SPECIAL SPECIFICATION 5402 Restroom - …ftp.dot.state.tx.us/pub/txdot-info/cmd/cserve/specs/1995/spec/ms... · governed by the Construction Specifications Institute ... provide formwork

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1993 Specifications CSJ 0030-02-035

SPECIAL SPECIFICATION5402

Restroom

1. Description. This Item shall govern for the construction of a complete restroom inaccordance with the plans, this specification, and as directed by the Engineer.

2. Materials and Construction Methods. The materials and construction methods will begoverned by the Construction Specifications Institute (CSI) formatted specificationsincluded in this special specification. The Contractor is asked to pay specific attention to alldrawings associated with this section.

3. Measurement. The complete and accepted structure in place will be measured by the lumpsum.

4. Payment. The work performed and materials furnished in accordance with this Item andmeasured as provided under "Measurement" will be paid for at the unit price bid for"Restroom". This price shall be full compensation for furnishing all materials, tools, labor,equipment and incidentals necessary to complete the work.

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Section 01010 - Summary of Work

Part 1 - General.

1.1 Section Includes

A. Description of Work.

1.2 Description of Work. General Description of Work: Item includes construction of arestroom and storage facility consisting of a men's and women's restroom facilities.Work includes all electrical and plumbing and any work incidental to producing acomplete and useable facility in accordance with the intent of the plans andspecifications. In the event of a discrepancy between plans and the specificationscontact the Project Engineer for clarification.

Section 03101 - Foundation Formwork

Part 1 - General.

1.1 Scope. Form all cast-in-place concrete indicated on the Drawings and subsequentlyremove all such forms.

1.2 Related Work Specified Elsewhere.

A. Foundation Reinforcement, Section 03201

B. Foundation Concrete, Section 03301

C. Concrete formwork included in other Sections of these Specifications that is notspecifically described shall meet the requirements of this Section.

D. Metal sleeves, base plates, anchors, hangers, dovetail anchor slots, and allembedments: Furnish and locate by respective trade or by General Contractor.Secure approval of Engineer for installation of all sleeves and conduits in structuralmembers.

1.3 Quality Assurance.

A. Qualification of Workmen. Provide at least one (1) person who shall be present atall times during the execution of this portion of the Work, who shall be thoroughlyfamiliar with the type of materials being installed, the referenced standards, and therequirements of this Work, and who shall direct all work performed under thisSection.

B. Codes and Standards.

1. In addition to complying with all pertinent codes and regulations, comply withACI 301 "Specifications for Structural Concrete for Buildings" and for ACI 318"Building Codes Requirements for Reinforced Concrete"; whichever is morestringent.

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2. Where provisions of pertinent codes and standards conflict with therequirements of this Section of these Specifications, the more stringentprovisions shall govern.

1.4 Product Handling.

A. Protection. Use all means necessary to protect formwork materials before, during,and after installation and to protect work and materials of all other trades.

B. Replacements. In the event of damage, immediately make all repairs to the approvalof the Engineer and Architect and at no additional cost to the Owner.

Part 2 - Products.

2.1 Form Materials.

A. Wood Forms. Capable of meeting all requirements described in Form Constructionparagraph in this Section.

B. Unexposed Surfaces. No.2 common or better, plywood.

C. Exposed Surfaces. Refer to drawings for lumber locations. All lumber shall bedimensional S4S, No. 2 or better Douglas Fir, Horn Fir or Southern Yellow Pine.All lumber in direct contact with masonry shall be "wolmanized" Southern YellowPine. Plywood shall be 20 millimeter Exterior C-D grade for roof decking and 15millimeter (5/8") Texture 111, prefinished white for ceilings, run groovesperpendicular to roof joists.

2.2 Miscellaneous Materials.

A. Tie and Spreaders. All form ties shall be a type which does not leave an openingthrough the concrete (regular snap ties) and which permits neat and solid patchingof every hole.

Part 3 - Execution.

3.1 Form Construction. All aspects of formwork, including the design, construction,upkeep, maintenance and removal, is the Contractor's responsibility. Contractor shallprovide formwork that is safe and properly designed for the specific method of concreteplacement, type of vibration and construction loads which he will employ.

3.2 Surfaces to be Formed. Form outside face of all grade beams above existing grade and203 millimeters below finish grade unless shown otherwise on plans, and remove allsuch form work prior to backfilling.

3.3 Forming Details. Conform to shape, lines, grade and dimensions required by drawings;use plywood sheets as large as practical; all surfaces straight plumb and properly braced;joints accurately matched and mortar-tight. Maintain sufficiently rigid to prevent de-formation under load. Clean and oil forms before reuse. Forms shall be readilyremovable without hammering or prying against concrete.

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3.4 Conduit in Slabs. Individual conduits in slabs shall not exceed 25 millimeter diameterunless otherwise shown on drawings. Groups of conduits or conduits larger than 25millimeter diameter will require slab to be thickened to maintain full scheduledthickness.

3.5 Form Ties. Use regular snap ties. No metal shall be within 25 millimeter of finishedsurface when forms are removed. Wire ties not permitted.

3.6 Chamfer Strips. Use at all angles of concrete which are exposed to view, unless shownotherwise.

3.7 Expansion Joints. Unless noted otherwise, place preformed asphaltic expansion jointmaterial in forms where indicated on plans.

3.8 Slab and Beams on Fill.

A. See Structural plans for details. Form outside face of all perimeter beams, slabs,turndowns, and any other concrete exposed to view with wood forming to a depthas shown on plans, and remove all such formwork prior to backfilling. Formmasonry lugs, floor drops and recesses as indicated on plans.

B. Except for wood forming specified above, form beams and slabs with carefullyshaped fill material as specified on plans. Excavation of beam trenches shall bedone with either a smooth- mouthed bucket or with hand labor to produce a firmundisturbed soffit. Failure to do so may require compaction of the bottom of thetrenches according to recommendations of the geotechnical Engineer.

C. Support reinforcing steel on concrete block or bricks spaced as indicated ondrawings.

3.9 Construction Joints.

A. Provide and locate as necessary in Cast-In-Place Concrete.

B. Form keyways as required in Cast-In-Place Concrete for transfer of shear and otherforces through the joint.

3.10 Oiling of Forms.

A. Lightly coat with nonstaining form oil for exposed surfaces. Before placingreinforcing, remove surplus oil.

B. Forms for unexposed surfaces may be thoroughly wetted with water in lieu of oilingimmediately before placing concrete

3.11 Removal of Forms. Side forms of beams may be removed after cumulatively curing atnot less than 10 C for 24 hours after placing concrete, provided concrete is sufficientlyhard to not be damaged by form removal operations, and provided curing andprotection operations are maintained.

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Section 03201 - Foundation Reinforcement

Part 1 - General.

1.1 Scope. Furnish and install all reinforcement and associated items required and/orindicated on the Drawings for all cast-in-place concrete.


A. Foundation Formwork, Section 03101

B. Foundation Concrete, Section 03301


A. Qualifications of Workers. Provide at least one (1) person who shall be present alltimes during execution of this portion of the work and who shall be thoroughlyfamiliar with the type of materials being installed and the best methods for theirinstallation and who shall direct all work performed under this section.

B. Codes and Standards.

1. In addition to complying with all pertinent codes and regulations, concretereinforcement, unless otherwise noted, shall meet requirements of ACI 301"Specification Structural Concrete for Buildings" and/or ACI 318 "BuildingCode Requirements for Reinforced Concrete", whichever is more stringent.

2. Where provisions of pertinent codes and standards conflict with thisSpecification, the more stringent provision shall govern.

1.4 Submittals.

A. Shop Drawings.

1. The Contractor shall obtain completely detailed shop drawings showingplacement plans, bar bending lists etc. Include the specific location and size of allaccessories, chairs and bar supports. The Contractor shall carefully check thesedrawings, then submit them to the Architect/Engineer. The Architect/Engineermay conduct limited spot checks aimed solely at determining generalcomprehension of the design intent, then return them to Contractor. TheContractor shall then carefully recheck the shop and approve them prior tofabrication.

2. The Engineer's spot check shall not relieve the Contractor from correcting, at hisown expense, any items that may thereafter be found not to comply with the plansand specifications.

B. Certificates. When requested by the Engineer, supplier of reinforcing steel andother embedded materials shall furnish certified evidence that all materials deliveredto the project meet the requirements of this Section of the Specification.

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A. Protection.

1. Use all means necessary to protect concrete reinforcement before, during, andafter installation and to protect the installed work and materials of all othertrades.

2. Store in a manner to prevent excessive rusting and fouling with dirt, grease andother bond-breaking coating.

3. Use all necessary precautions to maintain identification after the bundles arebroken.

4. Concrete reinforcement included in other sections of these specifications that isnot specifically addressed shall meet the requirements of this section.

5. Mechanical and electrical equipment, ducts and conduit: Provide adequatereinforcing steel as approved by Engineer for all required mechanical equipmentand all required openings through beams, slabs, etc., and for distribution ofequipment loads to structural members. See EXECUTION paragraph in thissection for conduit in slabs.

Part 2 - Products.

2.1 Materials.

A. All Reinforcement unless noted otherwise on plans, shall comply with ASTM A-615, Grade 60.

B. Wire Mesh Shall comply with ASTM A-185, flat sheets only.

Part 3 - Execution.

3.1 Fabrication.

A. Reinforcing steel shall be fabricated in accordance with "Manual of StandardBuilding Code Requirements for Reinforced Concrete" (ACI 318), latest edition.The Contractor shall be responsible for obtaining properly fabricated reinforcementand placing it properly.

B. Reinforcing steel, at the time concrete is placed, shall be free from rust, scale, driedconcrete, or other coatings that destroy or reduce bond.

C. Reinforcing steel shall be accurately bent and placed in position, securely tied orsupported to prevent movement during placing of concrete. Field bends will not bepermitted without prior approval from Engineer. Spacer bars, supports andaccessories are not scheduled but are to be furnished and placed as described underMATERIALS paragraph in this Section. Raising of reinforcement (includingwelded wire fabric) during the pour will not be permitted.

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3.2 Concrete Cover.

A. Unless detailed otherwise on plans, reinforcing bars shall have concrete cover asfollows:

B. Beam stirrups; top, 38 millimeter, bottom and sides 64 millimeter.

C. Slab bars; 38 millimeters from top.

D. Support reinforcing steel on concrete block or bricks spaced at approximately 1220millimeters o.c. in each direction.

3.3 Splices. Necessary splices not shown on drawings or otherwise noted shall be a lengthequal to 30 bar diameters. Welding wire fabric shall be lapped 1-1/2 meshes, with aminimum lap of 203 millimeters.

3.4 Slab Openings. Unless shown otherwise, at slab openings of 305 millimeters or less,spread main reinforcement around opening. At slab openings greater than 305millimeters, provide 2-10x1220 millimeter bottom placed diagonally at each corner. Atsides of openings, provide one full bar for each bar cut at opening. No main bars shallbe cut without Engineer's approval.

3.5 Conduits in Slabs. Electrical and mechanical conduit in slabs shall be under reinforcingbars or wire mesh; provide a minimum of 38 millimeters clear between conduits andbetween conduit and parallel reinforcing. Do not "bundle" conduits. See CONCRETEFormwork Section for thickened slab required at large conduits.

3.6 Beam Intersections. Unless shown otherwise on plans, at corners, "T" intersections,angle bends and at junction with other beams, provide four 60 diameter "corner bars"size No. 22 (two (2) top and two (2) bottom). For deep beams with scheduledintermediate bars, provide matching 60 diameter "corner bars" of same size. At "T"intersection, place all "corner bars" so that legs are in outside face of continuous beam.

