ATTCH I- EAFB Design Guides.pdf

EIELSON AFB, ALASKA CIVIL ENGINEER DESIGN GUIDE

APPENDIX 2

Eielson AFB Civil Engineer Design Guide

1 SITE WORK

A. STANDARDS

The following specifications and standards (including all applicable addenda and amendments, etc.,) form a part of this guideline.

a. State of Alaska, Department of Environmental Conservation (ADEC), General Wastewater Disposal Permit.

b. ADEC and U. S. Environmental Protection Agency (EPA) requirements and regulations concerning the excavation, handling, and disposal of contaminated soils. Refer to Section 02056 for additional specific requirements.

c. State of Alaska Department of Transportation and Public Facilities (DOT&PF) Specifications for Highway and Bridge Construction, 2001 edition (SSHC), and its companion DOT&PF Standard Details.

B. GENERAL SITE CONDITIONS

a. The Contractor should visit the site and acquaint himself with site conditions.

b. Carefully maintain all bench marks, property corners, monuments and other reference points; if disturbed or destroyed, replace. Replacement of survey monuments, property corners, or other legal monuments or reference points shall be performed under the direct supervision of a Registered Land Surveyor licensed to practice in Alaska.

c. Observe rules and regulations governing the respective utilities in executing all work under this heading.

d. Inspect site and ascertain the existence or lack of utilities prior to commencing excavation work. Damage to utilities shown or referenced on the Drawings, or those located by utility companies or local authorities for the Contractor, shall be repaired or replaced at Contractor's expense. CALL BEFORE YOU DIG. The various contact numbers are listed on the AF103 Dig Permit.

e. Do not allow or cause any of the work performed or installed to be covered up or enclosed prior to all required inspections, tests, and approvals. Should any of the work be enclosed or covered up before it has been approved, uncover all such work at no additional cost to the Government. After the work has been completely inspected, tested and approved, make all repairs necessary to restore the work of other trades to the condition in which it was found at the time of uncovering, all at no additional cost to the Government.

f. A minor amount of surface debris may be encountered at the site. Remove

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February 2010 foreign material from the ground surface prior to placing fills.

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C. TESTING AND INSPECTION SERVICE

a. Employ a qualified independent geotechnical engineering testing agency to classify proposed on-site and borrow soils to verify that soils comply with specified requirements and to perform required field and laboratory testing.

Agency shall be under the direct supervision of an engineer registered to practice in Alaska. See Division 1 for additional requirements.

b. The testing agency shall prepare and submit a plan for approval detailing the quality assurance and quality control procedures that will be used to monitor all excavation, backfill and compaction work for this project.

c. The Quality Control (QC) Plan shall include, at a minimum, the type of test and frequency of testing.

d. Contractor shall have all suspected contaminated soils tested for glycol (per EPA method 8015), Diesel Range Organics (DRO), Gasoline Range Organics (GRO), Residual Range Organics (RRO), benzene, toluene, ethylbenzene, and xylenes (BTEX) and conduct a toxicity characteristic leaching procedure (TCLP) for Resource Conservation and Recovery Act (RCRA) metals. Tested soil will include the bottom and sides of the excavation from which the contaminated soil was removed. Removed contaminated soil must be sent off-site for remediation at an ADEC approved treatment facility.

D. SUBMITTALS

a. Submit qualifications of independent geotechnical engineering testing agency used to perform quality control tests for this work.

b. Submit the Quality Assurance and Quality Control Plans.

c. Submit ASTM C-117/C-136 Gradation Analyses for structural fill, sand bedding, pea gravel bedding, or other backfill material specified to be used for this work.

Submit test results prior to beginning any backfill work. At the discretion of the Project Manager re-test and re-submittal may be required when source of material changes or when the appearance of the product delivered to the jobsite varies significantly.

d. Submit ASTM D-1557 Modified Proctor test results for structural fill, pea gravel bedding, sand bedding, common fill, and in-situ soils below structures requiring compaction of subgrade. Submit test results prior to beginning any backfill work.

Retest and re-submittal required when source of fill changes or varies significantly.

e. Submit copies of all ASTM D-2922 compaction test results within 24 hours of the performance of the test.

f. Product data for each type of plastic warning tape.

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E. MATERIALS

a. Unless otherwise noted on the Drawings or Specifications, all soil materials shall meet the requirements of this Section.

b. Structural Fill: Non-frost susceptible, clean, free draining sand, gravel, or other inorganic soil materials meeting the following gradation after compaction:

2. Size % Passing

3. 3" 100

4. No. 4 Mesh 30-60

5. No. 200 Mesh 2%~5% (based on minus 3/4" fraction)

a. Unclassified Fill: Earth, sand, gravel, rock, or combinations thereof containing no muck, peat, frozen material, roots, sod, or other deleterious matter and is compactable under the provisions of Part 3 of this Section. Plasticity index shall not be greater than 6 as tested by AASHTO T89 and T90. Meet the following gradation:

b. Non-Frost Susceptible (NFS) Soils or Fill: Sand and gravel containing less than five (5) percent passing the No. 200 sieve, based on the material passing the 3/4-inch sieve.

c. Bedding: Non frost susceptible, clean, free draining sand, gravel, or other inorganic soil materials meeting the following gradation after compaction:

Size % Passing

3/4" 100

No. 4 Mesh 45-80

No. 10 Mesh 30-65

200 Mesh 0-6 (Based on minus 3/4" fraction)

d. Sand: Clean crushed aggregate or naturally occurring material free of large roots, organic material, debris, etc. and meeting the following gradation:

Size % Passing

No. 60 Mesh 10 maximum

No. 200 Mesh 0.5 maximum

e. Silt Cover: Impervious fill composed of clayey silts or silty clays (CL-ML per ASTM D 2487) capable of compacting to a dense state. Shall be free of organic material, debris, or other deleterious material. Silt cover material shall not contain gravels or sand.

f. Leach Rock: Clean washed aggregate, free of organic material, debris, or other

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Size % Passing

3" 100

3/4" Less than 3

g. Acid and alkali-resistant polyethylene film warning tape manufactured for marking and identifying underground utilities, 6 inches wide and 4 mils thick, continuously inscribed with a description of the utility.

h. Provide magnetically locatable tape for all non-ferrous or non-magnetic buried structures.

i. Tape Colors: Provide tape colors to utilities as follows, unless local authority or utility specify other.

