36C25818R0312-0001003.pdf

VA Loma Linda Healthcare System January 20, 2017 Replace Main Storm Water, Waste and Vent Piping VA 605-16-601

01 33 23 - 1

SECTION 01 33 23

SHOP DRAWINGS, PRODUCT DATA, AND SAMPLES

1-1. Refer to Articles titled SPECIFICATIONS AND DRAWINGS FOR CONSTRUCTION

(FAR 52.236-21) and, SPECIAL NOTES (VAAR 852.236-91), in GENERAL

CONDITIONS.

1-2. For the purposes of this contract, samples, test reports, certificates, and manufacturers' literature and data shall also be subject to the previously referenced requirements. The following text refers to all items collectively as SUBMITTALS.

1-3. Submit for approval, all of the items specifically mentioned under the separate sections of the specification, with information sufficient to evidence full compliance with contract requirements. Materials, fabricated articles and the like to be installed in permanent work shall equal those of approved submittals. After an item has been approved, no change in brand or make will be permitted unless:

A. Satisfactory written evidence is presented to, and approved by

Contracting Officer, that manufacturer cannot make scheduled delivery of approved item or;

B. Item delivered has been rejected and substitution of a suitable item is an urgent necessity or;

C. Other conditions become apparent which indicates approval of such substitute item to be in best interest of the Government.

1-4. Forward submittals in sufficient time to permit proper consideration and approval action by Government. Time submission to assure adequate lead time for procurement of contract - required items. Delays attributable to untimely and rejected submittals will not serve as a basis for extending contract time for completion.

1-5. Submittals will be reviewed for compliance with contract requirements by

Architect-Engineer, and action thereon will be taken by Resident

Engineer on behalf of the Contracting Officer.

1-6. Upon receipt of submittals, Architect-Engineer will assign a file number thereto. Contractor, in any subsequent correspondence, shall refer to this file and identification number to expedite replies relative to previously approved or disapproved submittals.

1-7. The Government reserves the right to require additional submittals, whether or not particularly mentioned in this contract. If additional submittals beyond those required by the contract are furnished pursuant to request therefor by Contracting Officer, adjustment in contract price

01 33 23 - 2 and time will be made in accordance with Articles titled CHANGES (FAR

52.243-4) and CHANGES - SUPPLEMENT (VAAR 852.236-88) of the GENERAL

CONDITIONS.

1-8. Schedules called for in specifications and shown on shop drawings shall be submitted for use and information of Department of Veterans Affairs and Architect-Engineer. However, the Contractor shall assume responsibility for coordinating and verifying schedules. The Contracting

Officer and Architect- Engineer assumes no responsibility for checking schedules or layout drawings for exact sizes, exact numbers and detailed positioning of items.

1-9. Submittals must be submitted by Contractor only and shipped prepaid.

Contracting Officer assumes no responsibility for checking quantities or exact numbers included in such submittals.

A. Submit shop drawings, schedules, manufacturers' literature and data, and certificates in quadruplicate, except where a greater number is specified.

B. Submittals will receive consideration only when covered by a transmittal letter signed by Contractor. Letter shall be sent via first class mail and shall contain the list of items, name of Medical Center, name of

Contractor, contract number, applicable specification paragraph numbers, applicable drawing numbers (and other information required for exact identification of location for each item), manufacturer and brand, ASTM or Federal Specification Number (if any) and such additional information as may be required by specifications for particular item being furnished. In addition, catalogs shall be marked to indicate specific items submitted for approval.

1. A copy of letter must be enclosed with items, and any items received without identification letter will be considered "unclaimed goods" and held for a limited time only.

2. Each sample, certificate, manufacturers' literature and data shall be labeled to indicate the name and location of the Medical Center, name of Contractor, manufacturer, brand, contract number and ASTM or

Federal Specification Number as applicable and location(s) on project.

3. Required certificates shall be signed by an authorized representative of manufacturer or supplier of material, and by Contractor.

C. If submittal samples have been disapproved, resubmit new samples as soon as possible after notification of disapproval. Such new samples shall be marked "Resubmitted Sample" in addition to containing other previously specified information required on label and in transmittal letter.

01 33 23 - 3

D. Approved samples will be kept on file by the Resident Engineer at the site until completion of contract, at which time such samples will be delivered to Contractor as Contractor's property. Where noted in technical sections of specifications, approved samples in good condition may be used in their proper locations in contract work. At completion of contract, samples that are not approved will be returned to Contractor only upon request and at Contractor's expense. Such request should be made prior to completion of the contract. Disapproved samples that are not requested for return by Contractor will be discarded after completion of contract.

E. Submittal drawings (shop, erection or setting drawings) and schedules, required for work of various trades, shall be checked before submission by technically qualified employees of Contractor for accuracy, completeness and compliance with contract requirements. These drawings and schedules shall be stamped and signed by Contractor certifying to such check.

1. For each drawing required, submit one legible photographic paper or vellum reproducible.

2. Reproducible shall be full size.

3. Each drawing shall have marked thereon, proper descriptive title, including Medical Center location, project number, manufacturer's number, reference to contract drawing number, detail Section Number, and Specification Section Number.

4. A space 120 mm by 125 mm (4-3/4 by 5 inches) shall be reserved on each drawing to accommodate approval or disapproval stamp.

5. Submit drawings, ROLLED WITHIN A MAILING TUBE, fully protected for shipment.

6. One reproducible print of approved or disapproved shop drawings will be forwarded to Contractor.

7. When work is directly related and involves more than one trade, shop drawings shall be submitted to Architect-Engineer under one cover.