3.7 Topping Reinforcement. Reinforcement (including welded wire fabric) shall be chairedto proper depth as shown on plans and sections. Raising of reinforcement during pour isnot acceptable.


A. Provide and locate as necessary in Cast-In-Place CONCRETE Section.

B. All reinforcement shall continue through the joint.

C. Add extra reinforcement if so directed by Engineer.

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Section 03301 - Foundation Concrete

Part 1 - General.

1.1 Work Included.

A. Cast-in-place concrete required for this work is indicated on the Drawings andincludes but is not limited to:

B. Concrete Beams and Slabs.

1.2 Related Work Described Elsewhere.

A. Foundation Reinforcement, Section 03101

B. Foundation Reinforcement, Section 03201


A. Qualifications of Workers. Provide at least one (1) person who shall be present atall times during execution of this portion of the work who shall be thoroughlyfamiliar and experienced in placing the types of concrete specified and who shalldirect all work performed under this Section. For finishing of exposed surfaces ofthe concrete, use only thoroughly trained and experienced journeyman concretefinishers.

B. Codes and Standards. In addition to complying with all pertinent codes andregulations, complying with all the requirements of ACI 301, "Specifications forStructural Concrete for Buildings" and/or ACI 318, "Building Code Requirementsfor Reinforced Concrete".

C. Embedments. Metal sleeves, anchors, hangers, dovetail anchor slots, and allembedments; furnish and locate by respective trade or by General Contractor.Secure approval of Engineer for installation of sleeves and conduits in structuralmembers.

D. Finishes. Refer to architectural drawings for all floor finishes, location anddimensions of slab drops and depressions, floor checks reglets, chamfers, reveals,rustications and special architectural concrete treatment.

E. Mechanical Equipment. Mechanical and electrical equipment, ducts and conduit:Provide adequate structural framing and reinforcing as approved by Engineer for allrequired mechanical equipment and all required openings through beams, slabs, etc.,and for distribution of equipment loads to structural members.

F. Concrete Quality. The Contractor shall be responsible for all aspects of concreteproduction, including maintenance and control of the quality of the concrete throughbatching, mixing, placing and curing of the concrete. He shall take whatevermeasures he deems necessary to accomplish this. To assure the Owner of the qualityof the work, an independent testing laboratory shall be employed to perform certain

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services as described below. The performance of these services does not relieve theContractor of his responsibility.

G. Concrete Mix Design. Design the mix proportions for each type of concrete to beused on the project based on aggregate size and cement proportions specified in Part2 - Products. Laboratory shall go to the designated concrete supplier's batchingplant and obtain samples of ingredients which shall be used in determination ofcompliance with ASTM C-33 and in the preparation of confirmatory testspecimens. The proposed mix designs shall be submitted with the results of two(2), seven (7) day compression tests for each type of concrete.

H. Confirmatory Test Specimens. Using the proposed mix design, the laboratory shallmake one (1) set of four (4) test cylinders for each type of concrete. The results oftwo (2), seven (7) day compression tests shall be submitted with the proposed mixdesign prior to placement of concrete on the job. Subsequently, results of two (2),28 day compression tests shall be submitted and the strength shall be at least 25percent greater than the specified minimum strength for concrete placed on the job.

I. Existing Mix Designs.

The laboratory may submit data of previously prepared "standard" mix designsprovided:

1. The mix design was prepared by the laboratory in strict accordance with theprovisions of this section of project specifications.

2. The mix design shall have been prepared within the preceding six (6) months.Documentation shall not reference any specific construction project.

3. The laboratory shall submit written certification that the materials used in thesubmitted mix designs are currently stocked at the batching plant.

J. Concrete Testing.

1. Concrete tests shall be performed by a commercial testing laboratory approved by theEngineer. All charges for services as set out below shall be paid by the GeneralContractor.

2. The Laboratory shall take samples and perform slump and compression tests inaccordance with ASTM C-39 on concrete placed each day at the rate of one (1) set offour (4) cylinders for each 60 cubic meter or fraction thereof. When more than 60cubic meters are being continuously placed, the interval between test samples shall beat least 40 cubic meters so as to be representative of the whole day's pour. Samplesshall be taken at the point of deposit in the field and all cylinders shall be accuratelymarked and referenced to show date, time and exact location in the structure fromwhich they came. Make seven (7) day tests on two (2) cylinders and 28-day tests ontwo (2) cylinders. Reports of tests shall be promptly sent as follows: Two (2) to theArchitect, one (1) to the Engineer, and one (1) to the Contractor.

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K. Below Strength Concrete. If the 28-day cylinder strengths fall below specifiedstrength, the concrete represented by such test cylinders shall be consideredunacceptable and subject to removal. Consideration will be given to the acceptanceof such concrete if it can be demonstrated to the satisfaction of the Engineer that thecylinder tests do not accurately represent the strength of the concrete in place, or thatthe structure is fully capable of carrying the loads for which it was designed. Thisdata may be obtained by a series of non-destructive tests and core tests in accordancewith ASTM C-42 of the concrete in place, and/or by load testing in accordance withapplicable codes. All costs in connection with this additional testing and/or removaland replacement of defective concrete shall be paid for by the Contractor.

1.4 Submittals.

A. Materials List. Within 35 days after award of Contract, and before any concrete isdelivered to the job site, submit a complete list of materials proposed to befurnished and installed under this portion of the Work, showing manufacturer'sname and catalog number of all items such as admixture and membrane, and thename and address of transit-mix concrete supplier.

B. Transit-Mix Delivery Slips.

1. Keep a record at the job site showing time and place of each pour of concretetogether with transit-mix delivery slip certifying contents of the pour.

2. Make the record available to the Architect/Engineer for his inspection uponrequest.

3. Upon completion of this portion of the work deliver the record and the deliveryslips to the Architect.

C. Product Handling.

1. Protection. Use all means necessary to protect cast-in- place concrete materialsbefore, during, and after installation protect the installed work and materials of allother trades.

2. Replacements. In the event of damage, immediately make all repairs andreplacements necessary to the approval of the Architect/Engineer and at noadditional cost to the Owner.

Part 2 - Products.

2.1 Materials. When requested by Engineer, supplier of concrete materials shall furnishcertified evidence that all materials delivered to the project meet the requirements ofspecifications.

2.2 Portland Cement. Comply with ASTM C-150, Type 1 or Type 3.

2.3 Fly Ash. Fly ash may be used as a pozzolan to replace a portion of the Portland Cementin a concrete mix, subject to the approval of the Structural Engineer. Fly ash, whenused, shall conform to ASTM C-618. Concrete mixes using fly ash shall be

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proportioned to account for the properties of the specific fly ash used and to account forthe specific properties of the fly ash concrete thus resulting. The ratio of the amount ofthe fly ash to the total amount of fly ash and cement in the mix shall not exceed 20percent.

2.4 Concrete Aggregates. Comply with ASTM C-33. Maximum aggregate size is 38millimeter.

2.5 Water. Clean and free from injurious amount of organic substances.

2.6 Reinforcing Steel. See FOUNDATION REINFORCEMENT Section.

2.7 Expansion Joint Forming Material. Preformed asphaltic expansion joint material,thickness as indicated, as manufactured by W.R. Grace & Company or W.R. Meadows,Inc.

2.8 Sealed Expansion Joints Materials.

A. Sealant. Two (2) component polyurethane elastomeric sealant "Daraseal-U, TrafficGrade" as manufactured by W.R. Grace & Company or approved equal.

B. Joint Filler. Resilient, preformed, non-extruding type such as cork, sponge rubber,or PVC foam, as manufactured by W.R. Grace & Company, or approved equal, andwhich is recommended by the Manufacturer to be used with sealant selected.

C. Curing Material. For all slabs except those on which additional concrete or othertoppings are to be bonded, use "Dress and Seal" No.18 as manufactured by L & MConstruction Chemicals, Inc., or "MB-429" as manufactured by Master Builders,Burke "Spartan-Cote 20" as manufactured by Aluma-Systems, or approved equal.For slabs having bonded toppings, use "Sisalkraft" paper as manufactured by theAmerican Sisalkraft Company.

D. Mixing Concrete. Concrete shall be mixed and delivered in accordance with"Standard Specifications for Ready-Mixed Concrete", ASTM C-94.

2.9 Concrete.

A. Proportions. Proportions shall be as established by the Testing Laboratory for thevarious strengths noted on the structural plans. Use the following cement contentminimums: Sacks of Cement/Cubic meter of Concrete: 6.5 28 Day StrengthSpecified (f'c): 21 MPa reg. wt. with admixture

B. Concrete Slump. Concrete shall be mixed and delivered in accordance with"Standard Specifications for Ready-Mixed Concrete", ASTM C-94. Maximumslump: 130 millimeters.

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Part 3 - Execution.

3.1 Placing Concrete.

A. Unless otherwise noted, concrete shall be mixed and placed in accordance with ACI"Standard Building Code Requirement for reinforced Concrete" (ACI 318), latestedition.

B. Before batching concrete for placement in a given section, the following items shallbe completed.

C. All reinforcement, base plates, dowels, etc shall be completely and securely tied inplace for the entire section to be concreted Anchor bolts and embedded itemsrequiring accurate location shall be positioned and leveled by the use of templatesand instruments, and securely held in place so that no movement occurs during theplacement of concrete.

D. All forming, bulkheads, construction joints keyways, sleeves inserts, plates etc., andembedded work of other trades shall be complete for the entire section to beconcreted.

E. All materials and equipment for curing and protecting concrete shall be at the jobsite.

F. Runways shall be provided for wheeled equipment to protect reinforcing steel.Runways and equipment used in mixing conveying, lifting and depositing theconcrete shall be in good condition, adequate to support all construction loads andsuitable and safe for the workers.

G. Water and debris shall be removed from space to be occupied by concrete.

H. See FOUNDATION FORMWORK Section for wetting of forms immediatelybefore placing concrete.

3.2 Notification of Pouring Schedule.

A. Before batching concrete for placement, the Contractor shall see that all applicableprovisions of the plans and specification have been complied with for the entiresection to be concreted, and he shall notify the Architect/Engineer of this fact. Thisnotification shall be given at least 24 hours prior to the time that the concreteplacement is scheduled to begin and no concrete shall be placed until authorized bythe Architect/Engineer.

B. The Contractor shall inform himself of possibly unfavorable weather conditionsprior to the placement of concrete and shall give due consideration to the weather inscheduling placement of concrete.

C. Concrete shall not be deposited during rain unless adequately protected and in anycase, preparations shall be on hand to protect newly placed concrete from rain untilit has hardened sufficiently so that it will not be damaged. In the event rain startsfalling during the placement of concrete, the Contractor shall take such measures as

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are required to assure that the strength of the structure will not be impaired and thesurface finishes will be as specified.

3.3 Cold Weather Placing.

A. Concrete when deposited shall have a temperature not below 10 C and not above 32C.

B. When the temperature of the surrounding air is below five (5) C suitable means shallbe provided for maintaining the concrete at a temperature not below 10 C for five(5) days after placing; except when high early strength cement is used, the time maybe reduced to three (3) days.

C. Preparations for special protection shall be carefully planned and all materials,equipment, etc., shall be at the prior to placing of any concrete. In general, thesemeasures may include temporary heaters, coverings, and enclosures. Theenclosures, coverings, etc., used in connection with this special protection shallremain in place and intact at least 24 hours after the artificial heating isdiscontinued so that the temperature change in the concrete will occur gradually.