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F. EXCAVATION

a. Depth and extent of excavation shall be in conformance with Contract Drawings and Specifications and shall be sufficient for placement of structural fill, bedding, or other specified backfill beneath curbs, sidewalks, paved areas, utilities, foundations, slabs, and other structures at elevations shown on Drawings.

b. No excavation is authorized below indicated depths unless so required in writing by Project Manager to obtain suitable bearing materials or to remove objectionable debris.

c. Unauthorized over-excavation beyond limits set by Drawings and/or Specifications shall be replaced with structural fill materials as specified elsewhere in this Section. Backfill and compaction of unauthorized over-excavation shall be at Contractor's expense.

d. Organic and frozen material encountered below required excavation limits shall be removed and replaced with structural fill. Obtain written approval from Project Manager prior to accomplishing work below required excavation limits.

e. Additional authorized excavation below elevations or outside lines as indicated on Drawings shall be paid for as a Contract extra at applicable unit prices.

f. Maintain guardrails and barricades to protect all open cuts. Storage of excavated materials along one side of trench or excavation shall constitute a barricade for that side.

g. Provide adequate lights, flares, and guards as required to protect the public.

h. Protect adjacent building foundations, utilities, road surfacing, and survey controls by careful excavation and shoring as required.

i. Provide bridging of excavations as required to permit access to all areas of the job site by other crafts.

j. Contractor is responsible for excavating all types of material encountered in excavations including frozen soils down to the specified excavation limits without extra cost to the Government, except for solid rock (where rock is not indicated on Drawings). Solid rock shall consist of igneous, metamorphic and sedimentary rock, which cannot be excavated without the use of blasting or rippers.

G. SHEETING AND BRACING

a. Contractor is responsible for establishing excavation backslopes and protecting banks for safe working conditions and prevention of erosion.

H. DEWATERING

a. Prevent surface water and subsurface or ground water from flowing into excavations and from flooding Project site and surrounding area.

b. Do not allow water to accumulate in excavations. Remove water to prevent softening of foundation support, undercutting footings, and soil changes detrimental to stability of subgrades and foundations. Provide and maintain

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7 / 23 pumps, well points, sumps, suction and discharge lines, and other dewatering system components necessary to convey water away from excavations.

c. Establish and maintain temporary drainage ditches and other diversions outside excavation limits to convey rain water and water removed from excavations to collecting or run-off areas. Do not use excavations as temporary drainage ditches.

d. Legally dispose of all water resulting from dewatering or other site operations.

e. Excavate trenches sufficiently wide to allow adequate, safe working room for proper installation of utility. Minimum trench width shall be outside pipe diameter plus one (1) foot each side of pipe.

f. Grade trench bottom accurately to provide proper bedding.

I. PREPARATION OF SUBGRADE UNDER FILL

a. Proof roll the total Project Site where asphalt pavement is to be constructed using a fully loaded scraper or large capacity dump truck in order to locate areas of underlying organic material or wet silt.

b. Subgrade at bottom of trench or excavations shall be undisturbed native materials scarify base of structural excavations to a depth of 6 inches, exposing soft, loose, or unsuitable soils.

c. Subgrade preparation under building foundation.

d. Once all unsuitable soils and existing foundation material have been removed, and prior to placement of the structural fill, the base of the excavation should be compacted sufficiently to achieve the required compaction requirements of the first lift of structural fill.

e. Soft or yielding spots shall be replaced and re-compacted. Adjust moisture content as necessary to achieve proper compaction. At the Contractor’s option, and at no additional cost to the Government, the Contractor may place a geo-membrane separator fabric over the base of the excavation in lieu of replacing and re-compacting unsuitable sub-grade material. Approval by Project Manager of geo-membrane material and installation procedure is required, and approval and acceptance is at the sole discretion of the Project Manager.

f. Subgrade shall have no irregularities varying more than 0.1 foot above or below grade after compaction.

J. BOARD INSULATION

a. Prior to installation of board insulation, grade subbase to a tolerance of 1/2 inch when tested with a 10-foot straightedge.

b. Subgrade shall be free of mud, frost, snow, or ice.

c. Install board insulation in layers with abutting edges and ends and with the long dimension of each board at right angles to boards in each subsequent layer.

Offset joints in successive layers.

d. Install board insulation connectors at each layer of insulation board to resist horizontal displacement according to manufacturer's written instructions.

e. Cover insulation boards with separation geotextile before placing overlying soil materials.

K. PLACEMENT OF FILL MATERIALS

a. Obtain Project Manager’s approval of excavations prior to placement of fills.

b. No extra payment for fill in excess of limits shown on Drawings or as specified herein without written approval of Project Manager.

c. Remove all forms, trash and debris from excavation before starting backfill.

d. Lifts shall be placed on level planes. Step sides and bottom of excavations if necessary to accomplish level fills.

e. Each lift of backfill material to be carried level to all sides of excavated area. No partial fills permitted.

f. Do not place fill on frozen ground unless specifically authorized by the Project Manager. Placing of fill on frozen ground shall only be done with the prior notification and written approval of the Project Manager.

g. Structural fill may be placed at or below the water table only with the written approval of the Project Manager.

h. Backfill is not permitted to be placed below the water table. If required the water table shall be depressed and maintained a minimum of 12 inches below the backfill surface during all backfill placement and compaction work. Provide dewatering as needed.

i. Clean up and grade all areas disturbed by placement of backfill.

