STANDARD TECHNICAL DESIGN SPECIFICATIONS 4H MULTIPURPOSE ... · STANDARD TECHNICAL DESIGN...

STANDARD TECHNICAL DESIGN SPECIFICATIONS 4H MULTIPURPOSE LIVESTOCK FACILITY TABLE OF CONTENTS DIVISION 1 – GENERAL REQUIREMENTS

01010 – SUMMARY OF THE WORK 01230 – ALTERNATES

DIVISION 2 – ARCHITECTURAL SITEWORK 02281 – TERMITE TREATMENT

DIVISION 3 – CONCRETE

03310 – CAST IN PLACE CONCRETE

DIVISION 4 - MASONRY

04300 - UNIT MASONRY SYSTEM

DIVISION 6 – WOOD AND PLASTICS

06100 – CARPENTRY DIVISION 7 - THERMAL AND MOISTURE PROTECTION

07900 - JOINT SEALANTS DIVISION 8 - DOORS AND WINDOWS

08100 - STEEL DOORS AND FRAMES 08150 - LOUVERS 08360 - SECTIONAL DOORS 08410 - ALUMINUM STOREFRONT 08710- HARDWARE 08800 - GLAZING

DIVISION 9 - FINISHES 09900 - PAINTING

DIVISION 10 - SPECIALTIES 10532 - FIRE EXTINGUISHERS DIVISION 13 – SPECIAL CONSTRUCTION 13341 – METAL BUILDING SYSTEM DIVISION 31 – SITEWORK

310000 EARTHWORK 311100 CLEARING AND GRUBBING 321213 CONCRETE SIDEWALKS AND CURBS AND GUTTERS 331100 WATER DISTRIBUTION 334000 STORM DRAINAGE UTILTIES

PD 17-18.012 4-H Multipurpose Livestock Facility Exhibit I

Exhibit I of 101

SUMMARY OF THE WORK 01010 - 1

DIVISION 1 SECTION: 01010

GENERAL REQUIREMENTS SUMMARY OF THE WORK

PART 1 - GENERAL

RELATED DOCUMENTS

Drawings and general provisions of Contract, including General and Supplementary Conditions and

other Division-1 Specification Section, apply to this Section.

PROJECT DESCRIPTION

This project is for a livestock pavilion and associated storage rooms at the 4H Center in Molino,

Florida.

Work includes a metal building, concrete masonry, concrete slab, doors, and windows, plumbing,

and electrical provisions. Site work includes earthwork, concrete paving, storm drainage and

sanitary sewer. All work shall be as shown on the Contract Documents prepared by Sam Marshall

Architects.

CONTRACTOR USE OF PREMISES

General: During the construction period the contractor shall have unlimited use of the premises for

construction operations.

The Contractor shall confine operations to areas within Contract limits indicated and designated

access. Portions of the site beyond areas in which construction operations are indicated are not to

be disturbed, nor used for parking of vehicles of the contractor and workmen or storage of materials

and equipment.

END OF SECTION


Exhibit I of 101

ALTERNATES 01230 - 1

SECTION 01230 ALTERNATES

PART 1 - GENERAL

1.1 SUMMARY

A. This Section includes administrative and procedural requirements for alternates.

1.2 DEFINITIONS

A. Alternate: An amount proposed by bidders and stated on the Bid Form for certain work

defined in the Bidding Requirements that may be added to or deducted from the Base

Bid amount if Owner decides to accept a corresponding change either in the amount of

construction to be completed or in the products, materials, equipment, systems, or

installation methods described in the Contract Documents.

1. The cost or credit for each alternate is the net addition to or deduction from the

Contract Sum to incorporate alternate into the Work. No other adjustments are

made to the Contract Sum.

1.3 PROCEDURES

A. Coordination: Modify or adjust affected adjacent work as necessary to completely

integrate work of the alternate into Project.

1. Include as part of each alternate, miscellaneous devices, accessory objects, and

similar items incidental to or required for a complete installation whether or not

indicated as part of alternate.

B. Notification: Immediately following award of the Contract, notify each party involved,

in writing, of the status of each alternate. Indicate if alternates have been accepted,

rejected, or deferred for later consideration. Include a complete description of

negotiated modifications to alternates.

C. Execute accepted alternates under the same conditions as other work of the Contract.

D. Schedule: A Schedule of Alternates is included at the end of this Section. Specification

Sections and Sheet numbers referenced in the schedule of Alternates contain

requirements for materials necessary to achieve the work described under each

alternate. Coordinate each alternate with the complete project as with the base bid.


Exhibit I of 101

ALTERNATES 01230 - 2

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION

3.1 SCHEDULE OF ADDITIVE ALTERNATES

1. Include liner panel soffits for the entire roof including over enclosed spaces. See the de-

tail 2-4 on Drawing Sheet A-104 and specifications section 13341, Metal Building

Systems for a complete description of this alternate.

2. Include sink P-1 shown on Plumbing Floor Plan on Drawing Sheet E-102 and septic sys-

tem shown on Drawing Sheet C402.

END OF SECTION


Exhibit I of 101

TERMITE TREAMENT 02281 - 1


SITEWORK TERMITE TREATMENT

PART 1 GENERAL

1.01 RELATED DOCUMENTS:

Drawings and General Provisions of the Contract, including General and

Supplementary Conditions and Division 1 Specification Sections, apply to work of

this section.

1.02 SCOPE:

A. This section includes soil poisoning beneath the building and the areas around

the perimeter of the building under this contract. The applicator shall be licensed in

the area, have a good track record, and have a good history with the Department of

Agriculture.

B. Submittals See section 01300, Submittals

C. Termite Control shall meet the requirements of the 2007 Florida Building

Code Section 1816, Termite Protection.

1.03 RELATED WORK:

A. Backfilling

1.04 TESTS:

An independent testing laboratory shall take tests to determine compliance with the

specifications. The Contractor will pay for laboratory tests.

PART 2 MATERIALS

Treat with a subterranean termiticide, registered by EPA, for said purpose and in full

accordance and compliance with label thereon.

Chemicals to be used include, but are not limited to, the following:

• Premise 75 by Bayer Corp. 0.1%

EPA Registration No. 3125-455

• Termidor SC by Aventis Environmental Science

EPA Registration No. 432-901 0.125%

PART 3 APPLICATION

Shall be strictly in accordance with the recommendations of National Pest Control

Association, applied at the following rates:

1. At each side of exterior walls, apply two gallons per five lineal feet. Apply

exterior treatment after final grading.


Exhibit I of 101

TERMITE TREAMENT 02281 - 2

2. At all penetrations through floor slab, including columns, wall, conduit, etc.,

apply two gallons per five lineal feet.

3. Under all interior floor slabs on grade, one gallon per ten square feet of area.

4. The treatment of the soil must be done in accordance with the memorandum

(no.685) from the Florida department of Agriculture. The application of

horizontal and vertical barriers must be done at the full label concentration

and in volumes specified on the label. This will require three separate trips

by the soils treatment contractor.

5. Forty eight (48) hours prior to application of soil poisoning, the Contractor

shall notify the ARCHITECT, Mike Marshall, Sam Marshall Architects at

433-7842, for the purpose of allowing observation of the application if

desired.

PART 4 GUARANTEE

Furnish the Owner with a Certified Guarantee, stating the following:

1. Concentration of Poison

2. Rate

3. Method of Application

4. 5 year re-treat warranty

END OF SECTION


Exhibit I of 101

03310 - 1

SECTION 03310 - CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.1 SUMMARY

A. This Section includes cast-in-place concrete, including reinforcement, concrete materials, mix

design, placement procedures, and finishes.

B. See Division 2 Section "Earthwork" for drainage fill under slabs-on-grade.

1.2 SUBMITTALS

A. Product Data: For each manufactured material and product indicated.

B. Design Mixes: For each concrete mix indicated.

C. Shop Drawings: Include details of steel reinforcement placement including material, grade, bar

schedules, stirrup spacing, bent bar diagrams, arrangement, and supports.

D. Material certificates.

1.3 QUALITY ASSURANCE

A. Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete

products complying with ASTM C 94 requirements for production facilities and equipment.

B. Comply with ACI 301, "Specification for Structural Concrete," including the following, unless

modified by the requirements of the Contract Documents.

1. General requirements, including submittals, quality assurance, acceptance of structure,

and protection of in-place concrete.

2. Formwork and form accessories.

3. Steel reinforcement and supports.

4. Concrete mixtures.

5. Handling, placing, and constructing concrete.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Formwork: Furnish formwork and form accessories according to ACI 301.


Exhibit I of 101

03310 - 2

B. Steel Reinforcement:

1. Reinforcing Bars: ASTM A 615 Grade 60, deformed.

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

3. Plain-Steel Welded Wire Fabric: ASTM A 185, fabricated from as-drawn steel wire into

flat sheets.

C. Concrete Materials:

1. Portland Cement: ASTM C 150, Type I or II or I/II.

2. Normal-Weight Aggregate: ASTM C 33, uniformly graded, not exceeding 1-1/2-inch

nominal size.

3. Water: Complying with ASTM C 94.

4. Synthetic Fiber: Fibrillated or monofilament polypropylene fibers engineered and

designed for use in concrete, complying with ASTM C 1116, Type III, 1/2 to 1-1/2 inches

long.

D. Admixtures:

1. Air-Entraining Admixture: ASTM C 260.

2. Water-Reducing Admixture: ASTM C 494, Type A.

3. Water-Reducing and Accelerating Admixture: ASTM C 494, Type E.

4. Water-Reducing and Retarding Admixture: ASTM C 494, Type D.

E. Vapor Barrier: Polyethylene sheet, ASTM D 4397, not less than 10 mils thick.

F. Curing Materials:

1. Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for

application to fresh concrete.

2. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf.

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

polyethylene sheet.

4. Water: Potable.

5. Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1,

Class B.

2.2 CONCRETE MIXES

A. Comply with ACI 301 requirements for concrete mixtures.

B. Prepare design mixes, proportioned according to ACI 301, for normal-weight concrete

determined by either laboratory trial mix or field test data bases, as follows:

1. Compressive Strength (28 Days): 3000 psi.

2. Slump: 4 inches.

C. Add air-entraining admixture at manufacturer's prescribed rate to result in concrete at point of

placement having an air content of 2.5 to 4.5 percent.


Exhibit I of 101

03310 - 3

2.3 CONCRETE MIXING

A. Ready-Mixed Concrete: Comply with ASTM C 94 and ASTM C 1116.

1. When air temperature is between 85 and 90 deg F (30 and 32 deg C), reduce mixing and

delivery time from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F (32

deg C), reduce mixing and delivery time to 60 minutes.

B. Provide batch ticket for each batch discharged and used in the Work, indicating Project

identification name and number, date, mix type, mix time, quantity, and amount of water added.

Record approximate location of final deposit in structure.

PART 3 - EXECUTION

3.1 INSTALLATION, GENERAL

A. Formwork: Design, construct, erect, shore, brace, and maintain formwork according to

ACI 301.

B. Vapor Barrier: Install, protect, and repair vapor-barrier sheets according to ASTM E 1643;

place sheets in position with longest dimension parallel with direction of pour.

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

C. Steel Reinforcement: Comply with CRSI's "Manual of Standard Practice" for fabricating,

placing, and supporting reinforcement.

1. Do not cut or puncture vapor barrier. Repair damage and reseal vapor barrier before

placing concrete.

D. Joints: Construct joints true to line with faces perpendicular to surface plane of concrete.

1. Construction Joints: Locate and install so as not to impair strength or appearance of

concrete, at locations indicated or as approved by Architect.

2. Contraction Joints in Slabs-on-Grade: Form weakened-plane contraction joints,

sectioning concrete into areas as indicated. Construct contraction joints for a depth equal

to at least one-fourth of the concrete thickness, as follows:

a. Grooved Joints: Form contraction joints after initial floating by grooving and

finishing each edge of joint with groover tool to a radius of 1/8 inch. Repeat

grooving of contraction joints after applying surface finishes. Eliminate groover

marks on concrete surfaces.

b. Sawed Joints: Form contraction joints with power saws equipped with

shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch- wide joints into

concrete when cutting action will not tear, abrade, or otherwise damage surface

and before concrete develops random contraction cracks.

E. Tolerances: Comply with ACI 117, "Specifications for Tolerances for Concrete Construction

and Materials."


Exhibit I of 101

03310 - 4

3.2 CONCRETE PLACEMENT

A. Comply with recommendations in ACI 304R for measuring, mixing, transporting, and placing

concrete.

B. Consolidate concrete with mechanical vibrating equipment.

3.3 FINISHING FORMED SURFACES

A. Rough-Formed Finish: As-cast concrete texture imparted by form-facing material with tie holes

and defective areas repaired and patched, and fins and other projections exceeding 1/4 inch in

height rubbed down or chipped off.

1. Apply to concrete surfaces not exposed to public view.

B. Smooth-Formed Finish: As-cast concrete texture imparted by form-facing material, arranged in

an orderly and symmetrical manner with a minimum of seams. Repair and patch tie holes and

defective areas. Completely remove fins and other projections.

1. Apply to concrete surfaces exposed to public view or to be covered with a coating or

covering material applied directly to concrete, such as waterproofing, dampproofing,

veneer plaster, or painting.

2. Apply smooth-rubbed finish, defined in ACI 301, to smooth-formed finished concrete.

C. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces

adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent

formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent

unformed surfaces, unless otherwise indicated.

3.4 FINISHING UNFORMED SURFACES

A. General: Comply with ACI 302.1R for screeding, restraightening, and finishing operations for

concrete surfaces. Do not wet concrete surfaces.

B. Screed surfaces with a straightedge and strike off. Begin initial floating using bull floats or

darbies to form a uniform and open-textured surface plane before excess moisture or bleedwater

appears on the surface.

1. Do not further disturb surfaces before starting finishing operations.

C. Float Finish: Apply float finish to surfaces indicated, to surfaces to receive trowel finish, and to

floor and slab surfaces to be covered with fluid-applied or sheet waterproofing.

D. Nonslip Broom Finish: Apply a nonslip broom finish to surfaces indicated and to exterior

concrete platforms, steps, and ramps. Immediately after float finishing, slightly roughen

trafficked surface by brooming with fiber-bristle broom perpendicular to main traffic route.

3.5 CONCRETE PROTECTION AND CURING


Exhibit I of 101

03310 - 5

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot

temperatures. Comply with ACI 306.1 for cold-weather protection, and follow

recommendations in ACI 305R for hot-weather protection during curing.

B. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or windy

conditions occur before and during finishing operations. Apply according to manufacturer's

written instructions after placing, screeding, and bull floating or darbying concrete, but before

float finishing.

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

surface. Cure formed and unformed concrete for at least seven days as follows:

1. Moisture Curing: Keep surfaces continuously moist with water or continuous water-fog

spray or absorptive cover, water saturated and kept continuously wet.

2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining

cover for curing concrete, placed in widest practicable width, with sides and ends lapped

at least 12 inches, and sealed by waterproof tape or adhesive. Immediately repair any

holes or tears during curing period using cover material and waterproof tape.

3.6 FIELD QUALITY CONTROL

A. Testing Agency: The Contractor will engage a qualified independent testing and inspecting

agency to sample materials, perform tests, and submit test reports during concrete placement.

Tests will be performed according to ACI 301.

1. Testing Frequency: One composite sample for each day's pour of each concrete mix

exceeding 5 cu. yd, but less than 25 cu. yd, plus one set for each additional 50 cu. yd. or

fraction thereof.

2. Testing Frequency: At least one composite sample for each 100 cu. yd. or fraction

thereof of each concrete mix placed each day.

3. Test Cylinders: A minimum of four (4) shall be cast for each composite sample. Test one

(1) at seven (7) days, two (2) at twenty-eight (28) days and hold one (1) as a spare.

END OF SECTION


Exhibit I of 101

UNIT MASONRY 04200 - 1

SECTION 04200 – UNIT MASONRY

PART 1 - GENERAL

1.01 SUMMARY

A. Provide unit masonry for walls and partitions:

1. Exterior concrete masonry bearing walls.

1.02 SUBMITTALS

A. Submit for approval samples, product data, and test reports.


A. Comply with governing codes and regulations. Provide products of acceptable

manufacturers which have been in satisfactory use in similar service for three years. Use

experienced installers. Deliver, handle, and store materials in accordance with

manufacturer's instructions.

PART 2 - PRODUCTS

2.01 MATERIALS

B. Concrete masonry unit: Lightweight, ASTM C 90; 7-5/8" by 15-5/8" face size.

C. Mortar: ASTM C 270, masonry cement mortar, Type S.

D. Grout for unit masonry: Comply with ASTM C 476.

F. Reinforcing:

1. Ties and reinforcing: Hot-dipped galvanized, ASTM A 153.

2. Horizontal reinforcing: Welded ladder type, 9 gage wire with deformed side rods.

6. Reinforcing bars: Deformed bars, ASTM A 615, Grade 60.

PART 3 - EXECUTION

3.01 INSTALLATION

A. Comply with PCA "Recommended Practices for Laying Concrete Block" and BIA Tech

Notes 11, 11A, 11B, 11C, 11D, and 11E.

B. Weather Protection: Cold weather; heat mortar water and sand, enclose walls and provide

temporary heat as recommended by BIA Tech Notes 1, 1A, 1B, and 1C. Hot weather; use


Exhibit I of 101

UNIT MASONRY 04200 - 2

mortar within 1-1/2" hours after mixing for ambient 80 degrees F or above.

C. Tolerances: From dimensions and locations in Contract Documents for plumb, level, and

alignment, plus or minus 1/8 in 20'.

F. Joints: Maintain uniform 3/8" width; tool concave. Provide full bed, head and collar

joints except at weep holes; keep cavity clean at cavity walls.

K. Ties and Horizontal Reinforcing: Comply with codes; space ties not more than 16" o.c.

Vertically and horizontally.

L. Provide L and T sections of reinforcing at corners and intersections. Lap reinforcing a

minimum of 6". Reinforce masonry openings greater than 1'-0" wide with horizontal

reinforcements place in 2 horizontal joints approximately 8" apart immediately above the

lintel and below the sill. Extend the reinforcement a minimum of 2'-0" beyond jambs of

the openings.

M. Remove and replace damaged units. Enlarge holes in mortar and re-point. Prepare joints

to receive sealants. Clean Concrete masonry by dry brushing; comply with NCMA TEK

No. 28.

END OF SECTION 04200


Exhibit I of 101

CARPENTRY 06100 - 1


WOOD AND PLASTICS CARPENTRY

PART 1 GENERAL




this section.

1.02 SCOPE:

Includes carpentry work and material necessary for a complete installation.

1.03 RELATED WORK:

1. Cold Formed Metal Framing

2. Roofing

1.04 STANDARDS:

Each piece of lumber and plywood shall have a grade mark of an agency certified by

the board of review of the American Lumber Standards Committee.

1.05 SUBMITTALS:

Provide (7) seven copies of manufacturers shop drawings and installation

instructions.

PART 2 MATERIALS

2.01 Framing and Blocking shall be #2 dense SYP of sizes and dimensions were shown.

Members used on the exterior and in contact with concrete or masonry shall be

pressure treated wolmanized.

2.02 Plywood shall be 5/8" CDX, pressure treated on exterior applications and non-

pressure treated on interior applications.


Exhibit I of 101

CARPENTRY 06100 - 2

PART 3 INSTALLATION

3.01 Blocking and grounds shall be installed in a manner to eliminate cupping and

warping. Members over 4" nominal width shall be kerfed on down side. Blocking

shall be bolted to sub structure or otherwise securely attached to prevent movement.

Nails will be double galvanized common nails of appropriate size (or galvanized

screw nails). Provide solid blocking in framed partitions for support of millwork,

other hardware items mounted to the walls and for light switches, electrical outlets

and devices and recessed speakers.

END OF SECTION


Exhibit I of 101

JOINT SEALERS 07900 - 1

SECTION 07900 - JOINT SEALERS PART 1 - GENERAL 1.01 SUMMARY

A. Provide sealants at intersection of building components. 1.02 SUBMITTALS

A. Submit for approval samples, product data. 1.03 QUALITY ASSURANCE

A. Comply with governing codes and regulations. Provide products of acceptable manufacturers which have been in satisfactory use in similar service for three years. Use experienced installers. Deliver, handle, and store materials in accordance with manufacturer's instructions.

PART 2 - PRODUCTS 2.01 MATERIALS

A. Joints designed for expansion and movement conditions at site:

1. Exterior joints on vertical surfaces: Non-sag polyurethane; Pecora Dymonic or Tremco Dymeric or approved equal. FOR METAL BUILDING ROOFING AND SIDING USE exterior grade silicone sealant recommended by roofing manufacturer

2. Ceramic tile, toilet fixture joints: Silicone rubber; Tremco Proglaze or Dow 786 or approved equal.

3. Interior joints, joints at mirrors: Acrylic latex; Tremco Acrylic Latex or approved equal.

4. Seam sealant for small metal to metal joints; Tremco Seam Sealer or approved equal.

5. Precompressed expanding foam secondary sealant; Emseal Greyflex or approved equal.

6. Primers, bond breakers, and backer rods compatible with sealant and adjacent surfaces.

7. Fire-retardant sealant; refer to Division 7 Section “Firestopping”.


Exhibit I of 101

[Type here]

PART 3 - EXECUTION

3.01 INSTALLATION

A. Examine substrate; report unsatisfactory conditions in writing. Beginning work

means acceptance of substrates. B. Provide sealants in colors as selected from manufacturer's standards. Sealants

shall match adjacent surfaces unless otherwise specified. C. Install materials and systems in accordance with manufacturer's instructions and

approved submittals. Install materials and systems in proper relation with adjacent construction and with uniform appearance. Coordinate with work of other sections. Clean and prime joints, and install bond breakers, backer rods and sealant as recommended by manufacturers.

D. Depth shall equal width up to 1/2" wide; depth shall equal 1/2 width for joints

over 1/2" wide, except fill joints completely with fire-retardant products. E. Cure and protect sealants as directed by manufacturers. Replace or restore

damaged sealants. Clean adjacent surfaces to remove spillage.

END OF SECTION


Exhibit I of 101

STEEL DOORS AND FRAMES 08100 - 1


DOORS AND WINDOWS STEEL DOORS AND FRAMES

PART 1 GENERAL

1.01 RELATED DOCUMENTS


Supplementary Conditions and Division 1 Specification sections, apply to work of

this section.

