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Home My WebLink AboutB08-0010 Project Manual Volume I (pgs 261-522)• �1 ALPINE ENGINEERING, INC LANDMARK CONDOMINIUMS PART 1- GENERAL 1.01 DESCRIPTION 0 SECTION 02530 SANITARY SEWERAGE A. Work Included: Excavation, backfill, bedding, and installation of pipe, manholes, service wyes, service lines, force mains and all necessary appurtenances. B. Related Work: 1. Site Clearing: Section 02230 2. Topsoil and Revegetation: Section 02921 C. Definitions: 1. Trench Excavation: Excavation of all material encountered along trench other than rock excavation. 2. Rock Excavation: All solid rock formations which cannot be reasonably broken by a backhoe with 3/4 cubic yard bucket with bucket curling force and stick crowd force 35,000 Ibs each, and requiring drilling and blasting. Boulders and large rocks one cubic yard or larger, are considered rock excavation. D. Local Water District Specifications: All work shall conform to the standard specifications for sewer lines as approved by the local water District. 1.02 SUBMITTALS A. Submit shop drawings or product data showing speck dimensions and construction materials for pipe, fittings, and manholes; or certifications that products conform with specifications. B. Test Reports: Submit laboratory gradation tests for bedding and trench stabilization materials, concrete mix design, and compression test. C. Permits: Submit copies of all permits issued for project. 1.03 JOB CONDITIONS Environmental Requirements: Except by specific written authorization, cease concreting when descending air temperature in shade and away from artificial heat, falls below 35 degrees F, and there is frost in subgrade. When concreting is permitted during cold weather, temperature of mix shall not be less than 60 degrees F at time of placing. PART 2 - PRODUCTS 2.01 PIPE AND FITTINGS A. B. AEI 18JAN08 Polyvinyl Chloride (PVC): 4 " -15 ", ASTM D3034, Type PSM, SDR 35; 18 " -27 ", ASTM F679. Push -on joints and molded rubber gaskets. Maximum pipe length 13'. Ductile Iron: AWWA C151, Class 52. Push -on joints. Cement -mortar lined, AWWA C104. SANITARY SEWERAGE 02530-1 r C. Yelomine: Restrained joint PVC pressure pipe and fittings. Conform to ASTM D2241 "Standard Specifications for PVC, pressure rated pipe (SDR Series) ". V3 D. Polyvinyl Chloride Pipe and Couplings: AWWA C900, working pressure 200 psi, with push -on joints ASTM D1869. 2.02 MANHOLES A. Manhole bases: Precast concrete ASTM C478. B. Manhole Sections: ASTM C478. Precast concrete with minimum wall thickness 1/12 of internal diameter. Cones eccentric. C. Manhole Rings and Covers: Cast iron, ASTM A48. Ring and cover combined weight greater than 255 lbs., machined to fit securely. Non - rocking cover. Hot dipped in asphalt. HS20 traffic loading. D &L A -1043 or equal. D. Manhole Steps: Two non -skid grooves in surface of step and capable of carrying load of 1000 lbs 6" from face of manhole. E. Manhole Joint Sealant: Rubberneck. One inch (1") on 48" diameter manholes. 1 -1/2 inch (1- 1/2") on all larger numbers. 2.03 BEDDING A. Granular material - 3/4" screened rock. The bedding material shall be free of corrosive properties and shall conform to the following gradation limits when tested by means of laboratory sieves: 3/4" Screened Rock Sieve Size Total Percent Passing by Weight 3/4 inch 100 1/2 inch 90 -100 3/8 inch 40 -70 No. 4 0 -15 No. 8 0 -5 B. On -site 1 -1/2" minus well graded screened material, free from organic materials, chunks of soil, frozen material, debris, or other suitable materials. Use of on -site bedding material must have prior written approval of the District and Engineer. C. %" Class 6 aggregate base course where specified in the plan and details. Class 6 ABC shall meet CDOT specifications. 2.04 CONCRETE MATERIAL A. General: All materials furnished from sources agreed to by the District. B. Cement: ASTM C -150 for Portland Cement, Type II. Cement which has become partially set or contains lumps of caked cement shall be rejected. C. Aggregate: ASTM C33. D. Water: Water used in mbdng or curing concrete shall be clean and free from oil, acids, salt, AEI SANITARY SEWERAGE 02530-2 18JAN08 Cl • alkali, or organic materials harmful to concrete. 2.05 CONCRETE MIX A. Design Mix Proportions: Cement 5-1/2 sacks per cubic yard Coarse aggregate - 43% Water - 5.5 gallons per sack Maximum size aggregate - 3/4" 2. Slump: 4" maximum 3. Strength: Minimum 3,000 psi at 28 days 4. Air Content: 5% - 7% B. Job -Mixed Concrete e Mixed in drum mixer conforming to Concrete Paving Mixer Standards of Mixer Manufacturers Bureau of Associated General Contractors of America. Mixer shall be capable of combining aggregates, cement, and water into thoroughly mixed and uniform mass. Discharge entire contents of drum before recharging. Continue mixing of each batch for not less than ten (10) minutes after all materials are in drum. C. Ready -Mixed Concrete 7 Proportioned, mixed and transported in accordance with ASTM C94. Any concrete not plastic and workable when it reaches project shall be rejected. 2.06 TRACER WIRE Tracer wire shall be ten (10) gauge uninsulated copper wire. Tracer wire shall be installed on all Yelomine pipe where changes in alignment may take place and /or where curvilinear pipe installations occur. PART 3 - EXECUTION 3.01 TRENCHING A. Trench Excavation: Excavate to depths required. Confine excavation to work limits. B. Rock Excavation: Prior to removal, notify Engineer of areas requiring rock excavation. C. Blasting: In general, blasting will be allowed in order to expedite the work if a permit by the local authority having jurisdiction is granted. All explosives and appurtenances shall be transported, handled, stored and used in accordance with the laws of the local, state and federal governments, as applicable. All blasting shall be controlled so as not to injure any existing structure or facility. The protection of life and property and all liability for blasting shall be placed solely on the person or persons conducting the blasting operation. The hours of blasting shall be in accordance with the permit of the local authority. Prior to blasting, provide minimum 24 hour notification to Engineer. D. Trench Support: The trench shall be adequately supported and the safety of workers provided 0 for as required by the most recent standards adopted by the Occupational Safety and Health AEI SANITARY SEWERAGE 02530-3 18JAN08 Administration (OSHA) Standards Board. Sheeting and shoring shall be utilized where required to prevent any excessive widening or sloughing of the trench, which may be detrimental to human safety, to the pipe and appurtenances being installed, to existing utilities, to existing structures, or to any other existing facility or item. 3.02 UNSTABLE TRENCH BOTTOM AND EXCAVATION IN POOR SOIL If the bottom of the excavation at subgrade is found to be soft or unstable or to include ashes, cinders, refuse, vegetable or other organic material, or large pieces or fragments of inorganic material that cannot satisfactorily support the pipe or structure, then the Contractor shall further excavate and remove such unsuitable material. Before the pipe or structure is installed, the subgrade shall be accepted by the District. 3.03 BEDDING Install in conformance with drawings. Place from minimum of 6 inches below bottom of pipe to 1' over top of pipe entire width of trench. A. Water seeping from trench banks, but not flowing in trench bottom: Install gravel underdrain in accordance with drawings. B. Water flowing in trench bottom: Install underdrain pipe in addition to gravel where water volume will fill a 4" pipe 1/4 full. Cleanouts at each manhole in conformance with drawings. C. Daylight all underdrains as shown on drawings or as directed by Engineer. 3.05 PIPE INSTALLATION A. Construct pipe accurately to line and grade shown on drawings. Pipe installation will be lamped daily by Engineer. Remove and replace pipe not conforming to line and grade at Contractor's expense. B. Install to manufacturer's recommendations, continuously upgrade. Bell ends face upgrade. Prior to making joints, clean and dry all surfaces. Use lubricants in conformance with manufacturer's recommendations for insertion of pipe in joint. Set pipe in position and check line and grade. Keep dirt from entering all exposed pipe ends. Joints watertight. C. Wyes and Risers for Service Connections: Angle upward so 1/8 bend connected to fitting will make service line invert equal to inside crown of sewer main. Where elevation of top of service is more than 12' below finished grade, install riser pipe as directed by Engineer. 3.06 WATER LINE CROSSING A. Normal Conditions: Whenever possible, lay water mains over sanitary sewers to provide vertical separation of at least 18" between invert of water main and crown of sewer. B. Unusual Conditions: If above separation cannot be met, use following: Sewer passing over or less than 18" under water main: a. One continuous length of watertight pressure pipe C900 PVC 20 feet long centered on water main. Joints between different pipes encased in concrete 6" thick and extending 6" either side of joint; or AEI SANITARY SEWERAGE 02530-4 18JAN08 • • b. Sewer pipe encased in 6" concrete around pipe, and extend 10' either side of G water main. 2. Water mains passing under sewers: If vertical separation less than 18 ", provide structural support for sewer. 3.07 MANHOLE CONSTRUCTION A. Manhole: Construct in accordance with drawings. Extend concrete manhole base at least 8" below pipe barrel. Slope floor of manhole from centerline of pipe to maximum of 2" above top of pipe at face of manhole. Shape invert when manhole is set. Construct side branches with as large radius of curvature as possible to connect to main invert. Inverts shall be smooth and clean with no obstructions, allowing insertion of an expandable plug in pipe. Place complete and continuous roll of joint sealant on base ring in sufficient quantity so there will be no spaces allowing infiltration. Join each succeeding manhole section in similar manner. Trim away all excess material and repair all lifting holes. Turn eccentric cone and steps away from roadway ditch. B. Manhole Ring and Cover: Install at grade of finished surface. Where surface will be completed after manhole construction, set top of cone so maximum of six, two inch reinforced concrete rings will adjust ring and cover to final grade. 3.08 CONNECTION TO EXISTING MANHOLE Make connections to existing manholes, where no pipe is stubbed out, in similar manner as new manhole. Break small opening in existing manhole as necessary to insert new pipe and attain watertight seal. Chip existing concrete bench inside manhole to provide enough thickness for mortar bed to make new smooth continuous invert. Place expandable waterstop around portion of sewer pipe inserted into existing manhole. Use expandable grout to completely fill hole in manhole to create watertight repair. 3.09 SANITARY SEWER SERVICE LINES Place true to line and grade in accordance with drawings, from main line to house service, in shortest direct route. Locate 10' from all water lines. Terminate 5' from lowest corner of lot or as shown on drawings. Where wyes have not been installed in main sewer, tap by machine drilling hole in main, sized to fit saddle for service line. Each wye or drilled tap and saddle shall be inspected prior to backfilling. Service line minimum grade of 1/4" per foot. If service line is to be stopped at property line, place 6 -foot steel fence post at end, extending 2' above finished ground. Place water -tight plug in end of service line. 3.10 CONCRETE WORK A. Placement: Place to required depth and width conforming to drawings. Place concrete as uniformly as possible in order to minimize amount of additional spreading. Place and consolidate with suitable tools to avoid formations of voids, honeycomb, or pockets. Well vibrated and tamped against forms. B. Retempering: Do not retemper concrete or mortar which has partially hardened by remixing with or without additional cement, aggregate, or water. Provide concrete in such quantityas is required for immediate use. C. Curing: Protect against loss of moisture, rapid temperature change, rain, and flowing water, for not less than two days from placement of concrete. Immediately after finishing, cover concrete surface with curing medium which is applicable to local conditions as approved by AEI SANITARY SEWERAGE 02530-5 18JAN08 Mw E Engineer. Protect exposed edge of concrete slabs exposed by removing forms immediately to provide these surfaces with continuous curing treatment. 3.11 BACKFILL A. One Foot Over Pipe: Use 3/4" screened rock for cover material and backfill by approved mechanical methods. Cover material shall be clean soil, free from organic materials, chunks of soil, frozen material, debris, or other unsuitable materials. Place and compact starting at top of pipe bedding extending upwards to V above top of pipe for entire trench width. Place in lifts to a density of 90% AASHTO T99. B. Remainder of Trench: Backfill with same materials excavated from work limits unless unsuitable. No boulders over 6" in diameter in top 12" of trench. No backfill material with boulders larger than 18" in diameter. Carefully lower boulders larger than 12" in diameter into trench until backfill is 4' over top of pipe. No boulders over 6" in trench backfill for trenches located within the Town of Vail right -of -way or those portions of Tract C Vail /Lionshead, Third Filing owned by the Town of Vail. 3.12 COMPACTION A. Demonstrate method of compaction. Engineer will test compacted demonstration section for uniform density throughout depth of each lift. Alter construction methods until providing one acceptable to Engineer. Continue same procedure until significant change in soils occurs, or compaction is not being achieved, then demonstrate new method. B. Compaction requirements for all trenches: Predominantly of cohesive soils where AASHTO T99 procedures are applicable: Compacted uniformly throughout each lift to 95% AASHTO T99. 2. Predominately of rock 18" in diameter: Place in loose lifts up to average rock dimension. Placing of occasional boulders of sizes larger than maximum layer thickness may be agreed to by Engineer, provided material is carefully placed and large stones well distributed with voids completely filled with smaller stones, earth, sand, or gravel. Level and smooth each layer to distribute soils and finer fragments of earth. Wet each loose layer as necessary to facilitate compaction prior to placing additional lifts. 3. Trenches outside road right -of -way: Compact to 95% AASHTO T99. 3.13 PAVEMENT REMOVAL AND REPLACEMENT Score existing surface with cutting wheel to create clean break line. Remove and dispose of existing surface and aggregate base course leave 6" undisturbed subgrade lip on each side of trench. After trench has been backfilled and properly compacted, place aggregate base course in accordance with permit requirements, or minimum thickness in these specifications. Compact aggregate base course to 95% AASHTO T180. Replace pavement in accordance with permit requirements or minimum thickness in these specifications. Compact asphalt to 95% ASTM D1559; consolidate concrete with vibrators. 3.14 FIELD QUALITY CONTROL A. B. AEI 18JAN08 Notify Engineer at least 24 hours in advance of pipe being laid in any trench. Cover no pipes until observed by Engineer. Notify Engineer at least 48 hours before pipe is to be tested. Testing SANITARY SEWERAGE 02530-6 P] 0 0 1. General: Conduct infiltration or exflltration test for each section between manholes. Test first section of pipe laid to verify if watertight. Testing may be required during course of work where infiltration appears to be grater than maximum allowable, or quality of work is questionable. No sewer line will be accepted where watertightness tests show leakage exceeding 200 gallons per inch diameter per mile per day. Flush and clean sewer line prior to testing, wetting pipe, and cleaning out debris. Plug all pipe outlets to resist test pressure. 2. Infiltration Test: In high ground water table installation only. Plug upper manhole to determine leakage in section of line between consecutive manholes. Record quantity of water collected in time period to calculate infiltration rate. 3. Exfiltration Test by Air: Test each section of pipe between consecutive manholes to determine test duration for section by computation from Air Test Tables. Pressure - holding time is based on an average holding pressure of 3 psi gauge or a drop from 3.5 psi to 2.5 psi gauge. Add air until internal air pressure of sewer line is raised to approximately 4.0 psi gauge. After internal pressure of approximately 4.0 psi is obtained, allow time for air pressure to stabilize. Pressure will normally show some drop until temperature of air in test section stabilizes. When pressure has stabilized and is at or above starting test pressure of 3.5 psi gauge, commence test. Before starting test, pressure may be allowed to drop to 3.5 psi. Record drop in pressure for test period. If pressure has dropped more than 1.0 psi gauge during test line has failed. Test maybe discontinued when prescribed test time has been completed even though 1.0 psi drop has not occurred. ASTM C828 "Low Pressure Air Test for Sanitary Sewers ". ,3 Pipe Size Time Inches Minutes 4 2 -1/2 6 4 8 5 10 6-1/2 12 7-1/2 15 9-1/2 18 12 21 14 24 15-1/2 3.15 CLEANUP AND RESTORATION Restore all pavements, curbs, gutters, utilities, fences, irrigation ditches, yards, lawns, and other structures or surfaces to condition equal to or better than before work began, and to satisfaction of Engineer. Deposit all waste material in designated waste areas. Grade and shape disposal site. Complete topsoil and reseeding of site, is required. Where disposal sites are not designated, remove and dispose of all waster material off site. PART 4- PIPE BURSTING /EXPANDING METHOD OF PIPE REPLACEMENT This section addresses the rehabilitation of existing sanitary sewers by expanding the existing pipe and inserting a polyethylene pipe liner, reconnecting existing sewer house connections, and television inspection before and after the polyethylene pipe liner insertion to the limits indicated herein. 4.01 QUALITYASSURANCE AEI SANITARY SEWERAGE 02530-7 18JAN08 ON A. The Contractor shall be certified by the Pipe Bursting System Manufacturer that such firm is a licensed installer of their system. B. Polyethylene pipe jointing shall be performed by personnel fully trained in the use of the joint fusion recommended methods for pipe liner connections. Personnel directly involved with installing the pipe liner shall receive training in the proper methods for handling, inserting, trimming and finishing the pipe liner. Training shall be performed by a representative of the pipe manufacturer. Where the training is not witnessed by the Project Manager, the Contractor shall provide a certification of training for each new crew member. 4.02 SUBMITTALS A. Submit the following Contractor's drawings: 1. Shop drawings, catalog data and manufacturer's technical data showing complete information on material composition, physical properties and dimensions of pipe liner and fittings. Include manufacturer's recommendation for handling, storage and repair of pipe liner and fittings if damaged. 2. Method of construction, grouting process and restoration of e)asting sewer house connections. This shall include: a. Detail drawings and written description of the entire construction procedure to insert pipe liner, bypass sewage flow and reconnection of sewer house connections. b. Working drawings for information only, showing excavation locations, dimensions, sheeting and shoring, method of dewatering and other utilities that may be affected; width and length or working area, access pit and portion of e)asbng sewer to be removed to conduct the work; sewer flow bypass; and maintenance of traffic. 3. Certification of workmen training for installing pipe liner. 4. Television inspection reports and video tapes made prior to and after pipe liner insertion. 5. Grout design and grout testing reports. B. Certified test reports for the polyethylene pipe liner fusion joint or a certificate of compliance. 4.03. TELEVISION INSPECTION The sewer line shall be television inspected to determine the condition of the line and the location of laterals prior to insertion of the new pipe and after insertion of the new pipe. 4.04 FLOW MAINTENANCE REQUIREMENT It shall be the Contractor's responsibility to temporarily by -pass the working section, to maintain the flow of waste material required by the Engineer. 4.05 POLYETHYLENE PIPE ( "PE ") A. Materials for Pipe and Fittings AEI SANITARY SEWERAGE 02530-8 18JAN08 0 0 The sewer liner pipe and fittings shall be manufactured from a polyethylene compound which conforms to ASTM D -1248 and meets the Type III, Class C, Grades P34, Category 5, and has a PPI ratings of PE3408. Pipe from this compound must have a long term hydrostatic strength rating of 1600 PSI in accordance with ASTM D -2837. Before beginning work, the Contractor shall submit for approval, the vendor's specific technical data with complete information on resin, physical properties of pipe and pipe dimensions pertinent to this job. A certificate of "Compliance with Specification" shall be furnished for all materials to be supplied. The District shall run tests on field samples per application ASTM, District specifications at its chosen laboratory for verification of the required physical properties and characteristics. The number of samples taken be at the District's discretion. All samples taken shall be provided by the Contractor at no charge to the District. The District shall absorb all charges for any and all testing of the liner material. The Contractor will be responsible for all damage caused by, and the replacement of, failed, unspecified, or unapproved materials. The outside diameter and minimum wall thickness shall conform to dimensions listed in Table 1 when measured in accordance with ASTM D -2122. Minimum wall thickness (inches) = O.D. /SDR. AMENDED TABLE 1 (All dimensions are in inches) AVERAGE WALL THICKNESS 7 ISPS NOMINAL ID ACTUAL OD SDR 26 SDR 21 SDR 19 SDR 17 6 6.625 .315 .349 .390 .602 8 8.625 .436 .454 .538 .784 10 10.750 .543 .566 .671 .977 12 12.750 .644 .671 .795 1.159 The SDR Classification for various depths shall be as follows: SDR DEPTH 21 0' -10' 19 10' -15' 17 15' -20' 11 over 20' 4.06 PIPE APPEARANCE The physical appearance of the polyethylene pipe having deformities such as concentrated ridges, discoloration, excessive spot roughness, pitting, varying wall thickness, etc. shall constitute sufficient basis for rejection. The PE shall be homogeneous throughout, free from visible cracks, foreign inclusions and other defects. Pipe with gashes, nicks, abrasions or any such physical damage which may have occurred during storage and /or handling, which are larger /deeper than 10% of the wall thickness shall not be used and must be removed from the construction site. AEI SANITARY SEWERAGE 02530-9 18JAN08 G� O In the case of any conflict with, or deviation from, these specifications, the Contractor shall report in writing to the Engineer for clarification, explanation and /or approval. The Engineer's decision shall be final and all costs, if any, incurred due to the Contractor's use of an unapproved pipe and the 1 J subsequent work to remove and replace this pipe with an acceptable PE as specified shall be borne by the Contractor. 4.07 PIPE JOINING Sections of the PE shall be assembled and joined on the job site above the ground. Joining shall be accomplished by the heating and butt- fusion method in strict accordance with manufacturer's printed instructions. The butt - fusion method for pipe joining shall be carried out in the field by operators with prior experience in fusing PE with similar equipment using the proper jigs and tools per standard procedures outlined by the pipe manufacturer. These joints shall have smooth, uniform, double rolled back beads made while applying the proper melt, pressure and alignment. All external and internal beads shall be cut or trimmed after completion of butt- fusion process. It shall be the sole responsibility of the Contractor to provide an acceptable butt- fusion joint. All joints shall be inspected by the Engineer before insertion. The liner pipe shall be joined on the site in appropriate working lengths near the launching pit. 4.08 LAUNCHING AND RECEIVING PIPE The location and number of launching, or receiving pits shall be decided by the Contractor and approved by the Engineer prior to excavation. The pits shall be located such that their total numbers shall be minimized, and the footage of the new pipe installed in a single pull shall be maximized. Before any excavation is done for any purpose, it will be the responsibility of the Contractor to check with the various utility companies and determine the location of their facilities. Any necessary temporary construction easements and /or right -of -way areas will be arranged by the Contractor at no cost to the District. Any damage done to said facilities and the resulting repair, temporary service, costs, etc. and restoration of temporary easements and right -of -way areas shall be borne by the Contractor. Launching and receiving pits shall be backfilled in accordance with the appropriate specifications. 4.09 INSERTION OF POLYETHYLENE PIPE A. Preliminary Site Work Installation of by -pass pumping shall be completed. 2. All buried utilities adjacent to the line of operation shall be reviewed and where necessary excavated to relieve transient loading during the insertion operation. Should any utility be within 24" or less of the pipe to be burst, it will be required to excavate a test pit at the location to check clearances. If adequate clearance does not exist between the existing sanitary sewer and the subject utility, the Contractor shall employ other means to rehabilitate the existing sanitary sewer. For utilities crossing the existing sanitary sewer to be burst, soil should be excavated and removed to relieve loading during the bursting operation. 3. Manhole positions along the line of insertion and where necessary laterals excavation will be used to check progress as the mole passes these points. Any heavy concrete reinforcements present in these areas should be broken out prior to the operation to AEI SANITARY SEWERAGE 02530-10 18JAN08 e s allow steady and free passage of the mole. Contractor shall provide adequate expansion area at the manhole prior to bursting operation. B. The Insertion Operation New PE shall be inserted immediately behind the mole in accordance with the manufacturers procedures. The mole shall be specifically designed and manufactured for the type of insertion process being used. A winch may be utilized to guide and assist the mole during the operation. A pushing machine may be utilized to aid pipe insertion for the rear. 4.10 LATERAL CONNECTIONS The exact location and number of house or building service connections shall be determined from TV inspection tapes and /or in the field. Any and all such locations shown on the plans are approximate; as are the number of said connections in the bid proposal. It shall be the Contractors responsibility to field locate all existing service connections whether in service or not, along the sanitary main which has to be rehabilitated. The Contractor shall reconnect all service connections, including those that go to unoccupied or abandoned buildings or houses or vacant lots, as directed by the Engineer. Accordingly, each vacant lot shall have on existing sanitary sewer shall be properly shown on the "As Rehabilitated" drawings with the exact distances from the nearest downstream manhole. All existing connections shall be properly disconnected from the existing sewer and then reconnected to the new pipe per instructions and procedures as provided below or as approved by the Engineer. After the new pipe has been installed, each existing service connection shall be recommended to the new pipe as directed by the Engineer. A prefabricated polyethylene saddle or an approved alternate shall be installed. The polyethylene saddle shall be a one -piece saddle equipped with a neoprene gasket so that a complete seal is accomplished when the strap -on saddle is tightened with two (2) stainless steel bands; one on each end. The stubout attached to the saddle must protrude into the new pipe a distance equal the wall thickness of the new pipe in place. The new 4 ", 6 ", or 8" stubout, or lateral, shall be reconnected to the existing service line with a flexible PVC coupling, "Fernco ", or an approved equal. The flexible coupling shall be secured to the existing service lateral and new stub and /or stack with stainless steel bands. The entire exposed service connection shall be encased in cement stabilized sand a minimum of 6" below, and 12" above and on the sides of, the pipe at a cost incidental to service connections. The connection shall be tested and approved by the Engineer before backfilling. 4.11 TESTING OF THE NEW PIPE - GENERAL Two types of testing will be required after the new pipe has been installed in the existing sanitarysewer main. The first test is a low pressure air test of the new pipe before it has been sealed in place at the manholes, and before any service connections have been made to the new pipe. The purpose of this test is to check the integrity of the joints that have been made and to verify that the new pipe has not been damaged by inserting it into the expanded sanitary sewer. The second test is done only at Owners request after all sewer taps have been made for a particular sanitary sewer section. This test will verify the integrity of the tap at the point where it joins the new pipe. 4.12 LOW PRESSURE AIR TEST PROCEDURE After a manhole to manhole section of sanitary sewer main has been rehabilitated and the insertion pits backfilled, prior to any service line being connected to the new pipe, the pipe shall be plugged at each manhole with pneumatic plugs. The design of the plugs shall be such that they will hold against the AEI SANITARY SEWERAGE 02530-11 18JAN08 t� O test pressure without requiring external blocking or bracing. One of the plugs shall have three air hose connections: one for the inflation of the plug, one for reading the air pressure of the sealed pipe, and one for introducing air into the sealed pipe. Low pressure air shall be then introduced into the sealed line until the internal air pressure reaches 4.0 PSI greater than the average back pressure resulting from any ground waterthat may be overthe pipe. At least two (2) minutes shall elapse to allow the pressure to stabilize. The time required for the internal pressure to decrease from 3.5 to 2.5 PSI greater than the average back pressure resulting from any ground water that may be over the pipe, shall be less than the time shown for a given pipe diameter in the following table: Pipe Diameter Minimum Elapsed Time (inches) (minutes) 6 3 8 4 10 5 15 7 18 8 24 and larger 12 4.13 SEALING OF THE NEW PIPE IN THE MANHOLE The space between the new pipe and the existing sanitary sewer manhole wall must be sealed with a chemical seal and nonshrink grout. Activated oakum, soaked in 3M Elastomeric compound CR -202 (or an approved equal), shall be placed in a band to form an effective water tight gasket for the angular space between the new pipe and the existing manholes. The width of the band shall be a minimum of 12" or on -half the diameter of the pipe, whichever it greater. It shall be finished off with a nonshrink grout to be placed in the annular space from inside the manhole and shall be less than 6" wide. The chosen method, including chemicals and materials, must be approved by the Engineer. The Contractor shall cut the new pipe so that it extends 4" into the manhole. The Contractor shall make a smooth, vertical cut and slope area over the top of the exposed new pipe using nonshrink grout. The Contractor shall also use cementitious grout to form a smooth transition with a reshaped invert and a raised manhole bench such that neither the sharp edges of the new pipe, nor the concrete bench, nor the channeled invert shall exist to catch debris and create a stoppage. The invert of the manhole shall also be reworked (smooth and build -up) to match the flow line of the new pipe. 4.14 POST - TELEVISING OF COMPLETED SECTIONS The Contractor will provide tot he District a color video tape showing the completed work including the condition of the restored service connections prior to requesting payment. Television inspection, tapes and reports shall be in accordance with the relevant Item. Upon completion of the installation work and testing, the Contractor shall restore /clear the project area affected by his operations per the provision of the relevant Item. END OF SECTION F. e AEI SANITARY SEWERAGE 02530-12 18JAN08 0 s ALPINE ENGINEERING, INC SECTION 02580 LANDMARK CONDOMINIUMS ELECTRIC AND COMMUNICATIONS SYSTEMS PART 1- GENERAL A. Work Included: Excavation, rock excavation, blasting, rock disposal, dewatering, backfill, bedding, compaction, installation of conduits, vaults, pads and all necessary appurtenances and coordination with the telephone, cable television, electric companies. B. Related Work: 1. Site Clearing: Section 02230 2. Topsoil and Revegetation: Section 02921 C. Definitions: 1. Trench Excavation: Excavation of all material encountered along trench other than rock excavation. 2. Rock Excavation: All solid rock formations which cannot be reasonably broken by a backhoe with 3/4 cubic yard bucket with bucket curling force and stick crowd force 35,000 Ibs each, and requiring drilling and blasting. Boulders and large rocks one cubic yard or larger, are considered rock excavation. D. Utility Company Specifications: All work shall conform to the standard specifications of the telephone company, the cable television company, and the electric company. 1.02 SUBMITTALS A. Submit shop drawings or product data showing specific dimensions and construction materials for pipe, fittings, and vaults; or certifications that products conform with specifications. B. Test Reports: Submit laboratory gradation tests for bedding and trench stabilization materials, concrete mix design, and compression test. C. Permits: Submit copies of all permits issued for project. 1.03 JOB CONDITIONS Environmental Requirements: Except by specific written authorization, cease concreting when descending air temperature in shade and away from artificial heat, falls below 35 degrees F, and there is frost in subgrade. When concreting is permitted during cold weather, temperature of mix shall not be less than 60 degrees F at time of placing. PART 2 - PRODUCTS 2.01 PIPE AND FITTINGS A. Polyvinyl Chloride (PVC): 2 " -8 ", Schedule 40 PVC. AEI ELECTRIC AND COMMUNICATIONS SYSTEMS 18JAN08 02580-1 2.02 VAULTS All switchgear, transformer, splice vaults, pads, and bases to be supplied by Holy Cross Electric Association, Inc. 2.03 BEDDING A. Granular material - 3/4" screened rock. B. On -site 1 -1/2" minus well graded screened material, free from organic materials, chunks of soil, frozen material, debris, or other suitable materials. Use of on -site bedding material must have prior written approval of the utility company and Engineer. 2.04 CONCRETE MATERIAL A. General: All materials furnished from sources agreed to by the District. B. Cement: ASTM C -150 for Portland Cement, Type II. Cement which has become partially set or contains lumps of caked cement shall be rejected. C. Aggregate: ASTM C33. D. Water: Water used in mixing or curing concrete shall be clean and free from oil, acids, salt, alkali, or organic materials harmful to concrete. 2.05 CONCRETE MIX A. Design Mix 1. Proportions: Cement 5 -1/2 sacks per cubic yard Coarse aggregate - 43% Water - 5.5 gallons per sack Maximum size aggregate - 3/4" 2. Slump: 4" maximum 3. Strength: Minimum 3,000 psi at 28 days 4. Air Content: 5% - 7% B. Job -Mixed Concrete Mixed in drum mixer conforming to Concrete Paving Mixer Standards of Mixer Manufacturers Bureau of Associated General Contractors of America. Mixer shall be capable of combining aggregates, cement, and water into thoroughly mixed and uniform mass. Discharge entire contents of drum before recharging. Continue mixing of each batch for not less than ten (10) minutes after all materials are in drum. C. Ready Mixed Concrete Proportioned, mixed and transported in accordance with ASTM C94. Any concrete not plastic and workable when it reaches project shall be rejected. PART 3 - EXECUTION 3.01 TRENCHING AEI ELECTRIC AND COMMUNICATIONS SYSTEMS 02580-2 18JAN08 • • 0 A. Trench Excavation: Excavate to depths required. Confine excavation to work limits. B. Rock Excavation: Prior to removal, notify Engineer of areas requiring rock excavation. C. Blasting: In general, blasting will be allowed in order to expedite the work if a permit by the local authority having jurisdiction is granted. All explosives and appurtenances shall be transported, handled, stored and used in accordance with the laws of the local, state and federal governments, as applicable. All blasting shall be controlled so as not to injure any existing structure or facility. The protection of life and property and all liability for blasting shall be placed solely on the person or persons conducting the blasting operation. The hours of blasting shall be in accordance with the permit of the local authority. Prior to blasting, provide minimum 24 hour notification to Owner, Engineer and Fire Department. D. Trench Support: The trench shall be adequately supported and the safety of workers provided for as required by the most recent standards adopted by the Occupational Safety and Health Administration (OSHA) Standards Board. Sheeting and shoring shall be utilized where required to prevent any excessive widening or sloughing of the trench, which may be detrimental to human safety, to the pipe and appurtenances being installed, to existing utilities, to existing structures, or to any other existing facility or item. 3.02 UNSTABLE TRENCH BOTTOM AND EXCAVATION IN POOR SOIL If the bottom of the excavation at subgrade is found to be soft or unstable or to include ashes, cinders, refuse, vegetable or other organic material, or large pieces or fragments of inorganic material that cannot satisfactorily support the pipe or structure, then the Contractor shall further excavate and remove such unsuitable material. Before the pipe or structure is installed, the subgrade shall be accepted by the Engineer. 3.03 BEDDING Install in conformance with drawings. Place from minimum of 3" below bottom of pipe to centerline for entire width of trench. 3.04 UNDERDRAIN A. Water seeping from trench banks, but not flowing in trench bottom: Install gravel underdrain in accordance with drawings. B. Water flowing in trench bottom: Install underdrain pipe in addition to gravel where water volume will fill a 4" pipe 1/4 full. Cleanouts at each manhole in conformance with drawings. C. Daylight all underdrains as shown on drawings or as directed by Engineer. 3.05 PIPE INSTALLATION A. Construct pipe accurately to line and grade shown on drawings. Remove and replace pipe not conforming to line and grade at Contractor's expense. B. Install to manufacturer's recommendations, continuously upgrade. Bell ends face upgrade. Prior to making joints, clean and dry all surfaces. Use lubricants in conformance with manufacturer's recommendations for insertion of pipe in joint. Set pipe in position and check AEI ELECTRIC AND COMMUNICATIONS SYSTEMS 02580-3 18JAN08 line and grade. Keep dirt from entering all exposed pipe ends. Joints watertight. 3.06 PADS AND VAULTS Install pads and vaults to line and grade shown on drawings. 3.07 PULL STRING Pull string shall be placed in all conduit to facilitate placing cable. 3.08 CONCRETE WORK A. Placement: Place to required depth and width conforming to drawings. Place concrete as uniformly as possible in order to minimize amount of additional spreading. Place and consolidate with suitable tools to avoid formations of voids, honeycomb, or pockets. Well vibrated and tamped against forms. B. Retempering: Do not retemper concrete or mortar which has partially hardened by remixing with or without additional cement, aggregate, or water. Provide concrete in such quantity as is required for immediate use. C. Curing: Protect against loss of moisture, rapid temperature change, rain, and flowing water, for not less than two days from placement of concrete. Immediately after finishing, cover concrete surface with curing medium which is applicable to local conditions as approved by Engineer. Protect exposed edge of concrete slabs exposed by removing forms immediately to provide these surfaces with continuous curing treatment. 3.09 BACKFILL A. One Foot Over Pipe: Use 3/4" screened rock or on -site screened material (if approved by Engineer) for cover material and backfill by approved mechanical methods. Cover material shall be clean soil, free from organic materials, chunks of soil, frozen material, debris, or other unsuitable materials. Place and compact starting at top of pipe bedding extending upwards to above top of pipe for entire trench width. Place in lifts to a density of 90% AASHTO T99. B. Remainder of Trench: Backfill with same materials excavated from work limits unless unsuitable. No boulders over 6" in diameter in top 12" of trench. No backfill material with boulders larger than 18" in diameter. Carefully lower boulders larger than 12" in diameter into trench until backfill is 4' over top of pipe. No boulders over 6" in trench backfill for trenches located within the Town of Vail right -of -way or those portions of Tract C Vail /Lionshead, Third Filing owned by the Town of Vail. 3.10 COMPACTION A. Demonstrate method of compaction. Engineer will test compacted demonstration section for uniform density throughout depth of each lift. Alter construction methods until providing one acceptable to Engineer. Continue same procedure until significant change in soils occurs, or compaction is not being achieved, then demonstrate new method. B. Compaction requirements for all trenches: 1. Predominantly of cohesive soils where AASHTO T99 procedures are applicable: Compacted uniformly throughout each lift to 95% AASHTO T99. 2. Predominately of rock 18" in diameter: Place in loose lifts up to average rock Vj AEI ELECTRIC AND COMMUNICATIONS SYSTEMS 02580-4 18JAN08 • • dimension. Placing of occasional boulders of sizes larger than ma)amum layer thickness may be agreed to by Engineer, provided material is carefully placed and large stones well distributed with voids completely filled with smaller stones, earth, sand, or gravel. Level and smooth each layer to distribute soils and finer fragments of earth. Wet each loose layer as necessary to facilitate compaction prior to placing additional lifts. 3. Trenches outside road right -of -way: Compact to 95% AASHTO T99. 3.11 PAVEMENT REMOVAL AND REPLACEMENT Score e)asting surface with cutting wheel to create clean break line. Remove and dispose of eesting surface and aggregate base course leave 6" undisturbed subgrade lip on each side of trench. After trench has been backfilled and properly compacted, place aggregate base course in accordance with permit requirements, or minimum thickness in these specifications. Compact aggregate base course to 95% AASHTO T180. Replace pavement in accordance with permit requirements or minimum thickness in these specifications. Compact asphalt to 95% ASTM D1559; consolidate concrete with vibrators. 3.12 FIELD QUALITY CONTROL A. Notify Engineer at least 24 hours in advance of pipe being laid in any trench. Cover no pipes until observed by Engineer. Notify Engineer at least 48 hours before pipe is to be tested. B. Testing 1. General: Conduct testing in accordance with procedures approved by the appropriate j utility company. 3.13 CLEANUP AND RESTORATION Restore all pavements, curbs, gutters, utilities, fences, irrigation ditches, yards, lawns, and other structures or surfaces to condition equal to or better than before work began, and to satisfaction of Engineer. Deposit all waste material in designated waste areas. Grade and shape disposal site. Complete topsoil and reseeding of site, is required. Where disposal sites are not designated, remove and dispose of all waste material off site. END OF SECTION AEI ELECTRIC AND COMMUNICATIONS SYSTEMS 02580-5 18JAN08 r - . Ao L E RI E IE E J ALPINE ENGINEERING, INC SECTION 02620 LANDMARK CONDOMINIUMS SUBDRAINAGE SYSTEM PART 1- GENERAL 1.01 SUMMARY A. Section Includes: 1. Drainage pipe and fittings at foundations and laterals under slab as indicated. 2. Drainage pipe over garage roof. 3. Free draining gravel at drainage pipes or retaining walls. 4. Protective covering between gravel and backfill. 5. PVC sheeting under gravel. 6. Drainage sump. 7. Connection to sump or daylight as indicated on Civil Drawings. B. Related Requirements: Comply With: 1. Earthwork: Section 02300 2. Concrete Work: Division 3 Concrete C. Related Sections: 1. Foundation Waterproofing: Section 07110 2. Earthwork: Section 02300 1.02 DELIVERY, STORAGE AND HANDLING A. Deliver and store materials in accordance with Section 01600. Stockpile and store materials so not to bury or damage. PART 2 - PRODUCTS 2.01 MATERIALS A. Pipe: Rigid PVC pipe complying with ASTM D2779 1. Provide perforated in drainage areas and unperforated elsewhere. 2. Size: As indicated on drawings. 3. Provide solid end caps at terminations. 4. All connections solvent welded. 11 C. Cleanout Pipe and Fitting: Cast -iron soil pipe. Provide each ceanout with brass ferrule and a cast -brass screw jointed plug with socket for wrench. Provide grade deanouts or wall deanouts as indicated. Pervious Backfill Material: Free draining granular material consisting of 2° maximum size, less than 50% passing the No. 4 sieve less than 2% passing No. 200 sieve. AEI SUBDRAINAGE SYSTEM 02620 -1 18JAN08 PART 3 — EXECUTION 3.01 INSTALLATION A. General: 1. Keep trenches dry during installation of drainage system. 2. Use fittings at intersections and right angle intersections. 3. Make changes in direction of drain lines with 1/8 bends. B. Bedding: 1. Place graded bedding prior to laying of foundation drain pipe or tile. 2. Rest each section firmly upon the bedding through entire length. 3. Thickness: As indicated C. Pipe Laying: 1. Lay drain lines to uniform grades and alignment, with continuous fall indirection of flow with minimum slope of 1/8" per foot. 2. Thoroughly dean interior of pipe of dirt or other foreign material before laying. 3. Lay perforated pipe with perforations facing down. 4. Connect to sump or daylight as indicated. 5. Solvent weld all fittings. 6. Wrap pipe in drainage fabric before covering. D. Cleanout: Provide cleanouts at all major direction changes. 1. Unpaved areas: Set in 12"x 12" concrete blocks. Comply with Division 3. E. PVC Sheeting: Install under drainage gravel as indicated, if shown on plans. F. Backfilling: 1. After pipe installation has been accepted, place pervious backfill material. 2. When placing backfill, prevent displacement of or injury to pipe or tile. 3. Install filter fabric over pervious backfill before backfilling remainder of wall. END OF SECTION AEI SUBDRAINAGE SYSTEM 02620 -2 18JAN08 F . FJ 0 E110 ALPINE ENGINEERING, INC SECTION 02630 LANDMARK CONDOMINIUMS STORM DRAINAGE PART 1- GENERAL 1.01 DESCRIPTION A. Work included: Excavation, backfill, bedding, and installation of pipe, manholes, catch basins, inlets, outlets, underdrains, irrigation ditches, channelization, detention storage, siphons and all necessary appurtenances. B. Related Work: 1. Site Clearing: Section 02230 2. Topsoil and Revegetation: Section 02921 C. Definition: 1. Trench Excavation: Excavation of all material encountered along trench other than rock excavation. 2. Rock Excavation: All solid rock formations which cannot be reasonably broken by a backhoe with 3/4 cubic yard bucket with bucket curling force and stick crowd force of 35,000 lbs. each, and requiring drilling and blasting. Boulders, large rocks, and chunks of concrete three cubic yards or larger, considered rock excavation. 101 1.02 SUBMITTAL A. Submit shop drawings or product data showing specific dimensions and construction materials for: 1. Precast Manholes 2. Precast Catch Basins 3. Frames, Grates, Covers B. Test Reports: Submit laboratory gradation tests for bedding and trench stabilization materials, concrete mix design, and compression test. C. Permits: 1. Fugitive Dust 2. Stormwater Discharge Permit (CDPHE) 3. Construction Dewatering (CDPHE) 4. 404 Permit 1.03 JOB CONDITIONS Environmental Requirements: Except by specific written authorization, cease concreting when descending air temperature in shade and away from artificial heat falls below 35 degrees F. and there is frost in subgrade. When concreting is permitted during cold weather, temperature of mixshall not be less than 60 degrees F. at time of placing. AEI 18JAN07 STORM DRAINAGE 02630-1 PART 2 - PRODUCTS 2.01 PIPE AND FITTINGS A. Non - Reinforced Concrete Pipe: ASTM C14 B. Reinforced Concrete Pipe: ASTM C76, circular; ASTM 506, arch; ASTM 507, vertical or horizontal elliptical. Class pipe as shown on drawings. C. Concrete End Section: Same ASTM specification as pipe. Equivalent in area as circular pipe. D. Corrugated Steel Pipe and Arches: AASHTO M36, gauge as shown on drawings. Bands shall conform to following: Pipe Size Corrugations Number Bolts Inches 2 -2/3" x 1/2" 3" x 1" 6 -30 7" - 2 ea 36 -60 12" 14" 3 ea 66 -120 24" 20" 5 ea Thickness of band one gauge less than pipe but not less than 16 gauge. E. Corrugated Steel Pipe End Section: Sizes and dimensions shown on drawings. Materials same as corrugated steel pipe. F. Bituminous Coating: Where required on corrugated steel pipe and fittings, AASHTO M190, Type A, with minimum thickness of 0.03 ". Coupling bands fully coated. V 2.02 UNDERDRAIN PIPE A. Corrugated Steel: AASHTO M36 Type III. Holes 3/8" double row each side of pipe for 6 " -10" size pipe. Triple row each side of pipe for 12 " -21" pipe. Spaced in center of each depressed corrugation nearest to center pipe. Install hole row each side of pipe for 6 " -10" pipe; triple row each side of pipe for 12 " -21" pipe. B. Rigid PVC Schedule 35. C. Fle)able Polypropelene or Polyethylene /Hancor. 2.03 PREFABRICATED INLETS AND OUTLETS A. Corrugated Steel Units: Conform to drawing dimensions, AASHTO M36. Bituminous coating when specified, AASHTO M190, Type A. Steps fabricated into units. B. Precast Concrete Units: In accordance with drawings, ASTM C478 and C789, wall "B ", wall thickness 1/12 internal diameter. Steps precast into units. 2.04 MANHOLE A. Manhole Bases: Precast concrete. Manhole base and first barrier section cast monolithic per ASTM - C478. AEI STORM DRAINAGE 02630-2 18JAN07 e e D B. Manhole Sections: ASTM C478. Precast concrete with minimum wall thickness 1/12 of internal diameter. Cones eccentric. C. Manhole Ring and Cover: Cast iron, ASTM A48. Ring and cover combined weight greater than 400 lbs., machined to fit securely. Non - rocking cover. Hot dipped in asphalt. D. Manhole Steps: Two non -skid grooves in the surface of step and capable of carrying load of 1,000 lbs. 6" from face of manhole. E. Manhole Joint Sealant: RubberNek. 2.05 SLOTTED DRAIN AASHTO M36 with grate assembly, ASTM Al23. Joint and couplers of ring compression type. Where required, expanded wire mesh attached across top of drain opening. Fittings provided with annular ends for hugger -type bands. 2.06 FRAMES, GRATES, COVERS, AND STEP Metal units conform to drain dimensions and to following for designated material. A. Gray Iron Castings: AASHTO M105. i B. Carbon -Steel Castings: AASHTO M103. it C. Ductile Iron Castings: ASTM A536. D. Structural Steel: AASHTO M183 and ASTM A283, Grade B. Galvanizing, where specified, AASHTO M111. 2.07 BEDDING A. Pipe and culvert - roadbase, percent by weight passing square mesh sieves: 3/4 ",100; No.4, 30 -65; No. 8, 25 -55; No. 200, 3 -12. B. Underdrain - washed gravel: percent by weight passing square mesh sieves: 1 ",100 %; 3/4 ", 95 -100 %; No.4, 0 -5 %. 2.08 CONCRETE MATERIALS A. General: All materials furnished from sources approved by Engineer. B. Cement: ASTM C150 for Portland Cement, Type II. Cement which has become partially set or contains lumps, caked cement and have been exposed to inclement weather shall be rejected. C. Aggregate: ASTM C33. D. Water: Water used in mi)ang or curing concrete shall be clean and free from oil, acids, salt, alkali, or organic materials harmful to concrete. AEI STORM DRAINAGE 02630-3 18JAN07 2.09 CONCRETE MIX A. Design Mix Proportions: Cement 5 -1/2 sacks per cubic yard Coarse aggregate 43% Water 5.5 Gallons per sack Maximum size aggregate 3/4" 2. Slump: 4" maximum 3. Strength: Minimum 3750 psi at 28 days 4. Air Content: 5 % -7% B. Job Mixed Concrete: Mixed in drum mixer conforming to Concrete Paving Mixer Standards of Mixer Manufacturers Bureau of Associated General Contractors of America. Mixer shall be capable of combining aggregates, cement, and water into thoroughly mixed and uniform mass. Discharge entire contents of drum before recharging. Continue mixing of each batch for not less than 10 minutes after all materials are in drum. C. Ready Mixed Concrete: Proportioned, mixed, and transported in accordance with ASTM C94. Any concrete not plastic and workable when it reaches project shall be rejected. PART 3 - EXECUTION 3.01 TRENCHING A. Trench Excavation: Excavate to depths required. Confine excavation to work limits. B. Rock Excavation: Prior to removal, notify Engineer of areas requiring rock excavation. C. Blasting: In general blasting will be allowed in order to expedite the work if a permit by the local authority having jurisdiction is granted. All explosives and appurtenances shall be transported, handled, stored and used in accordance with the laws of the local, state and federal governments, as applicable. All blasting shall be controlled so as not to injure any existing structure or facility. The protection of life and property and all liability for blasting shall be placed solely on the person or persons conducting the blasting operation. The hours of blasting shall be in accordance with the permit of the local authority. Prior to blasting, provide minimum 24- hournotification to Engineer. 3.02 UNSTABLE TRENCH BOTTOM, EXCAVATION IN POOR SOIL If the bottom of the excavation at subgrade is found to be soft or unstable or to include ashes, cinders, refuse, vegetable or other organic material, or large pieces or fragments of inorganic material that cannot satisfactorily support the pipe or structure, then the Contractor shall further excavate and remove such unsuitable material. Before the pipe or structure is installed, the subgrade shall be accepted by the Engineer. 3.03 BEDDING OTHER THAN UNDERDRAINS A. Pipe: Install in conformance with drawings. Place from minimum of 4" below bottom of pipe AEI STORM DRAINAGE 02630-4 vi 18JAN07 0 • to centerline for full width of trench. B. Culvert: Install in conformance with drawings. Place from minimum of 6" below bottom of pipe to centerline of pipe for entire width of trench. 3.04 PIPE INSTALLATION A. General: For new embankments, place fill so width each side of pipe is at least five (5) times pipe diameter. After embankment is placed, proceed with trenching. Begin all pipe installation at downstream end. Bell or groove ends of rigid conduit and outside circumferential laps of flexible conduit facing upstream. Place flexible conduits with longitudinal laps or seams at sides. B. Corrugated Steel Pipe: Remove all loose excavated materials from bottom of trench and install bedding to required thickness. Install pipe true to line and grade. Install remaining bedding material along sides of pipe to avoid any voids. Repair bituminous coating damage using similar coating material. Lubricate coupler bands. Vertical elongation caused bybackfill operation shall not exceed 3% of pipe diameter. Compact backfill to 86% 90 %AASHTO T99 and continue to 1' over top of pipe. C. Concrete Pipe: Extend bedding around bell where bell and spigot pipe is used. Place pipe on bedding as shown on drawings. Place remaining bedding along pipe sides with no voids. Compact backfill to 8§% 90% AASHTO T99 and continue to 1' over pipe. 13 D. Underdrain Pipe: 1. General: Install to lines and grades shown on drawings. Extend underdrain material a minimum of 6" over top of pipe. Cover underdrain material for entire width of trench with filter fabric. If shown on drawings, line trench with fabric before installing pipe and underdrain material. 2. Concrete Pipe: Install with bell resting on trench bottom facing up grade, with underdrain material supporting pipe. 3. Corrugated Steel or PVC Pipe: Holes or perforations placed down with maximum 1" underdrain material under pipe. Joint according to manufacturer's recommendations. 3.05 SLOTTED DRAIN INSTALLATION Install in accordance with drawings. Trench as narrow as possible and backfill to create uniform foundation side support. Install true to line and grade. 3.06 MANHOLE CONSTRUCTION A. Manhole: Construct in accordance with drawings. Extend concrete manhole base at least 8" below pipe barrel. Slope floor of manhole from centerline of pipe to maximum of 2" above top of pipe at face of manhole. Shape invert after manhole is set. Construct side branches with as large radius of curvature as possible to connect to main invert. Inverts shall be smooth and clean with no obstructions, allowing insertion of expandable plug in pipe. Place complete and continuous roll of joint sealant on base ring in sufficient quantity, so there will be no spaces allowing infiltration. Join each succeeding manhole section in similar manner. Trim away all excess material and repair all lifting holes. Turn eccentric cone and steps awayfrom roadway AEI STORM DRAINAGE 02630-5 18JAN07 � D ditch. B. Manhole Ring and Cover: Install at grade of finished surface. Where surface will be completed after manhole construction, set top of cone so maximum of six (6) two inch thick reinforced concrete rings will adjust ring and cover to final grade. 3.07 CONNECTION TO EXISTING MANHOLE Make connections to existing manholes, where no pipe is stubbed out, in similar manner as new manhole. Break small opening in existing manhole as necessary to insert new pipe and attain watertight seal. Chip existing concrete bench inside manhole to provide enough thickness for mortar bed to make new smooth continuous invert. Place expandable waterstop around portion of sewer pipe inserted into existing manhole. Use expandable grout to completely fill hole in manhole to create watertight repair. 3.08 CONCRETE WORK A. Placement: Place to required depth and width conforming to drawings. Place concrete as uniformly as possible to minimize amount of additional spreading. Place and consolidate with suitable tools to avoid formations of voids, honeycomb, or pockets. Well vibrated and tamped against forms. B. Retempering: Do not retem per concrete or mortar which has partially hardened by remixing with or without additional cement, aggregate, or water. Provide concrete in such quantity as is required for immediate use. C. Curing: Protect against loss of moisture, rapid temperature change, rain, or flowing water, for not less than two days from placement of concrete. Immediately after finishing, cover concrete surface with curing medium which is applicable to local conditions as approved by Engineer. Protect exposed edge of concrete slabs by removing forms immediately to provide these surfaces with continuous curing treatment. 3.09 BACKFILL A. One Foot Over Pipe: Use 3/4" road base for cover material and backfill by approved mechanical methods. Cover material shall be clean, free from organic materials, chunks of soil, frozen material, debris or other unsuitable materials. Place and compact starting at top of pipe bedding extending upwards to 1' above top of pipe. Place in lifts to a density of 90% AASHTO T99, at a point 6" above top of pipe. B. Remainder of Trench: Backfill with same materials excavated from work limits unless unsuitable. No boulders over 6" in diameter in top 12" of trench. No backfill material with boulders larger than 18" in diameter. Carefully lower boulders larger than 12" in diameter into trench until backfill is 4' over top of pipe. No boulders over 6" in trench backfill for trenches located within the Town of Vail right -of -way or those portions of Tract C Vail /Lionshead, Third Filing owned by the Town of Vail. 3.10 COMPACTION A. Demonstrate method of compaction. Engineer will test compacted demonstration section for uniform density throughout depth of each lift. Alter construction methods until providing one acceptable to Engineer. Continue same procedure until significant change in soils occurs, or AEI STORM DRAINAGE 02630-6 18JAN07 • • 0 required compaction is not being achieved, then demonstrate new method. B. Compaction requirements for all trenches within limits of pavement, shoulders, or back of curbs: 1. Predominantly of cohesive soils where AASHTO T99 procures are applicable: Compact uniformly throughout each lift to 95% AASHTO T99. 