D. In scheduling forming and shoring removal, Contractor shall take into account thefact that at temperatures below 10 C, concrete gains strength very slowly.

E. Salt or chemicals shall not be mixed with the concrete to prevent freezing.

3.4 Hot Weather Placing.

A. Concrete when deposited shall have a temperature not higher than 32 C.

B. Steps shall be taken to reduce concrete temperature and water evaporation by properattention to ingredients, product methods, handling, placing, protection and curing.

3.5 Placing Concrete. Convey continuously until the entire section to be concreted iscompleted. Partially hardened or initially set concrete shall not be used. Compaction bymechanical vibrating equipment shall be required for all concrete. Place in layers notover 305 millimeter deep and compact each layer, supplemented by hand-spading,rodding and tamping.

3.6 Conveying. Concrete shall be conveyed from the mixer to the forms as rapidly aspracticable by proper methods which will not cause segregation loss of ingredients. Itshall be deposited as nearly as practicable in its final positions in the forms. At anypoint in the conveying, the free vertical drop of the concrete shall not exceed 915millimeters. Chuting will be permitted only where the concrete is deposited into ahopper before it is placed in the forms. Chutes shall be constructed of metal or shall bemetal lined. Conveying equipment shall be cleaned thoroughly before each run. Allconcrete shall be deposited as soon as practical after the forms and the reinforcementhave been observed by the Engineer. Concrete which has segregated in conveying shallbe removed.

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3.7 Surface Defects. Patch honeycomb, tie rod holes, and minor defect with one (1) partcement and two (2) parts sand immediately after removing forms and before concrete isthoroughly dry. Remove fins and rough edges. Concrete exposed to view: Refer toFINISHES paragraph in this Section.

3.8 Bonding New Concrete to Old. Clean, roughen, and wet old surface; then coat with neatcement grout. Place new concrete before grout sets.


A. Provide in monolithic concrete framing so that not more than 300 cubic meters isplaced in one (1) day and no side dimensions of the section being concreted isgreater than 3810 millimeters. Larger areas shall be approved by the Engineer.

B. Locate so as not to impair the strength of structure, and coordinate the location anddetails with the Architect/Engineer Location shall generally be near the middle ofthe spans of slabs and beams with wood or steel-formed soffits. When soffits areformed with cardboard cartons, locate construction joint on centerline of pier.

C. Provisions shall be made for transfer of shear and other forces through the joint.Generally this shall consists of forming horizontal keyways at mid-depth, 38millimeters deep X 1/3 of beam or slab depth and allowing all reinforcement tocontinue through the joint. Add extra reinforcement if so directed by Engineer.

D. Follow procedure for "Bonding new concrete to old", as described herein.

3.10 Expansion Joints.

A. For flatwork, sidewalks, drives, approaches form expansion joints with preformedasphaltic expansion joint material.

No part of the expansion joint material shall extend above the surface of theconcrete. Trim off any excess as required.

3.11 Sealed Expansion Joints. Provide unless otherwise indicated on the Drawings. Followmanufacturer's recommendations and instructions in all phases including fillerinstallation, cleaning, bond breaking between filler and sealant, priming, mixing andapplication of sealant. Sealant shall be installed only by experienced personnel andshall have a thickness of one-half the width of the joints except the minimum thicknessshall be 13 millimeters.

3.12 Finishes. Carefully work out all finishes to agree with other materials and finishes.Verify all elevations, levels and conditions. Carefully tool all exposed edges.

3.13 Floors. Refer to Architectural Drawings for all floor and roof finishes, floor coverings,and dimensions and locations of slab drops, slopes, and depressions. Unless otherwisenoted, concrete slab finishes and tolerances including consolidation, floating, troweling,brooming, etc., shall be as described in ACI 301, Chapter II, for the type of surface inon Architectural Drawings.

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3.14 Finishes Other Than Floors and Slabs. Concrete exposed to view, both interior andexterior shall be rubbed with Carborundum bricks and water no sooner than 48 hoursand not later than one (1) week after pouring. Plastering such surfaces will not bepermitted. Remove all form marks, bulges, and irregularities. Finished surfaces shallbe true and uniform in texture.

3.15 Curing and Protection.

A. All concrete shall be protected from premature drying for at least the first seven (7)days after placement. Curing compound, L&M "Dress and Seal 18," with aminimum solids content of 18 percent or approved equal, shall be applied in strictaccordance with manufacturer's directions just as soon as concrete has taken itsinitial set and can receive compound without damaging the finish. All curingmaterials and equipment shall be on the jobsite before concrete is ordered.

B. At floor areas which are designated to have a permanently exposed concrete surface,use a two (2) coat application of curing sealing compound: Apply one (1) coat atthe time of finishing and one (1) coat immediately prior to "SubstantialCompletion" of project.

C. At floor areas scheduled to receive ordinary floor finishes (except bonded concreteor cementitious materials) apply one (1) coat of specified curing compound inaccordance with manufacturer's directions.

D. At floor areas scheduled to receive bonded concrete topping, ceramic tile, terrazzoor other cementitious floor finishes DO NOT USE CURING COMPOUND. Suchareas shall be cured with lapped and taped "Sisalkraft" paper or absorptive mats orfabric kept continuously wet during the entire curing process.

E. Vertical surfaces such as beams, columns, etc. may be cured by loosening the formand allowing water to run down between the concrete and the form, or by keepingthe forms continuously wet.

3.16 Treads and Risers. Equal for any one (1) flight; lines straight and level angles neatlyrounded, or as otherwise detailed.

3.17 Walks and Other Cement Work. See Site Work Section.

3.18 Cleaning. Clean all concrete work of mortar, plaster, paint, grease, oils, etc. Defectiveareas shall be replaced or repaired.

Section 04100 - Mortar and Masonry Grout

Part 1 - General.

1.1 Section Includes Mortar and grout for masonry.

1.2 Related Sections. Section 04300 - Unit Masonry System: Installation of mortar andgrout.

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1.3 References.

A. ACI 530- Building Code Requirements for Masonry Structures.B. ACI 530.1 - Specifications For Masonry Structures.C. ASTM C91 - Masonry Cement.D. ASTM C94 - Ready-Mixed Concrete.E. ASTM C144 - Aggregate for Masonry Mortar.F. ASTM C150 - Portland Cement.G. ASTM C207 - Hydrated Lime for Masonry Purposes.H. ASTM C270 - Mortar for Unit Masonry.I. ASTM C404 - Aggregates for Masonry Grout.J. ASTM C476 - Grout for Masonry.K. ASTM C780 - Preconstruction and Construction Evaluation of Mortars for Plain

and Reinforced Unit Masonry.L. ASTM C1019 - Method of Sampling and Testing Grout.M. IMIAC (International Masonry Industry All-Weather Council) - Recommended

Practices and Guide Specifications for Cold Weather Masonry Construction.

1.4 Submittals.

A. Submit under provisions of Section 01041, Project Coordination.

B. Submit: Data on proposed manufactured products; proposed design mixes; reportson mortar indicating conformance of mortar to property requirements of ASTMC270; reports on grout indicating conformance of component grout materials torequirements of ASTM C476, test and evaluation reports as required by structuralEngineer.

Part 2 - Products.

2.1 Materials.

A. Portland Cement: ASTM C150, Type I, domestic, gray; or Masonry Cement:ASTM C91, domestic, Type N, gray. B. Sand: ASTM C144. C. Aggregates:ASTM C404. D. Hydrated Lime: ASTM C207. E. Aggregates: ASTM C404.1 F.Water: Clean and potable. G. Provide all cement products from one manufacturer.

2.2 Mortar Mixes.

A. General. Do not use admixtures including coloring pigments, air-entraining agents,accelerators, retarders, water repellant agents, anti-freeze compounds or otheradmixtures, unless otherwise indicated. Do not use lime in stone masonry mortar.

B. Mortar For Non-Load Bearing Walls and Partitions. ASTM C270 using theProperty specification.

1. Type N, minimum average compressive strength at 28 days: 5.25 MPa. 2. Mix:Contractor's option.

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2.3 Grout Mixes.

Grout. ASTM C 476 for grout for use in construction of reinforced and non-reinforcedunit masonry. Completely fill all spaces intended to receive grout.

A. Use fine grout in spaces less than 50 millimeter in horizontal dimension, unlessotherwise indicated.

B. Use coarse grout in spaces 50 millimeters or more in least horizontal dimension,unless otherwise indicated.

C. Bond Beams and Lintels: Refer to structural drawings for additional requirementson mix, strength, reinforcement, and bearing.

D. High-strength, non-shrink grout for placement of structural steel plates, anchors, oraccessories is specified in Sec 05100 - Structural Steel.

2.4 Mortar and Grout Mixing.

A. Mix mortar in accordance with ASTM C270, and grout in accordance with ASTMC476, by methods that will ensure accurate proportioning of all required ingredientsto a uniform consistency. Mix quantities needed for immediate use.

B. Use mortar and grout within two (2) hours after mixing in temperatures above 32 C,or two-and-one-half (2 1/2) hours at temperatures under 5 C.

2.5 Mix Tests.

A. Testing of Mortar Mix. In accordance with ASTM C270.

B. Testing of Grout Mix. In accordance with ASTM C1019 for compressive strength,and slump 203-254 mm. Sample for each type of grout used in accordance withASTM C1019 for each 100 square meters of masonry, minimum two (2)tests/jobsite; and when there is any change in mix proportions, methods of mixingor change in materials used. Additional sampling as indicated on structuraldrawings for structural elements. Submit results of testing in accordance withsubmittal requirements Section 01041, Project Coordination.

Part 3 - Execution.

3.1 Preparation. Verify grout spaces are clean before grouting. Materials must be mixed inproper proportions. Verify that a measuring box is used for job mixed mortar grout.

3.2 Installation.

A. Install mortar in accordance with ASTM C270.

B. Remove excess mortar from grout spaces.

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C. Work grout into masonry cores and cavities to eliminate voids. Solid grout coreshall be installed between field stone face and CMU support wall. Verify that groutspaces are completely filled and tamped.

D. Do not install grout in lifts greater than two (2) CMU courses without consolidatinggrout by rodding.

E. Do not displace reinforcement while placing grout.

F. Tool joints concave. Clean without adversely affecting the mortar joints.

G. Do not place masonry in freezing weather unless methods and procedures are pre-approved following IMIAC (International Masonry Industry All-Weather Council) -Recommended Practice and Guide Specifications for Cold Weather MasonryConstruction.

3.3 Field Quality Control.

A. Field inspection and testing will be performed under provisions of Section 01041Project Coordination.

B. Test and evaluate mortar in accordance with ASTM C780.

C. Test and evaluate grout in accordance with ASTM C1019.

Section 04300 - Unit Masonry System

Part 1 - General.


A. Concrete Unit Masonry. B. Reinforcement, anchorage, and accessories.

1.2 Products Installed But Not Furnished Under This Section.

A. Metal Fabrications: Placement of fabricate steel items. B. Flashing and SheetMetal: Coordinate with other trades. C. Placement of anchors.

1.3 Related Sections.

A. Section 01041 - Project Coordination: - Testing Laboratory Services andSubmittals. B. Section 04100 - Mortar and Masonry Grout: Mortar and grout. C.Section 05500 - Metal Fabrications: Fabricated steel items. D. Section 07900 -Joint Sealers: Miscellaneous sealants.

1.4 References.

A. ASTM A123 - Zinc (Hot Dipped Galvanized) Coatings on Iron and Steel Products.

B. ASTM A525 - Steel Sheet, Zinc Coated, (Galvanized) by the Hot-Dip Process.

C. ASTM A615 - Deformed and Plain Billet Steel Bars for Concrete Reinforcement.

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D. ASTM A641 - Zinc-Coated (Galvanized) Carbon Steel Wire.