1.02 SCOPE

Specifications apply to steel doors, steel door frames, and steel frame components

such as sidelites, borrowed lites, transom frames, and architectural stick assemblies

as shown on Architect’s plans and schedules.

1.03 RELATED WORK

A. Hardware

B. Glazing

C. Painting

D. Masonry

E. Gypsum Dry Wall

F. Veneer Plastering

1.04 SHOP DRAWINGS

Doors, frames, and steel frame components shall be as shown on shop drawings and

schedules and shall be approved by the architect before fabrication.

1.05 TEST REPORTS AND LABELING COMPLIANCE

Where fire-rated door assemblies are indicated or required, provide fire-rated door

frame assemblies that comply with NFPA 80 “Standard for Fire Doors, Smoke

Doors and Windows,” and have been tested. Listed and labeled in accordance with

ASTM E 152 “Standard Methods of Fire Test of Door Assemblies.” Doors and

frames shall bear a label from Underwriters Laboratories, Inc. of North Brook, IL

showing compliance.

1.06 PACKAGE / STORAGE AND HANDLING

Doors and frames should be stored at the building site on 4” woodsills or on suitable

surfaces that will prevent rust and damage. Doors and frames should always be

stored under cover. Avoid non-vented plastic or canvas shelters that create a


Exhibit I of 101


humidity chamber. If door wrapper becomes wet, remove carton immediately.

Provide ¼” space between doors to promote air circulation.


To the greatest extent possible, obtain all frames and doors from one manufacturer.

Hollow metal supplier shall maintain an office and ware house equipped with a

sufficient inventory and equipment to properly maintain and service job during and

after construction is complete. This facility shall be located within 75 miles from the

job site.

1.08 ACCEPTABLE MANUFACTURERS

A. Steelcraft – Cincinatti, Ohio

B. Ceco – Chicago, Illinois

C. Curries – Mason City, Iowa

PART 2 PRODUCTS

2.01 MATERIALS AND FINISHES

A. Doors, frames, and frame components shall be manufactured from hot-dipped

galvanized steel, G60 zinc coating conforming to ASTM Specification A525.

B. All doors, frames, and frame components shall be cleaned, phosphatized and

finished as standard with one coat of baked-on rust inhibiting prime paint in

accordance with the ANSI A224.1 “Test Procedure and Acceptance Criteria for

Prime Painted Steel Surfaces for Steel Doors and Frames.”

C. Doors and frames shall be cleaned, phosphatized and finished with baked-on

ruse inhibiting paint capable of passing a 200-hour salt spray and 500-hour

humidity test in accordance with ASTM test method B117 and D1735.

2.02 CONSTRUCTION OF DOORS

A. Flush Steel Doors: Doors shall be full flush fabricated from hot-dipped

galvanized steel (see Section 2.01A), 16 gage for one ¾” doors. Doors shall be

reinforced, stiffened, sound deadened and insulated with impregnated kraft

honeycomb core completely filling the inside of the doors and laminated to

inside faces of both panels. Door shall have continuous vertical mechanical

interlocking joints at lock and hinge edges with visible edge seams. Doors shall

have beveled (1/8” in 2”) hinge and lock edges. Top and bottom steel

reinforcement channels shall be 14 gage and spot welded within the doors.

Hinge reinforcements shall be eight gage fro 1 2/3” doors. Lock reinforcements

shall be 16-gage and closer reinforcements, 14 gage. Galvanized doors shall

have galvanized hardware reinforcements. Adequate reinforcements shall be

provided for other hardware as required.

B. Stile and Rail Doors: Shall be of tubular stile and rail construction one ¾” thick


Exhibit I of 101


and fabricated from 16-gage galvanized steel (see Section 2.01A) Door corners

shall be mitered reinforced and continuously welded and ground smooth. Hinge

reinforcements shall be 8-gage, lock reinforcements 16-gage, and closer

reinforcements 14-gage. Galvanized doors shall have galvanized hardware

reinforcements. Adequate reinforcements shall be provided for other hardware

as required.

2.03 CONSTRUCTION OF FRAMES

A. Flush frames: shall be formed from 16-gage galvanized steel (see Section

2.010-A). F series frames shall be 2” faces. Frames shall be set up and arc-

welded. Mitered corners shall have reinforcements with four integral tabs for

secure and easy interlocking of jambs to head. Frames shall be supplied with

factory installed rubber bumpers, (3) per strike jamb and two (2) per head for

paid of doors. Frames for 1 ¾” doors shall be 8-gage steel hinge reinforcements

and prepared for 4 ½” x 4 ½” standard or heavy weight template hinges. Strike

reinforcements shall be 16-gage and prepared for an ANSI-A115.1-2 strike.

Metal plaster guards shall be provided for all mortised cutouts. Reinforcements

for surface closer shall be 14-gage steel. Galvanized frames shall have

galvanized hardware reinforcements. Adequate reinforcements shall be

provided for other hardware when required. Frames shall be furnished with a

minimum of six wall anchors and two base anchors of manufacturer’s standard

design.

2.04 CONSTRUCTION OF ARCHITECTURAL STICK COMPONENTS

Architectural stick frame assemblies shall be made of standard Steelcraft frame

components, fabricated from 16-gage galvanized steel (see Section 2.01A). Where

sticks are used at door openings and frame assemblies, they shall be fabricated from

three basic components: Open sections (perimeter members), closed sections

(intermediate members), and sill section. Open section shall be identical in

configuration to standard frames. Closed sections shall have identical jamb depths,

face dimensions, and stops as open section. Closed section shall have full-length

internal reinforcement of 16-gage steel, spot welded to both soffits at 8” on center.

Sill section shall be either flush with both faces of adjacent vertical members or

recessed from one face of the adjacent vertical members. Individual components

shall be cut to length and notched to assure square joints and shall be welded and

ground smooth at the face of the sections. Frame assemblies shall be shipped to job

site completely welded. Field joints shall be permitted only when the size of the

total assembly exceeds shipping limitations. When frame assemblies are subjected

to windloads, vertical members shall be free of splices. When specified steel panels

shall be furnished 3/8” or 1 3/8” as required. 3/8” panels shall be made of 18-gage

cold-rolled steel faces with a corrugated fiberboard filler. 1 3/8” panels shall be

made of 2-gage cold-rolled steel faces with a honeycomb core. Cores shall be

laminated to inside faces of both panels. Panels shall be standard finished (see

Section 2.01B). Steel channel glazing beads shall be provided with assemblies for


Exhibit I of 101


all areas in which glass or panels are to be installed. All necessary anchors for

jambs, heads, and sills of assemblies shall be provided. When verification of field

dimensions are necessary, they shall be made by the contractor. Frame fabrication

shall not begin until these dimensions have been submitted.

PART 3 INSTALLATION OF DOORS AND FRAMES

3.01 Doors and frames shall be installed in accordance with Door and Hardware

Institution Publication “The Installation of Commercial Doors and Steel Frames,

Insulated Steel Doors in Wood Frames and Builders Hardware.”

END OF SECTION


Exhibit I of 101

LOUVERS 08150 - 1


DOORS AND WINDOWS LOUVERS

PART 1 GENERAL

1.01 Summary

A. Furnish and install louvers, bird screens, blank-off panels, structural supports and attachment

brackets as shown on the drawings, as specified, and as needed for a complete and proper

installation.

B. The louvers to be furnished include the following:

1. Dade County approved louvers.

C. Related sections include:

1. Division 7 Section "Joint Sealants" for sealants installed in perimeter joints between louver

frames and adjoining construction.

1.02 References

A. Air Movement and Control Association International, Inc.

1. AMCA Standard 500-L-99 Laboratory Methods of Testing Louvers for Rating

2. AMCA Publication 501 Application Manual for Louvers

B. The Aluminum Association Incorporated

1. Aluminum Standards and Data

2. Specifications and Guidelines for Aluminum Structures

C. American Society of Civil Engineers

1. Minimum Design Loads for Buildings and Other Structures

D. American Society for Testing and Materials

1. ASTM B209

2. ASTM B211

3. ASTM B221

4. ASTM E90-90

E. Architectural Aluminum Manufacturers Association

1. AAMA 800 Voluntary Specifications and Test Methods for Sealants

2. AAMA 605.2 Voluntary Specification for High Performance Organic Coatings on Aluminum

Extrusions and Panels.

3. AAMA TIR Metal Curtain Wall Fasteners

4. AAMA 2605-98 Superior Performing Organic Coatings on Aluminum Extrusions and Panels

F. Canadian Standards Association

1. CAN3-S157-M83 Strength Design in Aluminum

2. S136 94 Cold Formed Steel Structural Members

G. Dade County Protocols

1. PA 100(A)-95 Test Procedure For Wind and Wind Driven Rain Resistance and/or Increased

Wind Speed Resistance of Soffit Ventilation Strip and Continuous or Intermittent Ventilation

System Installed at Ridge Area.

2. PA-201-95 Impact Test Procedure.

3. PA-202-95 Criteria for Testing Impact and Non-Impact Resistant Building Envelope

Components Using Uniform Static Air Pressure.

4. PA-203-95 Criteria for Testing Products Subject to Cyclic Wind Pressure Loading.


Exhibit I of 101

LOUVERS 08150 - 2

1.03 Submittals

A. Product Data

1. Air flow and water entrainment performance test results.

2. Material types and thickness.

B. Shop Drawings

1. Include elevations, sections and specific details for each louver.

2. Show anchorage details and connections for all component parts.

3. Include signed and sealed structural calculations.

1.04 Quality Assurance

A. Single subcontract responsibility: Subcontract the work to a single firm that has had not less

than six years experience in the design and manufacturing of work similar to that shown and

required.

B. Performance Requirements: Provide AMCA and BSRIA test data as required to confirm that

the louvers have the specified air and water performance characteristics.

C. Acoustical Performance: Where applicable, submit test reports to confirm that the louvers

meet the specified STC and Noise Reduction requirements.

D. Structural Requirements: Design all materials to withstand wind and snow loads as required

by the applicable building code. Maximum allowable deflection for the louver structural

members to be l/180 or 0.75 inches, whichever is less. Maximum allowable deflection for the

louver blades to be l/120 or 0.50 inch across the weak axis, whichever is less.

E. Professional Engineer Requirements: Drawings and structural calculations to be signed and

sealed by a professional engineer licensed to practice in the state of New Jersey (or Mississauga,

Ontario).

F. Warranty: Provide written warranty to the owner that all products will be free of defective

materials or workmanship for a period of one year from date of installation.

1.05 Delivery, Storage and Handling

A. Delivery: At the time of delivery all materials shall be visually inspected for damage. Any

damaged boxes, crates, louver sections, etc. shall be noted on the receiving ticket and

immediately reported to the shipping company and the material manufacturer.

B. Storage:

1. Material may be stored flat, on end or on its side.

2. Material may be stored either indoors or outdoors.

3. If stored outdoors the material must be raised sufficiently off the ground to prevent it being

flooded.

4. If stored outdoors the material must be covered with a weather proof flame resistant sheeting

or tarpaulin.

C. Handling:

1. Material shall be handled in accordance with sound material handling practices and in such a

way as to minimize racking.

2. Louver sections may be hoisted by attaching straps to the jambs and lifting the section while it

is in a vertical position.


Exhibit I of 101

LOUVERS 08150 - 3

3. Louver sections should only be lifted and carried by the jambs. Heads, sills and blades are not

to be used for lifting or hoisting louver sections.

PART 2 PRODUCTS

2.01 Manufacturers

A. The louvers and related materials herein specified and indicated on the drawings shall be as

manufactured by:

Pottorff Inc.

Construction Specialties Inc.

B. Products equal to the Pottorff materials may be offered provided that the manufacturer and

materials are pre-approved at least 10 working days before the bid date.

2.02 Materials

A. Aluminum Extrusions: ASTM B211, Alloy 6063-T5, 6063-T6 or 6061-T6.

B. Aluminum Sheet: ASTM B3209, Alloy 1100, 3003 or 5005.

2.03 Fabrication, General

A. Provide Pottorff louver models, bird screens, blank-off panels, structural supports and

accessories as specified and/or shown on the drawings. Materials, sizes, depths, arrangements and

material thickness to be as indicated or as required for optimal performance with respect to

strength; durability; and uniform appearance. B. Louvers to be mechanically assembled using

stainless steel or aluminum fasteners.

C. Include supports, anchorage, and accessories required for complete assembly.

2.04 Louver Models

A. Pottorff ECD 545 MD 5” deep 45 degree blade Deep Dade County Approved Fixed

Horizontal Hurricane Louver with expanded flattened aluminum screen.

2. Structural Performance: Louvers shall have been tested in accordance with Dade County

Protocols PA201, PA202 and PA 203; and shall be Dade County Approved for open structure

building envelope protection (including missile) for allowable design wind loading up to 150 psf.

Section sizes are to be in accordance with the Notice of Acceptance No. 11-0218.04

3. AMCA Performance: A 4’ x 4’ unit shall conform to the following:

Free Area 6.70 sq. ft.

Free area velocity at the point of beginning water penetration 1250 FPM

2.05 Finishes

A. General: Comply with NAAMM "Metal Finishes Manual" for finish designations and

application recommendations, except as otherwise indicated. Apply finishes in factory. Protect

finishes on exposed surfaces prior to shipment. Remove scratches and blemishes from exposed

surfaces that will be visible after completing finishing process. Provide color as indicated or, if

not otherwise indicated, as selected by architect.

B. High performance Fluoropolymer Coating

1. Louvers to be finished with an inhibitive thermo-cured primer, 0.2 mil minimum dry film

thickness, and a thermo-cured fluorocarbon coating containing "Kynar 500" resin, 1.0 mil


Exhibit I of 101

LOUVERS 08150 - 4

minimum dry film thickness.

2. All aluminum shall be thoroughly cleaned, etched and given a chromated conversion pre-

treatment before application of the Kynar/Hylar coating. The coating shall receive a bake cycle of

17 minutes at 4500.

F. All finishing procedures shall be one continuous operation in the plant

of the manufacturer.

3. Manufacturer to furnish an extended 20 limited warranty for the Kynar/Hylar coating. This

limited warranty shall begin on the date of material shipment.

Fluoropolymer system.

1. All aluminum shall be thoroughly cleaned, etched and given a chromated conversion pre-

treatment before application of the Kynar/Hylar coating. The coating shall consist of a primer, a

high metallic color coat and a clear PVF2 topcoat. It shall receive a bake cycle of 17 minutes at

4500

F. All finishing procedures shall be one continuous operation in the plant of the

manufacturer. 3. Manufacturer to furnish an extended 20 limited warranty for the Kynar/Hylar

coating. This limited warranty shall begin on the date of material shipment.

G. All finishing procedures shall be one continuous operation in the plant of the manufacturer.

3. Manufacturer to furnish an extended 20 limited warranty for the Kynar/Hylar coating. This

limited warranty shall begin on the date of material shipment.

2.07 Blank Offs

A. Furnish where indicated on the drawings blank–off panels fabricated by the louver

manufacturer.

B. Blank-off panels to be 0.050” thick aluminum sheet. Panels to be finished with Kynar 500

minimum I mil thick full strength 70% resin Fluoropolymer coating. Color to be selected by the

architect.

PART 3 EXECUTION

3.01 Examination: Examine openings to receive the work. Do not proceed until any

unsatisfactory conditions have been corrected.

3.02 Installation

A. Comply with manufacturer's instructions and recommendations for installation of the work.

B. Verify dimensions of supporting structure at the site by accurate field measurements so that

the work will be accurately designed, fabricated and fitted to the structure.

C. Anchor louvers to the building substructure as indicated on architectural drawings.

D. Erection Tolerances:

1. Maximum variation from plane or location shown on the approved shop drawings: 1/8" per 12

feet of length, but not exceeding 1/2" in any total building length or portion thereof

(noncumulative).

2. Maximum offset from true alignment between two members abutting end to end, edge-to edge

in line or separated by less than 3": 1/16" (shop or field joints). This limiting condition shall

prevail under both load and no load conditions.

E. Cut and trim component parts during erection only with the approval of the manufacturer or

fabricator, and in accordance with his recommendations. Restore finish completely. Remove and

replace members where cutting and trimming has impaired the strength or appearance of the


Exhibit I of 101

LOUVERS 08150 - 5

assembly.

F. Do not erect warped, bowed, deformed or otherwise damaged or defaced members. Remove

and replace any members damaged in the erection process as directed.

G. Set units level, plumb and true to line, with uniform joints.

3.03 Protection

A. Protect installed materials to prevent damage by other trades. Use materials that may be easily

removed without leaving residue or permanent stains.

3.04 Adjusting and cleaning

A. Immediately clean exposed surfaces of the louvers to remove fingerprints and dirt

accumulation during the installation process. Do not let soiling remain until the final cleaning.

B. Before final inspection, clean exposed surfaces with water and a mild soap or detergent not

harmful to the material finishes. Thoroughly rinse surfaces and dry.

C. Restore louvers and accessory components damaged during installation and construction so no

evidence remains of corrective work. If results of restoration are unsuccessful, as determined by

the Architect, remove damaged materials and replace with new materials.

1. Touch up minor abrasions in finishes with a compatible air-dried coating that matches the

color and gloss of the factory applied coating.

D. Dissimilar Metals - Provide separation between aluminum louvers and any dissimilar metals.

Peel and stick mastic or other similar materials will be used to separate these dissimilar metals.

END OF SECTION


Exhibit I of 101

SECTIONAL DOORS 08360- 1


DOORS AND WINDOWS SECTIONAL DOORS

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Insulated Sectional Overhead Doors.

B. Electric Operators and Controls.

E. Operating Hardware, tracks, and support.

1.2 RELATED SECTIONS

A. Section 033000 - Cast-In-Place Concrete: Prepared opening in concrete. Execution

requirements for placement of anchors in concrete wall construction.

B. Section 048100 - Unit Masonry Assemblies: Prepared opening in masonry. Execution

requirements for placement of anchors in masonry wall construction.

C. Section 055000 - Metal Fabrications: Steel frame and supports.

E. Section 079200 - Joint Sealers: Perimeter sealant and backup materials.

F. Section 087100 - Door Hardware: Padlocks.

G. Section 099000 - Paints and Coatings: Field painting.

I. Section 260533 - Raceway and Boxes: Empty conduit from control station to door operator.

J. Section 262726 - Wiring Connections: Electrical service to door operator.

1.3 REFERENCES

A. ANSI/DASMA 102 - American National Standard Specifications for Sectional Overhead

Type Doors.

B. ASTM A 123 – Zinc hot-dipped galvanized coatings on iron and steel products.

C. ASTM A 216 - Specifications for sectional overhead type doors.

D. ASTM A 229 - Steel wire, oil-tempered for mechanical springs.


Exhibit I of 101


E. ASTM A 653 - Steel sheet, zinc-coated galvanized by the hot-dipped process, commercial

quality.

F. ASTM D 1929 - Ignition temperature test to determine flash and ignition temperature of

foamed plastics.

G. ASTM E 84 - Tunnel test for flame spread and smoke developed index.

H. ASTM E 330 - Structural performance of exterior windows, curtain walls, and doors by

uniform static air pressure difference.

I. ASTM E 413 - Classification for Rating Sound Insulation

J. ASTM E 1332 - Standard Classification for Rating Outdoor-Indoor Sound Attenuation.

K. ASTM E 283 - Standard Test Method for Determining Rate of Air Leakage Through Exterior

Windows, Curtain Walls, and Doors Under Specified Pressure Differences Across the Specimen

1.4 DESIGN / PERFORMANCE REQUIREMENTS

A. Wind Loads: Design and size components to withstand loads caused by pressure and suction

of wind acting normal to plane of wall as calculated in accordance with applicable code.

1. Design pressure of 54.4 lb/sq ft.

B. Single-Source Responsibility: Provide doors, tracks, motors, and accessories from one

manufacturer for each type of door. Provide secondary components from source acceptable to

manufacturer of primary components.

1.5 SUBMITTALS

A. Submit under provisions of Section 013300.

B. Product Data: Manufacturer's data sheets on each product to be used, including:

1. Preparation instructions and recommendations.

2. Storage and handling requirements and recommendations.

3. Installation methods.

C. Shop Drawings: Indicate plans and elevations including opening dimensions and required

tolerances, connection details, anchorage spacing, hardware locations, and installation details.

D. Manufacturer's Certificates: Certify products meet or exceed specified requirements.

E. Operation and Maintenance Data.



Exhibit I of 101


A. Manufacturer Qualifications: Company specializing in manufacturing products specified in

this section with minimum five years documented experience.

B. Installer Qualifications: Authorized representative of the manufacturer with minimum five

years documented experience.

C. Products Requiring Electrical Connection: Listed and classified by Underwriters Laboratories,

Inc. acceptable to authority having jurisdiction as suitable for purpose specified.

1.7 DELIVERY, STORAGE, AND HANDLING

A. Store products in manufacturer's unopened labeled packaging until ready for installation.

B. Protect materials from exposure to moisture until ready for installation.

C. Store materials in a dry, ventilated weathertight location.

1.8 PROJECT CONDITIONS

A. Pre-Installation Conference: Convene a pre-installation conference just before commencement

of installation, to establish procedures to maintain optimum working conditions and to coordinate

this work with related and adjacent work.

PART 2 PRODUCTS


A. Wayne Dalton Doors

B. Raynor Garage Doors

C. Overhead Doors

2.2 STEEL SECTIONAL OVERHEAD DOORS

A. Sectional Overhead Steel Doors: Wayne Dalton C-2400 Series Steel Doors. Units shall have

the following characteristics:

1. Door Assembly: Steel door assembly of roll formed steel type with ship lap meeting rails and

box shaped 20 gauge stile construction.

a. Panel Thickness: 2 inches (51 mm).

b. Exterior Surface: Ribbed.

c. Section Material: Nominal 24 gauge, galvanized steel.

d. Insulation: Insulation held in place with polymer clips. Provides an R-value up to 7.64

1) 1-9/16 inch expanded polystyrene.

2) Insulation covered with vinyl.

e. Center and End Stiles: 20 gauge steel.

f. Springs:

1) Standard cycle spring: 10,000 cycles


Exhibit I of 101


2. Finish and Color: Two coat baked-on polyester:

a. White color.