2. Predominantly of rock, to 18" in diameter: Place in loose lifts up to average rock dimension. Placing of occasional boulders of sizes larger than maximum layer thickness may be agreed to by Engineer, provided material is carefully placed and large stones well distributed with voids completely filled with smaller stones, earth, sand, or gravel. Level and smooth each layer to distribute soils and finer fragments of earth. Wet each loose layer as necessary to facilitate compaction prior to placing additional lifts. 3.11 CONCRETE STRUCTURES A. General: Cast -in -place concrete conforming to dimensions shown on the drawings and accurate to tolerances of 1/4 ". Install forms so all finished lines will be true and straight. Install reinforcing steel with the spacing between the forms and between bars as shown on drawings. Keep excavation dry during construction. Compaction requirements same as above. B. Inlets and Outlets: Either cast -in -place or precast units, in accordance with drawings. When required, set castings accurately to grade with adjustment courses of brick in full mortar beds. Construct pipe inverts or smooth concrete inverts same size as pipe up to centerline of pipe, j with bench to stand on. C. Frames, Grates, Covers, and Steps: Install accurately according to drawings. Anchor castings in place and set in adjustment mortar to assure firm foundation. D. Trash Guards: Install in accordance with drawings and manufacturer's recommendations. 3.12 PAVEMENT REMOVAL AND REPLACEMENT Score existing surface with cutting wheel to create clean break line. Remove and dispose of existing surface and aggregate base course. Leave 6" undisturbed subgrade lip on each side of trench. After trench has been backfilled and properly compacted, place aggregate base course in accordance with permit requirements or minimum thickness in these specifications. Compact aggregate base course to 95% AASHTO T180. Replace pavement in accordance with permit requirements or minimum thickness in these specifications. Compact asphalt to 95% ASTM D1559; consolidate concrete with vibrators. 3.13 FIELD QUALITY CONTROL Notify Engineer at least 24 hours in advance of pipe being laid in any trench. Cover no pipes until observed by Engineer. 3.14 CLEANUP AND RESTORATION Restore all pavements, curbs, gutters, utilities, fences, irrigation ditches, yards, lawns, and other structures or surfaces to condition equal to or better than before work began, and to satisfaction of Engineer. Deposit all waste materials in designated waste areas. Grade and shape disposal site. AEI STORM DRAINAGE 02630-7 18JAN07 Complete topsoil and reseeding of site if required. Where disposal sites are not designated, remove and dispose of all waste materials off site. END OF SECTION J AEI STORM DRAINAGE 02630-8 18JAN07 0 • ALPINE ENGINEERING, INC SECTION 02720 LANDMARK CONDOMINIUMS UNBOUND BASE COURSE PART 1- GENERAL 1.01 DESCRIPTION A. Work included: Preparing surface of subgrade after utility contractors have completed installation of all utilities and furnishing and placing one or more courses of aggregate in conformance with lines, grades, and typical sections shown on drawings. B. Related Work: 1. Earthwork: Section 02300 1.02 SUBMITTALS A. Test Reports: If requested, furnish proposed source of materials and copies of tests from certified and acceptable testing laboratory: 1. Sieve analysis - ASTM C136 2. Wear Abrasion - ASTM C131 3. Liquid Limit - AASHTO T89, T90 4. Moisture Density Curves - AASHTO T99 n PART2- PRODUCTS 2.01 AGGREGATE A. Aggregate shall conform to following gradation: Sieve Percentage by Weight Passing square Mesh Sieves Size Class 2 Class 4 Class 5 Class 6 4" 100 - - - 3" 95 -100 - - - 2" - 100 - 1-1/2" - 90 -100 - - 1" - - 100 - 3/4" - 50 -90 - 100 No.4 - 30 -50 30 -70 30 -65 No.8 - - - 25 -55 No. 200 3 -15 3 -12 3 -15 3 -12 Liquid limit not greater than 35 for Class 2; 30 for Class 4, 5, or 6. Plasticity Index not exceeding 6. B. Requirements for this Project: Furnish Class 6 aggregate for this Project. ❑s AEI 18JAN08 UNBOUND BASE COURSE 02720-1 PART 3 - EXECUTION 7_i4L0P►1 A. Staking: Contractor will provide at his expense all additional staking necessary to ensure work conforms with drawings. B. Subgrade Preparation: Shape and compact to crown, line, grades, and typical cross section shown on drawings before placing base material. Compact to 95% AASHTO T99. 3.02 MIXING The Contractor shall mix the aggregate by methods that insure a thorough and homogeneous mixture. 3.03 PLACEMENT If required compacted depth of aggregate base course exceeds 6 ", construct in two or more layers of approximately equal thickness. Maximum compacted thickness of any one layer shall not exceed 6 ". When vibratory or other approved types of special compacting equipment are used, compacted depth of single layer may be increased to 8" upon approval of Engineer. 3.04 SHAPING AND COMPACTION Compact each layer to 95% AASHTO T180. Maintain surface of each layer during compaction so that uniform texture is produced and aggregates are firmly keyed. Apply water uniformly during compaction so moisture content is within 2% of optimum. END OF SECTION AEI UNBOUND BASE COURSE 02720-2 18JAN08 0 • ALPINE ENGINEERING, INC SECTION 02740 LANDMARK CONDOMINIUMS FLEXIBLE PAVEMENT PART 1 - GENERAL 1.01 DESCRIPTION A. Work Included: Furnishing, laying, and compacting hot -mixed asphaltic concrete pavement in conformance with lines, grades, and typical cross - sections shown on the drawings. B. Related Work: 1. Unbound Base Course: Section 02720 1.02 QUALITY ASSURANCE A. Source: Engineer shall have access to batching plant at all times work is in progress. B. Record of Work: Contractor shall keep record of time and date of placement, temperature, and weather conditions. Retain until completion and furnish copy to Engineer. C. Owner will arrange and pay for all field tests to determine compliance of base course and pavement materials and compaction with the specification and the approved design mix formula. 1.03 SUBMITTALS A. Samples: If requested, provide samples of proposed materials. B. Test Reports: If requested, furnish copies of tests from certified and acceptable testing laboratory: 1. Aggregate - AASHTO T96 2. Tar - AASHTO M52 Grade RTC B -5, M118. 3. Liquid Asphalt - AASHTO M81, M82; ASTM D2026 4. Emulsified Asphalt - AASHTO M140 5. Compaction - AASHTO T230 6. Stability and Flow - AASHTO T245 C. Job Mix Formula: Provide Engineer proposed mix design based upon aggregates to be used. 1. Submit design mix to Engineer for approval along with Marshall series performed by an independent laboratory. 2. Stability per ASTM D1559: 1500 lb minimum 3. Flow per ASTM D1559:.08 to .16 inch 4. Air Voids percentage per ASTM D1559: 3 to 5 percent 5. Use an anti- stripping additive from the approved list of additives in Chapter 400 of the Colorado Department of Highways Field Materials Manual 6. Minimum Asphalt content: 5.8% 1.04 DELIVERY, STORAGE, AND HANDLING A. Transport mixtures from mixing plant in trucks having tight, clean, non - sticking compartments. When transporting, provide covers to protect from weather and prevent loss AEI FLEXIBLE PAVEMENT 02740 -1 18JAN08 of heat when temperature is below 50 degrees F. During temperatures below 50 degrees F on long distance deliveries, provide insulation around entire truck bed surfaces. 1.05 JOB CONDITIONS A. Environmental Requirements: Do not place asphaltic concrete on wet surfaces, or when temperature is below 40 degrees F, unless agreed to by Engineer. B. Protection: After final rolling, do not permit vehicular traffic on asphaltic concrete pavement until cooled and hardened. Provide barricades, flagmen, and warning devices as required to protect pavement. Maintain pedestrian and vehicular traffic as required. Cover openings of structures in paving until permanent coverings are placed. C. Confirm in writing, aggregate base course constructed by others has been compacted to requirements of these specifications. Use any means necessary to proof roll or test to confirm aggregate base is satisfactory to receive asphaltic concrete. Notify in writing to Owner any deficient areas so they may be brought into conformance with specifications prior to placement of asphaltic concrete. PART 2 - PRODUCTS 2.01 AGGREGATE Clean, hard, durable particles of crushed stone, crushed gravel, natural gravel, or crushed slag with not more than 45% of wear, AASHTO T96. Sieve Percentage by Weight Passing Square Mesh Sieves Grading SX 1 -1/2" - 1" - 3/4" 100 1/2" 90 -100 3/8" - #4 - #8 28 -58 #30 - #200 2 -10 Sizes #8 and larger, tolerances + 8 %; #30 + 6 %; #200 + 3 %; where 100% passing, no tolerance. Use Grading SX for this project. 2.02 ASPHALTIC CEMENT AASHTO M226, Penetration Grade 85 -100. Use AC -10 for all paving. 2.03 PRIME COAT One of the following, grade and type as recommended by supplier: A. Slow curing, ASTM D2026 AEI FLEXIBLE PAVEMENT 02740 -2 18JAN08 7 • B. Medium curing, AASHTO M82 2.04 TACK COAT 0 One of the following, grade and type as recommended by supplier: A. Emulsified asphalt, AASHTO M140 B. Cationic emulsified asphalt, AASHTO M208 2.05 MIX DESIGN A. Determine design mix based upon aggregates to be used. 1. Submit design mix to Engineer for approval along with Marshall series performed by an independent laboratory. 2. Stability per ASTM D1559: 1500 Ib minimum 3. Flow per ASTM D1559: .08 to .16 in. 4. Air Voids percentage per ASTM D1559: 3 to 5 percent 5. Use an anti - stripping additive from the approved list of additives in Chapter 400 of the Colorado Department of Highways Field Materials Manual. 6. Minimum Asphalt content: 5.8% B. Furnish aggregate gradation. E31 C. Accepted design mix shall meet compaction requirements of these specifications. 2.06 MIXING A. General: Complywith ASTM D995 for material storage, control, mixing, and plant equipment and operation. B. Aggregates: Keep each component of various -sized combined aggregates in separate stockpiles. Maintain so separate aggregate sizes will not be intermixed and to prevent segregation. Heat -dry aggregates to reduce moisture content to not more than 2 %. Deliver dry aggregate to mixer at recommended temperature to suit penetration, grade, and viscosity characteristics of asphaltic cement, ambient temperature, and workability of mixture. C. Asphaltic Cement: Heat bitumen to viscosity at which it can be uniformly distributed throughout mixture. Select temperature range of 275 degrees F to 350 degrees F to suit temperature - viscosity characteristics of asphalt. Do not exceed 350 degrees F. D. Mixing: Accurately weigh or measure dry aggregates and weigh or meter asphaltic cement to comply with job -mix formula requirements. Mix aggregate and asphaltic cement to achieve 90- 95% coated particles for base mixtures and 85 -90% coated particles for surface mixtures when tested in accordance with ASTM D2489. PART 3 - EXECUTION 3.01 PREPARATION OF SURFACES A. Base Course: Blade, shape, and smooth aggregate base course to uniform section. Remove loose materials. Clean the surface to be paved by mechanical sweepers, blowers, or hand brooms, until surface is free from dust. AEI FLEXIBLE PAVEMENT 02740 -3 18JAN08 govN If time lapse from final shaping to placement is longer than 24 hours, reshape, wet and compact surface, or apply prime coat. When prime coat is used, apply at rate of 0.3 gallons per square yard as soon as practicable after surface has been prepared and is sufficiently dry. Calibrate distributor and furnish calibration to Engineer. Adjust spray nozzles and spray bar to provide uniform distribution of prime coat. Cease immediately upon clogging or interference of any nozzle and correct before distribution is resumed. Protect adjacent surfaces from prime coat material. Remove prime coat from adjacent surfaces. Return to same condition prior to work beginning. Maintain prime coat and /or base course surface until covered by asphaltic concrete. Where prim a coat has been applied for 48 hours, and has not dried sufficiently, materials may be blotted with aggregate in manner agreed to by Engineer. Clean any damaged area of all loose material, and repair base course to satisfaction of Engineer. Reapply prime coat. B. Existing Surfaces: Clean of all foreign materials. Fill holes and low places with leveling courses and compact prior to surface placement. Tack coat existing surfacing at 0.1 gallon per square yard. Apply only to areas on which surfacing is to be placed immediately. Do not extend more than 2000' ahead of paving equipment. Prevent traffic from traveling on tack coat. 3.02 FRAME ADJUSTMENTS Set frames of structures to final grade. Place compacted asphaltic concrete to top of frame. If permanent covers are not in place, provide temporary covers over openings until compaction is complete. Where frames and covers are paved over, mark so crews can find on emergency basis until cut out and adjusted to final surfacing. 3.03 PLACEMENT A. Place at temperatures of not less than 280 degrees F, or more than 350 degrees F. If temperature is below 50 degrees F and falling, asphaltic concrete mix shall not be less than 300 degrees F, while on trucks just prior to laydown. Mechanical, self- powered pavers shall be capable of spreading mix within specked tolerances, true to line, grade, and crown as indicated on drawings. Road grader equipped with automatic blade control may be used for leveling courses. Pavers shall be equipped with hoppers and distribution screws which place mix evenly in front of adjustable screeds. Screed shall be adjustable for height and crown, equipped with controlled heating device for use as required. Screed shall strike off mixwithout tearing, shaving or gouging surface, to depth and cross - section specified, without aid of manual adjustment during operation. Paver shall be capable of placing courses in thicknesses from 1/2" to 4" and from widths of 8' to 15'. Extensions and cut -off shall permit changes in widths by increments of 6 ". B. Strike finish surface smooth; true to cross section; uniform in density and texture; free from hollows, transverse corrugations, and other irregularities. Paint contact surfaces between gutters, manhole rings, catch basins, and other similar structures with thin, uniform coating of tack coat. Final surface shall be 1/4" above all structures and gutters sloping away from paving, flush with gutters sloping towards paving. C. Hand Placement: Where certain areas because of irregularity, inaccessibility, or unavoidable obstacles, do not lend themselves to machine placement, Engineer may agree to hand placement. Spread and compact to same finish and compaction tolerances of these specifications. AEI FLEXIBLE PAVEMENT 02740 -4 18JAN08 • 0 D. Joints: Make joints between old and new pavement, or between successive day's work, to insure thorough bond between old and new surfaces. Clean surfaces free of sand, dirt, dust, or other materials, and apply tack coat. Construction joints must have same texture, density, and smoothness tolerances as other surfacing. Construct transverse joints to existing material by cutting material back to expose full depth edge. Paint thin uniform tack coat on joint and place new asphaltic concrete. 2. Prepare longitudinal joints by overlapping screed 1" on existing surface. Deposit sufficient material to complete joint. Push excess by hand rake 1/2" on new mat leaving vertical uncompacted face approximately 1" high. Compact against joint by rolling equipment. No depression allowed exceeding 1/8" for width of 6 ", after final compaction. E. Finish Tolerance: Place leveling courses within 1/2" of design grade. Finished surfaceswill be tested with 10' straight edge, parallel to center line at location of wheel paths for each lane. Straight edge will be advanced 5' and space under straight edge shall not exceed 1/4 ". Correct areas deficient in smoothness by completely removing surface material and replacing. Overlay corrections may be made only if approved by Owner. F. Thickness Tolerance: Compacted thickness shall be no less than that shown on drawings. Any surfacing which does not meet minimum thickness shall be removed and replaced. 3.04 COMPACTION A. General: Provide one pneumatic -tired and one steel -wheel roller to obtain required density, surface texture, and rideability. Begin rolling operations immediately following placement of asphaltic concrete. Do not permit heavy equipment, rollers, etc. to stand on finished surface where deformation may occur. End each pass of roller in different place. B. Rollers Steel -wheel rollers self - propelled, developing contact pressure under compression wheels of 250 to 350 psi per inch of width of roller wheel. Rollers equipped with adjustable scrapers and means for keeping wheel wet to prevent mix from sticking. 2. Pneumatic -tired rollers self - propelled, developing contact pressure under each tire of 85 to 110 psi. Wheels so spaced that one pass will accomplish one complete coverage equal to rolling width of machine. Wheels oscillate but not wobble. Remove and replace immediately any tires picking up fines. C. Compaction Procedures 1. Compact longitudinal joints and edges first, starting at outside edge and gradually progress towards center of pavement. Begin superelevated curves rolling on lowside on previously transversely compacted material. Successive passes should overlap by one half width of roller. Mat temperature must not be below 150 degrees F. 2. Immediately follow rolling of longitudinal joint and edges with breakdown rolling. Place drive wheel nearest paver and pull roller towards paver. Return roller to existing surface and make gradual shift to overlap previous pass by half roller width. Operate pneumatic -tired rollers as close to paver as necessary to obtain density required. Make enough passes for reasonably smooth surface. 3. Final rolling by a combination of steel and pneumatic rollers to obtain density, surface AEI FLEXIBLE PAVEMENT 02740 -5 18JAN08 texture, and surface tolerances required. D. Compact to minimum of 95% Marshall Design method data submitted, or from field samples taken by Engineer, and prepared in accordance with ASTM D1550. Re- compact asphaltic concrete not conforming to density standards to these specifications. Remove and replace any sections not meeting specifications. Cut out compaction test plugs as directed by Engineer. Contractor shall cut test plugs, fill, and repair test holes at his expense. 3.05 PATCHING Cut out and fill with fresh, hot asphaltic concrete. Remove deficient areas for full depth of surface and base course. Cut sides perpendicular and parallel, and perpendicular to direction of traffic to extent of failure. Apply tack coat to exposed surfaces before placing new pavement. Compact and finish to specification. 3.06 CLEAN UP After completing operations, clean surfaces, pick up excess paving materials, and clean work area. END OF SECTION AEI FLEXIBLE PAVEMENT 02740 -6 18JAN08 0 0 ALPINE ENGINEERING, INC SECTION 02750 LANDMARK CONDOMINIUMS RIGID PAVEMENT PART 1- GENERAL 1.01 DESCRIPTION A. Work Included: USE THIS SECTION FOR ALL EXTERIOR SITEWORK CONCRETE. DO NOT USE SECTION 03100 OR 03301 Furnishing, forming, jointing, placing and curing of concrete pavement, curbs and gutters, sidewalks, cross -pans, in conformance with lines, grades, and typical cross sections shown on the drawings. B. Related Work: 1. Earthwork: Section 02300 2. Unbound Base Course: Section 02720 1.02 QUALITY ASSURANCE A. Source: Engineer shall have access to batching plant at all times work is in progress. B. Record of Work: Contractor shall keep record of time and date of placement, temperature, and weather conditions. Retain until completion and furnish copy to Engineer. 1.03 SUBMITTALS 4V A. Shop Drawings: Reinforcement, precast sections. B. Manufacturers Data: Additives, joint materials, curing compounds. C. Mix Design: Proportions of fine and coarse aggregate, water, cement, air content, admixtures. D. Placement: Method proposed, if requested. 1.04 JOB CONDITIONS A. Cold Weather: Except by specific written authorization, cease concreting when descending air temperature in shade and away from artificial heat falls below 35 degrees F, and there is frost in subgrade. When concreting is permitted during cold weather, temperature of mixshall not be less than 60 degrees F at time of placing. B. Hot Weather: When air temperature in shade exceeds 90 degrees F, concrete mixat delivery shall not exceed 80 degrees F. Fog sprayers or special wetting agents may be required for protection. PART2- PRODUCTS 2.01 MIX A. For Sidewalks, Concrete Paving and Other Exterior Concrete. 4500 psi Compressive strength at 28 days (AASHTO M157). Type II Cement, 564 pounds/cubic yard (AASHTO M85). %" maximum course aggregate size (AASHO M80). AEI RIGID PAVEMENT 02750-1 18JAN08 Q D Slump 4" maximum. Water to cement ratio 0.45 maximum. 6 to 8% Air Entainment. No Fly Ash allowed. AASHTO M157 2.02 CEMENT AASHTO M 85, TYPE II, 564 pounds /cubic yard 2.03 AGGREGATES A. Fine Aggregate - AASHTO M 6, 33 to 39% total B. Coarse Aggregate - AASHTO M80, size 67, 357, or 467 2.04 WATER - AASHTO T26 A. Slump 1" to 4" B. Water cement ratio - 0.45 maximum 2.05 ADMIXTURES A. Air Entraining Agent - AASHTO M154, plus -minus 1 -1/2% Aggregate Size Air Content % 3/8" 8 1/2" 7 3/4" 6 1" and larger 5 B. Chemical - Admixtures AASHTO M194 C. Do not use any fly ash. 2.06 QUALITY A. Follow agreed mix design B. Conform to applicable requirements of ACI 301 C. Field cylinders shall produce 28 -day minimum compressive strength of 4500 psi. Cement content 564 Ib /cy minimum. 2.07 REINFORCEMENT A. Deformed and plain billet -steel bars AASHTO M31 B. Fabricated steel bar rod mats, steel wire fabric AASHTO M 54 AEI RIGID PAVEMENT 02750-2 18JAN08 • • 7 2.08 JOINT MATERIAL AASHTO M173 2.09 CURING MATERIALS A. Burlap cloth from jute or kenaf - AASHTO M182 B. White liquid membrane - AASHTO M148, 1 gal /150 SF C. Sheet Materials - AASHTO M171, 4 mil 2.10 CONCRETE COLORS A. Curbs, curb cuts and the road = Davis Color Buff #5447 B. Bands across the road (see the paving file) = Davis Color Outback #677 C. Ramp into parking garage, and pan at ramp and Lionshead Circle = grey PART 3- EXECUTION 3.01 SUBGRADE/BASE COURSE A. Check for soft spots by proof - rolling or other means prior to setting forms. Remove soft yielding material and replace. Compact to specification. Wet to optimum moisture to 6" deep, not more than 12 hours prior to placement so subgrade will not absorb moisture from concrete. B. Test for crown and /or elevation by subgrade planer to assure specified thickness. If additional material used to bring subgrade to correct elevation, compact to specification. Before placing concrete, clean subgrade of all loose materials. No disturbance inside forms after fine grading subgrade. 3.02 FRAME ADJUSTMENTS Set frames of structures in full mortar bed to provide proper bearing and to final grade. Form construction joints and blockouts in accordance with drawings. 3.03 FORMS A. Capable of supporting loads imposed by construction equipment, with ma)amum deflection of 1/4 ". Straight and free from warp, with ma)amum deviation of surface 1/8 ". In good condition, clean, and strong enough to resist pressure of concrete when placed. Joined neatly and accurately to line and grade, and mechanically tamped to assure firm placement. Oil prior to concrete placement. B. C. AEI 18JAN08 Set dowels, a )pansion joints, preformed construction joints, and header boards in accordance with drawings. Securely stake preformed baskets to prevent movement. Grease dowels on one side of joints with caps on greased end. Backfill behind forms as required to prevent water from entering subgrade. RIGID PAVEMENT 02750-3 3.04 REINFORCEMENT Place as shown on drawings. Hold all be and marginal bars in proper position by sufficient supports or pins. If center longitudinal joint sawed in lieu of placing metal or plastic strip, bars maybe mechanically installed or placed on supports. Where rod mats or steel wire mesh is required, place on freshly deposited concrete struck off to required elevation for steel placement. Where two layers of mesh are required, support bottom layer by bar chairs with separators for top mesh, if strike -off cannot be properly used. Lap adjacent mesh sheets in accordance with drawings. Laps and ties of bars in accordance with drawings. 3.05 PLACEMENT Deposit near final position on grade with minimum segregation and without damage to subgrade. Operate transit mixer outside forms at all times, except in locations agreed to by Engineer. Place concrete on subgrade in successive batches for full width between forms in manner requiring as little rehandling as possible. Spread mechanically to prevent segregation and separation of materials. Additional spreading may be by hand shovels. Deposit excess concrete to provide roll ahead of strike off screed for full length of screed. Consolidate concrete with vibrators and spade next to forms, so final surfaces will not have holes or honeycombs. 3.06 FINISHING A. Use equipment designed to spread, consolidate, screed and float freshly placed concrete in one pass, providing well consolidated, homogenous mixture, requiring minimum of hand finishing to meet surface tolerances. Strike hand finished surfaces to tolerances by methods agreed to by Engineer. B. Finished surfaces will be tested with 10' straight edge parallel to centerline immediately following first floating of surface. Straight edge will be advanced 5' and space under straight v� edge shall not exceed 3/16 ". C. Final finish pavements after floating and straight edging with canvas belt, other suitable belting 12" wide, or rubbing. Work belt longitudinally with crosswise motion. Curbs, gutter, cross - pans, and sidewalks finished with burlap drag, wood float, or brush. 3.07 CURING Apply curing compounds, sheets, or burlap immediately after finishing and water film has evaporated from surface. Do not mark or mar finished surface. Coat sides within one hour after form removal. 3.08 PROTECTION A. Have plastic sheeting or other suitable materials available at all times to protect fresh uncured surfaces from rain. B. Provide full protection from freezing. Admixtures (calcium chloride) are not acceptable for freeze protection. C. For hot weather, use fog spray or water retarding additives. Do not throw water directly on surface. AEI RIGID PAVEMENT 02750-4 18JAN08 rl • 3.09 JOINTS A. Contraction joints, minimum depth 1/4 thickness of concrete. 1. Hand formed with tool, header board, or trowel pushed into surface to move all aggregate from joint. 2. Saw joints as soon as concrete can support equipment without marring, no later than 12 hours after placement. First joints sawed approximately 60 feet apart, intermediate joints sawed after initial joints. Joints to be straight, true and perpendicular to centerline. B. Longitudinal joints in conformance with drawings. 1. Fabricated steel or plastic strip held rigidly in place with adequate pins driven into subgrade. 2. Joints constructed by forms with recess and tie bars. 3. Sawed joints, with suitable guidelines to ensure joint is true to line. Saw as soon as possible to prevent erratic or uncontrolled cracking. C. Construction joints perpendicular to centerline at end of each days work. Use dowels, bars or load transfer devices in all construction joints in accordance with drawings. L D. Expansion joints with preformed joint filler in a vertical position, deviating not more than 1/4" from a straight line. Install at all existing and proposed structures projecting through, into, or against pavement, in accordance with drawings. E. Install joint sealant at temperatures above 50 degrees F. in accordance with manufacturer's recommendations. Clean all dust, debris and water from joint. 3.10 THICKNESS Remove and replace work less than 95% of thickness according to drawings at Contractor's expense. 3.11 CLEANUP E After completing concrete operations, clean surfaces, pick up excess materials, and clean work area. 3.12 OPENING TO TRAFFIC After 7 days or concrete has attained 550 -psi flexural strength. No vehicle loads exceeding design loading. No equipment permitted on new pavement until strength attained. END OF SECTION 14 AEI 18JAN08 RIGID PAVEMENT 02750-5 APA C1 ALPINE ENGINEERING, INC SECTION 02751 LANDMARK CONDOMINIUMS CONCRETE PAVING JOINTS PART 1- GENERAL 1.01 DESCRIPTION Work of this section generally includes provisions for joints for concrete paving; concrete sidewalks; curbs, and curb and gutter; and saw- cutting existing concrete or asphalt pavements for new joints. 1.02 RELATED ITEMS SPECIFIED ELSEWHERE General and Supplemental Conditions and all of Division One Sections govern and are hereby made a part of the work of this Section. A. Earthwork: Section 02300 B. Concrete Paving Curing: Section 02752 C. Flexible Pavement: Section 02740 D. Rigid Pavement: Section 2750 1.03 MEASUREMENT A. No measurement will be made for street pavement load transfer expansion joints. Include cost in unit price for concrete paving. B. No measurement will be made for saw- cutting existing concrete or asphalt pavement for new joints or existing concrete curbs. Include cost in unit price for concrete paving. C. No measurement will be made for formed or sawed street pavement contraction joints; longitudinal weakened plane joints and non -load transfer expansion joints regardless of material. Include cost in unit price for Concrete Paving. D. No measurement will be made for joint for Curb, Curb and Gutter; Concrete Sidewalks; and Concrete Driveways. Include cost in unit price for Curb and Gutter; Concrete Sidewalks; and Concrete Driveways. 1.04 REFERENCES A. ASTM A615 Standard Specification for Deformed and Plain Billet — Steel Bars for Concrete Reinforcement. B. ASTM D994 — Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type). C. ASTM D1751 — Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Non - extruding and Resilient Bituminous Types). D. ASTM D3405 — Standard Specification for Joint Sealant, Hot - Poured, for Concrete and Asphalt Pavements. AEI CONCRETE PAVING JOINTS 02751-1 18JAN08 LIM ii[i1•� *117IT, 1Iir_-1169 A. Submit product data and samples in accordance with requirements of Section 01300 — Submittals. B. Submit product data for joint sealing compound and proposed sealing equipment for approval. C. Submit samples of dowel cup, metal supports, and deformed metal strip for approval. PART 2 - PRODUCTS 2.01 MATERIALS A. Board Expansion Joint Material: Filler board of selected stock. Use wood of density and type as follows: 1. Clear, all -heart cypress weighing no more than 40 pounds per cubic foot, after being oven dried to constant weight. 2. Clear, all -heart redwood weighing no more than 30 pounds per cubic foot, after being oven dried to constant weight. B. Preformed Expansion Joint Material: Bituminous fiber and bituminous composition material conforming to ASTM D994 and ASTM D1751. C. Joint Sealing Compound: Silicon based mastic, color to match paving, conforming to ASTM 3405. D. Load Transmission Devices: 1. Smooth, steel dowel bars conforming to ASTM A615, Grade 60. When indicated on Drawings, encase one end of dowel bar in approved cap having inside diameter 1/16 inch greater than diameter of dowel bar. 2. Deformed steel tie bars conforming to ASTM A615, Grade 60. E. Metal Supports for Reinforcing Steel and Joint Assembly: Employ metal supports of approved shape and size that will secure reinforcing steel and joint assembly in correct position during placing and finishing of concrete. Space supports as directed by the Engineer. PART 3 - EXECUTION K�� lll A. When new work is adjacent to existing concrete, place joints at same location as existing joints in adjacent pavement. B. If the limit of removal of existing concrete or asphaltic pavement does not fall on existing joint, saw cut existing pavement minimum of 1 —1/2 inches deep to provide straight, smooth joint surface without chipping, spalling or cracks. AEI CONCRETE PAVING JOINTS 02751-2 18JAN08 • 0 3.02 CONSTRUCTION JOINTS A. Place transverse construction joint wherever concrete placement must be stopped for more than 30 minutes. Place longitudinal construction joints at interior edges of pavement lanes using No. 6 deformed tie -bars, 30 inches long and spaced 18 inches on centers. 3.03 EXPANSION JOINTS A. Place % inch expansion joints at radius points of curb returns for cross street intersections, or as located in adjacent pavement but no further than 60 feet apart. Use not boards shorter than 6 feet. When pavement is 24 feet or narrower, use not more than 2 lengths of board. Secure pieces to form straight joint. Shape board filler accurately to cross - section of concrete slab. Use load transmission devices of type and size shown on Drawings. Seal with joint sealing compound. 3.04 CONTRACTION JOINTS A. Place contraction joints at same locations as in adjacent pavement or at spaces indicated on Drawings. Place smoothed, painted and oiled dowels accurately and normal to joint. Seal groove with joint sealing compound. 0111- �Xelaejffll7m mil _K A. Place longitudinal weakened plane joints at spaces indicated on Drawings. Seal groove with joint sealing compound. 3.06 SAWED JOINTS A. Contractor may use sawed joints as an alternate to contraction and weakened plane joints. Circular cutter shall be capable of cutting straight line groove minimum of '/2 inch wide. Depth shall be one quarter of pavement thickness plus 1 /2 inch. Commence sawing as soon as concrete has hardened sufficiently to permit cutting without chipping, spalling or tearing and prior to initiation of cracks. Once sawing has commenced, it shall be continued until 24 hours of concrete placement. Saw joints at required spacing consecutively in sequence in concrete placement. B. Concrete Saw. Provide sawing equipment adequate in power to complete sawing to required dimensions and within required time. Provide at least one standby saw in good working order. Maintain sawing operations. Sawing equipment shall be on job at all times during concrete placement. 3.07 JOINTS FOR CURB, CURB AND GUTTER A. Place % inch expansion joints through curb and gutters at locations of expansion and contraction joints in pavement; at end of radius returns at street intersections and driveways and at curb inlets. Maximum spacing shall be 120 foot centers. 3.08 JOINTS FOR CONCRETE SIDEWALKS A. Provide % inch expansion joints conforming to ASTM A1751 along and across sidewalks at back of curbs, at intersections with driveway, steps, walls and across walk at intervals not to exceed 36 feet. Provide expansion joint material conforming to ASTM D994 for AEI CONCRETE PAVING JOINTS 02751-3 18JAN08 small radius curves and around fire hydrants and utility poles. Extend the expansion joint material full depth of the slab. 3.09 JOINT SEALING A. Seal joints only when surface and joints are dry, ambient temperature is above 50 degrees F and less than 85 degrees F, and weather is not foggy or rainy. B. Joint sealing equipment shall be in first class working condition, and be approved by the Engineer. Use concrete grooving machine or power - operated wire brush and other equipment such as plow, brooms, blowers or hydro or abrasive cleaning as required to produce satisfactory joints. C. Clean joints of loose scale, dirt, dust and curing compound. Term joint includes wide joint spaces, expansion joints, dummy groove joints or cracks, either prefonned or natural. Remove loose material from concrete surfaces adjacent to joints. D. Fill joints neatly with joint sealer to depth shown. Pour sufficient joint sealer into joints so that, upon completion, surface of sealer within joint will be % inch below level of adjacent surface or at elevation as directed. 3.10 PROTECTION A. Maintain joints in good condition until completion of work. B. Replace damaged joints material with new materials as required by this Section. END OF SECTION AEI CONCRETE PAVING JOINTS 02751-4 18JAN08 • ALPINE ENGINEERING, INC SECTION 02752 LANDMARK CONDOMINIUMS CONCRETE PAVING CURING PART 1 - GENERAL 1.01 DESCRIPTION A. Work in this section includes curing of Portland Cement Concrete Paving. 1.02 RELATED ITEMS SPECIFIED ELSEWHERE General and Supplemental Conditions and all of Division One Sections govern and are hereby made a part of the work of this section. A. Earthwork — Section 02300 B. Rigid Pavement —Section 02750 C. Concrete Paving Curing —Section 02752 1.03 REFERENCES A. ASTM C171 — Standard Specifications for Sheet Materials for Curing Concrete. All B. ASTM C309 — Standard Specifications for Liquid Membrane - Forming Compounds for Curing Concrete. 1.04 SUBMITTALS • A. Submittals shall conform to requirements of Section 01300 - Submittals. B. Submit manufacturer's product data for cover materials and liquid membrane - forming compounds. PART 2 - PRODUCTS 2.01 COVER MATERIALS FOR CURING A. Curing materials shall conform to one of the following: 1. Polyethylene Film: Opaque pigmented white film conforming to requirements of ASTM C171. 2. Waterproofed Paper: Paper conforming to requirements of ASTM C171. AEI 18JAN08 3. Cotton Mats: Single layer of cotton filler completely enclosed in cover of cotton cloth. Mats shall contain not less than % of a pound of uniformly distributed cotton filler per square yard of mat. Cotton cloth used for covering materials shall weigh not less than 6 ounces per square yard. Mats shall stitched so that mat will contact surface of pavement at all points when saturated with water. CONCRETE PAVING CURING 02752-1 2.02 LIQUID MEMBRANE — FORMING COMPOUNDS A. Liquid membrane - forming compounds shall conform to ASTM C309. Membrane shall restrict loss of water to not more than 0.55 Kg/m of surface in 72 hours. PART 3- EXECUTION 3.01.1 GENERAL A. Concrete pavement shall be cured by protecting it against loss of moisture for period of not less than 72 hours immediately upon completion of finishing operations. Do not use membrane curing for concrete pavement to be overlaid by asphaltic concrete. B. Where curing requires use of water, curing shall have prior right to all water supply or supplies. Failure to provide sufficient cover material shall be cause for immediate suspension of concreting operations. 3.02 POLYETHELENE FILM CURING A. Immediately after finishing surface, and after concrete has taken its initial set, apply water in the form of a fine spray. Cover surface with polyethylene film so film will remain in intimate contact with surface during specified curing period. B. Cover entire surface and both edges of pavement slab. Joints in film sheets shall overlap minimum of 12 inches. Immediately repair tears or holes occurring during curing period by placing acceptable moisture -proof patches or by replacing. 3.03 WATERPROOFED PAPER CURING A. Immediately after finishing surface, and after concrete has taken its initial set, apply water in form of fine spray. Cover surface with waterproofed paper so paper will remain in intimate contact with surface during specified curing period. B. Prepare waterproofed paper to form blankets of sufficient width to cover entire surface and both edges of pavement slab, and not be more than 60 feet in length. Joints in blankets caused by joining paper sheets shall lap not less than 5 inches and shall be securely sealed with asphalt cement having melting point of approximately 180 degrees F. Place blankets to secure an overlap of at least 12 inches. Tears or holes appearing in paper during curing period shall be immediately repaired by cementing patches over defects. 3.04 COTTON MAT CURING A. Immediately after finishing surface, and after concrete has taken its initial set, completely cover surface with cotton mats, thoroughly saturated before application, in such manner that they will contact surface of pavement equally at all points. B. Mats shall remain on pavement for specified curing period. Keep mats saturated so that, when lightly compressed, water will drip freely from them. Keep banked earth or cotton mat covering edges saturated. AEI CONCRETE PAVING CURING 02752-2 18JAN08 4 • 3.05 LIQUID MEMBRANE — FORMING COMPOUNDS A. Immediately after finishing surface, and after concrete has taken its initial set, apply liquid membrane - forming compound in accordance with manufacturer's instructions. END OF SECTION D 0 AEI 18JAN08 CONCRETE PAVING CURING 02752-3 0 • • ALPINE ENGINEERING, INC SECTION 02760 LANDMARK CONDOMINIUMS PAVEMENT MARKING PART 1 - GENERAL 1.01 SUMMARY A. Section Includes: 1. Layout and paint lines and direction arrows, signs, handicapped designations, etc. at: a. Parking garage slabs b. Asphaltic and concrete vehicular paving 2. Paint curbs as indicated B. Related Sections: 1. Asphalt Paving: Section 02740 Flexible Paving 2. Parking Garage Slabs: Section 03300 Cast -in -Place Concrete 3. Cement Paving: Section 02750 Rigid Pavement 1.02 QUALITY ASSURANCE A. Applicator Qualifications: Company specializing in pavement marking with proper equipment for pavement marking project of this size. 1.03 PROJECT CONDITIONS A. Environmental Requirements: Do not apply pavement marking in wet weather or when temperature is below 40 degrees F. PART 2 - PRODUCTS 2.01 STRIPING PAINT A. Paint: Solvent base paint complying with Colorado State Highway Department Specifications. 1. Color: White or yellow as directed by Architect and Civil Engineer. PART 3 - EXECUTION 3.01 MARKING A. Preparation and Layout: 1. After paving is fully cured, sweep paving dean. 2. Layout: Layout and paint symbols, direction arrows, signs, etc., on asphalt paving, concrete paving and parking garage slabs as indicated on Drawings. 3. Verify marking layouts with Architect before proceeding. AEI PAVEMENT MARKING 02760-1 18JAN08 B. Markings: 1. Lines: Four inches wide painted by mechanical striping machine. 2. Markings: Apply lining and other markings sufficient quantity to produce completely opaque lines and markings. END OF SECTION AEI PAVEMENT MARKING 02760-2 03 18JAN08 • • SONESMAC SECTION 02810 0 LANDMARK CONDOMINIUMS PERFORMANCE SPECIFICATIONS UNDERGROUND IRRIGATION SYSTEM PART 1- GENERAL 1.01 WORK INCLUDED A. This performance specification is intended to provide criteria and design guidelines for the irrigation contractor's use in designing, installing and /or modifying the existing fully automated underground irrigation system for this project. A complete irrigation system shall be designed and installed providing coverage to all planted and sodded areas shown on the landscape drawings and within limits of construction. 1.02 QUALITY ASSURANCE A. Installer Qualifications: Install work using skilled persons proficient in the trades required in a neat, orderly and responsible manner with recognized standards of workmanship. Installer shall have not less than five years successful experience with installation of similar work. Contractor to submit a list, to owner, of three projects completed in the last two years of similar complexity to this project with name and location of project, owner's name and telephone number, name of project Owner's representative and telephone number. B. Special Requirements 1. Work involving substantial plumbing for installation of copper piping, backflow preventer(s), and related Work shall be executed by licensed and bonded plumber(s). Secure a permit as necessary at least 48 hours prior to start of installation. 2. Tolerances: Specified depths of mains and laterals and pitch of pipes are minimums. Settlement of trenches is cause for removal of finish grade treatment, refilling, compaction, and repair of finish grade treatment through entire length of warranty period. 3. Coordination with Other Contractors: Protect, maintain, and coordinate Work with Work under other Sections. 4. Damage to Other Improvements: Contractor shall replace or repair damage to grading, soil preparation, sodding, or planting done under other Sections during Work associated with installation of irrigation system at no additional cost to Owner. C. Requirements of Regulatory Agencies 1. Work shall be in full accordance with the latest rules and regulations of: a. Uniform Plumbing Codes published by Western Plumbing Officials Association. b. Town of Vail Building Department Code. D. Reference Standards 1. UBC: Uniform Building Code, current edition 2. NEC: National Electrical Code, current edition. 3. NSF: National Sanitation Foundation, current requirements. 4. ANSI: American National Standards Institute, current requirements. 5. ASTM: American Society of Testing & Materials, current requirements. SONESMAC PERFORMANCE SPECIFICATIONS 18JAN08 UNDERGROUND IRRIGATION SYSTEM 02810 -1 1.03 SUBMITTALS A. Irrigation Design Drawings 0 1. Irrigation Contractor shall submit to owner's representative, complete irrigation design drawings for review /approval prior to the start of construction. 2. Irrigation Design Drawings shall include, but not be limited to the following: a. PSI /GPM information; b. pressure (main) lines at 100' intervals; c. control valves; d. isolation valves; e. quick - coupling valves; f. drain valves; g. drip line end plugs; h. control wire routing and splices; i. changes in piping; j. changes in zoning of distribution heads; k. changes in numerical sequence of control valves; I. sleeve locations; m. controllers; and n. other related equipment as directed by Owner's representative. B. Irrigation Design Calculations 1. Irrigation Contractor shall submit to Owner's Representative for review and approval, complete pressure loss calculations identifying pressure loss through all pipes, valves, fittings, and pressure loss (or gain) due to changes in elevation. These calculations must be done at a minimum from P. O. C. to farthest or "worst case scenario" irrigation head. C. Operation and Maintenance Data: Deliver the following items to the owner at or before time of substantial completion. 1. Record Drawings: Irrigation contractor shall record as -built changes made to drawings and deliver to Owner's representative on or before time of final acceptance. Three copies of data assembled in three -ring notebook with project name on cover to include: a. Manufacturer's technical data and parts catalog for all equipment; b. Operating and maintenance instructions including winterization and spring start-up procedures; c. Precipitation rate per control valve, verified by field tests; d. Schedule showing length of time each control valve is to be open to provide proper amount of water; and e. Description of area being watered by each zone. 2. Instruct owner's designated maintenance personnel in proper operation of system including adjustment of controller and distribution heads; winterization and spring start-up procedures. D. Maintenance Materials: Deliver the following items to the owner at or before time of final acceptance and obtain receipt. 1. Two manual drain valve keys with tee handles and key end to fit drain valves. 2. Two quick coupler keys and two matching hose swivels for each type of quick coupling valve installed. 3. Two sets of special tools required for removing, disassembling and adjusting each type of distribution head and valve installed. 4. Two keys for each automatic controller installed. Wi SONESMAC PERFORMANCE SPECIFICATIONS 02810 -2 18JAN08 UNDERGROUND IRRIGATION SYSTEM • 0 0 1.04 PRODUCT DELIVERY, HANDLING AND STORAGE A. Deliver, unload, store and handle materials in manner to prevent damage or deterioration. B. Deliver and store packaged materials in original, unopened, labeled containers. Remove and replace cracked, broken or contaminated items. C. Transport and store all pipe in a manner to prevent damaging or weakening by bending or concentrated external loading. Discard pipe that has been dented or damaged. D. Store materials in a manner to prohibit theft, which could cause installation delays. 1.05 SITE CONDITIONS A. Environmental Requirements 1. Do not assemble pipe fittings when temperatures are below 40 degrees Fahrenheit. 2. Do not backfill when soil is frozen. B. Protection 1. Preserve and protect structures and paved areas from damage due to irrigation construction. In the event damage does occur, repair damage to original condition. 2. Locate all underground utilities and protect from damage. 3. Do not allow trenches to remain open longer than 72 hours. S 11 1.06 INSPECTIONS A. Walk- Through for Substantial Completion: 1. Arrange for Owner's representative's presence 48 hours in advance of walk- through. 2. Entire system shall be operational prior to scheduling of walk- through. 3. Operate each zone in its entirety for Owner's representative at time of walk- through and additionally, open all valve boxes if directed. 4. Generate a list of items to be corrected prior to Final Completion. 5. Furnish all materials and perform all work required to correct all inadequacies of coverage due to deviations from Contract Documents. 6. During walk- through, expose all drip emitters under operations for observation by Consultant to demonstrate that they are performing and installed as designed, prior to placing of all mulch material. Schedule separate walk- through if necessary. B. Walk- Through for Final Completion: 1. Arrange for Owner's representative's presence 48 hours in advance of walk- through. 2. Show evidence that Owner has received all accessories, charts, record drawings, and equipment as required before Final Completion walk- through is scheduled. 3. Operate each zone, in its entirety for Owner's representative at time of walk- through to insure correction of all incomplete items. 4. Items deemed not acceptable by Owner's representative shall be reworked to complete satisfaction of Consultant. 5. If after request to Owner's representative for walk- through for Final Completion of irrigation system, Owner's representative finds items during walk - through which have not been 4D properly adjusted, reworked, or replaced as indicated on list of incomplete items from SONESMAC PERFORMANCE SPECIFICATIONS 02810 -3 18JAN08 UNDERGROUND IRRIGATION SYSTEM �01 E previous walk- through, Contractor shall be charged for all subsequent walk- throughs. Funds will be withheld from final payment and /or retainage to Contractor, in amount equal to additional time and expenses required by Owner's representative to conduct and document further walk- through as deemed necessary to insure compliance with Contract Documents. 1.07 WARRANTY A. Trench Settlement: Warrant all trenching for a period of one year after date of final acceptance against any settlement greater than 1/2" below finish grade. Make corrections required to meet this specification including repair of planting, sodding and pavement areas. B. Irrigation System 1. Warrant new irrigation systems for a period of one year after date of final acceptance against needed repairs or replacements due to defective materials or workmanship. Promptly remove and replace any materials or parts found to be defective during warranty period. 2. Owner reserves right to make temporary repairs during warranty period as necessary to maintain system in operating condition without voiding the warranty or responsibilities of the irrigation installer. 3. Damage as a result of vandalism or others' actions are not covered under this warranty. 4. Notify owner in writing if maintenance instructions are not being followed properly or if any damage occurs. PART 2- PRODUCTS /PERFORMANCE CRITERIA 2.01 ACCEPTABLE MANUFACTURERS A. Provide equipment and materials to match existing equipment or as manufactured by companies indicated within the performance specifications. 2.02 MATERIALS A. General: Provide only new materials without flaws or defects and of the highest quality of their specified class and kind. Supply manufacturers standard of type and size shown on the drawings. B. Sleeve Pipe: Use Schedule 40 under roads and driveways and Class 200 under sidewalks; sleeve size to be 2x the diameter of pipe being sleeved. Control wires to be installed in separate sleeve with 0-20 wires provided in 2" sleeve, 20-40 wires provided in 3" sleeve, over 40 wires provided in 4" sleeve. C. Backfill 1. Backfill shall be excavated material free of all debris, rocks and wood greater than 1" in size. 2. If excavated material is not acceptable to the Owner's representative for backfill, provide imported material as required to complete the work. Obtain rights and pay all costs for imported materials. D. Water: Water shall be supplied from meter and backflow preventer assemblies. Irrigation contractor to be responsible for backflow preventer assembly. Irrigation Contractor to coordinate with General Contractor on all irrigation hook -ups. R1 SONESMAC PERFORMANCE SPECIFICATIONS 02810 -4 18JAN08 UNDERGROUND IRRIGATION SYSTEM 0 0 E. Pipe and Fittings 1. General: a. Pipe sizing shall be determined based upon combined GPM of all down stream irrigation heads. Each section of pipe shall be sized and clearly indicated on plan. Pipe shall be properly sized so that velocity of water in pipe does not exceed 5 feet per second. b. Provide pipe continuously and permanently marked with manufacturer's name or trademark, size schedule, type of pipe, and working pressure at 73 degrees Fahrenheit NSF approval. 2. Mainline Pipe (pressure pipe) and Fittings: a. Mainline Pipe: ANSI /ASTM D2241, rigid, unplasticized PVC -Class 200. b. Mainline Fittings: 1) ANSI /ASTM D2241, schedule 40 PVC molded fittings suitable for solvent weld /slip joint, ring tight seal, or screwed connections. 2) Solvent weld /slip joint connections shall be sized to permit a dry unsoftened pipe end to be inserted no more than halfway into the socket. 3) Solvent weld /slip joint connections shall use ASTM D2564 solvent cement. 4) Schedule 80 PVC pipe may be threaded. 3. Lateral Pipe (downstream from control valves) and Fittings: a. Lateral Pipe: ANSI /ASTM D2241, rigid unplasticized PVC -Class 200. b. Lateral Fittings: ASTM D2241, Schedule 40 PVC molded fittings suitable for solvent weld /slip joint, ring tight seal, or screwed connections. 1) Solvent weld /slip joint connections shall be sized to permit a dry unsoftened pipe and to be inserted no more than halfway into the socket. 2) Solvent weld /slip joint connections shall use ASTM D2564 solvent cement. l 3) Schedule 80 PVC pipe may be threaded. F. Valves 1. Manual Drain Valves: Manual drain valves shall be installed at all low points along mainline. 2. Quick Coupling Valves: Quick coupling valves shall be installed every 150' along mainline for incidental watering and maintenance purposes. Spacing may vary to allow quick couplers to be installed into planting beds or suitable perimeter areas. 3. Electric Control Valve Assembly: Electric control valves shall be Rainbird PEB series and /or approved equal, shall be sized according to manufacturer's recommendations and valve's zone GPM. Zone GPM shall be dictated by tap size, mainline size, and water schedule - see 1.03 -13. Irrigation Design Calculations and 2.02 -D. Water. 4. Pressure Reducing Valves: Pressure reducing valves, if needed, shall be by Watts Industries, Inc. or approved equal and consist of a brass body with steel watering parts. Pressure reducing valves shall be preset to system design pressure per manufacturer's recommendation. 5. Drip Valve Assemblies: Drip valve assemblies shall be Rainbird XCZ -100 COM or approved equal and selected /designed to insure optimum performance of drip zones and be sized /preset to zone's required PSI /GPM. Drip valve assemblies shall include Y strainer /filter (with 150 minimum mesh stainless steel screen) and pressure regulator. 6. Isolation Valves: Isolation valves shall be installed at all mainline intersections to allow to individual zones or areas of system requiring repair to be isolated from rest of system. SONESMAC PERFORMANCE SPECIFICATIONS 02810 -5 18JAN08 UNDERGROUND IRRIGATION SYSTEM Note: Irrigation plan shall locate, specify, and size all valves and include construction details for each. Construction details shall be for complete installation of valve and include all items i.e. gravel sump, valve box, wiring etc. G. Distribution Heads 1. Drip Emitters: Drip emitter body shall be constructed of UV and chemical resistant, non- corrosive material. Drip emitter diaphragm shall be constructed of a silicone elastomer material. The emitters inlet barb shall be a self piercing type and the emitter shall be color coded to identify the flow rate of the units as follows: 0.5 GPH - blue, 1.0 2. GPH - black, 2.0 GPH - red. Drip emitters/drip irrigation shall be used in all planting beds, except for flower /groundcover areas. 3. Pop -up Spray Heads: Pop up spray heads shall be Rainbird 1800 series or approved equal and shall be used in small to medium sized turf areas. Note: Irrigation plan shall locate and specify all irrigation heads. Irrigation head layout shall provide 100% head to head coverage without any overspray of road, buildings, walks, parking lots, etc. Irrigation plan shall include construction details for each type of sprinkler head used. H. Electric Control System 1. Controller: Irritrol MC Plus -B series controller or approved equal. Size controller to allow a minimum of three spray zones for future irrigation system expansion or modification. Controller enclosure shall be steel, locking, and shall be wall or pedestal mounted (as determined by Owner's Representative). 2. Control Wiring and Connectors: a. Electric control and ground wire shall be type UF600 volt AWG control cable #12 gauge or larger, UL approved. b. Provide control or "hot" wires either black or red in color. Provide common or "ground" wires white in color. Provide spare wires green in color. c. Provide socket seal type wire connectors and waterproof sealer for all wire connections. Note: Irrigation plan shall locate, specify, and size controller. Irrigation plan shall include construction detail for complete installation of controller. I. Valve Boxes 1. All valve boxes to be by Carson - Brooks with T -cover tops. 2. Use standard valve boxes for all turf irrigation control valves and jumbo valve boxes for all drip assemblies. 10" circular valve boxes shall be used for quick couplers, isolating valves, and drain valves. PART 3- EXECUTION 3.01 INSPECTION A. Verify size and location of pipe sleeves at paving, connection to existing irrigation mainline, connection for controller electrical service, and coordination with other site work. Notify Owner's representative of any discrepancies between field conditions and irrigation plans as drawn or specified that may prevent installation. vi SONESMAC PERFORMANCE SPECIFICATIONS 02810 -6 18JAN08 UNDERGROUND IRRIGATION SYSTEM • • 3.02 PREPARATION A. Layout and Staking: Design location and layout may be modified, if necessary, to obtain coverage, to suit manufacturer's recommendations, and to avoid plantings and other obstructions. Do not alter spacing or decrease the number of heads indicated on the approved drawings unless otherwise acceptable to the Owner's representative. 3.03 INSTALLATION A. General: Unless otherwise indicated, comply with requirements of UBC, manufacturer's instructions, and applicable regulatory agencies. Notify the Owner's representative if contract documents are in conflict with any of these requirements. B. Sleeve Pipe: Sleeve pipe to be installed at or below minimum cover specified for each type of pipe (see 2.02 -13). Sleeve pipe to extend 12" beyond all sides of surface being sleeved. Sleeve to be sloped to one end to prevent standing water within sleeve. Exposed sleeves to be duct taped or closed to prevent debris getting into sleeve prior to use. C. Excavation and Backfilling 1. Excavation: a. All excavation shall be considered unclassified excavation and include all materials encountered. b. Trench straight and true with bottom uniformly sloped to low points. Trench bottom shall be clean and smooth with all rock and debris removed. Minimum earth cover for pipe shall be: 1) Mainline - 24" 2) Spray head laterals - 12" 3) Drip laterals (shrub beds) - 4" 4) Drip laterals (turf areas) - 12" 5) Control wiring - 24" c. Excavate to depths required to provide a 2" depth of earth fill or sand bedding for piping when rock or other unsuitable bearing material is encountered. 