E. ASTM C90 - Load-Bearing Concrete Masonry Units.

F. IMIAC - International Masonry Industry All-Weather Council: RecommendedPractices and Guide Specification for Cold Weather Masonry Construction.

1.5 Submittals.

A. Product Data. Provide data on stone units, CMU, mortar products, reinforcement,and accessories. Submit under provisions of Section 01041 Project Coordination -submittals.

B. Samples. Submit two (2) samples of split-faced CMU units as per drawings toillustrate color, texture and extremes of color range.

1.6 Qualifications.

A. Manufacturer. Company specializing in manufacturing the Products specified inthis section with minimum three (3) years experience.

B. Installer Qualifications. Company specializing in performing the work of thissection with minimum five (5) years experience for each type of masonry.

1.7 Environmental Requirements.

A. Cold Weather Requirements. IMIAC - Recommended Practices and GuideSpecifications for Cold Weather Masonry Construction.

B. Maintain materials and surrounding air temperature to maximum 32 C prior to,during, and 48 hours after completion of masonry work.

1.8 Coordination. Coordinate the masonry work with ties to cast-in-place concrete, dooranchors, electrical and plumbing stubouts.

Part 2 - Products.

2.1 Concrete Masonry Units.

A. 200x200x400 millimeter load bearing units, rock-face, regular, and solar block, andincluding all shapes and types of same.

B. Special shaped units for masonry lintels, bond beams, etc. Shall meet samespecifications as adjacent units.

2.2 Reinforcement and Anchorage.

A. Single Wythe Joint Reinforcement. Ladder type ASTM A36 steel wire, hot dipgalvanized to ASTM A153 Class B2 after fabrication, nine (9) gauge side rods andcross ties, prefabricated corners and T's.

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B. Miscellaneous Anchors, Masonry to Steel or Concrete. Strap or Dovetail Anchors,selected by Contractor: For masonry to steel connections: Corrugated type,notched, welded or bolted column anchor, 12 gauge, ASTM A36, steel, galvanizedafter fabrication to ASTM A123, Grade 55. Miscellaneous strap anchors, millgalvanized selection by Contractor as required. Coordinate dovetails with concreteContractor.

C. Reinforcing Steel. Domestic new billet steel ASTM A615, 414 MPa.

2.3 Mortar and Grout. Mortar and Grout: As specified in Section 04100

2.4 Flashings.

A. Galvanized Steel. ASTM A525, G90 finish, 26 gauge, 0.5 millimeter core steel. B.Lap Sealant. Butyl type as specified in Section 07900.

2.5 Accessories.

A. Nailing Strips. Softwood, preservative treated for moisture resistance, dovetailshape, sized to masonry joints, as required.

B. Cleaning Solution. Non-acidic, not harmful masonry work or adjacent materials.

2.6 Lintels. Precast or reinforced masonry lintels per structural Engineer's drawings.

Part 3 - Execution.

3.1 Preparation.

A. Verify that field conditions are acceptable and are ready to receive work.

B. Verify items provided by other sections are properly sized and located.

C. Verify that built-in items are in proper location and ready for roughing into masonrywork. Coordinate location of recessed hose bib and plumbing fixtures.

D. Direct and coordinate placement of metal anchors supplied to other sections.

E. Provide temporary bracing during installation masonry work. Maintain in place untilbuilding structure provides permanent bracing.

3.2 Coursing.

A. Establish lines, levels, and coursing indicated Protect from displacement.

B. Maintain masonry courses to uniform dimension. Form vertical and horizontaljoints of uniform thickness.

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C. Concrete Masonry Units.

1. Bond: Running2. Coursing: One (1) unit and one (1) mortar joint to equal 203 millimeters.3. Mortar Joints: Concave.

3.3 Placing and Bonding.

A. Concrete Masonry Units.

1. Lay hollow masonry units with face shell bedding on head and bed joints.2. Buttering corners of joints or excessive furrowing of mortar joints are not

permitted.3. Remove excess mortar as work progresses.4. Do not shift or tap masonry units after mortar has achieved initial set. Where

adjustment must be made, remove mortar and replace.5. Perform job site cutting of masonry units with proper tools to provide straight,

clean, unchipped edges. Prevent broken masonry unit corners or edges.6. Isolate masonry partitions from vertical structural framing members with a

control joint.7. Isolate top joint of masonry partitions from horizontal structural framing

members with compressible joint filler.

3.4 Joints.

A. Pack mortar into joints and work into voids. Neatly tool surface to concave joint.

B. At joints to be sealed, clean mortar out of joint before it sets. Brush joints clean.

3.5 Reinforcement and Anchorage - Single Wythe Masonry.

A. Install horizontal joint reinforcement 400 millimeter o.c.

B. Place masonry joint reinforcement in first and second horizontal joints aboveopenings. Extend minimum 400 millimeter each side of opening.

C. Place joint reinforcement continuous in fir below top of walls.

D. Lap joint reinforcement ends minimum 150 millimeters.

E. Reinforce joint corners and intersections with strap anchors 400 millimeters oc.

3.6 Masonry Flashings.

A. Coordinate roof flashing at intersection of roof and masonry.

B. Turn flashing up minimum 200 millimeters and bed into mortar joint of masonry.

C. Use continuous lengths to the greatest extent possible. Lap end joints minimum 200millimeter and seal watertight.

D. Turn flashing, fold, and seal at corners, bends and interruptions.

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3.7 Lintels.

A. Install precast concrete lintels over openings unless otherwise indicated.

B. Install reinforced unit masonry lintels over openings where steel or precast concretelintels are not scheduled.

C. Steel scheduled on drawings.

D. Do not splice reinforcing bars.

E. Support and secure reinforcing bars from displacement. Maintain position within 13millimeter of dimensioned position.

F. Place and consolidate grout fill without displacing reinforcing.

G. Allow masonry lintels to attain specified strength before removing temporarysupports.

H. Maintain minimum 203 millimeter bearing on each side of opening, unlessotherwise indicated.

3.8 Grouted Components.

A. Bond beam reinforcement specified on structural drawings.

B. Support and secure reinforcing bars from displacement. Maintain position within 13millimeter of dimensioned position.

C. Place and consolidate grout fill without displacing reinforcing.

D. Lay masonry units with core cells vertically aligned and cavities between wythesclear of mortar and unobstructed.

E. Reinforce masonry unit cores and cavities with reinforcement bars and grout asindicated.

F. Retain vertical reinforcement in position at top and bottom of cells and at intervalsnot exceeding 192 bar diameters.

G. Wet masonry unit surfaces in contact with grout just prior to grout placement asrequired for masonry unit type, its moisture content, its rate of absorption, andweather conditions prevailing at time of grouting.

H. Grout spaces less than 50 millimeter in width with fine grout using low lift groutingtechniques. Grout spaces 50 millimeter or greater width with coarse grout usinghigh or low lift grouting techniques.

I. When grouting is stopped for more than one (1) hour, terminate grout 38 millimetersbelow top of upper masonry unit to form a positive key for subsequent groutplacement.

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J. Low Lift Grouting. Place first lift of grout to three (3) CMU courses and rod forgrout consolidation. Place subsequent lifts in 200 millimeter increments and rod forgrout consolidation.

K. High Lift Grouting.

1. Provide cleanout opening no less than 100 millimeter high at the bottom of each cell to be grouted by cutting one (1) shell of masonry unit.

2. Clean out masonry cells and cavities with compressed air, remove debris.3. Request inspection of the cells and cavities. Allow three (3) days advance

notice of inspection.4. After cleaning and cell inspection, seal openings with masonry units.5. Pump grout into spaces. Maintain water content in grout to intended slump

without aggregate segregation.6. Limit grout lift to 1,500 millimeter and rod for grout consolidation. Wait 30 to

60 minutes before placing next lift.

3.9 Control and Expansion Joints.

A. Install expansion joints at all building expansion joint lines. Install control jointswhere masonry abuts columns, walls change heights, and at maximum spacing ofsix (6) to nine (9) meters in interior locations and six (6) meters at exteriorlocations. Select locations at articulation lines where possible to minimize visualimpact. Do not continue horizontal joint reinforcement through control andexpansion joints. Contractor's choice formed or preformed control joints asrequired.

B. Form control joint with a sheet building paper bond breaker fitted to one (1) side ofthe hollow contour end of the block unit. Fill the resultant core with grout fill.Rake joint at exposed unit faces for placement of backer rod and sealant.

C. Install preformed control joint device in continuous lengths. Seal butt and cornerjoints in accordance with manufacturer's instructions.

D. Size control joint in accordance with Section 07900 for sealant performance.

E. Leave out control joints on Arch Block Bridges HB-05 and HB-08. Cracks willbe allowed to develop as they naturally occur over time.

3.10 Built-In Work.

A. As work progresses, install built-in metal door frames, anchor bolts, plates, andrecessed hose bibs, plumbing hangars, electrical boxes, and other items to be built-in the work and furnished by other sections.

B. Install built-in items plumb and level.

C. Bed anchors of metal door frames in adjacent mortar joints. Fill frame voids solidwith grout. Fill adjacent masonry cores with grout minimum two (2) cells fromframed openings.

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D. Do not build in organic materials subject to deterioration.

3.11 Tolerances.

A. Tolerances shall be maintained on surface facing public spaces.B. Maximum Variation From Unit to Adjacent Unit: 1.6 millimeter.C. Maximum Variation from Plane of Wall: 6 millimeter/3 millimeter and 13

millimeter/6 millimeter.D. Maximum Variation from Plumb: 6 millimeter per story non-cumulative.E. Maximum Variation from Level Coursing: 3 millimeter/1 millimeter and 6

millimeter/3 millimeter; 13 millimeter/9 millimeter.F. Maximum Variation of Joint Thickness: 3 millimeter/1 millimeter.

3.12 Cutting and Fitting.

A. Cut and fit for chases, pipes, conduit, sleeves and work by other trades. Coordinatewith other sections of work to provide correct size, shape, and location.

B. Obtain approval prior to cutting or fitting masonry work not indicated or whereappearance or strength of masonry work may be impaired.


Field inspection and testing will be performed under provisions of Section 01041 -Project Control.

3.14 Cleaning. A. Remove excess mortar and mortar smears as work progresses. B.Replace defective mortar. Match adjacent work. C. Clean soiled surfaces withcleaning solution. D. Use non-metallic tools in cleaning operations.

3.15 Protection of Finished Work. Protect work which may be damaged by constructionactivities.

Section 05100 - Structural Steel

Part 1 - General.

1.1 Scope. Structural steel required for this work is indicated on the Drawings and includes,but is not limited to the following: Columns and Beams.


A. Foundation Reinforcement, Section 03201 B. Miscellaneous Metal, Section 05500


A. Qualifications of Suppliers and Personnel.

1. The steel fabricator shall have not less than five (5) years continuous experience in the fabrication of structural steel.

2. The steel erector shall have not less than five (5) years continuous experience in the erection of structural steel.

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B. Welder's Qualifications.

1. Welds shall be made only by welders and welding operators who have been qualified within the preceding 12 months by tests as prescribed in the "Code for Welding in Building Construction" of the American Welding Society, to perform the type of work required. All welders working on the project shall beassigned an identifying symbol or mark. Each welder will be required to mark his symbol on each weldment completed for identification. The Contractor shall maintain a record of welders employed, qualification and symbol or identification mark assigned to each. Full penetration shop or field welds shallbe inspected by non-destructive testing methods and the results shall be submitted to the Structural Engineer. Acceptable methods are as follows:

2. Liquid Penetrant Inspection: ASTM E-13. Magnetic Particle Inspection: ASTM E-109 performed on root pass and on

finished weld. Cracks or zones of incomplete fusion or penetration not acceptable.