3. Windload Design: Provide to meet the Design/Performance requirements specified.

4. Hardware: Galvanized steel hinges and fixtures. Ball bearing rollers with hardened steel races.

5. Lock:

a. Interior mounted slide lock

6. Weatherstripping:

a. Flexible bulb-type strip at bottom section.

b. Flexible Jamb Seals.

c. Flexible Header seal.

7. Track: Provide track as recommended by the manufacturer to suit loading required and

clearances available.

a. Size:

2) 3 inch (76 mm).

b. Type:

2) Vertical lift.

a. Vertical track shall be graduated to provide wedge type weathertight closing with continuous

angle mounting for steel or wood jambs, and shall be fully adjustable to seal door at jambs.

8. Manual Operation: Chain hoist.

PART 3 EXECUTION

3.1 EXAMINATION

A. Do not begin installation until openings have been properly prepared.

B. Verify wall openings are ready to receive work and opening dimensions and tolerances are

within specified limits.

C. If preparation is the responsibility of another installer, notify Architect of unsatisfactory

preparation before proceeding.

3.2 PREPARATION

A. Clean surfaces thoroughly prior to installation.


Exhibit I of 101


B. Prepare surfaces using the methods recommended by the manufacturer for achieving the best

result for the substrate under the project conditions.

3.3 INSTALLATION

A. Install overhead doors and track in accordance with approved shop drawings and the

manufacturer's printed instructions.

B. Coordinate installation with adjacent work to ensure proper clearances and allow for

maintenance.

C. Anchor assembly to wall construction and building framing without distortion or stress.

D. Securely brace door tracks suspended from structure. Secure tracks to structural members

only.

E. Fit and align door assembly including hardware.

G. Instruct Owner’s personnel in proper operating procedures and maintenance schedule.

3.4 ADJUSTING

A. Test for proper operation and adjust as necessary to provide proper operation without binding

or distortion

B. Adjust hardware and operating assemblies for smooth and noiseless operation.

3.5 CLEANING

A. Clean doors, frames and glass using non-abrasive materials and methods recommended by

manufacturer.

B. Remove labels and visible markings.

C. Touch-up, repair or replace damaged products before Substantial Completion.

3.6 PROTECTION

A. Do not permit construction traffic through overhead door openings after adjustment and

cleaning.

B. Protect installed products until completion of project.

END OF SECTION


Exhibit I of 101

ALUMINUM STOREFRONT 08410 - 1


DOORS & WINDOWS ALUMINUM STOREFRONT

PART 1 GENERAL



Supplementary Conditions and Division 1 Specification sections, apply to work

of this section.

1.02 SCOPE:

Furnish all necessary material, labor and equipment to complete installation of

window framing shown on drawings and specified herein. Includes fixed

windows. See steel doors and frames for entry units.

1.03 RELATED WORK:

A. Glass

B. Glazed Curtain Walls

C. Masonry

D. Hardware

1.04 PRODUCTS:

A. Kawneer Aluminum Hurricane Resistant Storefront System.

B. Series: IR 501 Storefront System.

C. Framing Member Profile: 2-1/2" x 5" (63.5 x 127) nominal dimension;

Non-Thermal; Center Glazed; Interior Structural Silicone Glazed; Screw

Spline Fabrication.

D Product is to be center glazed.

1.05 SUBSTITUTIONS: Material specified is by Kawneer, Inc, Pre-approved

Equivalent products by YKK & Coral Industries are acceptable provided they

closely match the existing framing and hardware and similar and equal products

by other manufacturers will be considered, if properly submitted in accordance

with Section 01300.

1.06 SUBMITTALS:

Shop drawings will be submitted to the Architect for approval prior to fabrication.

PART 2 MATERIALS

2.01 Window system

A. Aluminum (Storefront and Components):

1. Material Standard: ASTM B 221; 6063-T6 alloy and temper

2. Member Wall Thickness: Each storefront member shall provide structural


Exhibit I of 101


strength to meet specified performance requirements.

3. Tolerances: Reference to tolerances for wall thickness and other cross-

sectional dimensions of storefront members are nominal and in compliance with

AA Aluminum Standards and Data.

2.02 Accessories

A.Fasteners: Shall be 300 Series Stainless Steel.

B. Gaskets: Exterior Glazing gaskets shall be extruded EPDM rubber. Interior Spacer

shall be compatible with Silicone Sealant.

C. Perimeter Strap Anchors (Optional): Aluminum 6063-T6 Alloy and Temper.

D. Perimeter Anchors: When steel anchors are used, provide insulation between steel

material and aluminum material to prevent galvanic action.

2.03 FABRICATION:

A. General:

1. Fabricate components per manufacturer's installation instructions and with

minimum clearances and shim spacing around perimeter of assembly, yet enabling

installation and dynamic movement of perimeter seal.

2. Accurately fit and secure joints and corners. Make joints flush, hairline and

weatherproof.

3. Prepare components to receive anchor devices. Fabricate anchors.

4. Arrange fasteners and attachments to conceal from view.

2.04 Finishes

A. Factory Finishing:

Anodized Aluminum AA-M10C22A44 – Class I Hardcoat anodizing. Match

existing BRONZE color

2.05 Source Quality Control

A. Source Quality: Provide aluminum storefront specified herein from a single source.

1. Building Enclosure System: When aluminum storefront is part of a building

enclosure system, including entrances, entrance hardware, windows, curtain wall

system and related products, provide building enclosure system products from a

single source manufacturer.

B. Fabrication Tolerances: Fabricate aluminum storefront in accordance with framing

manufacturer's prescribed tolerances.

PART 3 EXECUTION

3.01 Examination

A. Site Verification of Conditions: Verify substrate conditions (which have been

previously installed under other sections) are acceptable for product installation in

accordance with manufacturer's instructions. Verify openings are sized to receive

storefront system and sill plate is level in accordance with manufacturer's acceptable

tolerances.

1. Field Measurements: Verify actual measurements/openings by field

measurements before fabrication; show recorded measurements on shop drawings.

Coordinate field measurements, fabrication schedule with construction progress to

avoid construction delays.

3.02 Installation


Exhibit I of 101


A. General: Install storefront system in accordance with manufacturer's

instructions and AAMA storefront and entrance guide specifications manual.

1. Dissimilar Materials: Provide separation of aluminum materials from sources

of corrosion or electrolytic action contact points.

2. WeatherTight Construction: Install sill members and other members in a bed

of sealant or with joint filler or gaskets, to provide weathertight construction.

Coordinate installation with wall flashings and other components of construction.

3. Attach to structure to permit sufficient adjustment to accommodate

construction tolerances and other irregularities.

4. Provide alignment attachments and shims to permanently fasten system to

building structure.

5. Align assembly plumb and level, free of warp and twist. Maintain assembly

dimensional tolerances aligning with adjacent work.

B. Related Products Installation Requirements:

1. Sealants (Perimeter): Refer to Joint Treatment (Sealants) Section.

2. Glass: Refer to Glass and Glazing Section.

a.Reference: ANSI Z97.1, CPSC 16 CFR 1201 and GANA Glazing Manual.

3.03 Field Quality Control

A. Manufacturer's Field Services: Upon Owner’s written request, provide

periodic site visit by manufacturer’s field service representative.

3.04 Protection and Cleaning

A. Protection: General Contractor shall protect installed product's finish surfaces

from damage during construction. Protect aluminum storefront system from damage

from grinding, weld burns and polishing compounds, plaster, lime, acid, cement, or

other harmful contaminants.

B. Cleaning: Repair or replace damaged installed products. Clean installed

products in accordance with manufacturer's instructions prior to owner's acceptance.

Remove construction debris from project site and legally dispose of debris.

END OF SECTION


Exhibit I of 101

HARDWARE 08710 - 1


DOORS & WINDOWS HARDWARE

PART 1 - GENERAL


Drawings and general provisions of the Contract, including Supplementary General

Conditions and Division 1 Specifications Sections, apply to work of this system.

1.02 WORK INCLUDES

“Finish hardware” includes items known commercially as finish hardware which is

required for swing, sliding and folding doors, except special types of unique and non-

matching hardware specified in the same section as the door and frame.

1.03 RELATED WORK

Hardware supplier shall check with other sections of this specifications for related work

such as aluminum entrances, metal doors and frames, wood doors, toilet partitions and

accessories and any other item related to work in this section.


A. The finish hardware supplier shall furnish to the General Contractor all finishing

hardware as from now on specified or as obviously required to complete the

project. Items, not specifically mentioned but necessary to complete the work

shall be furnished, matching in quality and finish to the items from now on

specified or described. Should an opening be omitted, this supplier shall provide

finish hardware equal to that specified for similar adjacent openings and as

approved by the architect for function and quality. No extras will be allowed for

omitted required items. Clarify all questions with the Architect in writing, before

the bid opening.

B Experience: Hardware shall be furnished by those having experience in the

builder’s hardware filed, competent to correctly interpret the plans, specifications,

to furnish appropriate technician regularly employed by them to immediately

service the job as required. This technician shall operate out of a stocking

builder’s warehouse located within 75 miles of the job site to insure immediate

servicing of the project. The supplier shall make two visits to the job site during

the application of the finish hardware. Before each visit, he shall notify the

General Contractor and the Architect in writing of his intention to visit the job so

that either or both parties may have representation on the job to discuss any


Exhibit I of 101

HARDWARE 08710 - 2

hardware problems that might arise. Also, this supplier shall immediately service

the job upon the call of the General Contractor and the Architect. Upon the

completion of the job and before the final construction inspection, this supplier

shall lubricate and adjust all hardware per manufacturer’s recommendations.

These service requirements shall be demanded and strictly enforced by the

Architect.

A. Product Delivery; All items of finish hardware shall be received at supplier’s

warehouse, checked for correctness of product, strikes, brackets, screws and

miscellaneous items, etc. Hardware is to be accumulated at the supplier's

warehouse and as far as practical be delivered in one complete delivery by

supplier’s personnel. Contractor shall refuse drop or factory shipments. The

supplier is to coordinate delivery with Contractor and Contractor is to check all

items of hardware at the time of delivery with personnel from supplier’s office.

B. Product handling: Provide secure lock-up for hardware delivered to the project

but not yet installed. Control the handling and installation of hardware items

which are not completely replaceable so that the completion of the work will not

be delayed by hardware losses, both before and after installation.

C. Fire Rated Openings: Provide hardware for fire-rated openings in compliance

with NFPA Standard No. 80. Provide only hardware that has been tested and

listed by Underwriter’s Laboratories, Inc. for types and sized of doors required

and complies with the requirements of door and doorframe labels.

D. Adjust and Clean:

1. Adjust and check each operating item of hardware and each door to insure

proper operation or function of every unit. Lubricate moving parts with type

lubrication recommended by the manufacturer (graphite type if no other

recommended). Replace units wich cannot be adjusted and lubricated to

operate freely and smoothly as intended for the application made.

2. Clean adjacent surfaces soiled by hardware installation.

3. Final Adjustment: Wherever hardware installation is made more than one

month before acceptance or occupancy, and make final check and adjustment

of all hardware and doors. Adjust door controls devices to compensate for

final operation of heating and ventilating equipment.

PART 2 - PRODUCTS

2.01 FASTENINGS

A. Furnish all finish hardware with all necessary screws, bolts, and other fasteners of

suitable size and type to anchor hardware in position for long life under hard use.


Exhibit I of 101

HARDWARE 08710 - 3

B. Furnish sex bolts for all panic or exit devices and closers.

C. All fastenings shall harmonize with the hardware as to materials and finishes.

2.02 KEYING

A. All locks shall be equipped with Schlage interchangeable cores and keyed

into that system.

B. Supply temporary cores for use as a Construction keying system.

C. Contractor shall install permanent cores before the Owner accepts the

project.

D. Hardware supplier shall consult with the Architect to secure written

approval of the complete keying layout before placing the lock order with the

factory. All permanents keys and keying are to be completed by Schlage Lock

Company at the factory. This is to ensure that the integrity and security of the

system are maintained.

E. Stamp all keys with “FGCMFEC – Do not duplicate.”

F. Supply 20 extra key blanks.

G. All master keys shall be identified for the job, tagged and delivered to:

Florida Department of Environmental Protection, project manager.


Hinges – Ives, Select, Hager

Cylinders – Schlage

Locks – Schlage, Flacon

Panic Devices - Von Duprin, Falcon

Closers- LCN, Falcon

Weather strip – Zero, National Guard, Hager

HURRICANE CODE COMPLIANCE

Hardware items listed shall follow Hurricane Code when used with Steelcraft. If

another hollow metal brand is to be used, the supplier shall get products approved in

advance as outlined in Section 1 of this specification.


Exhibit I of 101

HARDWARE 08710 - 4

HARDWARE SET

If required, supply surface bolts to comply with Wind Code requirements as required by

Hollow Metal manufacturer. Labeled doors require ball bearing hinges and Door closers,

if not listed, suppliers need to add equally to other products. HC accessible doors require

surface bolts or whatever is required by door manufacturer. The supplier is to provide

items that are correct at attaining Wind Code as required.

2 Hinge Cont Concealed 112HD x 83” x Tek Screws x US28 US28 Clear, Aluminum Ives

2 Surface Bolt-Standard Stk SB360 12 IN x MS x SNB x US2C US2C Ives

1 Lockset Storeroom L9480T x 06A x 10-072 x ICA x 50-231 x L583-363 x 630 630 Schlage

1 I.C. Core 23-030 x Everest-D x GMK x 50-217 x CKC-Cyl(50-216) x 626 626 Satin Chrome Schlage

1 Closer Surface/HO/Stop 4040XP x HCUSH x SRI x TBWMS x AL AL Aluminum LCN

1 Threshold Panic 5/8" 566A x 72” Zero

1 Astragal Set ASTRAGAL BY DOOR MNF. Bid Generic

2 Door Sweep 8197AA x 36”w Zero

1 Gasketing 188S-Bk x 72” x 84” Zero

1 Rain Drip Cap 142A x 76” Zero

1 Weatherstrip Rigid 322A x 72” x 84” Zero


Exhibit I of 101

GLAZING 08800 - 1


DOORS AND WINDOWS GLAZING

PART 1 GENERAL



Supplementary Conditions and Division 1 Specification section, apply to work of

this section.

1.02 SCOPE:

This section includes mirrors, glass and glazing and all related items necessary for a

complete installation.

1.03 SCHEDULES: Sizes, types, and location of glass is shown on the architectural

drawings.

1.04 LABELS: Glass shall be delivered with original Manufacturer's trade and grade

mark. Labels shall remain on glass.

1.05 SUBSTITUTIONS: Material specified is by Oldcastle Building Envelope, but

similar and equal products by AGC Flat Glass, Viracon, Inc. will be acceptable.

1.06 RELATED WORK:

A. Entry Doors and Frames

B. Windows

C. Doors

1.07 SUBMITTALS:

A. Samples:

1. Color sample of Sealant to be used other than clear.

B. Product Data:

1. Two copies of product manufacturer's specifications,

recommendations, and installation instruction for sealant and

associated materials.

2. Manufacturer's published data, letter of certification, or certified test

laboratory report that each material complies with requirements and

is intended for application shown.

1.08 GUARANTEE

A. Provide manufacturer's standard 10-year material guarantee.

B. Guarantee workmanship for one year.

PART 2 MATERIALS


Exhibit I of 101

GLAZING 08800 - 2

2.01 INSULATED GLASS: Shall be 1 5/16" thick with ¼" panes. Exterior pane is PPG

Solar Gray, ½” air space. ¼” clear heat strengthened, .090 SGP interlayer, ¼” clear

heat strengthened laminated hurricane impact interior lite. Provide Low "E" coating

on the #3 surface of the insulated unit.

2.04

2.05 SEALANTS:

A. Dow Corning 999 Silicone Building Sealant

B. G.E. Construction 1200 Sealant

C. Silicone formed Glazing Gaskets

D. Neoprene Setting Blocks

2.06 G.E. Caulk silicone and silicone formed tapes and neoprene setting block etc...

2.07 MISCELLANEOUS MATERIALS

A. Joint cleaner for glass: Xylol. Tuluol or Methyl Ethyl Ketone (MEK).

B. Masking Tape; Pressure sensitive adhesive paper tape.

PART 3 FABRICATION

3.01 Cut glass to allow for expansion.

3.02 PLATE GLASS: Shall be cut and installed so that any wave distortion runs

horizontally.

PART 4 INSTALLATION

4.01 GENERAL: Glass shall be installed by mechanics skilled in this trade.

4.03 GLAZING WINDOWS, DOORS AND FRAMES: Shall be installed in accordance

with the Flat Glass Jobbers Association Glazing Manual. All surfaces shall be clean

and dry. Work only when the outside temperature is above 40 degrees F. Where

operating sash is being glazed, no operation is permitted until the compound is set.

All glass, plastic window trim and metal frames shall be cleaned and polished at the

end of the job.

4.04 Butt glazing installations shall require neoprene setting blocks at ¼ points. Clear

silicone gaskets at head sill and jamb and clear silicone caulking at the meeting

point of glass panes. Apply sealant to insure entire cavity is filled. Voids along the

edge are not acceptable. Immediately tool finish sealant into contact with sides of

joint. Tooling shall be done without soap or detergents. Remove excess sealant by

mechanical means or with Xylol Xylene) or mineral spirits.

END OF SECTION


Exhibit I of 101

PAINTING 09900 - 1


FINISHES PAINTING

PART 1 GENERAL




this section.

1.02 SCOPE:

This section includes the furnishing of all labor and material and equipment

necessary for the complete painting of all surfaces (unless specifically excepted) on

both interior and exterior of the project.

1.03 The painting Contractor will be responsible for the inspection of the work of others

before the application of paint or other finishes. If any surface to be finished cannot

be put in proper condition of finishing by customary cleaning, sanding or puttying

operations, the Painting Contractor shall immediately notify the General Contractor

or Architect in writing or assume responsibility for and rectify and unsatisfactory

finish resulting.

1.04 RELATED WORK:

A. New Interior Walls

1.05 SUBSTITUTIONS: Paints specified are the products of Sherwin Williams as the

basis of design, but similar and equal first line products by PPG and Coronado will

also be considered. For exterior concrete and CMU surfaces, similar products by

Mapei will be considered equal.

1.06 SUBMITTALS:

Submit manufacturer’s technical data on proposed paint and a schedule of materials

for various applications. See section 013300 for submittal requirements.

PART 2 MATERIALS

2.01 INTERIOR WOOD SURFACES (PIGMENT PAINTED):

A. 1 coat 17-955 Seal Grip Latex Enamel Under coater

B. 2 coats 6-500 Speedhide Acrylic Latex Semi-Gloss Enamel

2.02 INTERIOR CONCRETE MASONRY UNITS

A. 1 coat Heavy Duty Block Filler

B. 2 coats ProMar 200 Zero VOC Interior Latex Egg Shell


Exhibit I of 101

PAINTING 09900 - 2

2.03 EXTERIOR CONCRETE MASONRY UNITS (Screen walls) A. Primer: B42W00046 - Heavy Duty Block Filler

B. 2 Coats: A24W01451 - Loxon XP Waterproofing Masonry Coating

2.04 INTERIOR AND EXTERIOR FERROUS METAL

A. 1 coat Pro-Cryl Universal Acrylic Primer

B. 2 coats Pro Industrial DTM Acrylic

PART 3 WORKMANSHIP

3.01 Properly prepare, fill, sand and clean all surfaces to be painted.

3.02 Apply paint to flow on smoothly and evenly to proper film thickness with a brush,

roller or spray as indicated for various surfaces and materials. Cut paint neatly at

unpainted materials and areas.

3.03 The number of coats specified herein is normally sufficient to obtain a satisfactory

finish, but, should the finish not be acquired, it will be the responsibility of the

Painting Contractor to apply such additional coats as may be required at no

additional expense to the Owner.

3.04 Apply all items under this specification in strict accordance with the Manufacturer's

directions. Adhere to specified drying times between coats.

3.05 Sand lightly with 5-0 paper on steel wool between all coats of pigment paint and

varnish. Wood fillers shall be rubbed with a rough cloth.

3.06 Work only under favorable weather conditions.

3.07 Top and bottom edges of all cabinet and passage doors will be finished same as

faces.

3.08 Back prime all millwork before installation.

3.09 Fill all holes after prime coat.

3.10 Protect all hardware, plate accessories, etc., from the paint.

3.12 For galvanized steel angles, wash with denatured alcohol before applying primer.

PART 4 SURFACES NOT TO BE PAINTED (all other shall be painted)

4.01 Metal Roofing and Siding.


Exhibit I of 101

PAINTING 09900 - 3

4.02 Walks, Floor Covering

4.03 Aluminum and Copper surfaces

4.04 Stainless Steel surfaces

4.05 Hardware

4.06 Glass

ALL OTHER SURFACES UNLESS OTHERWISE DIRECTED BY ARCHITECT ARE

TO BE PAINTED.

END OF SECTION


Exhibit I of 101

FIRE EXTINGUISHERS 10522 - 1


SPECIALTIES FIRE EXTINGUISHERS

PART 1 GENERAL




this section.

1.02 SCOPE:

This section includes the furnishing and installation of extinguisher cabinets and

extinguishers.

1.03 SUBMITTALS:

Shop drawings and manufacturer’s product data will be furnished the Architect for

approval prior to ordering. See Section 013300 for submittal requirements.

1.04 SUBSTITUTIONS:

Cabinets and Extinguishers Specified are as manufactured by Larsen Manufacturing

Co., but equal & similar units by Elkhart Brass Manufacturing Co., or J. & L.

Industries or equal will be considered.

PART 2 MATERIALS

2.01 EXTINGUISHERS

Provide extinguishers MP10 - UL Rating 4A-60B-C with wall mounting brackets.

Provide the number of units shown on the plans, designated FE.

END OF SECTION


Exhibit I of 101

METAL BUILDING SYSTEMS 13341 - 1

SECTION 13341 - METAL BUILDING SYSTEMS

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Structural-steel framing.

2. Metal roof panels.

3. Metal wall panels.

4. Metal soffit panels.

5. Thermal insulation.

6. Personnel doors and frames.

7. Windows.

8. Accessories.

1.2 ACTION SUBMITTALS

A. Product Data: For each type of metal building system component.

B. Shop Drawings: Indicate components by others. Include full building plan, elevations, sections,

details and attachments to other work.