2. Backfill: a. Do not backfill in freezing weather or leave trenches open for a period of more than 48 hours. b. Fill to match adjacent grade elevations with approved earth fill material. Place and compact fill in layers not greater than 4" in depth and compact by puddling, ponding or mechanical tamping. No wheel rolling shall be allowed. c. Provide approved backfill to a minimum 4" above the top of pipe. d. Fill to final grade with approved excavated or borrow fill materials. 3. Piping Under Existing Paving: PVC sleeving, if required, under existing paving to be installed by boring. Coordinate with owner prior to start of boring operations. D. Pipe and Fittings 1. General: a. Do not assemble and install plastic pipe when temperature is below 40 degrees Fahrenheit. Allow all joints to cure at least 24 hours at temperature above 40 degrees Fahrenheit before testing, unless otherwise recommended by manufacturer. b. Install plastic pipe in accordance with manufacturer's installation instructions on solid sub base. Provide for thermal expansion and contraction. c. Provide a minimum 6" clearance between lines. SONESMAC PERFORMANCE SPECIFICATIONS 02810 -7 18JAN08 UNDERGROUND IRRIGATION SYSTEM Aft d. Make plastic joints with plastic male adapters. e. Maintain pipe interiors free of dirt and debris. Close open ends of pipe by acceptable methods when pipe installation is not in progress. 2. Mainline Pipe and Fittings: a. Saw cut plastic pipe. Use a square -in- sawing vice to ensure a square cut. Remove burrs and shavings at cut ends prior to installation. b. Make plastic joints with solvent weld joints or slip seal joints. Use only solvent recommended by the pipe manufacturer. c. Allow joints to set up at least 24 hours before pressure is applied to the system. 3. Lateral Pipe and Fittings: a. Uncoil polypipe and insert fittings full depth. Secure polypipe to insert fittings with stainless steel clamps. E. Valves: All valves to be installed per approved construction details, as submitted to Owner's representative by contractor, and per manufacturer's specification. 1. Manual Drain Valves. 2. Quick Coupling Valves. 3. Electric Control Valves and Drip Valve Assemblies: a. seal threaded connections on pressure side of control valves with Teflon tape or approved plastic joint type compound; and b. install one valve per valve box arranged for easy adjustment and removal. Allow minimum 12" between valves. Adjust valves to provide the proper operating pressure required for each lateral. Valve boxes shall be neatly and uniformly arranged within planting beds or perimeter areas. 4. Pressure Reducing Valves. 5. Isolation Valves. F. Distribution Heads: All sprinkler heads and drip emitters to be installed per approved construction details, as submitted to Owner's representative by contractor, and per manufacturer's specification. 1. General a. Fabricate double swing joint risers of Schedule 80 PVC nipples and Schedule 40 PVC elbows. b. Set heads perpendicular to finished grades unless otherwise indicated. Locate heads approximately 4" from walls and walks. 2. Drip Emitters: a. Install distribution tubing below grade in all bed areas. b. Stake all distribution tubing. 3. Pop -up Spray Heads. G. Electric Control System 1. Controller a. Irrigation contractor to coordinate with General Contractor proper location for each electric controller. General Contractor is responsible for supplying electric power to the system. SONESMAC PERFORMANCE SPECIFICATIONS 02810 -8 18JAN08 UNDERGROUND IRRIGATION SYSTEM Ll b. Connect control wiring to controller in numerical sequence. c. Final electrical connection to controller is the responsibility of the irrigation installer. 2. Control Wiring and Connectors a. Bundle wires at 15 " -20" intervals and, if in pressure line trenches, lay to one side of trench b. Install a minimum of two spare control wires from controller(s) c. Along entire pressure line for future use. Install electric control wire in the piping trenches wherever possible. Place wire in trench adjacent to pipe. Install wire with slack to allow for thermal expansion and contraction. Expansion joints in wire shall be provided at 100' intervals by making 5-6 turns on the wire around a piece of 3/4" pipe (pigtail) instead of slack. d. Provide sufficient pigtails at remote control valves in control boxes and at all wire splices to allow raising the valve bonnet or wire splices 12" above the surface without disconnecting the wires when repair is required. e. Connect each remote control valve to one station of the controller except as otherwise indicated. f. Connect control valves to common wire systems. g. Make wire connections to control electric valves and splices of wire in the field using wire connectors and sealing cement in accordance with manufacturer's recommendations. Splices between the controller and each electric valve must be approved by the Owner's representative. H. Accessories 1. Valve Boxes and Covers: install one box and cover for each valve installed. Place top even with finish grade. All valve boxes to be neatly and uniformly arranged within planting beds or perimeter areas. Brand controller letter and station number on lid of each valve box. Letter and number size shall be no smaller than 1 inch and no greater in size than 1% inches. Depth of branding shall be no more than c inch into valve box lid. 3.04 FIELD QUALITY CONTROL A. Hydrostatic Test: Test pressure pipe and valves by filling pressure pipe with water pressure of not less than 150 psi for a two -hour period. Prior to test, backfill trenches except leave joints exposed. Piping may be tested in sections to expedite the work. Remove and repair piping, connections and valves which leak. B. Flushing: After hydrostatic testing, flush lines thoroughly to remove all foreign matter before distribution heads are set. Flush from dead end fittings for minimum of 1 minute under full head of pressure. C. Adjustments: Upon completion of installation, "fine -tune" entire system by regulating valves, adjusting patterns and break -up arms, and setting pressure reducing valves at proper and similar pressure to provide optimum and efficient coverage. Flush and adjust all sprinkler heads for optimum performance and to prevent overspray onto walks, roadways, and buildings. Heads of same type shall be operating at same pressure +/- 7 %. If it is determined that irrigation adjustments will provide proper coverage, and improved water distribution as determined by Owner's representative, contractor shall make such adjustments prior to Final Acceptance, as directed, at no additional cost to Owner. 2. Adjustments may also include changes in nozzle sizes, degrees of arc, and control valve throttling. 4D 3. All sprinkler heads shall be set perpendicular to finish grade unless otherwise designated. SONESMAC PERFORMANCE SPECIFICATIONS 02810 -9 18JAN08 UNDERGROUND IRRIGATION SYSTEM 4. Areas which do not conform to designated operation requirements due to unauthorized changes or poor installation practices shall be immediately corrected at no additional cost to the Owner. D. Test Controller: Test the controller by operating appropriate day, hour and station selection features as required to automatically start and shut down irrigation cycles to accommodate plant requirements and weather conditions. 3.05 MAINTENANCE A. Maintain the irrigation system until 60 days after project installation or until the project is accepted by the Owner, whichever is the longer. 3.06 FINAL ACCEPTANCE A. At the end of the 60 day maintenance period, the Owner's representative will, upon request, review the landscape and irrigation work to determine final acceptance. Demonstrate to Owner's representative by an operational test that system meets coverage requirements and electric controller functions properly without excessive over spray onto pavement areas and building. Where reviewed work does not comply with the requirements, replace rejected work and continue specified maintenance for a minimum of 60 days until reviewed again by the Owner's representative and found to be acceptable. 3.07 FALL TURN -OFF AND SPRING TURN -ON A. Fall Turn -off: Winterize system at the conclusion of the first irrigation season within five days of notification by Owner. Shut -off system with stop and waste valve, drain complete system with air pressure by cycling through all stations of controller, and open all manual drain valves and cycle through all stations on controller. B. Spring Turn -on: Turn -on system at the beginning of the following irrigation season within five days of notification by Owner. Close manual drain valves and open stop and waste valve. Operate all control valves and adjust system malfunctions and heads as necessary for proper coverage. END OF SECTION P1 SONESMAC PERFORMANCE SPECIFICATIONS 02810 -10 18JAN08 UNDERGROUND IRRIGATION SYSTEM • • SONESMAC SECTION 02920 LANDMARK CONDOMINIUMS SOIL PREPARATION PART 1- GENERAL 1.01 WORK INCLUDED A. The extent of soil preparation work is shown on the drawings and includes soil amendments, soil preparation, and fill soil for all new planting and sodding areas. 1.02 QUALITY ASSURANCE A. Installer Qualifications: Install work using skilled persons proficient in the trades required in a neat, orderly and responsible manner with recognized standards of workmanship. Installer shall have not less than five year's successful experience with installation of similar work. Contractor shall submit list, to owner, of three projects completed in the last two years of similar complexity to this project with name and location of project, owner's name and telephone number, name of project landscape architect and telephone number. 1.03 SUBMITTALS A. Samples, Product Certification and Test Results: Submit to the Owner's representative not less than 14 days prior to scheduled delivery of these materials. 1. Samples: One (1) cubic foot of soil amendments 2. Product Certification: Fertilizer manufacturer's statement of analysis. i B. Delivery Tickets: Submit delivery tickets of soil amendment materials to the Owner's representative within seven (7) days after delivery of materials. 1.04 PRODUCT DELIVERY, HANDLING AND STORAGE A. Deliver, handle and store materials in manner to prevent damage or deterioration. Deliver and store packaged materials in original, unopened, labeled containers. Wet, moldy, opened or broken packages will not be accepted. 1.05 SITE CONDITIONS A. Environmental Requirements: No soil work shall occur when soil is in a frozen or wet condition causing it to dump and become nonfriable. B. Sequencing: Soil preparation work shall occur after installation of underground irrigation piping and before planting. PART 2- PRODUCTS 2.01 MATERIALS A. Soil Amendments: soil amendment material to be "EKO Compost" soil amendment free from stones, lumps, plants, or their roots, sticks, weed stolons and seeds, high salt content and other material harmful to plant life. Minimum 80% organic matter with a pH range of 6.0 -7.0. Maximum salt content, as measured by specific conductance, of all areas receiving soil amendment shall be SONESMAC SOIL PREPARATION 02920 -1 18JAN08 C C no greater 4 mmhos per centimeter after soil amendment is thoroughly incorporated. B. Fertilizer: Di- ammonium phosphate of a granular and free flowing condition. Chemical analysis shall be 18% nitrogen (N), 50% phosphoric acid (1 0% potassium (K20). All chemicals to be approved by the E.P.A. for use in this manner. PART 3- EXECUTION 3.01 INSPECTION A. Inspect planting and sodding areas and verify rough grades, subsoils, drainage and compaction. Start of this work constitutes acceptance of these conditions. 3.02 INSTALLATION A. Soil Preparation for Plantings and Sod 1. Subgrade: loosen subgrade of all areas to a minimum depth of 4 ". Remove stones over 3/4" size and sticks, roots, debris and other materials. Limit subgrade preparation to areas to be promptly planted or sodded. 2. Soil Amendments and Fertilizer: spread 4 cubic yards soil amendment material and 5 pounds of fertilizer per 1000 square feet. Immediately incorporate materials into soil with rototiller to a 6" depth. Discing or ripping is not acceptable. 3. Finish Grade: bring to minimum depth required to meet lines, grades and elevations shown on drawings, after light rolling and natural settlement. Allow for mulch and sod thickness. Grade sod areas to smooth even surface with a loose uniformly fine texture. Roll and rake to remove ridges and fill depressions as required meeting finish grades. Limit fine grading to areas to be promptly planted or sodded. END OF SECTION SONESMAC SOIL PREPARATION 02920 -2 18JAN08 C' C-411 7*3 SONESMAC SECTION 02950 LANDMARK CONDOMINIUMS PLANTINGS PART 1- GENERAL 1.01 WORK INCLUDED A. The extent of planting work is shown on the drawings and includes, but is not limited to: trees, shrubs, perennials, annuals, and groundcover planting, edging, mulching and boulders. 1.02 QUALITY ASSURANCE A. Installer Qualifications: Install work using skilled persons proficient in the trades required in a neat, orderly and responsible manner with recognized standards of workmanship. Installer shall have not less than five year's successful experience with installation of similar work. Contractor shall submit a list, to owner, of three projects completed in the last two years of similar complexity to this project with name and location of project, owner's name and telephone number, name of project landscape architect and telephone number. B. Inspection: The Landscape Architect shall inspect plant materials at site before planting for compliance with requirements for name, variety, size and quality. Do not install plants that have not been inspected. Landscape architect may agree to inspect plants at nursery prior to delivery to site. Notify Landscape Architect 48 hours prior to inspection of materials. C. Reference Standards: 1. AAN -ASNS: American Association of Nurserymen, Inc. "American Standard for Nursery Stock" - 1990 Edition. 2. CNA: Colorado Nursery Act of 1965. 3. AJCHN -SPN: American Joint Committee on Horticultural Nomenclature "Standardized Plant Names ", Second Edition 1942. 1.03 PRODUCT DELIVERY, HANDLING AND STORAGE A. Delivery: Provide quality plant material direct from nursery. Do not prune prior to delivery. Provide adequate protection of root systems and balls from drying winds and sun. Do not bind or tie trees or shrubs in such a manner as to injure plants or destroy natural shape. Provide protective covering during delivery. Deliver plants after planting preparation has been completed and plant immediately. B. Handling: Handle plants by ball or container only. Do not drop plants. Do not lift plants by the trunk, stems, or foliage. All balled plants with balls broken or trunks loose in ball will be rejected. C. Storage: If planting is delayed more than four hours after delivery, set plants in shade, protect from weather and mechanical damage, and keep roots moist by setting balled stock on ground and covering ball with soil, peat moss, sawdust or other acceptable materials. Do not remove container grown stock from containers before time of planting. Periodically water root systems of all plants stored on site using a fine mist spray. Water as often as necessary to maintain root system in a moist condition. SONESMAC PLANTINGS 02950 -1 18JAN08 a 1.04 SITE CONDITIONS A. Environmental Requirements: Install frost - tender plants only after danger of frost is past or sufficiently before frost season to allow for establishment before first frost. Do not install plants in frozen soil. B. Protection: Determine location of all underground utilities prior to installation of plants. Avoid damage to utility lines by hand excavating in dose proximity to lines. C. Sequencing: Coordinate installation of plants with irrigation and sodding work to ensure that damage will not occur. Install plants after final grades are established and prior to sodding. 1.05 INSPECTIONS /MAINTENANCE PERIOD A. Pre - planting Inspections 1. All plant material must be inspected at the site before planting commences. Any materials planted prior to approval are subject to rejection. Inspection of materials may be sequenced by major planting areas to accommodate efficient planting operations. All rejected materials must be removed from the site, replaced and re- inspected before any additional inspections are made. The Landscape Architect may agree to select plants at the nursery prior to delivery. 2. If, in the opinion of the Landscape Architect, there is probable cause to suspect root damage, root binding, or diseased conditions in the container stock plants, the contractor will remove the container for the Landscape Architect's inspection before planting. B. Planting Inspections 1. Landscape Architect shall inspect the staked location of all trees before digging for those trees occurs. 2. Landscape Architect shall inspect container stock with said plants set on the ground at the proposed locations before digging commences. 3. Landscape Architect shall inspect all staked planting bed locations and layout prior to installation. C. Pre - maintenance Inspection 1. At the completion of all planting operations under this contract and prior to the beginning of the maintenance period, the pre - maintenance inspection shall be performed. 2. At the time of pre - maintenance inspection, the Contractor shall have all planting areas free of weeds and neatly cultivated. All plant basins shall be in good repair. Irrigation systems shall be fully operational with all heads properly adjusted. All debris and litter shall be cleaned up, and all walkways and curbs shall be cleaned of soil and debris left from planting operations. The inspection shall not occur until these conditions are met. 3. If after the inspection the Landscape Architect is of the opinion that all work has been performed as per the contract documents, and that all plant materials are in satisfactory growing condition, he will give the Contractor written notice of acceptance and commencement of the formal maintenance period. 4. Work requiring corrective action in the judgement of the Landscape Architect shall be performed within the first ten (10) days of the maintenance period. Any work not performed within this time will necessitate an equivalent extension of the maintenance period. Corrective work and materials replacement shall be in accordance with the contractor documents and shall be made by the Contractor at no cost to the Owner, including any additional inspection costs incurred by Landscape Architect. P] SONESMAC PLANTINGS 02950 -2 18JAN08 0 • r1l D. Planting and Tree Maintenance 1. New and relocated plantings and seed shall be protected and maintained until 60 days after the installation of planting is complete, or until the project is accepted by the Owner, whichever is the longer. Maintenance shall include watering, pruning, weeding, mowing, cultivating, mulching, tightening and repairing of guys, replacement of unhealthy or dead plants, resetting plants to proper grades or upright position, restoration of planting saucer, and all other care needed for proper protection. Any damage resulting from planting operations shall be repaired promptly. 2. Provide all equipment and means for proper application of water to planted areas not provided with an irrigation system. Protect all planted areas against damage, including erosion and trespassing by proper safeguards. 3. During the maintenance period, should the appearance of any plant or seeded areas indicate weakness and probability of dying, immediately replace that plant or seeded area with a new and healthy plant or seed of the same type and size without additional cost to the Owner. At the end of the maintenance period, all plant material shall be in a healthy growing condition. 4. Continue the maintenance period at no additional cost to the Owner until all previously encountered deficiencies have been corrected, at which time schedule the final inspection. E. Final Inspection 1. At the completion of the maintenance period, the final inspection shall be performed. 2. If after the inspection, the Landscape Architect is of the opinion that all work has been performed as per the contract documents, and that all plant materials are in satisfactory growing condition, he will give the Contractor written notice of final acceptance and completion of the formal maintenance period. 3. Final acceptance will not be given until all deficiencies are corrected. 1.06 WARRANTY A. Warrant all plantings for a period of 1 year from Date of final acceptance against defects including death and unsatisfactory growth except for defects resulting from neglect by owner, abuse or damage by others, or unusual phenomena or incidents which are beyond the landscape installer's control. B. Remove and replace all plants found to be dead or in an unhealthy condition during the warranty period. Replacement plantings and installation shall comply with specifications for original plants. PART 2- PRODUCTS 2.01 PLANTS A. Plant Quality: Provide plants grown in a recognized nursery except as otherwise indicated in accordance with proper horticultural practice. Provide healthy, well- branched vigorous stock with a growth habit normal to the species and variety and free of diseases, insects and injuries. All plants shall conform to standards for measurements, grading, branching, quality, ball and burlapping as stated in the AAN -ASNS and CNA. All trees shall have been grown in areas of Zone 4 hardiness or colder. No trees shall have broken or pruned terminal leaders. B. Identification: Label each plant species (ID one plant per each grouping) with securely attached It SONESMAC PLANTINGS 02950 -3 18JAN08 Afflik waterproof tag bearing legible designation of botanical and common name in accordance with AJCHN -SPN. C. Plant Size: Sizes specified in plant list on the drawings are minimums and all plants shall equal or exceed measurements. See plant list for additional plant specifications. D. Measurements: Measure plants before pruning and with branches, trunks or canes in their normal position. Do not prune to obtain required sizes. Take caliper measurements 6" above ground for trees up to 4" caliper size and 12" above ground for larger sizes. Measure main body of plant for height and spread dimensions; do not measure from branch or root tip -to-tip. E. Substitutions: Provide plants as specified on drawings. No substitutions will be permitted without approval of Landscape Architect. F. Balled and Burlapped Plants: Where indicated to be balled and burlapped (B &B), provide plant dug with firm natural ball of soil in which plant was grown. G. Container Grown Plants: Where indicated to be container plant, provide established container stock that has been transplanted and grown in container for a length of time sufficient to develop new fibrous roots so that the root mass will retain its shape and hold together when removed from container. Use rigid containers that will hold ball shape and protect root mass during shipping. 2.02 FERTILIZER A. Trees, shrubs and groundcovers: none required. 2.03 WATER A. Supplied and distributed from irrigation system. 2.04 GUYS, STAKES AND WRAPPING A. Guys: provide 14 -gauge metal wire. B. Stakes: provide metal stakes as shown on details. C. Straps: provide 1 -1/2" wide nylon straps with metal grommets at each end of adequate length for proper assembly. D. Wrapping: provide tree wrap material, 4" wide, bituminous impregnated tape, corrugated or crepe paper, brown in color, specifically manufactured for tree wrapping. E. Turnbuckles: 6" long, metal. F. Class 200 PVC Pipe: 1" dia., V -6" long for guy wires. 2.05 EDGING A. Commercial type factory painted steel, green in color, with tapered steel stakes as manufactured by Pro-Steel Edging, 4" wide x 1/8" thick. 2.06 MULCH A. Pre - emergent Herbicide: Dacthal (DCPA). SONESMAC PLANTINGS 02950 -4 18JAN08 t B. Wood Mulch: shredded cedar mulch, fibrous and capable of matting together when moistened and settled. C. Weed Barrier: Typar 3301, or approved equal. 2.07 LANDSCAPE BOULDERS A. Boulders to be used for individual boulder placement or boulder groupings to range in size from 2.5' — 5' in diameter. Specific typetvariety of boulders to be determined by Owner and design team prior to any construction. PART 3- EXECUTION 3.01 PREPARATION A. Soil Preparation: Complete work specified prior to planting installation. B. Layout and Staking: Landscape Architect will review layout and staking of all plant locations, edging lines, and boulder placement prior to any planting or boulder placement, or as requested by Owner. 3.02 PLANTING A. Excavating: Excavate plant pits with vertical sides and flat bottoms to dimensions shown on drawings. Loosen hard subsoil in bottom of plant pit. B. Setting: Set plant plumb in center of pit and positioned to offer best appearance or relationship to adjacent area. Set at depth shown on drawings. Prune all broken and damaged roots. C. Backflling: Backfill after plant is properly set. During backfilling as plant becomes secured, remove all wire baskets, burlap, rope and wire binding from top and sides of ball. Do not remove materials from under ball. Puddle with water to settle backfill and eliminate air pockets. Form saucer around each plant. After settling, continue backfilling to finish grade elevations. D. Mechanical Spade Planting: Plants may be planted by means of mechanical spade equipment at landscape installer's option. Use equipment that will dig, carry and replant with the same unit. Equipment size must be adequate for size of plant and not less than 8" of spade diameter at 15" depth per caliper inch of trunk diameter. E. Pruning: Perform following work in accordance with standard horticultural practices: remove all dead or broken branches; remove all live branches that interfere with structural strength and healthful development of plant. All work shall be done to retain natural character of plant; retain specified height and spread; avoid damage to terminal leaders. Paint pruning cuts and wounds with standard tree paint or compound at landscape installer's option. F. Guying, Staking and Wrapping: Guy, stake and wrap plants immediately after backfilling as shown on drawings. Set stakes vertically and avoid penetrating root ball. Guys to tree trunk shall be connected to straps to prevent injury to tree trunks. Guys shall be tightened by twisting guys together or adjusting turnbuckles. Attach white PVC pipe to guy wires. Wrap deciduous trees by starting at ground and covering trunk to height of first branches. Secure end of wrap with tape. Before wrapping inspect tree trunks for injury, improper pruning and insect infestation and take corrective measures in accordance with standard horticultural practice. Remove all guys and SONESMAC PLANTINGS 02950 -5 18JAN08 c a stakes at end of one -year warranty. Owner will remove guys, stakes and wrap from replacement plants. 3.03 EDGING A. Install edging where shown on drawings. Anchor with steel stakes spaced not more than 3' on center and driven at least 1" below top elevation of edging. 3.04 MULCHING A. Pre - emergent Herbicide: Apply to soil surface prior to mulching where shown on drawings. Install according to manufacturer's recommended rate of application and application procedures. B. Wood Mulch: Place evenly within planting beds and within all tree wells in grass areas at a depth of 3 ". C. Weed Barrier: Lay on soil surface, prior to mulching, at all mulch areas. Install according to manufacturer's recommendations and carefully place around plants. Barrier shall not be exposed to view from any location. 3.05 BOULDER PLACEMENT A. Install individual boulders or boulder groupings where shown on plan. Boulders within boulder groupings to be tightly fitted and placed so as to minimize gaps between boulders. Individually placed boulders shall be buried a minimum of '/. their width into grade. 3.06 MAINTENANCE A. Begin maintenance immediately after planting and continue until final acceptance. 3.07 CLEANUP AND PROTECTION A. During planting work, store materials and equipment where directed. Keep pavements clean and work areas in an orderly condition. Protect planting work and materials from damage due to landscape and other contractor operations or trespassers. Maintain protection during installation and maintenance periods. 3.08 FINAL ACCEPTANCE A. At the completion of the 60-day maintenance period, the Owner's representative will upon request review the landscape work to determine final acceptance. Where reviewed work does not comply with the requirements, replace rejected work and continue specified maintenance until reviewed again by the Owner's representative and found to be acceptable. Remove rejected plants and materials promptly from the project site. END OF SECTION 0 SONESMAC PLANTINGS 02950 -6 18JAN08 0 • 7 SONESMAC LANDMARK CONDOMINIUMS SECTION 02960 SODDING PART 1- GENERAL 1.01 WORK INCLUDED A. The extent of sodding is shown on the drawings. 1.02 QUALITY ASSURANCE A. Installer Qualifications: Install work using skilled persons proficient in the trades required in a neat, orderly and responsible manner with recognized standards of workmanship. Installer shall have not less than five year's successful experience with installation of similar work. B. Reference Standards 1. ASPA: American Sod Producers Association. 1.03 SUBMITTALS A. Samples and Product Certification: Submit to Landscape Architect and Owner's representative not less than 14 days prior to scheduled delivery of these materials: 1. Samples: one 18 "x6' roll of sod and name and address of supplier. n B. Delivery Tickets: Submit delivery tickets to Landscape Architect within seven (7) days after delivery of fertilizer. 2. Product Certification: manufacturer's statement of analysis for each specified fertilizer type. 1.04 PRODUCT DELIVERY, HANDLING AND STORAGE A. Deliver sod properly loaded on vehicles and protected from exposure to sun, wind and heat. Do not drop sod from loading carts, trucks or pallets. 1.05 SITE CONDITIONS A. Environmental Conditions: No work shall occur when soil is in a frozen or wet condition causing it to dump and become non - friable. B. Sequencing: Sodding shall occur after installation of irrigation system, soil preparation and planting. 1.06 INSPECTIONS /MAINTENANCE PERIOD See Section 02950 - 1.05. 1.07 WARRANTY A. Warrant all sod for a period of 60 non - dormant days from Date of Final Acceptance against defects including death and unsatisfactory growth, except for defects resulting from neglect by owner, abuse, or damage by others, or unusual phenomena or incidents which are beyond the SONESMAC SODDING 02960 -1 18JAN08 landscape installer's control. C: B. Remove and replace all sod found to be bare or with dead grass, larger than 4 square inches in area, or where there is not a healthy, green, well- rooted stand of grass. Replace immediately as sod is removed as many times as necessary to provide an acceptable sod through the duration of the warranty period. Replacement sod and installation shall comply with specifications for original sod. C. Warrant all replacement sod for 60 non - dormant days following replacement. PART 2- PRODUCTS 2.01 MATERIALS A. Sod: Provide sod consisting of 100% Bluegrass. Sod shall be strongly rooted and free of diseases, insects, stones and other plants. Sod shall be capable of growth and development when planted and shall not be dormant. All yellow areas without normal green color will be rejected. Cut sod using an approved method in accordance with local governing American Sod Producers Association. Cut sod in strips not more than 18" wide by 6' long (1 sq.yd.) with a thickness of 314 to 1 -1/4 ". Height of grass blades to be 1 -1/2 - 2 ". B. Fertilizer: Granular and of a free flowing condition with a chemical analysis of 20% nitrogen (N), 10% phosphoric acid (P205), and 5% potassium (K20). C. Water: Supplied and distributed from irrigation system. Owner shall pay for cost of water after water meter is installed. PART 3- EXECUTION 3.01 INSPECTION A. Examine all areas to verify conditions are acceptable for proper installation of sod or seed. 3.02 PREPARATION A. Soil Preparation: Complete work specified prior to sod and seed installation. 3.03 INSTALLATION A. Lay sod within 24 hours from time of cutting. Do not plant if sod is dormant or ground is frozen. B. Lay sod on a firm moist sub grade. C. Lay sod parallel to contours to form a solid mass with tightly fitted joints. Butt ends and sides of sod strips. Do not overlap. Stagger strips to offset joints in adjacent courses. D. Roll or tamp thoroughly to bond sod to sub grade. Place sifted soil into minor cracks between sod strips. Remove excess to avoid smothering of adjacent grass. E. On slopes greater than 25% (4:1), secure strips to sub grade with wood pins 1" in diameter by 6" long. Place a minimum of 5 pins along the side of each strip (minimum of 10 pins per sod strip). J SONESMAC SODDING 02960 -2 18JAN08 • F. Spread fertilizer overall sodded areas at a rate of 5 pounds per 1000 square feet. G. Water thoroughly until moisture permeates to 4-6" depth. 3.04 MAINTENANCE A. The maintenance period shall begin immediately after each area is sodded and continue until final acceptance of project. During this time, the contractor shall be responsible for watering, weeding, mowing, and all related work as necessary to ensure that sodded areas are in a vigorous growing condition. Provide all supervision, labor, material and equipment to maintain sodded areas. B. Water sodded areas at a regular schedule to be accepted by landscape architect until stand of grass is established. After grass is established, water irrigated grass at a regular schedule to be accepted by owner. C. Areas in which there is not a satisfactory stand at the expiration of the one -year guarantee period shall be re- sodded as necessary. D. Mow sodded areas and trim around trees, shrubbery, and walls (keeping mulch in saucers and beds), maintaining 2" to 2 -3/4" in height. Do not remove more than 33% of grass leaf in a single mowing. Remove grass clippings from pavement areas. E. Fertilize as specified. F. Weed control, as required, using selective herbicides approved by owner. G. Insect and disease control, as required, using insecticide and fungicide approved by owner. 3.05 PROTECTION PROCEDURES A. Keep equipment, vehicles and foot traffic off all sodded areas. All damaged materials shall be replaced and all damaged areas restored to original condition. 3.06 FINAL ACCEPTANCE A. At the completion of the 60-day maintenance period, the Owner's representative will, upon request, review the landscape work to determine final acceptance. Where reviewed work does not comply with the requirements, replace rejected work and continue specified maintenance until reviewed again by the Owner's representative and found to be acceptable. Remove rejected materials promptly from the project site. END OF SECTION n SONESMAC SODDING 02960 -3 18JAN08 AWN %d IE IC m E REDWINE ENGINEERS INC. SECTION 03300 LANDMARK CONDOMINIUMS CAST -IN -PLACE CONCRETE PART 1 - GENERAL 1.01 SUMMARY A. Related Documents: Provisions of the Contract, including Conditions of the Contract, Drawings and Division 1 - General Requirements of the Specification, apply to this Section. B. Description: Cast -in -place concrete is indicated by Contract Documents and shall include work necessary and incidental to completion and performance of the Work. C. Included: Cast -in -place concrete includes, but is not limited to, following: 1. Formwork. 2. Reinforcement. 3. Receiving and installing inserts, anchors and like items to be embedded in cast -in -place concrete for other work. 4. Normal weight structural concrete. 5. Concrete finishing. 713 1.02 SYSTEM DESCRIPTION A. Codes and Standards: Meet requirements of following, except to extent of most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the Work: 1. ACI 117 -Standard Specifications for Tolerances for Concrete Construction and Materials, including Commentary. 2. ACI 211.1 - Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete. A 3. ACI 211.2 - Standard Practice for Selecting Proportions for Structural Lightweight Concrete. 4. ACI 212.1 R - Admixtures for Concrete. 5. ACI 301 - Specifications for Structural Concrete for Buildings. 6. ACI 302.1 R - Guide for Concrete Floor and Slab Construction. 7. ACI 304R - Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete. 8. ACI 305R - Hot Weather Concreting. 9. ACI 306R - Cold Weather Concreting. 10. ACI 308 - Standard Practice for Curing Concrete. REDWINE 18JAN08 CAST -IN -PLACE CONCRETE 03300 -1 W 11. ACI 309 - Standard Practice for Consolidation of Concrete. 12. ACI 315 - Details and Detailing of Concrete Reinforcement. 13. ACI 318 - Building Code Requirements for Structural Concrete, including Commentary. 14. ACI 347R - Recommended Practice for Concrete Formwork. 15. ACI 360R - Design of Slabs on Grade. 16. ACI 544.1 R - State -of -the -Art Report on Fiber Reinforced Concrete. 17. ACI 544.2R - Measurement of Properties of Fiber Reinforced Concrete. 18. ACI 544.3R - Guide for Specifying, Mixing, Placing, and Finishing Steel Fiber Reinforced Concrete. 19. ACI 544AR - Design Considerations for Steel Fiber Reinforced Concrete. 20. AWS D1.4 - Structural Welding Code - Reinforcing Steel. 21. CRSI - Manual of Standard Practice. 22. CRSI - Placing Reinforcing Bars. 23. Specification Sections: a. 07910 -Preformed Joint Fillers. b. 07920 - Joint Sealants. v c. 09980 - Sealers, Densifiers and Coatings. 1.03 QUALITY ASSURANCE A. Product Qualifications: 1. Reinforcing Steel: Reinforcing steel shall be manufactured in the United States of America. 2. Exposed Concrete: Concrete to be exposed to view in the completed work, including cement, aggregates and other ingredients, shall be of one mix design and each ingredient furnished from a single source, except as otherwise required by Contract Documents or acceptable to Architect. B. Epoxy Coated Reinforcement Qualification: Epoxy coating on reinforcing steel shall be certified by CRSI Epoxy Coating Plant Certification Program. C. Welding Qualifications: 1. General: Prior to commencement of welding operations, qualify welding procedures and personnel to be employed on fabrication and installation work meeting requirements of AWS D1.4. 2. Personnel: Qualifications shall remain in effect for duration of work, unless there is reason on part of Quality Control Service to question ability of welding personnel. Verification of qualifications of welding personnel required for work shall be performed by Quality Control Service at expense of REDWINE CAST -IN -PLACE CONCRETE 03300 -2 18JAN08 Contractor, at no addition to Contract Sum. D. Flatwork Finishing Qualifications: Concrete flatwork finishing operations shall be overseen during entire process by a registered ACI flatwork finisher. E. Pre - Installation Meeting: Conduct a pre - installation meeting at project site prior to starting work at project site and delivery of products to review conditions associated with performing work. Meeting shall include review of proposed mix designs, means to achieve required concrete quality, construction conditions, environmental requirements, ambient conditions and coordination required for installation of the work. Meeting participants shall include Architect, Quality Control Service engineer, representatives of manufacturers, installer of work under this Section and installers of related work. Record discussions of meeting, and agreements or disagreements reached, and furnish a copy of record to each participant. 1.04 SOURCE QUALITY CONTROL A. General: 1. Owner will employ a Quality Control Service to perform preconstruction quality assurance and control evaluations of work to verify compliance of work with requirements of Contract Documents. Evaluations will include, but are not limited to, criteria specified in this Article. Quality Control Service will provide testing facilities and equipment. 2. Work may require re- evaluation as directed by Architect anytime during progress of the work. Re- evaluation of rejected work and evaluation of replacement work shall be performed at expense of Contractor, at no addition to Contract Sum. 0) 3. Furnish Quality Control Service with samples of proposed materials. Allow free access to material stock and facilities. Obtain acceptance of Architect prior to delivery of any material to project site. B. Submittals: Review following submittals for proof of compliance with requirements of Contract Documents: 1. Concrete: a. Test reports for proposed concreting materials. b. Proposed mix design for each class and type of concrete to be used in work and indicating where each mix design is to be placed in the work. Form of mix design submittal shall be acceptable to Architect. c. Concrete enhanced with high -range water - reducing admixture. 1) Product data of admixture manufacturer. 2) Establish slump range and slump review procedures. 3) Data from other tests as outlined and required by Quality Control Service, as set forth prior to commencement of work. 2. Fly Ash Concrete: a. Proposed mix design of fly ash concrete, supported by historical data or confirmation cylinders meeting requirements of this Section, documenting use and results of fly ash concrete. REDWINE 18JAN08 CAST -IN -PLACE CONCRETE 03300 -3 Km On J b. When portland cement is replaced by an equal amount of fly ash or more, Quality Control Service shall submit written documentation of acceptability of quality control of fly ash materials, of acceptability of concrete mix designs using fly ash based upon submitted test data for proposed materials, and of ability of fly ash concrete to provide concrete of strength, slump, durability and other properties required by Contract Documents. c. Laboratory analyses on each 400 tons of fly ash used, evaluated meeting requirements of ASTM C311. Include following tests data of laboratory analysis: 1) Fineness. 2) Moisture content. 3) Speck gravity. 4) Loss on ignition. 5) Soundness. 6) 7 day lime - pozzolanic activity test. d. Complete chemical analyses and a 28 day cement-pozzolanic activity test for each 2,OOO tons of fly ash used. Sample for 2,000 ton test shall be a composite mix of five previously tested analysis samples. 3. Deformed Bar Concrete Reinforcement: Material compliance certificate and mill certificate of steel manufacturer indicating compliance with applicable standards, including mill analysis, tensile strength and bend tests. 4. Polypropylene Reinforcing Fibers: Manufacturer shall verify polypropylene fibers are manufactured specifically for use in concrete and meet requirements of Contract Documents. 5. Floor Finishing Procedures: Proposed procedures for each type of concrete floor finish. C. Proposed Materials: 1. Review and test proposed materials for concreting. 2. Review and test proposed concrete mix designs. 3. Inspect weighing and batching of controlled concrete at batch plant. 4. Secure and test production samples at plants or stockpiles during course of work. 5. Check batching and mixing operations to extent deemed necessary to assure meeting requirements of Contract Documents. 6. Record amounts and monitor dosing of high -range water- reducing admixture added to concrete mix 7. Record amounts of and monitor dosing of reinforcing fibers added to concrete mix Monitor for quantity and uniform distribution of fibers throughout concrete mix and absence of balling of fibers. Verify reinforcing fibers added prior to high -range water - reducing admixture. D. Welding Qualifications: Verify qualifications and test records of welding procedures and personnel meet requirements of Contract Documents. E. Reinforcement Bar Welding: Visually inspect 100 percent of reinforcing bar welds. Inspect 100 percent of penetration welds by appropriate testing method as acceptable to Architect. Perform tensile tests of REDWINE CAST -IN -PLACE CONCRETE 03300 -4 18JAN08 • • sample welds as required by Architect. 1.05 SUBMITTALS A. Product Data: Submit product specifications, technical data and installation instructions of manufacturer for each product. Include published data, certified conformance report or certified laboratory test report of manufacturer substantiating proposed products meet requirements of Contract Documents. B. Shop Drawings: Submit shop drawings for fabrication and installation of work. Include details and requirements for following and other pertinent data: 1. Reinforcement: a. Detail concrete reinforcement and accessories meeting requirements of ACI 315, ACI 318 and CRSI - Manual of Standard Practice. b. Shop drawings shall be prepared under direction of engineer of Contractor. c. Detailed drawings, sections and dimensions necessary for fabrication and placement of reinforcement including, but not limited to: 1) Types, sizes, spacing, locations, quantities and grades of reinforcement. 2) Location of splices of continuous reinforcement as indicated on Drawings. 3) Reinforcing bar bending details, bending and cutting schedules (bar lists). j 4) Reinforcing bar hairpin anchors for inserts, anchors and like items to be embedded in concrete. 2. Joints: Location and details for construction and control joints. C. Welding Qualifications: Submit qualifications for welding procedures and personnel which document meeting requirements of Contract Documents. Include qualification test records. Indicate any limitations to qualifications. Submittals will be only for information. D. Material Compliance: Submit following to Architect for review by Quality Control Service for compliance with requirements of Contract Documents: 1. Concrete: a. Test reports for proposed concreting materials. b. Proposed mix design for each class and type of concrete to be used in work and indicating where each mix design is to be placed in the work. Form of mix design submittal shall be acceptable to Architect. c. Concrete enhanced with high -range water- reducing admixtures. 1) Product data of admixture manufacturer. 2) Establish slump range and slump review procedures. 2. Fly Ash Concrete: a. Proposed mix design of fly ash concrete, supported by historical data or confirmation cylinders REDWINE CAST -IN -PLACE CONCRETE 03300 -5 18JAN08 meeting requirements of this Section, documenting use and results of fly ash concrete. b. Laboratory analyses on each 400 tons of fly ash used, tested in accordance with ASTM C311. Include following test data of laboratory analysis: 1) Fineness. 2) Moisture content. 3) Specific gravity. 4) Loss on ignition. 5) Soundness. 6) 7 day lime - pozzolanic activity test. c. Complete chemical analyses and a 28 day cement - pozzolanic activity test for each 2,000 tons of fly ash used. Sample for 2,000 ton test shall be a composite mix of five previously tested analysis samples. d. Provide data from other tests as outlined and required by Quality Control Service, as set forth prior to commencement of project. 3. Deformed Bar Concrete Reinforcement: Material compliance certificate and mill certificate of steel manufacturer indicating compliance with applicable ASTM standards, including chemical and physical properties, tensile strength and bend test. 4. Polypropylene Reinforcing Fibers: Manufacturer shall verify polypropylene fibers are manufactured specifically for use in concrete and meet requirements of Contract Documents. 5. Flatwork Finishing Procedures: Proposed procedures for each type concrete flatwork finish. 6. Changes: Requested changes to concreting materials or concrete mix designs during course of work. 1.06 PRODUCT HANDLING A. General: 1. Meet requirements of ACI 304. 2. Do not use material that has deteriorated or has been contaminated. B. Carton Forms: Deliver carton forms in packaging of manufacturer complete with installation instructions. Store off ground in ventilated and protected manner to prevent deterioration. C. Steel Reinforcement: 1. General: Store reinforcement off ground on suitable blocking and prevent accumulation of mud, dirt and other foreign material. 2. Epoxy Coated Reinforcement: Handling techniques for epoxy coated reinforcement shall meet requirements of ASTM D3963 and recommendations of CRSI. D. Welding Electrodes: Store and maintain welding electrodes meeting requirements of AWS D1.4. E. Cements: Store in weather tight buildings, bins or silos which provide protection from dampness and contamination and minimize warehouse set. REDWINE CAST -IN -PLACE CONCRETE 03300 -6 18JAN08 F. Aggregates: 1. Arrange stockpiles to avoid excessive segregation or contamination with other materials or with other sizes of aggregates. 2. Build stockpiles in successive horizontal layers not exceeding 3 feet in thickness, with each layer being completed before next is started. 3. Perform tests for conformance to requirements for cleanliness and grading from samples secured from aggregates at point of batching. 4. Do not use frozen or partially frozen aggregates. 5. Unless predamping is not considered desirable by manufacturer or is considered impractical by Architect, uniformly predampen dry lightweight aggregates with water spray. Allow predampened aggregates to remain in stockpiles for 12 hours minimum before use. G. Admixtures: 1. Store powdered admixtures in same manner as cements, specified in this Section. 2. Store liquid admixtures in watertight containers and protect from freezing and temperature changes. 3. Meet requirements of ACI 212. 1.07 PROJECT CONDITIONS f A. Protection: 1. Unless adequate protection is provided, do not place concrete during rain, sleet, snow, high winds or like weather. 2. Do not allow rain water to increase mixing water, or damage or deface surface finish. 1.08 WARRANTY A. General: Warranty work meeting provisions of Conditions of the Contract, except warranty shall include additional requirements specked in this Article. B. Slabs -On- Ground: 1. General: Extend warranty time period to 3 years. REDWINE CAST -IN -PLACE CONCRETE 03300 -7 18JAN08 PART 2- PRODUCTS 2.01 FORM MATERIALS A. Form Facings: Meet requirements of ACI 347 and following: 1. Form facing material shall produce a smooth, hard, uniform texture on concrete. 2. Use plywood, tempered concrete form grade hardboard, metal, plastic or other material capable of producing required finish. 3. Form facing shall not have raised grain, tom surfaces, worn edges, patches, dents or other defects which will impair texture of final concrete surface. B. Form Liners: Wood, plastic, fiberglass or elastomeric liners which impart texture to concrete as indicated on Drawings and as accepted by Architect. C. Carton Forms: 1. Description: Double wall carton form, laminated using water resistant adhesive coated with paraffin containing 10 percent polyethylene. Assembled form shall be capable of supporting not less than 1,200 psf. Provide topping sheet of same material as carton forms for securely stapling to carton forms before reinforcement is placed to alleviate differential movement between carton form units and prevent leakage of concrete matrix 2. Acceptable Products: a. Container Corp. of America, Voidco. D. Chamfers: Strips of configuration required and of type and quality material that will achieve required result. E. Ties and Hangers: 1. Commercially manufactured type. Wire is not acceptable. 2. Portion remaining within concrete shall leave no metal within 1 inch of surface when concrete is exposed to view. F. Spreader Cones: One inch diameter maximum for ties, except as otherwise required. G. Form Release Agent: Description: Water resistant, water or non -water base chemical active type barrier for metal, wood, plastic and composition forms that prevents concrete from bonding or sticking to forms and which does not affect surfaces of concrete. Agent shall be ready -to -use without addition of any other material. Agent shall be compatible with concrete and formwork, not bond to or stain concrete, not transfer to or penetrate concrete surfaces, not deteriorate from exposure to ambient conditions, and not impair or affect adhesion of sealants, paints and like subsequent treatments of concrete surfaces. REDWINE CAST -IN -PLACE CONCRETE 03300 -8 Vj 18JAN08 0 0 2. Acceptable Products: a. Chem Rex Inc., Cast -Off W. b. Cresset Chemical Company, Crete -Lease 727. c. Dayton Superior Corporation, Clean Strip WB (J-4) or Clean Strip Ultra (J -3 V.O.C.). d. L &M Construction Chemicals, Inc., Debond Form Coating. e. Nox -Crete Products Group, Bio -Nox. f. W. R. Meadows, Inc., Durogard II or Durogard. H. Armor Joint System: Description: Prefabricated armored joint system consisting of back to back 2" x2" x 1/4" thick steel angles meeting requirements of ASTM A36, attached by bolt assembly to a machined wood bulkhead form of 2 inch minimum thickness by depth of concrete slab. Bulkhead shall not have a keyway. End joints of back to back angles shall be offset 4 inches minimum to minimize misalignment between adjacent system units. Steel angles shall be aligned with top surface machined flush and smooth. Headed concrete anchor studs, 3/8" x6" minimum size, shall be end welded to steel angles, spaced at 12 inch maximum centers. Provide smooth steel dowels of 3/4 inch diameter round bar or 3/4 inch square bar x 18 inches long with plastic dowel aligners, inserted through wood bulkhead at 18 inch maximum centers. Dowels shall be secured in place perpendicular to face of joint and parallel to slab surface. System shall have provisions for installations. 2. Zinc Coating: When required, steel angle assembly shall be hot -dip zinc coated after fabrication meeting requirements of ASTM All 23. 3. Acceptable Products: a. PNA, Inc., Steel Joint System. 2.02 REINFORCEMENT MATERIALS A. Reinforcing Bars - Standard: ASTM A615, Grade 60 minimum. B. Reinforcing Bars - Welded: ASTM A706, Grade 60, low alloy steel deformed bars; enhance weldablity. C. Reinforcing Bars - Epoxy Coated: ASTM A615, Grade 60 minimum, deformed, epoxy coated meeting requirements of ASTM A775 and ASTM A934, as applicable. D. Welded Wire Fabric - Standard: ASTM A185, flat sheets. Fabric in rolls not acceptable. E. Welded Wire Fabric -Epoxy Coated: ASTM A185, flat sheets, epoxy coated meeting requirements of ASTM A884, Class A. Fabric in rolls not acceptable. F. Floor Joint Dowels: ASTM A675, Grade 60, plain bars, sawn to length. G. Polypropylene Reinforcing Fibers - Standard: 1. Description: ASTM C1116, Type III, collated fibrillated polypropylene olefin fibers manufactured for use in concrete from 100 percent virgin homopolymer polypropylene, containing no reprocessed olefin materials, engineered and designed for secondary reinforcement of concrete flatwork, meeting requirements of applicable ACI standards and UL - Classified. Geometryand deformations shall enhance performance and mechanical bond between concrete and fiber. REDWINE CAST -IN -PLACE CONCRETE 03300 -9 18JAN08 a. Size: Size of reinforcing fibers shall be as required for application meeting instructions and recommendations of manufacturer. b. Packaging: Reinforcing fibers shall be packaged in premeasured collated containers ready for addition to concrete mix. 2. Acceptable Products: a. Fibermesh Company, Fibermesh Series. b. W. R. Grace & Co., Grace MicroFiber. H. Reinforcement Supports: 1. General: Bolsters, chairs, spacers and other devices for supporting, spacing and fastening reinforcement in place. Supports shall meet requirements of ACI 315, ACI Detailing Manual and CRSI - Placing Reinforcing Bars. 2. Wire Bar Supports: a. Typical: CRSI Class 3, no protection, unless otherwise required. For slabs -on- ground, use supports with sand plates or horizontal runners where base course material will not support chair legs. b. Exposed Concrete Surfaces: CRSI Class 1, plastic protected, for exposed -to -view in completed work or exposed to weather concrete surfaces where legs of supports are in contact with forms. c. Epoxy Coated Reinforcement: CRSI Class 1A; epoxy, vinyl or plastic protected, for use with epoxy coated reinforcement. Protection shall be dielectric material for 2 inches minimum from point of contact with epoxy coated reinforcement. 3. Precast Concrete Block Bar Supports: Precast concrete block bar supports shall be 4 inches square minimum and shall have 28 day compressive strength not less than 28 day compressive strength required for adjacent concrete. I. Ties - Epoxy Coated Reinforcement: Nylon, or epoxy or plastic coated industrial cold drawn wire as acceptable to Architect. Epoxy coating shall meet requirements of ASTM A884, Class A. J. Welding Electrodes: AWS A5.1, E70 Series, low hydrogen type. K. Drop -In Expansion Anchors: Carbon steel drop -in wedge type expansion anchors without nut for insertion of threaded end reinforcing bar meeting requirements of FS FF -S -325, Group II, Type 4, Class 1, and listed by EAMI, FMRC and UL. Anchors shall be zinc coated, FS QQ -Z -325, Type 11, Class 3. Diameter and length shall be appropriate for application. 2.03 CONCRETE MATERIALS A. Cements: 1. Portland Cement- General: ASTM C150, Type I. 2. Portland Cement- Moderate Sulfate Resistance: ASTM C150, Type II. REDWINE CAST -IN -PLACE CONCRETE 03300 -10 18JAN08 3. Portland Cement - High Early Strength: ASTM C150, Type 111, only with prior acceptance of Architect. 4. Portland Cement - Low Heat of Hydration: ASTM C150, Type IV. 5. Portland Cement- High Sulfate Resistance: ASTM C150, Type V. 6. Blended Hydraulic Cement: ASTM C595, Type 1 P. B. Aggregates: 1. General: a. Fine and coarse aggregates shall be regarded as separate ingredients. b. Each size of coarse aggregate and combination of two or more shall meet gradation requirements of applicable ASTM aggregate standard. 2. Normal Weight Concrete: ASTM C33. Local aggregate not meeting requirements of ASTM C33, but which has shown by special test or actual service to produce concrete of adequate strength, durability and appearance may be used when acceptable to Architect. C. Water: Potable, fresh, clean and clear meeting requirements of ASTM C94; free of unusual or objectionable smell or taste, and deleterious substances which impair strength, durability, compatibility and appearance of work. Do not use water which has been used to clean equipment or tools. D. Admixtures: 1. General: Each concrete admixture shall be compatible with other required admixtures for concrete mixes. Admixtures shall not contain calcium chloride, thiocyanates, more than 0.05 percent chloride ions, and chloride ions in excess of requirements specified for concrete mixes. 2. Air - Entraining Admixture: a. Description: ASTM C260. b. Acceptable Products: 1) The Euclid Chemical Company, Air -Mix or AEA 92. 2) W. R. Grace & Co., Darex If AEA or Daravair Series. 3) Master Builders, Inc., MB -VR. 4) Sika Corporation, Sika AER. 3. Water- Reducing Admixture: a. Description: ASTM C494, Type A. b. Acceptable Products: 1) The Euclid Chemical Company, Eucon WR -75 or Eucon WR -89. 2) W. R. Grace & Co., Daaracem 65 or 55. 3) Master Builders, Inc., Polyheed 997. 4) Sika Corporation, Plastocrete 160. 4. Retarding Admixture: ASTM C494, Type B. REDWINE CAST -IN -PLACE CONCRETE 03300 -11 18JAN08 Mw 5. Accelerating Admixture: r a. Description: ASTM C494, Type C or Type E; non - corrosive, non - chloride; having one year minimum test data from an independent quality control service evaluated by an acceptable accelerated corrosion test method, such as test method using electrical potential measures, as acceptable to Architect. b. Acceptable Products: 1) The Euclid Chemical Company, Accelguard 80. 2) W. R. Grace & Co., PolarSet. 6. Water- Reducing and Retarding Admixture: a. Description: ASTM C494, Type D. b. Acceptable Products: 1) The Euclid Chemical Company, Eucon Retarder 75. 2) W. R. Grace & Co., Daratard 17. 3) Master Builders, Inc., Pozzolith 100XR. 4) Sika Corporation, Plastiment. 7. Water- Reducing and Accelerating Admixture: a. Description: ASTM C494, Type E, non- corrosive, non - chloride; having one year minimum test data from an independent quality control service evaluated by an accelerated corrosion test method, such as test method using electrical potential measures, as acceptable to Architect. b. Acceptable Products: 1) The Euclid Chemical Company, Accelguard 80. 2) Master Builders, Inc., Pozzutec 20. 8. High Range Water- Reducing Admixture: a. Description: ASTM C494, Type F. b. Acceptable Products: 1) The Euclid Chemical Company, Eucon 37. 2) W. R. Grace & Co., Daracem 19 or 100. 3) Master Builders, Inc., Rheobuild 1000. 4) Sika Corporation, Sikament 300. 9. High Range Water- Reducing and Retarding Admixture: ASTM C494, Type G. 10. Fly Ash: ASTM C618, Class C. Loss of ignition shall be 2 percent maximum. 