4. Radiographic Inspection: ASTM E-94 and ASTM E-142; minimum quality level "2-2T".

5. Ultrasonic Inspection: ASTM E-164.6. When requested by Engineer, supplier of structural steel shall furnish evidence

that all materials delivered to the project meet the requirements of the specifications.

C. Codes and Standards. In addition to complying with all pertinent codes andregulations, structural steel shall comply with the following:

1. Unless noted otherwise, shall meet the requirements of the "Manual of Steel Construction, Specification for the Design, Fabrication and Erection of Structural Steel for Buildings amended to date and the "Code of Standard Practice" latest edition adopted by the American Institute of Steel Construction.

2. "Code for Welding in Building Construction" of the American Welding Society.

3. "Specifications for Architecturally Exposed Structural Steel" of the American Institute of Steel Construction.

D. Conflicting Requirements. In the event of conflict between pertinent codes andregulations and the requirements of the referenced standards or these Specifications, theprovisions of the more stringent shall govern.

1.4 Submittals.

A. Shop Drawings.

1. The Contractor shall obtain completely detailed shop drawings showing anchorage placing plans, member placing and erection plans, all member sizes,location, bridging, bracing, connections, methods of assembly, etc. The Contractor shall carefully check these drawings, then submit them to the Architects. The Architect/Engineer may conduct limited spot checks aimed solely at determining general comprehension of the design intent, then return

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them to the Contractor. The Contractor shall then carefully recheck the shop drawings and approve them prior to fabrication. The structural construction documents shall not be copied by the fabricator for use as erection drawings.

2. The Contractor/fabricator shall check verify the overall assembly of structural framing elements, including connection details, to ensure that proper erection is feasible. Adequate clearance shall be provided at connections to ensure correct fitting of connected elements, taking into account mill tolerance, weld clearance, etc.

3. The Architect's spot check shall not relieve the Contractor from correcting, at his own expense, any items that may thereafter be found not to comply with the plans and specifications.

4. Show all shop and erection details including cuts, copes, connections, holes forthreaded fasteners, rivets, and welds.

5. Show all welds, both shop and field, by the currently recommended symbols ofthe American Welding Society.

B. Proof of Qualification. Within five (5) days after award of Contract, submit to theArchitect satisfactory evidence that the steel fabricator and steel erector are qualifiedfor the work in accordance with the requirements of this section of theseSpecifications.


A. Protection. Use all means necessary to protect structure steel before, during, andafter installation and to protect the installed work and materials of all other trades.

B. Replacements. In the event of damage, immediately make all repairs andreplacements necessary to the approval of the Architect/Engineer and at noadditional cost to the Owner.

Part 2 - Products.

2.1 Products.

A. Structural Steel and Plates. Steel shapes and plates shall meet the requirements ofASTM A-36, Fy=248 MPa.

B. Rectangular Tubing. Rectangular tubing shall meet the requirements of ASTM A-500, Grade B, Fy=317 MPa.

C. Circular Steel Pipe. Steel pipe shall meet the requirements of ASTM A-501 orASTM A-53, Type E or S, Grade B.

D. Bolts and Nuts.

1. High strength bolts: Use high strength type bolts conforming to ASTM A-325 for all bolted connections unless otherwise indicated on the Drawings.

2. Make bolt holes 1.56 millimeter inch larger than nominal bolt diameter.3. All bolts shall have threads excluded from the shear plane.

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E. Headed Concrete Anchors. ASTM A496, Installation AWS 01.1.

F. Primer Paint. All primer paint for structural steel shall be lead-free and chromate-free and shall be compatible with the finish coatings described in other sections ofthese Specifications, and shall be Sherwin-Williams "Kromik", Pittsburgh"Ironhide", Negley "Zinc Chromate Rust-Inhibitive Paint", or approved equal.

G. Non-Shrink Grout. The grout shall be non-shrink in the plastic state and show noexpansion after set as tested under ASTM C- 191. The effective bearing area shallbe no less than 95 percent. The grout must not contain any water reducers,fluidifiers, accelerators or other chemicals which cause drying shrinkage, referenceASTM C-596.

H. Mechanical Equipment Support. Provide adequate and appropriate structuralframing, approved by Engineer, to support and mount all mechanical equipmentresting on structural steel framing including roof top units. Loads shall betransmitted directly to steel beams, joists, etc., which shall be modified orstrengthened to properly support such loading.

I. Other Materials. All other materials, not specifically described, but required for acomplete and proper installation of structural steel, shall be new, free from rust, firstquality of their respective kinds, and subject to the approval of the Architect.

Part 3 - Execution.

3.1 Surface Conditions. Inspection as follows:

A. Prior to installation of the work of this Section carefully inspect the installed workof all other trades and verify that all work is complete to the point where thisinstallation may properly commence.

B. Verify that it is possible for the structure to be fabricated and erected in strictaccordance with the original design, approved Shop Drawings, and the referencedstandards.

C. After the Contractor has properly completed structural steel framing and verified thefinal conditions of installation, the structural Engineer shall be notified to permitobservation of the completed work.

3.2 Discrepancies.

A. In the event of discrepancy, immediately notify the Architect/Engineer.

B. Do not proceed with fabrication or installation of areas of discrepancy until all suchdiscrepancies have been fully resolved.

3.3 Fabrication and Erection.

A. General.

Fabricate all structural steel in strict accordance with the approved Shop Drawingsand the referenced standards.

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B. Shop Cleaning and Priming. Shop paint all structural steel one

(1) coat of primer with the exception of:

1. Steel to be encased in concrete2. Surfaces to be field welded with full penetration groove welds or fillet welds.3. Surfaces at welds smaller than 25 mm may be prepared by abrasive paint

removal in the field. Touch-up with same paint as used for original shop primer coat.

C. Connections.

1. If beam reactions or connection details not shown on plans, the connections to be made shall be sufficient to support half the total uniform load capacity tabulated in the table for "Uniform Load Constants" as shown in the AISC Manual for the given shape, span and steel specifications for the beam question.

2. Beam connections, unless noted otherwise shall conform to the provisions of "Framed Beam Connections" as shown in AISC Manual. All bolts shall be tightened to the snug-tight condition as defined in AISC Specification on Structural Joints.

3. Connections of members into sides of pipes and tubes, unless noted otherwise, shall be made with plates passing through the pipe or tube as shown in the AISC Manual, Part 4, "Suggested Details - Miscellaneous".

4. Erection bolts used in weld construction shall be tightened and left in place.5. Provide holes for securing nailers and work to structural steel, and for passage

of other work through structural steel. Provide threaded studs welded to framing, and other specialty items as shown to receive other work.

6. Field correcting or altering by "torching", or otherwise, will not be permitted unless prior approval is obtained from the Engineer. This applies to fabricationerrors as well as work to accommodate other trades. Any errors which prevent the prior assembly of parts as detailed shall be reported to the fabricator for correction.

7. Splices will be permitted only when indicated. Splices may be omitted and beams furnished continuous in long lengths if desired.

8. The procedure and sequence of all shop field welding shall be such as will avoid distortion of members and connections.

9. Erect structural steel accurately to lines and levels. Members shall be in final position before permanent connections are made.

10. Provide temporary bracing for accurate plumbing and to resist all wind and construction loads, using cable and/or angle "X" bracing in sufficient quantity to completely brace and stabilize the structure throughout the entire construction period. Erection equipment, shoring, scaffolding, etc., shall be suitable or safe for workers, and shall be maintained in a safe and stable condition.

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D. Anchorage.

1. Furnish anchor bolts, plates, and other connectors required for securing structural steel to foundations and other in-place work. Anchor bars welded to embedded plates, unless noted otherwise, shall be A-36 smooth round bars shop welded to the plate in a manner such that the full tensile strength of the bar will be developed without failure of the weld or surrounding heat affecting metal.

2. Nelson Stud Anchors shall be used where indicated and shall be applied in fullcompliance with the Manufacturer's instructions.

3. Grout shall completely fill space under base plates.

E. Exposed Steel Members. Exposed Steel members shall be specially selected foruniformity of texture, straightness, and freedom from kinks, twist, warp, pits, andscale. Connections shall be accurately aligned, have close tolerances and neatsmooth finishes. Appearance is fully as important as strength and will constitutegrounds for rejection even after members are in final position. Refer to Section 10,"Architecturally Expose Structural Steel" (AESS) of the "Code of StructuralPractice for Steel Buildings and Bridges" (adapted 9/1/86).

Section 05500 - Metal Fabrications

Part 1 - General.


A. Shop fabricated ferrous metal items. B. Roof scuttle/hatch.


A. Section 04300 - Unit Masonry System. Placement of metal fabrications in masonry.B. Section 09900 - Painting: Paint finish.

1.3 References.

A. ASTM A36 - Structural Steel.B. ASTM A283 - Carbon Steel Plates, Shapes, and Bars.C. AWS A2.0 - Standard Welding Symbols.D. AWS D1.1 - Structural Welding Code.

1.4 Submittals for Review.

A. Section 01041 - Project Coordination, Submittals: Procedures for submittals.

B. Shop Drawings: Indicate profiles, sizes, connection attachments, reinforcing,anchorage, size and type of fasteners, and accessories. Include elevations, anddetails where applicable.

C. Indicate welded connections using standard AWS A2.0 welding symbols. Indicatenet weld lengths.

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Part 2 - Products.

2.1 Materials - Steel.

A. Steel Sections: ASTM A36.B. Plates: ASTM A283.C. Fasteners: Galvanized, as required for intended use.D. Bolts, Nuts, and Washers: ASTM A307 galvanized to ASTM A153 for galvanized

components.E. Welding Materials: AWS D1.1; type required for materials being welded.F. Shop and Touch-Up Primer: Lead and chromat free; Sherwin-Williams "Kromik",

Pittsburg "Ironside", Negley "Zinc Chromate Rust-Inhibitive paint, or approved equal.

2.2 Fabrication.

A. Roof scuttle/hatch. Submit complete shop drawings detailing member materials,sizes, connections, bridging, bracing, hinge and hasp fabrication, and recommendeddetails for embedding support components in masonry wall. Provide adequate hingeand support as required to support hatch design weight.

B. Miscellaneous Fabrications. Fabricate miscellaneous connectors, plates, orcomponents in accordance with the requirements of the work and standards of theindustry.

2.3 Finishes - Steel.

A. Clean surfaces of rust, scale, grease, and foreign matter prior to finishing.

B. Do not prime surfaces in direct contact with concrete or where field welding isrequired.

C. Shop prime and finish to maximum extent possible. Touch-up after installation asrequired.

Part 3 - Execution.

3.1 Examination. Verify that field conditions are acceptable and ready to receive work.

3.2 Preparation.

A. Clean and strip primed steel items to bare where site welding is required.

B. Drill and set gate hinge pins through CMU prior to placement of grout and stoneveneer. Supply steel items required to be embedded in masonry with settingtemplates to appropriate sections.

3.3 Installation.

A. Install items plumb and level, accurately fitted, free from distortion or defects.

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B. Provide for erection loads, and for sufficient temporary bracing to maintain truealignment until completion of erection and installation of permanent attachments.