1-10. Samples shop drawings, test reports, certificates and manufacturers' literature and data, shall be submitted for approval to

___Schwab Engineering___

01 33 23 - 4

(Architect-Engineer)

_1000 E. Walnut Street, Suite 227__

(A/E P.O. Address)

_Pasadena, CA 91106________

(City, State and Zip Code)

1-11. At the time of transmittal to the Architect-Engineer, the Contractor shall also send a copy of the complete submittal directly to the

Resident Engineer.

- - - E N D - - -

SECTION 03 30 53

(SHORT-FORM) CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.1 DESCRIPTION:

This section specifies cast-in-place structural concrete and material and mixes for other concrete.

1.2 RELATED WORK:

A. Materials testing and inspection during construction: Section 01 45 29, TESTING LABORATORY SERVICES.

1.3 TOLERANCES:

A. ACI 117.

B. Slab Finishes: ACI 117, F-number method in accordance with ASTM E1155.

1.4 REGULATORY REQUIREMENTS:

A. ACI SP-66 ACI Detailing Manual

B. ACI 318 - Building Code Requirements for Reinforced Concrete.

1.5 SUBMITTALS:

A. Submit in accordance with Section 01 33 23, SHOP DRAWINGS, PRODUCT DATA, AND SAMPLES.

B. Concrete Mix Design.

C. Shop Drawings: Reinforcing steel: Complete shop drawings.

D. Manufacturer's Certificates: Air-entraining admixture, chemical admixtures, curing compounds.

1.6 APPLICABLE PUBLICATIONS:

A. Publications listed below form a part of this specification to extent referenced. Publications are referenced in text by basic designation only.

B. American Concrete Institute (ACI):

117-10..................Specification for Tolerances for Concrete

Construction, Materials and Commentary

211.1-91(R2009).........Standard Practice for Proportions for Normal, Heavyweight, and Mass Concrete

211.2-98(R2004).........Standard Practice for Selecting Proportions for

Structural Lightweight Concrete

301-10..................Specifications for Structural Concrete

305.1-06................Specification for Hot Weather Concreting

306.1-90(R2002).........Standard Specification for Cold Weather

Concreting

SP-66-04 ...............ACI Detailing Manual

VA Loma Linda Healthcare System

03 30 53 - 2

318-11..................Building Code Requirements for Structural

Concrete and Commentary

347-04..................Guide to Formwork for Concrete

C. American Society for Testing And Materials (ASTM):

A185/A185M-07...........Standard Specification for Steel Welded Wire

Reinforcement, Plain, for Concrete Reinforcement

A615/A615M-09...........Standard Specification for Deformed and Plain

Carbon Steel Bars for Concrete Reinforcement

A996/A996M-09...........Standard Specification for Rail Steel and Axle

Steel Deformed Bars for Concrete Reinforcement

C31/C31M-10.............Standard Practice for Making and Curing Concrete

Test Specimens in the Field

C33/C33M-11a............Standard Specification for Concrete Aggregates

C39/C39M-12.............Standard Test Method for Compressive Strength of

Cylindrical Concrete Specimens

C94/C94M-12.............Standard Specification for Ready Mixed Concrete

C143/C143M-10...........Standard Test Method for Slump of Hydraulic

Cement Concrete

C150-11.................Standard Specification for Portland Cement

C171-07.................Standard Specification for Sheet Material for

Curing Concrete

C172-10.................Standard Practice for Sampling Freshly Mixed

Concrete

C173-10.................Standard Test Method for Air Content of Freshly

Mixed Concrete by the Volumetric Method

C192/C192M-07...........Standard Practice for Making and Curing Concrete

Test Specimens in the Laboratory

C231-10.................Standard Test Method for Air Content of Freshly

Mixed Concrete by the Pressure Method

C260-10.................Standard Specification for Air-Entraining

Admixtures for Concrete

C330-09.................Standard Specification for Lightweight

Aggregates for Structural Concrete

C494/C494M-11...........Standard Specification for Chemical Admixtures for Concrete

C618-12.................Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

D1751-04(R2008) ........Standard Specification for Preformed Expansion

Joint Fillers for Concrete Paving and Structural

Construction (Non-extruding and Resilient

Bituminous Types)

03 30 53 - 3

D4397-10................Standard Specification for Polyethylene Sheeting for Construction, Industrial and Agricultural

Applications

E1155-96(2008)..........Standard Test Method for Determining FF Floor

Flatness and FL Floor Levelness Numbers

PART 2 - PRODUCTS

2.1 FORMS:

Wood, plywood, metal, or other materials, approved by Resident Engineer, of grade or type suitable to obtain type of finish specified.

2.2 MATERIALS:

A. Portland Cement: ASTM C150, Type I or II.

B. Fly Ash: ASTM C618, Class C or F including supplementary optional requirements relating to reactive aggregates and alkalis, and loss on ignition (LOI) not to exceed 5 percent.

C. Coarse Aggregate: ASTM C33, Size 67. Size 467 may be used for footings and walls over 300 mm (12 inches) thick. Coarse aggregate for applied topping and metal pan stair fill shall be Size 7.

D. Fine Aggregate: ASTM C33.

E. Lightweight Aggregate for Structural Concrete: ASTM C330, Table 1

F. Mixing Water: Fresh, clean, and potable.

G. Air-Entraining Admixture: ASTM C260.

H. Chemical Admixtures: ASTM C494.

I. Vapor Barrier: ASTM D4397, 0.25 mm (10 mil.

J. Reinforcing Steel: ASTM A615 or ASTM A996, deformed. See structural drawings for grade.

K. Welded Wire Fabric: ASTM A185.

L. Expansion Joint Filler: ASTM D1751.

M. Sheet Materials for Curing Concrete: ASTM C171.

N. Abrasive Aggregates: Aluminum oxide grains or emery grits.

O. P. Liquid Densifier/Sealer: 100 percent active colorless aqueous siliconate solution.

Q. Grout, Non-Shrinking: Premixed ferrous or non-ferrous, mixed and applied in accordance with manufacturer's recommendations. Grout shall show no settlement or vertical drying shrinkage at 3 days or thereafter based on initial measurement made at time of placement, and produce a compressive strength of at least 18mpa (2500 psi) at 3 days and 35mpa (5000 psi) at

28 days.