2.04 CURING MATERIALS A. Liquid Membrane Curing Compound C -1: 1. Description: Water base resin liquid membrane forming compound for curing concrete; meeting requirements of ASTM C309, Type 1, Class B. Curing compound shall be non - staining, non - yellowing, and compatible and not inhibit bonding with adhesives, finishes and coatings. Moisture loss from concrete shall be restricted to 0.55 kilograms per square meter maximum in 72 hours. REDWINE CAST -IN -PLACE CONCRETE 03300 -12 18JAN08 0 2. Acceptable Products: a. Dayton Superior Corporation, Day -Chem Rez Cure (J- 11 -W). b. The Euclid Chemical Company, Kurez VOX. c. L &M Construction Chemical, Inc., Cure R. d. W. R. Meadows, Inc., 1100 - Clear Series. B. Liquid Membrane Curing and Sealing Compound CS -1: 1. Description: Water base acrylic liquid membrane forming compound containing 12 percent minimum solids by volume for curing and sealing concrete; meeting requirements of ASTM C309, Type 1, Class B. Curing compound shall be non - staining, non - yellowing, and compatible and not inhibit bonding with adhesives, finishes and coatings. Moisture loss from concrete shall be restricted to 0.55 kilograms per square meter ma)amum in 72 hours. 2. Acceptable Products: a. Chem Rex Inc., Kure -N -Seal W. b. Dayton Superior Corporation, Safe Cure & Seal (J -18). c. The Euclid Chemical Company, Aqua -Cure VOX. d. L &M Construction Chemicals, Inc., Dress & Seal WB. e. Master Builders, Inc., Acryseal. f. W. R. Meadows, Inc., Vocomp -20. C. Liquid Membrane Curing and Sealing Compound CS -2: 1. Description: Water base acrylic liquid membrane forming compound containing 25 percent minimum solids by volume for curing and sealing concrete; meeting requirements of ASTM C1315, Type 1, Class A. Curing compound shall meet VOC regulations of authorities bearing on performance of the Work and shall be non - staining, non - yellowing, and compatible and not inhibit bonding with adhesives, finishes and coatings. Curing compound shall restrict moisture loss from concrete to 0.40 kilograms per square meter ma)amum in 72 hours. 2. Acceptable Products: a. ChemRex Inc., Kure 1315. b. Dayton Superior Corporation, Safe Cure & Seal 30% (J -19). c. The Euclid Chemical Company, Super Aqua -Cure VOX. d. L &M Construction Chemicals, Inc., Dress & Seal WB 30. e. Master Builders, Inc., Masterkure N- Seal -W. f. W. R. Meadows, Inc., Vocomp -25 -1315. D. Liquid Membrane Curing and Sealing Compound CS -3: 1. Description: Solvent base acrylic liquid membrane forming compound containing 25 percent minimum solids byvolume for curing and sealing concrete; meeting requirements of ASTM C1315, Type 1, Class A. Curing compound shall meet VOC regulations of authorities bearing on performance of the Work and shall be non - staining, non - yellowing, and compatible and not inhibit bonding with adhesives, finishes and coatings. Moisture loss from concrete shall be restricted to 0.40 kilograms per square meter ma)amum in 72 hours. 2. Acceptable Products: a. Dayton Superior Corporation: Day -Chem Cure & Seal 26% (J -22). b. The Euclid Chemical Company, Super Rez -Seal. c. L &M Construction Chemicals, Inc., Dress & Seal. REDWINE CAST -IN -PLACE CONCRETE 03300 -13 18JAN08 d. Master Builders, Inc., Masterkure. e. W. R. Meadows, Inc., CS- 309 -1315. E. Liquid Membrane Curing and Sealing Compound CS -4: 1. Description: Water base acrylic liquid membrane forming compound containing 30 percent minimum solids by volume for curing and sealing concrete; meeting requirements of ASTM C1315, Type 1, Class A. Curing compound shall be non - staining, non - yellowing, and compatible and not inhibit bonding with adhesives, finishes and coatings. Curing compound shall restrict moisture loss from concrete to 0.30 kilograms per square meter maximum in 72 hours. 2. Acceptable Products: a. Dayton Superior Corporation, Safe Cure & Seal 30% (J -19). b. The Euclid Chemical Company, Super Aqua -Cure VOX. c. W. R. Meadows, Inc., Vocomp -30. F. Moisture Retaining Cover: 1. Description: Non -woven polypropylene fabric with white polypropylene film cover or woven burlap fabric with white polypropylene film cover meeting applicable requirements of ASTM C171. Film covers may be non - perforated or micro perforated to allow wetting or re- wetting without moving cover. Covers shall be ultraviolet resistant and non - staining to concrete. 2. Acceptable Products: a. Max Katz Bag Co., Inc., BurLene Concrete Curing Blankets. b. PNA, Inc., Curing Blanket. 2.05 ACCESSORIES A. Preformed Joint Fillers: As specified in Section 07910 -Preformed Joint Fillers. B. Inserts and Anchors: General: As furnished under specification section for work which inserts, anchors and like items are required. 2. Wedge Inserts: 3. Continuous Slotted Inserts: 4. Dovetail Anchor Slots: a. Description: Hot -dip zinc coated sheet steel of 0.0359 inch minimum thickness (20 gage) with bent tab anchors. Slot shall be filled with temporary filler or cover face opening to prevent intrusion of concrete or debris. b. Acceptable Products: 1) Gateway Building Products, Bee -Hive Dovetail Anchor Slot. 2) Hohmann & Barnard, Inc., 305 - Dovetail. 5. Concrete Reglets: a. Description: Hot -dip zinc coated sheet steel of 0.0217 inch thickness (26 gage) of profile to terminate flashing and membranes as applicable. Slot shall be filled with temporary filler or REDWINE CAST -IN -PLACE CONCRETE 03300 -14 18JAN08 • • cover face opening to prevent intrusion of concrete or debris. b. Acceptable Products: 1) Hohmann & Barnard, Inc., CR - Concrete Reglet. C. Evaporation Retarder: 1. Description: Polymer monomolecular film forming material applied to exposed surfaces of fresh, plastic concrete to retard evaporation of moisture. Retarder shall be compatible with concrete materials and not have an effect on cement hydration process. 2. Acceptable Products: a. Dayton Superior Corporation, Sure Film (J -74). b. The Euclid Chemical Company, Eucobar. c. Master Builders, Inc., Confilm. d. Sika Corporation, Sikafilm. D. Concrete Surface Retardant: 1. Description: Spray applied, water -thin, water soluble, non - flammable liquid that retards, but not prevent, setting of concrete surface mortar. Retardant shall have a non - staining color to assure uniform coating application. 40 1 ? 2. Acceptable Products: a. Sika Corporation, Rugasol -S. E. Bonding Adhesive - Epoxy: 1. Description: Two component, 100 percent solids, moisture insensitive, high modulus of elasticity, structural epoxy resin material for bonding freshly mixed concrete to hardened concrete, meeting requirements of ASTM C881, Type V, Grade and Class suitable for application as acceptable to Architect. 2. Acceptable Products: a. Dayton Superior Corporation: Sure - Inject (J -56), Resi -Bond (J -58) or Sure - Anchor Epoxy(J -50). b. The Euclid Chemical Company, Euco #452 LV Epoxy System or Euco #452 MV Epoxy System. c. Master Builders, Inc., Concresive Paste LPL. d. W. R. Meadows, Inc., Rezi -Weld LV, Resi -Weld 1000 State or Rezi -Weld Gel Paste State. e. Sika Corporation, Sikadur 35 Hi -Mod LV or Sikadur 31 Hi -Mod Gel. f. Tamms Industries Co., Duralbond. F. Polymer Patching Mortar: 1. Description: Polymer modified cementitious mortar meeting requirements of ASTM C1059, Type II, for concrete repair of hor¢ontal, vertical and overhead applications. 2. Acceptable Products: REDWINE CAST -IN -PLACE CONCRETE 03300 -15 18JAN08 a. The Euclid Chemical Company, Thin Top Supreme or Concrete Top Supreme for repairs in horizontal plane, except overhead, and Verticoat Supreme for repairs in vertical plane and overhead. b. Sika Corporation, SikaTop 121 PLUS or SikaTop 122 PLUS for repairs in horizontal plane, except overhead, and SikaTop 123 PLUS for repairs in vertical plane and overhead. G. Bonding Admixture: 1. Description: Non- reemulsifiable bonding admixture meeting requirements of ASTM C1059, Type II, to be integral adhesive for mortars and concrete to improve bond strength, durability and wear resistance. 2. Acceptable Products: a. The Euclid Chemical Company, SBR Latex. b. L&M Construction Chemicals, Inc., Everbond. H. Zinc Coating Repair Paint - Hot -Dip: 1. Description: Zinc -rich paint for repair of damaged areas of hot -dip zinc coated steel surfaces meeting requirements of ASTM A780, SSPC Paint 20 and USDOD P- 21035, with 94 percent minimum zinc dust by weight in dry film. 2. Acceptable Products: a. ZRC Products Company, Z.R.C. Cold Galvanizing Compound. I. Sealants: As specified in Section 07920 - Joint Sealants. 2.06 PROPORTIONING AND DESIGNING MIXES A. General: 1. Proportion concrete meeting requirements of ACI 301 and as specified in this Section. 2. Concrete for work shall be homogenous. Proportioning of ingredients shall produce concrete that will work readily into corners and angles of formwork, bond to reinforcement, and have minimum segregation and bleed water forming on surface. When hardened, concrete shall have required strength, resistance to deterioration, durability, resistance to abrasion, water- tightness, appearance, and other specified qualities. 3. Do not use different cements interchangeably. 4. Cement used in work shall correspond to cement used in mix design submittals. 5. Water /Cement Ratio: a. Normal Weight Concrete: Meet requirements of ACI 211.1, but 0.50 maximum, except as otherwise required by Contract Documents. If historical data and general practice in locality of usage substantiates using a higher water /cement ratio, Contractor shall submit written request with documentation to Architect and Quality Control Service for review, including mix performance history from concrete mix supplier. Also submit procedures which will minimize potential for cracking due to shrinkage resulting from higher water content. R1 REDWINE CAST -IN -PLACE CONCRETE 03300 -16 18JAN08 11 • b. Lightweight Concrete: Meet requirements of ACI 211.2, except as otherwise required by Contract Documents. 6. Fly Ash: a. Do not use fly ash in concrete to be exposed to view in the completed work. b. Substitution for portland cement shall not exceed 20 percent of weight of cementitious material, on at least a pound- for -pound basis. If historical data and general practice in locality of usage substantiates fly ash concrete using higher percentages, Contractor shall submit written request with documentation to Architect and Quality Control Service for review. c. Air content shall not exceed limits specked in this Section. 7. Chloride Ions: Maximum water soluble chloride ion concentrations in hardened concrete at age from 28 to 42 days, contributed from concrete components, including cementitious materials, aggregates, water, admixtures and other ingredients, shall not exceed following limits when evaluated meeting requirements of Soxhlet Method: a. Concrete In Contact with Ground: 0.15 percent by weight of cement. b. Concrete, Dry while in Service: 0.30 percent by weight of cement. c. Prestressed Concrete: 0.06 percent by weight of cement. d. Other Concrete Construction: 0.15 percent by weight of cement. B. Strength: 1. General: Concrete strength shall be as indicated on Drawings or elsewhere in Contract Documents. 2. Normal Weight Concrete: Base strength requirements on 28 day compressive strengths, unless high early strength cement is used, in which case required strengths shall be obtained at 7 days. C. Air Entrainment: 1. Normal Weight Concrete: a. Total air content of concrete used in flatwork, not exposed to potential destructive exposure, shall be 3 percent maximum of volume of concrete and uniform for work. b. Evaluate air content meeting requirements of ASTM C231 or ASTM C138. 2. Durability: Provide concrete that will be subject to potentially destructive exposure, other than wear or loading, such as freezing and thawing, severe weather, chemicals, or deicing salts, as follows: a. Normal Weight Concrete: 1) Containing entrained air meeting requirements of ACI 318. 2) Water /cement ratio of 0.45 maximum, except when a lower ratio is required by Contract Documents. D. Slump: 1. General: Slump tolerance of 1 inch above maximum limit indicated by Contract Documents is permitted for individual batches, provided average for all batches or most recentfve batches tested, whichever is fewer, does not exceed maximum limit. REDWINE CAST -IN -PLACE CONCRETE 03300 -17 18JAN08 2. Normal Weight Concrete: a. Evaluate slump meeting requirements of ASTM C143. b. Unless otherwise required, provide following slumps: 1) Footings, Walls, Columns: 4 inches maximum, 1 inch minimum. 2) Slabs -on- Ground: 5 inches maximum, 3 inches minimum. 3) Suspended Slabs and Beams: 5 inches maximum, 1 inch minimum. 4) Piers: 5 inches maximum, 3 inches minimum. 5) Concrete to be Placed Underwater: 9 inches maximum, 6 inches minimum. c. Slump of normal weight concrete enhanced with high -range water- reducing admixture: 1) Minimum slump shall be 7 inches and maximum slump shall be 10 inches. Slump range shall be confirmed by Quality Control Service during review of concrete mix designs. 2) Concrete with plant added high -range water- reducing admixture shall be sampled immediately upon arrival at project site. Batches delivered to site with slump in e) cess of 10 inches shall be rejected. Batches delivered to site with slump less than 7 inches shall be redosed with same admixture as used at plant, to increase slump to within acceptable range. Redosing shall be monitored by Quality Control Service. P] 3) Concrete with project site added high -range water- reducing admixture shall be sampled immediately upon arrival at project site for conformance to slump requirements specified in this Section. Adjust slump to maximum permissible in accordancewith slump requirements specified in this Section prior to dosage. Quality Control Service shall monitor addition of admixture. After dosage, check slump and consistency as specified. E. Maximum Size of Coarse Aggregate: 1. Nominal Maximum Size: a. Limit to not larger than 1/5 of narrowest dimension between sides of forms, 1/3of depth of slabs, nor 3/4 of minimum clear distance between reinforcement or between reinforcing bars and side forms, whichever is least. b. In columns, limit nominal maximum size of coarse aggregate as specified above, but not larger than 2/3 of minimum clear distance between reinforcing bars. c. In slabs -on- ground, provide coarse aggregate with minimum nominal size of 1 inch and maximum nominal size of 1 -1/2 inches. 2. Normal Weight Concrete: a. One size of coarse aggregate for concrete placed in one day when quantities to be placed are too small to permit economical use of more than one mix design. b. When single mix design is used, nominal maximum size of coarse aggregate shall be as required for most critical conditions of concreting, meeting requirements of preceding paragraph. F. Admixtures: REDWINE CAST -IN -PLACE CONCRETE 03300 -18 18JAN08 • • 1. General: Two or more admixtures maybe used in same concrete, provided admixtures are added separately during batching sequence. Admixtures used in combination shall retain full efficiency and have no deleterious effect on concrete or on properties of each other. 2. Prohibited Admixtures: Calcium chloride, thiocyanates, and admixtures containing chloride ions more than permitted by requirements of this Section. 3. Air- Entrained Admixtures and Proprietary Chemical Admixtures: Meet instructions and recommendations of manufacturer. 4. Accelerators: An accelerator may be used in proportions instructed and recommended by manufacturer when ambient air temperature during concrete placement is less than 40 F. G. Polypropylene Reinforcing Fibers: 1. Provide standard polypropylene reinforcing fibers for concrete, except as otherwise required. 2. Add reinforcing fibers to concrete meeting instructions and recommendations of manufacturer at rate of 1.5 pounds minimum per one cubic yard of concrete, except as otherwise indicated on Drawings. 3. When admixture is used, coordinate use of admixture with reinforcing fibers meeting instructions and recommendations of admixture and reinforcing fiber manufacturers. 4. Add reinforcing fibers to concrete mix prior to addition of high -range water reducing admixture. 5. Reinforcing fibers shall not be used as a substitute for reinforcing steel, except as otherwise 10) indicated on Drawings. 2.07 CONCRETE MIXING A. General: 1. Meet requirements of ACI 301. 2. Mix and transport ready mixed concrete meeting requirements of ASTM C94, except concrete slump shall meet requirements of this Section. Ready mix producer shall be certified for compliance to NRMCA Standards. B. Retempering: 1. Mix concrete only in quantities for immediate use. 2. Do not retemper concrete which has set, discard. C. Weather Conditions: 1. Cold Weather: a. Meet requirements of ACI 306R -88. b. If water or aggregate has been heated, combine water with aggregate in mixer before cement is added. REDWINE CAST -IN -PLACE CONCRETE 03300 -19 18JAN08 ON 0 c. Do not add cement to mixtures of water and aggregate when temperature of mixture is greater than 100 F. 2. Hot Weather: a. Meet requirements of ACI 305R -89. b. Cool ingredients before mixing. Well crushed ice may be substituted for all or part of mixing water meeting requirements of ACI 305R -89, Section 2.3.6, if due to high temperature difficulties described in ACI 305R -89, Section 2.3. 2.08 REINFORCEMENT FABRICATION A. General: Fabricate reinforcing bars to required shapes and dimensions meeting requirements of ACI 315 and CRSI - Manual of Standard Practice. Do not rebend or straighten reinforcement in a manner that will injure or weaken materials. B. Unacceptable Materials: Reinforcement with any of following defects will not be permitted in the work: 1. Bar lengths, depths and bends exceeding ACI fabrication tolerances. 2. Bend or kinks not indicated on Drawings or final shop drawings. 3. Bars with reduced cross - section due to excessive rusting or other cause. 4. Do not re -bend bars erroneously fabricated. C. Epoxy Coated Reinforcement: Fabrication techniques for epoxy coated reinforcement shall meet requirements of ASTM D3963 and recommendations of CRSI. J PART 3 - EXECUTION 3.01 EXAMINATION A. General: Examine areas and conditions under which cast -in -place concrete is to be installed for compliance with requirements of Contract Documents and to determine if conditions affecting performance of cast -in -place concrete are satisfactory. Do not proceed with installation until unsatisfactory conditions have been resolved. Commencement of installation shall constitute acceptance of conditions. B. Flatwork Base Course: 1. Material: Base course material under concrete slabs -on- ground, including any leveling material, shall not be sand. 2. Surface Tolerance: Verify elevation tolerance of compacted base course surface is within plus 0 inch and minus 1 inch of required bottom of slab -on- ground elevation when tested with a 10 foot straightedge, in any direction. Utility piping, including plumbing, sewer, electrical and like items, shall be below top of base course. 3. Base Course Modulus of Reactions: Verify with Quality Control Service, modulus of reaction of base course for slabs -on- ground, within 14 days of placement of concrete, is equal to or more than REDWINE CAST -IN -PLACE CONCRETE 03300 -20 18JAN08 • modulus that was assumed in slab -on- ground thickness design. C. Floor Insulation: For concrete to be installed over insulation, tolerance of insulation shall be plus or minus 1/4 inch from underside of concrete slab elevation. 3.02 INSTALLATION - GENERAL A. General: Install work meeting requirements of Contract Documents, as indicated by final reviewed submittals for work and meeting instructions and recommendations of product manufacturers. Consult with manufacturers for conditions not covered by printed instructions. 3.03 FORMWORK A. General: 1. Design: Contractor is responsible for design and engineering of formwork, and formwork construction. 2. Configuration: Use forms wherever necessary to confine and shape concrete to required dimensions. Provide forms with sufficient strength to withstand pressure resulting from placement and vibration of concrete, and sufficient rigidity to maintain specified tolerances. 3. Unformed Foundation Elements: Do not provide unformed foundation elements (excavated earth forms) for vertical foundation elements, except as otherwise indicated by Contract Documents or acceptable to Architect. When use of earth forms is acceptable, meet applicable ACI requirements. B. Design: 1 1. Design formwork for loads and lateral pressures outlined in ACI 347 -88, Section 2.2, and wind and seismic loads meeting requirements of codes and regulations of public authorities bearing on performance of the Work. 2. Meet design considerations and allowable stresses of ACI 347 -88, Section 2.3, and requirements of codes and regulations of public authorities bearing on performance of the Work. C. Fabrication and Installation: 1. General: Construct forms with neat, tight fitting joints to prevent leakage of mortar from concrete during concrete placement and to form true, clean, smooth surfaces, free from honeycomb and exposed aggregate areas. 2. Facings: a. Arrange facing material orderly and symmetrically, with number of seams kept to practical minimum. b. Support facing material by backing capable of preventing excessive deflection. c. Do not use material with raised grain, torn surfaces, worn edges, patches, dents, or other defects which will impair texture of concrete surface. 3. Chamfers: Unless otherwise required, provide chamfers at exterior corners. Chamfers shall have face surface based on 3/4" x 3/4" size. Insofar as possible, provide single piece chamfer for each application. REDWINE CAST -IN -PLACE CONCRETE 03300 -21 18JAN08 4. Camber: In addition to providing camber in structural members when indicated on Drawings, camber formwork to compensate for anticipated deflections in formwork prior to hardening of concrete. 5. Adjustment: Provide positive means of adjustment of shores and adjust for settlement during concrete placing operation. Brace forms securely against lateral deflections. 6. Movement: Anchor formwork to shores or other supporting surfaces or members to prevent upward or lateral movement of any part of formwork system during concrete placement. 7. Joints: At construction joints, do not overlap hardened concrete in previous placement with contact surface of form sheathing for flush surfaces exposed to view by more than 1 inch. Hold forms against hardened concrete to prevent offsets or loss of mortar at construction joint and to maintain a true surface. 8. Slab Edge Forms: For slabs, secure edge forms in such a manner as to not move underweight of construction loads, construction and finishing equipment, or workers. 9. Temporary Openings: Provide temporary openings at base of column forms, wall forms, and other points where necessary to facilitate cleaning and observation immediately before placing concrete. 10. Runways: Do not support runways for moving equipment over areas where concrete is to be placed on reinforcement. D. Carton Forms: In addition to other formwork requirements, provide carton formwork with top sheet of same material as carton forms securely stapled to carton forms in manner to alleviate differential movement between individual carton form units and to prevent leakage of concrete matrix through forms and prevent carton forms from forming desired void. E. Tolerances: 1. Provide formwork to provide concrete surfaces meeting tolerances of ACI 347R -88, Section 3.3. 2. Establish and maintain, in an undisturbed condition and until final completion of project, sufficient control points and bench marks to be used for reference purposes to check tolerances. F. Preparation of Form Surfaces: 1. Cleaning: Clean form surfaces before each use. 2. Swelling: Swell board forms having joints opened by shrinkage of wood until forms are closed, by wetting, before concrete is placed. 3. Surface Sealing: Seal plywood and other wood surfaces not subject to shrinkage against absorption of moisture from concrete by either field applied commercial form sealer, or factory applied nonabsorptive liner. 4. Form Release Agent: a. Coat surfaces of forms with form release agent before reinforcement is placed and avoid contact with construction joints. Apply meeting instructions of manufacturer. b. Do not allow excess form release agent to stand in puddles on form surfaces or to come in REDWINE CAST -IN -PLACE CONCRETE 03300 -22 18JAN08 0 contact with concrete against which fresh concrete will be placed. c. Where as -cast finishes are required, do not apply form coating materials to forms which will stain concrete. d. Where finished surface is required to be painted, material applied to form surfaces shall be compatible with type paint to be used. G. Removal of Formwork and Reshoring Sequence: As indicated elsewhere in Contract Documents and as acceptable to Architect. 3.04 PLACING REINFORCEMENT A. General: Meet requirements of ACI 301, ACI 315 and CRSI - Manual of Standard Practice. B. Placing: 1. Except as otherwise specified in this Paragraph, meet requirements of CRSI -Placing Reinforcing Bars. 2. Reinforcement and bar supports, at time concrete is placed, shall be free of mud, oil or other materials that may adversely affect or reduce bond. Reinforcement with rust, mill scale or a combination of both will be accepted as being satisfactory without cleaning or brushing provided dimensions, including heights of deformations, and weight of hand -wire- brushed test specimen, shall not be less than required by applicable ASTM standards. 1 3. Support and be reinforcing bars together to prevent displacement by construction loads. 4. Do not lift reinforcement into place during concreting operation. 5. Use appropriate type of reinforcement support for application of support as specified in Part 2, of this Section. 6. Do not use reinforcement supports made of concrete, masonry or other similar material on formed surfaces, except as otherwise acceptable to Architect. 7. Pieces of reinforcement, when used as bar support, shall have minimum concrete cover equal to concrete cover required for reinforcement being supported. 8. Make splices only as indicated on Drawings. 9. Do not bend reinforcement after being partially embedded in hardened concrete except for field - bent dowels. 10. Furnish templates for placement of column or pilaster dowels. C. Welding: 1. Welding of reinforcing steel shall meet requirements of AWS D1.4. 2. Do not weld reinforcing steel, except where specifically indicated on Drawings. 3. Do not weld reinforcing steel at bends. REDWINE CAST -IN -PLACE CONCRETE 03300 -23 18JAN08 D. Epoxy Coated Reinforcement: 1. Installation techniques for epoxy coated reinforcing steel shall meet requirements of ASTM D3963 and recommendations of CRSI. 2. Coating damage due to handling, shipping and placing need not be repaired when damaged area is 0.1 square inch maximum. Damaged areas larger than 0.1 square inch shall be repaired. Maximum amount of damage, including repaired and unrepaired areas shall not exceed 2 percent of surface area. 3. When required, repair damaged epoxy coating with patching material meeting requirements of ASTM A775. Repair with patching material meeting instructions and recommendations of manufacturer. 4. Do not field bend epoxy coated reinforcement. 5. Epoxy coated reinforcement shall be fastened with specified ties. 6. Epoxy coated reinforcement shall be supported from formwork on bar supports. In walls having epoxy coated reinforcement, spreader bars, when used, shall be epoxy coated. Proprietary combination bar clips and spreaders used in wall with epoxy coated reinforcement shall be made of corrosion resistant material. 7. Epoxy coated reinforcement cut at project site shall have ends of reinforcement coated with same material used for repair of coating damage. 8. Fading color of coating shall not be cause for rejection. 9. When required, mechanical connections shall be installed meeting instructions and recommendations of splice device manufacturer. After installing mechanical connections on epoxy Vj coated reinforcement, repair coating damage. Parts of mechanical connections used on coated bars, including steel splice sleeves, bolts and nuts shall be coated with same material used for repair of coating damages. E. Unformed Foundation Elements: When unformed foundation elements (excavated earth forms) are used, provide applicable ACI required concrete coverage to reinforcing steel. F. Carton Forms: Carefully place reinforcement at elevations indicated on Drawings on dry carton forms with top sheet securely stapled in place. If carton forms are rained on after reinforcement is placed, remove reinforcement and either replace carton forms or dry carton forms instructions and recommendations of manufacturer. G. Embedded Items: 1. General: Provide reinforcement for anchorage of embedded items for work attached to or supported by cast -in -place concrete when rated load capacity of embedded items exceeds pull -out tension or when required for proper anchorage. 2. Hairpin Reinforcing: a. Reinforce embedded items with hairpin reinforcing bars of Number 3 size minimum and so pull- out strength of embedment exceeds 500 percent of calculated total load. b. Configuration of hairpins shall include hook ends which project outward at 90 degrees from bar. REDWINE CAST -IN -PLACE CONCRETE 03300 -24 18JAN08 0 • c. Place hairpin reinforcing through eye or other like feature of embedment so hook ends are restrained by reinforcing steel. 3.05 JOINTS AND EMBEDDED ITEMS A. Construction Joints: 1. Make and locate to least impair strength of structure. Construction joints for slabs -on- ground should occur at column (grid) lines only, except as otherwise indicated on Drawings. 2. Locate horizontal joints in concrete only where joints normally occur or where indicated on Drawings. Locate vertical joints in middle third of spans of slabs, beams, or girders, unless a beam intersects a girder at middle location, in which case offset joints in girders twice width of beam. 3. Make joints in walls and columns at underside of floor slabs, beams or girders and at top of footings or floor slabs. 4. Place concrete for beams, girders, brackets, column capitals, haunches and drop panels at same time as slabs, unless indicated otherwise on Drawings. 5. Make joints perpendicular to main reinforcement. 6. For slabs -on- ground, discontinue reinforcing steel and welded wire fabric at construction joints. 7. For suspended slabs, continue reinforcing steel and weld wire fabric through joints. 40. 8. Thoroughly clean surface of concrete at joints and remove laitance. 9. Except as otherwise required, keyways in slabs -on- ground are not permitted. 10. Bonding: Provide bonded joints at existing concrete surfaces that will be joined with fresh concrete meeting requirements of ACI 301 -96 and following: a. Horizontal Construction Joints: Use epoxy bonding adhesive for hardened concrete of horizontal construction joints in exposed work; horizontal construction joints in beams, girders, joists and slabs, and horizontal construction joints in work designed to contain liquids. Apply epoxy bonding adhesive meeting instructions and recommendations of manufacturer. b. Other Joints: Achieve bonded joints for hardened concrete of construction joints and of joints between footings and walls or columns, between walls or columns and beams or floors they support, joints in unexposed walls and other joints not specified in Paragraph - Horizontal Construction Joints, by the following: 1) Epoxy Adhesive: Apply epoxy bonding adhesive to hardened concrete of construction joints meeting instructions and recommendations of manufacturer. c. Other Joints: Use epoxy bonding adhesive for hardened concrete of construction joints and of joints between footings and walls or columns, between walls or columns and beams or floors they support, joints in unexposed walls and other joints not specified in Paragraph - Horizontal Construction Joints. Apply epoxy bonding adhesive meeting instructions and recommendations of manufacturer. B. Expansion Joints: REDWINE 18JAN08 CAST -IN -PLACE CONCRETE 03300 -25 C 1. Do not extend reinforcement or other embedded metal items bonded to concrete, except dowels in floors bonded on only one side of joints, continuously through any expansion joint. 2. Position expansion joint materials accurately and secure against displacement. C. Waterstops: 1. Locate waterstops in joints as indicated on Drawings and as required to maintain watertightness of concrete wall at pour stops, cold joints and like conditions. 2. Provide each unit of waterstop of maximum practicable length in order to provide minimum quantity of end joints. 3. Install joints at intersections and at ends of units in manner most appropriate to material being used. Develop joints with effective watertightness equal to that of continuous waterstop material, with permanent strength not less than 50 percent of mechanical strength of parent section and with ability to permanently retain flexibility. 4. Position waterstops accurately and secure against displacement. D. Embedded Items: 1. General: a. Give ample notice and opportunity to introduce, furnish or install embedded items and work related to concrete or for support before concrete is placed. b. Position embedded items accurately and support against displacement. c. Position embedded items to avoid conflicts with reinforcement. Provide 1/2 inch clear cover between reinforcement and inserts, anchors and embedded items, and between sleeves and reinforcement. Notify Architect of conflicts between embedded items and reinforcement prior to correction. d. No embedded items made of aluminum shall be permitted, unless completely coated or covered to prevent aluminum concrete reaction or electrolytic action between aluminum and steel. 2. Sleeves, Inserts and Anchors: a. Place sleeves, inserts, anchors and embedded items required for adjoining work or for support prior to concreting as applicable. Meet requirements of Contract Documents and instructions of applicable manufacturers for work which sleeves, inserts, anchors and embedded items are required. b. Provide anchorage for embedded items as indicated by Contract Documents. c. Horizontal sleeves through walls and vertical sleeves less than 12 inches in diameter through slabs and not indicated on Drawings, may be placed as required, except in flat plate or flat slab framing systems, provided no conflict with scheduled or detailed reinforcement occurs. d. Fill voids in sleeves, inserts and anchor slots temporarily with removable material to prevent entry of concrete into void space. REDWINE CAST -IN -PLACE CONCRETE 03300 -26 18JAN08 CJ • 3. Conduit - Slabs -On- Ground: Do not embed conduit in concrete for slabs -on- ground. Conduit shall be placed under slab. 4. Conduit - Suspended Slabs: Conduit to be embedded in suspended concrete slabs shall be placed in concrete within following limitations: a. Conduit shall not be larger in outside dimensions than one -third overall thickness of slab in which they are embedded or one inch, whichever is smaller. b. Place conduit in slabs between top and bottom reinforcement. Place conduit in maximum groupings of three and spaced 3 inches minimum clear between adjacent groupings of conduit or reinforcement. Do not place in two layers. c. In slabs with only one mat of reinforcement, provide following concrete cover to conduit, including fittings: 1) Concrete exposed to earth or weather, 1 -1/2 inches. 2) Concrete not exposed to weather or in contact with ground, 3/4 inch. d. Notify Architect in writing of any conduit to be embedded which cannot meet limitations specified in this Section. 3.06 CONCRETE PLACEMENT A. Preparation: 1. Remove hardened concrete and foreign materials from inner surface of conveying equipment. 2. Verify that formwork has been completed. 3. Verify that ice and excess water and other foreign material has been removed; reinforcement has been secured in place and cleaned of foreign matter, such as form oil and tags removed; expansion joint material, anchors, and other embedded items have been positioned; and preparation and reinforcement has been inspected by Quality Control Service and is acceptable to Architect. 4. Do not place concrete on frozen ground. 5. Preparation of base course for slabs -on- ground: a. Base course shall be well drained and of adequate and uniform loadbearing capacity. Minimum in -place density of base course material shall be as required by Contract Documents. Bottom of an undrained granular base course shall not be lower than adjacent finished grade. b. Base course shall be moist at time of placing concrete to eliminate suction and seal porous material. If necessary, dampen base course material with water in advance of placing concrete in manner acceptable to Architect. There shall be no standing water on base course surface nor any muddy or soft spots when concrete is placed. B. Conveying: 1. General: a. Meet requirements of ACI 301 and ACI 304. REDWINE CAST -IN -PLACE CONCRETE 03300 -27 18JAN08 KILI b. Handle concrete from point of delivery and transfer or mixer to location of final deposit as rapidly as practicable by methods which will prevent separation or loss of ingredients and to assure required quality of concrete is obtained. c. Conveying equipment shall be of size, design and type to ensure continuous flow of concrete at delivery. 2. Pumping: Provide pumping or pneumatic conveying equipment of suitable kind with adequate capacity. Control pneumatic placement so that segregation is not apparent in discharge of concrete. Maximum loss of slump in pumping or pneumatic conveying equipm ent shall be 2 inches. Do not convey concrete through pipe or equipment made of aluminum or aluminum alloy. C. Depositing: 1. Meet requirements of ACI 304. 2. Avoid methods for depositing concrete causing segregation and splashing of concrete against forms and reinforcement. Use chutes, tremies or other equipment necessary to prevent concrete segregation. 3. Do not start placing of concrete in supported elements until concrete previously placed in columns and walls is no longer plastic. 4. Deposit concrete continuously or in layers of thickness so that no concrete will be deposited on concrete which has hardened sufficiently to cause formation of seams or planes of weakness within section. 5. If section cannot be placed continuously, locate construction joints as indicated on Drawings. 6. Perform placing at rate that concrete which is being integrated with fresh concrete is still plastic. 7. Do not deposit concrete which has partially hardened or has been contaminated by foreign materials. 8. Remove temporary spreaders in forms when concrete placing has reached elevation rendering service unnecessary. 9. Meet instructions of high -range admixture manufacturer for depositing of concrete, maximum height of free fall, and like conditions. D. Segregation: 1. Deposit concrete as nearly as practicable in final position to avoid segregation due to rehandling or flowing. 2. Do not subject concrete to any procedure which will cause segregation. E. Consolidation: 1. Meet requirements of ACI 309. 2. Consolidate concrete by vibration, spading, rodding or forking so that concrete is thoroughly worked around reinforcement, around embedded items and into corner of forms, eliminating air or stone REDWINE CAST -IN -PLACE CONCRETE 03300 -28 18JAN08 0 , pockets which may cause honeycombing, pitting or planes of weakness. 3. Vibrators and vibrating operations shall meet requirements of ACI 301. 4. Do not use vibrators to transport concrete within forms. 5. Where surface mortar is to be basis of finish, work coarse aggregate back from forms with suitable tool to bring full surface of mortar against form, without formation of excessive surface voids. 6. Meet instructions of admixture manufacturer when consolidating or vibrating concrete enhanced with high -range water- reducing admixture. F. Temperature: 1. Cold Weather: a. Meet requirements of ACI 306R. b. If water or aggregate is heated above 100 F, water shall be combined with aggregate in mixer before cement is added. Cement shall not be mixed with water or with mixtures of water and aggregate having a temperature greater than 100 F. 2. Hot Weather: a. Meet requirements of ACI 305R. b. Concrete deposited in hot weather shall have placing temperature which will not cause difficulty from loss of slump, flash set or cold joints. Cool ingredients before mixing or substitute flake ice or well - crushed ice of size that will melt completely during mixing for all or part of mixing water in hot weather. G. Concreting Underwater: Deposit concrete underwater by use of tremie or other acceptable method in a way that fresh concrete enters mass of previously placed concrete from within, causing water to be displaced with minimum disturbance at surface of concrete. H. Concrete Placement on Steel Decks: 1. Exercise care during concrete placement on steel decks to prevent concentrated loads or high pile- ups of concrete and to avoid impacts caused by dumping or dropping of concrete on steel decks. 2. Do not use buggies on unprotected areas of deck. If buggies are used to place concrete, furnish and install planked runways to protect deck from damage. 3. Place concrete to uniform thickness as indicated on Drawings. 3.07 FINISHING FORMED SURFACES A. General: Meet requirements of ACI 301 -96, Section 5. After removal of forms and repair of surface defects, give surfaces of concrete smooth form finish specified. B. Smooth Form Finish: Patch tie -holes and defects. Remove fins completely. C. Related Unformed Surfaces: A REDWINE CAST -IN -PLACE CONCRETE 03300 -29 18JAN08 1. Strike smooth tops of walls or buttresses, horizontal offsets, and similar unformed surfaces occurring adjacent to formed surfaces after concrete is placed and float to texture reasonably consistent with formed surfaces. 2. Continue final treatment on formed surfaces uniformly across unformed surfaces. 3.08 FLATWORK A. Joints: 1. Locate joints in slabs -on- ground as required. 2. Install control joint form meeting instructions of manufacturer. 3. For joints to be subsequently sealed with sealant, provide joints of configuration meeting requirements of Section 07920 - Joint Sealants, for appropriate type sealant. B. Edge Forms and Screeds: 1. Set edge forms and intermediate screed strips accurately to produce required elevations and contours in finished surfaces and shall be strong to support screeds. 2. Align concrete surface to contours of screed strips by use of strike -off templates or appropriate compacting type screeds. 3. When formwork is cambered, set screeds to same camber to maintain proper concrete thicknesses. C. Consolidation: 1. Thoroughly consolidate concrete in slabs. 2. Use internal vibration: a. Along bulkheads of slabs -on- ground. b. In beams and girders of suspended slabs. 3. Obtain consolidation of flatwork with vibrating bridge screeds, roller pipe screeds or other appropriate means. 4. Consolidate concrete prior to strikeoff and do not manipulate surfaces prior to finishing operations. D. Jointing: 1. Time cutting of saw -cut joints properly with set of concrete. 2. Start cutting as soon as concrete has hardened sufficiently to prevent aggregates from being dislodged by saw. 3. Complete before shrinkage stresses have developed sufficiently to induce cracking. E. Control Joints: Saw cut control joints as soon as practicable in a timely fashion to eliminate concrete cracking using soft -cut concrete saw as manufactured by Chium inaha Concrete Concepts or equivalent as acceptable to Architect, except as otherwise required. Control joint width shall be as required for joint sealant, but 1/8 inch minimum, and depth shall be between one - quarter to one -third thickness of slab, P] REDWINE CAST -IN -PLACE CONCRETE 03300 -30 18JAN08 • • except as otherwise indicated on Drawings. Edges of sawn joints shall be straight, uniform, and free of chips, removed aggregate and other like defects. F. Edging: Tool edges of joints, except at sawn joints, and edges adjoining metal embedments. Provide required configuration and size, providing 1/8 inch maximum radius. 3.09 FLATWORK FINISHES A. General: Use finishing procedures for flatwork finishing reviewed by Quality Control Service and acceptable to Architect. B. Selection of Finishes: Provide finishes for concrete flatwork surfaces as follows: 1. Scratch Finish: Surfaces to receive concrete topping to be bonded to base concrete, except as otherwise required. 2. Float Finish: Surfaces to receive trowel finish; surfaces to receive waterproofing, roofing or finish flooring systems with thick -set mortar beds, and surfaces to receive concrete topping over slip sheet. 3. Trowel Finish: Surfaces exposed to view in the completed work, and surfaces to receive floor coverings, finish materials or coatings, except as otherwise required. 4. Burnished Finish: Surfaces exposed to view in the completed work requiring burnished finish. 5. Fine Broom Finish: Surfaces where tile is to be installed with thin -set mortar systems. 6. Broom Finish: Surfaces of walkways, stair treads and landings, ramps and elsewhere where required. C. Scratch Finish: 1. Perform initial strikeoff. 2. After leveling, roughen surface before final set with stiff brushes, brooms, rakes or other mechanical means, in one direction, as acceptable to concrete topping manufacturer, with no fractured coarse aggregate. D. Float Finish: As a minimum, provide float finish as follows: 1. Perform initial strikeoff using wet screed and grade markers. 2. Close and straighten using highway straightedge (8 to 12 feet in length) and fill in low spots. 3. After concrete has been placed, struck -off, consolidated, and leveled, do not work concrete further until ready for floating. 4. Begin floating when water sheen has disappeared and when mix has stiffened sufficiently to permit proper float operation. 5. Consolidate surface with power- driven floats of impact type, except in thin sections such as pan slabs. Use of combination float and finish blade on power -driven floats is not permitted. Use hand floating with wood or cork -faced floats in locations inaccessible to power- driven machine. 6. Recheck trueness of surface at this stage with 10 foot straightedge applied at not less than two REDWINE CAST -IN -PLACE CONCRETE 03300 -31 18JAN08 LM different angles. OX 7. Cut down high spots and fill low spots to produce planes checking true under straightedge in any direction. 8. Refloat slab immediately to uniform smooth, granular texture. 9. Adjust flatwork finishing procedures as required to achieve specified flatwork tolerances. E. Trowel Finish: 1. Give surface float finish as specified, then finish with first troweling, and finally with final trowelings. 2. Adjust finish using highway straightedge (8 to 12 feet in length) to provide required tolerance. 3. As concrete surface further stiffens, as indicated by loss of surface moisture (sheen), perform first troweling after floating to produce uniformly smooth surface which is relatively free of defects but which may still contain some trowel marks. Perform additional trowelings after surface has hardened sufficiently. Final troweling shall be completed when ringing sound is produced as trowel is moved over surface. Use hand troweling in locations inaccessible to power driven trowel machines. 4. Thoroughly consolidate surface by troweling operations. 5. Finished surface shall be free of defects, pinholes, voids, concrete scum and laitance, tool marks and scratches, and dense and uniform in texture and appearance on surfaces intended to be exposed in the completed work or to support floor coverings. 6. Remove defects from concrete to be exposed in the completed work or of magnitude that may show or telegraph through floor covering, by grinding, as applicable. Avoid scratching concrete surfaces to be exposed in the completed work. F. Burnished Finish: 1. Give surface trowel finish as specified. 2. Continue troweling under pressure to provide a compact, hard, dense, smooth, burned and brilliant lustrous finish to concrete surface, free of tool marks, pinholes, rough spots and other surface defects and blemishes, and uniform in texture and appearance. Provide 3 troweling operations minimum. G. Fine Broom Finish: 1. Give surface trowel finish as specified. 2. Apply fine transversed scored texture by drawing fine texture fiber bristle broom as acceptable to Architect, across surface perpendicular to traffic pattern. 3. Texture surface immediately after troweling. 4. Finished surface shall be free of defects, pinholes, voids, concrete scum and laitance, tool marks, and uniform in texture and appearance. REDWINE CAST -IN -PLACE CONCRETE 03300 -32 18JAN08 • • L H. Broom Finish: 1. Give surface floated finish as specified. 2. Apply coarse transverse scored texture by drawing medium texture fiber bristle broom as acceptable to Architect, across surface perpendicular to traffic pattern. 3. Texture surface immediately after floating. 4. Finished surface shall be free of concrete scum and laitance, tool marks, and holes and voids, and uniform in texture and appearance. 3.10 FLATWORK TOLERANCES A. Elevation Tolerances: 1. General: Overall concrete top surface elevation tolerance shall be within limiting deviation from design surface elevation. 2. Slabs -On- Ground Elevation: Measured surface elevations shall be within 1/4 inch of design surface elevation. 3. Suspended Slabs Elevation: Measured surface elevations, before removal of forms and form supports, shall be within 1/4 inch of design surface elevation. C7 B. Flatwork Surface Profile Tolerances - Random Traffic Patterns: 1. General: When traffic patterns across flatwork will be random, not confined to specific paths, flatwork surfaces shall be within limiting flatness, levelness and overall conformance to surface design elevation when evaluated meeting requirements of ASTM E1155. 2. Flatness (Flatness F- Number): a. General: Flatwork flatness shall be controlled by Flatness F- Number (F limiting profile of flatwork surface over a distance of 2 feet. b. Slabs -On- Ground: 1) General - Flat: Overall Value: 35. Minimum Local Value: 18. 2) Commercial Areas and Sub - Surfaces -Flat: Office areas, and surfaces to receive concrete topping, waterproofing or finish flooring systems with thick -set mortar beds, except areas to have demountable partition systems. Overall Value: 30. Minimum Local Value: 18. I A REDWINE 18JAN08 CAST -IN -PLACE CONCRETE 03300 -33 c. Suspended Slabs - Shored and Not Shored: 1) General - Flat: Overall Value: 35. Minimum Local Value: 18. 2) Commercial Areas and Sub-Surfaces- Flat: Office areas, and surfaces to receive concrete topping, waterproofing, roofing or finish flatwork systems with thick -set mortar beds, except areas to have demountable partition systems. Overall Value: 30. Minimum Local Value: 18. 3. Levelness (Levelness F- Number): a. General: Flatwork levelness shall be controlled by Levelness F- Number (F limiting inclination of slab surface over a distance of 10 feet. b. Slabs -On- Ground: 1) General - Flat: Overall Value: 25. Minimum Local Value: 13. P] 2) Commercial Areas and Sub - Surfaces -Flat: Office areas, and surfaces to receive concrete topping, waterproofing or finish flatwork systems with thick -set mortar beds, except areas to have demountable partition systems. Overall Value: 25. Minimum Local Value: 13. c. Suspended Slabs - Shored: Non - cambered flatwork prior to removing supporting formwork: 1) General - Flat: Overall Value: 25. Minimum Local Value: 13. 2) Commercial Areas and Sub - Surfaces -Flat: Office areas, and surfaces to receive concrete topping, waterproofing, roofing or finish flatwork systems with thick -set mortar beds, except areas to have demountable partition systems. Overall Value: 25. Minimum Local Value: 13. d. Suspended Slabs - Not Shored: Flatwork with no supporting formwork, such as metal decking without shoring: 1) Levelness tolerance not required. REDWINE CAST -IN -PLACE CONCRETE 03300 -34 18JAN08 • 0 4. Construction Joint Elevation Difference: The 24 inch curvature, value q as defined in ASTM E1155, Is shall not exceed 0.150 inch at any construction joint exposed to wheeled traffic. 3.11 CURING AND PROTECTION A. General: 1. Meet recommendations of ACI 308, except as otherwise specked in this Section. 2. Protect freshly deposited concrete from premature drying, hot or cold temperatures, precipitation and mechanical injury. 3. Maintain without drying at relatively constant temperature for period of time necessary for hydration of cement and proper hardening of concrete. 4. Concrete shall not be wetted and dried and wetted. B. Evaporation Retarder: 1. Protect concrete exposed or subject to rapid moisture evaporation from ambient dry conditions including, but not limited to, hot weather, drying winds, sunlight and heated interior during cold weather, immediately following screeding operation and between finishing operations as applicable. Do not apply to concrete surfaces after final finishing when curing operation starts. Do not use as a curing compound. 2. Apply evaporation retarder, in diluted solution form, uniformly over entire surface of concrete in a two coat continuous operation by spray equipment. Meet instructions of manufacturer. Protect hardened concrete and other surfaces from retarder. C. Curing: 1. Formed Surfaces: For concrete placed against forms, prevent moisture loss as follows as minimum: a. Maintain steel forms heated by sun during curing period wet. b. Maintain wood forms in contact with concrete during curing period wet. c. If forms are to be removed during curing period, immediately provide curing materials or methods meeting applicable requirements of this Paragraph as acceptable to Architect. 2. Unformed Surfaces - General: For concrete not in contact with forms, prevent moisture loss using one of following procedures, except as otherwise required: a. Water Curing: Water shall meet requirements of this Section. 1) Ponding or continuous sprinkling. 2) Moisture Retaining Cover, or Absorptive Mat or Fabric: a) Cover concrete surfaces with cover thoroughly saturated with water. Place cover to provide coverage of concrete surfaces and edges, with 24 inch overlap of adjacent cover units and extension beyond edges of concrete. Initially saturate cover with water before placement, not after cover is placed over concrete surfaces. Maintain cover REDWINE CAST -IN -PLACE CONCRETE 03300 -35 18JAN08 continuously wet with water, in correct placement over concrete and prevent cover from being turned down, exposing concrete, during entire curing period. b) Minimize interruption of curing process, including sawing of control joints and performing floor tolerance measurements. Remove cover only as required for interruption, and then replace cover. Do not remove cover from entire area of concrete. b. Curing Compounds: Curing compounds shall meet requirements of this Section. 1) If Contract Documents do not indicate a specific type curing compound and do not require water curing or concrete sealer densifier, then apply Liquid Membrane Curing and Sealing Compound CS -2. 2) Apply meeting instructions of manufacturer immediately after any water sheen which may have developed after finishing has disappeared. 3) Do not use on surfaces against which additional concrete or other cementitious finishing materials are to be bonded, over surfaces to receive liquid concrete sealer densifier, waterproofing, floor coverings, finish materials or coatings, or on surfaces on which curing compound is prohibited by Contract Documents. 3. Unformed Surfaces - Special: For concrete not in contact with forms and indicated by Contract Documents to receive a concrete sealer denser, prevent moisture loss using concrete sealer densifier specified meeting requirements of Section 09980 - Sealers, Densifiers and Coatings. 4. Starting: Begin curing within 30 minutes maximum after final finishing operation, except as otherwise required. 5. Duration: a. Curing shall continue until cumulative number of consecutive days, during which temperature of air in contact with concrete is above 50 F, has totaled 7 days. b. If high early strength concrete has been used, final curing shall continue for total of 3 days. c. Avoid rapid drying at end of curing period. Rapid drying at end of curing period shall not interfere with subsequent finishes or floor coverings. D. Temperature: 1. Cold Weather: a. Meet requirements of ACI 306R -88. b. When mean daily temperature of atmosphere is less than 40 F, maintain temperature of concrete as placed for length of time indicated in ACI 306R -88, Table 5.1 and Table 5.3. c. When necessary, make arrangements in advance of placement to maintain required temperature and moisture conditions without injury to concrete. 2. Hot Weather: a. Meet requirements of ACI 305R -89. REDWINE CAST -IN -PLACE CONCRETE 03300 -36 18JAN08 • 0 0 b. When necessary, make arrangements in advance of placement, and take protective measures as quickly as concrete hardening and finishing operations will permit. 3. Temperature Changes: Maintain concrete at uniform temperature above 50 F during curing period. Changes in temperature of concrete shall be as uniform as possible and shall not exceed 5 F in any 1 hour or 50 F in any 24 hour period. E. Protection: 1. During curing period, protect freshly placed concrete from: a. Rain, flowing water, hail, sleet and other like weather. b. Mechanical disturbances, such as load stress, heavy shock or excessive vibration. c. Damage by construction equipment, materials and subsequent construction operations. 2. Do not load self - supporting structures as to overstress concrete. 3. Except as otherwise acceptable to Architect, for flatwork: a. No traffic shall be permitted for 3 days minimum. b. Only light foot traffic shall be permitted after 3 days, up to 7 days minimum. c. No heavy traffic shall be permitted until after 10 days minimum. 3.12 INDOOR CURBS 0 A. General: Provide indoor concrete curbs as indicated by Contract Documents, complete with anchorage and reinforcement. B. Anchorage: Where curb is located directly on concrete floor, provide anchorage of concrete curb to structural concrete floor. Provide 1/2 inch diameter anchor dowel rods inserted into concrete floor spaced at 18 inch centers centered on width of curb. C. Reinforcement: Reinforce curb with Number 4 reinforcing bar placed at center of curb, minimum, except as otherwise indicated on Drawings. D. Concrete: Normal weight concrete of 3,000 psi minimum compressive strength at 28 day age. E. Finishes: 1. Formed Surfaces: Surfaces shall be smooth and free of marks and voids. Provide uniform exterior and interior corners rounded to 1/8 inch radius, except as otherwise required. 2. Top Surfaces: Level surfaces, unless otherwise required, with trowel finish where concrete will be exposed in completed work and with float finish where concrete will be concealed or in contactwith other construction. 3.13 EQUIPMENT PADS A. General: Provide concrete equipment pads or housekeeping pads for floor mounted equipment as indicated by Contract Documents, complete with reinforcement and necessary anchors, bolts and like items. REDWINE CAST -IN -PLACE CONCRETE 03300 -37 18JAN08 B. Location: Location of equipment pads shall be as indicated on equipment shop drawings and shall be responsibility of equipment installer. C. Configuration: 1. Equipment pads shall be 4 inches high and extend 4 inches beyond base or sole plate profile of equipment, except as otherwise required by Contract Documents. Exterior edges and comers shall be uniformly chamfered 3/4 inches. 2. Profile and dimensions of equipment pads and location of anchor bolts for equipment pads shall be constructed to template, meeting dimensions, criteria and other requirements indicated by shop drawings, diagrams or templates certified by equipment manufacturer. Certifications shall meet requirements of Section 01330 - Submittal Procedures. D. Anchorage: Where equipment pad is located directly on concrete floor, provide anchorage of concrete equipment pads to structural concrete floor, except as otherwise required for vibration control. Provide 1/2 inch diameter anchor dowel rods inserted into concrete floor spaced at 18 inch centers around perimeter and 6 inches to interior area of pad. E. Anchor Bolts: Set anchor bolts. Secure each anchor bolt assembly to forms. Sleeves will be filled with grout, except as otherwise required. F. Reinforcement: Reinforce equipment pads with Number 4 reinforcing bars spaced at 12 inch centers, both ways, placed at mid - thickness of pad, minimum, except as otherwise indicated on Drawings. G. Concrete: Normal weight concrete of 3,000 psi minimum compressive strength at 28 day age. H. Finishes: 1. Formed Surfaces: Surfaces shall be smooth and free of marks and voids. Provide uniform exterior and interior corners rounded to 1/8 inch radius, except as otherwise required. 