER MATERIALS A.
Joint Filler Type A Asphalt impregnated fiberboard or felt, 1/2 inch thick; tongue and groove profile.
B.
Joint Filler Type B One inch redw ood plank w ith w idth equal to the thickness of the concrete.
SITE CONCRETE Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas C.
Construction Joint Devices Integral galvanized steel, formed to tongue and groove profile, knockout holes spaced at six inches, ribbed steel spikes w ith tongue to fit top screed edge.
D.
Expansion Joint Devices resilient elastomeric filler strip w ith a Shore A hardness of 35 to permit plus or minus 25 percent joint movement w ith full recovery; vinyl cover plate, of longest manufactured length at each location, recessed mounted.
E.
Sealant One part silicone material, Dow Corning 890 SL or Engineer approved equal.
2.5
CONCRETE MIX A.
Design Criteria 1.
Concrete shall be proportioned to give the necessary w orkability and strength and shall conform to the follow ing governing requirements:
4,000 (Class A)
Minimum Cement (Bags Per Cu. Yd.) 5.5
2,000 (Class B)
4.0
Min. 28 Day Compressive Strength (psi)
Max. Size of Coarse Aggregate
Max. W/C Ratio
Slump (Inches)
1”
0.45
3-5
1”
0.60
3-5
Use Reinforced Concrete Blocking, Cradle, Encasement, etc.
2.
All concrete shall be Class A, unless otherw ise specified.
3.
In no case shall the amount of coarse material be such as to produce harshness in placing and honeycombing in the structure.
B.
Use accelerating admixtures in cold w eather only w hen approved by the Engineer. Use of admixtures w ill not relax cold w eather placement requirements.
C.
Use calcium chloride only w hen approved by the Engineer.
D.
Use set retarding admixtures during hot w eather only w hen approved by the Engineer.
E.
Add air entraining agent to normal w eight concrete mix for w ork exposed to exterior. Concrete shall have 5% ± 1% entrained air.
F.
Fly ash can make up no more than 25% of the total amount of cementitious material.
SITE CONCRETE Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas PART 3 EXECUTION 3.1
3.2
3.3
EXAMINATION A.
Verify existing site conditions.
B.
Verify requirements for concrete cover over reinforcement.
C.
Verify that anchors, seats, plates, reinforcement, and other items to be cast into concrete are accurately placed, positioned securely, and w ill not cause hardship in placing concrete.
PREPARATION A.
Prepare previously placed concrete by cleaning w ith a steel brush and applying bonding agent in accordance w ith the manufacturer' s instructions.
B.
In locations w here new concrete is dow elled to existing w ork, install anchors as show n on the plans and according to the manufacturer’ s instructions.
PLACING CONCRETE A.
Place concrete in accordance w ith ACI 304.
B.
Do not place any concrete that has a temperature of less than 50 degrees or more than 100 degrees F.
C.
If the air temperature is at or below 40 degrees F, concrete w ork shall be performed in accordance w ith ACI-306R. The Contractor shall be held responsible for any defective w ork, resulting form freezing or injury in any manner during placing and curing, and shall replace such w ork at his/her expense.
D.
Notify the Engineer a minimum of 48 hours prior to the commencement of placing operations.
E.
Ensure reinforcement, inserts, embedded parts, formed expansion and contraction joints are not disturbed during concrete placement.
F.
Install vapor barrier under interior slabs on grade. Lap joints a minimum of six inches and seal w atertight by taping edges and ends.
G.
Repair vapor barrier damaged during placement of concrete reinforcing. Repair w ith vapor barrier material. Overlap damaged areas a minimum of six inches and seal w atertight.
H.
Separate slabs on grade from vertical surfaces w ith 1/2 inch thick Type A joint filler.
SITE CONCRETE Prepared by KSA Engineers, Inc.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas
3.4
3.5
I.
Place joint filler in pattern placement sequence. Set tops to required elevations. Secure to resist movement by w et concrete.