03 30 53 - 4

2.3 CONCRETE MIXES:

A. Design of concrete mixes using materials specified shall be the responsibility of the Contractor as set forth under Option C of ASTM

C94.

B. Compressive strength at 28 days shall be not less than 25mpa 3000 psi.

C. Establish strength of concrete by testing prior to beginning concreting operation. Test consists of average of three cylinders made and cured in accordance with ASTM C192 and tested in accordance with ASTM C39.

D. Maximum slump for vibrated concrete is 100 mm (4 inches) tested in accordance with ASTM C143.

E. Cement and water factor (See Table I):

TABLE I - CEMENT AND WATER FACTORS FOR CONCRETE

Concrete: Strength Non-Air-Entrained Air-Entrained

Min. 28 Day Comp.

Str.

MPa (psi)

Min. Cement kg/m3 (lbs/c.

yd)

Max. Water Cement Ratio

Min. Cement kg/m3

(lbs/c. yd)

Max. Water

Cement Ratio

30 (4000)1,3 325 (550) 0.55 340 (570) 0.50

25 (3000)1,3 280 (470) 0.65 290 (490) 0.55

1. If trial mixes are used, the proposed mix design shall achieve a compressive strength 8.3 MPa (1200 psi) in excess of f'c. For concrete strengths above 35 Mpa (5000 psi), the proposed mix design shall achieve a compressive strength 9.7 MPa (1400 psi) in excess of f’c.

2. Lightweight Structural Concrete. Pump mixes may require higher cement values.

3. For concrete exposed to high sulfate content soils maximum water cement ratio is 0.44.

4. Determined by Laboratory in accordance with ACI 211.1 for normal concrete or ACI 211.2 for lightweight structural concrete.

F. Air-entrainment is required for all exterior concrete and as required for Section 32 05 23, CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS. Air content shall conform with the following tables:

03 30 53 - 5

TABLE I - TOTAL AIR CONTENT

FOR VARIOUS SIZES OF COARSE AGGREGATES (NORMAL CONCRETE)

Nominal Maximum Size of

Coarse Aggregate

Total Air Content

Percentage by Volume

25 mm (1 in) 3 1/2 to 6 1/2

40 mm (1 1/2 in) 3 to 6

TABLE II TOTAL AIR CONTENT

AIR CONTENT OF LIGHTWEIGHT STRUCTURAL CONCRETE

Nominal Maximum size of Total Air Content

Coarse Aggregate, mm’s (Inches) Percentage by Volume

Greater than 10 mm (3/8 in) 4 to 8 10 mm (3/8 in) or less 5 to 9

2.4 BATCHING & MIXING:

A. Store, batch, and mix materials as specified in ASTM C94.

1. Job-Mixed: Concrete mixed at job site shall be mixed in a batch mixer in manner specified for stationary mixers in ASTM C94.

2. Ready-Mixed: Ready-mixed concrete comply with ASTM C94, except use of non-agitating equipment for transporting concrete to the site will not be permitted. With each load of concrete delivered to project, ready-mixed concrete producer shall furnish, in duplicate, certification as required by ASTM C94.

3. Mixing structural lightweight concrete: Charge mixer with 2/3 of total mixing water and all of the aggregate. Mix ingredients for not less than 30 seconds in a stationary mixer or not less than 10 revolutions at mixing speed in a truck mixer. Add remaining mixing water and other ingredients and continue mixing. Above procedure may be modified as recommended by aggregate producer.

PART 3 - EXECUTION

3.1 FORMWORK:

A. Installation conform to ACI 347. Sufficiently tight to hold concrete without leakage, sufficiently braced to withstand vibration of concrete, and to carry, without appreciable deflection, all dead and live loads to which they may be subjected.

03 30 53 - 6

B. Treating and Wetting: Treat or wet contact forms as follows:

1. Coat plywood and board forms with non-staining form sealer. In hot weather cool forms by wetting with cool water just before concrete is placed.

2. Clean and coat removable metal forms with light form oil before reinforcement is placed. In hot weather cool metal forms by thoroughly wetting with water just before placing concrete.

3. Use sealer on reused plywood forms as specified for new material.

C. Inserts, sleeves, and similar items: Flashing reglets, masonry ties, anchors, inserts, wires, hangers, sleeves, boxes for floor hinges and other items specified as furnished under this and other sections of specifications and required to be in their final position at time concrete is placed shall be properly located, accurately positioned and built into construction, and maintained securely in place.

D. Construction Tolerances:

1. Contractor is responsible for setting and maintaining concrete formwork to assure erection of completed work within tolerances specified to accommodate installation or other rough and finish materials. Remedial work necessary for correcting excessive tolerances is the responsibility of the Contractor. Erected work that exceeds specified tolerance limits shall be remedied or removed and replaced, at no additional cost to the Government.

2. Permissible surface irregularities for various classes of materials are defined as "finishes" in specification sections covering individual materials. They are to be distinguished from tolerances specified which are applicable to surface irregularities of structural elements.

3.2 REINFORCEMENT:

Details of concrete reinforcement, unless otherwise shown, in accordance with ACI 318 and ACI SP-66. Support and securely tie reinforcing steel to prevent displacement during placing of concrete.