C. Delegated-Design Submittal: For metal building systems.

1. Include analysis data indicating compliance with performance requirements and design

data signed and sealed by the qualified professional engineer responsible for their

preparation.

1.3 INFORMATIONAL SUBMITTALS

A. Welding certificates.

B. Letter of Design Certification: Signed and sealed by a qualified professional engineer. Include

the following:

1. Name and location of Project.

2. Order number.

3. Name of manufacturer.

4. Name of Contractor.

5. Building dimensions including width, length, height, and roof slope.

6. Indicate compliance with AISC standards for hot-rolled steel and AISI standards for cold-

rolled steel, including edition dates of each standard.

7. Governing building code and year of edition.


Exhibit I of 101


8. Design Loads: Include dead load, roof live load, collateral loads, roof snow load,

deflection, wind loads/speeds and exposure, seismic design category or effective peak

velocity-related acceleration/peak acceleration, and auxiliary loads (cranes).

9. Load Combinations: Indicate that loads were applied acting simultaneously with

concentrated loads, according to governing building code.

10. Building-Use Category: Indicate category of building use and its effect on load

importance factors.

C. Material test reports.

D. Source quality-control reports.

E. Field quality-control reports.

F. Sample warranties.

1.4 CLOSEOUT SUBMITTALS

A. Maintenance data.


A. Manufacturer Qualifications: A qualified manufacturer.

1. Accreditation: Manufacturer's facility accredited according to the International

Accreditation Service's AC472, "Accreditation Criteria for Inspection Programs for

Manufacturers of Metal Building Systems."

2. Engineering Responsibility: Preparation of comprehensive engineering analysis and Shop

Drawings by a professional engineer who is legally qualified to practice in jurisdiction

where Project is located.

B. Erector Qualifications: An experienced erector who specializes in erecting and installing work

similar in material, design, and extent to that indicated for this Project and who is acceptable to

manufacturer.

C. Welding Qualifications: Qualify procedures and personnel according to the following:

1. AWS D1.1/D1.1M, "Structural Welding Code - Steel."

2. AWS D1.3, "Structural Welding Code - Sheet Steel."

1.6 WARRANTY

A. Special Warranty on Metal Panel Finishes: Manufacturer agrees to repair finish or replace metal

panels that show evidence of deterioration of factory-applied finishes within specified warranty

period.

1. Finish Warranty Period: 10 years from the date of Substantial Completion.


Exhibit I of 101


B. Special Weathertightness Warranty for Standing-Seam Metal Roof Panels: Manufacturer agrees

to repair or replace standing-seam metal roof panel assemblies that leak or otherwise fail to

remain weather tight within specified warranty period.

1. Warranty Period: 20 years from the date of Substantial Completion.

PART 2 - PRODUCTS

2.1 MANUFACTURERS

A. Vulcan Steel Structures

B. American Building Company

C. Diversified Metal Buildings Inc.

D. ACI Building Systems, Inc.

PERFORMANCE REQUIREMENTS

E. Delegated Design: Engage a qualified professional engineer, as defined in Section 014000

"Quality Requirements," to design metal building system.

F. Structural Performance: Metal building systems shall withstand the effects of gravity loads and

the following loads and stresses within limits and under conditions indicated according to

procedures in MBMA's "Metal Building Systems Manual."

1. Design Loads: As indicated on Drawings.

2. Deflection and Drift Limits: Design metal building system assemblies to withstand

serviceability design loads without exceeding deflections and drift limits recommended in

AISC Steel Design Guide No. 3 "Serviceability Design Considerations for Steel

Buildings."

G. Thermal Movements: Allow for thermal movements from ambient and surface temperature

changes by preventing buckling, opening of joints, overstressing of components, failure of joint

sealants, failure of connections, and other detrimental effects. Base calculations on surface

temperatures of materials due to both solar heat gain and nighttime-sky heat loss.

1. Temperature Change: 120 deg F, ambient; 180 deg F, material surfaces.

H. Structural Performance for Metal Roof and Wall Panels: Provide metal panel systems capable

of withstanding the effects of the following loads, based on testing according to ASTM E 1592:

1. Wind Loads: As indicated on Drawings.

I. Air Infiltration for Metal Roof Panels: Air leakage of not more than 0.06 cfm/sq. Ft. when

tested according to ASTM E 1680 or ASTM E 283 at the following test-pressure difference:

1. Test-Pressure Difference: 1.57 lbf/sq. ft..

J. Air Infiltration for Metal Wall Panels: Air leakage of not more than 0.06 cfm/sq. Ft. when tested

according to ASTM E 283 at the following test-pressure difference:



Exhibit I of 101

http://www.specagent.com/Lookup?uid=123457048241


K. Water Penetration for Metal Roof Panels: No water penetration when tested according to

ASTM E 1646 or ASTM E 331 at the following test-pressure difference:


L. Water Penetration for Metal Wall Panels: No water penetration when tested according to

ASTM E 331 at the following test-pressure difference:


M. Wind-Uplift Resistance: Provide metal roof panel assemblies that comply with UL 580 for

wind-uplift-resistance class indicated.

1. Uplift Rating: UL 90.

N. FM Global Listing: Provide metal roof panels and component materials that comply with

requirements in FM Global 4471 as part of a panel roofing system and that are listed in FM

Global's "Approval Guide" for Class 1 or noncombustible construction, as applicable. Identify

materials with FM Global markings.

1. Fire/Windstorm Classification: Class 1A- 90.

2. Hail Resistance: MH.

O. Energy Star Listing: Roof panels that are listed on the DOE's ENERGY STAR "Roof Products

Qualified Product List" for low-slope roof products.

2.2 STRUCTURAL-STEEL FRAMING

A. Structural Steel: Comply with AISC 360, "Specification for Structural Steel Buildings."

B. Bolted Connections: Comply with RCSC's "Specification for Structural Joints Using High-

Strength Bolts."

C. Cold-Formed Steel: Comply with AISI's "North American Specification for the Design of Cold-

Formed Steel Structural Members" for design requirements and allowable stresses.

D. Primary Framing: Manufacturer's standard primary-framing system, designed to withstand

required loads and specified requirements. Primary framing includes transverse and lean-to

frames; rafters and rake beams; sidewall, intermediate, end-wall, and corner columns; and wind

bracing.

1. General: Provide frames with attachment plates, bearing plates, and splice members.

Factory drill for field-bolted assembly. Provide frame span and spacing indicated.

a. Slight variations in span and spacing may be acceptable if necessary to comply

with manufacturer's standard, as approved by Architect.

E. Secondary Framing: Manufacturer's standard secondary framing, including purlins, girts, eave

struts, flange bracing, base members, gable angles, clips, headers, jambs, and other

miscellaneous structural members. Unless otherwise indicated, fabricate framing from either


Exhibit I of 101


cold-formed, structural-steel sheet or roll-formed, metallic-coated steel sheet, prepainted with

coil coating, to comply with the following:

F. Anchor Rods: Headed anchor rods as indicated in Anchor Rod Plan for attachment of metal

building to foundation.

2.3 METAL ROOF PANELS

A. Exposed Fastener, Tapered-Rib, Metal Roof Panels: Formed with raised, trapezoidal major ribs

and intermediate stiffening ribs symmetrically spaced between major ribs; designed to be

installed by lapping side edges of adjacent panels and mechanically attaching panels to supports

using exposed fasteners in side laps.

1. Material: Zinc-coated (galvanized) or aluminum-zinc alloy-coated steel sheet, 0.024-inch

nominal uncoated steel thickness. Prepainted by the coil-coating process to comply with

ASTM A 755/A 755M.

a. Exterior Finish: Two-coat (Kynar) finish.

b. Color: As selected by Architect from manufacturer's full range.

2.4 METAL WALL PANELS

A. Concealed-Fastener, Flush-Profile, Metal Wall Panels: Formed with vertical panel edges and a

single wide recess, centered between panel edges; with flush joint between panels; with 1-inch-

wide flange for attaching interior finish; designed to be installed by lapping and interconnecting

side edges of adjacent panels and mechanically attaching through panel to supports using

concealed fasteners and factory-applied sealant in side laps.

1. Material: Zinc-coated (galvanized) or aluminum-zinc alloy-coated steel sheet, 0.024-inch

nominal uncoated steel thickness. Prepainted by the coil-coating process to comply with

ASTM A 755/A 755M.

a. Exterior Finish: Fluoropolymer.

b. Color: As selected by Architect from manufacturer's full range.

2. Panel Coverage: 16 inches.

3. Panel Height: 3 inches.

2.5 METAL SOFFIT PANELS (Liner Panels - Additive Alternate)

A. General: Provide factory-formed metal soffit panels designed to be installed by lapping and

interconnecting side edges of adjacent panels and mechanically attaching through the panel to

supports using concealed fasteners and factory-applied sealant in side laps. Include accessories

required for weathertight installation.

B. Metal Soffit Panels: Match profile and material of metal wall panels.

1. Finish: As indicated on Drawings.


Exhibit I of 101


2.6 THERMAL INSULATION

A. Faced Metal Building Insulation: ASTM C 991, Type II, glass-fiber-blanket insulation; 0.5-

lb/cu. ft. density; 2-inch-wide, continuous, vapor-tight edge tabs; with a flame-spread index of

25 or less.

B. Retainer Strips: For securing insulation between supports, 0.025-inch nominal-thickness,

formed, metallic-coated steel or PVC retainer clips colored to match insulation facing.

C. Vapor-Retarder Facing: ASTM C 1136, with permeance not greater than 0.02 perm when tested

according to ASTM E 96/E 96M, Desiccant Method.

2.7 ACCESSORIES

A. General: Provide accessories as standard with metal building system manufacturer and as

specified. Fabricate and finish accessories at the factory to greatest extent possible, by

manufacturer's standard procedures and processes. Comply with indicated profiles and with

dimensional and structural requirements.

1. Form exposed sheet metal accessories that are without excessive oil-canning, buckling,

and tool marks and that are true to line and levels indicated, with exposed edges folded

back to form hems.

B. Roof Panel Accessories: Provide components required for a complete metal roof panel assembly

including copings, fasciae, corner units, ridge closures, clips, sealants, gaskets, fillers, closure

strips, and similar items. Match material and finish of metal roof panels unless otherwise

indicated.

C. Wall Panel Accessories: Provide components required for a complete metal wall panel assembly

including copings, fasciae, mullions, sills, corner units, clips, sealants, gaskets, fillers, closure

strips, and similar items. Match material and finish of metal wall panels unless otherwise

indicated.

D. Flashing and Trim: Zinc-coated (galvanized) or aluminum-zinc alloy-coated steel sheet, 0.018-

inch nominal uncoated steel thickness, prepainted with coil coating; finished to match adjacent

metal panels.

E. Gutters: Zinc-coated (galvanized) or aluminum-zinc alloy-coated steel sheet, 0.018-inch

nominal uncoated steel thickness, prepainted with coil coating; finished to match roof fascia and

rake trim. Match profile of gable trim, complete with end pieces, outlet tubes, and other special

pieces as required. Fabricate in minimum 96-inch-long sections, sized according to SMACNA's

"Architectural Sheet Metal Manual."

1. Gutter Supports: Fabricated from same material and finish as gutters.

2. Strainers: Bronze, copper, or aluminum wire ball type at outlets.

F. Downspouts: Zinc-coated (galvanized) or aluminum-zinc alloy-coated steel sheet, 0.018-inch

nominal uncoated steel thickness, prepainted with coil coating; finished to match metal wall

panels. Fabricate in minimum 10-foot-long sections, complete with formed elbows and offsets.


Exhibit I of 101


1. Mounting Straps: Fabricated from same material and finish as gutters.

G. Roof Ventilators: Gravity type, complete with hardware, flashing, closures, and fittings.

1. Continuous or Sectional-Ridge Type: Factory-engineered and -fabricated, continuous

unit; Zinc-coated (galvanized) or aluminum-zinc alloy-coated steel sheet, 0.018-inch

nominal uncoated steel thickness, prepainted with coil coating; finished to match metal

roof panels. Fabricated in minimum 10-foot-long sections. Provide throat size and total

length indicated, complete with side baffles, ventilator assembly, end caps, splice plates,

and reinforcing diaphragms.

a. Bird Screening: Galvanized steel, 1/2-inch-square mesh, 0.041-inch wire; or

aluminum, 1/2-inch-square mesh, 0.063-inch wire.

b. Dampers: Manually operated, spring-loaded, vertically rising type; chain and

worm gear operator; with pull chain of length required to reach within 36 inches of

floor.

c. Throat Size: 9 inches,.

H. Roof Curbs: Zinc-coated (galvanized) or aluminum-zinc alloy-coated steel sheet, 0.048-inch

nominal uncoated steel thickness prepainted with coil coating; finished to match metal roof

panels; with welded top box and bottom skirt, and integral full-length cricket; capable of

withstanding loads of size and height indicated.

I. Pipe Flashing: Premolded, EPDM pipe collar with flexible aluminum ring bonded to base.

2.8 FABRICATION

A. General: Design components and field connections required for erection to permit easy

assembly.

1. Mark each piece and part of the assembly to correspond with previously prepared

erection drawings, diagrams, and instruction manuals.

2. Fabricate structural framing to produce clean, smooth cuts and bends. Punch holes of

proper size, shape, and location. Members shall be free of cracks, tears, and ruptures.

B. Tolerances: Comply with MBMA's "Metal Building Systems Manual" for fabrication and

erection tolerances.

C. Primary Framing: Shop fabricate framing components to indicated size and section, with

baseplates, bearing plates, stiffeners, and other items required for erection welded into place.

Cut, form, punch, drill, and weld framing for bolted field assembly.

D. Secondary Framing: Shop fabricate framing components to indicated size and section by roll

forming or break forming, with baseplates, bearing plates, stiffeners, and other plates required

for erection welded into place. Cut, form, punch, drill, and weld secondary framing for bolted

field connections to primary framing.

E. Metal Panels: Fabricate and finish metal panels at the factory to greatest extent possible, by

manufacturer's standard procedures and processes, as necessary to fulfill indicated performance

requirements. Comply with indicated profiles and with dimensional and structural requirements.


Exhibit I of 101


1. Provide panel profile, including major ribs and intermediate stiffening ribs, if any, for full

length of metal panel.

2.9 SOURCE QUALITY CONTROL

A. Special Inspection: Owner will engage a qualified special inspector to perform source quality

control inspections and to submit reports.

1. Accredited Manufacturers: Special inspections will not be required if fabrication is

performed by an IAS AC472-accredited manufacturer approved by authorities having

jurisdiction to perform such Work without special inspection.

B. Product will be considered defective if it does not pass tests and inspections.

C. Prepare test and inspection reports.

PART 3 - EXECUTION

3.1 ERECTION OF STRUCTURAL FRAMING

A. Erect metal building system according to manufacturer's written instructions and drawings.

B. Do not field cut, drill, or alter structural members without written approval from metal building

system manufacturer's professional engineer.

C. Set structural framing accurately in locations and to elevations indicated, according to AISC

specifications referenced in this Section. Maintain structural stability of frame during erection.

D. Base and Bearing Plates: Clean concrete- and masonry-bearing surfaces of bond-reducing

materials, and roughen surfaces prior to setting plates. Clean bottom surface of plates.

1. Set plates for structural members on wedges, shims, or setting nuts as required.

2. Tighten anchor rods after supported members have been positioned and plumbed. Do not

remove wedges or shims but, if protruding, cut off flush with edge of plate before

packing with grout.

3. Promptly pack grout solidly between bearing surfaces and plates so no voids remain.

Neatly finish exposed surfaces; protect grout and allow to cure. Comply with

manufacturer's written installation instructions for shrinkage-resistant grouts.

E. Align and adjust structural framing before permanently fastening. Before assembly, clean

bearing surfaces and other surfaces that will be in permanent contact with framing. Perform

necessary adjustments to compensate for discrepancies in elevations and alignment.

1. Level and plumb individual members of structure.

F. Primary Framing and End Walls: Erect framing level, plumb, rigid, secure, and true to line.

Level baseplates to a true even plane with full bearing to supporting structures, set with double-

nutted anchor bolts. Use grout to obtain uniform bearing and to maintain a level base-line

elevation. Moist-cure grout for not less than seven days after placement.


Exhibit I of 101


1. Make field connections using high-strength bolts installed according to RCSC's

"Specification for Structural Joints Using High-Strength Bolts" for bolt type and joint

type specified.

a. Joint Type: Snug tightened or pretension as required by manufacturer.

G. Secondary Framing: Erect framing level, plumb, rigid, secure, and true to line. Field bolt

secondary framing to clips attached to primary framing.

1. Provide rake or gable purlins with tight-fitting closure channels and fasciae.

2. Locate and space wall girts to suit openings such as doors and windows.

3. Provide supplemental framing at entire perimeter of openings, including doors, windows,

ventilators, and other penetrations of roof and walls.

H. Bracing: Install bracing in roof and sidewalls where indicated on erection drawings.

1. Tighten rod and cable bracing to avoid sag.

2. Locate interior end-bay bracing only where indicated.

I. Framing for Openings: Provide shapes of proper design and size to reinforce openings and to

carry loads and vibrations imposed, including equipment furnished under mechanical and

electrical work. Securely attach to structural framing.

J. Erection Tolerances: Maintain erection tolerances of structural framing within AISC 303.

3.2 METAL PANEL INSTALLATION, GENERAL

A. General: Anchor metal panels and other components of the Work securely in place, with

provisions for thermal and structural movement.

1. Field cut metal panels as required for doors, windows, and other openings. Cut openings

as small as possible, neatly to size required, and without damage to adjacent metal panel

finishes.

a. Field cutting of metal panels by torch is not permitted unless approved in writing

by manufacturer.

2. Install metal panels perpendicular to structural supports unless otherwise indicated.

3. Flash and seal metal panels with weather closures at perimeter of openings and similar

elements. Fasten with self-tapping screws.

4. Locate and space fastenings in uniform vertical and horizontal alignment.

5. Locate metal panel splices over structural supports with end laps in alignment.

6. Lap metal flashing over metal panels to allow moisture to run over and off the material.

B. Lap-Seam Metal Panels: Install screw fasteners using power tools with controlled torque

adjusted to compress EPDM washers tightly without damage to washers, screw threads, or

metal panels. Install screws in predrilled holes.

1. Arrange and nest side-lap joints so prevailing winds blow over, not into, lapped joints.

Lap ribbed or fluted sheets one full rib corrugation. Apply metal panels and associated


Exhibit I of 101


items for neat and weathertight enclosure. Avoid "panel creep" or application not true to

line.

C. Metal Protection: Where dissimilar metals contact each other or corrosive substrates, protect

against galvanic action by painting contact surfaces with a corrosion-resistant coating, by

applying rubberized-asphalt underlayment to each contact surface, or by other permanent

separation as recommended by metal roof panel manufacturer.

D. Joint Sealers: Install gaskets, joint fillers, and sealants where indicated and where required for

weatherproof performance of metal panel assemblies. Provide types of gaskets, fillers, and

sealants indicated; or, if not indicated, provide types recommended by metal panel

manufacturer.

1. Seal metal panel end laps with double beads of tape or sealant the full width of panel.

Seal side joints where recommended by metal panel manufacturer.

2. Prepare joints and apply sealants to comply with requirements in Section 079200 "Joint

Sealants."

3.3 METAL ROOF PANEL INSTALLATION

A. General: Provide metal roof panels of full length from eave to ridge unless otherwise indicated

or restricted by shipping limitations.

1. Install ridge caps as metal roof panel work proceeds.

2. Flash and seal metal roof panels with weather closures at eaves and rakes. Fasten with

self-tapping screws.

B. Standing-Seam Metal Roof Panels: Fasten metal roof panels to supports with concealed clips at

each standing-seam joint, at location and spacing and with fasteners recommended by

manufacturer.

1. Install clips to supports with self-drilling or self-tapping fasteners.

2. Install pressure plates at locations indicated in manufacturer's written installation

instructions.

3. Snap Joint: Nest standing seams and fasten together by interlocking and completely

engaging factory-applied sealant.

4. Seamed Joint: Crimp standing seams with manufacturer-approved motorized seamer tool,

so that clip, metal roof panel, and factory-applied sealant are completely engaged.

5. Rigidly fasten eave end of metal roof panels and allow ridge end free movement for

thermal expansion and contraction. Predrill panels for fasteners.

6. Provide metal closures at peaks rake edges rake walls and each side of ridge caps.

C. Lap-Seam Metal Roof Panels: Fasten metal roof panels to supports with exposed fasteners at

each lapped joint, location and spacing recommended by manufacturer.

1. Provide metal-backed sealing washers under heads of exposed fasteners bearing on

weather side of metal roof panels.

2. Provide sealant tape at lapped joints of metal roof panels and between panels and

protruding equipment, vents, and accessories.


Exhibit I of 101


3. Apply a continuous ribbon of sealant tape to the weather-side surface of fastenings on

end laps and on side laps of nesting-type metal panels, on side laps of ribbed or fluted

metal panels, and elsewhere as needed to make metal panels weatherproof to driving

rains.

4. At metal panel splices, nest panels with minimum 6-inch end lap, sealed with butyl-

rubber sealant and fastened together by interlocking clamping plates.

D. Metal Fascia Panels: Align bottom of metal panels and fasten with blind rivets, bolts, or self-

drilling or self-tapping screws. Flash and seal metal panels with weather closures where fasciae

meet soffits, along lower panel edges, and at perimeter of all openings.

3.4 METAL WALL PANEL INSTALLATION

A. General: Install metal wall panels in orientation, sizes, and locations indicated on Drawings.

Install panels perpendicular to girts, extending full height of building, unless otherwise

indicated. Anchor metal wall panels and other components of the Work securely in place, with

provisions for thermal and structural movement.

1. Unless otherwise indicated, begin metal panel installation at corners with center of rib

lined up with line of framing.

2. Shim or otherwise plumb substrates receiving metal wall panels.

3. When two rows of metal panels are required, lap panels 4 inches minimum.

4. When building height requires two rows of metal panels at gable ends, align lap of gable

panels over metal wall panels at eave height.

5. Rigidly fasten base end of metal wall panels and allow eave end free movement for

thermal expansion and contraction. Predrill panels.