C. Field weld components indicated on shop drawings.

D. Perform field welding in accordance with AWS D1.1.

E. Obtain approval prior to site cutting or making adjustments not scheduled.

F. After erection, prime welds, abrasions, and surfaces not shop primed, exceptsurfaces to be in contact with concrete.

G. Finish paint in accordance with Section 09900 Painting.

3.4 Erection Tolerances.

A. Maximum Distance floor to bottom of door: 100 millimeters.

B. Door shall swing freely on hinges and locking hasp shall align as required to receivepadlock.

Section 06125 - Wood Decking

Part 1 - General.

1.1 Section Includes. Roof structural support; furring strips; and miscellaneous blocking.


A. Section 07611 - Custom Sheet Metal Roofing, decking.

1.3 References.

A. ALSC (American Lumber Standards Committee) - Softwood Lumber Standards.

B. APA (American Plywood Association).

C. NFPA (National Forest Products Association)

D. SPIB (Southern Pine Inspection Bureau).

Part 2 - Products.

2.1 Materials.

A. All lumber shall be dimensional SAS, No. 2 or better Douglas Fir, Hem-Fir, orsouthern yellow pine. All lumber in direct contact with masonry shall be"wolmanized" southern yellow pine.

B. Plywood shall be: 20 millimeter Exterior C-D grade for roof decking, and 15millimeter Texture III, prefinished white for ceilings. Where otherwise indicated;utility grade.

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2.2 Accessories. Fasteners and Anchors, type required for installation:

A. Fasteners. Electro galvanized steel screws for attachment to steel deck.

B. Anchors. Toggle bolt type for anchorage to hollow masonry. Expansion shield andlag bolt type for anchorage to solid masonry or concrete. Bolt or ballistic fastenerfor anchorages to steel.

Part 3 - Execution.

3.1 Examination. Verify that support framing is ready to receive decking.

3.2 Installation - Plywood Decking.

A. Install decking perpendicular to framing members, with ends staggered over firmbearing.

B. Allow expansion space at edges and ends.

C. Attach decking with galvanized screws.

D. Cut decking to accommodate roof vent.

Section 07611 - Custom Sheet Metal Roofing

Part 1 - General.

1.1 Section Includes Galvanized sheet steel roofing, associated flashings, Counterflashings,clips, miscellaneous trim and closures, and underlayment.


A. Section 05300 - Metal Decking: Structural roof deck construction.B. Section 06125 - Wood Decking: OSB substrate.C. Section 07620 - Sheet Metal Flashing and TrimD. Section 07900 - Joint Sealers.E. Section 09900 - Painting: Field painting.

1.3 References.

A. AISC: "Steel Construction Manual," America of Steel Construction.

B. AISI: "Cold Form Steel Design Manual," American Iron and Steel Institute.

C. ASTM A792-83-AZ50: Specifications for steel sheet, aluminum- zinc alloy coated(galvanized) by the hot dip process, general requirements (galvalume). Metricequivalent AZ150).

D. ASTM D226 - Standard Specification for Asphalt-Saturated Organic Felt Used inRoofing and Waterproofing.

E. ASTM D4586 - Standard Specification for Asphalt Roof Cement, Asbestos Free.

F. FS TT-C-494 - Coating Compound, Bituminous, Solvent Type, Acid Resistant.

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G. SMACNA (Sheet Metal and Air Conditioning Contractors National Association) -Architectural Sheet Metal Manual.

H. UL 90 - Wind Uplift Ratings.


A. Section 01041 - Project Coordination, Submittals.

B. Shop Drawings: Indicate material profile, jointing pattern, jointing details, fasteningmethods, flashings, terminations, and installation details.

C. Product Data: Provide data on metal types, finishes, characteristics, accessories, andcompliance with UL 90 Wind Uplift ratings.


A. Perform work in accordance with SMACNA Architectural Sheet Metal Manualrequirements, except as otherwise noted.

B. Fabricator and Installer Qualifications: Company specializing in sheet metal roofinstallations with minimum five (5) years experience.

1.6 Delivery, Storage, and Protection.

A. Section 01041 - Project Coordination - Material and Equipment: Transport, handle,store, and protect.

B. Exercise extreme care in unloading, storing and erecting panels to prevent bending,warping, twisting, and surface damage. Slope metal sheets to ensure drainage.

C. Prevent contact with materials which may cause discoloration or staining.

1.7 Warranty.

A. Section 01041 - Project Coordination, Warranties.

B. Metal manufacturer, upon final acceptance for project, shall furnish a warrantycovering bare metal against rupture, structural failure, and perforation due to normalatmospheric corrosion exposure for a period of 20 years.

Part 2 - Products.

2.1 Sheet Materials.

A. Complete system with all accessories and trim equal to MBCI BattenLok series, orapproved equal:

1. 50 millimeters high by 19 millimeters wide rib x 406 millimeters wide panel.2. Standing seam utilizing male and female rib configuration, with factory

applied hot melt mastic in female rib, continuously locked together by an electrically powered mechanical seaming device during installation.

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3. Steel: ASTM A792, galvalume, 0.5 millimeter core steel, 24 gauge, AZ150 g/m2, minimum yield 345 MPa.

4. Two (2) piece floating clip with factory applied mastic, UL-90 rated.5. Texture: Smooth.6. Finish: Bare Galvalume, 20 year warranty.

B. Fabrication.

1. Roll form panels in continuous lengths, full length of detailed runs.2. Form sections true to shape, accurate in size, square, and free from distortion

or defects.3. Fabricate vertical faces with bottom edge formed outward six (6) millimeters

and hemmed to form drip.4. Form material with standing seams, except where otherwise indicated. At

moving joints, use seal lapped bayonet-type or interlocking hooked seams.5. Fabricate trim, flashing, and accessories detailed profiles.6. Fabricate trim and flashing from same material as panel.

2.2 Accessories.

A. Fasteners: Zinc Aluminum alloy head fasteners and accessories provided bymanufacturer for roof warranty.

B. Underlayment: One (1) layer, ASTM D226, organic roofing felt, No.30.

C. Primer: Zinc molybdate type for galvanized steel.

D. Protective Backing Paint: Zinc molybdate alkyd or Bituminous.

E. Sealant: Type specified in Section 07900.

F. Plastic Cement: ASTM D4586, Type I.

Part 3 - Execution.

3.1 Examination.

A. Inspect roof deck to verify deck is clean and smooth, free of depressions, waves, orprojections, properly sloped to eaves.

B. Verify roofing termination and base flashings are in place, sealed, and secure.

C. Verify that installation may be made in accordance with approved shop drawingsand manufacturer's instructions.

3.2 Installation.

A. Install panels so that they are weather-tight without waves, warps, buckles, fasteningstresses or distortion, allowing for expansion and contraction.

B. Install panels in accordance with manufacturer's instructions and shop drawings.

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C. Provide concealed anchors at all panel attachment locations.

D. At eaves without gutters, hook pan over edge strip. Extend edge strip up undermetal roofing 100 millimeters and secure with nails at 100 millimeters OC, at 25millimeters from upper end.

E. Install batten flush with gable. Extend batten cover down exterior face and lock intoedge strip.

F. Install panels plumb, level, and straight with seams and ribs/battens parallel,conforming to design as indicated.

G. Back paint concealed metal surfaces and surfaces in contact with dissimilar metalswith protective backing paint to a minimum dry film thickness of 0.4 millimeters.

3.3 Installation - Flashings.

A. Secure flashings in place using concealed fasteners.

B. Cleat and seam all joints.

C. Apply plastic cement compound between metal flashings and felt flashings.

D. Fit flashings tight in place. Make corners square, all surfaces true and straight inplanes, and lines accurate to profiles.

E. Seal metal joints watertight.

3.4 Cleaning and Protection.

A. Dispose of excess materials and remove debris from site.

B. Clean work in accordance with manufacturer' recommendations.

C. Do not permit traffic over unprotected roof surface.

D. Protect work against damage until final acceptance. Replace or repair, to thesatisfaction of the Project Engineer, any work that becomes damaged prior to finalacceptance.

Section 07620 - Sheet Metal Flashing and Trim

Part 1 - General.


A. Flashings and counterflashings and fabricated sheet metal items.

B. Flashing sleeves and collars for mechanical items protruding through roofingmembrane.

C. Sheet metal trim, closure strips, and accessories.

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A. Section 07320 - Roofing Tiles: Flashing associated with concrete tile roofing androof penetrations.

B. Section - 07611 Custom Sheet Metal Roofing: Flashing and trim associated withmetal roofing.

C. Section 07900 - Joint Sealers.

D. Section 09900 - Painting: Shop and Field painting.

1.3 References.

A. ASTM A361/A361M - Standard Specification for Steel Sheet, Zinc-Coated(Galvanized) by the Hot-Dip Process for Roofing and Siding.

B. ASTM D226 - Standard Specification for Asphalt-Saturated Organic Felt Used inRoofing and Waterproofing.

C. ASTM D2822 - Standard Specification for Asphalt Roof Cement.

D. FS TT-C-494 - Coating Compound, Bituminous, Solvent Type, Acid Resistant.

E. NRCA (National Roofing Contractors Association) - Roofing and Water-proofingManual.

F. SMACNA (Sheet Metal and Air Conditioning Contractors National Association) -Architectural Sheet Metal Manual.

1.4 Design Requirements. Sheet Metal Flashings: As detailed in plans and drawings.


A. As specified in related roofing sections.

B. Shop Drawings: Coordinate with roofing specialties. Indicate material profile,jointing pattern, jointing details, fastening methods, flashings, terminations, andinstallation details.

C. Product Data: Provide data on prefabricated components.

1.6 Quality Assurance. Fabricator and Installer Qualifications: Company specializing insheet metal work with five (5) years experience.


A. Stack material to prevent twisting, bending, abrasion, and to provide ventilation.Slope metal sheets to ensure drainage.

B. Prevent contact with materials which may cause discoloration or staining.

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Part 2 - Products.

2.1 Sheet Materials.

A. Sheet Flashings Galvanized: ASTM A361/A361M; 0.50 millimeters thick, 26gauge steel.

B. Underlayment: ASTM D226, No. 15 roofing felt.

2.2 Accessories.

A. Fasteners: Same material and finish as flashing metal to avoid electrolytic reaction,with soft neoprene washers.

B. Primers: Galvanized steel: Zinc molybdate or galvanized iron primer; Aluminum:Zinc molybdate primer.

C. Protective Backing Paint: Bituminous.

D. Sealant: Type specified in Section 07900.

E. Plastic Cement: ASTM D2822; asphalt type with mineral fiber components, free oftoxic solvents, capable of setting within 24 hours at temperatures of 24 C and 50percent RH.

2.3 Fabrication.

A. Form sections true to shape, accurate in size, square, and free from distortion ordefects.

B. Fabricate closure strips of same material as sheet.

C. Form pieces in longest possible lengths.

D. Hem exposed edges on underside 13 millimeters; miter and seam corners.

E. Form seams to allow for thermal expansion.

F. Fabricate corners from one piece with minimum 450 millimeter long legs; seam forrigidity, seal with sealant.

G. Fabricate vertical faces with bottom edge formed outward six (6) millimeter andhemmed to form drip.

H. Seal metal joints.

Part 3 - Execution.

3.1 Installation.

A. Verify roof openings, curbs, pipes, sleeves, ducts, and vents through roof are solidlyset, and nailing strips located.

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B. Verify roofing termination and base flashings are in place, sealed, and secure.

C. Secure flashings in place using concealed fasteners.

D. Apply plastic cement compound between metal flashings and felt flashings.

E. Fit flashings tight in place. Make corners square, surfaces true and straight inplanes, and lines accurate to profiles. Follow installation guidelines published byNRCA (National Roofing Contractors Association) - Roofing and WaterproofingManual.