3.3 VAPOR BARRIER:

A. Except where membrane waterproofing is required, place interior concrete slabs on a continuous vapor barrier.

B. Place 100 mm (4 inches) of fine granular fill over the vapor barrier to act as a blotter for concrete slab.

C. Lap joints 150 mm (6 inches) and seal with a compatible pressure-sensitive tape.

D. Patch punctures and tears.

03 30 53 - 7

3.4 PLACING CONCRETE:

A. Remove water from excavations before concrete is placed. Remove hardened concrete, debris and other foreign materials from interior of forms, and from inside of mixing and conveying equipment. Obtain approval of

Resident Engineer before placing concrete. Provide screeds at required elevations for concrete slabs.

B. Before placing new concrete on or against concrete which has set, existing surfaces shall be roughened and cleaned free from all laitance, foreign matter, and loose particles.

C. Convey concrete from mixer to final place of deposit by method which will prevent segregation or loss of ingredients. Do not deposit in work concrete that has attained its initial set or has contained its water or cement more than 1 1/2 hours. Do not allow concrete to drop freely more than 1500 mm (5 feet) in unexposed work nor more than 900 mm (3 feet) in exposed work. Place and consolidate concrete in horizontal layers not exceeding 300 mm (12 inches) in thickness. Consolidate concrete by spading, rodding, and mechanical vibrator. Do not secure vibrator to forms or reinforcement. Vibration shall be carried on continuously with placing of concrete.

D. Hot weather placing of concrete: Follow recommendations of ACI 305R to prevent problems in the manufacturing, placing, and curing of concrete that can adversely affect the properties and serviceability of the hardened concrete.

E. Cold weather placing of concrete: Follow recommendations of ACI 306R, to prevent freezing of thin sections less than 300 mm (12 inches) and to permit concrete to gain strength properly, except that use of calcium chloride shall not be permitted without written approval from Resident

Engineer.

3.5 PROTECTION AND CURING:

Protect exposed surfaces of concrete from premature drying, wash by rain or running water, wind, mechanical injury, and excessively hot or cold temperature. Curing method shall be subject to approval by Resident

Engineer.

3.6 FORM REMOVAL:

Forms remain in place until concrete has a sufficient strength to carry its own weight and loads supported. Removal of forms at any time is the

Contractor's sole responsibility.

3.7 SURFACE PREPARATION:

Immediately after forms have been removed and work has been examined and approved by Resident Engineer, remove loose materials, and patch all

03 30 53 - 8 stone pockets, surface honeycomb, or similar deficiencies with cement mortar made with 1 part portland cement and 2 to 3 parts sand.

3.8 FINISHES:

A. Vertical and Overhead Surface Finishes:

1. Unfinished Areas: Vertical and overhead concrete surfaces exposed in unfinished areas, above suspended ceilings in manholes, and other unfinished areas exposed or concealed will not require additional finishing.

2. Interior and Exterior Exposed Areas (to be painted): Fins, burrs and similar projections on surface shall be knocked off flush by mechanical means approved by Resident Engineer and rubbed lightly with a fine abrasive stone or hone. Use an ample amount of water during rubbing without working up a lather of mortar or changing texture of concrete.

3. Interior and Exterior Exposed Areas (finished): Finished areas, unless otherwise shown, shall be given a grout finish of uniform color and shall have a smooth finish treated as follows:

a. After concrete has hardened and laitance, fins and burrs have been removed, scrub concrete with wire brushes. Clean stained concrete surfaces by use of a hone or stone.

b. Apply grout composed of 1 part portland cement and 1 part clean, fine sand (smaller than 600 micro-m (No. 30) sieve). Work grout into surface of concrete with cork floats or fiber brushes until all pits and honeycomb are filled.

c. After grout has hardened, but still plastic, remove surplus grout with a sponge rubber float and by rubbing with clean burlap.

d. In hot, dry weather use a fog spray to keep grout wet during setting period. Complete finish for any area in same day. Confine limits of finished areas to natural breaks in wall surface. Do not leave grout on concrete surface overnight.

B. Slab Finishes:

1. Scratch Finish: Slab surfaces to receive a bonded applied cementitious application shall all be thoroughly raked or wire broomed after partial setting (within 2 hours after placing) to roughen surface to insure a permanent bond between base slab and applied cementitious materials.

2. Floating: Allow water brought to surface by float used for rough finishing to evaporate before surface is again floated or troweled.

Do not sprinkle dry cement on surface to absorb water.

3. Float Finish: Ramps, stair treads, and platforms, both interior and exterior, equipment pads, and slabs to receive non-cementitious

03 30 53 - 9 materials, except as specified, shall be screened and floated to a smooth dense finish. After first floating, while surface is still soft, surfaces shall be checked for alignment using a straightedge or template. Correct high spots by cutting down with a trowel or similar tool and correct low spots by filling in with material of same composition as floor finish. Remove any surface projections on floated finish by rubbing or dry grinding. Refloat the slab to a uniform sandy texture.

4. Steel Trowel Finish: Applied toppings, concrete surfaces to receive resilient floor covering or carpet, future floor roof and all monolithic concrete floor slabs exposed in finished work and for which no other finish is shown or specified shall be steel troweled.

Final steel troweling to secure a smooth, dense surface shall be delayed as long as possible, generally when the surface can no longer be dented with finger. During final troweling, tilt steel trowel at a slight angle and exert heavy pressure on trowel to compact cement paste and form a dense, smooth surface. Finished surface shall be free of trowel marks, uniform in texture and appearance.

5. Broom Finish: Finish all exterior slabs, ramps, and stair treads with a bristle brush moistened with clear water after the surfaces have been floated.