6. Flash and seal metal wall panels with weather closures at eaves and rakes, and at

perimeter of all openings. Fasten with self-tapping screws.

7. Install screw fasteners in predrilled holes.

8. Install flashing and trim as metal wall panel work proceeds.

9. Apply elastomeric sealant continuously between metal base channel (sill angle) and

concrete, and elsewhere as indicated on Drawings; if not indicated, as necessary for

waterproofing.

10. Align bottom of metal wall panels and fasten with blind rivets, bolts, or self-drilling or

self-tapping screws.

11. Provide weatherproof escutcheons for pipe and conduit penetrating exterior walls.

B. Metal Wall Panels: Install metal wall panels on exterior side of girts. Attach metal wall panels

to supports with fasteners as recommended by manufacturer.

3.5 METAL SOFFIT PANEL INSTALLATION

A. Provide metal soffit panels the full width of soffits. Install panels perpendicular to support

framing.

B. Flash and seal metal soffit panels with weather closures where panels meet walls and at

perimeter of all openings.


Exhibit I of 101


3.6 THERMAL INSULATION INSTALLATION

A. General: Install insulation concurrently with metal panel installation, in thickness indicated to

cover entire surface, according to manufacturer's written instructions.

1. Set vapor-retarder-faced units with vapor retarder toward warm side of construction

unless otherwise indicated. Do not obstruct ventilation spaces except for firestopping.

2. Tape joints and ruptures in vapor retarder, and seal each continuous area of insulation to

the surrounding construction to ensure airtight installation.

3. Install factory-laminated, vapor-retarder-faced blankets straight and true in one-piece

lengths, with both sets of facing tabs sealed, to provide a complete vapor retarder.

4. Install blankets straight and true in one-piece lengths. Install vapor retarder over

insulation, with both sets of facing tabs sealed, to provide a complete vapor retarder.

B. Blanket Roof Insulation: Comply with the following installation method:

1. Over-Framing Installation: Extend insulation and vapor retarder over and perpendicular

to top flange of secondary framing. Hold in place by metal roof panels fastened to

secondary framing.

2. Between-Purlin Installation: Extend insulation and vapor retarder between purlins. Carry

vapor-retarder-facing tabs up and over purlin, overlapping adjoining facing of next

insulation course and maintaining continuity of retarder. Hold in place with bands and

crossbands below insulation.

3. Over-Purlin-with-Spacer-Block Installation: Extend insulation and vapor retarder over

and perpendicular to top flange of secondary framing. Install layer of filler insulation

over first layer to fill space formed by metal roof panel standoffs. Hold in place by panels

fastened to standoffs.

a. Thermal Spacer Blocks: Where metal roof panels attach directly to purlins, install

thermal spacer blocks.

4. Two-Layers-between-Purlin-with-Spacer-Block Installation: Extend insulation and vapor

retarder between purlins. Carry vapor-retarder-facing tabs up and over purlin,

overlapping adjoining facing of next insulation course and maintaining continuity of

retarder. Install layer of filler insulation over first layer to fill space between purlins

formed by thermal spacer blocks. Hold in place with bands and crossbands below

insulation.

a. Thermal Spacer Blocks: Where metal roof panels attach directly to purlins, install

thermal spacer blocks.

5. Retainer Strips: Install retainer strips at each longitudinal insulation joint, straight and

taut, nesting with secondary framing to hold insulation in place.

C. Blanket Wall Insulation: Extend insulation and vapor retarder over and perpendicular to top

flange of secondary framing. Hold in place by metal wall panels fastened to secondary framing.

1. Retainer Strips: Install retainer strips at each longitudinal insulation joint, straight and

taut, nesting with secondary framing to hold insulation in place.


Exhibit I of 101


3.7 ACCESSORY INSTALLATION

A. General: Install accessories with positive anchorage to building and weathertight mounting, and

provide for thermal expansion. Coordinate installation with flashings and other components.

1. Install components required for a complete metal roof panel assembly, including trim,

copings, ridge closures, seam covers, flashings, sealants, gaskets, fillers, closure strips,

and similar items.

2. Install components for a complete metal wall panel assembly, including trim, copings,

corners, seam covers, flashings, sealants, gaskets, fillers, closure strips, and similar items.

3. Where dissimilar metals contact each other or corrosive substrates, protect against

galvanic action by painting contact surfaces with corrosion-resistant coating, by applying

rubberized-asphalt underlayment to each contact surface, or by other permanent

separation as recommended by manufacturer.

B. Flashing and Trim: Comply with performance requirements, manufacturer's written installation

instructions, and SMACNA's "Architectural Sheet Metal Manual." Provide concealed fasteners

where possible, and set units true to line and level. Install work with laps, joints, and seams that

will be permanently watertight and weather resistant.

1. Install exposed flashing and trim that is without excessive oil-canning, buckling, and tool

marks and that is true to line and levels indicated, with exposed edges folded back to

form hems. Install sheet metal flashing and trim to fit substrates and to result in

waterproof and weather-resistant performance.

2. Expansion Provisions: Provide for thermal expansion of exposed flashing and trim. Space

movement joints at a maximum of 10 feet with no joints allowed within 24 inches of

corner or intersection. Where lapped or bayonet-type expansion provisions cannot be

used or would not be sufficiently weather resistant and waterproof, form expansion joints

of intermeshing hooked flanges, not less than 1 inch deep, filled with mastic sealant

(concealed within joints).

C. Gutters: Join sections with riveted-and-soldered or lapped-and-sealed joints. Attach gutters to

eave with gutter hangers spaced as required for gutter size, but not more than 36 inches o.c.

using manufacturer's standard fasteners. Provide end closures and seal watertight with sealant.

Provide for thermal expansion.

D. Downspouts: Join sections with 1-1/2-inch telescoping joints. Provide fasteners designed to

hold downspouts securely 1 inch away from walls; locate fasteners at top and bottom and at

approximately 60 inches o.c. in between.

1. Provide elbows at base of downspouts to direct water away from building.

2. Tie downspouts to underground drainage system indicated.

E. Circular Roof Ventilators: Set ventilators complete with necessary hardware, anchors, dampers,

weather guards, rain caps, and equipment supports. Mount ventilators on flat level base. Install

preformed filler strips at base to seal ventilator to metal roof panels.

F. Continuous Roof Ventilators: Set ventilators complete with necessary hardware, anchors,

dampers, weather guards, rain caps, and equipment supports. Join sections with splice plates

and end-cap skirt assemblies where required to achieve indicated length. Install preformed filler

strips at base to seal ventilator to metal roof panels.


Exhibit I of 101


G. Roof Curbs: Install curbs at locations indicated on Drawings. Install flashing around bases

where they meet metal roof panels.

H. Pipe Flashing: Form flashing around pipe penetration and metal roof panels. Fasten and seal to

panel as recommended by manufacturer.


A. Product will be considered defective if it does not pass tests and inspections.

B. Prepare test and inspection reports.

END OF SECTION 133419


Exhibit I of 101

EARTHWORK 31 00 00 - 1

SECTION 31 00 00

EARTHWORK

PART 1 - GENERAL


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

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

1.2 SUMMARY

A. This Section includes the following:

1. Preparing and grading subgrades for slabs-on-grade, walks, pavements, and

landscaping.

2. Excavating and backfilling for buildings and structures.

3. Base course for walks and pavements.

4. Subsurface drainage backfill for walls and trenches.

5. Excavating and backfilling trenches within building lines.

6. Excavating and backfilling for underground mechanical and electrical utilities and

appurtenances.

B. Related Sections: The following Sections contain requirements that relate to this Section.

1. Division 32 Section "Landscape Establishment" for finish grading, including

placing and preparing topsoil for lawns and planting.

2. Division 03 Section "Concrete" for concrete encasings, cradles, and

appurtenances for utility systems.

1.3 DEFINITIONS

A. Excavation consists of the removal of material encountered to subgrade elevations and the

reuse or disposal of materials removed.

B. Subgrade: The uppermost surface of an excavation or the top surface of a fill or backfill

immediately below base, drainage fill, or topsoil materials.

C. Borrow: Soil material obtained off-site when sufficient approved soil material is not

available from excavations.

D. Base Course: The layer placed between the subbase and surface pavement in a paving

system.

E. Unauthorized excavation consists of removing materials beyond indicated subgrade

elevations or dimensions without direction by A/E or Owner. Unauthorized excavation, as

well as remedial work directed by A/E or Owner, shall be at the Contractor's expense.


Exhibit I of 101


F. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs,

mechanical and electrical appurtenances, or other man-made stationary features

constructed above or below ground surface.

G. Utilities include on-site underground pipes, conduits, ducts, and cables, as well as

underground services within building lines.

1.4 SUBMITTALS

A. General: Submit the following according to the Conditions of the Contract and Division

01 Specification Sections.

B. Test Reports: In addition to test reports required under field quality control, submit the

following:

1. Laboratory analysis of each soil material proposed for fill and backfill from on-

site and borrow sources.

2. One optimum moisture-maximum density curve for each soil material.

3. Report of actual unconfined compressive strength and/or results of bearing tests of

each stratum tested.


A. Codes and Standards: Perform earthwork complying with requirements of authorities

having jurisdiction.

B. Testing and Inspection Service: 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. Should

any work or materials fail to meet the requirements set forth in the plans and

specifications, Contractor shall pay for retesting of same.

1.6 PROJECT CONDITIONS

A. Site Information: Data in subsurface investigation reports was used for the basis of the

design and are available to the Contractor for information only. Conditions are not

intended as representations or warranties of accuracy or continuity between soil borings.

It is expressly understood the Engineer/Architect will not be responsible for interpretations

or conclusions drawn there from by the Contractor. Data is made available to the

Contractor.

B. Existing Utilities: Do not interrupt existing utilities except when permitted in writing by

the Owner and then only after acceptable temporary utility services have been provided.

1. Provide a minimum 48-hours notice to Owner and receive written notice to

proceed before interrupting any utility.

C. Demolish and completely remove from site existing underground utilities indicated to be

removed. Coordinate with utility companies to shutoff services if lines are active.


Exhibit I of 101


D. Protection of Persons and Property: Barricade open excavations occurring as part of this

work and post with warning lights.

1. Operate warning lights as recommended by authorities having jurisdiction.

2. Protect structures, utilities, sidewalks, pavements, and facilities from damage

caused by settlement, lateral movement, undermining, washout and other hazards

created by earthwork operations.

PART 2 - PRODUCTS

2.1 SOIL MATERIALS

A. General: Provide approved borrow soil materials from off-site when sufficient approved

soil materials are not available from excavations.

B. Satisfactory Soil Materials: ASTM D 2487 USCS soil classification groups GW, GP,

GM, SW, SP, and P-SM; and SP-SC free of rock or gravel larger than 2 inches in any

dimension, debris, waste, frozen materials, vegetation and other deleterious matter. The

fill material shall have a Modified Proctor (ASTM D1557) maximum Dry Density of at

least 100 pcf, contain less than 10% fines passing the No. 200 sieve, and be Non-Plastic

(NP). Materials not meeting these specifications shall not be used as structural fill.

C. Unsatisfactory Soil Materials: ASTM D 2487 USCS soil classification groups GC, SC,

ML, MH, CL, CH, OL, OH, and PT.

D. Backfill and Fill Materials: Satisfactory soil materials.

E. Base Material: Graded Aggregate Base per FDOT Specification 204, Standard

Specifications for Road and Bridge Construction, latest edition.

F. Engineered Fill: Base materials.

G. Bedding Material: Base materials with 100 percent passing a 1 inch sieve and not more

than 8 percent passing a No. 200 sieve.

H. Filtering Material: For stormwater filter applications filter material is to be clean or

washed sand with Uniformity Coefficient 1.5 – 4.0, grain size 0.2 – 0.55 mm, coefficient

of permeability 2.0 to 5.0 feet per hour.

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

PART 3 - EXECUTION

3.1 PREPARATION

A. The site shall be stripped of existing structures, all organic materials, all vegetation, root

systems, organic topsoil, debris, and any other deleterious material, in phases, so as to

prevent and impede erosion and sedimentation. The exposed sub-grade shall be compacted

to a minimum soil density of 95% of the Modified Proctor Density (ASTM D1557) with

large traffic sized non-vibratory equipment. Any areas of unsuitable or compressible


Exhibit I of 101


material shall be removed or undercut to a stable sub-grade material or if a stable sub-

grade is not encountered a minimum of three feet below the compacted sub-grade. The

undercut area should then be backfilled with clean course sand fill materials and

compacted to 95% of the Modified Proctor Test (ASTM D1557). The site can be filled, by

placing and mechanically compacting 6-8 inch lifts with large traffic sized non-vibratory

equipment. Each lift should be compacted to a minimum soil density of 95% of the

Modified Proctor Test unless specified otherwise, prior to placement of successive lifts.

The top 12 inches of sub-grade should be compacted to a minimum soil density of 95% of

the Modified Proctor Test, unless specified otherwise. See geotechnical report for

additional information and recommendations.

B. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused

by settlement, lateral movement, undermining, washout, and other hazards created by

earthwork operations.

C. Protect subgrades and foundation soils against freezing temperatures or frost. Provide

protective insulating materials as necessary.

D. Provide erosion control measures to prevent erosion or displacement of soils and discharge

of soil-bearing water runoff or airborne dust to adjacent properties and walkways.

3.2 DEWATERING

A. Prevent surface water and subsurface or ground water from entering excavations, from

ponding on prepared subgrades, and from flooding Project site and surrounding area.

B. Protect subgrades and foundation soils from softening and damage by rain or water

accumulation.

C. The Contractor shall prevent the accumulation of water in the excavated areas, and shall

remove by pumping or other means, any water that accumulates in the excavation. The

Contractor shall prevent the accumulation of water in both structural and trench

excavations and shall remove by well point system or by other means, water which

accumulates in the excavation. The Contractor shall provide, install, operate and maintain

pumps, well points, sumps, suction and discharge lines, and other de-watering system

components necessary to convey water away from excavations.

1. Establish and maintain temporary drainage ditches and other diversions outside

excavation limits to convey rainwater and water removed from excavations to

collecting or runoff areas. Do not use trench excavations as temporary drainage

ditches.

2. No sanitary sewer shall be used for disposal of water in either trench or structural

excavations.

D. The Contractor shall be responsible for and ensure all effluent water from the de-watering

operations meets or exceeds FDEP and ACOE water quality standards prior to entering

jurisdictional water bodies.


Exhibit I of 101


3.3 EXCAVATION

A. Explosives: Do not use explosives.

B. Unclassified Excavation: Excavation is unclassified and includes excavation to required

subgrade elevations regardless of the character of materials and obstructions encountered.

3.4 STABILITY OF EXCAVATIONS

A. Comply with local codes, ordinances, and requirements of authorities having jurisdiction

to maintain stable excavations. Comply with all OSHA trench safety requirements.

3.5 EXCAVATION FOR STRUCTURES

A. Excavate to indicated elevations and dimensions within a tolerance of plus or minus 1.2

inches. Extend excavations a sufficient distance from structures for placing and removing

concrete formwork, installing services and other construction, and for inspections.

1. Excavations for Footings and Foundations: Do not disturb bottom of excavation.

Excavate by hand to final grade just before placing concrete reinforcement. Trim

bottoms to required lines and grades to leave solid base to receive other work.

3.6 EXCAVATION FOR WALKS AND PAVEMENTS

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

grades.

3.7 EXCAVATION FOR UTILITY TRENCHES

A. Method of excavation at Contractor's option subject to the approval of the Engineer.

B. The Contractor will use caution when excavating under tree roots and under and around

structures and utilities. Excavate by hand when necessary or appropriate.

C. Excavate trenches to indicated slopes, lines, depths, and invert elevations.

1. Beyond building perimeter, excavate trenches to allow installation of top of pipe

below frost line.

D. Excavate trenches to uniform widths as narrow as possible and yet provide a working

clearance on each side of pipe or conduit. Excavate trench walls vertically from trench

bottom to 12 inches higher than top of pipe or conduit, unless otherwise indicated.

1. Clearance: As indicated

E. Trench Bottoms: Excavate and shape trench bottoms to provide uniform bearing and

support of pipes and conduit. Shape subgrade to provide continuous support for bells,

joints, and barrels of pipes and for joints, fittings, and bodies of conduits. Remove stones

and sharp objects to avoid point loading.

1. For pipes or conduit less than 6 inches in nominal diameter and flat-bottomed,

multiple-duct conduit units, hand-excavate trench bottoms and support pipe and

conduit on an undisturbed subgrade.


Exhibit I of 101


2. For pipes and conduit 6 inches or larger in nominal diameter, shape bottom of

trench to support bottom 90 degrees of pipe circumference. Fill depressions with

tamped sand backfill.

3.8 SHEETING, SHORING AND BRACING

A. Provide as necessary, to hold walls of excavation, prevent damage to adjacent structures,

and to protect workmen and property.

B. Leave sheeting and shoring in place where removal might cause damage to work or as

otherwise indicated on drawings.

C. When moveable trench shield is used below spring line of pipe, it shall be lifted prior to

any forward movement to avoid pipe displacement.

3.9 APPROVAL OF SUBGRADE

A. Notify A/E and Owner of any subgrade conditions which appear unsatisfactory.

B. When A/E and Owner determine that unforeseen unsatisfactory soil is present, continue

excavation and replace with compacted backfill or fill material as directed.

1. Unforeseen additional excavation and replacement material will be paid according

to the Contract provisions for changes in Work.

C. Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water,

or construction activities, as directed by A/E and Owner.

3.10 UNAUTHORIZED EXCAVATION

A. Fill unauthorized excavation under foundations or wall footings by extending indicated

bottom elevation of concrete foundation or footing to excavation bottom, without altering

required top elevation. Lean concrete fill may be used to bring elevations to proper

position when acceptable to A/E and Owner.

1. Fill unauthorized excavations under other construction as directed by A/E and

Owner.

B. Where indicated widths of utility trenches are exceeded, provide stronger pipe, or special

installation procedures, as required by A/E and Owner.

3.11 STORAGE OF SOIL MATERIALS

A. Stockpile excavated materials acceptable for backfill and fill soil materials, including

acceptable borrow materials. Stockpile soil materials without intermixing. Place, grade,

and shape stockpiles to drain surface water. Cover to prevent wind-blown dust.

1. Stockpile soil materials away from edge of excavations. Do not store within drip

line of remaining trees.


Exhibit I of 101


3.12 BACKFILL

A. Backfill excavations promptly, but not before completing the following:

1. Acceptance of construction below finish grade including, where applicable,

dampproofing, waterproofing, and perimeter insulation.

2. Surveying locations of underground utilities for record documents.

3. Testing, inspecting, and approval of underground utilities.

4. Concrete formwork removal.

5. Removal of trash and debris from excavation.

3.13 UTILITY TRENCH BACKFILL

A. Place and compact bedding course after bottom of trench has been excavated to proper

depth and grade. Shape bedding course to provide continuous support for bells, joints,

and barrels of pipes and for joints, fittings, and bodies of conduits.

B. Concrete backfill trenches that carry below or pass under footings and that are excavated

within 18 inches of footings. Place concrete to level of bottom of footings.

C. Place and compact initial backfill of satisfactory soil material or subbase material, free of

particles larger than 1 inch, to a height of 12 inches over the utility pipe or conduit.

1. Carefully compact material under pipe haunches and bring backfill evenly up on

both sides and along the full length of utility piping or conduit to avoid damage or

displacement of utility system.

D. Coordinate backfilling with utilities testing.

E. Area under pavement and walks or within buildings shall be mechanically compacted to

the top of the subgrade in 8 inch lifts to a minimum of 98 percent of the Modified Proctor

Test.

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

G. Install warning tape directly above utilities, 12 inches below finished grade, except 6

inches below subgrade under pavements and slabs.

H. No trench shall be open over night.

3.14 FILL

A. Preparation: Remove vegetation, topsoil, debris, wet, and unsatisfactory soil materials,

obstructions, and deleterious materials from ground surface prior to placing fills.

1. Plow strip, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so

fill material will bond with existing surface.

B. Place fill material in layers to required elevations for each location listed below.

1. Under grass, use satisfactory excavated or borrow soil material.


Exhibit I of 101


2. Under walks and pavements, use base material, or satisfactory excavated or

borrow soil material.

a. Fill soils beneath walks and pavements shall be compacted to a minimum

soil density of 95% of the Modified Proctor Test.

3. Under steps and ramps, use base material.

a. Fill soils beneath walks and pavements shall be compacted to a minimum

soil density of 95% of the Modified Proctor Test.

4. Under footings and foundations, use engineered fill.

a. Buildings: Prior to placing fill soils, the top 12 inches of ground surface

shall be compacted with non-vibratory traffic sized equipment to a

minimum soil density of 98% of the Standard Proctor Test. Structural fill

soils should be placed in maximum 8 inch lifts compacted to a minimum

soil density of 98% of the Modified Proctor Test. The top 8 inches of the

building pad shall be compacted to a minimum soil density of 98% of the

Modified Proctor Test.

b. Footings: The soil immediately beneath footings shall be compacted with

a large mechanical plate tamper or jumping jack to a minimum soil

density of 98% of the Modified Proctor Test. If moisture conditions are

elevated and pumping is encountered, the footings shall be undercut and

backfilled with compacted soils. The depth of the undercutting will

depend on the width of the footings, and the conditions present at the time

of construction. If these condition are encountered, the Contractor shall

contact the geotechnical engineer for the conditions to be evaluated and a

recommendation made.

3.15 MOISTURE CONTROL

A. Uniformly moisten or aerate subgrade and each subsequent fill or backfill layer before

compaction to within 2 percent of optimum moisture content.

1. Do not place backfill or fill material on surfaces that are muddy, frozen, or contain

frost or ice.

2. Remove and replace, or scarify and air-dry satisfactory soil material that is too wet

to compact to specified density. Only suitable material free from excessive

moisture shall be used for fill or backfill.

a. Stockpile or spread and dry removed wet satisfactory soil material.

3.16 COMPACTION

A. Place backfill and fill materials in layers not more than 8 inches in loose depth for material

compacted by heavy non – vibratory compaction equipment, and not more than 4 inches in

loose depth for material compacted by hand-operated tampers.

B. Place backfill and fill materials evenly on all sides of structures to required elevations.

Place backfill and fill uniformly along the full length of each structure.