2. Top Surfaces: Level surfaces, unless otherwise required, with trowel finish where concrete will be exposed in completed work and with float finish where concrete will be concealed or in contactwith grout. 3.14 FIELD QUALITY CONTROL A. General: 1. Owner will employ a Quality Control Service to perform during construction quality assurance and control evaluations of work to verify compliance of work with requirements of Contract Documents. Evaluations will include, but are not limited to, criteria specified in this Article. Quality Control Service will provide testing facilities and equipment. 2. Work may require re- evaluation as directed by Architect anytime during progress of the work. Re- evaluation of rejected work and evaluation of replacement work shall be performed at expense of Contractor, at no addition to Contract Sum. B. Welding Qualifications: Verify qualifications and test records of welding procedures and personnel meet requirements of Contract Documents. C. Reinforcement and Embeds: Inspect reinforcement and embeds using Contract Drawings, not shop drawings, as follows: REDWINE CAST -IN -PLACE CONCRETE 03300 -38 18JAN08 • 0 1. Prior to placement, inspect reinforcement and embeds for grade, quality of material, absence of foreign matter, and for suitable storage. 2. Provide continuous inspection of reinforcement and embeds during placement and immediately prior to concreting operations for: size, type, quantity, vertical and horizontal spacing and location, correctness of bends and splices, clearances, form tolerances, security of supports and ties, and absence of foreign matter. 3. Visually inspect 100 percent of reinforcing bar welds. Inspect 100 percent of penetration welds by appropriate testing method as acceptable to Architect. Perform tensile tests of sample welds as requested by Architect. D. Monitoring Concreting Operations: 1. Record temperature of concrete at time of placement 2. Record weather conditions at time of placement, including temperature, wind speed, relative humidity and precipitation. 3. Record total water quantity added to concrete batches, including that added after departure of concrete trucks from batch plant. 4. Record types and amounts of admixtures added to concrete batches, including that added after departure of concrete trucks from batch plant. 5. Record amounts of and monitor dosing of high -range water- reducing admixtures added at site for project site added admixtures and redosing for plant -added admixtures. 6. Monitor consistency and uniformity of concrete. 7. Monitor preparation for concreting operations, placement of concrete, and subsequent curing period for meeting requirements of this Section for following procedures: a. Concrete curing. b. Hot weather concreting operations. c. Cold weather concreting operations. 8. Record amounts of and monitor dosing of reinforcing fibers added to concrete mixat site. Monitor quantity of and uniformity of fiber distribution and absence of balling during miiang of concrete. Verify reinforcing fibers added prior to high -range water- reducing admixtures. E. Concrete Testing: 1. Obtain each test sample from different batches selected on strictly random basis. Choice of batch sampled shall be based on number selected at random before commencement of concrete placement. Record location in structure of sampled concrete. 2. When pumping or pneumatic equipment is used, take samples at discharge end of equipment. 3. Determine air content of normal weight concrete on regular and frequent basis meeting requirements of ASTM C231 or ASTM C138. 4D REDWINE CAST -IN -PLACE CONCRETE 03300-39 18JAN08 4. Determine air content and unit weight of lightweight concrete on regular and frequent basis meeting requirements of ASTM C173 for air content and ASTM C567 for unit weight. 5. Determine air content of fly ash concrete. Tests for air content shall be made on each batch of fly ash concrete immediately prior to placement, and shall continue until such time that a stable air content is established by Quality Control Service. Once stable air content is established, conduct one test for air content for each strength test required or for every 50 cubic yards of fly ash concrete placed, whichever is less. Test meeting requirements of ASTM C173 or ASTM C231. 6. Conduct slump tests for meeting specified requirements. Tests for slumps shall be made as often as deemed necessary by Quality Control Service to assure concrete meets specified requirements. Conduct a minimum of one slump test for each strength test of concrete specified. 7. Conduct slump tests for concrete enhanced with high -range water - reducing admixtures as follows: a. Concrete with plant added high -range water- reducing admixture shall be sampled immediately upon arrival at project site. Batches delivered to site with slump in excess of 9 inches shall be rejected. Batches delivered to site with slump less than 6 inches shall be redosed with same admixture as used at plant, to increase slump to within acceptable range. b. Concrete with project site added high -range water- reducing admixture shall be sampled immediately upon arrival at project site. Adjust slump to maximum permissible prior to dosage. After dosage, check slump consistency as specked in Paragraph - Monitoring Concrete Operations, of this Article. 8. Strength Tests: a. Secure composite samples meeting requirements of ASTM C172. b. Make one strength test, composed of three cylinders, for each 50 cubic yards or fraction thereof for each mix design of concrete placed in one day, except that in no case shall given mix design be represented by less than five tests. c. Mold cylinders meeting requirements of ASTM C31 and cure under standard moisture and temperature conditions meeting requirements of ASTM C31 -91, Section 7 (a). d. Test cylinders at 28 days meeting requirements of ASTM C39; 28 day test result shall be average strength of two cylinders. e. When high early strength is required, cylinders shall be tested at 7 days. f. When required, conduct additional cylinder tests for following: 1) To assist construction operations, such as formwork removal. 2) Changes in materials or proportions requested by Contractor after initial mixdesign reviews. 3) Additional testing of questionable concrete specified. g. If one cylinder in a test manifests evidence of improper sampling, molding or other damage, discard cylinder and base test results on that of remaining cylinder. h. Conduct core tests on questionable concrete as follows: 1) Take at least three representative cores from each member or area of concrete in place that is considered questionable. Location of cores shall be determined by Architect so as to REDWINE CAST -IN -PLACE CONCRETE 03300 -40 18JAN08 • 0 least impair strength of structure. Before testing cores, replace any that show evidence of having been damaged subsequent to or during removal from structure or which have reinforcement present. 2) Cores from structure exposed to soil or constant moisture in service, such as basement walls, retaining walls, slab -on- grade, piers, footings and like items, shall be tested wet. Cores for all other concrete may be tested dry. Prior to commencement of coring, verify with Architect whether cores are to be tested wet or dry. 3) Test cores meeting requirements of ASTM C42. 4) Fill core holes with low slump concrete or mortar with a strength equal to or greater than that specified for area cored. F. Evaluation: Evaluate concrete for compliance with Contract Documents as follows: 1. Slump: a. Quality Control Service shall maintain a slump moving average, comprised of average of all batches or most recent 5 batches tested, whichever is less. b. Slumps shall meet requirements specked in this Section. 2. Strength Tests: a. Quality Control Service shall maintain a compressive strength moving average, comprised of 3 consecutive strength test results, for each mix design used in the work. b. Strength level of concrete will be considered satisfactory ry provided averages of all sets of three consecutive strength test results, such as moving average, equal or exceed specified 28 day strength, and no individual strength test result falls below specked 28 daystrength by more than 500 psi. c. If strength tests fail to meet minimum requirements, concrete represented by such tests shall be considered questionable and shall be subject to further evaluation by core testing as specified. 3. Core Tests: Concrete in area represented by core test will be considered adequate if average strength of cores is equal to at least 85 percent of, and if no single core is less than 75 percent of, specified 28 day strength. G. Flatwork Surface Profile Tolerances: 1. General: Evaluate conformance of flatness and levelness tolerances meeting requirements of ASTM E1155. a. Method: Perform flatness and levelness measurements using a Dipstick Floor Profiler as manufactured by Edward W. Face Company or equivalent as acceptable to Architect. b. Time: Measure flatness and levelness tolerances within 72 hours after concrete placement, and in all cases before removal of forms or shores. Acceptance or rejection of flatwork surface shall be made prior to removal of forms and shores. c. Calculations: Calculate overall Flatness F- Number (FF) and Levelness F- Number (FL) values meeting requirements of ASTM E1155. REDWINE CAST -IN -PLACE CONCRETE 03300 -41 18JAN08 d. Elevations: Make measurements for conformance to design elevations using one of following methods: 1) Use a conventional rod and level surveyor similar means utilizing a grid spacing. No grid location shall fall within 2 feet of such vertical support element, construction joint or slab opening not exceeding 20 feet, including elevations at vertical support elements. 2) Use samples taken in accordance with ASTM E1155 and actual elevation of control points on flatwork. e. Construction Joint Elevation Difference: Measure 24 inch curvature at right angles to joint, and make one measurement minimum for each 20 linear feet of joint length. Measure within 72 hours of placing second slab at construction joint. 2. Results: Results of flatwork tolerance measurements shall be submitted to Architect within 24 hours, including weekends and holidays, after obtaining data. After completion of finishing operation, Contractor will be given a written statement of acceptance or rejection of flatwork surface by Architect, and flatwork surface will be marked by Quality Control Service with concurrence of Architect to indicate areas to be repaired. H. Control Joints: Probe depth and measure width of control joints. Conduct a minimum of one measurement for each building bay. 1. Report: Report on following items. 1. As specified for monitoring concreting operations: a. Temperature of concrete. b. Weather conditions. c. Total water quantity and types and quantities of admixtures added to concrete batches. d. Hot weather concreting operations. e. Cold weather concreting operations. 2. As specified for evaluating tests of concrete and for evaluating concrete. a. Air content. b. Amount of cubic yards of concrete placed. c. Individual slump results, sampling location, who performed slump test and slump moving average. d. Individual concrete strength test results, sampling location, who molded test specimens, location in structure of sampled concrete, compressive strength moving average, type of fracture, and detailed information on storage, transportation, and curing of specimens prior to testing. e. Reports on additional cylinders requested by Contractor for information only. f. Core test results. 3. As specked in this Section for inspection of reinforcement. 4. As specified in this Section prior to placing concrete. 5. As specified in this Section for flatwork surface profile tolerances. 6. As specified in this Section for depth of control joints. F '. REDWINE CAST -IN -PLACE CONCRETE 03300 -42 18JAN08 • 0 3.15 ADJUSTING AND CLEANING A. Repairing Formed Surfaces: 1. Removal: After forms have been stripped, remove concrete which is not formed as required, which is out of alignment or level beyond specked tolerances, or which shows defective surface that cannot be properly repaired or patched. Submit to Architect, in writing, remedial procedures for review prior to beginning work. 2. In areas of honeycombed, spalled or otherwise damaged concrete, repair and patch as specified in this Article, if depth of defective concrete does not extend past centerline of any exposed reinforcement. If depth of defective concrete extends past centerline of any exposed reinforcement, notify Architect and submit, in writing, remedial procedures for review prior to beginning work. 3. Repairing and Patching: a. Patch tie -holes and repair defective areas immediately after form removal. b. Defective Areas: 1) Remove honeycombed and other defective concrete to sound concrete, but in no case to depth of 3/4 inch minimum. 2) If chipping is necessary, edges shall be perpendicular to face or slightly undercut. No feather edges are permitted. 3) Dampen area to be patched and area of 6 inches minimum width surrounding to prevent 0 11 absorption of water from patching mortar. 4) Mix bond coat of appro)amately 1 part neat portland cement to 1 part fine sand passing Number 30 mesh sieve, and bonding admixture and water to consistency of thick cream. Ratio of bonding admixture and water shall meet instructions of bonding admixture manufacturer. 5) Make patching mixture of same material and of appro)amately same proportions as used for concrete, except omit coarse aggregate and use mortar that consists of not more than 1 part cement to 2 -1/2 parts sand by damp loose volume. 6) Substitute white portland cement for part of gray portland cement on exposed concrete in order to produce color matching color of surrounding concrete, as determined by trial patch. 7) Add only quantity of mi)ang water necessary for handling and placing. 8) Mix patching mortar in advance and allow to stand with frequent manipulation with trowel, without addition of water, until mortar has reached stiffest consistency to permit placing. 9) After surface water has evaporated from area to be patched, brush bond coat into surface. 10) When bond coat begins to lose water sheen, apply premixed patching mortar. 11) Thoroughly consolidate mortar into place and strike off to leave patch slightly higher than surrounding surface. 12) To permit initial shrinkage, leave mortar undisturbed for one hour minimum before being REDWINE CAST -IN -PLACE CONCRETE 03300 -43 18JAN08 finally finished. 13) Keep patched area damp for seven days. 14) Do not use metal tools in finishing patch in formed surface which will be exposed. c. Tie - Holes: After cleaning and thoroughly dampening, fill tie -holes solid with patching mortar, except as otherwise required for exposed concrete. d. Proprietary Patches: 1) Proprietary compounds for adhesion or for patching ingredients or mortar may be used in place of or in addition to specified patching procedures when color match to adjacent concrete is not required, such as concrete not exposed to view in completed work. 2) Use, mix, place and cure compounds and related mixtures meeting instructions and recommendations of compound manufacturer. B. Out of Tolerance Flatwork: 1. Procedures: Prior to construction, submit for acceptance by Architect procedures proposed for correcting any flatness or levelness defects in areas of work. Correction of work shall be only by direction of Architect. 2. Tolerances: Floor sections shall meet all minimum tolerance levels specified. a. Slab -On- Ground: Slab -on- ground sections which fail to meet one or both minimum F- Number tolerance levels shall be either ground to tolerance or removed and replaced. If quantity of grinding of flatwork for defined traffic patterns exceeds 15 percent of respective pathway length, replace slab. Filling of low spots will not be permitted under any circumstances. 1) Minimum area in any section which shall be considered for replacement shall be that which is bounded by construction or control joints. 2) Correct profile defects only by grinding with 10 inch minimum diamond impregnated disk. b. Suspended Slabs: Structurally supported flatwork sections which fail to meet minimum tolerance levels shall be ground or filled using a topping cementitious material as required to bring finished surface within minimum tolerance levels. 1) Minimum area in any section which shall be considered for repair shall be as follows: a) Failure to meet minimum Flatness F- Number (FF): An area bounded bycolumn lines, such as one bay, or half - column lines, such as one - quarter bay. b) Failure to meet minimum Levelness F- Number (F An area bounded by column lines, such as one bay. c) Failure to meet minimum Elevation Tolerance: An area bounded by column lines, such as one bay. 2) Any topping used shall have been previously accepted for this use by Architect. c. Repaired surfaces shall meet minimum requirements specked for original work. REDWINE CAST -IN -PLACE CONCRETE 03300 -44 18JAN08 0 0 C. Polypropylene Reinforcing Fiber Concrete: Provide surfaces of polypropylene reinforcing fiber concrete to be exposed in the completed work or covered with another material directly bonded to concrete free from fibers. Remove portions of fibers which project above or lie on surface of concrete. Do not damage or deface concrete. D. Metal Surface Cleaning: Remove all traces of concrete from metal surfaces, including exposed surfaces of embedments, gratings, drains and like items. Drains and like items shall be operative. END OF SECTION A REDWINE CAST -IN -PLACE CONCRETE 03300 -45 18JAN08 Ark AOL v Q K P-1 • • REDWINE ENGINEERS INC. SECTION 03371 LANDMARK CONDOMINIUMS SHOTCRETE PART 1 - GENERAL 1.01 SUMMARY A. Description: Shotcrete is indicated by Contract Documents and shall include work necessary and incidental to completion and performance of the work. B. Included: Shotcrete includes, but is not limited to, following: 1. Materials and processes for installation of shotcrete as indicated on Drawings. 1.02SYSTEM DESCRIPTION A. Codes and Standards: Meet requirements of following, except to extent of most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the work: 1. American Concrete Institute (ACI) 301 - Specifications for Structural Concrete for Buildings. 2. ACI 506.2 - Specification for Materials, Proportioning, and Application of Shotcrete. 3. Concrete Reinforcing Steel Institute (CRSI) - Manual of Standard Practice. 1.03QUALITY ASSURANCE A. Preconstruction Testing: Comply with requirements of ACI 506.2 and as specified. Make 3 test panels at least 30" x 30" for each mix being considered and for each shooting position to be encountered in project, complying with applicable provisions of ASTM C1140. Make test panels by each application crew performing shotcreting work. Fabricate test panels to same thickness as structure to be shotcreted, but not less than 6 inches. 1. Provide same reinforcement in test panels as used in structure, placed in at least half the panel to check for proper shotcrete placement around reinforcing steel. 2. Take a minimum of five 3 inch cubes or 3 inch diameter core specimens from panels for testing. Test specimens for strength in accordance with ASTM C42. The average compressive strength of 3 cores taken from test panels must equal or exceed 85 percent of specified compressive strength. B. Testing During Construction: Test shotcrete for compressive and flexural strength by one or more of the following methods. 1. Test Panels: Gunned by shotcrete nozzleman who will do production work. Make one test panel with minimum dimensions of 30" x 30" x 6 ", gunned in same position as work represented, complying with applicable provisions of ASTM C1140. Make test panel once each shift or once for each 50 cubic yard of shotcrete placed through nozzle, whichever is more frequent. Moist cure panels unless otherwise directed by Architect. Cut a minimum of three 3 inch nominal diameter cores or three 3 inch cubes from each panel. 2. Samples from In -Place Shotcrete: Cut three 3 inch nominal diameter cores from structure and test in accordance with ASTM C42. Do not cut into steel reinforcement. Take a set of cores once each shift or once for each 50 cubic yard of shotcrete placed through nozzle, whichever is more REDWINE SHOTCRETE 03371 -1 18JAN08 J frequent. C. Strength Evaluation: Shotcrete will be considered acceptable as follows. 1. Mean compressive strength of any group of cores taken from structure or test panel equals or exceeds specified compressive strength, with no individual core less than 75 percent of specified compressive strength. 2. Mean compressive strength of any group of cores taken from structure or test panel equals or exceeds 118 percent of specified compressive strength, with no individual cube less than 106 percent of specked compressive strength. D. Installer's Qualifications: Prior to commencement of work, demonstrate that proposed shotcreting personnel, materials, and equipment are capable of batching, mixing, conveying, and uniformly applying shotcrete in accordance with specified requirements. 1. Use nozzlemen having current certification in accordance with guidelines ofACI 506.3R for type of shotcrete required. 1.04SUBMITTALS A. Product data for proprietary materials and items, including reinforcement and forming accessories, prebagged shotcrete materials, admixtures, patching compounds, curing compounds, and others requested by Architect. B. Samples of materials requested by Architect, including names, sources, and descriptions. C. Laboratory test reports for concrete materials and mix design data, 30 days minimum prior to shotcrete placement. Include complete list of materials, including admixtures and copies of test reports showing mix has been successfully tested to produce shotcrete with specified properties. D. Nozzlemen certifications in accordance with ACI 506.3R. PART 2- PRODUCTS 2.01 FORM MATERIALS A. Forms for Exposed Finish Shotcrete: Plywood, metal, or other acceptable panel -type materials, to provide continuous, straight, smooth, exposed surfaces. Furnish in largest practicable sizes to minimize number of joints. B. Forms for Unexposed Finish Shotcrete: Plywood, lumber, metal, or other acceptable material. Provide lumber dressed on at least 2 edges and one side for tight fit. 2.02REINFORCING MATERIALS A. Reinforcing Bars: ASTM A615, Grade 60, deformed. B. Epoxy- Coated Reinforcing Bars: ASTM A775. C. Steel Wire: ASTM A82, plain, cold -drawn steel. D. Welded Wire Fabric: ASTM A185, welded steel wire fabric. E. Welded Deformed Steel Wire Fabric: ASTM A497. REDWINE SHOTCRETE 03371 -2 18JAN08 o • F. Expanded Metal Lath: ASTM C847, galvanized finish. G. Supports for Reinforcement: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars, welded wire fabric, and metal lath in place. Use wire bar -type supports complying with CRSI specifications. 2.03SHOTCRETE MATERIALS A. Portland Cement: ASTM C150, Type I. 1. Use one brand of cement throughout project, unless otherwise acceptable to Architect. B. Fly Ash: ASTM C618, Type C or Type F. C. Normal Weight Aggregates: ASTM C33 and as herein specified. Provide aggregates from a single source for exposed concrete. 1. For exterior exposed surfaces, do not use fine or coarse aggregates containing spalling- causing deleterious substances. 2. Local aggregates not complying with ASTM C33 but that have shown by special test or actual service to produce shotcrete of adequate strength and durability may be used when acceptable to Architect. D. Lightweight Aggregates: ASTM C330. E. Water: Drinkable. F. Prebagged Shotcrete Materials: Proprietary prebagged shotcrete materials may be used when proof of satisfactory applications is acceptable to Architect. G. Admixtures, General: Provide admixtures for shotcrete that contain not more than 0.1 percent chloride ions. H. Air - Entraining Admixture: ASTM C260, certified by manufacturer to be compatible with other required admixtures. 1. Available Products: Subject to compliance with requirements, products that may be incorporated in the work include, but are not limited to, following: a. Cormix, Air -Tite. b. Euclid Chemical Co., Air -Mix or Perma -Air. c. W. R. Grace & Co., Darex AEA or Daravair. d. Master Builders, Inc., MB -VR or Micro -Air. e. W. R. Meadows, Inc., Sealtight AEA. f. Sika Corp., Sika Aer. I. Water- Reducing Admixture: ASTM C494, Type A. 1. Available Products: Subject to compliance with requirements, products that may be incorporated in the work include, but are not limited to, following: a. Cormix, PSI N. b. Chem Masters Corp., Chemtard. c. Euclid Chemical Co., Eucon WR -75. REDWINE SHOTCRETE 03371 -3 18JAN08 L i � E d. W. R. Grace & Co., WRDA. e. Master Builders, Inc., Pozzolith Normal or Polyheed. f. Protex Industries, Inc., Prokrete -N. g. Sika Corp., Plastocrete 161. J. High -Range Water- Reducing Admixture (Super Plasticizer): ASTM C494, Type F or Type G. 1. Available Products: Subject to compliance with requirements, products that may be incorporated in the work include, but are not limited to, following: a. Anti -Hydro Co., Super P. b. Cormix, PSI Super. c. Euclid Chemical Co., Eucon 37. d. W. R. Grace & Co., WRDA 19 or Daracem. e. Master Builders, Inc., Rheobuild. f. Protex Industries Inc., PSP Superplasticizer. g. Sika Corp., Sikament. K. Water- Reducing, Retarding Admixture: ASTM C494, Type D. 1. Available Products: Subject to compliance with requirements, products that may be incorporated in the work include, but are not limited to, following: a. Cormix, PSI -R Plus. b. Euclid Chemical Co., Eucon Retarder 75. c. W. R. Grace & Co., Daratard -17. d. Master Builders, Inc., Pozzolith -R. e. Protex Industries, Inc., Protard. f. Sika Corp., Plastiment. 2.04RELATED MATERIALS A. Liquid Membrane - Forming Curing Compound: Liquid membrane - forming curing compound complying with ASTM C309, Type I, Class A. Moisture loss not more than 0.055 gr. /sq. cm. when applied at 200 sq ft. /gal. 1. Available Products: Subject to compliance with requirements, products that may be incorporated in the work include, but are not limited to, following: a. Anti -Hydro Waterproofing Co., A -H 3 Way Sealer. b. The Burke Co., Spartan -Cote. c. Conspec Marketing & Manufacturing Co., Inc., Conspec #1. d. Cormix, Hardtop. e. Dayton Superior, Day -Chem Cure & Seal. f. Euclid Chemical Co., Eucocure. g. A. C. Horn, Inc., Horn Clear Seal. h. L & M Construction Chemicals, L &M Cure. i. Master Builders, Inc., Masterkure CR (Clear). j. W. R. Meadows, Inc., CS -309. k. Prokrete Industries, LR -151. I. Sonneborn - Rexnord, Kure -N -Seal. m. Stonhard, Inc., Stantop CS9. B. Bonding Compound: Polyvinyl acetate or acrylic base. REDW INE SHOTCRETE 03371 -4 18JAN08 • 0 1. Available Products: Subject to compliance with requirements, products that may be incorporated in the work include, but are not limited to, following: a. Polyvinyl Acetate (Interior Only): 1) Dayton Superior, Inc., Superior Concrete Bonder. 2) Euclid Chemical Co., Euco Weld. 3) Larsen Products Corp., Weldcrete. b. Acrylic or Styrene Butadiene: 1) The Burke Co., Acrylic Bondcrete. 2) Dayton Superior Corp., Day -Chem Ad Bond. 3) Euclid Chemical Co., SBR Latex 4) W. R. Grace & Co., Daraweld C. 5) A.C. Horn, Inc., Hornweld. 6) L & M Construction Chemicals, Everbond. 7) Master Builders, Inc., Acryl -Set. 8) W. R. Meadows, Inc., Intralock. 9) Sonneborn - Rexnord, Sonocrete. 10) Stonhard, Inc., Stanlock LB2. C. Epoxy Adhesive: ASTM C881, two- component material suitable for use on dry or damp surfaces. Provide material "Type," "Grade," and "Class" to suit project requirements. 1. Available Products: Subject to compliance with requirements, products that may be incorporated t in the work include, but are not limited to, following: a. The Burke Co., Burke Epoxy M.V. b. Conspec Marketing & Manufacturing Co., Inc., Spec -Bond 100. c. Euclid Chemical Co., Euco Epoxy 452 or 620. d. W. R. Grace & Co., Thiopoxy. e. A. C. Horn, Inc., Epoxtite Binder 2390. f. Master Builders, Inc., Concresive 1001. g. Sika Corp., Sikadur 32 Hi -Mod. 2.05 PROPORTIONING AND DESIGN OF MIXES A. General: Prepare m ix designs for each type and strength of shotcrete by either laboratory trial batch or field experience methods as specified in ACI 301. If trial batch method used, use an independent testing facility acceptable to Architect for preparing and reporting proposed mix designs. The testing facility shall not be the same as used for field quality control testing. 1. Limit use of fly ash to a maximum of 25 percent of cement content by weight. 2. Submit written reports to Architect and Structural Engineer of each proposed mix for each class of shotcrete at least 15 days prior to start of work. Do not begin shotcrete production until Architect has reviewed proposed mix designs. B. Design mixes to provide normal- weight shotcrete with the following properties, as indicated on Drawings and schedules: 1. 4000 -psi minimum 28 day compressive strength; with an air content, when using the wet -mix process, of 6 to 8 percent in the preplaced mix REDWINE SHOTCRETE 03371 -5 18JAN08 ' V C. Adjustment to Shotcrete Mixes: Contractor may request mix design adjustments when characteristics of materials, job conditions, weather, test results, or other circumstances warrant at no additional cost to Owner and as accepted by Architect. Laboratory test data for revised mix design and strength results must be submitted to and accepted by Architect before using in work. D. Admixtures: Use water- reducing admixture or high range water- reducing admixture (super plasticizer) in shotcrete as required for placement and workability. 1. Use air - entraining admixture in exterior exposed shotcrete, unless otherwise indicated. 2. Use admixtures for water reducing and set control in strict compliance with manufacturer's directions. 2.06SHOTCRETE EQUIPMENT A. Mixing Equipment: Capable of thoroughly mixing shotcrete materials insufficient quantities to maintain continuous placement. B. Air Supply: Provide uniform, steady supply of clean, dry air to maintain constant nozzle velocity while operating blow pipe for cleaning away rebound. C. Wet -Mix Delivery Equipment: Capable of discharging aggregate- cement -water mixture accurately, uniformly, and continuously. D. Dry-Mix Delivery Equipment: Capable of discharging aggregate- cement mixture into delivery hose under close control and maintaining continuous stream of uniformly mixed material at required velocity to discharge nozzle. Equip discharge nozzle with manually operated water- injection system for directing even distribution of water to aggregate- cement mixture. 1. Provide water supply with uniform pressure at discharge nozzle sufficiently greater than operating air pressure to ensure complete mixing with aggregate - cement mix Provide water pump to system if line water pressure is inadequate. PART 3 - EXECUTION Wavi- t II�L : ► �dI'�IPi:�3 A. General: Control mix proportions by weight batching, or by volume batching meeting requirements of ASTM C685. If permitted by Architect, other batching procedures maybe used provided a minimum of one weight batching check is made every 8 hours or for every 50 cubic yards passing through nozzle to ensure that specified mixture design is achieved. 1. Use batching and mixing equipment capable of proportioning and mixing ingredients (except water in the case of dry-mix equipment) at a rate that provides adequate production and with an accuracy that ensures uniformity of batches. 2. Use weighing equipment capable of batching with accuracy specified in ASTM C94. 3. Use volumetric equipment capable of batching with accuracy specified in ASTM C685. In volume batching, adjust fine aggregate volume for bulking. Test fine aggregate moisture content at least once daily to determine extent of bulking. B. Ready -Mixed Materials: Comply with ASTM C94, except it maybe delivered to shotcrete equipment in the dry state if equipment is capable of adding water and mixing it satisfactorilywith dry ingredients. Or, REDWINE SHOTCRETE 03371 -6 18JAN08 0 • comply with ASTM C685 when ingredients are delivered dry and proportioned and mixed at site. 3.02SURFACE PREPARATION A. Existing Concrete or Masonry: Remove unsound material before applying shotcrete. Chip or scarify areas to be repaired to extent necessary to provide sound substrate. Taper edges to leave no square shoulders at perimeter of cavity. Remove loose material from areas receiving shotcrete. Wet surfaces until damp but without visible free water. 1. Sandblast existing surfaces that do not require chipping to remove paint, oil, grease, or other contaminants and to provide roughened surface for proper bonding of shotcrete. B. Earth: Compact and trim to line and grade before placing shotcrete. Do not place shotcrete on frozen surfaces. Dampen surfaces just prior to shotcrete placement. C. Rock: Clean rock surfaces of loose material, mud, and other foreign matter that will prevent bond of shotcrete. D. Steel: Clean steel surfaces by abrasive blasting, SSPC SP 6, Commercial Blast Cleaning. 3.03PLACING REINFORCEMENT A. General: Comply with Concrete Reinforcing Steel Institute's recommended practice for "Placing Reinforcing Bars" for details and methods of reinforcing placement and supports and as herein specified. B. Clean reinforcement of loose rust and mill scale, earth, ice, and other materials that reduce or destroy bond to shotcrete. C. Accurately position, support, and secure reinforcement against displacement by formwork, construction, or shotcrete placement operations. Locate and support reinforcing by metal chairs, runners, bolsters, spacers, and hangers, as required. D. Place reinforcement to obtain minimum coverages for shotcrete protection. Arrange, space, and securely be bars and bar supports to hold reinforcement in position during shotcrete placement operations. Set wire ties so ends are directed into concrete, not toward exposed shotcrete surfaces. E. Install welded wire fabric in as long lengths as practicable. Lap adjoining pieces at least one full mesh and lace splices with wire. Offset end laps in adjoining widths to prevent continuous laps in either direction. 3.04JOINTS A. Construction Joints: Locate and install construction joints as indicated or, if not indicated, locate so as not to impair strength and appearance of the structure. 1. Place construction joints perpendicular to main reinforcement. Continue reinforcement across construction joints where not otherwise shown. 2. Joint filler and sealant materials are specified in Division 7 Sections of these specifications. B. Contraction Joints: Construct contraction joints in slabs -on- ground to form panels of patterns as shown. Use saw cuts 1/8 inch by 1/3 slab depth or inserts 1/4 inch wide by 1/3 of shotcrete depth, where not otherwise indicated. REDW INE SHOTCRETE 03371 -7 18JAN08 OWN 1. Form contraction joints by inserting premolded plastic, hardboard, or fiberboard strip into fresh shotcrete until top surface of strip is flush with shotcrete surface. Tool edges round on each side of insert. After shotcrete has cured, remove inserts and clean groove of loose debris. 2. If joint pattern not shown, provide joints not exceeding 15 feet in both directions and located to conform to bay spacing wherever possible (at column centerlines, half bays, third - bays). 3. Joint sealant material is specified in a Division 7 Section of these specifications. 3.05 INSTALLATION OF EMBEDDED ITEMS A. General: Set and build into work anchorage devices and other embedded items required for other work that is attached to or supported by shotcrete. Use setting drawings, diagrams, instructions, and directions provided by suppliers of items to be attached. B. Edge Forms and Screed Strips for Slabs: Set edge forms or bulkheads and intermediate screed strips for slabs to obtain required elevations and contours in finished slab surface. Provide and secure units sufficiently strong to support types of screed strips by use of strike -off templates or accepted compacting -type screeds. 3.06SHOTCRETE PLACEMENT A. Preplacement Inspection: Before placing concrete, inspect and complete formwork installation, reinforcing steel, and items to be embedded. Notify other crafts to permit installation of their work; cooperate with other trades in setting such work. Moisten wood forms immediately before placing shotcrete where form coatings are not used. 1. Apply temporary protective covering to guard against spattering during placement. B. General: Comply with ACI 304 -Recommended Practice for Measuring, Mixing, Transporting, and Placing Concrete and as herein specified. C. Deposit shotcrete continuously or in layers of such thickness that shotcrete is not placed on material that has hardened sufficiently to cause the formation of seams or planes of weakness. D. Placing Shotcrete Slabs: Deposit and consolidate shotcrete slabs in a continuous operation, within limits of construction joints, until the placing of a panel or section is completed. 1. Consolidate shotcrete during placing operations so that shotcrete is thoroughly worked around reinforcement and other embedded items and into corners. 2. Bring slab surfaces to correct level with straightedge and strike off. Use bull floats or darbies to smooth surface, free of humps or hollows. Do not disturb slab surfaces prior to beginning finishing operations. 3. Maintain reinforcing in proper position during shotcrete placement operations. E. Cold- Weather Placing: Protect shotcrete work from physical damage or reduced strength by frost, freezing, or low temperatures in compliance with ACI 306 and as specified. 1. When air temperature has fallen to or is expected to fall below 40 deg F (4 deg C), uniformly heat water and aggregates before mixing to obtain a shotcrete mixture temperature of not less than 50 deg F (10 deg C) and not more than 80 deg F (27 deg C) at point of placement. 2. Do not use frozen materials or materials containing ice or snow. Do not place shotcrete on frozen REDW INE SHOTCRETE 03371 -8 18JAN08 • • subgrade or on subgrade containing frozen materials. 3. Do not use calcium chloride, salt, and other materials containing antifreeze agents or chemical accelerators unless accepted in mix designs. F. Hot - Weather Placing: When hot - weather conditions exist that would seriously impair quality and strength of concrete, place shotcrete in compliance with ACI 305 and as specified. 1. Cool ingredients before mixing to maintain shotcrete temperature at time of placement below 90 deg F (32 deg C). Mixing water may be chilled, or chopped ice may be used to control temperature provided water equivalent of ice is calculated to total amount of mixing water. Use of liquid nitrogen to cool shotcrete is Contractor's option. 2. Cover reinforcing steel with water- soaked burlap if it becomes too hot, so that steel temperature does not exceed the ambient air temperature immediately before embedment. 3. Fog spray forms, reinforcing steel, and subgrade just before shotcrete is placed. 4. Use water- reducing retarding admixture (Type D) when required by high temperatures, low humidity, or other adverse placing conditions. 3.07SURFACE FINISHES A. General: Provide natural gun finish to unexposed surfaces unless otherwise indicated. 3.08CURING AND PROTECTION A. General: Protect freshly placed shotcrete from premature drying and excessive cold or hot temperatures. B. Start initial curing as soon as free water has disappeared from shotcrete surface after placing and finishing. Weather permitting, keep continuously moist for not less than 7 days. C. Continue curing for at least 7 days in accordance with ACI 301 procedures. D. Curing Methods: Perform curing of shotcrete by curing and sealing compound, by moist curing, by moisture - retaining cover curing, and by combinations thereof. 3.09REPAIR OF DEFECTS A. General: Remove and replace shotcrete that lacks uniformity, that exhibits segregation, honeycomb overspray, rebound, or delamination, or that contains dry patches, single voids in excess of 1/2 inch in any direction, or sand pockets. END OF SECTION REDW INE SHOTCRETE 03371 -9 18JAN08 a pq PI 0 REDWINE ENGINEERS INC. LANDMARK CONDOMINIUMS PART 1 - GENERAL 1.01 SUMMARY 0 SECTION 03410 STRUCTURAL PRECAST CONCRETE A. Description: Structural precast concrete is indicated by Contract Documents and shall include work necessary and incidental to completion and performance of the work. B. Included: Structural precast concrete includes, but is not limited to, following: 1. Design, engineering, detailing, fabrication and installation of structural precast concrete. 2. Structural precast concrete units: a. Double -T units. b. Inverted T -beam units. c. L -beam units. 3. Embedments in precast units for attachment or support of precast units and other work and for framing of openings as applicable. 4. Anchorage of precast units to supporting building structure, including providing anchorage devices, supports, fasteners and like items to be embedded or built -in, or attached to supporting construction, including placing inserts or embedments in supporting construction for anchorage of precast concrete units. 5. Firestopping in joints between precast units and between precast units and adjacent construction for fire rated construction. 6. Joint filler in joints between precast units where required, in addition to sealant, except where firestopping is required for fire rated construction. 7. Grout associated with installation of precast units. 8. Sealant at joints between precast units at exterior and interior sides of precast units and between precast units and adjacent construction, including sealant pointing for joints filled with grout, except where firestopping is required for fire -rated construction. 1.02SYSTEM DESCRIPTION A. Codes and Standards: Meet requirements of following, except to extent of most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the work: 1. ACI 301 - Specifications for Structural Concrete for Buildings. 2. ACI 304 - Recommended Practice for Measuring, Miiang, Transporting and Placing Concrete. 3. ACI 311 - Recommended Practice for Concrete Inspection. REDWINE STRUCTURAL PRECAST CONCRETE 03410 -1 18JAN08 1E 4. ACI 318 - Building Code Requirements for Reinforced Concrete, including Commentary. 5. ACI 347 - Recommended Practice for Concrete Formwork. 6. AISC - Code of Standard Practice for Steel Buildings and Bridges. 7. AISC - Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings, including Commentary. 8. AWS D1.1 - Structural Welding Code - Steel. 9. AWS D1.4 - Structural Welding Code - Reinforcing Steel. 10. CRSI - Manual of Standard Practice. 11. CRSI - Handbook. 12. CRSI - Recommended Practice for Placing Reinforcing Bars. 13. PC - Design Handbook, Precast and Prestressed Concrete. 14. PCI MNL -116 - Manual for Quality Control for Plants and Production of Precast and Prestressed Concrete Products, including Commentary. 15. Specification Sections: a. Section 07840 - Firestopping. b. Section 07920 - Joint Sealants. B. Design Basis: General: Descriptions and requirements indicated by Contract Documents establish basic arrangements, dimensions and modules of units, profiles of members; performance and like requirements. Within these limitations, structural precast concrete shall meet design criteria and like requirements indicated, include components not indicated but necessary for function and performance, and to be a complete system. Perform whatever modifications or additions necessary to meet requirements of Contract Documents and to coordinate the work, subject to acceptance of Architect. Furnish complete drawings and data of any modification. 2. Certification: Work shall be designed, certified, reviewed and inspected by engineer of Contractor. C. Design Criteria: 1. General: Precast pretensioned concrete shall meet design criteria requirements indicated by Contract Documents including requirements specified in this Paragraph and in other parts of this Section. 2. Design Conditions: Design of work shall include live loads, wind loads, creep, shrinkage, deflections, temperature variations, stresses, expansion and contraction requirements, seismic forces, vibration, differential settlement and other like conditions meeting most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the work. 3. Loading: Work shall withstand a minimum uniform pressure, both positive (acting inward) and REDWINE STRUCTURAL PRECAST CONCRETE 03410 -2 18JAN08 0 negative (acting outward), acting normal to plane and over gross area of surfaces, of uniform static air pressure meeting requirements of ASTM E330 as follows, without exceeding deflection requirements: a. General: As specified in Section 01415 - Performance Criteria. 4. Dead Loads: Withstand actual weight of systems, materials and components, and superimposed dead loads of items supported by work. Superimposed loads not indicated by Contract Documents will be furnished by Architect upon written request. 5. Movements: Work shall accommodate, without damage, overstressing, buckling, deterioration, opening up of joints, failure of joint seals, reduction of performance and other detrimental effects to system, components and seals, including following: a. Dead load and live load deflections of support framing and related structural elements. Structure deflections will be furnished by Architect upon written request. b. Movement within system. c. Movement between system and framing components. d. Dynamic loadings and release of loads. e. Expansion and contraction of component material as will be caused by a surface temperature range of 180 degrees Fahrenheit minimum. Include in design actual surface temperatures of materials due to both solar heat gain and nighttime heat loss. Movement shall be noiseless. f f. Fabrication and erection tolerances. 6. Distortion: Precast concrete shall not warp, cup or distort as a result of differential indoor and outdoor temperatures, including concentrated temperatures and solar loads. 7. Anchorage: a. Loadings: Anchorage devices for anchorage of structural precast concrete to supporting structure shall be designed for loads indicated by Contract Documents and shall take into consideration following: 1) Allowable material stresses for anchorage device material and supporting structure material as indicated by applicable industry codes or standards for anchorage device material and for supporting structure materials. 2) In determining forces imposed on anchorage devices, combination of loads imposing greatest force shall be determined for each component and used in its design. 3) Allowances for increase in stress due to combination force types, such as wind, seismic, temperature and like forces, shall be used where applicable and permitted by public authorities bearing on performance of the work. b. Attachments: Attach structural precast concrete units to supporting structure in a manner that results in attachments developing capability to sustain forces and loads as required by PCI and ACI reference standards, and codes and regulations of public authorities bearing on performance of the work. 1) Total force of 2 times dead weight of element supported, applied vertically downward through center of gravity of element plus an additional 5 percent eccentricity, combined REDWINE STRUCTURAL PRECAST CONCRETE 03410 -3 18JAN08 with loads caused by thermal movement. 2) Total force of 2 times deadweight of element applied horizontally outward through center of gravity of element, combined with loads caused by thermal movements. c. Redundancy: Provide redundant loads paths so that failure of a single anchor or support does not result in dislocation of a supported element or any other supporting member or component. d. Use bolted connections wherever practicable. 8. Tolerances: Design work to accommodate variations in relation to theoretical building lines. D. Fire - Resistance Rated Precast Units: Where precast concrete units are required to be fire- resistance classification, provide precast units which are UL- Listed Products each bearing UL- Listing Mark. 1. Exposed Surface Finishes: Provide concrete to be exposed in the complete work with required type surface finishes as follows: a. General Finish: 1) Finish: Surfaces of concrete, bare or with coating, shall have smooth surfaces, glass like finish; free of texture, telegraphing of form surfaces and joints and of reinforcement, and leakage of concrete mortar. Color, texture, sheen and other visual characteristics of surfaces shall be uniform throughout entire work. Honeycomb and air bubbles larger than 1/8 inch, inconsistent concrete mixtures and placement marks, cold joints, laitance marks, stains, dirt and other similar effects are not acceptance. 2) Appearance: a) Visual appearance of each type finish including, but not limited to, color texture, general appearance and like characteristics shall be as required by Contract Documents and acceptable to Architect. b) When applicable, match respective control sample of Architect within requirements specified for completed precast concrete work. Control sample will be available for review as directed by Architect during normal business hours. b. Smooth Finish: As specked for general finish. c. Raked Finish: As acceptable to Architect. E. Tolerances: 1. Fabricated Dimensional Tolerances: Meet tolerance requirements of PCI MNL -116 for finish products, except as follows: a. General: Units shall be straight and true. Bowed or deformed units will not be accepted. b. Length: Plus or minus 3/8 inch. c. Overall Width: Plus or minus 1/4 inch. d. Depth: Plus or minus 1/4 inch. e. Position of Blockouts and Inserts: Within 3/8 inch of required centerline. f. Horizontal Deviation from Straight Line: 1/8 inch in 10 feet; total not to exceed 3/8 inch. g. Twist End to End: 1/4 degree. REDWINE STRUCTURAL PRECAST CONCRETE 03410 -4 18JAN08 0 0 2. Installed Dimensional Tolerances: Meet tolerance requirements of PCI MNL -116 for erection, except as follows: a. Variations from Plumb: 1/4 inch in any 20 foot run or story height; 1/2 inch total in any 40 foot or longer run. b. Variations from Level or Elevation: 1/4 inch in any 20 foot run; 1 /2 inch in any 40 foot run; total plus or minus 1/2 inch at any location. c. Variation from Position in Plan: Plus or minus 1/2 inch maximum at any location. d. Offsets in Alignment of Adjacent Members at Any Joint: 1/16 inch in any 10 foot run;1 /4 inch maximum. 1.03 QUALITY ASSURANCE A. Single Responsibility: Structural precast concrete work shall be performed by a single precast concrete manufacturer having undivided responsibility for providing the complete structural precast concrete work and for performance of the work. B. Manufacturer Qualifications: 1. Manufacturer for structural precast concrete shall have 5 years minimum documented experience in design, fabrication and installation of precast concrete units similar to units required for the work. 2. Manufacturer shall be a producer member of Prestressed Concrete Institute (PCI) and participate in PCI - Plant Certification Program. C. Erector Qualifications: Erector for structural precast concrete shall have 5 years minimum documented experience in erection of precast concrete units sim filar to units required for the work and shall be acceptable to precast concrete manufacturer. D. Engineer of Contractor Qualifications: Professional engineer of Contractor licensed to practice as a structural engineer in jurisdiction where the work is located and experienced in providing structural engineering services that have resulted in successful installation and performance of work similar in extent, design and products to that required for the work. E. Welding Qualifications: 1. General: Qualify welding procedures and personnel meeting requirements of AWS D1.1 and AWS D1.4, as applicable, prior to commencement of welding operations for work. 2. Personnel: Qualification of welding personnel shall not exceed 6 months at commencement of welding operations for work, unless Contractor submits an affidavit stating welding personnel, since qualification, has been continuously engaged in welding process which welding personnel will perform during course of work. Qualification shall remain in effect for duration of work, unless there is reason on part of Quality Control Service to question ability of welding personnel. Verification of qualification of welding personnel required for work shall be performed by Quality Control Service at expense of Contractor, at no addition to Contract Sum. 1.04SOURCE QUALITY CONTROL - CONCRETE A. Concrete Testing: Manufacturer shall employ a quality control service whose services shall include performing material evaluation tests, designing concrete mixes and performing quality control inspection and testing during construction operations. Coordinate submission of information to quality control service for mix design requirements and of results to Architect. 0 1. General: Materials and installed work may require testing and retesting, as directed byArchitect, at REDWINE STRUCTURAL PRECAST CONCRETE 03410 -5 18JAN08 any time during progress of the work. Allow free access to material stockpiles and facilities at all times. 2. Concrete Materials: a. For portland cement, sample cement and determine properties by methods of test of ASTM C150. b. For normal weight concrete, test aggregates by methods of sampling and testing of ASTM C33. c. Submit written reports for each material sampled and tested, prior to start of work. Include in reports source of concrete aggregates, material manufacturer and brand name for manufactured materials. Certificates of material properties and compliance with specked requirements may be submitted in place of testing, when acceptable to Architect. Compliance certificates shall be signed by material manufacturer, precast concrete manufacturer and Contractor. 3. Concrete Mix Designs: Provide mix designs for proposed concrete mixes for each class and type of concrete to be used, and indicating where each mix design is to be used. B. Quality Control: 1. Quality Control Service: a. Owner will employ a Quality Control Service whose services will include performing preconstruction and during construction quality assurance and control evaluation of work, including evaluation of quality control and testing methods of precast manufacturer, for compliance with Contract Documents. b. Contractor shall allow Quality Control Service access to materials, concrete production equipment, and concrete placement and curing facilities. Cooperate with Quality Control Service and provide samples of materials and concrete mixes as may be requested for additional testing and evaluation. 2. Contractor Quality Control: Contractor shall employ a quality control service whose services shall include performing material evaluation tests, designing concrete mixes and performing quality control inspection and testing for structural precast concrete work. Coordinate submission of information to Quality Control Service for mix design requirements and of results to Architect. 1.05SOURCE QUALITY CONTROL A. General: 1. Owner will employ a Quality Control Service to perform preconstruction quality assurance and control evaluations of work to verify compliance of work with requirements of Contract Documents. Evaluations will include, but are not limited to, criteria specified in this Article. Quality Control Service will provide testing facilities and equipment. 2. Precast manufacturer shall allow Quality Control Service access to materials storage areas, concrete production equipment, and concrete placement and curing facilities. Cooperate with Quality Control Service and provide samples of materials and concrete mixes as may be requested for additional testing and evaluation. REDWINE STRUCTURAL PRECAST CONCRETE 03410 -6 18JAN08 0 0 B. Welding Qualifications: Verify welding qualifications and test records of welding procedures and personnel to be employed on work for compliance with requirements of Contract Documents. C. Dimensional Tolerances: 1. Units having dimensions smaller or greater than required, and outside specked tolerance limits, will be subject to additional testing as specified. 2. Precast units having any dimension other than required will be rejected if appearance or function of structure is adversely affected, or if larger dimensions interfere with other construction. Repair, or remove and replace rejected units as required to meet construction conditions. D. Strength of Units: Strength of precast units will be considered potentially deficient if manufacturing processes fail to meet with any requirement which may affect strength of precast units, including following conditions: 1. Failure to meet compressive strength tests requirements. 2. Reinforcement, and pretensioning and detensioning of tendons of prestressed concrete, not conforming to specified fabrication requirements. 3. Concrete curing, and protection of precast units against extremes in temperature, not as specified. 4. Precast units damaged during handling and erection. E. Testing Precast Units: When there is evidence that strength of precast concrete units do not meet requirements of Contract Documents, Quality Control Service will take cores drilled from hardened concrete for compressive strength determination, meeting requirements of ASTM C42 and as follows: 1. Take at least 3 representative cores for precast units of suspect strength, from locations directed by Architect. 2. Test cores in a saturated- surface -dry condition meeting requirements of ACI 318 if concrete will be wet during use of completed structure. 3. Test cores in an air -dry condition meeting requirements of ACI 318 if concrete will be dry during use of completed structure. 4. Strength of concrete for each series of cores will be considered satisfactory if average compressive strength is at least 85 percent of 28 day design compressive strength. 5. Tests results will be made in writing on same day that tests are made, with copies to Architect, Contractor and precast manufacturer. Include in test reports identification designation and type of member or members represented by core tests, design compressive strength, compression breaking strength and type of break (corrected for length- diameter ratio), direction of applied load to core with respect to horizontal plan of concrete as placed, and moisture condition of core at time of testing. F. Patching: Where core tests results are satisfactory and precast units are acceptable for use in work, fill core holes solid with patching mortar, and finish to match adjacent concrete surfaces. G. Defective Work: Precast concrete units which do not meet specified requirements, including strength, tolerances and finishes, shall be replaced with precast concrete units that meet requirements of this Section. Contractor shall be responsible for cost of corrections to any other work affected by or resulting from corrections to precast concrete work. REDWINE STRUCTURAL PRECAST CONCRETE 03410 -7 18JAN08 H. Pre - Installation Meeting: Conduct a pre - installation meeting at project site prior to delivery of products to review conditions associated with performing the precast pretensioned concrete work. Meeting shall include review of construction conditions, environmental conditions and coordination required for proper installation in areas to receive precast pretensioned concrete. Participants in meeting shall include Architect, representative of precast concrete manufacturer, installer of precast concrete and installers of related work. Proceed with installation only when everyone concerned agrees that required conditions can be properly maintained. 1.06SUBMITTALS A. Coordination: 1. Design Certification: Prior to or concurrent with any other submittal required for work, submit design certification specked in this Article. 