6. Finished slab flatness (FF) and levelness (FL) values comply with the following minimum requirements:

Slab on grade & Shored suspended slabs

Unshored suspended slabs

Specified overall value FF 25/FL 20 Specified overall value FF 25

Minimum local value FF 17/FL 15 Minimum local value FF 17

3.9 SURFACE TREATMENTS:

A. Surface treatments shall be mixed and applied in accordance with manufacturer's printed instructions.

B. Liquid Densifier/Sealer: Use on all exposed concrete floors and concrete floors to receive carpeting.

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SECTION 13 05 41

SEISMIC RESTRAINT REQUIREMENTS FOR NON-STRUCTURAL COMPONENTS

PART 1 – GENERAL

1.1 DESCRIPTION:

A. Provide seismic restraint in accordance with the requirements of this section in order to maintain the integrity of nonstructural components of the building so that they remain safe and functional in case of seismic event.

B. The design to resist seismic load shall be based on Seismic Design

Categories per section 4.0 of the VA Seismic Design Requirements (H-18-

8) dated August 2013, http://www.cfm.va.gov/til/etc/seismic.pdf.

C. Definitions: Non-structural building components are components or systems that are not part of the building’s structural system whether inside or outside, above or below grade. Non-structural components of buildings include:

1. Architectural Elements: Facades that are not part of the structural system and its shear resistant elements; cornices and other architectural projections and parapets that do not function structurally; glazing; nonbearing partitions; suspended ceilings;

stairs isolated from the basic structure; cabinets; bookshelves;

medical equipment; and storage racks.

2. Electrical Elements: Power and lighting systems; substations;

switchgear and switchboards; auxiliary engine-generator sets;

transfer switches; motor control centers; motor generators; selector and controller panels; fire protection and alarm systems; special life support systems; and telephone and communication systems.

3. Mechanical Elements: Heating, ventilating, and air-conditioning systems; medical gas systems; plumbing systems; sprinkler systems;

pneumatic systems; boiler equipment and components.

4. Transportation Elements: Mechanical, electrical and structural elements for transport systems, i.e., elevators and dumbwaiters, including hoisting equipment and counterweights.

1.3 QUALITY CONTROL:

A. Shop-Drawing Preparation:

1. Have seismic-force-restraint shop drawings and calculations prepared by a professional structural engineer experienced in the area of seismic force restraints. The professional structural engineer shall be registered in the state where the project is located.

13 05 41 - 2

2. Submit design tables and information used for the design-force levels, stamped and signed by a professional structural engineer registered in the State where project is located.

B. Coordination:

1. Do not install seismic restraints until seismic restraint submittals are approved by the Resident Engineer.

2. Coordinate and install trapezes or other multi-pipe hanger systems prior to pipe installation.

C. Seismic Certification:

In structures assigned to IBC Seismic Design Category C, D, E, or F, permanent equipments and components are to have Special Seismic

Certification in accordance with requirements of section 13.2.2 of ASCE

7 except for equipment that are considered rugged as listed in section

2.2 OSHPD code application notice CAN No. 2-1708A.5, and shall comply with section 13.2.6 of ASCE 7.

1.4 SUBMITTALS:

A. Submit a coordinated set of equipment anchorage drawings prior to installation including:

1. Description, layout, and location of items to be anchored or braced with anchorage or brace points noted and dimensioned.

2. Details of anchorage or bracing at large scale with all members, parts brackets shown, together with all connections, bolts, welds etc. clearly identified and specified.

3. Numerical value of design seismic brace loads.

4. For expansion bolts, include design load and capacity if different from those specified.

B. Submit prior to installation, a coordinated set of bracing drawings for seismic protection of piping, with data identifying the various support-to-structure connections and seismic bracing structural connections, include:

1. Single-line piping diagrams on a floor-by-floor basis. Show all suspended piping for a given floor on the same plain.

2. Type of pipe (Copper, steel, cast iron, insulated, non-insulated, etc.).

3. Pipe contents.

4. Structural framing.

5. Location of all gravity load pipe supports and spacing requirements.

6. Numerical value of gravity load reactions.

7. Location of all seismic bracing.

8. Numerical value of applied seismic brace loads.

13 05 41 - 3

9. Type of connection (Vertical support, vertical support with seismic brace etc.).

10. Seismic brace reaction type (tension or compression): Details illustrating all support and bracing components, methods of connections, and specific anchors to be used.

C. Submit prior to installation, bracing drawings for seismic protection of suspended ductwork and suspended electrical and communication cables, include:

1. Details illustrating all support and bracing components, methods of connection, and specific anchors to be used.

2. Numerical value of applied gravity and seismic loads and seismic loads acting on support and bracing components.

3. Maximum spacing of hangers and bracing.

4. Seal of registered structural engineer responsible for design.

D. Submit design calculations prepared and sealed by the registered structural engineer specified above in paragraph 1.3A.

E. Submit for concrete anchors, the appropriate ICBC evaluation reports, OSHPD pre-approvals, or lab test reports verifying compliance with OSHPD

Interpretation of Regulations 28-6.

1.5 APPLICABLE PUBLICATIONS:

A. The Publications listed below (including amendments, addenda revisions, supplements and errata) form a part of this specification to the extent referenced. The publications are referenced in text by basic designation only.

B. American Concrete Institute (ACI):

355.2-07................Qualification for Post-Installed Mechanical

Anchors in Concrete and Commentary

C. American Institute of Steel Construction (AISC):

Load and Resistance Factor Design, Volume 1, Second Edition

D. American Society for Testing and Materials (ASTM):

A36/A36M-08.............Standard Specification for Carbon Structural

Steel

A53/A53M-10.............Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

A307-10.................Standard Specification for Carbon Steel Bolts and Studs; 60,000 PSI Tensile Strength.