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L. STRUCTURAL FILL

a. Material required (MINIMUM) beneath referenced structure or area when not specifically detailed on plans:

1) Building footings: 12 inches.

2) Exterior walks and curbs: 12 inches.

3) Interior floor slabs: 6 inches.

4) Asphalt paving: 18 inches.

5) Concrete parking apron: 12 inches.

6) Under precast floor slabs within building: Depth as required to bring grade up to underside of precast floor slabs.

b. Maximum loose depth of each lift shall be eight (8) inches in areas to be compacted by machine.

c. Fill in horizontal layers shall not exceed six (6) inches loose depth where hand tampers or hand operated vibratory compactors are used.

M. BEDDING FOR TANKS AND PIPE

a. When not specified on the Drawings, the Contractor shall choose pea gravel or sand for bedding material.

b. Minimum bedding thickness shall be 12 inches above and below tanks and 6 inches above and below piping unless otherwise designated on the Drawings.

c. Bedding and structural fill shall extend the full width of the trench.

d. Electrical and communication conduits to be bedded on a minimum of three (3) inches of bedding sand. Sand bedding shall be placed to a depth of three (3) inches above the conduits. The same shall apply to conduits superimposed upon one another in the same trench with the exception that there shall be three (3) inches of sand between conduits. Backfill remainder of trench as specified. Soils from the excavation may be used in areas designated on the plans as area grading or landscaping provided that it meets the requirements for common fill.

Structural Fill shall be used for backfill in areas designated on the plans as paving or under structures.

N. WARNING TAPE INSTALLATION

a. Lay in continuous strip of plastic warning tape for each utility as follows:

1) Storm Drain: Green, place 36 inches above pipe.

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2 COMPACTION

a. Adjust moisture content as required to accomplish proper compaction and to provide dust control when required by the Project Manager.

b. Compaction shall be thorough and to minimum density specified at all points throughout depth of fill.

c. When multiple lifts are required to achieve the specified grade, each lift shall be compacted to the specified density prior to placing the next lift.

B. SOIL TESTING

a. Soil testing shall be performed by the Contractor’s approved independent geotechnical engineering testing agency (see Section 1, TESTING AND INSPECTION SERVICE) according to the approved Quality Control (QC) plan.

b. Test methods:

1) Field density testing shall conform with ASTM D-2922 (nuclear gauge method), ASTM D-1556, (Sand-Cone Method) or by ASTM D-2167 (Rainhart Volumeter). The ASTM D-1556 and D-2167 is applicable only to cohesive soils and silty sands and shall only be used to test densities in sand bedding, or common fill which do not contain appreciable amounts of coarse materials in excess of 1.5 inches.

c. The number and location of the tests shall be according to the QC plan. The number of tests shall be (minimum) as follows. Additional testing shall be required if, in the opinion of the Project Manager, the soil compaction test results indicate that the specified compaction is not being obtained:

1) For building foundations: One per 2000 square feet of each lift or one

(1) per 100 linear feet of footing per lift, whichever is more frequent, but in no case fewer than 3 tests.

2) For pilaster or column footings: Minimum one per lift per pilaster footing.

3) For embankment and fill under paved areas: One per lift per 2000 square feet, but in no case fewer than 3 tests.

4) For slabs on grade, including sidewalks, aprons, and floors: One (1) per lift per 2000 square feet of slab, but in no case fewer than 3 tests.

5) For utility trenches: One (1) per lift per 150 linear feet of trench, but in no case fewer than 2 tests.

6) For landscape or area grading areas: One (1) per lift per 5000 square feet.

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3 CONCRETE

1. Work covered in this Section includes, but is not limited to:

a. All interior and exterior cast-in-place concrete.

b. All masonry grout.

2. Cement Concrete Pavement references

a. American Concrete Institute (ACI) Specifications, latest edition. Concrete work shall conform to all requirements of ACI 301 Specifications for Structural Concrete for Buildings, except as modified by the following Supplemental Requirements.

b. American Society for Testing Materials (ASTM) Standards and Specifications as noted in ACI 301, and as noted in Paragraph 2.01, MATERIALS.

c. Concrete Reinforcing Steel Institute (CRSI) Manual of Standard Practice:

"Monolithic Reinforced Concrete."

3. Quality Control

a. The selection of concrete proportions shall be in accordance with ACI 301, Article 3.8.

b. For all concrete exposed to freezing, thawing, or deicer chemicals in the completed Project, the minimum cement content for a concrete mix design shall be 6 sacks (564 lb.) per cubic yard.

c. Submit concrete mix designs for each different concrete type. Receive Contracting Officer acceptance of the mix designs prior to placing that concrete type on the Project. The Contractor shall submit to the Contracting Officer for review all necessary data showing the method used for determining the proposed concrete mix designs, including:

d. Mill test reports for each shipment of Portland cement.

e. Fine and coarse aggregate gradations. Location of all borrow pits and stockpiles to be used in concrete production.

f. Proportions of all ingredients.

1) Water-cement ratio.

2) Slump and air content.

g. Mix designs and strength test results must be prepared by a qualified materials testing laboratory. (See also 2.03 B. Durability.).

h. Together with the concrete mix design above, submit shop drawings which indicate, as a minimum, the following items:

1) Location of all proposed construction joints, keying and water stops.

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2) Location of all openings, depressions, construction and control joints, trenches, sleeves, inserts, and other items affecting the reinforcement and placement of concrete.

i. Together with the concrete mix design above, submit the following literature:

1) Concrete admixture product literature showing dosage rates, and written admixture manufacturer's certification that their product is compatible with other admixtures proposed for use in the mix designs.

2) Form release agent product literature.