2. Structure Loadings: a. Prior to submittal of shop drawings for any portion of building structure, submit shop drawings for work indicating maximum and static and dynamic load reactions imparted to supporting structure, locations of reactions, and proposed connection details sign and sealed. b. Changes to building structure resulting from failure to meet this requirement shall be made at expense of Contractor at no addition to Contract Sum. B. Product Data: Submit product specifications, technical data and installation instructions of manufacturer for each type material. Include published data, certified conformance report or certified laboratory test report of manufacturer substantiating that each material meets requirements of Contract Documents. C. Shop Drawings: 1. General: Submit shop drawings showing complete information for fabrication and installation of precast concrete units. Indicate separate shop drawings for mock -ups. Indicate member dimensions and cross - section; location, size and type of reinforcement, including special reinforcement and lifting devices necessary for handling and erection. a. Indicate layout, dimensions and identification of each precast unit corresponding to installed location. Indicate welded connections by AWS standard symbols. Detail inserts, connections and joints, including accessories and construction at openings in precast units. Show joinery details and materials, including fasteners and sealants. Indicate location and details of anchorage devices that are to be embedded in other construction. Furnish templates if required for accurate placement. c. Identify fillers, sealants and coatings byproduct name and indicate location of application. 2. Reactions: Provide reactions and maximum static and dynamic loads imparted by structural precast concrete work to supporting structure, location of reactions and loads, and connection details. 3. Certification: Shop drawings for structural precast concrete work shall be certified and sealed by engineer of Contractor who performed design calculations. D. Structural Calculations: REDWINE STRUCTURAL PRECAST CONCRETE 03410 -8 18JAN08 ! • 1. General: Submit structural calculations for work prepared in accordance with good and prudent structural theory and current design practice and in accordance with rules of AISC, AISI, ACI, PC and like organizations as applicable. Submittals will be for information only. 2. Analysis: Calculations shall include design analysis for required loads on supporting structure, including design criteria specified in Paragraph - Design Criteria, of this Section, and resultant reactions at each connection point to supporting structure. 3. Certification: Calculations shall be certified and sealed by engineer of Contractor. E. Test Reports: Submit test reports of quality control service for proposed concrete materials and each concrete mix design at least 15 days prior to start of precast pretensioned concrete work. Architect review will be for information only. Do not begin concrete production until mi;x9s have been reviewed by Architect. Production of concrete to comply with specked requirements is responsibility of precast concrete manufacturer. F. Welding Qualifications: Submit qualifications for welding procedures and personnel to be employed on work during fabrication and installation which document meeting welding qualification requirements specified in Article -Quality Assurance, of this Section. Include qualification test records. Indicate any limitations to qualifications. Submittals will be only for information. G. Material Compliance Certificates: Provide material compliance certificates in lieu of materials laboratory test reports only when acceptable to Architect. Compliance certificates shall be signed by material manufacturer, precast concrete manufacturer and Contractor, certifying that each material Rem complies with or exceeds requirements of Contract Documents. H. Design Certification: Submit design certification prepared, certified and sealed by engineer of Contractor who performed design calculations for work. Certification shall specifically indicate work meets most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the work. 1.07PRODUCT HANDLING A. General: Handle structural precast concrete to ensure against cracking, distortion, staining or other physical damage, and so that markings are visible. Lift and support units at designated lift points. B. Deliver anchorage items which are to be imbedded in or attached to other construction before start of such work. Furnish final reviewed setting diagrams, templates, instructions and directions as required for installation. 1.08PROJECT CONDITIONS A. Anchorage Items: Deliver anchorage items which are to be embedded in other construction before start of such work. Provide setting diagrams, templates, instructions and directions as required for installation. B. Coordination: 1. General: Coordinate erection of precast pretensioned concrete with requirements of supporting construction, and connections to supporting construction for support and anchorage of construction work. 2. Do not install precast units until concrete has attainted design ultimate compressive strength. 1.09WARRANTY REDWINE STRUCTURAL PRECAST CONCRETE 03410 -9 18JAN08 n �� A. General: Warranty work meeting provisions of Conditions of the Contract, except warranty shall include additional requirements specified in this Article. B. Coverage: 1. Defective materials and workmanship shall include abnormal deterioration, aging orweathering of work; leakage of water, structural failure of components resulting from exposure to pressures and forces up to specified limits, and failure of work to fulfill other specified performance requirements. Warranty does not include damage caused by vandalism or natural conditions exceeding performance requirements. However, warranty does include failure or defects for which causes cannot be determined. 2. Warranty shall be signed by Contractor and precast pretensioned concrete manufacturer. C. Time Period: Extend warranty time period to 5 years. PART2- PRODUCTS 2.01 FORMWORK A. Forms -General: Provide forms and, where required, form facing materials of metal, plastic, wood, or other material that is non - reactive with concrete and will produce required finish surfaces. Furnish formwork to provide precast pretensioned units of shapes, lines, dimensions, tolerances and formed surface finishes. B. Void Forms: Expanded polystyrene, as minimum, meeting requirements of ASTM C578, Type I. C. Construction: Accurately construct forms, mortar - tight, and of sufficient strength to withstand pressures due to concrete placing operations, temperature changes and, when prestressed, pretensioning and detensioning operations. Maintain frame work provide completed precast concrete units of shapes, lines and dimensions indicated, within specified fabrication tolerances. 2.02REINFORCING MATERIALS A. Reinforcing Bars: ASTM A615, Grade 60, minimum. B. Reinforcing Bars - Hot Dip Zinc coated: ASTM A767, Class II, hot -dip zinc coated after fabrication, including bending. C. Low -Alloy Steel Reinforcing Bars: ASTM A706. D. Welded Wire Fabric: ASTM A185, flat sheet. E. Welded Deformed Steel Welded Wire Fabric: ASTM A497, flat sheet. F. Steel Wire: ASTM A82, plain, cold - drawn, steel. G. Prestressing Tendons: 1. ASTM A416, Grade 250 or 270 as required for application, uncoated, 7 wire stress relieved strand. 2. Strand similar to above, but having size and ultimate strength of wires increased so that ultimate strength of strand is increased approximately 15 percent, or strand with increased strength butwith Ij REDWINE STRUCTURAL PRECAST CONCRETE 03410 -10 18JAN08 0 0 0 fewer number of wires per strand, may be used at option of manufacturer. H. Supports for Reinforcement: 1. Provide supports for reinforcement, including bolsters, chairs, spacers and other devices for spacing, supporting and fastening reinforcing, meeting recommendations of CRSI. 2. Provide supports with legs which are hot -dip zinc coated and plastic protected (CRSI, Class 1), or stainless steel (CRSI, Class 2). 2.03CONCRETE MATERIALS A. Qualification: Use only one type and brand or source of each concrete material required for concrete mix for each type finish of precast pretensioned concrete. B. Portland Cement: ASTM C150, Type I or Type III. C. Nominal Weight Concrete - Coarse Aggregates: 1. General: Hard, durable, uncoated, clean; selected, graded and washed. 2. Quality: ASTM C33, Coarse Aggregate, except for following limitations: a. Other: 1) Free of substances causing staining or reactions with cement, and of soluble salts and other substances which can cause stains on exposed concrete. 2) Have at least 5 years historical experience of satisfactory durability. 3) Pit or bank run gravel is not acceptable. b. Option: Local aggregate not complying with ASTM C33, but which has shown by special test or actual service to produce concrete of adequate strength and durability may be used when acceptable to Architect. 3. Type: Aggregate type, shape, gradation and color shall be as required to produce required surface finish. 4. Maximum Aggregate Size: Not larger than one -fifth of the narrowest dimension between sides of forms, one -third of the depth of slabs, nor three - fourths of the minimum clear spacing between individual reinforcing bars or bundles of bars. D. Normal Weight Concrete - Fine Aggregate: 1. General: Hard, durable, sharp, clean, material sand; selected, graded and washed. 2. Quality: ASTM C33, Fine Aggregate, except for following limitations: a. Other: 1) Free of substances causing staining or reactions with cement, and of soluble salts and other substances which can cause stains on exposed concrete. 2) Have at least 5 years of historical experience of satisfactory durability. REDWINE STRUCTURAL PRECAST CONCRETE 03410 -11 18JAN08 OWN 3) Dune sand, bank run sand and manufactured sand are not acceptable. b. Option: Local aggregate not complying with ASTM C33, but which has shown by special test or actual service to produce concrete of adequate strength and durability may be used when acceptable to Architect. 3. Type: Aggregate type, shape, gradation and color shall be as required to produce required surface finish. E. Lightweight Concrete Aggregates: ASTM C330. F. Water: Potable, fresh, clean and clear meeting requirements of ASTM C94; free of unusual or objectionable smell or taste, and deleterious substances which impair strength, durability, compatibility and appearance of concrete and embedded steel. G. Admixtures: 1. General: Provide admixtures produced by established reputable manufacturers and use in compliance with the instructions of manufacturer. Do not use admixtures which have not been incorporated and tested in accepted concrete mixes, unless otherwise authorized in writing by Architect. 2. Air - Entraining Admixture: ASTM C260. 3. Water- Reducing Admixture: ASTM C494, Type A. 4. Calcium Chloride: Do not use calcium chloride, including admixtures with chloride ion content. 2.04CONNECTION MATERIALS A. General: Provide anchors, attachments, clips, hangers and other accessories of types and sizes required for support and installation of precast units and for support of subsequent construction. B. Steel Shapes, Bars and Plates: ASTM A36. C. Anchor Bolts: ASTM A307, low- carbon steel bolts, regular hexagon nuts and carbon steel washers. D. Finish of Steel Units: Exposed units hot -dip zinc coated meeting requirements of ASTM Al23; others painted with rust - inhibitive primer to provide dry film thickness of 2.0 mils minimum. Apply coatings after fabrication. E. Bearing Pads: Corrosion resistant materials of type, size and hardness required for application. 1. Elastomeric Pads: Vulcanized, chloropene elastomeric compound, molded to size or cut from a molded sheet, 50 -60 Shore A durometer. 2. Laminated Fabric - Rubber Pads: Preformed, unused synthetic fibers and new, unvulcanized rubber. Surface hardness of 70 -80 Shore A durometer. 3. Frictionless Pads: Tetrafluoroethylene (TFE), with glass fiber reinforcing as required for service load bearing stress. 4. Tempered Hardboard Pads: AHA A135.4, smooth both sides. F. Non - Shrink Grout: Premixed, non - metallic, non - corrosive, non - shrink grout meeting requirements of REDWINE STRUCTURAL PRECAST CONCRETE 03410 -12 18JAN08 • 0 USACE CRD -C621 and ASTM C1107. G. Repair Paints: 1. Primer Coatings: Same primer paint as shop applied material. 2. Zinc coatings: Zinc rich paint for repair or touch -up of damaged hot - dipped zinc coatings and meeting requirements of ASTM A780. 2.05ACCESSORIES A. Form Release Agent: Water resistant chemical barrier to prevent concrete bonding or sticking to forms and not effect surfaces of concrete. Agent to be non - petroleum base and non - staining, and not harmful to concrete on formwork, not deteriorate from ambient conditions, not transfer to or penetrate concrete surface and not effect adhesion of sealant or penetration of water repellent coating. B. Cement Grout: Portland cement meeting requirements of ASTM C150, Type 1, and dean, natural sand meeting requirements of ASTM C144, mixed at ratio of one part cement to three parts sand, by volume, with minimum water required for hydration and placement. C. Metal Embedments: 1. Provide metal embedments in precast concrete for door openings, anchor plates and assemblies for supporting or connection of other work, curb angles and other like items. 2. Embedments shall meet requirements of Section 05500 -Metal Fabrications, except as otherwise specified in this Paragraph. a. Embedments, after fabrication and before being embedded in concrete, shall be either hot - dipped zinc coated or prime painted on all surfaces as specked, whether exposed or concealed in completed work. b. Exterior embedments shall be hot - dipped zinc coated, except for overhead door opening frames. Other embedments shall be prime painted. D. Joint Filler: Meet requirements of Section 07905 - Preformed Joint Fillers, except for fire resistance rated precast concrete units, provide a comparable fire resistance rated joint filler meeting requirements of Section 07840 - Firestopping. E. Sealant: Multi- component polyurethane meeting requirements of Section 07920 - Joint Sealants, except for fire resistance rated precast concrete units provide a comparable fire resistance rated polyurethane sealant meeting requirements of Section 07840 - Firestopping. 2.06PROPORTIONING AND DESIGN OF MIXES A. General: 1. Prepare design mixes for each type of concrete required. Design mixes maybe prepared by an independent testing facility or by qualified precast manufacturing plant personnel, at option of precast manufacturer. 2. Ingredients, consistency and water- cement ratio shall meet requirements of ACI 301. Mixture shall be of quality that will produce required precast concrete unit with required finish. B. Normal Weight Concrete Mix: Normal weight concrete consisting of portland cement, normal weight REDWINE STRUCTURAL PRECAST CONCRETE 03410 -13 18JAN08 aggregates, admixtures and water to produce following properties: 1. Compressive Strength: 5,000 pounds per square inch minimum at 28 days. 1J 2. Total Air Content: 4 percent minimum and 6 percent maximum. 3. Pretensioned Release Strength: 3,500 pounds per square inch. C. Lightweight Concrete Mix: Lightweight concrete consisting of portland cement, lightweight aggregates, admixtures and water to produce following properties: 1. Compressive Strength: 5,000 pounds per square inch minimum at 28 days. 2. Total Air Content: 4 percent minimum and 6 percent maximum. 3. Air Dry Density: 90 to 115 pounds per cubic foot. 4. Prestressed Release Strength: 3,500 pounds per square inch. D. Design Mixes: 1. General: Prepare design mixes for each type and strength of concrete required. Design mixes shall be prepared by precast pretensioned concrete manufacturing plant personnel. 2. Design Method: Proportion mixes by either laboratory trial batch or field experience methods, using materials to be employed on the work for each type of concrete required, meeting requirements of ACI 211.1 or 211.2. Cure compression test cylinders using same methods aswill be used for precast concrete work. 3. Reports: Submit written reports to Architect of proposed concrete mix designs as specked under Article - Submittals, of this Section. E. Adjustment to Concrete Mixes: Mix design adjustments may be requested when characteristics of materials, job conditions, weather, test results, or other circumstances warrant. Laboratory test data for revised mix designs and strength results must be submitted to and accepted by Architect before using in the work. F. Admixtures: 1. Use air - entraining admixture in concrete meeting instructions of manufacturer. 2. Use water- reducing admixture meeting instructions of manufacturer. Admixtures to increase cement dispersion or provide increased workability for low -slump concrete maybe used subject to acceptance of Architect. 3. Use amounts as recommended by admixture manufacturer for climatic conditions prevailing at time of placing. Adjust quantities of admixtures as required to maintain quality control. 2.07MIXES A. Plant Mix Concrete: 1. Mix materials for concrete in a drum type batch machine mixer. For mixers of one cubic yard or smaller capacity, continue mixing at least 1 -1/2 minutes, but not more than 5 minutes after all ingredients are in mixer, before any part of batch is released. For mixers of capacity larger than one cubic yard, increase minimum 1 -1/2 minutes of mixing time by 15 seconds for each additional REDWINE STRUCTURAL PRECAST CONCRETE 03410 -14 18JAN08 cubic yard or fraction thereof. 2. Provide a batch ticket for each batch discharged and used in work, indicating project identification name and number, date, mix type, mix time, quantity and amount of water introduced. B. Ready -Mix Concrete: Meet requirements of ASTM C94 and following: 1. Delete references for allowing additional water to be added to batch for material with insufficient slump. Addition of water to batch will not be permitted. 2. During hot weather or under conditions contributing to rapid setting of concrete, a shorter mixing time than specked in ASTM C94 may be required. When air temperature is between 85 and 90 degrees Fahrenheit, reduce mixing and delivery time from 1 -1/2 hours to 75 minutes, and when air temperature is above 90 degrees Fahrenheit, reduce mixing and delivery time to 60 minutes. 2.08 FABRICATION A. General: 1. Fabricate precast units meeting manufacturing and testing procedures, quality control recommendations and dimensional tolerances of PCI MNL -116, except as otherwise required by Contract Documents. 2. Plant fabricate structural precast concrete units under rigid, factory- inspected process. B. Characteristics: Provide units straight and true to size and shape, with exposed edges and corners precise and square, and with smooth surfaces free of voids or honeycomb. Precast units which are warped, cracked, broken, spalled, stained or otherwise defective will not be acceptable. C. Built -In Items: Provide slots, holes and other accessories in precast units to receive or provide penetration of other work as required. Install built -in items meeting instructions of product manufacturer. D. Anchorages Devices: 1. Provide loose steel plates, clip angles, seat angles, anchors, dowels, cramps, hangers and other miscellaneous steel shapes which are necessary for securing precast concrete to supporting construction and adjacent members. Items shall be either of corrosion resistant materials or of carbon steel which after fabrication shall be coated to provide for corrosion resistance. Meet other requirements specified in this Section relative to anchorages and embedments. 2. Built -In: Accurately position built -in anchorage devices and other embedments, and secure to formwork. Coordinate location with position of main reinforcement and placing of concrete. E. Formwork: 1. General: Accurately construct forms, mortar - tight, and of sufficient strength to withstand pressures due to concrete placing operations, temperature changes, pretensioning and detensioning operations. Maintain formwork to provide completed precast concrete units of shapes, lines, and dimensions indicated, within specified fabrication tolerances. 2. Openings: Cast in holes for openings larger than 10 inches diameter or 10 inches square in accordance with final reviewed shop drawings. Smaller holes will be field cut by trades requiring them. F. Form Release Coating: Coat surfaces of forms with form release agent before reinforcement is placed. Apply meeting instructions of manufacturer. REDWINE STRUCTURAL PRECAST CONCRETE 03410 -15 18JAN08 G. Reinforcement: 1. Clean reinforcement of loose rust and mill scale, earth and other materials which reduce or destroy bond with concrete. 2. Accurately position, support and secure reinforcement against displacement by formwork, construction or concrete placement operations. Locate and support reinforcing by metal chairs, runners, bolsters, spacers and hangers, as required. 3. Place reinforcement to obtain at least minimum coverages for concrete protection. Arrange, space and securely be bars and bar supports to hold reinforcement in position during concrete placement operations. Set wire ties so ends are directed into concrete, not toward exposed concrete surfaces. H. Pretensioning: Pretensioning of tendons for prestressed concrete may be accomplished either by single strand or multiple strand tensioning method. I. Concrete Placement: Place concrete in a continuous operation to prevent formation of seams or planes of weakness in precast units, meeting requirements of ACI 304. Thoroughly consolidate placed concrete by internal and external vibration without dislocation or damage to reinforcement and built -in items. J. Identification: Provide permanent markings to identify pick -up points and orientation in structure, complying with markings indicated on final shop drawings. Imprint date of casting on each precast unit on a surface which will not show in finished structure. K. Curing: Curing by low pressure steam, steam vapor, radiant heat and moisture, or other similar process to accelerate concrete hardening and to reduce curing time. L. Detensioning: Delay detensioning of prestressed units until concrete has attained at least 70 percent of design stress, as established by test cylinders. V) 1. If concrete has been heat cured, perform detensioning while concrete is still warm and moist, to avoid dimensioned changes which may cause cracking or undesirable stresses in concrete. 2. Detensioning maybe accomplished either by gradual release of tensioning jacks or by heat cutting tendons, using a sequence and pattern to prevent shock or unbalanced loading. M. Finish of Formed and Unformed Surfaces: 1. General: Provide finishes for formed and unformed surfaces of precast concrete meeting requirements of PCI MNL -116 and requirements of this Section to provide characteristics for required exposed surface finish, and to match final reviewed mock -up as applicable. 2. Exposed Surfaces: a. Standard Finish: Normal plant run finish produced in forms that impart a smooth finish to concrete. Small surface holes caused by air bubbles, normal form joint marks, and minor chips and spalls will be tolerated, but no major or unsightly imperfections, honeycomb, or structural defects will be permitted. 1) Where ends of strands will not be enclosed or covered, cut flush and cover with high strength mortar bonded to unit with epoxy bonding agent. 2) Where used as subfloor members, provide top surface with broomed or raked finish for bonding with concrete topping. 3) Where used as roof members, provide top surface with smooth, float finish. b. Raked Finish: As acceptable to Architect. REDWINE STRUCTURAL PRECAST CONCRETE 03410 -16 18JAN08 0 • 3. Concealed Surfaces: Apply steel trowel finish to unformed surfaces to be concealed from view in completed project, unless otherwise required. PART 3 - EXECUTION 3.01 EXAMINATION A. General: Examine areas and conditions under which work is to be installed for compliance with requirements of Contract Documents and to determine if conditions affecting performance of work are satisfactory. Do not proceed with work until unsatisfactory conditions have been resolved. WON 1Z6]if lmIi11C07, A. General: Install work meeting requirements of Contract Documents, as indicated by final reviewed submittals for work and meeting instructions and recommendations of product manufacturers. Consult with manufacturers for conditions not covered by printed instructions. 1. Do not install precast units until supporting construction is in place and secured, and has attained design strength. 2. Install precast concrete members plumb, level and in alignment within specified limits of erection tolerances. Provide temporary supports and bracing as required to maintain position, stabilityand alignment as members are being permanently connected. Maintain horizontal and vertical joint alignment and uniform joint width. B. Bearing Pads: Install bearing pads where required, as precast units are being erected. Set pads on level, uniform bearing surfaces and maintain in correct position. C. Anchoring: Anchor precast units in final position by bolting, welding, grouting or as otherwise required. Remove temporary shims, wedges and spacers as soon as possible after anchoring is completed. D. Bolting: At bolted connections, use lock washers or other acceptable means to prevent loosening of nuts. Welding is not acceptable. E. Welding: Perform welding meeting requirements of AWS D1.1 and AWS D1.4, as applicable. 1. Protect units from damage by welding or cutting operations. 2. Repair damaged metal surfaces by cleaning and applying a coat of zinc rich repair coating to zinc coated surfaces and compatible primer to painted surfaces. F. Powder - Actuated Fasteners: Do not use powder - actuated fasteners for surface attachment of accessory items in precast units. G. Cutting: 1. Holes: Do not cut holes or install sleeves larger than size permitted by manufacturer of precast pretensioned concrete units for pipe, conduits, duct or other penetrations after fabrication. 2. Reinforcing: Do not cut reinforcing or prestressing strands without approval of precast pretensioned concrete manufacturer and as acceptable to the Architect. H. Grouting: After precast concrete units have been placed and secured, grout open spaces at connection and joints as required. REDWINE STRUCTURAL PRECAST CONCRETE 03410 -17 18JAN08 1. Grout Schedule: Provide each grout type at respective locations as follows: a. Cement Grout: Joints between ends of precast units at fixed piers, except for option of using non - shrink grout. b. Non - Shrink Grout: Longitudinal keyways, transverse be assembly pockets, setting dowels and optional for joints between ends of precast units at fix piers. 2. Placement: Provide forms or other acceptable method to retain grout in place until sufficiently hard to support itself. Prepare grout contact surfaces, and place and cure grout meeting requirements of grout manufacturer. Pack spaces with stiff grout material, tamping until voids are completely filled. Place grout to finish smooth, plumb, and level with adjacent concrete surfaces. Keep grouted joints damp for not less than 72 hours after initial set. Promptly remove grout material from exposed surfaces before grout hardens. 3. Raked Joint: Rake exposed surfaces of grout in joints to provide proper size space for application of sealant. I. Joint Fillers: Insert joint fillers into joints between units where required. Make adjustments to provide proper size space for application of sealant. Meet requirements of Section 07905 - Preformed Joint Fillers and Section 07840 - Firestopping, as applicable. J. Sealing Joints: Seal joints between concrete units, and between concrete units and adjacent construction with sealant. In addition, seal joints exposed to interior side of completed building with sealant. Meet requirements of Section 07920 - Joint Sealants and Section 07840 - Firestopping, as applicable. 3.03 FIELD QUALITY CONTROL A. General: 1. Owner will employ, except as otherwise required, a Quality Control Service to perform during construction quality assurance and control evaluations of work to verify compliance of work with requirements of Contract Documents. Evaluations will include, but are not limited to, criteria specified in this Article. Quality Control Service will provide project site testing facilities and equipment. 2. Installed Units: a. Installed precast pretensioned concrete units may be rejected for any one of following: 1) Exceeding specified installation tolerances. 2) Damaged during delivery, storage or construction operations. 3) Exposed -to -view surfaces which develop surface finish deficiencies. 4) Other defects as listed in PCI MNL -116. b. Limitations as to amount of patching which will be permitted is subject to requirements of this Section and acceptance of Architect. 3.04ADJUSTING AND CLEANING A. Touch -Up Painting: After erection, clean bolted connections, welds and abraded areas of shop coated surfaces, and touch -up paint areas. F . 1. Shop Primer Coated Surfaces: Use prime coating repair paint. Apply to dry film thickness of 2.0 REDWINE STRUCTURAL PRECAST CONCRETE 03410 -18 18JAN08 1� mils minimum. 2. Zinc Coated Surfaces: Use zinc coating repair paint and meet requirements ofASTM A780. Apply to dry film thickness of 3.0 mils minimum. B. Cleaning: Clean exposed surfaces of precast units to remove dirt and stains after erection and completion of joint treatments. Wash and rinse. Protect other work from damage due to cleaning operations. Do not use cleaning materials or processes which could change character of exposed concrete surfaces. END OF SECTION v REDWINE STRUCTURAL PRECAST CONCRETE 03410 -19 18JAN08 • 0 REDWINE ENGINEERS INC. SECTION 03530 LANDMARK CONDOMINIUMS CONCRETE TOPPING PART 1 - GENERAL 1.01 SUMMARY A. Description: Concrete topping is indicated by Contract Documents and shall include work necessary and incidental to completion and performance of the Work. B. Included: Concrete topping includes, but is not limited to, following: 1. Standard aggregate topping over base cast -in -place concrete. 2. Standard aggregate topping over precast concrete. 3. Standard aggregate topping for fill of steel pan stair treads, landings and like items. 1.02 SYSTEM DESCRIPTION A. Codes and Standards: Meet requirements of following, except to extent of most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the Work: 1. ACI 301 - Specifications for Structural Concrete for Buildings. 2. ACI 302.1 R - Guide for Concrete Floor and Slab Construction. 3. ACI 318 - Building Code Requirements for Structural Concrete, including Commentary. 4. Specification Section 03300 - Cast -In -Place Concrete. B. Performance Criteria: Concrete topping having a hollow sound when tapped, evidence of no bond to substrate, disintegration or other failure to perform as a floor finish, including failure to meet requirements of Section 03300 - Cast -In -Place Concrete, will be considered a failure of the work. Repair or replace concrete topping in areas of such failures. 1.03 SUBMITTALS A. General: Submit product data, laboratory test reports, material certificates, shop drawings and samples meeting requirements of Section 03300 - Cast -In -Place Concrete. B. Concrete Design Mix Submit design mixfor concrete topping. Meet requirements of Section 03300 - Cast -in -Place Concrete. PART2- PRODUCTS 2.01 CONCRETE MATERIALS A. General: Portland cement, aggregates, water and other concrete materials shall meet requirements of Section 03300 - Cast -in -Place Concrete, except as otherwise specified in this Section. B. Standard Aggregate: 1. Fine Aggregate: ASTM C33, Fine Aggregate, consisting of sand or crushed stone screenings, which is clean, hard and free from deleterious matter, and graded by weight to pass sieves as follows: REDWINE CONCRETE TOPPING 03530 -1 18JAN08 3/8 inch sieve size 100 percent passing by weight Number 4 95 -100 percent Number 8 80 -90 percent Number 16 50 -75 percent Number 30 30 -50 percent Number 50 10 -20 percent Number 100 2 -5 percent 2. Coarse Aggregate: ASTM C33, Coarse Aggregate, consisting of gravel or crushed stone, which is clean, hard and free from deleterious matter, and graded by weight to pass sieves as follows: 1/2 inch sieve size 3/8 inch Number 4 Number 8 2.02 REINFORCEMENT 100 percent passing by weight 30 -50 percent 0 -15 percent 0 -5 percent A. General: Concrete reinforcement and accessory items shall meet requirements of Section 03300 - Cast -In -Place Concrete, except as otherwise specified in this Section. B. Welded Wire Fabric: ASTM A185 flat sheets, fabric in rolls not acceptable, and as follows for application: 1. General: 4" x 4" - W2.1 x W2.1 welded wire fabric, except as otherwise required. 2. Steel Pan Stair Treads, Landings and Like Items: 2" x 2" - W2.1 x W2.1 welded wire fabric. 2.03 ACCESSORIES A. General: Meet requirements of Section 03300 - Cast -In -Place Concrete, except as otherwise specified in this Section. B. Bonding Adhesive: Epoxy resin bonding adhesive as appropriate for application and shall meet requirements of Section 03300 - Cast -In -Place Concrete. In addition, bonding adhesive shall be integrally colored to show extent of application. C. Slip Sheet: Clear polyethylene film meeting requirements of ASTM D2103, 6 mil minimum thickness. 2.04 PROPORTIONING AND DESIGNING MIXES A. General: Prepare and proportion design mixes meeting requirements of Section 03300 - Cast -In -Place Concrete, except as otherwise specified in this Section. B. Standard Aggregate Topping: Design mix to produce concrete topping with following characteristics: 1. Compressive Strength: 3,500 pounds per square inch minimum. 2. Slump: 4 inch maximum at location of placement, except 8 inch maximum at point of placement for concrete containing high -range water reducing admixture. 3. Water Cement Ratio: 0.50 maximum. 4. Mixture: Generally, by volume, 1 part portland cement, approximately 1 part fine aggregate and approximately 2 parts coarse aggregate. Proportions of fine and course aggregates shall produce a well graded aggregate mixture to suit application. PXII- �_iKWA210 REDWINE CONCRETE TOPPING 03530 -2 18JAN08 A. General: Meet requirements of Section 03300 - Cast -In -Place Concrete, except as otherwise specified in this Section. B. Project Site Mixing: 1. Provide batch type mechanical mixer for mixing concrete topping at project site. Equip batch mixaer with a suitable charging hopper, water storage tank, and a water measuring device. Use only mixers which are capable of mixing aggregates, cement and water into a uniform mix within specified time, and of discharging mix without segregation. 2. Mix each batch of 2 cubic yards or less for 1 -1/2 minutes minimum after ingredients are in mixer. Increase mixing time 15 seconds each additional cubic yard or fraction thereof. C. Ready Mixed: Ready mixed concrete topping shall meet requirements of ASTM C94 and Section 03300 - Cast -In -Place Concrete. PART 3 - EXECUTION 3.01 EXAMINATION A. General: Examine areas and conditions under which work is to be installed for compliance with requirements of Contract Documents and to determine if conditions affecting performance of work are satisfactory. Do not proceed with installation until unsatisfactory conditions have been resolved. Commencement of installation shall constitute acceptance of conditions. B. Base Concrete Substrate: Base concrete surface to receive concrete topping shall be as follows: 1. Base Concrete Finish - Bonding of Topping: Scratch finish and wet cure meeting requirements of Section 03300 - Cast -In -Place Concrete. No film forming coatings, including liquid membrane curing compound, shall be on base concrete finish. 2. Base Concrete Finish - Slip Sheet Under Topping: Float finish and cure meeting requirements of Section 03300 - Cast -In -Place Concrete. 3. Base Concrete Tolerances: Tolerances of base slab for concrete topping shall meet requirements of Section 03300 - Cast -In -Place Concrete. 3.02 GENERAL A. Provide concrete topping meeting requirements of Contract Documents, as indicated byfinal reviewed submittals for work and meeting instructions and recommendations of product manufacturers. 3.03 PREPARATION A. Topping Applied to Hardened Concrete: 1. Base Concrete Surface Condition: a. When base concrete surface is smooth and unacceptable for good bonding, roughen surface by chipping or scarifying before cleaning. b. Brush surface of base concrete with a coarse wire brush and remove laitance. 2. Cleaning: Remove dirt, loose material, oil, grease, film forming coatings and other contaminants, leaving clean surfaces that will be in contact with concrete topping. 3. Joints: For bonding concrete topping to hardened concrete, mark location of joints in base concrete where joints in topping are to coincide, so joints in topping will be placed directly over joints in base REDWINE CONCRETE TOPPING 03530 -3 18JAN08 A concrete. 4. Bonding: Immediately before placing reinforcement and concrete topping mixture, provide one of following, except when slip sheet is required: a. Bonding Adhesive: Apply bonding adhesive by method and at recommended rate for application meeting instructions and recommendations of manufacturer. B. Topping Applied to Metal: 1. Cleaning: Remove dirt, loose material, oil, grease, paint or other contaminants, leaving clean surfaces that will be in contact with concrete topping. 2. Bonding: Prior to placing concrete topping mixture, apply bonding adhesive to metal surfaces that will be in contact with concrete topping. Apply bonding adhesive by method and at rate for application meeting instructions and recommendations of manufacturer. C. Reinforcement: Reinforce concrete toppings. Provide necessary supports and maintain position of reinforcement. 3.04 CONCRETE PLACEMENT A. General: Handle, place and consolidate concrete topping meeting requirements of Section 03300 - Cast -In -Place Concrete. B. Handling: Spread topping mixture evenly over prepared base, bring to required level with straightedge and strike -off. After placement, do not work surface further until ready for floating. Begin floating when surface water has disappeared or when concrete has stiffened sufficiently to permit floating. Consolidate surface by floating. 3.05 JOINTS A. General: Provide joints in concrete topping meeting requirements of Section 03300 - Cast -In -Place Concrete. B. Joints - Bonding of Topping: Provide control joints in concrete topping meeting requirements of Section 03300 - Cast -In -Place Concrete and to coincide with joints in base concrete, except as otherwise required. Provide other joints as required. 3.06 FINISHES A. General: After floating, finish concrete topping surfaces meeting requirements of Section 03300 - Cast - In -Place Concrete. B. Tolerances: Completed concrete surface shall be free of trowel marks, uniform in texture and appearance, and with a surface plane tolerance meeting requirements of Section 03300 - Cast -In- Place Concrete. 3.07 CURING AND PROTECTION A. Cure and protect concrete topping applications and finishes meeting requirements of Section 03300 - Cast -In -Place Concrete. END OF SECTION REDWINE CONCRETE TOPPING 03530 -4 18JAN08 0 REDWINE ENGINEERS INC. SECTION 04810 LANDMARK CONDOMINIUMS UNIT MASONRY ASSEMBLIES PART 1 - GENERAL 1.01 SUMMARY A. Related Documents: Provisions of the Contract, including Conditions of the Contract, Drawings and Division 1 - General Requirements of the Specification, apply to this Section. B. Description: Unit masonry assemblies are indicated by Contract Documents and shall include work necessary and incidental to completion and performance of the Work. C. Included: Unit masonry assemblies include, but are not limited to, following: 1. Unit masonry. 2. Receiving and installing inserts, anchors and like items to be embedded or built -in unit masonry for other work. 3. Shelf angles and relieving angles, loose lintels, wall bracing, reinforcement, anchors, thru -wall flashing, weeps and like items. a D. Related Work: 1. Furnishing inserts, anchors and like items to be embedded or built -in unit masonry for other work. 2. Dampproofing. 1.02 SYSTEM DESCRIPTION A. Codes and Standards: Meet requirements of following, except to extent of most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the Work: 1. ACI 530 - Building Code Requirements for Masonry Structures. 2. ACI 530R - Proposed Commentary on Building Code Requirements for Masonry Structures. 3. ACI 530.1 - Specifications for Masonry Structures. 4. ACI 530.1 R - Proposed Commentary on Specifications for Masonry Structures. 5. ANSUNBS H74 (A41.2) - Building Code Requirements for Reinforced Masonry. 6. ANSUNBS - 211 (A41.1) - Building Code Requirements for Masonry. 7. BIA - Building Code Requirements for Engineered Brick Masonry. 8. BIA - Technical Notes on Brick Construction. 9. NCMA - Manual of Facts on Concrete Masonry (TEK Series). 10. Specification Sections: a. 05500 - Metal Fabrications. b. 07210 -Building Insulation. c. 07620 - Flashing and Trim. d. 07920 - Joint Sealants. B. Performance - Shelf and Relieving Angles and Steel Lintels: Meet requirements of Section 05500 - REDWINE 18JAN08 UNIT MASONRY ASSEMBLIES 04810 -1 X Metal Fabrications, including requirements for engineering and detailing. C. Performance - Veneers and Cavities: Details and installation of masonry or stone veneers and associated cavities and related construction, including but not limited to, clear cavity width, mortar, anchorage devices, thru -wall flashing, any cavity insulation, cavity drainage net, weeps and other like items is critical to proper performance of work. Meet requirements indicated by Contract Documents, including this Section. D. Fire Performance Characteristics: Where fire resistance ratings are indicated for unit masonry work, provide materials and construction which are identical to those of assemblies whose fire endurance has been determined by testing in compliance with ASTM E119 by a recognized testing and inspecting organization or by another means as acceptable to authority having jurisdiction. E. Tolerances: Completed work shall be within following tolerances and within tolerances established by mock -up wall, whichever is most stringent: 1. Variation from Plumb: a. For vertical lines and surfaces of columns, walls and arises, do not exceed 1/4 inch in 10 feet, 3/8 inch in 20 feet or 1/2 inch in 40 feet or more. b. For external corners, expansion joints, control joints and other conspicuous lines, do not exceed 1/4 inch in 20 feet or 1/2 inch in 40 feet or more. c. For vertical alignment of head joints, do not exceed plus or minus 1/4 inch in 10 feet or 1/2 inch maximum. 2. Variation from Level: a. For lines of exposed lintels, sills, parapets, horizontal grooves and other conspicuous lines, do not exceed 1/4 inch in 20 feet or 1/2 inch in 40 feet or more. b. For top surface of bearing walls, do not exceed 1/8 inch in 10 feet or 1/16 inch within width of single unit. 3. Variation from Linear Building Line: For position in plan and related portion of columns, walls and partitions, do not exceed 1/4 inch in 10 feet, 1/2 inch in 20 feet or 3/4 inch in 40 feet or more. 4. Variation in Cross - Sectional Dimensions: For columns and thickness of walls, from dimensions required, do not exceed 1/4 inch. 5. Variation in Mortar Joint Thickness: a. Do not exceed bed joint thickness required by more than 1/8 inch, with a maximum thickness limited to 1/2 inch. b. Do not exceed head joint thickness required by more than 1/8 inch. c. Do not exceed collar joint thickness required by more than 1/4 inch. 1.03 QUALITY ASSURANCE A. Single Responsibility: Work shall be performed by a single installer having undivided responsibility for providing complete work and for performance quality and appearance of work. Include not only REDWINE UNIT MASONRY ASSEMBLIES 04810 -2 18JAN08 0 IV , masonry work, but also providing loose lintels, shelf angles, reinforcement, thru -wall flashing, weeps and like items. B. Product Qualification: Provide products indicated under same category produced by a single manufacturer. Use only one type, brand, source and manufacture run of each product. C. Installer Qualifications: Installer shall specialize in performing work of this Section and have 5 years minimum documented experience in detailing, fabrication, installation and maintenance of type and quality required for work. D. Project Site Mock -Up: 1. General: Prior to installation of masonry, provide mock -up of each type exposed masonry, representative of completed masonry required for the work with respect to quality of appearance and workmanship, for visual review by Architect. Construct mock -ups at locations on project site acceptable to Architect. Retain mock -ups during construction as standard for judging completed masonry work. At completion of work represented by mock -up and when acceptable to Architect, remove and dispose of mock -up off project site. 2. Construction: Each mock -up shall be a complete construction, accurately representing masonry required for the work. a. Provide wall section of L -shape configuration, 8 feet wide on one side and 4 feet wide on other side by 4 feet high, minimum. b. Construct mock -ups meeting requirements of Contract Documents. Include face wythes and backup wythes as applicable, and incorporate expansion and control joint, grout, reinforcement and accessories. 3. Unsatisfactory Results: In event that unsatisfactory results necessitate modifications of proposed materials and methods to achieve meeting requirements of Contract Documents, provide new mock -up using such modifications. Additional expense incurred shall be at no addition to Contract Sum. E. Pre - Installation Meeting: Conduct a pre - installation meeting at project site prior to starting work at project site and delivery of products to review conditions associated with performing work. Meeting shall include review of required submittal return comments for any open issues, structural concepts, special masonry details, locations of expansion and control joints, standard of workmanship and quality control requirements, construction conditions, substrate conditions, environmental requirements, ambient conditions, coordination required for installation of work and responsibility for temporary operation of permanent systems required for work. Meeting participants shall include Architect, representatives of manufacturers of primary products under this Section, installer of work under this Section, installers of related work, including wet work such as plaster, other finishes, painting, mechanical work and electrical work, and firms or persons responsible for continued operation, whether temporary or permanent, of building mechanical and electrical systems as required to maintain ambient environmental conditions. Record discussions of meeting, and discussions and agreements or disagreements reached, and furnish a copy of record to each participant. 1.04 SOURCE QUALITY CONTROL A. General: 1. Owner will employ a Quality Control Service to perform preconstruction quality assurance and control evaluations of work to verify compliance of work with requirements of Contract Documents. REDWINE UNIT MASONRY ASSEMBLIES 04810 -3 18JAN08 L:J Evaluations will include, but are not limited to, criteria specified in this Article. Quality Control Service will provide testing facilities and equipment. 2. Work may require re- evaluation as directed by Architect anytime during progress of the work. Re- evaluation of rejected work and evaluation of replacement work shall be performed at expense of Contractor, at no addition to Contract Sum. 3. Contractor shall furnish Quality Control Service with samples of proposed materials. Allow free access to material stock and facilities. B. Submittals: Review submittals of Contractor for compliance with Contract Documents. C. Concrete Masonry Units: Review and test each proposed type concrete masonry unit for compressive strength, absorption and moisture content meeting requirements of ASTM C140. D. Mortar and Grout: 1. Materials: Review and test proposed materials for mortars and grouts. 2. Mortar: Review and test each proposed mortar mix design for composition and compressive strength meeting requirements of ASTM C270 and ASTM C780 respectively, using 3" x6" cylinders. Provide 6 cylinder specimens for each test set, testing 3 specimens at 7 days and three specimens at 28 days. 3. Grout: Review and test each proposed grout mix design for composition and compressive strength meeting requirements of ASTM C476 and ASTM C1019, using 3" x 6" cylinders. Provide 6 specimens for each test set, testing 3 specimens at 7 days and 3 specimens at 28 days. 1.05 SUBMITTALS A. Product Data: Submit product specifications, technical data, standard detail drawings and installation instructions of manufacturer for each product. Include published data, certified conformance report or certified test report of manufacturer substantiating each proposed product meets requirements of Contract Documents. B. Shop Drawings: Submit shop drawings for fabrication and installation of work. Indicate requirements and details for following and other pertinent data not included in submitted product data: 1. Coursing of unit masonry. 2. Details which vary from Drawings. 3. Locations and details for shelf and relieving angles, loose lintels and wall bracing. 4. Locations and details of masonry anchors and reinforcement. 5. Fabrication, bending and placement of reinforcing bars. 6. Locations and details for expansion joints and control joints. 7. Locations and details for thru -wall flashing. 8. Method of maintaining cavities free of mortar droppings and other materials. C. Samples -Masonry Units: Submit representative sample of each type, color and texture masonry unit required. Select units to show range of color and texture variations which can be anticipated in work. Samples will be reviewed only for visual characteristics and quality, including color texture and severity of surface distortions. D. Flashing: Submit 6 inch long sample of each type flashing required for work. REDWINE UNIT MASONRY ASSEMBLIES 04810 -4 18JAN08 0 0 E. Material and Mix Design Reports: Submit test and evaluation reports for each proposed mortar and grout material, and for each proposed mortar and grout mix design. Indicate where each mortar and grout mix design is to be installed. Reports will be reviewed only for information. Final review of each mortar mix design will not be granted until satisfactory results are obtained for flexural bond strength prism tests. F. Compliance Certificate - Masonry Units: 1. General: Submit compliance certificate for each type masonry unit. Certificate shall indicate reference standard designation and associated descriptive and technical data, and actual quality assurance and control methods used to verify properties and characteristics, and results. 2. Fire Rated Units: In addition, for fire rated concrete masonry units, certificate shall include verification of fire resistance classification of rating. 1.06 PRODUCT HANDLING A. Deliver masonry materials to project site in undamaged condition. B. Store and handle masonry materials in a manner to prevent their deterioration or damage due to moisture, temperatures, contaminants, corrosion or other causes. C. Store cementitious materials off ground, under weathertight cover, in a dry location. D. Store aggregates in locations where grades and other project site characteristics are not detrimental to aggregates. ) E. Limit moisture absorption of concrete masonry units during delivery and until time of installation to meet requirements specified in this Section. 1.07 PROJECT CONDITIONS A. Protection: 1. Protect masonry materials during storage and construction from wetting by rain, snow, or ground water, and from soilage or inter - mixture with earth or other materials. 2. Do not use metal reinforcement or ties having loose rust or other coatings, including ice, which will reduce or destroy bond. 3. During erection, cover top of walls with heavy waterproof sheeting at end of work each day. Cover partially completed structures when work is not in progress. Extend cover a minimum of 2 feet down both sides and hold cover securely in place. 4. Do not apply uniform loading for at least 12 hours after completion of masonry walls or columns. 5. Do not apply concentrated loads for at least 3 days after completion of masonry walls or columns. 6. Prevent mortar and grout from staining face of masonry units to be left exposed or painted. Remove immediately, mortar or grout in contact with such masonry. 7. Protect sills, ledges, and projections from droppings of mortar and grout. 8. Protect base of walls from rain splashed mud, and mortar and grout splatter by means of coverings spread out on ground and extending not less than 3 feet from wall surface and 2 feet up wall. B. Cold and Hot Weather Construction: Perform and protect masonry work during cold and hot weather meeting requirements of ACI 530.1 and requirements and recommendations of BIA and NCMA. Remove masonry determined to be damaged by cold or hot weather conditions and replace with new work. Cold weather construction is defined as temperatures below 40 degrees Fahrenheit. Hotweather REDWINE UNIT MASONRY ASSEMBLIES 04810 -5 18JAN08 is defined as temperatures above 90 degrees Fahrenheit. C. Coordination: 1. General: Review installation procedures and coordinate with other work to be integrated with masonry. 2. Openings: Leave opening in masonry as required to allow for passage of equipment and like items. Complete masonry to match work adjacent to opening. PART 2 - PRODUCTS 2.01 MASONRY UNITS A. General: Masonry units shall be of uniform texture and color of each kind required for each continuous area and visually related areas. B. Concrete Masonry Units: 1. General: a. Dimensions: Following dimensions within tolerances specified for respective concrete masonry unit: 1) Block: Concrete block units with nominal face dimensions of 16 inches long by 8 inches high; actual dimensions of 15 -5/8" x 7 -5/8 ". b. Aggregates: Do not use aggregate made from pumice, scoria or tuffs. 2. Hollow and Solid Loadbearing Units: ASTM C90. a. Moisture Content: 35 percent maximum moisture content at time of installation. b. Linear Shrinkage: 0.065 percent maximum total linear drying shrinkage at time of installation. c. Weight Classification: 1) Typical: Lightweight, or medium weight for fire resistance rated assemblies, as applicable, except as otherwise required. 2) Outdoor Exposure: Medium weight or normal weight, except as otherwise required. d. Compressive Strength: 1) Regular Use: 1,900 psi minimum, based on average net area of average of 3 units, and 1,700 psi minimum for any individual unit. 2) Engineered Use: 3,000 psi minimum, based on average net area of average of 3 units and 2,800 psi minimum for any individual unit. e. Water Repellent Admixture: Provide following concrete masonry units with water repellent CMU admixture meeting instructions and recommendations of manufacturer: 1) Outdoor Exposure -Bare: Outdoor concrete unit masonry of single wythe and solid multi - wythe construction, exposed to view in completed work. 3. Lightweight Units: Lightweight units using aggregate meeting requirements of ASTM C331; dry net REDWINE UNIT MASONRY ASSEMBLIES 04810 -6 18JAN08 • 0 unit weight of less than 105 pounds maximum per cubic foot. 4. Medium Weight Units: Medium weight units using aggregate meeting requirements of ASTM C33; dry net weight of 105 to less than 125 pounds per cubic foot. 5. Normal Weight: Normal weight using aggregate meeting requirements of ASTM C33; dry net weight of 125 pounds minimum. 6. Water Repellent CMU Admixture: Provide concrete masonry units to be exposed to outdoor environment with water repellent admixture. a. Description: Integral liquid polymeric admixture, added to concrete during mixing, meeting requirements of ASTM E514 for Class E Rating, which does not reduce flexure bond strength or compressive strength of prisms when compared to control specimens, when evaluated meeting requirements of ASTM E72, and shall not show visible water or leaks on back side of test specimens. b. Acceptable Products: 1) W. R. Grace & Co., Dry-Block Integral Water - Repellent CMU Admixture. 7. Curing: a. Cure concrete masonry units so moisture content meets requirements of ASTM C90 for type of unit required. b. Limit moisture absorption during delivery and until time of installation to maximum percentage specified in ASTM C90 for type of unit required for average annual relative humidity as reported by United States Weather Bureau Station nearest project site. 8. Exposed Faces: a. Standard Face: Standard cement gray color and fine texture finish face surfaces as acceptable to Architect. 2.02 MORTAR AND GROUT A. Portland Cement: ASTM C150, Type I, except Type III may be used for cold weather construction. Portland cement shall be without air entrainment, and of natural gray color. B. Hydrated Lime: ASTM C207, Type S. C. Mortar Cement: 1. Description: ASTM C1329 and ICBO -Uniform Building Code Standard 21 -14. Cement shall be of natural gray color. 2. Acceptable Manufacturers: a. Blue Circle Cement. b. Lafarge Corporation. D. Aggregate for Mortar: ASTM C144, except for joints less than 1/4 inch use aggregate graded with 100 IV REDWINE UNIT MASONRY ASSEMBLIES 04810 -7 18JAN08 AM percent passing Number 16 sieve. E. Aggregate for Grout: ASTM C404. ' F. Water: Potable, fresh, clean and clear; free of unusual or objectionable smell or taste, and deleterious substances which impair strength durability, compatibility and appearance of work and as required by product manufacturer. Do not use water which has been used to clean equipment or tools. G. Admixtures: Other than anti - freeze compounds, admixtures maybe used in mortar and grout subject to acceptance by Architect. Admixture shall not adversely affect mortar or grout bond or compressive strengths of mortar or grout designed without use of admixture. Admixture shall not contain calcium chloride, chloride salts, chloride ions, or any other chemical that will deleteriously affect metals embedded in mortar or grout, including coatings, masonry unit or performance of work. 1. Water Repellent Mortar Admixture: a. Description: Integral liquid polymeric admixture, added to mortar during mixing, meeting requirements of ASTM E514 for Class E Rating, and not decrease in flexure strength or compressive strength of prisms when compared to control specimens, when evaluated meeting requirements of ASTM E72. b. Acceptable Products: 1) W. R. Grace & Co., Dry-Block Integral Water - Repellent Mortar Admixture. H. Mortar and Grout: 1. Mixes: Design and proportion mix for each type and strength of mortar and grout required meeting requirements of ASTM C270 and ASTM C476, respectively. Do not begin mortar or grout production until mix designs have been reviewed by Architect. Production of mortar and grout shall meet specked requirements. 2. Preblended Mixes: a. Description: Mortars and grouts shall be factory proportioned and blended, computer controlled, dry mixture of cement, lime, dried aggregate and pigment as required, requiring only addition of water at project site. Preblended mixture shall be dispensed from a bulk container, or a bag when work requires small quantities. b. Acceptable Manufacturers: 1) Maxi-Mix, Inc. 2) Silo -Mix, Inc. 3) Spec Mix, Inc. 4) Equivalent manufacturer acceptable to Architect. 2.03 REINFORCEMENT AND TIES A. Continuous Horizontal Joint Reinforcement and Ties: 1. General: a. Description: Welded wire units prefabricated in 10 feet minimum straight lengths, with matching prefabricated L- shaped corner and intersecting T- shaped units. Fabricate from cold -drawn steel REDWINE UNIT MASONRY ASSEMBLIES 04810 -8 18JAN08 0 0 wire meeting requirements of ASTM A82, with deformed continuous side rods and plain cross rods, and with widths of approximately 2 inches less than nominal width of walls and partitions as required to position side rods for full embedment in mortar with mortar coverage of 5/8 inch minimum on joint faces exposed to exterior and 1/2 inch minimum elsewhere, except as otherwise specified. b. Finish: After fabrication, provide hot -dip zinc coating meeting requirements of ASTM A153, Class B -2 Coating. 2. Single Wythe Masonry: a. Description: Truss configuration reinforcement with one 3/16 inch diameter side rod at each face of masonry unit with integral 9 gage diameter continuous diagonal cross rod spaced at 16 inches maximum centers. b. Acceptable Products: 1) AA Wire Products Co. 2) Dur- O -Wal, Inc., Dur -O -Wall Truss. 3) Hohmann & Barnard, Inc., 120 Truss -Mesh. 4) Masonry Reinforcing Corp. of America. 5) National Wire Products Corp. B. Reinforcing Bars: 1. Type and Grade: ASTM A615, Grade 60 minimum. 