A325-10.................Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile

Strength

A325M-09................Standard Specification for High-Strength Bolts for Structural Steel Joints [Metric]

13 05 41 - 4

A490-10.................Standard Specification for Heat-Treated Steel

Structural Bolts, 150 ksi Minimum Tensile

Strength

A490M-10................Standard Specification for High-Strength Steel

Bolts, Classes 10.9 and 10.9.3, for Structural

Steel Joints [Metric]

A500/A500M-10...........Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in

Rounds and Shapes

A501-07.................Specification for Hot-Formed Welded and Seamless

Carbon Steel Structural Tubing

A615/A615M-09...........Standard Specification for Deformed and Plain

Billet-Steel Bars for Concrete Reinforcement

A992/A992M-06...........Standard Specification for Steel for Structural

Shapes for Use in Building Framing

A996/A996M-09...........Standard Specification for Rail-Steel and Axel-

Steel Deformed Bars for Concrete

Reinforcement

E488-96(R2003)..........Standard Test Method for Strength of Anchors in

Concrete and Masonry Element

E. American Society of Civil Engineers (ASCE 7) Latest Edition.

F. International Building Code (IBC) Latest Edition

G. VA Seismic Design Requirements, H-18-8, August 2013

H. National Uniform Seismic Installation Guidelines (NUSIG)

I. Sheet Metal and Air Conditioning Contractors National Association

(SMACNA): Seismic Restraint Manual - Guidelines for Mechanical Systems, 1998 Edition and Addendum

1.6 REGULATORY REQUIREMENT:

A. IBC Latest Edition.

B. Exceptions: The seismic restraint of the following items may be omitted:

1. Equipment weighing less than 400 pounds, which is supported directly on the floor or roof.

2. Equipment weighing less than 20 pounds, which is suspended from the roof or floor or hung from a wall.

3. Gas and medical piping less than 2 ½ inches inside diameter.

4. Piping in boiler plants and equipment rooms less than 1 ¼ inches inside diameter.

5. All other piping less than 2 ½ inches inside diameter, except for automatic fire suppression systems.

13 05 41 - 5

6. All piping suspended by individual hangers, 12 inches or less in length from the top of pipe to the bottom of the support for the hanger.

7. All electrical conduits, less than 2 ½ inches inside diameter.

8. All rectangular air handling ducts less than six square feet in cross sectional area.

9. All round air handling ducts less than 28 inches in diameter.

10. All ducts suspended by hangers 12 inches or less in length from the top of the duct to the bottom of support for the hanger.

PART 2 – PRODUCTS

2.1 STEEL:

A. Structural Steel: ASTM A36 // A36M // A992 //.

B. Structural Tubing: ASTM A500, Grade B.

C. Structural Tubing: ASTM A501.

D. Steel Pipe: ASTM A53/A53M, Grade B.

E. Bolts & Nuts: ASTM // A307 // A325 // A325M // A490 // A490M //.

2.2 CAST-IN-PLACE CONCRETE:

A. Concrete: 28 day strength, f’c = // 25 MPa (3,000 psi) // 30 MPa (4,000 psi) // xx MPa 5000 psi

B. Reinforcing Steel: ASTM A615/615M or ASTM A996/A996M deformed.

PART 3 – EXECUTION

3.1 CONSTRUCTION, GENERAL:

A. Provide equipment supports and anchoring devices to withstand the seismic design forces, so that when seismic design forces are applied, the equipment cannot displace, overturn, or become inoperable.

B. Provide anchorages in conformance with recommendations of the equipment manufacturer and as shown on approved shop drawings and calculations.

C. Construct seismic restraints and anchorage to allow for thermal expansion.

D. Testing Before Final Inspection:

1. Test 10-percent of anchors in masonry and concrete per ASTM E488, and

ACI 355.2 to determine that they meet the required load capacity. If any anchor fails to meet the required load, test the next 20 consecutive anchors, which are required to have zero failure, before resuming the 10-percent testing frequency.

2. Before scheduling Final Inspection, submit a report on this testing indicating the number and location of testing, and what anchor-loads were obtained.

3.2 EQUIPMENT RESTRAINT AND BRACING:

A. See drawings for equipment to be restrained or braced.

13 05 41 - 6

3.3 MECHANICAL DUCTWORK AND PIPING; BOILER PLANT STACKS AND BREACHING;

ELECTRICAL BUSWAYS, CONDUITS, AND CABLE TRAYS; AND TELECOMMUNICATION WIRES AND

CABLE TRAYS

A. Support and brace mechanical ductwork and piping; electrical busways, conduits and cable trays; and telecommunication wires and cable trays including boiler plant stacks and breeching to resist directional forces

(lateral, longitudinal and vertical).

B. Brace duct and breeching branches with a minimum of 1 brace per branch.

C. Provide supports and anchoring so that, upon application of seismic forces, piping remains fully connected as operable systems which will not displace sufficiently to damage adjacent or connecting equipment, or building members.

D. Seismic Restraint of Piping:

1. Design criteria:

a. Piping resiliently supported: Restrain to support 120 -percent of the weight of the systems and components and contents.

b. Piping not resiliently supported: Restrain to support 60 -percent of the weight of the system components and contents.

2. Provide seismic restraints according to one of the following options:

E. Piping Connections: Provide flexible connections where pipes connect to equipment. Make the connections capable of accommodating relative differential movements between the pipe and equipment under conditions of earthquake shaking.

3.7 STORAGE RACKS, CABINETS, AND BOOKCASES

A. Install storage racks to withstand earthquake forces and anchored to the floor or laterally braced from the top to the structural elements.

B. Anchor medical supply cabinets to the floor or walls and equip them with properly engaged, lockable latches.

C. Anchor filing cabinets that are more than 2 drawers high to the floor or walls, and equip all drawers with properly engaged, lockable latches.

D. Anchor bookcases that are more than 30 inches high to the floor or walls, and equip any doors with properly engaged, lockable latches.

01 45 29 - 1

SECTION 01 45 29

TESTING LABORATORY SERVICES

PART 1 - GENERAL

1.1 DESCRIPTION:

This section specifies materials testing activities and inspection services required during project construction to be provided by a

Testing Laboratory retained by the Department of Veterans Affairs

1.2 APPLICABLE PUBLICATIONS:

A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only.