F. Seal metal joints watertight.

3.2 Field Quality Control. Inspection will involve surveillance of work during installation toascertain compliance with specified requirements.

Section 07900 - Joint Sealers

Part 1 - General.

1.1 Section Includes Sealants and joint backing.


A. Section 04300 - Unit Masonry System: Sealants required in conjunction withwaterproofing.

B. Section 07620 - Sheet Metal, Flashing and Trim: Sealants for siding and metallapping.

C. Section 07611 - Custom Sheet Metal Roofing: Sealants required in conjunctionwith roofing.

1.3 References.

A. ASTM C920 - Standard Specification for Elastomeric Joint Sealants.

B. ASTM C1193 - Standard Guide for Use of Joint Sealants.

C. ASTM D1056 - Standard Specification for Flexible Cellular Materials - Sponge orExpanded Rubber.

D. ASTM D1565 - Standard Specification for Flexible Cellular Materials--VinylChloride Polymers and Copolymers (Open-Cell Foam).



B. Product Data: Provide data indicating sealant chemical characteristics, performancecriteria, substrate preparation limitations, color availability, and schedule bylocation.

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C. Samples: For sealants exposed to view, submit samples illustrating sealant colorsfor approval.

1.5 Warranty.

A. Section 01041 - Project Coordination - Warranties.

B. Correct defective work within a five (5) year period after Date of SubstantialCompletion.

C. Warranty: Include coverage for installed sealants and accessories which fail toachieve watertight seal, and exhibit loss of adhesion or cohesion, or do not cure.

Part 2 - Products.

2.1 Sealants.

A. Type S - General Purpose Exterior Sealant: Part Urethane; ASTM C920, Grade NS,Class 25, Uses M; single component.

1. Standard colors matching mortar color or adjacent material as applicable.2. Applications:

a. Control, expansion, and soft joint masonry.b. Points between concrete and other materials.c. Joints between metal frames and other materials.d. Other exterior joints for which no other sealant is indicated.

B. Foundation Expansion Joints. Two (2) component polyurethane elastomeric sealant,Daraseal-U, traffic Grade as manufactured by W.R. Grace and Company, orapproved equal. Joint filler of resilient preformed, non-extruding type such as cork,sponge rubber, or PVC foam, as manufactured by W.R. Grace and Company, orapproved equal, which is recommended by manufacturer to be used with selectedsealant.

C. Exterior Metal Lap Joint Sealant. Butyl or polyisobutylene, ASTM C920, GradeNS, Class 12-1/2, NT, single component solvent release non-drying, non-skinning,non-curing.

Applications: Use for:1. Concealed sealant bead in sheet metal work.2. Concealed sealant bead in siding overlaps.3. Black.

2.2 Accessories.

A. Primer. Non-staining type, recommended by sealant manufacturer to suitapplication.

B. Joint Cleaner. Non-corrosive and non-staining type, recommended by sealantmanufacturer; compatible with joint forming materials.

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C. Joint Backing. Preformed joint-filler material pre-formed nonextruding type, ASTMD1056, cellular neoprene sponge rubber compatible with sealant; oversized 30 to 50percent larger than joint width.

D. Bond Breaker. Pressure sensitive tape recommended by sealant manufacturer to suitapplication.

Part 3 - Execution.

3.1 Examination.

A. Verify that substrate surfaces and joint openings are ready to receive work.

B. Verify that joint backing and release tapes are compatible with sealant.

3.2 Preparation.

A. Remove loose materials and foreign matter which might impair adhesion of sealant.

B. Clean and prime joints in accordance with manufacturer's instructions.

C. Perform preparation in accordance with manufacturer's instructions and ASTMC1193.

D. Protect elements surrounding the work of this section from damage or disfiguration.

3.3 Installation.

A. Perform installation in accordance with sealant manufacturer's requirements forpreparation of surfaces and material installation instructions.

B. Perform installation in accordance with ASTM C1193.

C. Measure joint dimensions and size joint backers to achieve width-to-depth ratio,neck dimension, and surface bond area recommended by manufacturer.

D. Install bond breaker where joint backing is not used.

E. Install sealant free of air pockets, foreign embedded matter, ridges, and sags.

F. Apply sealant within recommended application temperature ranges. Consultmanufacturer when sealant cannot be applied within these temperature ranges.

G. Tool joints concave.

3.4 Cleaning and Protection of Finished Work.

A. Section 01041 - Project Coordination Cleaning installed work.

B. Clean adjacent soiled surfaces.

C. Protect sealants until cured.

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Section 08110 - Steel Doors and Frames

Part 1 - General.


A. Non-rated steel doors and frames.

B. Door Hardware.


A. Section 04100 - Mortar and Masonry Grout: Masonry grout fill of metal frames.

B. Section 04300 - Unit masonry Systems: Coordinate placement of frame and jambanchors.

C. Section 09900 - Painting.

1.3 References.

A. ASTM A525 - Steel Sheet, Zinc-Coated (Galvanized) by the Hot-Dip Process.

B. DHI (Door Hardware Institute) - The Installation of Commercial Steel Doors andSteel Frames, Insulated Steel Doors in Frames and Builder's Hardware.

C. HMMA 860 - Hollow Metal Manufacturer's Association Guide Specifications forHollow Metal Doors and Frames.

1.4 Submittals for Review. Product Data: Indicate door configurations, location of cut-outsfor hardware reinforcement, and proposed hardware.

Part 2 - Products.

2.1 Products. Hollow metal steel door and frame: Non-rated insulated steel door and steelframe; Hollow metal Manufacturer's Association (HMMA) 860 for exterior openings.

A. Door: Doors shall be 16 gauge, welded and bonderized flush panel doors, mortised,prepared and reinforced for hardware.

B. Frame: 16 gauge, welded frame construction with integral stop and trim andmasonry jamb anchors as per drawings.

2.2 Shop/Factory Finishing. Steel sheet: Galvanized to ASTM A525 G60 coating class andprimed for field painting.

2.3 Hardware.

A. Quality level: Heavy Commercial type.

B. Butts: 1 1/2 pair security hinges per leaf, heavy duty, ball bearing.

C. Deadbolts: Cylindrical double-keyed, 25 millimeter throw.

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D. Threshold: Mill aluminum, latching panic exit saddle with neoprene or vinyl stop.Select to match frame profile and bottom door clearance (ADA compliancerequired.) Bottom of door must be in full contact with rubber stop to preserve heatloss during winter.

E. Keys, four (4) nickel chrome.

F. Closures: LCN or equal, heavy duty, parallel arm conforming to ADA.

G. Trimco 100 millimeter x 400 millimeter US32D.

H. Kickplate: 600 millimeter x 850 millimeter US32D.

I. Push Plate: 200 millimeter x 400 millimeter US 32D (mount vertically).

J. Hinges: Stanley FBB165 NRP or approved equal.

K. Flush bolt: Quality 1358UL or approved equal.

Part 3 - Execution.

3.1 Installation.

A. Verify that opening sizes and tolerances are acceptable.

B. Install doors and frames in accordance with DHI.

C. Coordinate with mason for placement and full grouting of door frame. Provideframe and anchors in timely manner. Inspect for alignment before grouting.

D. Adjust door for smooth and balanced door movement and proper operation ofhardware.

E. Key locking handle in accordance with owner's instruction.

F. Paint in accordance with Section 09900 - Painting.

3.2 Erection Tolerances. Maximum Diagonal Distortion: 1.5 millimeter measured withstraight edge, corner to corner.

3.3 Schedules. Door Location: Plumbing chase.

Hardware: Butt hinges, knob lockset, threshold, and silencers

Section 09900 - Painting

Part 1 - General.


A. Surface preparation.

B. Field application of paints, stains, varnishes, and other coatings.

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A. Section 05500 - Metal Fabrications: Shop primed and finished metal fabrications.

B. Section 05510 - Structural Steel: Shop primed and finished structural steel.

C. Section 07611 - Custom Sheet Metal Roofing: Protective Backing Paint andprimers.

D. Section 07620 - Sheet metal Flashing and Trim: Protective Backing Paint andprimers.

E. Section 07900 - Joint Sealers: Primer for control joints.

F. Section 08110 - Steel Doors and Frames: Field Painting.

1.3 References.

A. ASTM D4442 - Standard Test Methods for Direct Moisture Content Measurementof Wood and Wood-Base Materials.

B. FS TT-C-494 - Coating Compound, Bituminous, Solvent Type, Acid Resistant.

C. SSPC - Steel Structures Painting Manual; Steel Structures Painting Council.


A. Section 01041 - Project Coordination, Submittals: Procedures for submittals.

B. Product Data. Provide data on all finishing products. For job site painting submitmanufacturer's paper color chip samples for selection by Project Engineer. Preparepainting schedule tying manufacturer's product and color number to each locationscheduled for painting.


A. Section 01041 Project Coordination: Transport, handle, store, and protect products.

B. Deliver products to site in sealed and labeled containers; inspect to verifyacceptability.

C. Container Label: Include manufacturer's name, type of paint, brand name, lotnumber, brand code, coverage, surface preparation, drying time, cleanuprequirements, color designation, and instructions for mixing and reducing.

D. Paint Materials: Store at minimum ambient temperature of seven (7) C and amaximum of 32 C, in ventilated area and as required by manufacturer's instructions.

1.6 Environmental Requirements.

A. Do not apply materials when surface and ambient temperatures are outside thetemperature ranges required by the paint product manufacturer.

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B. Do not apply exterior coatings during rain or snow, or when relative humidity isoutside the humidity ranges required by the paint product manufacturer.

C. Provide lighting level of 860 lx measured mid-height at substrate surface.

1.7 Extra Materials.

A. Supply minimum two (2) layers of each color and type paint applied to CMU walls.

B. Label each container with project location, color, type, texture, and room locationsin addition to the manufacturer's label.

Part 2 - Products.

2.1 Products.

A. Manufacturers - Block filler and Paint, job site applications, select SherwinWilliams or an approved equal for all job-site finish applications.

B. Manufacturers - Primer Sealers, steel, equal to: 1. Coronado (Negley), ZincChromate Rust-Inhibitive paint. 2. Pittsburg, Ironside. 3. Sherwin Williams,Kromik.

C. Aluminum and Stainless Steel to receive joint sealants: Zinc molybdate primer.

D. Galvanized Steel: Galvanizing repair paint high zinc dust content paint for repair ofdamaged galvanized surfaces; molybdate or galvanized iron primer.

E. Coating Compound, Bituminous: FS TT-C-494, Solvent Type, Acid and AlkaliResistant, black, any manufacturer.

F. Concrete sealers: Equal to Conspec Intraseal penetrating clear sealer for restroomfloors; Conspec clear, slip resistant, Super Seal coating for concrete floor area underfixtures. Submit alternates for approval.

2.2 Accessories.

A. Accessory Materials: Linseed oil, shellac, turpentine, paint thinners and othermaterials not specifically indicated but required to achieve the finishes specified;commercial quality.

B. Patching Materials: Latex filler unless otherwise recommended by manufacturer forintended use.

C. Fastener Head Cover Materials: Latex filler unless otherwise recommended bymanufacturer for intended use.

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Part 3 - Execution.

3.1 Examination.

A. Verify that surfaces are ready to receive work as instructed by the productmanufacturer.

B. Examine surfaces scheduled to be finished prior to commencement of work. Reportany condition that may potentially affect proper application.

C. Test shop applied primer for compatibility subsequent to covering with materials.

D. Measure moisture content of surfaces using an electronic moisture meter. Do notapply finishes unless moisture content of surfaces is below the followingmaximums: Masonry, Concrete, and Concrete Unit Masonry: 12 percent.