3) Complete product and engineering design literature for expansion bolts, concrete inserts, and for powder actuated fasteners to be used on the project.

4) Certified statements from both floor hardener supplier and from the liquid floor curing compound supplier that their products are compatible with each other and with all finish materials, including glues for carpets and tiles.

5) Product literature for proprietary patch-compounds used to aid adhesion for patching concrete defects.

j. Together with the concrete mix design above, submit the following samples:

1) Form ties and spreaders (2 of each type to be used on the project).

2) Premolded joint fillers.

3) Vapor barriers (12 inches x12 inches, and including joint tape).

4) Waterstops.

5) Wedge inserts.

6) Expansion bolts and concrete inserts as requested by the contracting officer. (Quantity limited to three (3) samples of each type of bolt or insert used on the project).

7) Reinforcing bar-supports (2 of each type to be used).

k. Notify Contracting Officer one work day in advance of each intended concrete placement.

l. All ready-mixed concrete dispatched from a batch plant must be accompanied by dispatch slip signed by the plant dispatcher. (Truck driver's signature does not meet this requirement.) On the dispatch slip indicate: concrete strength, slump, additive dosage, and mixing water introduction time.

m. Submit concrete test results for:

1) Cylinder 28-day break-tests.

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2) Slump and air tests.

4. Product Handling

a. Comply with ACI 304 "Guide for Measuring, Mixing, Transporting, and Placing Concrete."

b. Contractor's plant and transporting equipment may be inspected periodically by the Contracting Officer. Worn blades or concrete buildup in the drums on any piece of mixing equipment or transporting equipment is sufficient cause for rejecting the use of that equipment (whether owned by the General Contractor or by a ready mix subcontractor). No additional concrete from the plant in question will be permitted on the job site until the equipment is satisfactory to the Contracting Officer. The Contracting Officer's determination shall be considered final.

c. If any concrete supplier fails to make timely delivery of concrete to the job site which could cause placing deficient concrete or causes cold joints in any pour, the supplier will not be allowed to make any additional deliveries to the jobsite.

The Contracting Officer's determination shall be considered final.

5. Environmental Conditions

a. Cold weather: ACI 306R-88. Cold weather is defined as a period when for more than 3 consecutive days the mean daily temperatures drop below 40 degrees F (5 degrees C). When temperatures above 50 degrees F (10 degrees C.) occur during more than half of any 24 hour period, the concrete should no longer be regarded as winter concrete. Heating of concrete should not exceed 90 degrees F.

b. Inclement weather: Protect freshly placed concrete against adverse weather damage. When damage might occur: (1) stop the concrete placement against nearest construction joint or bulkhead and (2) cover at once with waterproof protection until concrete has set.

c. Sprayed-on Protective Coatings: Apply in accordance with manufacture's written instructions. Do not apply when rain is forecast within 24 hours.

d. Hot Weather: ACI 305R-91. Work Plans must include preparation to limit the adverse temperature affects on concrete. As the selected limiting temperatures, usually but not always between 75 deg F (24 deg C) to 100 deg F (38 deg C) are exceeded, unfavorable high temperature effects are likely. Contractor shall comply with the requirements of ACI 305R to limit high temperature effects on

6. Products

a. Concrete, general:

1) Portland Cement: ASTM C 150

2) Aggregates: ASTM C 33

3) Water: Potable

b. Admixtures shall meet or exceed the requirements indicated below:

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1) Air Entrainment: ASTM C 260

2) Chemical Admixtures: ASTM C 494

3) Pozzolanic Admixtures: ASTM C 494

4) High-Range Water-Reducing Admixtures (Superplasticizers): ASTM C 494

c. Expansion Joints:

1) Premolded filler strips: ASTM D 1751

d. Joint sealer:

1) One part urethane Fed. Spec TT-S-0230 C

2) Two part urethane Fed. Spec TT-S-0227 E

e. Expansion Joint Filler ASTM D 994

1) Control Joints: Non-staining material, wood, plastic, metal: formed to be removed without spilling concrete.

f. Curing Materials:

1) Moist curing:

a) Mats.

b) Burlap.

c) Sand.

g. Impervious Sheet Covering:

1) Polyethylene Sheeting: ASTM C 171, Four (4) mil minimum thickness. Exterior: black. Interior: white or clear.

2) Polyethylene coated kraftpaper.

3) Liquid membrane-forming compound: ASTM C 309.

4) Use only material that is compatible with liquid or dust floor hardeners used on this project.

h. Grout for column, beam, and non-vibrating equipment bearing-plates:

1) Grouting for column, beam, and non-vibrating equipment bearing-plates shall be performed using non-shrink, non-staining grout. Mixing and installation shall be in strict accordance with the manufacturer's instructions and specifications.

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2) Grout exposed to view in the final state shall receive Architectural

Quality Finishes.

3) Grout shall have a 3-day compressive strength of 3000 PSI, a 7-day compressive strength of 5000 PSI, and a 28 day compressive strength shall be 6000 psi minimum. One test shall be made for each day of grouting.

4) Grouts shall be:

a) "Set Grout" by Master Builders, Inc.

b) "Sonogrout" by Sonneborn.

c) "Five Star Grout" by U.S. Grout Corp.

d) Equivalent to above based upon strength, and durability.

e) Grout for bearing-plates supporting vibrating equipment:

f) Grouting for vibrating equipment bedding plates shall be epoxy grout specifically designed for vibratory equipment.

Mixing and installation shall be in strict accordance with the grout manufacturer's installation instructions.

5) Grout shall be:

a) "Brutem 19" by Master Builders, Inc.

b) "Concresive 1539-G" by Adhesive Engineering.

c) Equivalent to above based upon strength, durability, and temperature characteristics.

6) Concrete Hardener for interior exposed concrete floor slabs: Lapidolith by Sonneborn.