C. Percentage of Maximum Dry Density Requirements: Compact soil to not less than the

following percentages of maximum dry density according to ASTM D 1557:


Exhibit I of 101


1. Under structures, building slabs, steps, and pavements, compact the top 12 inches

below subgrade and each layer of backfill or fill material at 98 percent maximum

dry density.

2. Under walkways, compact the top 6 inches below subgrade and each layer of

backfill or fill material at 95 percent maximum dry density.

3.17 GRADING

A. General: Uniformly grade areas to a smooth surface, free from irregular surface changes.

Comply with compaction requirements and grade to cross sections, lines, and elevations

indicated.

1. Provide a smooth transition between existing adjacent grades and new grades.

2. Cut out soft spots, fill low spots, and trim high spots to conform to required

surface tolerances.

B. Site Grading: Slope grades to direct water away from buildings and to prevent ponding.

Finish subgrades to required elevations within the following tolerances:

1. Lawn or Unpaved Areas: Plus or minus 1.2 inches.

2. Walks: Plus or minus 1/2 inch.

3. Pavements: Plus or minus 1/2 inch.

C. Grading Inside Building Lines: Finish subgrade to a tolerance of 1/2 inch when tested

with a 10 foot straightedge.

D. The finish floor elevation of concrete floor slabs on fill shall be at least 8 inches above the

finish grade elevation at its highest elevation at any point around the building.

3.18 BASE COURSES

A. Under pavements and walks, place base course material on prepared subgrades.

1. Compact base courses at optimum moisture content to required grades, lines, cross

sections and thickness to not less than 100 percent of ASTM D 1557 relative

density.

2. Shape base to required crown elevations and cross-slope grades.

3. When thickness of compacted base course is 8 inches or less, place materials in a

single layer.


A. Testing Agency Services: Allow testing agency to inspect and test each subgrade and

each fill or backfill layer. Do not proceed until test results for previously completed work

verify compliance with requirements.

1. Perform field in-place density tests according to ASTM D 1556 (sand cone

method), ASTM D 2167 (rubber balloon method), or ASTM D 2937 (drive

cylinder method), as applicable.


Exhibit I of 101

EARTHWORK 31 00 00 - 10

a. Field in-place density tests may also be performed by the nuclear method

according to ASTM D 2922, provided that calibration curves are

periodically checked and adjusted to correlate to tests performed using

ASTM D 1556. With each density calibration check, check the

calibration curves furnished with the moisture gages according to ASTM

D 3017.

b. When field in-place density tests are performed using nuclear methods,

make calibration checks of both density and moisture gages at beginning

of work, on each different type of material encountered, and at intervals

as directed by the Engineer.

2. Footing Subgrade: At footing subgrades, perform at least one test of each soil

stratum to verify design bearing capacities. Subsequent verification and approval

of other footing subgrades may be based on a visual comparison of each subgrade

with related tested strata when acceptable to A/E and Owner.

3. Paved and Building Slab Areas: At subgrade and at each compacted fill and

backfill layer, perform at least one field in-place density test for every 5,000 sq. ft.

or less of paved area or building slab, but in no case fewer than three tests.

4. Foundation Wall Backfill: In each compacted backfill layer, perform at least one

field in-place density test for each 100 feet or less of wall length, but no fewer

than two tests along a wall face.

5. Trench Backfill: In each compacted initial and final backfill layer, perform at

least one field in-place density test for each 300 feet or less of trench, but no fewer

than two tests.

B. When testing agency reports that subgrades, fills, or backfills are below specified density,

scarify and moisten or aerate, or remove and replace soil to the depth required, recompact

and retest until required density is obtained.

3.20 PROTECTION

A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion.

Keep free of trash and debris.

B. Repair and re-establish grades to specified tolerances where completed or partially

completed surfaces become eroded, rutted, settled, or lose compaction due to subsequent

construction operations or weather conditions.

1. Scarify or remove and replace material to depth directed by the Engineer; reshape

and recompact at optimum moisture content to the required density.

C. Settling: Where settling occurs during the Project correction period, remove finished

surfacing, backfill with additional approved material, compact, and reconstruct surfacing.

1. Restore appearance, quality, and condition of finished surfacing to match adjacent

work, and eliminate evidence of restoration to the greatest extent possible.

D. Erosion control: The Contractor shall be responsible for the prevention of erosion from the

site, the control of turbidity generated on site and for maintaining graded surfaces, for the

duration of the project. The Contractor shall take whatever steps necessary to prevent

erosion and will be responsible for any damages that might occur to down-land properties


Exhibit I of 101

EARTHWORK 31 00 00 - 11

as a result of increased run-off from the site during construction. Erosion control methods

shall be in accordance with requirements of authorities having jurisdiction.

3.21 DISPOSAL OF SURPLUS AND WASTE MATERIALS

A. Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory

soil, trash, and debris, and legally dispose of it off the Owner's property.

END OF SECTION 31 00 00


Exhibit I of 101

CLEARING AND GRUBBING 31 11 00 - 1

SECTION 31 11 00

CLEARING AND GRUBBING

PART 1: GENERAL

1.1 General Description of Work

A. Clearing and grubbing on project site of trees, stumps, brush, roots, vegetation, logs, rubbish and

other objectionable matter within limits described in specifications or as shown on plans.

B. Clearing and grubbing shall be in advance of grading and trenching operations except that in cuts

over 3 feet in depth, grubbing may be done simultaneously with excavation, provided

objectionable matter is removed as specified.

C. Disposal of all debris resulting from clearing and grubbing work.

1.2 Protection of Adjacent Work: Protect existing improvements, adjacent property,

utilities and other facilities, and trees and plants which are not to be removed from injury or

damage.

1.3 Protection from Erosion

A. Contractor shall protect all disturbed areas from erosion and sediment migration off-site.

B. Repair any areas damaged by erosion.

C. Clean erosion sediment from affected areas.

D. Comply with all Florida Department of Environmental Protection (FDEP) and United States

Environmental Protection Agency (EPA) requirements for management of stormwater during

construction activities.

PART 2: PRODUCTS

2.1 Materials: Provide materials required to perform work as specified.

PART 3: EXECUTION

3.1 Clearing

A. Clear all areas covered by, roads, structures and embankments within project limits unless

otherwise shown in plans.

B. Remove all saplings, brush, downed-timber and debris unless shown or directed otherwise.


Exhibit I of 101

CLEARING AND GRUBBING 31 11 00 - 2

C. Removal of trees and shrubs shall include removal of stumps and roots to the extent that no root

greater than three (3) inches in diameter remains within five (5) feet of an underground structure

or utility or under footings or paved areas.

3.2 Grubbing

A. Trees, stumps, root systems, rocks and other obstructions shall be removed to the depths shown

when they fall within the construction boundary. Grubbing in open areas shall include removal of

stumps and three (3) inch roots to two feet below finish grade elevations.

B. Blasting is not permitted.

3.3 Removal of Debris and Cleanup

A. All debris resulting from stripping and demolition operations shall be removed from the Owners

property at frequent intervals to prevent debris from accumulating on-site.

B. Burning of debris on-site will not be permitted.

C. Materials cleared and grubbed shall be the property of the Contractor and shall be his

responsibility for disposal.

D. Protection of existing trees – Contractor shall exercise extreme caution in protection of trees

designated to remain. Any tree not specifically shown to be removed is designated to remain.

PART 4: MEASUREMENT AND PAYMENT

4.1 Clearing and Grubbing

A. When not listed as a separate contract pay item, clearing and grubbing shall be considered as

incidental work, and the cost thereof shall be included in such contract pay items as are provided

in the proposal contract.

B. Compensation, whether by contract pay item or incidental work will be for furnishing all

materials, labor, equipment, tools and incidentals required for the work, all in accordance with

the plans and these specifications.



Exhibit I of 101

CONCRETE SIDEWALKS AND CURBS & GUTTERS 32 16 13 - 1

SECTION 32 16 13

CONCRETE SIDEWALKS AND CURBS & GUTTERS

PART 1 – GENERAL

1.1 DESCRIPTION

A. The work specified in this Section consists of the construction of Portland cement

concrete curb and gutter, concrete traffic separator, valley gutter, special concrete

gutter, sidewalks and any other types of concrete curb not specified in other

Sections. The various items shall be constructed in accordance with these

specifications and in conformity with the lines, grades, dimensions and notes

shown in the plans.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Concrete: All work under this Section and any exterior concrete shall be of 4,000

PSI Concrete as specified in Section 347 of the Florida Department of

Transportation Specifications for Road and Bridge Construction, latest edition,

hereinafter referred to as F.D.O.T. Specifications. (Disregard mention of 2500 psi

concrete in FDOT Specification).

B. Reinforcement: Any steel reinforcement required by the plans shall conform to the

requirements of Section 415 of the F.D.O.T. Specifications.

C. Joint Materials: Joint materials for the various items shall be in accordance with

Section 932 of the F.D.O.T. Specifications. Submit to Engineer for approval.

D. Concrete Mix, Design, and Testing:

Design Mix to produce normal-weight concrete consisting of Portland cement,

aggregate, water-reducing or high-range water-reducing admixture

(superplasticizer), air-entraining admixture, and water to produce the flowing

properties:

Compressive Strength: 4000 psi, minimum at 28 days, unless otherwise

indicated. W/C ratio 0.58 maximum (non air-entrained), 0.46 maximum

(air-entrained).

Slump Range: Not more than 8" after addition of HRWR admixture

(superplasticizer) to verified 2"-3" slump; not more than 3" for ramps,

slabs and sloping surfaces; not more than 4" for other concrete.

Air Content: 5 to 8 percent.


Exhibit I of 101


All sampling and testing shall be conducted by a geotechnical engineer registered

in the State of Florida. Submit test results directly to the Engineer. The following

test shall be taken:

28 day compressive test of concrete, minimum of 3 test cylinders per 50

cubic yards of concrete poured. If less than 50 cubic yards is poured, then

a minimum of three test cylinders per day.

Air content, minimum one test for each day's pour.

Slump test, minimum three tests per 50 cubic yards of concrete poured. If

less than 50 cubic yards is poured, then a minimum of three tests per day.

Contractor shall replace materials removed for testing purposes.

Should any work or material fail to meet the requirements set forth in the

plans and specification, Contractor shall pay for retesting of same.

Contractor shall notify the testing laboratory 24 hours prior to work being

ready for testing. Contractor shall coordinate with and assist testing

laboratory.

2.2 FORMS

A. Form Materials: Forms for this work shall be made of either wood or metal. They

shall be straight, free from warp or bends and of sufficient strength, when staked,

to resist the pressure of the concrete without deviation from line and grade. For all

items constructed on a radius, the Contractor will be required to use flexible spring

steel forms or laminated boards, unless otherwise permitted by the Engineer. Coat

forms with a non-staining form release agent that will not discolor or deface

surface of concrete.

B. Depth of Forms: Forms shall have a depth equal to the plan dimensions for the

depth of concrete being deposited against them.

C. Machine Placement: Placing of these items by machine methods may be allowed

with the approval of the Engineer provided that an acceptable finished product,

true to line, grade and cross section, is consistently produced.


Exhibit I of 101


PART 3 - EXECUTION

3.1 SURFACE PREPARATION

A. Remove all loose material from compacted sub-grade surface immediately before

placing concrete.

B. The sub-grade shall be uniformly graded, compacted and thoroughly dampened.

There shall not be any soft or muddy spots, or free standing water on the sub-

grade.

3.2 EXCAVATION

A. Excavation shall be to the required depth, and the foundation material upon which

these items are to be placed shall be compacted as specified in Section 120-9 of the

F.D.O.T. Specifications.

3.3 FORM CONSTRUCTION

A. Set forms to the required grades and lines, braced and secured. Install forms to

allow continuous progress of work and so that forms can remain in place at least

24 hours after concrete placement.

B. Check complete formwork for grade and alignment to following tolerances:

C. Top of forms not more than 1/8 inch in 10 feet.

D. Vertical face on longitudinal axis, not more than 1/4 inch in 10 feet.

E. Clean forms after each use and coat with form release agent as required to ensure

separation from concrete without damage.

3.4 REINFORCEMENT

A. Clean reinforcement of loose rust and mill, scale, earth, ice, and other materials

that reduce or destroy bond with concrete.

B. Accurately position, support and secure reinforcement against displacement by

formwork, construction, or concrete placement operations. Locate and support

reinforcing by metal chairs, runner, bolsters, spacers and hangers, as required.

C. Place reinforcement to obtain at least the minimum coverage for concrete

protection. Arrange, space and securely tie bars and bar supports to hold

reinforcement in position during concrete placement operation. Set wire ties so

ends are directed into concrete, not toward exposed concrete surfaces.


Exhibit I of 101


3.5 CONCRETE PLACEMENT

A. Do not place concrete until subgrade and forms have been checked for line and

grade. Moisten sub-grade if required to provide a uniform dampened condition at

time concrete is placed. Do not place concrete around manholes or other structures

until they are at required finish elevation and alignment.

B. Place concrete by methods that prevent segregation of mix. Consolidate concrete

along face of form and adjacent to transverse joints with internal vibrator. Keep

vibrator away from joint assemblies, reinforcement, or side forms. Use only

square faced shovels for hand spreading and consolidation. Consolidate with care

to prevent dislocation of reinforcing, dowels, and joint devices.

C. Use bonding agent at locations where fresh concrete is placed against hardened or

partially hardened concrete surfaces.

D. Deposit and spread concrete in a continuous operation between transverse joins or

in layers of such thickness that no concrete will be placed on concrete that has

hardened sufficiently to cause the formation of seams or planes of weakness. If

interrupted for more than 1/2-hour, place a construction joint. Deposit concrete as

nearly as practical to its final location to avoid segregation.

E. When adjacent pavement lanes are placed in separate pours, do not operate

equipment on concrete until pavement has attained sufficient strength to carry

loads without injury.

F. Fabricated Bar Mats: Keep mats clean and free from excessive rust, and handle

units to keep them flat and free of distortions. Straighten bends, kinks, and other

irregularities or replace units as required before placement. Set mats for a

minimum 2-inch overlap to adjacent mats.

G. Place concrete in 2 operations; strike off initial pour for entire width of placement

and to the required depth below finish surface. Lay fabricated bar mats

immediately in final position. Place top layer of concrete, strike off and screed.

H. Remove and replace portions of bottom layer of concrete that have been placed

more than 15 minutes without being covered by top layer or use bonding agent if

acceptable to Engineer.

I. Curbs and Gutters: Automatic machines may be used for curb and gutter

placement at Contractor's option. If machine placement is to be used, submit

revised mix design and laboratory test results that meet or exceed minimums

specified. Machine placement must produce curbs and gutters to required cross

sections, line, grades, finish and jointing as specified for formed concrete. If results

are not acceptable, remove and replace with formed concrete as specified.


Exhibit I of 101


3.6 JOINTS

A. Expansion Joints: Provide pre-molded joint filler for expansion joints abutting

concrete curbs, valve boxes, manholes, structures, walks and other fixed objects,

unless otherwise indicated. Extend joint fillers full width and depth of joint, not

less than 1/2 inch or more than 1 inch below finished surface where joint sealer is

indicated. If no joint sealer, place top of joint filler flush with finished concrete

surface. Furnish joint fillers in one-piece lengths for full width being placed

wherever possible. Where more than one length is required, lace or clip joint filler

sections together. Protect top edge of joint filler during concrete placement with a

metal cap or other temporary material Remove protection after concrete has been

placed on both sides of joint. Locate expansion joints at a distance equal to the

width of the walk/slab.

For curb, locate expansion joints every 20', at end of a run, at all inlets and radius

points and at other locations indicated on plans.

B. Filler and Sealants: Sonolastic SL2 sealant or approved equal, submit

specifications to Engineer for approval.

C. Construction Joints: Place construction joints at end of placements and at locations

where placement operations are stopped for more than 1/2 hour, except where such

placements terminate at expansion joints. Located and install construction joints so

as not to impair strength and appearance of the structure, as acceptable to

Engineer.

D. Isolation Joints in Slabs-on-Ground: Construct isolation joints in slabs-on-ground

at points of contact between slabs on ground and vertical surfaces.

E. Control Joints: At intervals not greater than half the width of the walk/slab (see

plans), the concrete shall be scored or saw-cut to a depth equal to one-third (1/3)

the total depth of the concrete.

3.7 CONCRETE FINISHING

A. After striking-off and consolidating concrete, smooth surface by screeding and

floating. Use hand methods only where mechanical floating is not possible. Adjust

floating to compact surface and produce uniform texture.

B. After floating, test surface for trueness with a 10-ft. straightedge. Distribute

concrete as required to remove surface irregularities, and re-float repaired areas to

provide a continuous smooth finish.

C. Work edges of slabs, gutters, back top edge of curb, and formed joints with an

edging tool, and round to 1/2-inch radius, unless otherwise indicated. Eliminate

tool marks on concrete surface.


Exhibit I of 101


D. After completion of floating and when excess moisture or surface sheen has

disappeared, complete troweling and finish surface as follows:

1. Broom finish by drawing a fine-hair broom across concrete surface

perpendicular to line of traffic. Repeat operation if required to provide a fine

line texture acceptable to Engineer. Wash broom clean of excess and dried

concrete as necessary during finishing operations.

2. On inclined slab surfaces, provide a coarse, non-slip finish by scoring surface

with a stiff-bristled broom, perpendicular to line of traffic. Wash broom clean

of excess and dried concrete as necessary during finishing operations.

3. Burlap finish by dragging a seamless strip of damp burlap across concrete,

perpendicular to line of traffic. Repeat operation to provide a gritty texture

acceptable to Engineer.

D. Do not remove forms for 24 hours after concrete has been placed. After form

removal, clean ends of joints and point-up any minor honeycombed areas. Remove

and replace areas or sections with major defects, as directed by Engineer.

Plastering will not be permitted on the face of the curb, and any rejected curb, curb

and gutter or valley gutter shall be removed and replaced without additional

compensation.

E. Curb Final Finish: All exposed surfaces shall be given a finish while the concrete

is still green. In general, only a brush finish will be required. For any surface areas,

however, which are too rough or where other surface defects make additional

finishing necessary, the Engineer may require that the curb be rubbed to a smooth

surface with a soft brick or wood block, with water used liberally, Also, if

necessary, further to provide a suitable surface, the Engineer may require

additional rubbing, using a thin grout or mortar.

3.8 CURING

A. General:

1. The concrete shall be continuously cured for a period of at least 7 days.

Curing shall be commenced after finishing has been completed and as

soon as the concrete has hardened sufficiently to permit application of the

curing material without marring the surface. Any curing material removed

or damaged during the 7 day period shall be replaced immediately.

2. After forms are removed, the surfaces exposed shall be cured by lacing a

berm of moist earth against them or by any of the methods described

below, for the remainder of the 7 day curing period.


Exhibit I of 101


B. Wet Burlap Method: Burlap, as specified in 925-1, of theF.D.0.T. specifications,

shall be placed over the entire exposed surface of the concrete, with sufficient

extension beyond each side to insure complete coverage. Adjacent strips shall be

overlapped a minimum of 150 mm (6”). The burlap shall be held securely in place

such that it will be in continuous contact with the concrete at all times and no earth

shall be permitted between the burlap surface at laps or between the burlap and the

concrete. The burlap shall be saturated with water before being placed and shall be

kept thoroughly wet throughout the curing period.

C. Membrane Curing Compound Method: Clear membrane curing compound or

white-pigmented curing compound, as specified in 925-2 of the F.D.0.T.

Specifications, shall be applied by a hand sprayer meeting the requirements of 350-

3.1 0 of the F.D.0.T. Specifications, in a single-coat continuous film at a uniform

coverage of at least 0.2 L/m2 (1 gallon/200 S.F.). Any cracks, checks or other

defects appearing in the coating shall be recoated immediately. The curing

compound shall be thoroughly agitated in the drum prior to application, and during

application as necessary to prevent settlement of the pigment.

D. Polyethylene Sheeting Method: Polyethylene sheeting, as specified in 925-3 of the

F.D.O.T. Specifications, shall be placed over the entire exposed surface of the

concrete, with sufficient extension beyond each side to insure complete coverage.

Adjacent strips shall be overlapped a minimum of 150 mm (6”). The sheeting shall

be held securely in place such that it will be in continuous contact with the

concrete at all times.

3.9 BACKFILLING AND COMPACTION

A. After the concrete has set sufficiently, but not later than 3 days after pouring, the

spaces in front and back of the curb shall be refilled to the required elevation, with

suitable material, which shall be placed and thoroughly compacted in layers not

thicker than 150 mm (6”).

3.10 SURFACE REQUIREMENTS

A. The gutter section of curb and gutter shall be tested with a 3.048 m (10’)

straightedge laid parallel to the center line of the roadway, and while the concrete

is still plastic. Straight edging shall be done along the edge of the gutter adjacent to

the pavement or along other lines on the gutter cross section, as directed by the

Engineer. Irregularities in excess of 6 mm (1/4”) shall be immediately corrected.

3.11 REPAIRS AND PROTECTIONS

A. Repair or replace broken or defective concrete, as directed by Engineer.

B. Drill test cores where directed by Engineer when necessary to determine

magnitude of cracks or defective areas. Fill drilled core holes in satisfactory


Exhibit I of 101


pavement areas with Portland cement concrete bonded to pavement with epoxy

adhesive.

C. Protect concrete from damage until acceptance of work. Exclude traffic from

pavement for at least 14 days after placement. When construction traffic is

permitted, maintain pavement as clean as possible by removing surface stains and

spillage as they occur.

D. Sweep concrete pavement and wash fee of stains, dirt, and other foreign material

just before final inspection.



Exhibit I of 101

WATER DISTRIBUTION 33 11 00 - 1

SECTION 33 11 00

WATER DISTRIBUTION

PART 1 GENERAL

1.1 REFERENCES

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. The publications shall be the

most current issue.