2. Fabrication: a. Shop fabricate reinforcement required to be bent or hooked meeting requirements of CRSI - Manual of Standard Practice. b. Thread ends of reinforcing bars to be inserted into drop -in expansion anchors. C. Drop -In Expansion Anchors: Carbon steel drop -in wedge type expansion anchors without nut for insertion of threaded end reinforcing bar meeting requirements of FS FF -S -325, Group II, Type 4, Class 1, and listed by EAMI, FMRC, and UL. Anchors shall be zinc coated, FS QQ -Z -325, Type II, Class 3. Diameter and length shall be appropriate for application. 2.04 ANCHORING DEVICES A. General: Straps, bars, bolts and rods of types and sizes required. B. Cast -In Wedge Inserts: 1. Description: Hot -dip zinc coated malleable iron with stainless steel askew head bolts. 2. Acceptable Products: a. Hohmann & Barnard, Inc., Type LW. C. Flexible Anchors: 1. General: REDWINE UNIT MASONRY ASSEMBLIES 04810 -9 18JAN08 a. Description: Where masonry is required to be anchored to structural framework, provide flexible anchors as follows which allow in -plane vertical and horizontal differential movement between wall and framework parallel to plane of wall but restrains tension and compression forces between wall and framework. Fabricate wire components from cold -drawn steel wire meeting requirements of ASTM A82. b. Finish: After fabrication, provide hot -dip zinc coating meeting requirements of ASTM A153, Class B -2 Coating. 2. Anchorage to Concrete or Masonry Framework - Bar Tie Anchors: a. Description: Anchors with offset crimped flat bar section, 12 gage minimum thickness steel with 5 inch minimum vertical adjustment, for anchoring to concrete or masonrywith 5/16 inch minimum diameter zinc coated steel bolts inserted into self - drilling expansion anchors. Provide associated rectangular shaped be section of 3/16 inch diameter wire and nominal 11 inch length where masonry abuts framework, or rectangular or triangular shaped tie section with cavity drips of 3/16 inch diameter wire where masonry faces framework. Size ties to engage between 1 -1/2 and 2 inches less than width of masonry where masonry abuts framework or to within 1 inch of masonry face where masonry faces framework. Where masonry faces framework, provide tie with associated clip and 3/16 inch diameter wire for embedment in mortar bed joint continuous for entire length of wythe. Flexible anchor system shall meet seismic requirements of codes and regulations of public authorities bearing on performance of the Work. Arrangement of anchors and ties shall not be susceptible to clogging with mortar during progress of work, shall protect against separation and shall permit in -plane vertical and longitudinal horizontal differential movement of 1/4 inch minimum each direction between framework and masonry wythe but restrain tension and compression forces between framework and masonry wythe. b. Acceptable Products: 1) AA Wire Products Co. 2) Dur- O -Wal, Inc. 3) Hohmann & Barnard, Inc., DW -10 Anchor, 302W Column Web Tie, or Byna Tie with 187 Clip and Continuous Wire. 4) Masonry Reinforcing Corp. of America. 5) National Wire Products Corp. D. Rigid Anchors: Provide straps, bars, and rods fabricated from steel meeting requirements of ASTM A570, Grade 40,1/4 inch minimum thickness, and provide bolts meeting requirements of ASTM A307, Grade A, 3/8 inch minimum diameter. After fabrication, provide hot -dip zinc coating meeting requirements of ASTM A153, Class B -2 Coating. 2.05 SUPPORT DEVICES A. Shelf and Relieving Angles: Meet requirements of Section 05500 - Metal Fabrications. B. Loose Lintels: Meet requirements of Section 05500 - Metal Fabrications. 2.06 ACCESSORIES REDWINE UNIT MASONRY ASSEMBLIES 04810 -10 18JAN08 • n- A. Masonry Separation Preformed Joint Filler: Meet requirements of Section 07910 - Preformed Joint Fillers. B. Relieving Preformed Joint Filler: Meet requirements of Section 07910 -Preformed Joint Fillers. C. Bond Breaker Strips: Nominal 15 pound asphalt roofing felt meeting requirements of ASTM D226, Type 1, or nominal 15 pound coal tar roofing felt meeting requirements of ASTM D227. D. Premolded Rubber Control Joint Strips: 1. Description: Solid synthetic rubber strips meeting requirements of ASTM D2000, Designation 2AA- 805, with a Shore A durometer hardness of approximately 80, designed to fit standard sash groove of sash profile concrete masonry units capable of resisting transverse shear stress transmitted to joint and to maintain lateral stability in masonry wall, and of size and configuration as required. 2. Acceptable Products: a. Dur- O -Wal, Inc., Rapid Control Joint - Regular. b. Hohmann & Barnard, Inc., RS Series - Rubber Control Joint - Standard. D E. Masonry Cleaners: As specified in Article - Adjusting and Cleaning, of this Section. F. Sealant Joint Materials: Meet requirements of Section 07920 - Joint Sealants. 2.07 MORTAR AND GROUT MIXES A. General: Mix mortar and grout mixes meeting requirements of this Article. In addition, mix preblended mixes meeting instructions of manufacturer. Proportioning and blending at project is not acceptable. B. Batching: 1. Measurements: a. Use methods which will ensure that specified proportions are controlled and accurately maintained. Measure aggregate materials in a dry, loose condition. b. Measure and batch materials either by volume or weight, such that required proportions for mortar or grout can be accurately controlled and maintained. Measurement of aggregates exclusively by shovel or similar methods is not acceptable. 2. Admixtures: a. General: Do not add any compounds or admixtures, including fly ash, air - entrainment admixtures, calcium chloride and other accelerators, and integral waterproofing compounds, to mortar or grout, except as otherwise specified. b. Water Repellent Admixture: Provide mortar associated with outdoor masonry, with water repellent mortar admixture meeting instructions and recommendations of manufacturer. 0 c. Unit Water Absorption: If initial rate of water absorption of masonry unit, excluding concrete masonry units, exceeds 30 g/minute /30 square inches, adjust moisture retention quality of mortar mix or wet masonry unit prior to laying meeting installation preparation requirements of this Section. REDWINE 18JAN08 UNIT MASONRY ASSEMBLIES 04810 -11 3. Mixing: a. Combine and thoroughly mix cementitious materials, water and aggregates in a mechanical batch mixer. Meet requirements of ASTM standards for mixing time and water content. b. Mix mortars and grouts with maximum amount of water consistent with workability to provide maximum tensile bond strength within capacity of mortar or grout. c. Do not use mortar which has stiffened or if more than 1 hour has elapsed since initial mixing. Mortar that has stiffened can be retem pered by adding water as frequently as needed to restore required consistency. No mortar shall be retempered after 1 hour from initial mixing. C. Mortar for Unit Masonry: ASTM C270, Property Specifications, for each type of mortar required. 1. Cementitious Material: Portland cement -lime or mortar cement only. When using mortar cement, do not include lime in mortar. Masonry cement and fly ash is not permitted. 2. Type S: Between 1,800 minimum and 2,499 maximum pounds per square inch, compressive strength at 28 days. D. Grout for Reinforced and Non - Reinforced Unit Masonry: 1. Standards: ASTM C476, for grout types required. Fly ash is not permitted. 2. Type: Fine and coarse grout as required for size of spaces to be filled meeting requirements of ACI 530 -88, Table 3.1.2, and of consistency at time of placement which will completely fill spaces. 3. Compressive Strength: 3,000 psi minimum at 28 days when evaluated meeting requirements of ASTM C1019. 4. Slump: 9 to 11 inches at point of placement. E. Grout for Masonry Lintels: Portland cement, sand, gravel and water, proportioned as required to provide a 28 day minimum compressive strength of 3,000 psi. Meet requirements of ACI 318. Fly ash is not permitted. PART 3 - EXECUTION 3.01 EXAMINATION A. General: Examine areas and conditions under which work is to be installed for compliance with requirements of Contract Documents and to determine if conditions affecting performance of work are satisfactory. Do not proceed with installation until unsatisfactory conditions have been resolved. Commencement of installation shall constitute acceptance of conditions. 3.02 PREPARATION A. Masonry Units: In exposed work, do not use masonry units with chips, cracks, voids, discoloration or other defects which may be visible or cause staining in completed work. B. Wetting of Masonry Units: REDWINE UNIT MASONRY ASSEMBLIES 04810 -12 18JAN08 0 • 1. Concrete Masonry Units: Do not wet concrete masonry units. 3.03 INSTALLATION - GENERAL A. General: Install work meeting requirements of Contract Documents, including requirements specified in Part 2 of this Section, as indicated by final reviewed submittals for work, and meeting instructions and recommendations of product manufacturers. Consult with manufacturer for conditions not covered by printed instructions. B. Thickness: Build masonry construction to full thickness required, except build single wythe walls to actual thickness of masonry units using units of nominal thickness. C. Wall Heights: Walls and partitions shall be carried to underside of floor, roof or structure above, except as otherwise indicated on Drawings. Anchor full height walls and partitions to structure. 1. For full height non - loadbearing partitions, provide 1 inch high bed joint next to structure above free of mortar, except as otherwise indicated on Drawings. D. Chases and Recesses: Build chases and recesses as required for work of other trades. Provide not less than 8 inches masonry between chase or recess and jamb of openings, and between adjacent chases and recesses. E. Cutting Units: Cut masonry units using motor driven saws designed to cut masonry with clean, sharp and unchipped edges. Cut units as required to provide pattern required and to neatiyfit adjoining work. Use full size units without cutting wherever possible. Use dry cutting saws to cut concrete masonry units. F. Blending: Mix masonry units for exposed work from several pallets or similar units as theyare placed to produce uniform blend of colors and textures. 3.04 LAYING MASONRY WALLS A. Layout: Layout walls horizontally and vertically in advance for accurate spacing of bond patterns with uniform joint widths and to properly locate openings, control joints, movement type joints, returns and offsets. Avoid use of less than half size units at corners, jambs and wherever possible at other locations. B. Starter Courses: Provide starter courses of height to align bed joints of unit masonry work with horizontal lines of openings, built -in frames and like items. C. Tolerances: Lay -up walls to meet specked tolerances, with courses accurately spaced, level and coordinated with other work. D. Bond Pattern -Exposed Masonry: Lay exposed masonry in bond pattern indicated on Drawings, or if not indicated, lay in one -half running bond pattern with vertical joint in each course centered on units in courses above and below. Bond and interlock each course of each wythe at corners. Do not use units with less than 4 inch horizontal face dimensions at corners or jambs. E. Bond Pattern -Concealed Masonry: Lay concealed masonry with all units in a wythe in one -half running bond with vertical joint in each course centered on units in courses above and below. Bond and interlock each course of each wythe at corners. Do not use units with less than nominal 4 inch horizontal face dimensions at corners or jambs. F. Concrete Masonry Units: REDWINE UNIT MASONRY ASSEMBLIES 04810 -13 18JAN08 C 1. Hollow Units: Install hollow loadbearing concrete masonry units. 2. Solid Units: Install solid loadbearing concrete masonry units where indicated on Drawings and at following locations: a. Top course of non -load bearing partitions terminated below ceiling. b. Top course forming sill of concrete masonry openings. c. Where, if hollow concrete masonry units where installed, cores would be partially or entirely exposed. G. Stopping and Resuming Work: Rack back one -half masonry unit length in each course; do not tooth. Clean exposed surfaces of set masonry; wet units lightly, if required, and remove loose masonry units and mortar prior to laying fresh masonry. H. Built -In Work: As work progresses, build -in items specified under this and other specification sections. Fill in solidly with masonry around built -in items. 1. Draw anchors tight and fill space between hollow metal frames and masonry solidly with mortar. 2. Where built -in items are to be embedded in cores of hollow masonry units, place a layer of metal lath in joint below and rod mortar or grout into core. 3. As option to using solid concrete masonry units, fill cores in hollow concrete masonry units with grout 3 courses (24 inches) minimum under bearing plates, beams, lintels, posts and similar items, unless otherwise required. Non - Bearing Walls and Partitions: Build walls and partitions full height of story to underside of structure above, except as otherwise required. Between top of full height walls and partitions, and structure above, provide void space to compensate for deflection of above structure, but not less than 1 inch, and prepare for installation of firestopping specified in Section 07840 - Firestopping. 3.05 MORTAR BEDDING AND JOINTING A. Mortar Types: Provide as follows, unless otherwise required: 1. Type S Mortar: Use for outdoor and indoor masonry walls. B. Mortar Coverage: 1. Mortar: Do not use mortar which has begun to stiffened or if more than 1 hour has elapsed since initial m ixing. Mortar that has stiffened can be retempered by adding water as frequently as needed to restore required consistency. No mortar shall be retempered after 1 hour from initial mixing. 2. Concrete Masonry Units: Lay hollow concrete masonry units with full mortar coverage on face shells. Bed webs in mortar in starting course on footings, floors and like construction and in all courses of piers, columns and pilasters, and where adjacent to cells or cavities to be reinforced or filled with concrete or grout. For starting course on footings, floors and like construction where cells are not grouted, spread out full mortar bed including areas under cells. C. Joint Widths: Provide following joint widths, except for minor variations required to maintain bond pattern alignment, within required tolerances: 1. General: 3/8 inch wide. REDWINE UNIT MASONRY ASSEMBLIES 04810 -14 18JAN08 o • D. Tooling: 1. Strike joints flush for masonry walls which are to be concealed or to be covered by other materials, except for paint, coatings or as otherwise required. 2. Tool exposed joints slightly concave and with smooth surface when mortar is thumbprint hard. E. Disturbed Units: Remove masonry units disturbed after laying. Clean and reset in fresh mortar. Do not pound corners or jambs to fit stretcher units which have been set in position. If adjustments are required, remove units, clean off mortar and reset in fresh mortar. F. Non - Bearing Partitions: 1. Build full height of story to underside of structure above, except as otherwise indicated on Drawings. 2. Between top of full height non - bearing partitions and structure above, provide void prepared for installation of firestopping specified in Section 07840 - Firestopping. 3.06 REINFORCEMENT AND TIES A. Continuous Horizontal Joint Reinforcement and Ties: 1. General: Provide continuous horizontal joint reinforcement in masonry walls. Fully embed longitudinal side rods in mortar for entire length with a cover of 5/8 inch minimum on exterior side of walls, and 1/2 inch at all other locations. Lap ends of reinforcement sections 6 inches minimum. Do not bridge control and expansion joints with reinforcement. 3 2. Intersections: Provide continuity at corners and wall intersections by use of prefabricated comer and tee units. Cut and bend reinforcement units as instructed by manufacturer for continuity at returns, offsets, column fireproofing, pipe enclosures and other special conditions. 3. Spacing: Space continuous horizontal reinforcement as follows: a. For Single Wythe Walls: Space reinforcement at 16 inches maximum on center vertically. 4. Openings: Reinforce masonry openings greater than 1 foot wide, with horizontal joint reinforcement placed in two horizontal joints approximately 8 inches apart, immediately above lintel and immediately below sill. Extend reinforcement 2 feet minimum beyond jambs of opening, bridging control joints. In addition to wall reinforcement, provide additional reinforcement at openings as required to meet spacing requirement. 3.07 ANCHORING DEVICES A. General: Provide anchoring devices and associated accessories of type required for application and conditions encountered. B. Anchorage - General: Anchor masonry to structural members where masonry abuts or faces such members to meet following: 1. Provide 1 inch minimum clearance between masonry and structural member, except as otherwise indicated on Drawings. Keep space free of mortar or other rigid materials. 2. Anchor masonry to structural members with metal ties embedded in masonry joints and attached to REDWINE UNIT MASONRY ASSEMBLIES 04810 -15 18JAN08 M F1 structure. Provide anchors with adjustable tie sections, except as otherwise required. 3. Space anchors at 16 inches on center vertically and 24 inches on center horizontally, maximum. Stagger anchors in alternating courses. Provide additional anchors within 12 inches of openings and space at 36 inches on center maximum around perimeter of openings. At intersecting and abutting walls, provide anchors at 16 inches on center maximum, vertically. 3.08 SUPPORT DEVICES A. Shelf Angles: Provide hot -dip zinc coated shelf angles where required. See Section 05500 - Metal Fabrications, for requirements. B. Lintels: 1. General: Install lintels where required of correct type for each application. 2. Loose Steel Lintels: Provide loose steel lintels where required. See Section 05500 - Metal Fabrications, for requirements. 3. Masonry Lintels: Provide masonry lintels where required and wherever openings of more than 1 foot for brick size units and 2 feet for block size units, up to and including 6'-4" wide are required without structural steel or other supporting lintels. Provide precast or formed -in -place masonry lintels. Thoroughly cure precast lintels before handling and installation. Temporarily support formed -in- place lintels. a. Unit Shape: For hollow concrete masonry unit walls, use specially formed U- shaped lintel units with reinforcement placed as required, filled with masonry grout or concrete. b. Reinforcement: Except as otherwise required, provide one horizontal reinforcing bar for each 4 inches of wall thickness. Diameter of each reinforcing bar shall be 1/8 inch for each 12 inches or fraction thereof of opening width. Each reinforcing bar shall be of one piece length only. c. Bearing: Provide minimum bearing at each jamb of 8 inches, except where greater bearing area is required. d. Breaker Strip: Provide bond breaker strip at lintel bearing areas. 3.09 MASONRY EXPANSION AND CONTROL JOINTS A. General: Provide expansion joints in unit masonry and control joints in concrete unit masonry aligned with openings and joints in related work as applicable, meeting recommendations indicated in BIA - Technical Notes on Brick Construction 18A - Movement, Design and Detailing of Movement Joints, and NCMA - Technical Note TEK 10 -2A - Control Joints for Concrete Masonry Walls, and as indicated by final reviewed shop drawings. In addition, before start of work review location of all joints with Architect. Build -in related items as masonry work progresses. B. Construction: Build continuous and uniform expansion and control joints in masonry. 1. At non -fire rated walls and partitions, fill expansion joints with premolded rubber control joint strip or compressible filler entire width and depth of joint, except for space required to continuously seal joint with joint sealant. 2. At fire rated walls, provide void space prepared for installation of firestopping specified in Section 07840 - Firestopping. REDWINE UNIT MASONRY ASSEMBLIES 04810 -16 18JAN08 • • C. Locations: Locate masonry expansion and control joints at points of natural weakness in masonry work as follows, except at locations where structural integrity of masonry may be affected: 1. Where indicated on Drawings. 2. At structural columns, anchor wall at both sides of each joint to respective column. 3. At expansion or control joints in supporting or back -up structure. a. Movement joints in foundations and floors. b. Movement joints in floors and roofs that bear on wall. 4. At one or both sides of openings; above openings at end of lintels upward and below ends of sills downward. Place atone jamb of openings less than 6 feet wide and at both jambs of openings over 6 feet wide, providing walls are adequately, laterally braced. 5. At offsets and setbacks. 6. Changes in wall thickness, such as at vertical chases, recesses and pilasters. 7. At locations where masonry wall height changes by more than 20 percent. 8. Where masonry abuts supporting structure. 9. Adjacent to corners of walls or intersections within a distance equal to half control joint spacing. 10. At comer of parapets at a distance of approximately 2 feet each direction of comer. 11. Provide vertical joints in walls without openings, except do not provide joints in horizontally spanning walls, spaced at 25 foot centers maximum or 1.5 times height of wall, whichever is less. 12. Horizontal pressure relieving joints directly beneath shelf angles supporting masonry veneer; 3/8 inch minimum space below shelf angle and unit masonry below. 3.10 FIELD QUALITY CONTROL A. General: Owner will employ a Quality Control Service to perform during construction quality assurance and control evaluations of work to verify compliance of work with requirements of Contract Documents. Evaluations will include, but are not limited to, criteria specified in this Article. Quality Control Service will provide testing facilities and equipment. B. Work may require re- evaluation as directed by Architect anytime during progress of the work. Re- evaluation of rejected work and evaluation of replacement work shall be performed at expense of Contractor, at no addition to Contract Sum. C. Monitoring Masonry Operations: 1. Check batching and mixing operations of mortar and grout to extent necessary to assure compliance with specified requirements. 2. Monitor consistency and uniformity of masonry operations. D. Mortar Properties: Test each type mortar for compressive strength meeting requirements of ASTM C780, using 3" x 6" cylinders. Provide 6 cylinder specimens for each test set, testing 3 specimens at 7 days and 3 specimens at 28 days. E. Grout Properties: Test each type grout for compressive strength meeting requirements of ASTM C1019, using 3" x6" cylinders. Provide 6 cylinder specimens for each test set, testing 3 specimens at 7 days and 3 specimens at 28 days. F. Evaluation of Tests: Masonry work, in absence of other indications of noncompliance with requirements, will be considered satisfactory if results from Quality Control Service evaluations meet minimum REDWINE UNIT MASONRY ASSEMBLIES 04810 -17 18JAN08 0 a requirements. 3.11 ADJUSTING AND CLEANING A. Repair: Remove and replace masonry units which are loose, chipped, broken, stained or otherwise damaged, or if units do not match adjoining units as required. Provide new units to match adjoining units and install in fresh mortar or grout, pointed to eliminate evidence of replacement. B. Pointing: 1. During tooling of joints, enlarge any voids or holes, and completely fill with mortar. 2. Point -up all joints including corners, openings and adjacent work to provide a neat, uniform appearance, properly prepared for application of sealant, as applicable. C. Initial Cleaning: Remove excess mortar as work progresses. Dry brush with a non - metallic fiber brush at end of work each day. Do not use abrasive tools, or metal cleaning tools and brushes. D. Final Cleaning: After mortar is thoroughly set and cured, clean one -half of mock -up wall panel. Obtain acceptance of Architect of sample cleaning before proceeding to clean masonry work. 1. General: Dry clean to remove particles of mortar. Use wood paddles and scrappers, and non- metallic fiber brushes. Do not use acid cleaning agents, abrasive tools or cleaning agents, or metal cleaning tools and brushes. 2. Concrete Masonry Surfaces: Dry clean by rubbing (honing) with clean concrete masonry unit of same type as masonry to be cleaned. Remove large particles of mortar using wood paddles and scrapers. Do not wet with water. E. Protection: 1. Protect unit masonry from deterioration, discoloration and damage during subsequent construction operations. 2. Normal exposure of weathering of masonry work will be acceptable, provided other conditions and activities do not interfere and result in an unacceptable condition. END OF SECTION REDWINE UNIT MASONRY ASSEMBLIES 04810 -18 18JAN08 0 A. EPSTEIN AND SONS INTERNATIONAL, INC. SECTION 04865 LANDMARK CONDOMINIUMS STONE VENEER ASSEMBLIES PART 1 - GENERAL 1.01 SUMMARY A. Description: Stone veneer assemblies are indicated by Contract Documents and shall include work necessary and incidental to completion and performance of the Work. B. Included: Stone veneer assemblies include, but is not limited to, following: 1. Design, engineering, detailing, fabrication and installation of stone veneer. 2. Stone veneer units. 3. Furnishing anchors and blocking to be built -in supporting construction for anchorage or support of work. 4. Loose lintels, shelf angles, reinforcement, thru wall flashing, anchors, weeps and like items. A 1.02 DEFINITIONS A. Stone veneer: Natural cut stone specifically quarried and selected for thin veneer applications. 1.03 SYSTEM DESCRIPTION A. Codes and Standards: Meet requirements of following, except to extent of most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the Work: • 1. ACI 301 - Specifications for Structural Concrete for Buildings, and specifically Chapter 13 - Architectural Concrete. 2. ACI 318 -Building Code Requirements for Reinforced Concrete, including Commentary. 3. ACI 347 - Recommended Practice for Concrete Formwork, and specifically Chapter 5.2 - Architectural Concrete. 4. Specification Sections: a. 04810 -Unit Masonry Assemblies. b. 07920 - Joint Sealants. B. Performance Basis: 1. General: Descriptions and requirements indicated by Contract Documents establish basic arrangements, visual concepts, profiles and sightlines of members, dimensions and modules of units, performance, function and like requirements. Within these limitations, work shall meet arrangements, visual concepts, performance criteria and like requirements indicated by Contract Documents, and include components not indicated but necessaryfor performance, function and to be complete work. Perform modifications only as necessary to meet requirements of Contract AESI 27210 18JAN08 STONE VENEER ASSEMBLIES 04865 -1 Documents and to coordinate the work, subject to acceptance by Architect. Maintain performance criteria. Variations in details and products shall not adversely affect appearance, durability, strength and performance. Provide complete drawings and data of proposed modifications. 2. Qualification: Contract Documents are intended to cover complete work and to outline performance criteria and products required, but not to cover details of design and construction. Such details shall be responsibility of manufacturer. Contract Documents do not invent or develop any part of work, but have made only selections of materials and other like characteristics from choices made available by manufacturer. C. Performance Requirements: 1. General: Work shall meet performance requirements indicated by Contract Documents, including requirements specified in this Paragraph and in other parts of this Section. 2. Performance Conditions: Performance of work shall include live loads, creep, shrinkage, deflections, temperature variations, stresses, expansion and contraction requirements, seismic forces, vibration, differential settlement and other like conditions meeting most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the Work. 3. Minimum Requirements: Requirements indicated by Contract Documents are minimal for work of this Section. If manufacturer has more stringent requirements or standards required for issuance of required warranty, those requirements and standards shall be adhered to by installer. Lesser requirements and standards will not be accepted even if acceptable to manufacturer. 4. Visual Design Concept: Variations shall not be discernible by naked eye at 10 foot distance as determined by Architect. 5. Layout Adjustments: Adjust locations of work to accommodate actual project site conditions; actual product dimensions, and service conditions and connections, and to prevent interferences, inadequacies and inaccessibilities for installation, operation and maintenance conditions. Work requiring adjustments shall be reviewed by Architect before starting work. Cost for layout adjustments shall be included in Contract Sum. Assist in working -out adjustments. 6. Movements: Meet requirements of Section 01415 -Performance Requirements. 7. Adjacent Construction Deflections: Work shall accommodate alive load differential deflection of adjacent construction. 8. Tolerances: Work shall accommodate variations in relation to theoretical structure lines. 1.04 QUALITY ASSURANCE A. Single Responsibility: Work shall be performed by a single installer having undivided responsibility for providing complete work and for performance, quality and appearance of work. B. Product Qualifications: Provide products indicated under same category produced by a single manufacturer for the entire work or products recommended and accepted by stone veneer manufacturer. Use only one type, brand, source and manufacture run of each product. C. Manufacturer Qualifications: One of acceptable manufacturers specified in Part 2 of this Section. D. Installer Qualifications: Installer shall specialize in performing work of this Section and have 5 years AESI 27210 STONE VENEER ASSEMBLIES 04865 -2 18JAN08 i minimum documented experience in design, engineering, detailing, fabrication, installation and maintenance of type and quality required for work and shall be acceptable to manufacturer. Upon request, provide proof of qualifications. E. Pre - Installation Meeting: Conduct a pre - installation meeting at project site prior to starting work at project site and delivery of products to review conditions associated with performing work. Meeting shall include review of construction conditions, substrate conditions, environmental requirements, ambient conditions, coordination required for installation of work and responsibility for temporary operation of permanent systems required for work. Meeting participants shall include Architect, representative of manufacturer, installer of work, installers of related work. Record discussions of meeting, and agreements and disagreements reached, and furnish a copy of record to each participant. 1.05 SOURCE QUALITY CONTROL A. General: Manufacturer shall employ a quality control service whose services shall include performing material evaluation tests, designing concrete mixes and performing qualitycontrol inspection and testing during construction operations. Coordinate submission of information to quality control service for mix design requirements and of results to Architect. 1. General: Materials and installed work may require testing and retesting, as directed by Architect, at any time during progress of the work. Allow free access to material stockpiles and facilities at all times. 2. Mortar Mix Designs: Provide mix designs for proposed mortar mixes for each class and type of mortar to be used, and indicating where each mix design is to be used. B. Testing: Test compressive strength and absorption of three specimens per 500 cubic feet at random D from plant production in accordance with referenced standards. 1.06 SUBMITTALS A. Product Data: Submit product specifications, technical data, standard detail drawings and installation instructions of manufacturer for each product. Include published data, certified conformance report or certified laboratory test report of manufacturer substantiating each proposed product meets requirements of Contract Documents. B. Shop Drawings: Submit shop drawings for fabrication and installation of work. Include details of stone to be provided, including profiles, cross - sections, reinforcement, exposed faces, arrangement of joints, anchoring methods, anchors, and annotation of stone types and their location. Indicate details and requirements for following and other pertinent data not included in submitted product data of manufacturer: 1. Layout arrangement and dimensions of work. Indicate arrangement and, where necessary, details of adjacent construction relative to work, correctly detailed and dimensioned. Indicate identification of each stone unit corresponding to installed location. 2. Identification, location, profiles, sections and dimensions of each material and component, identification of each material, and type, size and location of reinforcement. 3. Specifications for materials. 4. Location and details of anchorage devices to be embedded in supporting construction. 5. Typical and special details of assembly, installation and anchorage. AESI 27210 STONE VENEER ASSEMBLIES 04865 -3 18JAN08 6. Joinery details, including expansion and contraction provisions with location and sizes, fasteners and sealants. C. Stone Samples: 1. Preliminary Samples: Submit 3 sets of samples, approximately 12 inches square, to illustrate quality, color and texture of each required surface finish. Samples shall show extreme limits of quality, color and texture variations, and severity of surface distortions. Color, sheen, texture and surface distortion range of production precast concrete shall be in accordance with final reviewed samples. 2. Full Size Units: Provide full size mock -up samples of stone units as specified in Paragraph - Plant Mock -Up, of this Section. 3. Special Shapes: Provide full size samples of comer, sill and like special shapes for each color, texture and surface finish. 4. Evaluation: Samples will be reviewed only for visual characteristics. D. Accessory Samples: Right is reserved to require samples of cast -in anchorages and other attachments and accessories. E. Material Compliance Certificates: Submit material compliance certificates in lieu of materials laboratory test reports only when acceptable to Architect. Compliance certificates shall be issued by material manufacturer and signed by material manufacturer, precast concrete manufacturer and Contractor meeting requirements of Section 01330 - Submittal Procedures, attesting that each material meets requirements of Contract Documents. 1.07 PRODUCT HANDLING A. General: Materials shall be delivered, stored and handled meeting instructionsand recommendations of manufacturer. Materials shall be stored with suitable protective covering and shall be isolated from other materials. Care shall be taken to prevent damage from condensation. B. Marking: Identify and mark individual stone units with same mark as indicated on final reviewed shop drawings. C. Storage: Store products off ground in a manner which allows ventilation and drainage, provides protection from weather, and prevents damage, contamination, distortion, breakage, structural weakening and defacement. D. Handling: Handle stone veneer to ensure against cracking, distortion, staining or other physical damage, and so location markings are visible. Lift and support units at designated lift points. E. Protection: Protect stone while on ground and after setting from splashing, mortar and damage from other work. 1.08 PROJECT CONDITIONS A. Field Measurements: Verify dimensions by field measurements before preparation of shop drawings and fabrication, where possible to ensure proper fitting of work. Verify stone units can be installed in compliance with design. Show field measurements on shop drawings. Allow for adjustments wherever verifying field measurements before fabrication. AESI 27210 STONE VENEER ASSEMBLIES 04865 -4 18JAN08 0 0 B. Anchorage Items: Deliver anchorage items which are to be embedded in supporting construction before start of such work. Provide final reviewed setting diagrams, templates, instructions and directions as required for installation. 1.09 MAINTENANCE A. Instructions: Provide printed instructions of stone veneer manufacturer for maintenance of installed work, including methods and frequency recommended for maintaining optimum condition under anticipated traffic and use conditions. Include precautions against materials and methods which maybe detrimental to finishes and performance. 1.10 WARRANTY A. General: Warranty work meeting provisions of Conditions of the Contract, except warranty shall include additional requirements specified in this Article. B. Coverage: 1. General: Defective materials and workmanship shall include, but not be limited to, abnormal deterioration, aging or weathering of the work; structural failure of components; deterioration and discoloration of finishes in excess of normal weathering and aging and exceeding specified limits, and failure of work to meet or perform to other performance criteria indicated by Contract Documents. 2. Extent: Warranty shall not include damage caused by vandalism or natural conditions exceeding performance criteria. However, warranty does include failures or defects for which causes cannot be determined. 3. Limitations: Include specific statements of any limitations, required maintenance and similar conditions of warranty. C. Costs: Warranty shall be without cost limitation and at no expense to Owner. D. Signatures: Warranty shall be signed by Contractor, installer and manufacturer. E. Time Period: Extend warranty time period to 5 years. PART 2 - PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. Robinson Brick Company. B. Telluride Stone Company. 2.02 MATERIALS A. Portland Cement: ASTM C150, Type I or III, white or grey, as required to match required color. B. Coarse Aggregates: Graded and washed natural gravel or crushed granite, quartz or limestone, as applicable, meeting requirements of ASTM C33, Course Aggregates, of gradation to attain required texture. AESI 27210 STONE VENEER ASSEMBLIES 04865 -5 18JAN08 1. Free of substances causing staining or reactions with cement, and of soluble salts and other substances which can cause stains on exposed concrete. 2. Have at least 5 years historical experience of satisfactory durability. 3. Type: Aggregate type, shape, gradation and color shall be as required to produce required surface finish. C. Fine Aggregates: Graded and washed natural gravel or crushed granite, quartz or limestone, as applicable, meeting requirements of ASTM C33, Fine Aggregates, of gradation to attain required texture. 1. Free of substances causing staining or reactions with cement, and of soluble salts and other substances which can cause stains on exposed concrete. 2. Have at least 5 years historical experience of satisfactory durability. 3. Type: Aggregate type, shape, gradation and color shall be as required to produce required surface finish. D. Color Pigments: ASTM C979 inorganic iron oxide pigments, lime proof as required to match required color. E. Admixtures: 1. General: Provide admixtures produced by established reputable manufacturers and use in compliance with the instructions of manufacturer. Do not use admixtures which have not been incorporated and tested in accepted concrete mixes, unless otherwise authorized in writing by Architect. 2. Air Entraining Admixture: ASTM C260. 3. Water Reducing: ASTM C494. 4. Calcium Chloride: Do not use calcium chloride, including admixtures with chloride ion content. F. Water: Potable, fresh, clean and clear meeting requirements of ASTM C94; free of unusual or objectionable smell or taste, and deleterious substances which impair strength, durability, compatibility and appearance of work and as required by product manufacturer. Do not use water which has been used to clean equipment or tools. G. Reinforcing Bars -Epoxy Coated: ASTM A615, Grade 60 minimum, deformed, epoxy coated meeting requirements of ASTM A775 and ASTM A934, as applicable. H. Reinforcing Bars - Hot Dip Zinc Coated: ASTM A615, Grade 60 minimum, deformed, hot -dip zinc coated meeting requirements of ASTM Al23. Zinc coating shall be 2 ounces minimum per square foot of surface area. Provide coating after fabrication. I. Welded Wire Fabric -Epoxy Coated: ASTM A185, flat sheets, epoxy coated meeting requirements of ASTM A884, Class A. Fabric in rolls not acceptable. J. Ties - Epoxy Coated Reinforcement: Nylon, or epoxy or plastic coated industrial cold drawn wire as acceptable to Architect. Epoxy coating shall meet requirements of ASTM A884, Class A. AESI 27210 STONE VENEER ASSEMBLIES 04865 -6 18JAN08 0 0 K. Ties - Hot -Dip Zinc Coated Reinforcement: Hot -dip zinc coated industrial cold drawn wire. L. Zinc Coating Repair Paint: Zinc -rich paint for repair of damaged areas of hot -dip zinc coated steel surfaces meeting requirements of ASTM A780, SSPC Paint 20 and USDOD P- 21035, with 94 percent minimum zinc dust by weight in dry film. 2.03 ARCHITECTURAL STONE VENEER A. Physical Properties: 1. Compressive Strength: 6,500 psi minimum. 2. Absorption: 6 percent maximum at 28 day age when evaluated meeting requirements of ASTM C1195. 3. Weight: No more than 15 psf. B. Details: Provide suitable wash on exterior sills, coping, projecting courses and pieces with exposed top surfaces. Provide drips as needed. C. Color and Finish: 1. Variation: Must match color and finish of final reviewed sample subjected to similar aging and weathering conditions when viewed in direct daylight at 10 foot distance. 2.04 MORTAR SETTING BED AND GROUT 0 1 - } A. Portland Cement Mortar Setting Bed and Grout Materials: 1. Portland Cement: ASTM C150, Type I, except Type III maybe used for cold weather construction. Portland cement shall be without air entrainment, and of natural gray color. 2. Hydrated Lime: ASTM C207, Type S. 3. Mortar Cement: a. Description: ASTM C1329 and ICBO -Uniform Building Code Standard 21 -14. Cement shall be of natural gray color. b. Acceptable Manufacturers: 1) Blue Circle Cement. 2) Lafarge Corporation. 4. Aggregate for Mortar: ASTM C144, except for joints less than 1/4 inch use aggregate graded with 100 percent passing Number 16 sieve. 5. Aggregate for Grout: ASTM C404. 6. Water: Potable, fresh, clean and clear; free of unusual or objectionable smell or taste, and deleterious substances which impair strength durability, compatibility and appearance of work and as required by product manufacturer. Do not use water which has been used to clean equipment or tools. AESI 27210 STONE VENEER ASSEMBLIES 04865 -7 18JAN08 7. Latex Additive: a. Description: Proprietary compound of styrene butadiene latex or acrylic latex and additives formulated for use with portland cement mortar bed materials; meet requirements of ANSI A118.4 and providing following mortar properties. Provide latex additive suitable for mixing with dry mortar materials. 1) Compressive Strength: 4,000 psi minimum at 28 days when evaluated meeting requirements of ASTM C109. b. Acceptable Products: 1) Bostik Inc., Hydroment Multi- Purpose Acrylic. 2) Custom Building Products, Custom Acrylic Mortar Admix. 3) Laticrete International, Inc., 3701 Latex Mortar and Grout Additive. 4) Mapei Corporation, Panicrete 50. 5) TEC Incorporated, TA -870 Crete Latex Additive. 2.05 ACCESSORIES A. Weather Barrier: saturated asphalt felt meeting U.B.C. Standard No. 14 -1 fro kraft waterproof building paper. B. Expanded Metal Lath: 2.5 lb. minimum galvanized diamond mesh expanded metal lath. C. Anchors: Non - corrosive, hot -dip zinc coated or stainless steel, Type 304. D. Cleaning Solution: as recommended by stone veneer supplier. PART 3 - EXECUTION 3.01 EXAMINATION A. General: Examine areas and conditions under which work are to be installed for compliance with requirements of Contract Documents and to determine if conditions affecting performance of work are satisfactory. Do not proceed with installation until unsatisfactory conditions have been resolved. Commencement of installation shall constitute acceptance of conditions. 3.02 PREPARATION A. Coordination: Verify that installation of items required for stonework to be installed by others are proper type, size, finish and are located at proper spacings with proper anchorage. B. Cleaning: Clean stone surfaces prior to setting, using only water or mild cleaning compounds containing no caustic or abrasives. 3.03 INSTALLATION A. General: Install work meeting requirements of Contract Documents, as indicated by final reviewed submittals for work, and meeting instructions and recommendations of product manufacturers. B. Weatherproof Barrier and Lath substrate application: AES127210 STONE VENEER ASSEMBLIES 04865 -8 r 18JAN08 0 11 1. Weatherproof Barrier: Install weather resistant barrier, lapped horizontally minimum 2 ", at vertical joints lapped minimum 6 ". 2. Metal Lath: Install metal lath, overlap sides minimum ' / 2 ", ends 1" minimum. Attach lath with galvanized ring shank nails 6" on center vertically and 16" horizontally at studs, where applicable, or into solid masonry or concrete substrate. Double wrap lath 16" minimum at all inside and outside comers. C. Jointing: 1. Joint Size: a. At Stone /Masonry Unit Joints: 3/8 inch. b. At Stone /Stone Joints in Vertical Position: 3/8 inch. c. Stone /Stone Joints Exposed on Top Side: 3/8 inch. 2. Joint Material: a. Use a full bead of mortar at all bed joints. b. Flush vertical joint full with mortar. c. Leave all joints with exposed tops or under relieving angles open for sealant. , 3. Joint Locations: a. General: As indicated on final reviewed shop drawings. b. Control and Expansion Joints: As indicated by Contract Documents. Meet applicable requirements of Section 04810 - Unit Masonry Assemblies. D. Cutting: Perform project site cutting with power saws. E. Setting: 1. In dry conditions, drench all stone units thoroughly with water just before setting. 2. Install anchors, supports, fasteners and other attachments to secure stonework in place. Attach anchors securely to stone and to supporting surfaces. Place anchors and dowels firmly and fill holes completely with mortar. 3. Set stone veneer accurately, in patterns and locations required, with uniform joints of dimensions required, and with edges and faces aligned meeting established relationships and required tolerances. Apply Y2" minimum layer of mortar to entire back of stone and work into prepared lath substrate. 4. Grout joints per approved sample, using grout bag and jointing tool. Strike to depth of approved sample. 5. Sponge face of each stone to remove excess mortar. 3.04 ADJUSTING AND CLEANING AESI 27210 STONE VENEER ASSEMBLIES 04865 -9 18JAN08 OWN 0 A. Stone Units: Repair chips with touch -up material furnished by manufacturer meeting instructions and recommendation of manufacturer. B. Cleaning: 1. Perform final cleaning as soon as possible after mortar has set and been tooled. Clean faces of stone at pointed joints immediately. Remove soiled areas, streaks and stains from surfaces using clean water and soft bristle brush, followed by clear water rinse. 2. Do not use wire brushes, acid type cleaning agents, cleaning compounds with caustic or harsh fillers, or other materials or methods which could deface surfaces. END OF SECTION AESI 27210 STONE VENEER ASSEMBLIES 04865 -10 18JAN08 0 REDWINE ENGINEERS INC. SECTION 05120 LANDMARK CONDOMINIUMS STRUCTURAL STEEL 0� PART 1 - GENERAL 1.01 SUMMARY A. Related Documents: Provisions of the Contract, including Conditions of the Contract, Drawings and Division 1 - General Requirements of the Specification, apply to this Section. B. Description: Structural steel is indicated by Contract Documents and shall include work necessaryand incidental to completion and performance of the Work. C. Included: Structural steel includes, but is not limited to, following: 1. Work defined in AISC - Code of Standard Practice for Steel Buildings and Bridges and as otherwise indicated by Contract Documents. 2. Furnishing setting plates, bearing plates, embedded plates and anchor bolts indicated on Structural or Architectural Drawings to be built -in or attached to supporting construction. 1.02 SYSTEM DESCRIPTION A. Codes and Standards: Meet requirements of following, except to extent of most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the Work: 1. AISC - Code of Standard Practice for Steel Buildings and Bridges, referenced in this Section as AISC Code. 2. AISC - Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings, including Commentary, referenced in this Section as AISC Specification. 3. AISC - Specification for Structural Steel Buildings, Allowable Stress Design and Plastic Design, including Commentary. 4. AISC - Load and Resistance Factor Manual of Steel Construction, referenced in this Section as AISC Manual, as applicable for work. 5. AISC - Allowable Stress Design Manual of Steel Construction, referenced in this Section as AISC Manual, as applicable for work. 6. AISC - Detailing for Steel Construction. 7. AISC - Seismic Provisions for Structural Steel Buildings. 8. ASTM A6 - General Requirements for Delivery of Rolled Steel Plates, Shapes, Sheet, Piling and Bars for Structural Use. 9. AWS D1.1 - Structural Welding Code - Steel. 10. RCSC - Specification for Structural Joints Using ASTM A325 or A490 Bolts, including Commentary, referenced in this Section as RCSC Bolt Specification. REDWINE STRUCTURAL STEEL 05120 -1 18JAN08 D O 11. SSPC - Steel Structures Painting Manual. B. Connection Design: 1. General: Design of connections not indicated on Drawings shall be performed by engineer of Contractor meeting requirements of Contract Documents. 2. Capacity: a. Each connection not indicated on Drawings shall be of capacity to support respective reactions indicated on Drawings. b. Capacity of a connection shall be 60 percent minimum of total allowable uniform load as indicated in AISC Manual for applicable beam. 3. Threaded Fasteners: a. Bolt Size: Bolts shall be 3/4 inch minimum diameter. b. Connections: 1) Connections shall have minimum number of threaded fasteners as indicated on Drawings. 2) Provide 2 minimum threaded fasteners for each threaded fastener connection. 4. Welded Connections: a. Weld Size: Weld size shall meet requirements of AWS D1.1 for minimum size. b. Connections: Connections shall meet requirements indicated on Drawings. 1.03 QUALITY ASSURANCE A. Fabricator Qualifications: Fabricator shall be an AISC Quality Certified Fabricator for category of structural steel work coinciding with the work, with endorsement for Sophisticated Paint System when painted zinc coating primer is required, and shall have 10 years minimum documented experience in designing, engineering, detailing and fabricating structural steel. Upon request, provide proof of qualifications. B. Erector Qualifications: Erector shall bean AISC Quality Certified Erector for category of structural steel work coinciding with the work and shall have 10 years minimum documented experience in erection of structural steel. Upon request, provide proof of qualifications. C. Engineer of Contractor Qualifications: Professional engineer of Contractor licensed to practice as a structural engineer in jurisdiction where the work is located and experienced in providing structural engineering services that have resulted in successful installation and performance of work similar in extent, design and products to that required for the work. D. Threaded Fastening Qualifications: Qualify shop and project site threaded fastener tightening procedures meeting requirements of RCSC Bolt Specification. Verify shop and project site threaded fastener crews ability to install threaded fasteners in accordance with selected method of tightening. E. Welding Qualifications: 1. General: Prior to commencement of welding operations, qualify welding procedures and personnel REDWINE STRUCTURAL STEEL 05120 -2 18JAN08 0 • to be employed on fabrication and installation work meeting requirements of AWS D1.1. 2. Personnel: Qualifications shall remain in effect for duration of work, unless there is reason on part of Quality Control Service to question ability of welding personnel. Verification of qualifications of welding personnel required for work shall be performed by Quality Control Service at expense of Contractor, at no addition to Contract Sum. 1.04 SOURCE QUALITY CONTROL A. General: 1. Owner will employ a Quality Control Service to perform preconstruction quality assurance and control evaluations of work to verify compliance of work with requirements of Contract Documents. Evaluations will include, but are not limited to, criteria specked in this Article. Quality Control Service will provide testing facilities and equipment. 2. Work may require re- evaluation as directed by Architect anytime during progress of the work. Re- evaluation of rejected work and evaluation of replacement work shall be performed at expense of Contractor, at no addition to Contract Sum. B. Qualifications: Review following qualifications: 1. Threaded Fastener Tightening Procedures: Verify threaded fastener tightening procedures meeting requirements of RCSC Bolt Specification. Verify ability of shop threaded fastening crews to install threaded fasteners meeting requirements for selected method of tightening. 2. Welding Procedures: Verify qualifications and test records of welding procedures and personnel meet requirements of Contract Documents. C. Submittals: Review following submittals: 1. Steel Data: a. Report of ladle analysis for all steels. b. Report of tensile properties for steel shapes, bars and plates. c. Mill certifications. 2. Materials for Structural Steel Work: a. Steel shapes, plates and bars. b. High strength threaded fastener assemblies. c. Welding electrodes. d. Shear and anchor studs. 3. Welding: Certificates of qualification and test records for welding procedures and personnel. D. Work Evaluations: Perform following evaluations: 1. Steel: Determine chemical composition of steel. 2. Mechanical Properties: Determine mechanical properties, meeting requirements ofASTMA370, of REDWINE STRUCTURAL STEEL 05120 -3 18JAN08 following materials: a. Steel shapes, plates and bars. b. Anchor bolts. c. High strength threaded fastener. d. Welding electrodes. e. Shear and anchor studs. 3. Qualifications: Review qualification of following: a. Shop bolting procedures and crews. b. Shop welding procedures and personnel. c. Shop stud welding operators and stud bases. 4. Threaded Fastener Connections: Inspect threaded fastener connections meeting requirements of RCSC Bolt Specification and include following: a. Visually inspect 100 percent of threaded fastener connections. b. Monitor installation of threaded fasteners to determine all plies of connected material have been drawn together and tightening procedure has been properly followed. c. For connections using direct tension indicators, verify direct tension indicator gaps meet requirements of ASTM F959. d. Inspect all threaded fasteners of connections which have previously failed inspection. 5. Welds: Inspect welds meeting requirements of AWS D1.1 and as follows: a. Visually inspect 100 percent of welds. b. Inspect 100 percent of penetration welds by ultrasonic, liquid penetrate or other appropriate testing method as acceptable to Architect. 1) Liquid Penetrant Inspection: ASTM E165. 2) Magnetic Particle Inspection: ASTM E709, performed on root pass and on finish weld. Cracks or zones of incomplete fusion or penetration are not acceptable. 3) Radiographic Inspection: ASTM E94 and ASTM E142, Quality Level 2 -2T minimum. 4) Ultrasonic Inspection: ASTM E164. c. Welds that fail shall be rewelded and retested until they pass. 6. Stud Welding: Inspect shear and anchor stud welding meeting requirements of AWS D1.1 and as follows: a. Visually inspect studs for complete fusion and full 360 degree weld flash or fillet. Studs which REDWINE STRUCTURAL STEEL 05120 -4 18JAN08 • 0 reveal complete fusion and full weld flash shall be considered acceptable. If visual inspection reveals any stud that does not show complete fusion of weld flash or any stud repaired by welding, check stud by bending or an angle of 15 degrees from its original abs in a direction opposite missing weld fillet. Studs that crack in weld, base metal or shank shall be replaced. Studs that show no sign of failure shall be considered acceptable. b. In addition to visual inspection of stud welds, select at random, 12 members per floor on which 10 studs shall be bent to an angle of 15 degrees from original a)as toward midspan of member. If any stud fails, check all studs on member. Any stud that shows any sign of failure shall be replaced. For each member with any defective studs, test an additional member. c. Any bent stud shall be left bent if no portion of stud is less than one inch from a proposed concrete surface, in which case, stud shall be straightened. Required bending and straightening shall be accomplished by mechanical means without heating. 1.05 SUBMITTALS A. Coordination: Prior to or concurrent with any other submittal required for work required to meet performance criteria requirements indicated by Contract Documents, submit design certification specked in this Article. B. Product Data: Submit product specifications, technical data and installation instructions of manufacturer for each product, including paint products. Include published data, certified conformance report or certified laboratory test report of manufacturer substantiating each proposed product meets requirements of Contract Documents. C. Shop Drawings: 40) 1. General: Submit shop drawings indicating shop and erection details, including cuts, copes, connections, holes, threaded fasteners and welds. Indicate which connections are slip critical. Indicate welds, both shop and field, by AWS welding symbols. 2. Certification: Shop drawings for work shall be certified and sealed by engineer of Contractor who performed design work covered by content of shop drawings, stating work meets most stringent requirements of Contract Documents. D. Welding Qualifications: Submit qualifications for welding procedures and personnel which document meeting requirements of Contract Documents. Include qualification test.records. Indicate any limitations to qualifications. Submittals will be only for information. E. Compliance Certificates: Submit material compliance certificates for following, issued by manufacturers, attesting each material meets requirements of Contract Documents. Compliance certificate shall be signed by manufacturer and meet applicable requirements of Section 01330 - Submittal Procedures. 1. Steel Data: a. Report of ladle analysis for steels. b. Report of tensile properties for steel shapes, bars and plates. c. Mill certifications. 2. Materials for Structural Steel Work: a. Steel shapes, plates and bars. b. High strength threaded fasteners. REDWINE STRUCTURAL STEEL 05120 -5 18JAN08 c. Welding electrodes. d. Shear and anchor studs. e. Prime paints. Indicate AISC Coating Class, including actual slip coefficient and tension creep values, for prime paint to be used on faying surfaces of slip critical connections. F. Design Certification: Submit design certification prepared, certified and sealed by engineer of Contractor who performed design calculations for work. Certification shall specifically indicate work meets most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the Work. 1.06 PRODUCT HANDLING A. Shop Assembly: Preassemble work in shop to greatest extent possible, so as to minimize splicing and assembly of work at project site. Disassemble work only to extent necessary for shipping and handling. Mark work for reassembly and coordinated installation. B. Storage: 1. Store structural steel members at project site in a location above ground and in a manner to prevent damage, distortion and structural weakening. 2. Protect steel from corrosion. 3. Store other materials in a weather -tight and dry place, until ready for use in work. 4. Store packaged material in their original unbroken package or container. C. Welding Electrodes: Store and maintain welding electrodes meeting requirements of AWS D1.1. 