7) Epoxy bonding agent to be appropriate epoxy material manufactured by Grace Construction Materials Co., Master Builders, Inc., or accepted equivalent.

8) Select product that is best suited for bonding new concrete to old concrete, or bonding old concrete to old concrete as required for the specific job.

9) Non-Slip Aggregate: Pure aluminum oxide or silicone carbide aggregate, No. 12 to 30 combination.

10) "Emeritex" by Castle Chemical Co.

11) "Durafax" by W. R. Grace Co.

12) "Frictex" by Sonneborn.

i. Metal Construction Joints: Burke Keyed Kold Joint with plastic caulking joint

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j. Vapor Barrier: (Under Slab):

1) Vapor barrier in contact with earth shall be type 55 Griffolyn, reinforced plastic laminate, color black, white, or clear; as manufactured by Griffolyn Division, Reef Industries Inc., Houston, Texas; or equivalent. Tear strength shall be 130 pounds. Minimum weight shall be 26 pounds per 1000 square feet.

2) Joint tape for Type 55 Griffolyn vapor barrier shall be Griff-Tape, color to match vapor barrier; as manufactured by Griffolyn Co., Inc., Houston, Texas.

3) Joint Sealant to be Sonolastic SL 1 by Sonneborn, Division of ChemRex Inc. Joint Sealant to meet the requirements of ASTM C 920.

7. Concrete Mix:

a. Strength: Strength of concrete shall be as noted or scheduled on the plans.

Concrete shown but not indicated will be 4000 psi concrete, air entrained to Contracting Officer's recommendation.

b. Aggregate Size: ASTM C33.

c. Proportions: ACI 211-1.

d. Maximum aggregate size to be 3/4 inch minus for finished slabs, 3/4 of minimum clear space between steel or between steel and forms in formed concrete and 3/8 inch for grouting concrete masonry.

8. Job Mixed Concrete:

a. Mix only in equipment designed for concrete mixing and capable of proportioning components by weight batching.

b. Mix in power operated drum-type mixer.

c. Proportions: Same as mix design submitted.

9. Admixtures

a. Chemical admixtures such as water-reducing admixtures, high-range water-reducing admixtures, air-entraining admixtures, surface consolidation admixtures, pozzolith admixtures are necessary to improve workability and finishability of concrete. Other admixtures improve ease of placement and strength.

b. Admixtures must receive written acceptance by Contracting Officer prior to use.

c. Submit admixture brand name, description, mix of concrete, (including any other admixture), purpose for which used and location in which this concrete is to be placed; for acceptance.

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d. All admixtures shall be used in strict conformance with manufacturer's written instructions.

e. Chemical admixtures containing calcium chloride are not allowed.

f. Air Entrainment For Durability (ACI 301, Article 3.4):

g. For normal weight concrete subject to freezing and thawing or exposed during finished state, the water-cement ratio shall not exceed 0.45 by weight including any water added to meet specified slump in accordance with the requirements of

ASTM C 94.

10. Preparation

a. ACI 318, Chapter 6.

b. Embedded Items: Secure accurately and permanently in place and obtain approval before placing concrete.

c. Remove any sharp protections which might damage vapor barrier.

d. Placement Schedule: Provide minimum of one work day written notice to Contracting Officer of placement of concrete to allow adequate time for inspection of reinforcement, embedded items, vapor barrier, and additional items deemed necessary by Contracting. Provide Contracting Officer with a minimum four (4) day notice prior to scheduled first concrete pour.

e. Forms: All formwork necessary for specific concrete pours shall be complete before notice of intended pour is given to the Contracting Officer. Obtain Contracting Officer's statement of non-objection before placing concrete.

f. Reinforcing Steel: Do not start concrete placement on any part of a scheduled pour until all steel placement for the pour has been accomplished, inspected, and accepted. Allow time to correct deficiencies, and to take the photographs required by Section 03200.

g. Concrete shall be produced in accordance with ACI 301, Chapter 7. Concrete transported by truck mixer or agitator shall be completely discharged within one and one half (1-1/2) hours (1 hour for hot weather concreting) after water has been added to the cement or cement has been added to the aggregate.

11. Placing

a. General: All concrete shall be placed in accordance with ACI 304. Do not place concrete without an accepted mix design.

b. Construction Joints: Follow ACI 318, Section 6.4, with maximum spacing between joints to be forty (40) feet for interior concrete work, unless otherwise indicated on the drawings.

c. Do not add water to concrete mix after initial mixing.

d. Maximum slump for concrete shall be as shown on the Drawings. Where field conditions require slump to exceed that shown, Contractor may use High-Range

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Water-Reducers (superplasticizers) to achieve the desired workability. Mix design adjustment may be required. Obtain Contracting Officer's written acceptance prior to placing adjusted concrete mix designs.

e. The temperature of the concrete as placed shall not exceed 90 degrees F without the approval of the Contracting Officer. All costs for any precautionary measures required by the Contracting Officer shall be borne by the Contractor.

f. Base Plate Grouting: Grout shall be placed in a flowable or plastic consistency.

Place grout within a restrained area. Use wire to remove air pockets.

12. Tests

a. Independent Testing Lab will take initial tests and cure and break cylinders.

Contractor will be required to pay for extra cylinders and tests required for cold weather or form stripping control purposes. Contractor will also be required to pay for any additional tests during any pour that are required due to apparent changes in the concrete mix or in the concrete placing operation.

b. In general, tests will be taken at the rate of not less than one test for each 50 cubic yards of concrete, or fraction thereof. In any event, usually not less than one test for each individual pour at the Contracting Officer's discretion. Additional tests may be required by the Contracting Officer at the Contractor's expense if, in the Contracting Officer's opinion, there appears to be excessive variation in the concrete between loads or if the concrete is watered or otherwise mishandled during placement.

c. Strength tests per ACI 39:

d. Air content per ASTM C 231:

e. Slump test per ASTM C 143. Slump for all concrete will be shown on the plans.