J.
Extend joint filler from bottom of slab to w ithin 1/8 inch of finished slab surface.
K.
Install joint devices in accordance w ith manufacturer' s instructions.
L.
Install construction joint devices in coordination w ith floor slab pattern placement sequence. Set top to required elevations. Secure to resist movement by w et concrete.
M.
Install joint device anchors. Maintain correct position to allow joint cover to be flush w ith finish.
N.
Install joint covers in longest practical length w hen adjacent construction activity is complete.
O.
Maintain records of concrete placement. Record date, location, quantity, air temperature, and test samples taken.
P.
Place concrete continuously betw een predetermined expansion, control, and construction joints. Do not interrupt successive placement. Do not permit cold joints to occur.
Q.
Place floor slabs in saw cut pattern indicated.
R.
Saw cut joints w ithin 24 hours after placing concrete. Cut 1/4 depth using a 3/16 inch thick blade. Saw ing shall commence as soon as the concrete has hardened sufficiently to permit cutting w ithout chipping, spalling, or tearing and before uncontrolled shrinkage cracking of the pavement occurs.
S.
Screed slabs on grade level, maintaining surface flatness of maximum 1/4 inch in 10 ft.
CONCRETE FINISHING A.
Provide concrete surfaces to be left exposed w ith smooth rubbed finish.
B.
Finish concrete floor surfaces in accordance w ith ACI 301.
C.
Steel trow el surfaces w hich are scheduled to be exposed.
D.
In areas w ith floor drains, maintain floor elevation at w alls. Pitch surfaces uniformly to drains at 1/8 inch per foot.
CURING AND PROTECTION A.
Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury.
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A New Office Building for Proffer Surgical Associates Amarillo, Texas
3.6
3.7
3.8
B.
Maintain concrete w ith minimal moisture loss at relatively constant temperature for the period necessary for hydration of cement and hardening of concrete.
C.
Cure floor surfaces in accordance w ith ACI 308.
D.
If curing by ponding, maintain 100 percent coverage of w ater over floor slab areas continuously for four days.
E.
If curing by spraying, spray w ater over floor slab areas and maintain w et for seven days.
FIELD QUALITY CONTROL A.
Field inspection and testing w ill be performed in accordance w ith ACI 301.
B.
Provide free access to the w ork and cooperate w ith the appointed testing firm.
C.
Submit a proposed mix design for each class of concrete for review prior to commencement of the project.
D.
Tests of cement and aggregates may be performed to ensure conformance w ith specified requirements.
E.
Three concrete test cylinders w ill be taken for every 100 or less cubic yards of concrete placed. The test cylinders w ill be cured on-site under the same conditions as the concrete it represents.
F.
One slump test w ill be taken for each set of test cylinders taken and as requested by the Engineer.
PATCHING A.
Allow the Engineer to inspect concrete surfaces immediately upon removal of forms.
B.
Excessive honeycomb or embedded debris in concrete is not acceptable. Notify the Engineer upon discovery.
C.
Patch imperfections as directed.
DEFECTIVE CONCRETE A.
Defective concrete is concrete not conforming to required lines, details, dimensions, tolerances, or specified requirements.
B.
Repair or replacement of defective concrete w ill be determined by the Engineer.
SITE CONCRETE Prepared by KSA Engineers, Inc.
03305-8
A New Office Building for Proffer Surgical Associates Amarillo, Texas C. 3.9
Do not patch, fill, touch-up, repair, or replace exposed concrete except upon express direction of the Engineer for each individual area.
SCHEDULE OF CONCRETE TYPES AND FINISHES A.
Concrete Paving, Sidew alks and Drainage Channels 4,000 psi 28 day concrete, form finish w ith honeycomb filled surface.
B.
Thrust Blocking 2,000 psi 28 day concrete. END OF SECTION
SITE CONCRETE Prepared by KSA Engineers, Inc.
03305-9