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM A 307 Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength

ASTM A 536 Ductile Iron Castings

ASTM C 94 Ready-Mixed Concrete

ASTM D 1785 Poly(Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80,

and 120

ASTM D 2241 Poly(Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDR

Series)

ASTM D 2466 Poly(Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule

40

ASTM D 2564 Solvent Cements for Poly(Vinyl Chloride) (PVC) Plastic

Piping Systems

ASTM D 2774 Underground Installation of Thermoplastic Pressure Piping

ASTM D 2855 Making Solvent-Cemented Joints with Poly(Vinyl Chloride)

(PVC) Pipe and Fittings

ASTM D 3139 Joints for Plastic Pressure Pipes Using Flexible Elastomeric

Seals

ASTM F 402 Safe Handling of Solvent Cements, Primers, and Cleaners

Used for Joining Thermoplastic Pipe and Fittings

ASTM F 477 Elastomeric Seals (Gaskets) for Joining Plastic Pipe


Exhibit I of 101


AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA C104/A21.4 Cement-Mortar Lining for Ductile-Iron Pipe and Fittings for

Water

AWWA C110/A21.10 Ductile-Iron and Gray-Iron Fittings, 3 in. Through 48 in. (75

mm Through 1200 mm), for Water and Other Liquids

AWWA C111/A21.11 Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and

Fittings

ANSI/AWWA C151/A21.51 Ductile-Iron Pipe, Centrifugally Cast, for Water or Other

Liquids

AWWA C153/A21.53 Ductile-Iron Compact Fittings, 3 in. Through 24 in. (76 mm

Through 610 mm) and 54 in. Through 64 in. (1,000 mm

Through 1,600 mm), for Water Service

AWWA C500 Metal-Seated Gate Valves for Water Supply Service

AWWA C502 Dry-Barrel Fire Hydrants

AWWA C508 Swing-Check Valves for Waterworks Service, 2 in. (50 mm)

Through 24 in. (600 mm) NPS

AWWA C509 Resilient-Seated Gate Valves for Water and Sewerage

Systems

AWWA C600 Installation of Ductile-Iron Water Mains and Their

Appurtenances

AWWA C651 Disinfecting Water Mains

AWWA C800 Underground Service Line Valves and Fittings

AWWA C900 Polyvinyl Chloride (PVC) Pressure Pipe, 4 in. Through 12

in., for Water Distribution

AWWA C906 Polyethylene (PE) Pressure Pipe and Fittings, 4 in. Through

63 in., for Water Distribution

AWWA M23 PVC Pipe - Design and Installation

MANUFACTURERS STANDARDIZATION SOCIETY OF THE VALVE AND FITTINGS

INDUSTRY, INC. (MSS)

MSS SP-80 Bronze Gate, Globe, Angle and Check Valves


Exhibit I of 101


NATIONAL FIRE PROTECTION ASSOCIATION (NFPA)

NFPA 24 Installation of Private Fire Service Mains and Their

Appurtenances

UNI-BELL PVC PIPE ASSOCIATION (UBPPA)

UBPPA UNI-B-3 Installation of Polyvinyl Chloride (PVC) Pressure Pipe

UBPPA UNI-B-8 Direct Tapping of Polyvinyl Chloride (PVC) Pressure Water

Pipe

UNDERWRITERS LABORATORIES INC. (UL)

UL 246 Hydrants for Fire-Protection Service

UL 262 Gate Valves for Fire-Protection Service

UL 312 Check Valves for Fire-Protection Service

UL 789 Indicator Posts for Fire-Protection Service

1.2 DESIGN REQUIREMENTS

1.2.1 Water Distribution Mains

Provide water distribution mains indicated as 4 through 12 inch diameter pipe sizes of ductile-iron or

polyvinyl chloride (PVC) plastic pipe. Also provide water main accessories, gate valves and check

valves as specified and where indicated.

1.2.2 Water Service Lines

Provide water service lines indicated as less than 4 inch lines from water distribution main to building

service at the point indicated. Water service lines shall be polyvinyl chloride (PVC) plastic pipe.

Provide water service line appurtenances as specified and where indicated.

1.3 SUBMITTALS

Submit the following in accordance with Section 01 33 00, SUBMITTALS, PRODUCTS, AND

SUBSTITUTIONS:

SD-03 Product Data

Piping Materials

Water distribution main piping, fittings, joints, valves, and coupling


Exhibit I of 101


Water service line piping, fittings, joints, valves, and coupling

Hydrants

Indicator posts

Corporation stops

Valve boxes

Water meters

Backflow preventers

Submit manufacturer's standard drawings or catalog cuts, except submit both drawings and

cuts for push-on and rubber-gasketed bell-and-spigot joints. Include information concerning

gaskets with submittal for joints and couplings.

SD-07 Certificates

Water distribution main piping, fittings, joints, valves, and coupling

Water service line piping, fittings, joints, valves, and coupling

Shop-applied lining and coating

Lining

Fire hydrants

Certificates shall attest that tests set forth in each applicable referenced publication have

been performed, whether specified in that publication to be mandatory or otherwise and

that production control tests have been performed at the intervals or frequency specified in

the publication. Other tests shall have been performed within 3 years of the date of

submittal of certificates on the same type, class, grade, and size of material as is being

provided for the project.

SD-08 Manufacturer's Instructions

Installation procedures for water piping


1.4.1 Delivery and Storage

Inspect materials delivered to site for damage. Unload and store with minimum handling. Store

materials on site in enclosures or under protective covering. Store plastic piping, jointing materials


Exhibit I of 101


and rubber gaskets under cover out of direct sunlight. Do not store materials directly on the ground.

Keep inside of pipes, fittings, valves and hydrants free of dirt and debris.

1.4.2 Handling

Handle pipe, fittings, valves, hydrants, and other accessories in a manner to ensure delivery to the

trench in sound undamaged condition. Take special care to avoid injury to coatings and linings on

pipe and fittings; make satisfactory repairs if coatings or linings are damaged. Carry, do not drag pipe

to the trench. Store plastic piping, jointing materials and rubber gaskets that are not to be installed

immediately, under cover out of direct sunlight.

PART 2 PRODUCTS

2.1 WATER DISTRIBUTION MAIN MATERIALS

2.1.1 Piping Materials

2.1.1.1 Ductile-Iron Piping

a. Pipe and Fittings: Pipe, ANSI/AWWA C151/A21.51, Thickness Class 51. Fittings, AWWA

C110/A21.10 or AWWA C153/A21.53; fittings with push-on joint ends conforming to the

same requirements as fittings with mechanical-joint ends, except that the bell design shall

be modified, as approved, for push-on joint. Fittings shall have pressure rating at least

equivalent to that of the pipe. Ends of pipe and fittings shall be suitable for the specified

joints. Pipe and fittings shall have cement-mortar lining, AWWA C104/A21.4, standard

thickness.

b. Joints and Jointing Material:

(1) Joints: Joints for pipe and fittings shall be mechanical joints.

(2) Mechanical Joints: Dimensional and material requirements for pipe ends, glands, bolts

and nuts, and gaskets, AWWA C111/A21.11.

(3) Flange for setscrewed flanges shall be of ductile iron, ASTM A 536, Grade 65-45-12,

and conform to the applicable requirements of ASME/ANSI B16.1, Class 250. Setscrews

for setscrewed flanges shall be 190,000 psi tensile strength, heat treated and zinc-coated

steel. Gasket for setscrewed flanges, in accordance with applicable requirements for

mechanical-joint gaskets specified in AWWA C111/A21.11. Design of setscrewed gasket

shall provide for confinement and compression of gasket when joint to adjoining flange is

made.

2.1.1.2 Polyvinyl Chloride (PVC) Plastic Piping

a. Pipe and Fittings: Pipe, AWWA C900, shall be plain end or gasket bell end, Pressure Class

235 (DR 18) with cast-iron-pipe-equivalent OD. Fittings shall be gray iron or ductile iron,

AWWA C110/A21.10 or AWWA C153/A21.53, and have cement-mortar lining, AWWA

C104/A21.4, standard thickness. Fittings with push-on joint ends shall conform to the


Exhibit I of 101


same requirements as fittings with mechanical-joint ends, except that bell design shall be

modified, as approved, for push-on joint suitable for use with PVC plastic pipe specified in

this paragraph.

b. Joints and Jointing Material: Joints for pipe shall be push-on joints, ASTM D 3139. Joints

between pipe and metal fittings, valves, and other accessories shall be push-on joints

ASTM D 3139, or compression-type joints/mechanical joints, ASTM D 3139 and AWWA

C111/A21.11. Provide each joint connection with an elastomeric gasket suitable for the

bell or coupling with which it is to be used. Gaskets for push-on joints for pipe, ASTM F

477. Gaskets for push-on joints and compression-type joints/mechanical joints for joint

connections between pipe and metal fittings, valves, and other accessories, AWWA

C111/A21.11, respectively, for push-on joints and mechanical joints. Mechanically

coupled joints using a sleeve-type mechanical coupling, as specified in paragraph entitled

"Sleeve-Type Mechanical Couplings," may be used as an optional jointing method in lieu

of push-on joints on plain-end PVC plastic pipe, subject to the limitations specified for

mechanically coupled joints using a sleeve-type mechanical coupling and to the use of

internal stiffeners as specified for compression-type joints in ASTM D 3139.

2.1.1.3 Polyethylene (PE) Plastic Piping

Pipe and heat-fusion fittings shall conform to AWWA C906.

2.1.2 Valves, Hydrants, and Other Water Main Accessories

2.1.2.1 Gate Valves on Buried Piping

AWWA C500, AWWA C509, or UL 262. Unless otherwise specified, valves conforming to: (1)

AWWA C500 shall be nonrising stem type with double-disc gates and mechanical-joint ends or push-

on joint ends as appropriate for the adjoining pipe, (2) AWWA C509 shall be nonrising stem type with

mechanical-joint ends, and (3) UL 262 shall be inside-screw type with operating nut, double-disc or

split-wedge type gate, designed for a hydraulic working pressure of 200 psi, and shall have

mechanical-joint ends or push-on joint ends as appropriate for the pipe to which it is joined. Materials

for UL 262 valves shall conform to the reference standards specified in AWWA C500. Valves shall

open by counterclockwise rotation of the valve stem. Stuffing boxes shall have 0-ring stem seals.

Stuffing boxes shall be bolted and constructed so as to permit easy removal of parts for repair.

2.1.2.2 Gate Valves

AWWA C500, AWWA C509, or UL 262. Unless otherwise specified, valves conforming to: AWWA

C509 shall be nonrising stem type with flanged ends and a working pressure of 200 psi. Stuffing

boxes shall be bolted and constructed so as to permit easy removal of parts for repair.

2.1.2.3 Check Valves

Swing-check type, AWWA C508 or UL 312. Valves conforming to: (1) AWWA C508 shall have iron

or steel body and cover and flanged ends, designed for a working pressure of 200 psi. Valves shall

have clear port opening. Valves shall be spring-loaded.


Exhibit I of 101


2.1.2.4 Fire Hydrants

Dry-barrel type. Paint hydrants with at least one coat of primer and two coats of yellow enamel paint,

except use red enamel paint for tops of hydrants in non-potable water systems. Stencil hydrant number

and main size on the hydrant barrel using black stencil paint.

a. Dry-Barrel Type Fire Hydrants: Dry-barrel type hydrants, AWWA C502 or UL 246, "Base

Valve" design, shall have 6 inch inlet, 5 1/4 inch valve opening, one 4 1/2 inch pumper

connection, and two 2 1/2 inch hose connections. Pumper connection and hose connections

shall be individually valved with independent nozzle gate valves. Inlet shall have

mechanical-joint end only; end shall conform to the applicable requirements as specified

for the joint. Size and shape of operating nut, cap nuts, and threads on hose and pumper

connections shall be as specified in AWWA C502. Hydrants indicated as "traffic type,"

shall have frangible sections as mentioned in AWWA C502. The traffic type hydrant shall

have special couplings joining upper and lower sections of hydrant barrel and shall be

designed to have the special couplings break from a force not less than that which would be

imposed by a moving vehicle; hydrant shall operate properly under normal conditions.

2.1.2.5 Indicator Posts

UL 789. Provide for gate valves where indicated.

2.1.2.6 Valve Boxes

Provide a valve box for each gate valve on buried piping, except where indicator post is shown. Valve

boxes shall be of cast iron or precast concrete of a size suitable for the valve on which it is to be used

and shall be adjustable. Provide a round head. Cast the word "WATER" on the lid. The least

diameter of the shaft of the box shall be 5 1/4 inches. Cast-iron box shall have a heavy coat of

bituminous paint.

2.1.2.7 Sleeve-Type Mechanical Couplings

Couplings shall be designed to couple plain-end piping by compression of a ring gasket at each end of

the adjoining pipe sections. The coupling shall consist of one middle ring flared or beveled at each

end to provide a gasket seat; two follower rings; two resilient tapered rubber gaskets; and bolts and

nuts to draw the follower rings toward each other to compress the gaskets. The middle ring and the

follower rings shall be true circular sections free from irregularities, flat spots, and surface defects; the

design shall provide for confinement and compression of the gaskets. For ductile iron and PVC plastic

pipe, the middle ring shall be of cast-iron or steel; and the follower rings shall be of malleable or

ductile iron. Gaskets shall be designed for resistance to set after installation and shall meet the

applicable requirements specified for gaskets for mechanical joint in AWWA C111/A21.11. Bolts

shall be track-head type, ASTM A 307, Grade A, with nuts, ASTM A 563, Grade A; or round-head

square-neck type bolts, ANSI B18.5.2.1M and ANSI/ASME B18.5.2.2M with hex nuts, ASME/ANSI

B18.2.2. Bolts shall be 5/8 inch in diameter. Bolt holes in follower rings shall be of a shape to hold

fast the necks of the bolts used. Mechanically coupled joints using a sleeve-type mechanical coupling

shall not be used as an optional method of jointing except where pipeline is adequately anchored to

resist tension pull across the joint.


Exhibit I of 101


2.1.2.8 Tracer Wire for Nonmetallic Piping

Provide bare copper or aluminum wire not less than 0.10 inch in diameter in sufficient length to be

continuous over each separate run of nonmetallic pipe.

2.2 WATER SERVICE LINE MATERIALS

2.2.1 Piping Materials

2.2.1.1 Plastic Piping

Plastic pipe and fittings shall bear the seal of the National Sanitation Foundation for potable water

service. Plastic pipe and fittings shall be supplied from the same manufacturer.

a. Polyvinyl Chloride (PVC) Plastic Piping: ASTM D 1785, Schedule 40; or ASTM D 2241,

with SDR as necessary to provide 150 psi minimum pressure rating. Fittings, ASTM D

2466. Pipe and fittings shall be of the same PVC plastic material and shall be one of the

following pipe/fitting combinations, as marked on the pipe and fitting, respectively: PVC

1120/PVC I; PVC 1220/PVC 12; PVC 2120/PVC II; PVC 2116/PVC II. Solvent cement

for jointing, ASTM D 2564.

2.2.1.2 Insulating Joints

Joints between pipe of dissimilar metals shall have a rubber-gasketed or other suitable approved type

of insulating joint or dielectric coupling which will effectively prevent metal-to-metal contact between

adjacent sections of piping.

2.2.2 Water Service Line Appurtenances

2.2.2.1 Corporation Stops

Ground key type; bronze, ASTM B 61 or ASTM B 62; and suitable for the working pressure of the

system. Ends shall be suitable for solder-joint, or flared tube compression type joint. Threaded ends

for inlet and outlet of corporation stops, AWWA C800; coupling nut for connection to flared copper

tubing, ASME/ANSI B16.26.

2.2.2.2 Curb or Service Stops

Ground key, round way, inverted key type; made of bronze, ASTM B 61 or ASTM B 62; and suitable

for the working pressure of the system. Ends shall be as appropriate for connection to the service

piping. Arrow shall be cast into body of the curb or service stop indicating direction of flow.

2.2.2.3 Gate Valves on Buried Piping (3 Inches and Larger)

Gate valves 3 inch size and larger on buried piping AWWA C500 or UL 262 and of one manufacturer.

Valves, AWWA C500, nonrising stem type with double-disc gates. Valves, UL 262, inside-screw type

with operating nut, split wedge or double disc type gate, and designed for a hydraulic working pressure

of 175 psi. Materials for UL 262 valves conforming to the reference standards specified in AWWA


Exhibit I of 101


C500. Valves shall open by counterclockwise rotation of the valve stem. Stuffing boxes shall have 0-

ring stem seals and shall be bolted and constructed so as to permit easy removal of parts for repair.

2.2.2.4 Gate Valves on Buried Piping (Smaller Than 3 Inches)

Gate valves smaller than 3 inch size on buried Piping MSS SP-80, Class 150, solid wedge, nonrising

stem. Valves shall have flanged or threaded end connections, with a union on one side of the valve.

2.2.2.5 Curb Boxes

Provide a curb box for each curb or service stop. Curb boxes shall be of cast iron of a size suitable for

the stop on which it is to be used. Provide a round head. Cast the word "WATER" on the lid. Each

box shall have a heavy coat of bituminous paint.

2.2.2.6 Valve Boxes

Provide a valve box for each gate valve on buried piping. Valve boxes shall be of cast iron of a size

suitable for the valve on which it is to be used and shall be adjustable. Provide a round head. Cast the

word "WATER" on the lid. The least diameter of the shaft of the box shall be 5 1/4 inches.

PART 3 EXECUTION

3.1 INSTALLATION OF PIPELINES

3.1.1 General Requirements for Installation of Pipelines

These requirements shall apply to all pipeline installation except where specific exception is made in

the "Special Requirements..." paragraphs.

3.1.1.1 Location of Water Lines

Terminate the work covered by this section at a point approximately 5 feet from the building, unless

otherwise indicated. Do not lay water lines in the same trench with gas lines fuel lines or electric

wiring.

a. Water Piping Installation Parallel With Sewer Piping

(1) Normal Conditions: Lay water piping at least 10 feet horizontally from a sewer or

sewer manhole whenever possible. Measure the distance edge-to-edge.

(2) Unusual Conditions: When local conditions prevent a horizontal separation of 10 feet,

the water piping may be laid closer to a sewer or sewer manhole provided that:

(a) The bottom (invert) of the water piping shall be at least 18 inches above the top

(crown) of the sewer piping.


Exhibit I of 101


(b) Where this vertical separation cannot be obtained, the sewer piping shall be

constructed of AWWA-approved water pipe and pressure tested in place without leakage

prior to backfilling.

(c) The sewer manhole shall be of watertight construction and tested in place.

b. Installation of Water Piping Crossing Sewer Piping

(1) Normal Conditions: Water piping crossing above sewer piping shall be laid to provide

a separation of at least 18 inches between the bottom of the water piping and the top of the

sewer piping.

(2) Unusual Conditions: When local conditions prevent a vertical separation described

above, use the following construction:

(a) Sewer piping passing over or under water piping shall be constructed of AWWA-

approved ductile iron water piping, pressure tested in place without leakage prior to

backfilling.

(b) Water piping passing under sewer piping shall, in addition, be protected by providing a

vertical separation of at least 18 inches between the bottom of the sewer piping and the top

of the water piping; adequate structural support for the sewer piping to prevent excessive

deflection of the joints and the settling on and breaking of the water piping; and that the

length, minimum 20 feet, of the water piping be centered at the point of the crossing so that

joints shall be equidistant and as far as possible from the sewer piping.

c. Sewer Piping or Sewer Manholes: No water piping shall pass through or come in contact

with any part of a sewer manhole.

3.1.1.2 Earthwork

Perform earthwork operations in accordance with Section 31 00 00, "Earthwork."

3.1.1.3 Pipe Laying and Jointing

Remove fins and burrs from pipe and fittings. Before placing in position, clean pipe, fittings, valves,

and accessories, and maintain in a clean condition. Provide proper facilities for lowering sections of

pipe into trenches. Do not under any circumstances drop or dump pipe, fittings, valves, or any other

water line material into trenches. Cut pipe accurately to length established at the site and work into

place without springing or forcing. Replace by one of the proper length any pipe or fitting that does

not allow sufficient space for proper installation of jointing material. Blocking or wedging between

bells and spigots will not be permitted. Lay bell-and-spigot pipe with the bell end pointing in the

direction of laying. Grade the pipeline in straight lines; avoid the formation of dips and low points.

Support pipe at proper elevation and grade. Secure firm, uniform support. Wood support blocking

will not be permitted. Lay pipe so that the full length of each section of pipe and each fitting will rest

solidly on the pipe bedding; excavate recesses to accommodate bells, joints, and couplings. Provide

anchors and supports where necessary for fastening work into place. Make proper provision for

expansion and contraction of pipelines. Keep trenches free of water until joints have been properly


Exhibit I of 101


made. At the end of each work day, close open ends of pipe temporarily with wood blocks or

bulkheads. Do not lay pipe when conditions of trench or weather prevent installation. Depth of cover

over top of pipe shall not be less than 2 1/2 feet.

3.1.1.4 Installation of Tracer Wire

Install a continuous length of tracer wire for the full length of each run of nonmetallic pipe. Attach

wire to top of pipe in such manner that it will not be displaced during construction operations.

3.1.1.5 Connections to Existing Water Lines

Make connections to existing water lines after approval is obtained and with a minimum interruption

of service on the existing line. Make connections to existing lines under pressure in accordance with

the recommended procedures of the manufacturer of the pipe being tapped, except as otherwise

specified, tap concrete pipe in accordance with AWWA M9 for tapping concrete pressure pipe.

3.1.2 Special Requirements for Installation of Water Mains

3.1.2.1 Installation of Ductile-Iron Piping

Unless otherwise specified, install pipe and fittings in accordance with paragraph entitled "General

Requirements for Installation of Pipelines" and with the requirements of AWWA C600 for pipe

installation, joint assembly, valve-and-fitting installation, and thrust restraint.

a. Jointing: Make mechanical joints with the gaskets, glands, bolts, and nuts specified for this

type joint; assemble in accordance with the applicable requirements of AWWA C600 for

joint assembly and the recommendations of Appendix A to AWWA C111/A21.11.

Assemble joints made with sleeve-type mechanical couplings in accordance with the

recommendations of the coupling manufacturer. Make insulating joints with the gaskets,

sleeves, washers, bolts, and nuts previously specified for this type joint. Assemble

insulating joints as specified for flanged joints, except that bolts with insulating sleeves

shall be full size for the bolt holes. Ensure that there is no metal-to-metal contact between

dissimilar metals after the joint has been assembled.

b. Pipe Anchorage: Provide concrete thrust blocks for pipe anchorage. Thrust blocks shall be in

accordance with the requirements of AWWA C600 for thrust restraint, except that size and

positioning of thrust blocks shall be as indicated. Use concrete, ASTM C 94, having a

minimum compressive strength of 2,500 psi at 28 days; or use concrete of a mix not leaner

than one part cement, 2 1/2 parts sand, and 5 parts gravel, having the same minimum

compressive strength. Metal harness, if required, shall be in accordance with the

requirements of AWWA C600 for thrust restraint, using tie rods and clamps as shown in

NFPA 24, except as otherwise indicated.