If not indicated on the plans conform to ACI 211.1, Table 5.3.)

f. Tests will be made at the point of the concrete discharge into the formwork. If pumps are used, this means take the concrete from the end of the hose where the concrete is discharged.

g. Contractor to make a minimum of three test cylinders, one air, and one slump test for each concrete test. Contractor shall provide the concrete used for the tests.

h. Cylinders will be stored at jobsite 24 hours in a specially prepared wooden storage box before delivery to testing laboratory. Contractor shall provide wooden box and a safe storage out of direct sunlight. Do not subject cylinders to freezing temperatures.

i. Within seven (7) days following date of concrete placement, Contractor shall transport test cylinders to Fairbanks and deliver to a testing laboratory specified by the Contracting Officer. Use care in transporting cylinders to preclude damage.

j. Quality of concrete to be based on average of three 28-day old test cylinders or based on two 28-day old test cylinders if a 7 day break is requested by the Contracting Officer.

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k. Adjust mix quantities immediately when results show strengths less than those required.

l. Test apparent problem areas in accordance with ASTM C-39. Perform load tests at Contractor's expense where serious doubt exists as to material quality.

m. All tests for and corrections of deficiencies at Contractor's expense.

13. Deficiencies:

a. Strength tests: Where testing laboratory reports on breakage of cylinders shows concrete does not comply with specifications, the Contracting Officer may request further testing of concrete to determine strength of in-place concrete.

Such further testing will be obtained by the Contracting Officer and the Contractor shall pay for all such further testing.

b. Air Content and Slump Tests: Make necessary corrections to bring concrete to specification requirements before placing.

c. Replacement Testing: If any rejected concrete is removed, the testing of concrete placed to replace the rejected material shall be paid for by the Contractor. Such testing will be obtained by the Contracting Officer. The Contractor will be charged for testing costs.

14. Form Removal

a. General: Forms shall remain in place for time recommended per ACI 347-88, Article 3.7.

b. Removal: Remove forms with care to avoid damage to concrete.

c. Surface defects shall be repaired in accordance with ACI 301-89, Chapter 9.

15. Finished, formed surfaces

a. General: Perform finishing immediately following form removal. Keep concrete damp until finishing is complete.

b. Patching: (required for all surfaces):

c. Cut honeycomb, gravel pockets and voids over 3/4 inch diameter back to solid concrete.

d. Fill prepared voids with 1:2 cement sand patching mortar.

e. Fill form tie holes with a non-shrinking patching concrete on exposed faces.

Patch shall match concrete finish.

f. Slush wetted surface to be patched with 1:1 cement sand grout.

g. Finish patch flush to and matching adjacent wall surface.

h. Curing: Damp-cure patch for 7 days.

19 / 23

i. Smooth Wall Finish: (surfaces indicated on drawings to be exposed to view after completion of construction) Conforming to ACI 301 10.3.3. Cork Float finish.

j. Grind ridges and form bulges.

k. Patch as specified.

l. Apply 1:1 cement sand grout uniformly to pre-wetted wall surfaces.

m. Float surface immediately with cork, wood, or metal floats.

n. Compress mortar into voids using a slow speed grinder or stone.

o. Rub wall with dry burlap after surfaces are dry. Completely remove grout film from walls.

p. Finish in panels of size to permit completion of all operations in one day. Do not leave grout on wall overnight.

16. Finishing, interior floor slabs

a. Floor Slabs: troweled finish conforming to ACI 301 11.7.3.

b. Monolithic finish unless specified otherwise.

c. Strike off to true, level surfaces at elevations and slopes specified.

d. Use tampers to force coarse aggregate below surface of slab.

e. Steel trowel finish -- free from trowel marks.

f. Do not dust surface with dry materials.

g. Variation in surface to be maximum of 1/8 inch when tested with a 10 foot straight edge. Excessive variations shall be corrected by grinding, chipping, patching and filling.

h. Apply liquid hardener and dust proofer in strict accordance with manufacturer's instructions to all exposed interior concrete floors.

i. Pour floor slabs with expansion and construction joints as indicated on the plans.

If not shown on plans, provide a rectangular pattern of construction joints at a maximum of 40 feet between joints. The ratio of rectangle length to width may vary up to a maximum of 1.5 to 1.

17. Finishing, exterior work

a. Finish to true, even lines and leave surfaces free from defects.

b. Consolidate slab material with floats or tampers to settle large aggregate.

c. Finish with steel trowel.

20 / 23

d. Broom lightly with a soft bristled broom to achieve a rough finish.

e. Place contraction joints (1 inch deep scoring) and expansion joints as detailed on drawings or as required by ACI Code and as directed by the Contracting Officer where not specifically detailed.

f. Remove curb forms, cure and patch as specified above.

g. Maximum spacing of expansion joints in curbs and sidewalks to be 24 feet.

Locate an expansion joint at all corners.

h. Application of non-slip additive:

1) Apply additive where indicated on drawings.

2) Apply in strict conformance with manufacturer's written specifications.

3) Application rates as specified by manufacturer for "medium duty slabs." In no case shall application rate be less than 25 pounds per 100 square feet.

18. Curing

a. Concrete shall be protected from premature drying, excessive hot or cold temperature, mechanical injury, or injury from rain or flowing water for 7 days following placing (3 days for Type III Cement.)

b. Maintain moist condition throughout curing period.

c. Commence curing as soon as finishing is complete and moisture has disappeared from surface.

d. Curing: Concrete shall be maintained in a continuously moist condition for at least 7 days after placement. Curing shall begin as soon as possible after concrete has been placed and finished. Materials and methods of curing shall be submitted to the Contracting Officer for acceptance. the following curing methods are allowed:

e. Moist Curing. Cover with burlap, mats, or 1 inch sand, completely cover surface, lap sheet materials 3 inches. Thoroughly saturate cover with water and keep wet.

f. Impervious Sheet Curing. Thoroughly wet surfaces with a fine water spray.