B. American Association of State Highway and Transportation Officials

(AASHTO):

T27-11..................Standard Method of Test for Sieve Analysis of

Fine and Coarse Aggregates

T96-02 (R2006)..........Standard Method of Test for Resistance to

Degradation of Small-Size Coarse Aggregate by

Abrasion and Impact in the Los Angeles Machine

T99-10..................Standard Method of Test for Moisture-Density

Relations of Soils Using a 2.5 Kg (5.5 lb.)

Rammer and a 305 mm (12 in.) Drop

T104-99 (R2007).........Standard Method of Test for Soundness of

Aggregate by Use of Sodium Sulfate or Magnesium

Sulfate

T180-10.................Standard Method of Test for Moisture-Density

Relations of Soils using a 4.54 kg (10 lb.)

Rammer and a 457 mm (18 in.) Drop

T191-02(R2006)..........Standard Method of Test for Density of Soil In-

Place by the Sand-Cone Method

C. American Concrete Institute (ACI):

506.4R-94 (R2004).......Guide for the Evaluation of Shotcrete

D. American Society for Testing and Materials (ASTM):

A325-10.................Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum

Tensile Strength

A370-12.................Standard Test Methods and Definitions for

Mechanical Testing of Steel Products

01 45 29 - 2

A416/A416M-10...........Standard Specification for Steel Strand, Uncoated Seven-Wire for Prestressed Concrete

A490-12.................Standard Specification for Heat Treated Steel

Structural Bolts, 150 ksi Minimum Tensile

Strength

C31/C31M-10.............Standard Practice for Making and Curing

Concrete Test Specimens in the Field

C33/C33M-11a............Standard Specification for Concrete Aggregates

C39/C39M-12.............Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

C109/C109M-11b..........Standard Test Method for Compressive Strength of Hydraulic Cement Mortars

C136-06.................Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

C138/C138M-10b..........Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of

Concrete

C140-12.................Standard Test Methods for Sampling and Testing

Concrete Masonry Units and Related Units

C143/C143M-10a..........Standard Test Method for Slump of Hydraulic

Cement Concrete

C172/C172M-10...........Standard Practice for Sampling Freshly Mixed

Concrete

C173/C173M-10b..........Standard Test Method for Air Content of freshly

Mixed Concrete by the Volumetric Method

C330/C330M-09...........Standard Specification for Lightweight

Aggregates for Structural Concrete

C567/C567M-11...........Standard Test Method for Density Structural

Lightweight Concrete

C780-11.................Standard Test Method for Pre-construction and

Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry

C1019-11................Standard Test Method for Sampling and Testing

Grout

C1064/C1064M-11.........Standard Test Method for Temperature of Freshly

Mixed Portland Cement Concrete

01 45 29 - 3

C1077-11c...............Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

C1314-11a...............Standard Test Method for Compressive Strength of Masonry Prisms

D422-63(2007)...........Standard Test Method for Particle-Size Analysis of Soils

D698-07e1...............Standard Test Methods for Laboratory Compaction

Characteristics of Soil Using Standard Effort

D1140-00(2006)..........Standard Test Methods for Amount of Material in

Soils Finer than No. 200 Sieve

D1143/D1143M-07e1.......Standard Test Methods for Deep Foundations

Under Static Axial Compressive Load

D1188-07e1..............Standard Test Method for Bulk Specific Gravity and Density of Compacted Bituminous Mixtures

Using Coated Samples

D1556-07................Standard Test Method for Density and Unit

Weight of Soil in Place by the Sand-Cone Method

D1557-09................Standard Test Methods for Laboratory Compaction

Characteristics of Soil Using Modified Effort

(56,000ft lbf/ft3 (2,700 KNm/m3))

D2166-06................Standard Test Method for Unconfined Compressive

Strength of Cohesive Soil

D2167-08)...............Standard Test Method for Density and Unit

Weight of Soil in Place by the Rubber Balloon

Method

D2216-10................Standard Test Methods for Laboratory

Determination of Water (Moisture) Content of

Soil and Rock by Mass

D2974-07a...............Standard Test Methods for Moisture, Ash, and

Organic Matter of Peat and Other Organic Soils

D3666-11................Standard Specification for Minimum Requirements for Agencies Testing and Inspecting Road and

Paving Materials

D3740-11................Standard Practice for Minimum Requirements for

Agencies Engaged in Testing and/or Inspection of Soil and Rock as used in Engineering Design and Construction

01 45 29 - 4

D6938-10................Standard Test Method for In-Place Density and

Water Content of Soil and Soil-Aggregate by

Nuclear Methods (Shallow Depth)

E94-04(2010)............Standard Guide for Radiographic Examination

E164-08.................Standard Practice for Contact Ultrasonic

Testing of Weldments

E329-11c................Standard Specification for Agencies Engaged in

Construction Inspection, Testing, or Special

Inspection

E543-09.................Standard Specification for Agencies Performing

Non-Destructive Testing

E605-93(R2011)..........Standard Test Methods for Thickness and Density of Sprayed Fire Resistive Material (SFRM)

Applied to Structural Members

E709-08.................Standard Guide for Magnetic Particle

Examination

E1155-96(R2008).........Determining FF Floor Flatness and FL Floor

Levelness Numbers

E. American Welding Society (AWS):

D1.D1.1M-10.............Structural Welding Code-Steel

1.3 REQUIREMENTS:

A. Accreditation Requirements: Construction materials testing laboratories must be accredited by a laboratory accreditation authority and will be required to submit a copy of the Certificate of Accreditation and Scope of Accreditation. The laboratory’s scope of accreditation must include the appropriate ASTM standards (i.e.; E329, C1077, D3666, D3740, A880, E543) listed in the technical sections of the specifications.