3.1.2.2 Installation of PVC Plastic Water Main Pipe

Installation of PVC Plastic Water Main Pipe and Associated Fittings: Unless otherwise specified,

install pipe and fittings in accordance with paragraph entitled "General Requirements for Installation

of Pipelines"; with the requirements of UBPPA UNI-B-3 for laying of pipe, joining PVC pipe to


Exhibit I of 101


fittings and accessories, and setting of hydrants, valves, and fittings; and with the recommendations for

pipe joint assembly and appurtenance installation in AWWA M23, Chapter 7, "Installation."

a. Jointing: Make push-on joints with the elastomeric gaskets specified for this type joint, using

either elastomeric-gasket bell-end pipe or elastomeric-gasket couplings. For pipe-to-pipe

push-on joint connections, use only pipe with push-on joint ends having factory-made

bevel; for push-on joint connections to metal fittings, valves, and other accessories, cut

spigot end of pipe off square and re-bevel pipe end to a bevel approximately the same as

that on ductile-iron pipe used for the same type of joint. Use an approved lubricant

recommended by the pipe manufacturer for push-on joints. Assemble push-on joints for

pipe-to-pipe joint connections in accordance with the requirements of UBPPA UNI-B-3 for

laying the pipe and the recommendations in AWWA M23, Chapter 7, "Installation," for

pipe joint assembly. Assemble push-on joints for connection to fittings, valves, and other

accessories in accordance with the requirements of UBPPA UNI-B-3 for joining PVC pipe

to fittings and accessories and with the applicable requirements of AWWA C600 for joint

assembly. Make compression-type joints/mechanical joints with the gaskets, glands, bolts,

nuts, and internal stiffeners previously specified for this type joint; assemble in accordance

with the requirements of UBPPA UNI-B-3 for joining PVC pipe to fittings and accessories,

with the applicable requirements of AWWA C600 for joint assembly, and with the

recommendations of Appendix A to AWWA C111/A21.11. Cut off spigot end of pipe for

compression-type joint/mechanical-joint connections and do not re-bevel. Assemble joints

made with sleeve-type mechanical couplings in accordance with the recommendations of

the coupling manufacturer using internal stiffeners as previously specified for compression-

type joints.

b. Pipe Anchorage: Provide concrete thrust blocks for pipe anchorage. Thrust blocks shall be in

accordance with the requirements of UBPPA UNI-B-3 for reaction or thrust blocking and

plugging of dead ends, except that size and positioning of thrust blocks shall be as

indicated. Use concrete, ASTM C 94, having a minimum compressive strength of 2,500 psi

at 28 days; or use concrete of a mix not leaner than one part cement, 2 1/2 parts sand, and 5

parts gravel, having the same minimum compressive strength.

3.1.2.3 Installation of Polyethylene (PE) Plastic Piping

PE pipes shall be installed in accordance with ASTM D 2774.

3.1.2.4 Installation of Valves and Hydrants

a. Installation of Valves: Install gate valves, AWWA C500 and UL 262, in accordance with the

requirements of AWWA C600 for valve-and-fitting installation and with the

recommendations of the Appendix ("Installation, Operation, and Maintenance of Gate

Valves") to AWWA C500. Install gate valves, AWWA C509, in accordance with the

requirements of AWWA C600 for valve-and-fitting installation and with the

recommendations of the Appendix ("Installation, Operation, and Maintenance of Gate

Valves") to AWWA C509. Install gate valves on PVC water mains in accordance with the

recommendations for appurtenance installation in AWWA M23, Chapter 7, "Installation."

Install check valves in accordance with the applicable requirements of AWWA C600 for

valve-and-fitting installation, except as otherwise indicated. Make and assemble joints to


Exhibit I of 101


gate valves and check valves as specified for making and assembling the same type joints

between pipe and fittings.

b. Installation of Hydrants: Install hydrants in accordance with AWWA C600 for hydrant

installation and as indicated. Make and assemble joints as specified for making and

assembling the same type joints between pipe and fittings. Install hydrants with the 4 1/2

inch connections facing the adjacent paved surface. If there are two paved adjacent

surfaces, contact the Owner for further instructions.

3.1.3 Installation of Water Service Piping

3.1.3.1 Location

Connect water service piping to the building service where the building service has been installed.

Where building service has not been installed, terminate water service lines approximately 5 feet from

the building line at the point indicated; such water service lines shall be closed with plugs or caps.

3.1.3.2 Service Line Connections to Water Mains

Connect service lines 2 inch size and smaller to the main by a corporation stop and gooseneck and

install a service stop below the frostline. Connect service lines to ductile-iron water mains in

accordance with AWWA C600 for service taps. Connect service lines to PVC plastic water mains in

accordance with UBPPA UNI-B-8 and the recommendations of AWWA M23, Chapter 9, "Service

Connections."

3.1.4 Special Requirements for Installation of Water Service Piping

3.1.4.1 Installation of Plastic Piping

Install pipe and fittings in accordance with paragraph entitled "General Requirements for Installation

of Pipelines" and with the applicable requirements of ASTM D 2774, unless otherwise specified.

Handle solvent cements used to join plastic piping in accordance with ASTM F 402.

a. Jointing: Make solvent-cemented joints for PVC plastic piping using the solvent cement

previously specified for this material; assemble joints in accordance with ASTM D 2855.

Make plastic pipe joints to other pipe materials in accordance with the recommendations of

the plastic pipe manufacturer.

b. Plastic Pipe Connections to Appurtenances: Connect plastic pipe service lines to corporation

stops and gate valves in accordance with the recommendations of the plastic pipe

manufacturer.

3.1.5 Disinfection

Disinfect new water piping and existing water piping affected by Contractor's operations in accordance

with AWWA C651. Fill piping systems with solution containing minimum of 50 parts per million of

available chlorine and allow solution to stand for minimum of 24 hours. Flush solution from the

systems with domestic water until maximum residual chlorine content is within the range of 0.2 and


Exhibit I of 101


0.5 parts per million, or the residual chlorine content of domestic water supply. Obtain at least two

consecutive satisfactory bacteriological samples from new water piping, analyze by a certified

laboratory, and submit the results prior to the new water piping being placed into service. Disinfection

of systems supplying nonpotable water is not required.


3.2.1 Field Tests and Inspections

The Owner will conduct field inspections and witness field tests specified in this section. The

Contractor shall perform field tests, and provide labor, equipment, and incidentals required for testing.

The Contractor shall produce evidence, when required, that any item of work has been constructed in

accordance with the drawings and specifications.

3.2.2 Testing Procedure

Test water mains and water service lines in accordance with the applicable specified standard, except

for the special testing requirements given in paragraph entitled "Special Testing Requirements." Test

ductile-iron water mains in accordance with the requirements of AWWA C600 for hydrostatic testing.

The amount of leakage on ductile-iron pipelines with mechanical-joints shall not exceed the amounts

given in AWWA C600; no leakage will be allowed at joints made by any other method. Test PVC

plastic water mains and water service lines made with PVC plastic water main pipe in accordance with

the requirements of UBPPA UNI-B-3 for pressure and leakage tests. The amount of leakage on

pipelines made of PVC plastic water main pipe shall not exceed the amounts given in UBPPA UNI-B-

3, except that at joints made with sleeve-type mechanical couplings, no leakage will be allowed.

3.2.3 Special Testing Requirements

For pressure test, use a hydrostatic pressure 50 psi greater than the maximum working pressure of the

system, except that for those portions of the system having pipe size larger than 2 inches in diameter,

hydrostatic test pressure shall be not less than 200 psi. Hold this pressure for not less than 2 hours.

Prior to the pressure test, fill that portion of the pipeline being tested with water for a soaking period

of not less than 24 hours. For leakage test, use a hydrostatic pressure not less than the maximum

working pressure of the system. Leakage test may be performed at the same time and at the same test

pressure as the pressure test.



Exhibit I of 101

STORM DRAINAGE UTILITIES 33 40 00 - 1

SECTION 33 40 00

STORM DRAINAGE UTILITIES

PART 1 GENERAL

1.1 REFERENCES

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. The publications shall be the

most current issue.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION

OFFICIALS (AASHTO)

AASHTO M198 Joints for Circular Concrete Sewer and Culvert Pipe Using

Flexible Watertight Gaskets

AASHTO M252 Corrugated Polyethylene Drainage Tubing

AMERICAN CONCRETE PIPE ASSOCIATION (ACPA)

ACPA 01-102 Concrete Pipe Handbook

ACPA 01-103 Concrete Pipe Installation Manual

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM A 497 Steel Welded Wire Fabric, Deformed, for Concrete

Reinforcement

ASTM A 615/A 615M Deformed and Plain Billet-Steel Bars for Concrete

Reinforcement

ASTM C 32 Sewer and Manhole Brick (Made from Clay or Shale)

ASTM C 62 Building Brick (Solid Masonry Units Made from Clay or

Shale)

ASTM C 76M Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe

(Metric)

ASTM C 139 Concrete Masonry Units for Construction of Catch Basins

and Manholes

ASTM C 150 Portland Cement

ASTM C 270 Mortar for Unit Masonry


Exhibit I of 101


ASTM C 476 Grout for Masonry

ASTM D 2321 Underground Installation of Thermoplastic Pipe for Sewers

and Other Gravity-Flow Applications

ASTM D 2564 Solvent Cements for Poly(Vinyl Chloride) (PVC) Plastic

Piping Systems

ASTM D 3034 Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and

Fittings

ASTM D 3212 Joints for Drain and Sewer Plastic Pipe Using Flexible

Elastomeric Seals

ASTM D 4101 Propylene Plastic Injection and Extrusion Materials

ASTM F 477 Elastomeric Seals (Gaskets) for Joining Plastic Pipe

ASTM F 794 Poly(Vinyl Chloride) (PVC) Profile Gravity Sewer Pipe and

Fittings Based on Controlled Inside Diameter

ASTM F 949 Poly(Vinyl Chloride) (PVC) Corrugated Sewer Pipe with a

Smooth Interior and Fittings

1.2 SUBMITTALS

Submit the following in accordance with Section 01 33 00, SHOP DRAWINGS, PRODUCT DATA

AND SAMPLES:

SD-02 Shop Drawings

Precast concrete structures

Metal items

SD-03 Product Data

Concrete piping including fittings and jointing materials

Polyvinyl chloride (PVC) plastic piping including fittings and jointing materials

Corrugated plastic piping including fittings and jointing materials

Subsurface drainage piping including fittings and jointing materials

SD-07 Certificates


Exhibit I of 101


Pipeline and fittings, including factory-applied linings and joint materials

Cast-iron frames, covers, and gratings

Precast concrete structures

Submit certificates attesting that tests set forth in each applicable referenced publication

have been performed, whether specified in that publication to be mandatory or otherwise

and that production control tests have been performed at the frequency or intervals

specified in the publication. Other tests shall have been performed within 3 years of the

date of submittal of certificates on the same type, class, grade, and size of material as is

being provided for the project.


1.3.1 Delivery and Storage

1.3.1.1 Piping

Inspect materials delivered to site for damage; store with minimum of handling. Store plastic piping

and jointing materials and rubber gaskets under cover out of direct sunlight. Do not store materials

directly on the ground. Keep inside of pipes and fittings free of dirt and debris.

1.3.1.2 Metal Items

Check upon arrival; identify and segregate as to types, functions, and sizes. Store off the ground in a

manner affording easy accessibility and not causing excessive rusting or coating with grease or other

objectionable materials.

1.3.2 Handling

Handle pipe, fittings, and other accessories in a manner to ensure delivery to the trench in sound

undamaged condition. Carry, do not drag pipe to trench.

PART 2 PRODUCTS

2.1 PIPELINE AND CULVERT MATERIALS

2.1.1 Concrete Piping

2.1.1.1 Concrete Pipe and Fittings

Storm drainage pipe shall be reinforced concrete pipe conforming to ASTM C 76, Class III or Class IV

per plans. Cement used in manufacturing pipe and fittings shall be Type II conforming to ASTM C

150.

2.1.1.2 Jointing Materials for Concrete Piping


Exhibit I of 101


Gaskets and pipe ends for rubber gasket joint shall conform to ASTM C 443. Gaskets shall be suitable

for use with sewage.

2.1.2 Polyvinyl Chloride (PVC) Plastic Piping

2.1.2.1 PVC Plastic Pipe and Fittings

ASTM D 3034, shall be SDR 35, having ends adaptable for elastomeric gasket joints.

2.1.2.2 Joints and Jointing Material for PVC Plastic Piping

Joints shall conform to ASTM D 3212. Gaskets shall conform to ASTM F 477.

Polyvinyl Chloride (PVC) Pipe and Fittings, 10 Inch Diameter and Smaller: ASTM D 3034, SDR 35,

with ends suitable for elastomeric gasket joints. ASTM F 949 with solvent cement joints or

elastomeric gasket joints. ASTM D 3212 elastomeric gasket joints, ASTM D 2564 solvent cement

joints and ASTM F 477 gaskets.

2.1.3 Corrugated Plastic Piping

2.1.3.1 Pipe and Fittings

Corrugated polyvinyl chloride (PVC) pipe conforming to ASTM F 794 or corrugated, high density

polyethylene pipe (HDPE) conforming to AASHTO M252.

2.1.3.2 Joints and Jointing Materials

ASTM D 3212 for PVC pipe joints or manufacturer's recommendations for HDPE joints.

2.2 CONCRETE MATERIALS

Provide 4,000 PSI concrete as specified in Section 03 30 53, "Miscellaneous Cast-In-Place Concrete."

2.3 MISCELLANEOUS MATERIALS

2.3.1 Drainage Structures

Precast structures may be provided in lieu of cast-in-place concrete. Pipe-to-wall connections shall be

mortared to produce smooth transitions and watertight joints or provided with ASTM C 923 resilient

connectors. Bases shall have smooth inverts accurately shaped to a semicircular bottom conforming to

the inside contour of the adjacent sewer sections. Changes in direction of the sewer and entering

branches into the manhole shall have a circular curve in the manhole invert of as large a radius as the

size of the manhole will permit.

2.3.1.1 Precast Concrete Structures

ASTM C 478, except as specified herein. Provide a minimum wall thickness of 5 inches. ASTM A

615/A 615Mreinforcing bars. ASTM A 497 welded wire fabric. ASTM C 443 or AASHTO M198,


Exhibit I of 101


Type B gaskets for joint connections. Provide a 4 inch layer of clean gravel bedding with a maximum

size of 2 inches.

2.3.2 Masonry Materials

Shall conform to the following specifications and other requirements specified hereunder.

2.3.2.1 Brick

ASTM C 32, Grade MS, or ASTM C 62, Grade SW, except that the absorption test will be waived.

2.3.2.2 Concrete Masonry Units

ASTM C 139.

2.3.2.3 Mortar

ASTM C 270, Type M.

2.3.2.4 Water

Water for masonry mortar shall be fresh, clean, potable.

2.3.2.5 Grout

ASTM C 476.

2.3.3 Metal Items

2.3.3.1 Frames, Covers, and Gratings

Shall be cast iron as indicated conforming to ASTM A 48, Class 35B or ductile iron, conforming to

ASTM A 536.

2.3.3.2 Drainage Structure Steps

Zinc-coated steel as indicated conforming to 29 CFR 1910.27. As an option, plastic or rubber coating

pressure-molded to the steel may be used. Plastic coating shall conform to ASTM D 4101, copolymer

polypropylene. Rubber shall conform to ASTM C 443, except shore A durometer hardness shall be 70

plus or minus 5. For curb inlets, steel sump ladder rungs as indicated may be used in lieu of cast-iron

steps; rungs shall be zinc-coated after fabrication. Aluminum steps or rungs will not be permitted.

Steps are not required in manholes, curb inlets, or catch basins less than 4 feet deep.

2.4 FLARED ENDS

Flared end sections shall be same material as pipe material except that only reinforced concrete flared

ends shall be provided for concrete pipe.


Exhibit I of 101


2.5 EROSION CONTROL RIPRAP

Provide nonerodible rock not exceeding 15 inches in its greatest dimension and choked with sufficient

small rocks to provide a dense mass with a minimum thickness of 8 inches or as indicated. Minimum

weight shall be 50 pounds per unit.

PART 3 EXECUTION

3.1 INSTALLATION OF PIPELINES AND APPURTENANT CONSTRUCTION

3.1.1 General Requirements for Installation of Pipelines

These requirements shall apply to pipeline installation except where specific exception is made under

paragraph entitled "Special Requirements."

3.1.1.1 Location

The work covered by this section shall terminate at a point approximately 5 feet from the building,

unless otherwise indicated on the drawings.

3.1.1.2 Earthwork

Perform earthwork operations in accordance with Section 31 00 00, "Earthwork."

3.1.1.3 Pipe Laying and Jointing

Inspect each pipe and fitting before and after installation; remove those found defective from site and

replace with new. Provide proper facilities for lowering sections of pipe into trenches. Lay pipe with

the bell ends in the upgrade direction. Adjust spigots in bells to produce a uniform space. Blocking or

wedging between bells and spigots will not be permitted. Replace by one of the proper dimensions

any pipe or fitting that does not allow sufficient space for proper calking or installation of joint

material. At the end of each work day, close open ends of pipe temporarily with wood blocks or

bulkheads. Provide batterboards not more than 25 feet apart in trenches for checking and ensuring that

pipe invert elevations are as indicated. Laser beam method may be used in lieu of batterboards for the

same purpose.

3.1.1.4 Connections to Existing Lines

Notify Contracting Officer in writing at least 10 days prior to date that connections are to be made.

Obtain approval of the Contracting Officer before interrupting service. Conduct work so that there is

minimum interruption of service on existing line.

3.1.2 Special Requirements

3.1.2.1 Installation of Concrete Piping

Install pipe and fittings in accordance with paragraph entitled "General Requirements for Installation

of Pipelines" of this section and with the provisions for rubber gasket jointing and jointing procedures

of ACPA 01-103 or of ACPA 01-102, Chapter 9. Make joints with the gaskets previously specified


Exhibit I of 101


for joints with this piping. Clean and dry surfaces receiving lubricants, cements, or adhesives. Affix

gaskets to pipe not more than 24 hours prior to the installation of the pipe. Protect gaskets from sun,

blowing dust, and other deleterious agents at all times. Before installation of the pipe, inspect gaskets

and remove and replace loose or improperly affixed gaskets. Align each pipe section with the

previously installed pipe section, and pull the joint together. If, while pulling the joint, the gasket

becomes loose and can be seen through the exterior joint recess when the pipe is pulled up to within

one inch of closure, remove the pipe and remake the joint.

3.1.2.2 Installation of PVC Plastic Piping

Install pipe and fittings in accordance with the "General Requirements for Installation of Pipelines"

and with the requirements of ASTM D 2321 for laying and joining pipe and fittings. Make joints with

the gaskets specified for joints with this piping; assemble in accordance with the requirements of

ASTM D 2321 for assembly of joints. Make joints to other pipe materials in accordance with the

recommendations of the plastic pipe manufacturer.

3.1.2.3 Installation of Corrugated Plastic Piping

Install pipe and fittings in accordance with the "General Requirement for Installation of Pipelines" and

with the recommendations of the PVC or HDPE pipe manufacturer.

3.1.3 Concrete Work

Perform cast-in-place concrete work in accordance with Section 03 30 53, "Cast-In-Place Concrete."

3.1.4 Manhole, Curb Inlet, and Catch Basin Construction

Construct base slab of cast-in-place concrete or use precast concrete base sections. Make inverts in

cast-in-place concrete and precast concrete bases with a smooth-surfaced semi-circular bottom

conforming to the inside contour of the adjacent drainage sections. For changes in direction of drains

and entering branches into the manhole, make a circular curve in the manhole invert of as large a

radius as manhole size will permit. For cast-in-place concrete construction, either pour bottom slabs

and walls integrally or key and bond walls to bottom slab. For precast concrete construction, make

joints between sections with the gaskets specified for this purpose; install in the manner specified for

installing joints in concrete piping. Give a smooth finish to inside joints of precast concrete manholes,

curb inlets, and catch basins. Parging will not be required for precast concrete manholes. Cast-in-

place concrete work shall be in accordance with the paragraph entitled, "Concrete Work." Make joints

between concrete manholes and pipes entering manholes with the resilient connectors specified for

this purpose or mortared to produce a watertight joint; install in accordance with the recommendations

of the connector manufacturer. Where a new manhole is constructed on an existing line, remove

existing pipe as required to construct the manhole. Cut existing pipe so that pipe ends are

approximately flush with the interior face of manhole wall, but not protruding beyond into the

manhole.

3.1.5 Metal Work


Exhibit I of 101


3.1.5.1 Workmanship and Finish

Perform metal work so that workmanship and finish will be equal to the best practice in modern

structural shops and foundries. Form iron and steel to shape and size with sharp lines and angles. Do

shearing and punching so that clean true lines and surfaces are produced. Make castings sound and

free from warp, cold shuts, and blow holes that may impair their strength or appearance. Give exposed

surfaces a smooth finish with sharp well-defined lines and arises. Provide rabbets, lugs, and brackets

wherever necessary for fitting and support.

3.1.5.2 Field Painting

After installation, clean cast-iron frames, covers, gratings, and steps not buried in masonry or concrete

to bare metal of mortar, rust, grease, dirt, and other deleterious materials and apply a coat of

bituminous paint.


3.2.1 Field Tests and Inspections

The Owner/Engineer or designee, will conduct field inspections and witness field tests specified in this

section. The Contractor shall perform field tests and provide labor, equipment, and incidentals

required for testing. Be able to produce evidence, when required, that each item of work has been

constructed properly in accordance with the drawings and specifications.

3.2.2 Pipeline Testing

Check each straight run of pipeline for gross deficiencies by holding a light in a manhole; it shall show

a practically full circle of light through the pipeline when viewed from the adjoining end of line.



Exhibit I of 101

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