Completely cover surfaces with waterproof sheet material. Lap all edges 4 inches or more and seal with adhesive or tape. Weight to prevent displacement. Repair or replace when damaged.

g. Liquid membrane-forming compound:

1) Use only upon acceptance of Contracting Officer.

2) Prohibited where hardeners are specified, unless specifically required for hardening progress.

h. Do not allow surfaces to be alternately wet and dry.

i. No traffic on finished slabs for 48 hours after pouring. Use planks or runways for

21 / 23 hauling over slabs during curing period.

19. Expansion and contraction joints

a. Construct as indicated on drawings or as approved by Contracting Officer.

b. Do not run deformed bars through expansion or contraction joints except where specifically detailed.

c. Place greased, smooth dowels as detailed (minimum 5/8 inch x 32 inches long at 2 feet-0 inches o.c. where not detailed) through all expansion and contraction joints.

d. Pre-molded expansion filler strips to be 1/2 inch wide by full depth of slab unless detailed otherwise.

e. Trim filler strip back 1 inch from top of concrete if joint will be exposed after completion of construction.

f. Surface to receive sealant must be cleaned in accordance with manufacturer's instructions. Prime joints as required by manufacturers prior to installation.

g. Fill resulting void with backer rod 1/8 inch larger than void width and fill top 3/8 inch void with polyurethane joint sealer conforming to Federal Specification TTS230C, Type II, Class A, or paving joint sealant conforming to Federal Spec TT-S-0227E, Type I, Class A.

h. Fill resulting void with silicone caulking compound struck off flush with surface of concrete if joint will be covered with resilient floor covering.

i. Where preformed metal keyed construction joints are utilized, provide type with plastic caulking strip. Fill resulting void with backer rod and silicone caulking compound struck off flush with surface of concrete.

20. Vapor barrier (under slab)

a. Apply vapor barrier under all on-grade concrete slabs, lap vapor barrier over top of foundation wall.

b. Overlap vapor barrier a minimum of 6 inches.

c. All joints shall be taped. Tape shall be a minimum 1 1/2 inch wide with equal coverage of each sheet.

d. Seal vapor barrier, vapor tight, around all mechanical, electrical or other type of penetrations or obstructions which prevent a vapor tight fit. Fit vapor barrier tightly around penetrations, sealing with joint tape as required to assure complete envelope.

B. Cleanup

22 / 23

23 / 23

a. Remove spilled concrete prior to its final set from all surfaces including reinforcing steel to be embedded in a future pour.

b. Clear the construction area of all forms, materials, and debris before departing the site.

END OF SECTION

Eielson AFB 2236 Central Avenue

Eielson AFB, AK 99702

Contact: Loring Wellnitz

Phone: 907.978.9555 Email: loring.wellnitz@us.af.mil

DOOR HARDWARE

SPECIFICATION GUIDELINE

SECTION 08710

Edit Date: February, 2014

The purpose of this booklet is to support the facility’s building standards for door hardware. The facility maintains the following hardware and is currently stocking replacement parts. The products listed in this booklet are to be used without substitution on new construction and modernization projects unless products are listed in this package as an alternate.

It is the intent of this booklet to provide guidelines for the architect’s specification section 08710, for product groups and the hardware schedule. It remains the architect’s responsibility to coordinate these products to meet the applicable building codes, life safety codes, and ADA requirements.

Section 08710 door hardware preamble must specify the following:

Door and frame prep Before hardware installation, verify that all doors and frames are properly prepared to receive the specified hardware. Hollow metal frames shall be prepared for ANSI strike plates per A115.1-2 (4-7/8” high), hinge preps will be mortised and reinforced with a minimum of 10 gauge reinforcement material; minimum of 14 gauge reinforcement material for closer. Hollow metal doors shall be properly prepared and reinforced with a minimum of 16 gauge material for either mortised or cylindrical locks as specified. It is preferred that all hollow metal doors receiving door closers have 14 gauge reinforcement. If this is not possible, the use of sex bolts is mandatory. Wood doors shall be factory prepared to receive the scheduled hardware.

Hardware installation The manufacturer’s representative for the locking devices and closing devices must inspect and approve, in writing, the installation of their products. Hardware installed incorrectly must be reported to the architect prior to the architect’s final punch list.

For specifications or questions, please contact:

Tamera Cook End User Consultant Stanley Security Solutions, Inc.

Stanley Mechanical Solutions Phone: 206.963.8933 Tamera.Cook@sbdinc.com mailto:Tamera.Cook@sbdinc.com

Manufacturers and Products EIELSON AFB STANDARDS – Substitutions or Alternates not permitted unless noted below.

Description Manufacturer Model / Series Finish (To be selected by project)

Hanging Devices

Continuous Hinge Stanley 651HD/652HD (Exterior & High Traffic doors)

Alternate Bommer

Mortise Hinge Stanley FBB199 x NRP (Heavy use exterior doors) FBB168 (Heavy use interior doors) FBB179 (Interior doors)

Alternate Bommer

Securing Devices

Lock Set Best Mortise, 45H Series, 16J Trim Cylindrical, 93K Series, 16D Trim

Lock Function Room type 45H-AB (9K-AB) Office/Entrance Function-Faculty, Administration 45H-R (9K-R) Classroom Function 45H-G (9K-S) Communicating Function-doors between rooms 45H-D (9K-D) Storeroom Function-Janitor, Storage, and Boiler rooms 45H-N (9K-N) Passage Function