Laboratories engaged in Hazardous Materials Testing shall meet the requirements of OSHA and EPA. The policy applies to the specific laboratory performing the actual testing, not just the “Corporate

Office.”

B. Inspection and Testing: Testing laboratory shall inspect materials and workmanship and perform tests described herein and additional tests requested by Resident Engineer. When it appears materials furnished, or work performed by Contractor fail to meet construction contract requirements, Testing Laboratory shall direct attention of Resident

Engineer to such failure.

01 45 29 - 5

C. Written Reports: Testing laboratory shall submit test reports to

Resident Engineer, Contractor, unless other arrangements are agreed to in writing by the Resident Engineer. Submit reports of tests that fail to meet construction contract requirements on colored paper.

D. Verbal Reports: Give verbal notification to Resident Engineer immediately of any irregularity.

PART 2 - PRODUCTS (NOT USED)

PART 3 - EXECUTION

3.1 EARTHWORK:

A. General: The Testing Laboratory shall provide qualified personnel, materials, equipment, and transportation as required to perform the services identified/required herein, within the agreed to schedule and/or time frame. The work to be performed shall be as identified herein and shall include but not be limited to the following:

1. Observe fill and subgrades during proof-rolling to evaluate suitability of surface material to receive fill or base course.

Provide recommendations to the Resident Engineer regarding suitability or unsuitability of areas where proof-rolling was observed. Where unsuitable results are observed, witness excavation of unsuitable material and recommend to Resident Engineer extent of removal and replacement of unsuitable materials and observe proof-rolling of replaced areas until satisfactory results are obtained.

2. Provide full time observation of fill placement and compaction and field density testing in building areas and provide full time observation of fill placement and compaction and field density testing in pavement areas to verify that earthwork compaction obtained is in accordance with contract documents.

3. Provide supervised geotechnical technician to inspect excavation, subsurface preparation, and backfill for structural fill.

B. Testing Compaction:

1. Determine maximum density and optimum moisture content for each type of fill, backfill and subgrade material used, in compliance with

ASTM D1557.

2. Make field density tests in accordance with the primary testing method following ASTM D6938 wherever possible. Field density tests utilizing ASTM D1556, or ASTM D2167 shall be utilized on a case by case basis only if there are problems with the validity of the

01 45 29 - 6 results from the primary method due to specific site field conditions. Should the testing laboratory propose these alternative methods, they should provide satisfactory explanation to the

Resident Engineer before the tests are conducted.

a. Building Slab Subgrade: At least one test of subgrade for every

185 m2 (2000 square feet) of building slab, but in no case fewer than three tests. In each compacted fill layer, perform one test for every 185 m2 (2000 square feet) of overlaying building slab, but in no case fewer than three tests.

b. Foundation Wall Backfill: One test per 30 m (100 feet) of each layer of compacted fill but in no case fewer than two tests.

c. Pavement Subgrade: One test for each 335 m2 (400 square yards), but in no case fewer than two tests.

d. Curb, Gutter, and Sidewalk: One test for each 90 m (300 feet), but in no case fewer than two tests.

e. Trenches: One test at maximum 30 m (100 foot) intervals per 1200 mm (4 foot) of vertical lift and at changes in required density, but in no case fewer than two tests.

f. Footing Subgrade: At least one test for each layer of soil on which footings will be placed. Subsequent verification and approval of each footing subgrade may be based on a visual comparison of each subgrade with related tested subgrade when acceptable to Resident Engineer. In each compacted fill layer below wall footings, perform one field density test for every 30 m (100 feet) of wall. Verify subgrade is level, all loose or disturbed soils have been removed, and correlate actual soil conditions observed with those indicated by test borings.

C. Fill and Backfill Material Gradation: One test for gradation of fill and backfill material shall be determined by soil engineer.

D. Testing for Footing Bearing Capacity: Evaluate if suitable bearing capacity material is encountered in footing subgrade.

E. Testing Materials: Test suitability of on-site and off-site borrow as directed by Resident Engineer.

3.2 FOUNDATION PILES: NOT USED

3.3 FOUNDATION CAISSONS: NOT USED

3.4 LANDSCAPING: NOT USED

01 45 29 - 7

3.8 CONCRETE:

A. Batch Plant Inspection and Materials Testing:

1. Perform continuous batch plant inspection until concrete quality is established to satisfaction of Resident Engineer with concurrence of

Contracting Officer and perform periodic inspections thereafter as determined by Resident Engineer.

2. Periodically inspect and test batch proportioning equipment for accuracy and report deficiencies to Resident Engineer.

3. Sample and test mix ingredients as necessary to insure compliance with specifications.

4. Sample and test aggregates daily and as necessary for moisture content. Test the dry rodded weight of the coarse aggregate whenever a sieve analysis is made, and when it appears there has been a change in the aggregate.

5. Certify, in duplicate, ingredients and proportions and amounts of ingredients in concrete conform to approved trial mixes. When concrete is batched or mixed off immediate building site, certify

(by signing, initialing or stamping thereon) on delivery slips

(duplicate) that ingredients in truck-load mixes conform to proportions of aggregate weight, cement factor, and water-cement ratio of approved trial mixes.

B. Field Inspection and Materials Testing:

1. Provide a technician at site of placement at all times to perform concrete sampling and testing.

2. Review the delivery tickets of the ready-mix concrete trucks arriving on-site. Notify the Contractor if the concrete cannot be placed within the specified time limits or if the type of concrete delivered is incorrect. Reject any loads that do not comply with the

Specification requirements. Rejected loads are to be removed from the site at the Contractor’s expense. Any rejected concrete that is placed will be subject to removal.

3. Take concrete samples at point of placement in accordance with ASTM

C172. Mold and cure compression test cylinders in accordance with

ASTM C31. Make at least three…