3.2 Preparation.

A. Surface Appurtenances. Remove or mask electrical plates, hardware, light fixturetrim, escutcheons, and fittings prior to preparing surfaces or finishing.

B. Surfaces. Correct defects and clean surfaces which affect work of this section.Remove or repair existing coatings that exhibit surface defects.

C. Galvanized Surfaces. Remove surface contamination and oils and wash withsolvent. Apply coat of etching primer.

D. Concrete and Unit Masonry Surfaces Scheduled to Receive Paint Finish. Removedirt, loose mortar, scale, salt or alkali powder, and other foreign matter. Remove oiland grease with a solution of tri-sodium phosphate; rinse well and allow to dry.Remove stains caused by weathering of corroding metals with a solution of sodiummetasilicate thoroughly wetting with water. Allow to dry.

E. Uncoated Steel and Iron Surfaces. Remove grease, mill scale, weld splatter, dirt,and rust. Where heavy coatings of scale are evident, remove by power tool wirebrushing or sandblasting; clean by washing with solvent. Apply a treatment ofphosphoric acid solution, ensuring weld joints, bolts, and nuts are similarly cleaned.Spot prime paint after repairs.

F. Shop Primed Steel Surfaces. Sand and scrape to remove loose primer and rust.Feather edges to make touch-up patch inconspicuous. Clean surfaces with solvent.Prime bare steel surfaces.

G. Metal Doors Scheduled for Painting. Prime metal door top and bottom edgesurfaces. Finish paint two (2) coats per schedule.

3.3 Application.

A. Apply products in accordance with manufacturer's instructions.

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B. Do not apply finishes to surfaces that are not dry. Allow applied coats to dry beforenext coat is applied.

C. Apply each coat to uniform appearance. Apply each coat of paint slightly darkerthan preceding coat unless otherwise approved.

D. Sand metal surfaces lightly between coats to achieve required finish.

E. Use tack cloth to remove dust and particles just prior to applying next coat.

F. Apply bituminous coating to separate dissimilar materials or as otherwise indicated.

G. Apply chemical resistant coating, equal to Conspec Super Seal (clear), to flooringunder urinals and toilets in both restrooms and sinks in the both restrooms. Applycoating parallel to plumbing wall a depth of 460 millimeter to adjacent end wallsper attached plan. Seal remaining floor area in restrooms with penetrating sealerequal to Conspec Intraseal (clear). Follow manufacturer's application instructionsfor full coverage and full penetration.

3.4 Finishing Mechanical and Electrical Equipment. Refer to Mechanical and ElectricalSpecifications on drawings for paint requirements.


A. Section 01041 - Project Coordination Field inspection and testing.

B. At Contractor's option, areas deemed to have questionable finish coating by ProjectEngineer shall be recoated or tested for compliance with required millimeterthickness. Contractor shall pay for all testing and correct finishes not meetingrequired millimeter coating.

3.6 Cleaning.

A. Section 01041 - Project Coordination, Cleaning installed work.

B. Collect waste material which may constitute fire hazard, place in closed metalcontainers, and remove daily from site.

C. Do not clean brushes in lavatories or pour solvents or materials with paint residuesinto any plumbing line. Dispose of waste in accordance with applicableenvironmental regulations.

3.7 Schedule - Shop Primed Items for Site Finishing.

A. Follow painting guidelines of SSPC - Steel Structures Painting Manual; SteelStructures Painting Council.

B. Structural Steel.

C. Exposed surfaces of steel lintels.

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3.8 Schedule - Colors.

A. Colors as shown on drawings.

B. Restroom Interior Concrete Masonry Unit (CMU)

1. One (1) coat of block filler; Sherwin Williams Heavy Duty Block Filler or equal.

2. Exterior and interior paint to be Sherwin Williams Pro Mar Exterior Latex Satin House and Trim B37 Series, Desert Sand Color.

3. Paint plumbing access panels same color as adjacent wall except do not paint stainless steel or factory coated steel.

C. CMU exterior: Split-faced block with integral color selected from manufacturer'sfull range of standard colors.

D. Steel door and frame at mechanical chase:1. Primer: Shop primed, site touch-up.2. Top Coats: Two (2) coats of Sherwin Williams A-100 Exterior Latex Gloss, Desert Sand Color.

Section 10165 - Toilet Compartments

Part 1 - General.

1.1 Section Includes Stainless steel toilet compartments, floor mounted, head rail braced.

1.2 Related Sections. Section 10800 - Toilet and Bath Accessories.

1.3 References.

A. Texas Accessibility Standards.

B. ASTM A167 - Stainless and Heat Resisting Chromium-Nickel Steel Plate, Sheet,and Strip.

C. FS RR-P-1352 - Partitions, Toilet, Complete

1.4 Submittals.


B. Product Data/shop drawings: Indicate partition plan, details of wall and floorsupports, and door swings. Provide data on hardware, and accessories. Provide forattachment to CMU walls.

1.5 Regulatory Requirements. Conform to Texas Accessibility Standards for access andplacement of accessories for the handicapped stall.

1.6 Field Measurements. Verify that field measurements concur with drawings.

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Part 2 - Products.

2.1 Materials.

A. Steel Sheet: ASTM A167, Type 304 stainless steel.

B. Complete package with all hardware conforming to layouts per plan.

2.2 Acceptable Manufacturers. A. McKinney/Parker. B. Santana. C. Sanymetal. D.Substitutions: Similar commercial quality subject to approval of manufacturer's productdata.

2.3 Accessories.

A. Pilaster Shoe: Formed ASTM A167 type 304 stainless steel with No. 4 satin finishwith adjustable screw jack and pilaster shoes.

B. Head Rails: Stainless steel tube, 25 millimeter x 41 millimeter size, with cast socketwall brackets.

C. Attachments, Screws, and Bolts: Stainless steel tamper resistant.

D. Hardware: Stainless steel: 1. Pivot hinges, gravity type, adjustable for door closepositioning. 2. Nylon bearings. 3. Thumb turn door latch with exterior emergencyaccess feature. 4. Door strike and keeper with rubber bumper. 5. Coat hook withrubber bumper. 6. Door pull for out-swinging doors.

2.4 Fabrication. Fabricate partitions in accordance with FS RR-P-1352.

Part 3 - Execution.

3.1 Examination.

A. Verify site conditions under provisions of Section 01041 Project Coordination.

B. Verify correct spacing of and between plumbing fixtures.

C. Identify and coordinate special built-in framing, anchorage, and bracing.

3.2 Installation.

A. Install partitions secure, rigid, plumb, and level in accordance with manufacturer'sinstructions.

B. Attached panel brackets securely to walls using CMU anchor devices.

C. Install all stall accessories including grab bars specified in Section 10800 - ToiletAccessories.

D. Install door strike and keeper with door bumper on each pilaster in alignment withdoor latch.

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E. Provide adjustment for floor variations with screw jack through steel saddles integralwith pilaster. Conceal floor fast with pilaster shoes.

F. Replace damaged or scratched materials with new materials.

3.3 Erection Tolerances.

A. Maximum Variation From True Position: Six (6) millimeters.

B. Maximum Variation From Plumb: Three (3) millimeters.

3.4 Adjusting.

A. Adjust and align hardware to uniform clearance at vertical edge of doors, notexceeding five (5) millimeters.

B. Adjust hinges to position doors in partial opening position when unlatched. Returnout-swinging doors to closed position.

C. Adjust adjacent components for consistency of line or plane. Insure positive lockingaction with slides centered on keeper.

Section 10800 - Toilet and Bath Accessories

Part 1 - General.


A. Washroom accessories. B. Grab bars. C. Attachment hardware.

1.2 Related Sections. Section 10165 - Toilet Compartments.

1.3 References.

A. Texas Accessibility Standards.

B. ASTM A167 - Stainless and Heat-Resisting Chromium-Nickel Steel Plate, Sheet,and Strip.

C. ASTM A269 - Seamless and Welded Austenitic Stainless Steel Tubing for GeneralService.

1.4 Submittals.

A. Submit under provisions of Section 01041 - Project Coordination, Submittals.

B. Product Data: Provide cut sheets and schedule of accessories.

1.5 Regulatory Requirements. Conform to Texas Accessibility Standards.

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1.6 Coordination.

A. Coordinate work under provisions of Section 01041 - Project Coordination.

B. Coordinate the work with the placement of reinforcement to receive anchorattachments.

Part 2 - Products.

2.1 Product Standards. Schedule on drawings, domestic products equivalent in quality andstyle to Bobrick selections.

2.2 Materials.

A. Stall accessories: Stainless Steel Sheet, ASTM A167, Type 304.

B. Fasteners, Screws, and Bolts: Hot dip galvanized.

C. Expansion Shields: Fiber, lead, or rubber recommended by accessory manufacturerfor component and substrate.

2.3 Fabrication.

A. Weld and grind joints of fabricated components, smooth.

B. Form exposed surfaces from single sheet of stock, free of joints. Form surfaces flatwithout distortion. Maintain surfaces without scratches or dents.

C. Fabricate grab bars of tubing, free of visible joints, return to wall with endattachment flanges. Meet all TAS requirements including mounting strengths.

D. Shop assemble components and package complete with anchors and fittings.

E. Provide steel anchor plates, adapters, and components as required for installation.

Part 3 - Execution.

3.1 Preparation.

A. Verify exact location of accessories for installation.

B. Deliver inserts and rough-in frames to site for timely installation.

C. Provide templates and rough-in measurements required.

3.2 Installation.

A. Install accessories in accordance with manufacturers' instructions and TASrequirements.

B. Back paint components where contact is made with building finishes as required toprevent electrolysis.

51-52 540212-00

C. Install plumb and level, securely and rigid anchored to substrate.

D. Install restroom sign in accordance with TAS guidelines.

3.3 Schedule. Schedule on drawing.

Section 0488 - Plumbing.

Part 1 - General.


A. Cold water pvc line. B. Sanitary sewer line. C. Miscellaneous fixtures.

1.2 References. City of Perryton Public Works Department.

1.3 Submittals.

A. Submit under provisions of Section 01041 - Project Coordination Submittals. B.Product Data: Provide cut sheets and schedule of any accessories.

1.4 Regulatory Requirements. Conform to City of Perryton Code requirements.

1.5 Coordination. Coordinate the work with the placement of concrete foundation.

Part 2 - Products.

2.1 Product Standards. Comply with City of Perryton requirements.

2.2 Materials.

A. 150 millimeter PVC sanitary sewer drain as per City of Perryton requirements andcodes.

B. 50 millimeter cold water PVC as per City of Perryton requirements and codes.

C. Floor Drain shall be 75 millimeters with a 100 millimeter deep seal trap as shown onthe drawings.

Part 3 - Execution.

3.1 Preparation.

A. Verify exact location of existing water line and sewer line.

B. Deliver products to site for timely installation.

C. Provide templates and standards as required.

3.2 Installation.

A. Install waterline in accordance to City of Perryton requirements and codes. Providelicensed plumber for all necessary work.

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B. Install sewer line as shown on drawings. Connect to existing City of Perryton sewerline as located on drawings. Install in accordance to City of Perryton requirementsand codes. Provide a licensed plumber for all necessary work.

3.3 Schedule. Schedule on drawing.

End of Section

Documents

SPECIAL SPECIFICATION 5402 Restroom - …ftp.dot.state.tx.us/pub/txdot-info/cmd/cserve/specs/1995/spec/ms... · governed by the Construction Specifications Institute ... provide formwork