Alternate No Substitution

Auxiliary Locks Best 83T-S/38H-R- Deadlock

Alternate No Substitution

Padlocks Best 21B722L x SPL

Key System Best Removable/Interchangeable Core 7-pin Standard Keyway Cormax (Existing System)

Alternate No Substitution

Exit Device Precision Apex 2000 2403CD x 2003C (single door, narrow stile, exterior) 2401CD x 2001 X 2403CD x 2003C X KR822 (pr, narrow stile, ext) 2103CD x Trim (at single door, exterior) 2101CD x 2103CD x NL Trim X KR822 (at pairs, exterior) FL2108 x 4908A (rated single doors) FL2101 X FL2108 x 4908A x FLKR822 (rated pairs) N674DA-3 Dummy push bars at vestibule doors

All non-rated exit devices to have cylinder dogging

Prefer removable mullions where applicable

Keyed removable mullions

”ALK” option when specified

Description Manufacturer Model / Series Finish (To be selected by project)

Coordinator Trimco 3094 Series x 2/3095 /or/ 3096 Use coordinator where required by fire code

Alternate Hager, Rockwood

Automatic Flush Bolts Trimco 3810 x 3810 (Automatic) (metal doors) 3815 x 3815 (Automatic) (wood doors)

Alternate Hager, Rockwood

Manual Flush Bolts Trimco 3917 (Manual) (metal doors) 3913 (Manual) (wood doors)

Closing Device

Surface Closer Stanley QDC100 QDC113 (exterior out swinging) QDC115/QDC111 (interior)

• All door frames to be reinforced •EDA or Comp. Stop arms on all exterior and hard traffic openings •No hold-open arms at exterior doors •Allow for maximum swing of doors

Alternate No Substitution

Automatic Operator Stanley D-4990 (Low Energy)

Stops & HoIders

Overhead Door Holder ABH 1000 Series (Overhead Concealed-Heavy Duty) 4000 Series (Overhead Concealed-Standard Duty) 4400 Series (Overhead Surface-Standard Duty)

Alternate Hager, Rockwood

Door Stop Trimco 1270 CXCP Wall Stop (Interior) 1211 -Floor Stop (Interior) 1214CK –Floor Stop (Exterior) 1261- Floor Stop/Holder at all restrooms

• Allow for maximum swing of doors

• Backing required at wall stops

Accessories

Push / Pull Bars Trimco 1731

Description Manufacturer Model / Series Finish (To be selected by project)

Push / Pull Plate Trimco 1001 x 1018-3B

Alternate Hager, Rockwood

Kick Plate Trimco KO050 10" x 2" LDW x B3E x CSK (Single doors) KO050 10" x 1" LDW x B3E x CSK (Pair doors)

Mop Plate Trimco KO050 4" x 2" LDW x B3E x CSK (Single doors) KO050 4" x 1" LDW x B3E x CSK (Pair doors)

Alternate Hager, Rockwood

Electromagnets ABH 2120

Alternate Rixson

Threshold Pemko 171A (1/2" x 5" Saddle threshold) Architect to coordinate with project conditions Alternate Reese

Smoke Seal Pemko S88

Alternate Reese

Weather Seal Pemko 305 CR (at head and jambs) 315 CN (at sill on door – surface mount) Alternate Reese

Astragal Pemko 355 CS

Alternate Reese

Meeting Stile Pemko 18041 CP

Alternate Reese

Drip Guard Pemko 346C x 4" ODW (Exterior doors exposed to rain)

Alternate Reese

Door Silencer Trimco 1229A (Metal Frames) 1229B (Wood Frames)

Alternate Hager Alternate Rockwood

Key Control Best Computer Software- Keystone KS600N

Feb 2005 Appendix A

PROJECT SITE STRUCTURAL CRITERIA CHECKLIST

EIELSON AIR FORCE BASE, ALASKA

Applicable Building Code Criteria IBC 2003 Unified Facilities Criteria (UFC) ASCE 7 (Latest Edition)

TI-809-04

Building Classification (Table 1604.5, IBC) ____________________________

Seismic Use Group (Section 1616.2, IBC) ____________________________

Soil Site Class Definition (Table 1615.1.1, IBC) ____________________________ (NOTE: Initial Assumption: Soil Site Class Definition “D”) (NOTE: Structures with a period of vibration equal to or less than 0.5 seconds provides for a waiver from site class F).

Maximum Considered Earthquake Spectral Response Acceleration, short period: SMS (SMS=SS*FA, SS=106.2%g) ____________________________ 1 second period: SM1 (SM1=S1*Fv, S1=029.6%g) ____________________________

Five Percent dampening parameter ____________________________ (See Seismic Use Group, use 2/3 factor for IBC, Use ¾ factor for TI-809-04 Seismic Use Group IIIE or IIIH)

Design Maximum Considered Earthquake Spectral Response Acceleration, short period: SDS ____________________________ 1 second period: SD1 ____________________________

Seismic Design Category (Table 1616.3, IBC) ____________________________

Ground snow load value 75 psf_______________________

Flat Roof snow load value (minimum 52 psf) ____________________________

Snow Density for roof snow drift 13.8 pcf______________________

Basic wind speed (3 second gust) 90 mph______________________

Wind Exposure Category (Section 1609.4, IBC) C___________________________

Force Protection Criteria (UFC 4-010-01) ____________________________

Subsurface Geotechnical Investigation Depth of soil boring holes ____________________________ (Regular Structures, 30 to 50 feet depth).

(Essential or Hazardous, 50 to 100 feet depth with shear wave velocity measurements in at least two deep borings).

Number of borings dependent in size of facility (minimum of two)___________________________

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Updated December 1, 2016

EIELSON AFB HEATING-VENTILATION-AIR

CONDITIONING-REFRIGERATION (HVAC) STANDARDS

Depending upon intended use & occupancy of an Air Force facility, between 12% and…