1.07 PROJECT CONDITIONS A. Built -In Items: Coordinate and deliver structural steel items to be built -in, embedded or attached to supporting construction. Furnish setting drawings, templates and instructions for installation of such components. PART 2 - PRODUCTS 2.01 MATERIALS A. Steel Shapes, Bars and Plates -General: As indicated on Drawings, otherwise as follows: 1. General: ASTM A572, Grade 50, or ASTM A36. 2. Wide Flange Shapes: ASTM A992. B. Structural Steel Tubing: 1. Cold Formed: ASTM A500, Grade B. 2. Hot Formed: ASTM A501. C. Steel Pipe: ASTM A53, Type E or S, Grade B, Standard Weight Class except as otherwise required, black finish except when hot -dip zinc coating is required. REDWINE STRUCTURAL STEEL 05120 -6 18JAN08 0 0 2.02 FASTENERS A. Anchor Bolts: As indicated on Drawings, otherwise as follows: 1. Bolts and Studs: ASTM A307, Grade A minimum, Heavy Hex for bolts. 2. Nuts: ASTM A563, Grade C minimum, Heavy Hex. 3. Washers: Plain steel washers, fabricated from steel meeting requirements of ASTM A36. B. Adhesive Anchors - Capsule: Description: Heavy duty, high load capacity, adhesive anchor consisting of a self - contained, two component, adhesive capsule of resin and hardener and a threaded rod with nut and washer or an internally threaded insert as applicable for application. Each component of anchor shall be of strength required for application. Anchor shall chemically bond to base materials and shall not Bert expansion pressure on base materials. Anchor shall be approved and listed by ICBO and SBCCI, and be seismic qualified meeting requirements of ASTM E1512. a. Anchor Rods: ASTM A36; ASTM A193, Grade B7, Type 2, and AISI 304 or AISI 316 stainless steel meeting mechanical requirements of ASTM F593, Condition CW, as applicable. b. Nuts and Washers: Meet requirements of anchor rod specifications. 2. Acceptable Products: a. Hilti, Inc., HVA Adhesive System. C. Adhesive Anchors - Injection: 1. Description: Heavy duty, high load capacity, adhesive anchor consisting of an injectable, two component, adhesive of resin and hardener supplied from an injection tool with adhesive mixing capabilities, and a threaded rod and with nut and washer or an internally threaded insert as applicable for application. Each component of anchor shall be of strength required for application. Anchor shall chemically bond to base materials and shall not exert expansion pressure on base materials. Anchor shall be approved and listed by ICBO and SBCCI, and be seismic qualified meeting requirements of ASTM E1512. a. Properties: Minimum anchor properties shall be as follows when evaluated by respective reference standard: 1) Compressive Strength: 10,400 psi, ASTM C579. 2) Tensile Strength: 2,300 psi, ASTM C307. 3) Flexural Strength: 4,200 psi, ASTM C580. 4) Modulus of Elasticity: 1.02 x 10 psi, ASTM C307. b. Anchor Rods: ASTM A36; ASTM A193, Grade B7, Type 2, and AISI 304 or AISI 316 stainless steel meeting requirements of ASTM F593, Condition CW, as applicable. c. Nut and Washers: Meet requirements of anchor rod specification. 2. Acceptable Products: REDWINE STRUCTURAL STEEL 05120 -7 18JAN08 a. Hilt, Inc., HIT HY 150 Injection Adhesive Anchor. D. High Strength Threaded Fasteners: 1. General: RCSC Bolt Specification. Provide threaded fasteners as indicated on Drawings. Threaded fasteners shall be properly lubricated. 2. Common High Strength Fasteners - Plain: a. Bolts - Uncoated: ASTM A325 or ASTM A490, as applicable, Type 1, Heavy Hex, uncoated. b. Bolts - Coated: ASTM A325, Type 1, Heavy Hex; mechanically deposited zinc coated, ASTM 8695, Class 50 minimum. c. Nuts: ASTM A563, Grade DH, Heavy Hex, uncoated or coated as required for mating bolt type. d. Hardened Washers: ASTM F436, Type 1, flat or beveled as applicable for slope of steel contact surface, uncoated or coated as required for mating bolt type. e. Direct Tension Indicator Washers: ASTM F959, Type and uncoated or coated as required for mating bolt type. 3. Common High Strength Fasteners - Weathering Steel: a. Bolts: ASTM A325 or ASTM A490, as applicable, Type 3, Heavy Hex b. Nuts: ASTM A563, Grade DH3, Heavy Hex. c. Hardened Washers: ASTM F436, Type 3, flat or beveled as applicable for slope of steel contact surface. d. Direct Tension Indicator Washers: ASTM F959, Type as required for mating bolt type. 4. Tension Control Fasteners - Plain: a. Description: Bolts with mating nuts and washers for installation using a special wrench. Bolt tension shall be pre - calibrated during manufacture so spline automatically shears undertorquing to insure proper tension. b. Bolts - Uncoated: ASTM A325 or ASTM A490, as applicable, Type 1, Heavy Hex, uncoated. c. Bolts - Coated: ASTM A325, Type 1, Heavy Hex mechanically deposited zinc coated, ASTM B695, Class 50 minimum. d. Nuts: ASTM A563, Grade DH, Heavy Hex, uncoated or coated as required for mating bolt type. e. Hardened Washers: ASTM F436, Type 1, flat or beveled as applicable for slope of steel contact surface, uncoated or coated as required for mating bolt type. f. Acceptable Products: 1) LeJeune Bolt Company, LeJeune High Strength Fastening System. 2) Lohr Structural Fasteners Inc., Lohr High Strength Fastening System. REDWINE STRUCTURAL STEEL 05120 -8 18JAN08 0 0 2.03 WELDING COMPONENTS A. Welding Electrodes: Select welding electrodes meeting requirements of AWS D1.1 for type metal and alloy to be welded, instructions and recommendations of parent metal manufacturers, and finish required. In addition, welding electrodes shall be as required for strength and compatibilityin fabricated items. 1. Shielded Metal Arc Welding: AWS A5.1 or A5.5. 2. Submerged Arc Welding: AWS A5.17. 3. Flux -cored Arc Welding: AWS A5.20. B. Headed Shear Connector Studs: 1. Description: Headed shear connector stud with fluxed ends for automatically end welding meeting requirements of AWS D1.1, Type B. Studs shall be manufactured from cold drawn low carbon steel meeting requirements of ASTM A108, Grade Designation 1010 through 1020. Finished studs shall be of configuration and dimensions required, and with appropriate ferrule for application. 2. Acceptable Manufacturers: a. TRW Inc., Nelson S& Shear Connectors. C. Headed Anchor Studs: 1. Description: Headed concrete anchor stud with fluxed ends for automatically end welding meeting requirements of AWS D1.1, Type B. Studs shall be manufactured from cold drawn lowcarbon steel meeting requirements of ASTM A108, Grade Designations 1010 through 1020. Finished studs shall be of configuration and dimensions required, and with appropriate ferrule for application. 2. Acceptable Products: a. TRW Inc., Nelson H4L Headed Concrete Anchors. 2.04 ACCESSORIES A. Nonshrink Grout: Description: Premixed, non - shrink cement based grout. Grout shall be ready -to -use, non - metallic aggregate product requiring only addition of water at project site, meeting requirements of USACE CRD -C621 and ASTM C1107, and shall produce a flowable grouting material having no drying shrinkage at any age and 4.0 percent maximum expansion when tested meeting requirements of ASTM C827. Compressive strength of grout (2"x2" cubes) shall be 5,000 psi minimum at 7 days and 6,500 psi minimum at 28 days when tested meeting requirements of ASTM C109, except grout shall be restrained from expansion by a top plate. 2. Acceptable Products: a. Chem Rex Inc., Sonogrout 10K. b. The Euclid Chemical Company, Euco N -S Grout. c. Five Star Products, Inc., Five Star Grout. d. Master Builders, Inc., Masterflow 928. e. W. R. Meadows, Inc., Sealtight 588 Precision Grout. REDWINE STRUCTURAL STEEL 05120 -9 18JAN08 2.05 FABRICATION A. General: Fabricate work meeting requirements of AISC Code and AISC Specification. 1. Back -to -Back Components: Steel assemblies made -up of back -to -back components shall have sufficient space between such components to permit proper surface preparation and application of primer paint. Space intermittent spaces meeting requirements of AISC Manual. 2. Holes for Other Work: a. Provide holes required for securing other work to structural steel framing and for passage of other work through structural steel framing members as indicated on final reviewed shop drawings. Provide specialty items as required to receive other work. b. Cut, drill or punch holes perpendicular to steel surfaces. Do not flame cut holes or enlarge holes by burning. Drill holes in bearing plates. 3. Bearing Plates: a. Provide and install bearing plates under beams, girders and like members resting on concrete and masonry construction. b. Bearing plates may be either attached or loose. 4. Milling: Completely assemble members to be milled before milling. 5. Camber: Camber beams, girders and trusses as indicated on Drawings. Maintain camberwithin a tolerance of minus zero to plus 1/8 inch per 10 feet of beam length. Fabricate members without required camber so that after erection any incidental camber due to rolling or fabrication is upward. 6. Edges: Steel components shall be free from burrs and sharp edges. B. Connection Types: 1. Shop Connections: High strength bolted or welded, as indicated on Drawings. 2. Field Connections: High strength bolted or welded, as indicated on Drawings. 3. Combination of Bolts and Welds: Combination of bolts and welds used for stress transmission in common faying face of any connection is permitted only for slip critical connections and only if welds are made after bolts are tightened. C. Threaded Fastener Connections: 1. General: Meet requirements of RCSC Bolt Specification. Provide high - strength threaded fasteners of strength required. Do not reuse fasteners that have been previously tightened to full pretension force. Correct threaded fastener connections that fail inspection. 2. Common Connections: Tighten fasteners to snug tight condition. 3. Slip Critical Connections: a. General: Connections indicated on Drawings as slip critical, or detailed or installed as follows, are designated slip critical connections: REDWINE STRUCTURAL STEEL 05120 -10 18JAN08 0 0 1) Connections with threaded fasteners installed in oversized holes. 2) Connections in which combination of welds and threaded fasteners are used for stress transmission in common faying face. 3) Connections requiring direct tension indicator washers. b. Fastener: Provide common high strength threaded fasteners with direct tension indicator washers or tension control fasteners using wrenches meeting instructions and recommendations of manufacturer. D. Welded Construction: 1. Meet requirements of AWS D1.1. 2. Limit welding process to one or more of following: a. Manual shielded arc. b. Submerged arc. c. Flux-cored arc. 3. Do not weld members with surfaces which are painted or zinc coated. Remove such coatings within 2 inches of weld locations. 0 1 4. Obtain fusion without undercut or overlap. 5. Welds shall be maximum size based on smallest thickness of parent steel to be welded, except as otherwise required. 6. For fillet weld sizes not indicated on Drawings, provide continuous welds with minimum fillet as specked by AWS D1.1 or as required to satisfy strength requirements, whichever is most stringent. 7. Assemble and weld built -up sections by methods that minimize distortion and develop strength and corrosion resistance of base steels. Provide true alignment of axis without warp. 8. Welds exposed to weather in the completed work shall be continuous, weathertight, even though intermittent welds may be indicated on Drawings. 9. Make welds to metal embedments installed in concrete or masonry construction by methods which will insure against damage of adjacent construction due to heat input to and convection from embedded metal. 10. Remove welding flux immediately. E. Headed Shear Connector and Anchor Studs: 1. Automatically end weld studs to base steel meeting requirements of AWS D1.1, except for more stringent requirements of stud manufacturer. Provide configurations and sizes of studs, and at spacings as required. 2. Areas to which studs are to be attached shall be free of foreign material, such as rust, oil, grease, paint, and like matter. When mill scale is sufficiently thick to cause difficulty in obtaining proper REDWINE STRUCTURAL STEEL 05120 -11 18JAN08 0 welds, remove by grinding or blasting abrasive. 3. Remove ceramic ferrules from studs and work after welding. F. Gas Cutting: Correcting of fabrication by gas cutting is not permitted on any member in structural framing without prior acceptance of Architect. PART 3 - EXECUTION 3.01 EXAMINATION A. General: Examine areas and conditions under which work is to be erected for compliance with requirements of Contract Documents and to determine if conditions affecting performance of work are satisfactory. Do not proceed with installation until unsatisfactory conditions have been resolved. Commencement of installation shall constitute acceptance of conditions. B. Anchor Bolt Alignment: Check alignment of anchor bolts before erecting structural steel. Do not cut bolts because of misalignment. Notify Architect of errors and obtain acceptance of Architect before proceeding with corrections. 3.02 ERECTION A. General: Erect work meeting requirements of Contract Documents, including requirements specified in AISC Code, AISC Specification and Part 2 of this Section, as indicated by final reviewed submittal for work and meeting instructions and recommendations of product manufacturers. K B. Temporary Shoring and Bracing: Provide temporary shoring and bracing members, as applicable, with connections of sufficient strength to support imposed loads. Remove temporary members and connections when permanent members and associated diaphragms are in place and final connections are made. Achieve proper alignment of structures as erections proceeds. Meet shoring and bracing requirements of Section 01500 - Temporary Facilities and Controls. C. Erection Tolerances: Meet requirements of AISC Code. D. Anchor Bolts: Use templates to secure anchor bolts and check correct positioning of anchor bolts prior to concreting. E. Base and Bearing Plates: 1. Set and anchor plates to proper line and elevation. 2. Use setting plates or leveling screws for leveling and plumbing structural members, including plumbing of columns. 3. Tighten anchor bolts after plates have been positioned. 4. Provide concrete and masonry surfaces which are rough, clean; free of oil, grease and laitance, and are damp. 5. Steel surfaces shall be clean and free of oil, grease and rust. Addition of water and mixing shall meet instructions of manufacturer. Mix grout by using a mortar mixer. Use batches of size to allow continuous placement of freshly mixed grout. Do not retemper after initial set has occurred. Place quickly and continuously. Pack grout solidly between bearing surfaces and base plates to ensure that no voids remain. Exposed surfaces shall have smooth, dense finish. Wrap exposed grout surfaces with wet burlap or seal with plastic. REDWINE STRUCTURAL STEEL 05120 -12 18JAN08 • i F. Assembly: 1. Accurately assemble structural steel frames to lines and elevations indicated, within specked erection tolerances. 2. Various members forming parts of a complete frame or structure after being assembled shall be aligned and adjusted accurately before being permanently fastened. 3. Fasten splices of compression members after abutting surfaces have been brought completely into contact. 4. Clean bearing surfaces which will be in permanent contact before members are assembled 5. Splices are permitted only where indicated on Drawings. 6. Do not use gas cutting or drift pins to enlarge or align unfair holes. Ream holes that must be enlarged to admit bolts. 7. Erection bolts used in welded construction may be tightened securely and left in place. Remove bolts and fill holes with plug welds and ground smooth when connections will be exposed to view in the completed work. G. Threaded Fastener Connections: 1. General: Meet requirements of RCSC Bolt Specification. Provide high - strength threaded fasteners of strength required. Do not reuse fasteners that have been previously tightened to full pretension force. Correct threaded fastener connections that fail inspection. • 2. Common Connections: Tighten fasteners to snug tight condition. 3. Slip Critical Connections: a. General: Connections indicated on Drawings as slip critical, or detailed or installed as follows, are designated slip critical connections: 1) Connections with threaded fasteners installed in oversized holes. 2) Connections in which combination of welds and threaded fasteners are used for stress transmission in common faying face. 3) Connections requiring direct tension indicator washers. b. Fastener: Provide common high - strength thread fasteners with direct tension indicator washer or tension control fasteners using wrenches meeting instructions and recommendations of manufacturer. H. Welded Construction: 1. Meet requirements of AWS D1.1. 2. Limit welding process to one or more of following: a. Manual shielded arc. b. Submerged arc. c. Flux-cored arc. 0 3. Do not weld members with surfaces which are painted or zinc coated. Remove such coatings within REDWINE STRUCTURAL STEEL 05120 -13 18JAN08 0 a 2 inches of weld locations. 4. Obtain fusion without undercut or overlap. 5. Welds shall be maximum size based on smallest thickness of parent steel to be welded, except as otherwise required. 6. For fillet weld sizes not indicated on Drawings, provide continuous welds with minimum fillet as specified by AWS D1.1 or as required to satisfy strength requirements, whichever is most strict. 7. Assemble and weld built -up sections by methods that minimize distortion and develop strength and corrosion resistance of base steels. Provide true alignment of axis without warp. 8. Welds exposed to weather in the completed work shall be continuous, weathertight, even though intermittent welds may be indicated on Drawings. 9. Make welds to metal em bedments installed in concrete or masonry construction by methods which will insure against damage of adjacent construction due to heat input to and convection from embedded metal. 10. Remove welding flux immediately. I. Shear and Anchor Studs: 1. Automatically end weld studs to base steel meeting requirements of AWS D1.1, except for more stringent requirements of stud manufacturer. Provide configurations and sizes of studs, and at spacings as required. 2. Areas to which studs are to be attached shall be free of foreign material, such as rust, oil, grease, paint, and like matter. When mill scale is sufficiently thick to cause difficulty in obtaining proper welds, remove by grinding or blasting abrasive. 3. Remove ceramic ferrules from studs and work after welding. J. Gas Cutting: Correcting of fabrication by gas cutting is not permitted on any member in structural framing without prior acceptance of Architect. K. Non - Structural Elements: Do not attach non - structural elements to structure until entire level of structural framework has been erected and attachment of steel deck, and concreting, where required, is completed. 3.03 FIELD QUALITY CONTROL A. General: 1. Owner will employ a Quality Control Service to perform during construction quality assurance and control evaluations of work to verify compliance of work with requirements of Contract Documents. Evaluations will include, but are not limited to, criteria specked in this Article. Quality Control Service will provide testing facilities and equipment. 2. Work may require re- evaluation as directed by Architect anytime during progress of work. Re- evaluation of rejected work and evaluation of replacement work shall be performed at expense of Contractor, at no addition to Contract Sum. B. Qualifications: Review following qualifications: 1. Threaded Fastener Tightening Procedures: Verify threaded fastener tightening procedures meet requirements of RCSC Bolt Specification. Verify ability of field threaded fastening crews to install threaded fasteners meeting requirements for selected method of tightening. 2. Welding Procedures: Verify qualifications and test records of welding procedures and personnel meet requirements of Contract Documents. C. Submittals: Review following submittals: REDWINE STRUCTURAL STEEL 05120 -14 18JAN08 0 0 1. Materials for Structural Steel Work: a. High strength threaded fastener assemblies. b. Welding electrodes. c. Shear and anchor studs. 2. Welding: Certificates of qualification and test records for welding procedures and personnel. D. Work Evaluations: Perform following evaluations: 1. Qualifications: Review qualification of following: a. Field bolting procedures and crews. b. Field welding procedures and personnel. c. Field stud welding operators and stud bases. 2. Threaded Fastener Connections: Inspect threaded fastener connections meeting requirements of RCSC Bolt Specification and include following: a. Visually inspect 100 percent of threaded fastener connections. b. Monitor installation of threaded fasteners to determine all plies of connected material have been drawn together and that selected tightening procedure has been properly followed. c. Inspect all threaded fasteners of connections which have previously failed inspection. d. For connections using direct tension indicators, verify direct tension indicator gaps meet requirements of ASTM F959. 3. Welds: Inspect welds meeting requirements of AWS D1.1 and as follows: a. Visually inspect 100 percent of welds. b. Inspect 100 percent of penetration welds by following or other appropriate testing method as acceptable to Architect: 1) Liquid Penetrant Inspection: ASTM E165. 2) Magnetic Particle Inspection: ASTM E709, performed on root pass and on finish weld. Cracks or zones of incomplete fusion or penetration are not acceptable. 3) Radiographic Inspection: ASTM E94 and ASTM E142, Quality Level 2 -2T minimum. 4) Ultrasonic Inspection: ASTM E164. c. Welds that fail shall be rewelded and retested until they pass test. 4. Stud Welding: Inspect shear and anchor stud welding meeting requirements of AWS D1.1 and as follows: a. Visually inspect studs for complete fusion and full 360 degree weld flash or fillet. Studs which reveal complete fusion and full weld flash shall be considered acceptable. If visual inspection reveals any stud that does not show complete fusion of weld flash or any stud repaired by welding, check stud by bending or an angle of 15 degrees from its original a)as in a direction opposite missing weld fillet. Studs that crack in weld, base metal or shank shall be replaced. Studs that show no sign of failure shall be considered acceptable. b. In addition to visual inspection of stud welds, select at random, 12 members per floor on which 10 studs shall be bent to an angle of 15 degrees from original a)as toward midspan of member. If any stud fails, check all studs on member. Any stud that shows any sign of failure shall be replaced. For each member with any defective studs, test an additional member. REDWINE STRUCTURAL STEEL 05120 -15 18JAN08 c. Any bent stud shall be left bent if no portion of stud is less than one inch from a proposed concrete surface, in which case, stud shall be straightened. Required bending and straightening shall be accomplished by mechanical means without heating. 5. Framework: Inspect erected structural framework for compliance with requirements specified, including: a. Check location and set of anchor bolts and other inserts. b. Prior to attaching steel, check adjustment to fit inaccuracies. c. Check erected structural framework for alignment, plumbness, camber and like characteristics. END OF SECTION F REDWINE STRUCTURAL STEEL 05120 -16 18JAN08 Ll E REDWINE ENGINEERS INC. SECTION 05311 LANDMARK CONDOMINIUMS STEEL FORM DECK PARTI-GENERAL 1.01 SUMMARY A. Related Documents: Provisions of the Contract, including Conditions of the Contract, Drawings and Division 1 - General Requirements of the Specification, apply to this Section. B. Description: Steel form deck is indicated by Contract Documents and shall include work necessary and incidental to completion and performance of the work. C. Included: Steel form deck includes, but is not limited to, following: 1. Standard zinc coated steel form deck. 1. Standard prime painted steel form deck. 2. Accessories associated with steel form deck. 1.02 SYSTEM DESCRIPTION A. Codes and Standards: Meet requirements of following, except to extent of most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of i the work: r 1. AISI - Specification for the Design of Cold- Formed Steel Structural Members, referenced in this Section as AISI Specification. 2. AISI - Light Gage Steel Design Manual. 3. AWS D1.1 - Structural Welding Code - Steel. 4. AWS D1.3 - Structural Welding Code - Sheet Steel. 5. SDI - Code of Recommended Standard Practice for Composite Deck, Form Deck, and Roof Deck Construction. 6. SDI - Design Manual for Composite Decks, Form Decks, Roof Decks and Cellular Metal Floor Deck with Electrical Distribution, including Commentary, referenced in this Section as SDI Design Manual. 7. SDI - Specifications and Commentary for Non - Composite Steel Floor Deck, referenced in this Section as SDI Specification. B. Performance Criteria: 1. General: Work shall meet performance criteria and like requirements indicated by Contract Documents, including requirements specified in this Paragraph and in other parts of this Section. 2. Performance Conditions: Performance of work shall include live loads, wind loads, creep, shrinkage, deflections, temperature variations, stresses, expansion and contraction requirements, seismic forces, vibration, differential settlement and other like conditions meeting most stringent REDWINE STEEL FORM DECK 05311 -1 18JAN08 X K requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the work. 3. Properties: a. General: Steel deck units shall have properties indicated on Drawings, including section modulus and moment of inertia per foot of width, meeting design requirements of SDI Manual and SDI Specification with properties of steel deck sections meeting requirements of AISI Specification. b. Loading: Steel deck shall be capable of supporting total live load and dead load on 2 span condition, and construction and maintenance loads on single span condition meeting requirements of SDI Manual. 4. Span Lengths: Steel deck units shall span across 4 supports, except where not possible or otherwise indicated on Drawings. 5. UL Compliance: When applicable, provide steel deck listed in UL -Fire Resistance Directory and bearing UL- Classification Marking for specific deck assembly required. 1.03 QUALITY ASSURANCE A. Installer Qualifications: Installer shall be an AISC Quality Certified Erector for category of structural steel work coinciding with the work and shall have 10 years minimum documented experience in installation of steel form deck. Upon request, provide proof of qualifications. B. Welding Qualifications: 1. General: Prior to commencement of welding operations, qualifywelding procedures and personnel to be employed on fabrication and installation work meeting requirements of AWS D1.3. 2. Personnel: Qualifications shall remain in effect for duration of work, unless there is reason on part of Quality Control Service to question ability of welding personnel. Verification of qualifications of welding personnel required for work shall be performed by Quality Control Service at expense of Contractor, at no addition to Contract Sum. 1.04 SUBMITTALS A. Product Data: Submit product specifications, technical data and installation instructions of manufacturer for each product. Include published data, certified conformance report or certified laboratory test report of manufacturer substantiating each proposed product meets requirements of Contract Documents. B. Shop Drawings: Submit drawings showing layout and types of steel deck units, anchorage details, and conditions requiring closure panels, supplementary framing, cut openings, special jointing or other accessories. Indicate steel deck units not supported as required by Contract Documents. Include diagrams, schedules and complete details. Also, include completed weld patterns, types and sizes of welds, panel lengths and widths, and end lap and side lap details. C. Welding Qualifications: Submit qualifications for welding procedures and personnel which document meeting requirements of Contract Documents. Include qualification test records. Include anylimitations to qualifications. Submittals will be only for information. 1.05 PRODUCT HANDLING REDWINE STEEL FORM DECK 05311 -2 18JAN08 Cl • A. General: Protect steel deck and accessories from elements in transit and weather. When stored, raise off ground and provide with weatherproof covering, ventilated to prevent condensation. B. Welding Electrodes: Store and maintain welding electrodes meeting requirements of AWS D1.1. PART 2 - PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. Consolidated Systems, Inc. B. Roof Deck, Inc. C. United Steel Deck, Inc. D. Vulcraft. E. Verco Manufacturing Company. F. Wheeling Corrugating Company. 2.02 MATERIALS A. Standard Steel Form Deck - Zinc Coated: 1. General: Meet requirements of SDI Design Manual and SDI Specification. 2. Material: ASTM A653, Sheet Designation Structural Steel (SS), hot -dip zinc coated steel sheet. Grade (yield strength) and thickness as indicated on Drawings, but Grade 33 and base steel thickness of 0.0299 inch (22 gage), minimum. 3. Protective Coating - Zinc: Zinc coated meeting requirements of ASTM A653, Coating Designation G60 minimum. 4. Profile: Ribbed, cold - formed steel deck of type, depth and thickness required, with overlap (nesting) type side laps. 5. Span Length: Furnish units of length to span supports as specified in Paragraph - Performance Criteria, of this Section. B. Standard Steel Form Deck - Prime Painted: 1. General: Meet requirements of SDI Design Manual and SDI Specification 2. Material: ASTM A611, Type 1, carbon steel sheet. Grade (yield strength) and thickness as indicated on Drawings, but Grade C and base steel thickness of 0.0299 inch (22 gage), minimum. 3. Protective Coating - Standard Prime Painted: Provide primer paint system to both face surfaces of steel deck units. Prior to painting, clean and pretreat steel surfaces as applicable for prime paint application. Following pretreatment, provide rust inhibitive, fle)able and thermal cured primer paint, gray color. Coating system shall be uniform. Do not prime paint surfaces which are to receive sprayed fireproofing, insulation or acoustical treatment. it ' 4. Profile: Ribbed, cold - formed steel deck of type, depth and thickness required, with overlap REDWINE STEEL FORM DECK 05311 -3 18JAN08 (nesting) type side laps. 5. Span Length: Furnish units of length to span supports as specified in Paragraph - Performance Criteria, of this Section. 2.03 ACCESSORIES A. Deck Accessories: 1. General: Provide accessories necessary to complete installation, including cover plates required to cover gaps where steel deck units change direction, around columns and to cover access holes used for welding and other like items. 2. Steel Sheet Accessories: a. General: Steel sheet of same material, thickness and protective coating as steel deck units. b. Closure Strips and Plates: Steel sheet of same material and protective coating as steel deck units, except thickness shall be 0.0478 inch minimum (18 gage). Fabricate closure strips and plates to configuration required to provide tight- fitting closure. 3. Flexible Closure Strips: Closed cell synthetic rubber strip for weathersealing spaces between steel deck and adjacent construction, die -cut to match profile of deck units. 4. Welding Washers: Uncoated steel, shaped to fit steel deck unit rib, 0.0598 inch minimum thickness (16 gage) with prepunched hole of diameter to achieve required size puddle weld. B. Welding Electrodes: AWS A5.1. C. Pneumatic Actuated Fasteners: Carbon steel pneumatic activated pin type fasteners with flat washer head, of appropriate configuration, strength, hardness, size and other properties to obtain allowable values for application; designed for attaching steel deck to supporting steel, equaling yield strength of support steel minimum, capable of penetrating base steel thickness, meeting requirements of FS FF- P395 and ICBO Report 4373 and listed by FMRC, ICBO, SDI and UL. Fasteners shall be corrosion resistant and protected from galvanic corrosion for application and ambient environment, but zinc coated minimum meeting requirements of ASTM 8633, Service Condition 2, Type III. D. Self- Drilling Screws: Carbon steel self - drilling and threading type screws with integral hexagonal washer head, of appropriate configuration, strength, hardness, size and other properties to obtain allowable values, and drill point style and threads for application, designed for stitching light gage metal -to- metal, capable of penetrating base steel thickness, meeting requirements of ICBO Report 4780 and listed by FMRC and ICBO. Fasteners shall be corrosion resistant and protected from galvanic corrosion for application and ambient environment and protected from galvanic corrosion. E. Zinc Coating Repair Paint: 1. Description: Zinc rich paint for repair of damaged areas of zinc coated steel surfaces meeting requirements of ASTM A780, SSPC Paint 20 and USDOD P- 20135, with 94 percent minimum zinc dust by weight in dry film. 2. Acceptable Products: a. ZRC Products Company, Z.R.C. Cold Galvanizing Compound. F. Primer Repair Paint: Same paint as specified for prime painted steel deck. REDWINE STEEL FORM DECK 05311 -4 18JAN08 • 0 r PART 3 - EXECUTION 3.01 EXAMINATION A. General: Examine areas and conditions under which work is to be installed for compliance with requirements of Contract Documents and to determine if conditions affecting performance of work are satisfactory. Do not proceed with installation until unsatisfactory conditions have been resolved. Commencement of installation shall constitute acceptance of conditions. 3.02 INSTALLATION A. General: Install work meeting requirements of Contract Documents, as indicated by final reviewed submittals for work and meeting instructions and recommendations of product manufacturers. Consult with manufacturers for conditions not covered by printed instructions. B. Placement: 1. Place steel deck with ribs down, perpendicular to supports and aligned with abutting units and with ends over support framing with 1 -1/2 inches minimum bearing. 2. Place steel deck in first row end -to -end along one side of area to be formed with 2 inches end laps centered over supports and with bottom unit not extending beyond edge of steel support. Do not stagger end laps. 3. Steel deck unit ends may be butted or lapped over supports. Align ribs of abutting deck units 10- where deck is not perpendicularly butted. Deck units shall not be spliced between supports. 4. After first row of steel deck has been installed, place adjacent rows end -to -end with one edge rib side lapped over edge rib of previously placed unit. 5. Steel deck shall be adjusted to final position and brought to bear on supporting steel before being fastened permanently. 6. Skew cutting and cutting of openings in steel deck of 16 square feet maximum area shall be performed at project site. C. Cutting and Fitting: Cut and neatly fit steel deck units and accessories around openings and other work projecting through or adjacent to deck. Provide neat, square and trim cuts. Cut deck units without use of flame or welding electrodes. D. Additional Reinforcement: Provide additional steel reinforcement and closure pieces as required for strength, continuity of steel deck and support of other work. E. Attachment: 1. Attach steel deck to supporting steel with puddle welds of 5/8 inch diameter or pneumatic activated fasteners. Attach to supporting steel at ends of deck units at edge ribs and at sufficient number of interior ribs to provide points of attachment at 12 inches maximum centers. Between ends of deck units, attach to intermediate supporting steel at edge ribs and at sufficient number of interior ribs to provide points of attachment at 12 inches maximum centers. 2. Fasten overlap type side laps with 1-1/2 inches long fillet welds or with self - drilling screws of size 10 minimum (# 10 Tek screws or equivalent as acceptable to Architect) uniformly spaced at 24 REDWINE STEEL FORM DECK 05311 -5 18JAN08 G Q inches maximum centers. F. Welding: 1. Attach steel deck to supporting steel immediately after alignment with arc puddle welds meeting requirements of AWS D1.3. 2. Use welding washers when base steel thickness of deck is less than 0.0295 inch (22 gage). 3. Weld metal shall penetrate all layers of steel deck material and develop proper fusion to supporting steel. G. Fasteners: Install fasteners and screws meeting instructions and recommendations of fastener manufacturer and to meet requirements of Contract Documents. H. Steel Sheet Accessories: 1. General: Install steel sheet accessories meeting instructions of steel deck manufacturer. Weld to supporting construction to provide a complete deck installation. 2. Closure Strips and Plates: Install closure strips and plates at open, uncovered ends and edges of steel deck, and voids between deck and other construction. Weld into position to provide a complete deck installation. I. Flexible Closure Strips: Install flexible closure strips over partitions, walls and elsewhere where required, except where firestopping is required, and insure complete closure. Install with adhesive meeting instructions of manufacturer. 3.03 SHORING A. If temporary shoring is required, design and provide meeting requirements of SDI Specification, ACI 318, Section 03300 - Cast -In -Place Concrete and Section 01500 - Temporary Facilities and Controls. B. Temporary shores shall be left in place until concrete attains 75 percent minimum of 28 day compressive strength indicated by Contract Documents. 3.04 FIELD QUALITY CONTROL A. General: 1. Owner will employ a Quality Control Service to perform during construction quality assurance and control evaluations of work to verify compliance of work with requirements of Contract Documents. Evaluations will include, but are not limited to, criteria specified in this Article. Quality Control Service will provide testing facilities and equipment. 2. Work may require testing and retesting as directed by Architect anytime during progress of the work. Retesting of rejected work shall be performed at expense of Contractor, at no addition to Contract Sum. B. Welding Qualifications: Verify qualifications and test records of welding procedures and personnel meet requirements of Contract Documents. C. Evaluations: 1. Verify steel deck type, depth, thickness and protective coating. REDWINE STEEL FORM DECK 05311 -6 18JAN08 • 0 2. Inspect end and side laps. 3. Inspect welds to supporting members and side lap attachments. 3.05 ADJUSTING A. Hole Patching: Patch holes in steel deck units resulting from welding process. Patch material shall be same metal, profile and protective coating as deck unit. Install patch to bottom side of deck; weld in- place meeting applicable requirements of this Section. B. Touch -Up Painting - Zinc Coated Steel: After steel deck installation, wire brush, clean and paint scarred areas, welds and rust spots on top and bottom surfaces of deck. Touch -up paint surfaces with zinc coating repair paint. Meet requirements of ASTM A780 and instructions and recommendations of paint manufacturer. B. Touch -Up Painting - Prime Painted Steel: After steel deck installation, wire brush, clean and paint scarred areas, welds and rust spots on top and bottom surface of deck. Touch -up paint surfaces with primer repair paint. Meet instructions and recommendations of paint manufacturer. END OF SECTION 13 M REDWINE STEEL FORM DECK 05311 -7 18JAN08 AP% s • REDWINE ENGINEERS INC. SECTION 05312 LANDMARK CONDOMINIUMS STEEL COMPOSITE DECK PART 1 -GENERAL 1.01 SUMMARY A. Related Documents: Provisions of the Contract, including Conditions of the Contract, Drawings and Division 1 - General Requirements of the Specification, apply to this Section. B. Description: Steel composite deck is indicated by Contract Documents and shall include work necessary and incidental to completion and performance of the work. C. Included: Steel composite deck includes, but is not limited to, following: 1. Standard zinc coated steel composite deck. 2. Accessories associated with steel composite deck. 1.02 SYSTEM DESCRIPTION A. Codes and Standards: Meet requirements of following, except to extent of most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the work: 1. AISC - Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings, including Commentary, referenced in this Section as AISC Specification. 2. AISI - Specification for the Design of Cold- Formed Steel Structural Members, referenced in this Section as AISI Specification. 3. AISI - Light Gage Steel Design Manual. 4. AWS D1.1 - Structural Welding Code - Steel. 5. AWS D1.3 - Structural Welding Code - Sheet Steel. 6. SDI -Code of Recommended Standard Practice for Composite Deck, Form Deck, and Roof Deck Construction. 7. SDI -Design Manual for Composite Decks, Form Decks, Roof Decks and Cellular Metal Floor Deck with Electrical Distribution, including Commentary, referenced in this Section as SDI Design Manual. 8. SDI - Specifications and Commentary for Composite Steel Floor Deck, referenced in this Section as SDI Specification. B. Performance Criteria: 1. General: Work shall meet performance criteria and like requirements indicated by Contract Documents, including requirements specified in this Paragraph and in other parts of this Section. 2. Performance Conditions: Performance of work shall include live loads, wind loads, creep, shrinkage, deflections, temperature variations, stresses, expansion and contraction requirements, seismic forces, vibration, differential settlement and other like conditions meeting most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on REDWINE STEEL COMPOSITE DECK 05312 -1 18JAN08 X performance of the work. 3. Properties: jo a. General: Steel deck units shall have properties indicated on Drawings, including section modulus and moment of inertia per foot of width, meeting design requirements of SDI Manual and SDI Specification with properties of steel deck sections meeting requirements of AISI Specification. b. Loading: Steel deck shall be capable of supporting total live load and dead load on 2 span condition, and construction and maintenance loads on single span condition meeting requirements of SDI Manual. c. Composite Action: Steel deck shall provide positive bending reinforcement for associated structural concrete. After concrete has cured, steel deck and concrete shall be interlocked by shape of deck, mechanical means, surface bond or combination of these items. 4. Span Lengths: Steel deck units shall span across 4 supports, except where not possible or otherwise indicated on Drawings. 5. UL Compliance: Provide steel deck listed in UL - Fire Resistance Directory and bearing UL- Classification Marking for speck deck assembly required. 1.03 QUALITY ASSURANCE A. Installer Qualifications: Installer shall be an AISC Quality Certified Erector for category of structural steel work coinciding with the work and shall have 10 years minimum documented experience in installation of steel composite deck. Upon request, provide proof of qualifications. B. Welding Qualifications: 1. General: Prior to commencement of welding operations, qualifywelding procedures and personnel to be employed on fabrication and installation work meeting requirements of AWS D1.3. 2. Personnel: Qualifications shall remain in effect for duration of work, unless there is reason on part of Quality Control Service to question ability of welding personnel. Verification of qualifications of welding personnel required for work shall be performed by Quality Control Service at expense of Contractor, at no addition to Contract Sum. 1.04 SUBMITTALS A. Product Data: Submit product specifications, technical data and installation instructions of manufacturer for each product. Include published data, certified conformance report or certified laboratory test report of manufacturer substantiating each proposed product meets requirements of Contract Documents. B. Shop Drawings: Submit drawings showing layout and types of steel deck units, anchorage details, and conditions requiring closure panels, supplementary framing, cut openings, special jointing or other accessories. Indicate steel deck units not supported as required by Contract Documents. Include diagrams, schedules and complete details. Also, include completed weld patterns, types and sizes of welds, panel lengths and widths, and end lap and side lap details. C. Welding Qualifications: Submit qualifications for welding procedures and personnel which document meeting requirements of Contract Documents. Include qualification test records. Include any limitations to qualifications. Submittals will be only for information. 1.05 PRODUCT HANDLING REDWINE STEEL COMPOSITE DECK 05312 -2 18JAN08 0 A. General: Protect steel deck and accessories from elements in transit and weather. When stored, raise off ground and provide with weatherproof covering, ventilated to prevent condensation. B. Welding Electrodes: Store and maintain welding electrodes meeting requirements of AWS D1.1. PART 2 - PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. Consolidated Systems, Inc. B. Roof Deck, Inc. C. United Steel Deck, Inc. D. Vulcraft. E. Verco Manufacturing Company. F. Wheeling Corrugating Company. 2.02 MATERIALS A. Standard Steel Composite Deck - Zinc Coated: 1. General: Meet requirements of SDI Design Manual and SDI Specification. 2. Material: ASTM A653, Sheet Designation Structural Steel (SS), hot -dip zinc coated steel sheet. Grade (yield strength) and thickness as indicated on Drawings, but Grade 33 and base steel thickness of 0.0299 inch (22 gage), minimum. 3. Protective Coating - Zinc: Zinc coated meeting requirements of ASTM A653, Coating Designation G60 minimum. 4. Profile: Ribbed, cold- formed steel deck of type, depth and thickness required, with interlock (male and female standing seam) type side laps. Provide top flange with no stiffening grooves meeting requirements of SDI Specification. 5. Span Length: Furnish units of length to span supports as specified in Paragraph - Performance Criteria, of this Section. 2.03 ACCESSORIES A. Deck Accessories: 1. General: Provide accessories necessary to complete installation, including cover plates required to cover gaps where steel deck units change direction, around columns and to cover access holes used for welding and other like items. 2. Steel Sheet Accessories: a. General: Steel sheet of same material, thickness and protective coating as steel deck units. b. Closure Strips and Plates: Steel sheet of same material and protective coating as deck units, except thickness shall be 0.0478 inch minimum (18 gage). Fabricate closure strips and plates to configuration required to provide tight - fitting closure. 3. Flexible Closure Strips: Closed cell synthetic rubber strip for weathersealing spaces between steel REDWINE STEEL COMPOSITE DECK 05312 -3 18JAN08 C deck and adjacent construction, die -cut to match profile of deck units. 4. Welding Washers: Uncoated steel, shaped to fit steel deck unit rib, 0.0598 inch minimum thickness (16 gage) with prepunched hole of diameter to achieve required size puddle weld. B. Welding Electrodes: AWS A5.1. C. Headed Shear Connector Studs - Through Deck: 1. Description: Headed shear connector studs with solid fluxed ends for automatically end welding through steel deck meeting requirements of AWS D1.1, Type B. Studs shall be manufactured from cold drawn low carbon steel meeting requirements of ASTM A108, Grade Designations 1010 through 1020. Finished studs shall be of configuration and dimensions required, and with appropriate ferrule for application. 2. Acceptable Products: a. TRW Inc., Nelson S& Weld -Thru Deck Shear Connectors. D. Self- Drilling Screws: Carbon steel self - drilling and threading type screws with integral hexagonal washer head, of appropriate configuration, strength, hardness, size and other properties to obtain allowable values, and drill point style and threads for application; designed for stitching light gage metal - to-metal, capable of penetrating base steel thickness, meeting requirements of ICBO Report 4780 and listed by FMRC and ICBO. Fasteners shall be corrosion resistant and protected from galvanic corrosion for application and ambient environment and protected from galvanic corrosion. E. Zinc Coating Repair Paint: 1. Description: Zinc rich paint for repair of damaged areas of zinc coated steel surfaces meeting requirements of ASTM A780, SSPC Paint 20 and USDOD P- 20135, with 94 percent minimum zinc dust by weight in dry film. 2. Acceptable Products: a. ZRC Products Company, Z.R.C. Cold Galvanizing Compound. PART 3 - EXECUTION 3.01 EXAMINATION A. General: Examine areas and conditions under which work is to be installed for compliance with requirements of Contract Documents and to determine if conditions affecting performance of work are satisfactory. Do not proceed with installation until unsatisfactory conditions have been resolved. Commencement of installation shall constitute acceptance of conditions. 3.02 INSTALLATION A. General: Install work meeting requirements of Contract Documents, as indicated by final reviewed submittals for work and meeting instructions and recommendations of product manufacturers. Consult with manufacturers for conditions not covered by printed instructions. B. Placement: 1. Place steel deck with ribs down, perpendicular to supports and aligned with abutting units and with REDWINE STEEL COMPOSITE DECK 05312 -4 18JAN08 • • ends over support framing with 1 -1/2 inches minimum bearing. 2. Place steel deck in first row end -to -end along one side of area to be formed with 2 inches end laps centered over supports and with bottom unit not extending beyond edge of steel support. Do not stagger end laps. 3. Steel deck unit ends may be butted or lapped over supports. Align ribs of abutting deck units where deck is not perpendicularly butted. Deck units shall not be spliced between supports. 4. After first row of steel deck has been installed, place adjacent rows end -to -end with one edge rib side lapped over edge rib of previously placed unit. 5. Steel deck shall be adjusted to final position and brought to bear on supporting steel before being fastened permanently. 6. Skew cutting and cutting of openings in steel deck of 16 square feet maximum area shall be performed at project site. C. Cutting and Fitting: Cut and neatly fit steel deck units and accessories around openings and other work projecting through or adjacent to deck. Provide neat, square and trim cuts. Cut deck units without use of flame or welding electrodes. D. Additional Reinforcement: Provide additional steel reinforcement and closure pieces as required for strength, continuity of steel deck and support of other work. E. Attachment: 10) 1. Attach steel deck to supporting steel with puddle welds of 3/4 inch diameter or equivalent at edge ribs as acceptable to Architect. Attach to supporting steel at ends of deck units at edge ribs and at sufficient number of interior ribs to provide points of attachment at 12 inches centers. Between ends of deck units, attach to intermediate supporting steel at edge ribs and at sufficient numberof interior ribs to provide points of attachment at 12 inches maximum centers. 2. Fasten interlock type side laps with 1 -1/2 inches long fillet welds, self - drilling screws of size 10 minimum (# 10 Tek screws or equivalent as acceptable to Architect), or by button punching uniformly spaced at 24 inches maximum centers. F. Welding: 1. Attach steel deck to supporting steel immediately after alignment with arc puddle welds meeting requirements of AWS D1.3. 2. Use welding washers when base steel thickness of deck is less than 0.0295 inch (22 gage). 3. Weld metal shall penetrate all layers of steel deck material and develop properfusion to supporting steel. 4. If through deck headed shear connector studs are to be welded through deck to supporting steel, stud welds can be used to replace puddle welds. G. Headed Shear Connector Studs: 1. Automatically end weld studs through deck to supporting base steel meeting requirements of AWS D1.1 and AWS D1.3, except for more stringent requirements of stud manufacturer. Provide configurations and sizes of studs, and at spacings as required. REDWINE STEEL COMPOSITE DECK 05312 -5 18JAN08 2. Areas to which studs are to be attached shall be free of foreign material, such as rust, oil, grease, paint, and like matter. When mill scale is sufficiently thick to cause difficulty in obtaining proper welds, remove by grinding or blasting abrasive. 3. Remove ceramic ferrules from studs and work after welding. H. Fasteners: Install screws meeting instructions and recommendations of fastener manufacturer and to meet requirements of Contract Documents. I. Steel Sheet Accessories: 1. General: Install steel sheet accessories meeting instructions of steel deck manufacturer. Weld to supporting construction to provide a complete deck installation. 2. Closure Strips and Plates: Install closure strips and plates at open, uncovered ends and edges of steel deck, and voids between deck and other construction. Weld into position to provide a complete deck installation. J. Flexible Closure Strips: Install flexible closure strips over partitions, walls and elsewhere where required, except where firestopping is required, and insure complete closure. Install with adhesive meeting instructions of manufacturer. 3.03 SHORING A. If temporary shoring is required, design and install meeting requirements of SDI Specification, ACI 318, Section 03300 - Cast -In -Place Concrete and Section 01500 - Temporary Facilities and Controls. B. Temporary shores shall be left in place until concrete attains 75 percent minimum of 28 day compressive strength indicated by Contract Documents. 3.04 FIELD QUALITY CONTROL A. General: 1. Owner will employ a Quality Control Service to perform during construction quality assurance and control evaluations of work to verify compliance of work with requirements of Contract Documents. Evaluations will include, but are not limited to, criteria specified in this Article. Quality Control Service will provide testing facilities and equipment. 2. Work may require testing and retesting as directed by Architect anytime during progress of the work. Retesting of rejected work shall be performed at expense of Contractor, at no addition to Contract Sum. B. Welding Qualifications: Verify qualifications and test records of welding procedures and personnel meet requirements of Contract Documents. C. Evaluations: 1. Verify steel deck type, depth, thickness and protective coating. 2. Inspect end and side laps. 3. Inspect welds to supporting members and side lap attachments. REDWINE STEEL COMPOSITE DECK 05312 -6 18JAN08 0 0 3.05 ADJUSTING A. Hole Patching: Patch holes in steel deck units resulting from welding process. Patch material shall be same metal, profile and protective coating as deck unit. Install patch to bottom side of deck; weld in- place meeting applicable requirements of this Section. B. Touch -Up Painting - Zinc Coated Steel: After steel deck installation, wire brush, clean and paint scarred areas, welds and rust spots on top and bottom surfaces of deck. Touch -up paint surfaces with zinc coating repair paint. Meet requirements of ASTM A780 and instructions and recommendations of paint manufacturer. END OF SECTION ril 11 REDWINE STEEL COMPOSITE DECK 05312 -7 18JAN08 • 0 REDWINE ENGINEERS INC. SECTION 05313 LANDMARK CONDOMINIUMS STEEL ROOF DECK PART 1 - GENERAL 1.01 SUMMARY A. Related Documents: Provisions of the Contract, including Conditions of the Contract, Drawings and Division 1 - General Requirements of the Specification, apply to this Section. B. Description: Steel roof deck is indicated by Contract Documents and shall include work necessaryand incidental to completion and performance of the Work. C. Included: Steel roof deck includes, but is not limited to, following: 1. Standard zinc coated steel roof deck. 2. Accessories associated with steel roof deck. 1.02 SYSTEM DESCRIPTION A. Codes and Standards: Meet requirements of following, except to extent of most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the Work: 1. AISI - Specification for the Design of Cold- Formed Steel Structural Members, referenced in this Section as AISI Specification. 2. AISI - Light Gage Steel Design Manual. 3. AWS D1.1 - Structural Welding Code - Steel. 4. AWS D1.3 - Structural Welding Code - Sheet Steel. 5. FMEC - Loss Prevention Data 1 -28 - Wind Loads to Roof Systems and Roof Deck Securement. 6. FMRC - Approval Guide. 7. NRCA - Roofing and Waterproofing Manual. 8. SDI - Code of Recommended Standard Practice for Composite Deck, Form Deck, and Roof Deck Construction. 9. SDI - Design Manual for Composite Decks, Form Decks, Roof Decks and Cellular Metal Floor Deck with Electrical Distribution, including Commentary, referenced in this Section as SDI Design Manual. 10. SDI - Specifications and Commentary for Steel Roof Deck, referenced in this Section as SDI Specification. 11. SDI - Diaphragm Design Manual. B. Performance Requirements: 1. General: Work shall meet performance criteria and like requirements indicated by Contract REDWINE STEEL ROOF DECK 05313 -1 18JAN08 Documents, including requirements specified in this Paragraph and in other parts of this Section. 2. Performance Conditions: Performance of work shall include live loads, wind loads, creep, shrinkage, deflections, temperature variations, stresses, expansion and contraction requirements, seismic forces, vibration, differential settlement and other like conditions meeting most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the Work. 3. Roof Areas: Perimeter, corner and field areas of roofs shall meet requirements of Section 01415- Performance Requirements, Paragraph - Roof Assembly Wind Uplift, and definitions, requirements and recommendations of FMRC - Approval Guide and FMEC - Loss Prevention Data 1 -28. 4. Properties: a. General: Steel deck units shall have properties indicated on Drawings, including section modulus and moment of inertia per foot of width, meeting design requirements of SDI Manual and SDI Specification with properties of steel deck sections meeting requirements of AISI Specification. b. Loading: Steel deck shall be capable of supporting total live load and dead load on 2 span condition, and construction and maintenance loads on single span condition meeting requirements of SDI Manual. c. Uplift Loading: Steel deck shall resist wind uplift loading indicated by Contract Documents. d. Allowable Deflection: Meet requirements of SDI Specification, except limit to U240 of span under total uniform dead and live load. Spans shall be center -to- center of supports. 5. Span Lengths: Steel deck units shall span across 4 supports, except where not possible or otherwise indicated on Drawings. 6. UL Compliance: Provide steel deck listed in UL - Fire Resistance Directory and bearing UL- Classification Marking for specific roof assembly required. 7. FMRC Compliance: In addition to meeting UL requirements, steel roof deck units shall meet requirements of FMRC - Approval Guide for required roof assembly, including wind uplift pressures meeting requirements of Section 01415 - Performance Requirements, and applicable requirements and recommendations of FMEC - Loss Prevention Data 1 -28, and bear FMRC Marking for specific roof system required. 1.03 QUALITY ASSURANCE A. Installer Qualifications: Installer shall be an AISC Quality Certified Erectorforcategoryof structural steel work coinciding with the work and shall have 10 years minimum documented experience in installation of steel roof deck. Upon request, provide proof of qualifications. B. Engineer of Contractor Qualifications: Professional engineer of Contractor licensed to practice as a structural engineer in jurisdiction where the work is located and experienced in providing structural engineering services that have resulted in successful installation and performance of work similar in extent, design and products to that required for the work. C. Welding Qualifications: 1. General: Prior to commencement of welding operations, qualify welding procedures and personnel to be employed on fabrication and installation work meeting requirements of AWS D1.3. 2. Personnel: Qualifications shall remain in effect for duration of work, unless there is reason on part of REDWINE STEEL ROOF DECK 05313 -2 18JAN08 0 • Quality Control Service to question ability of welding personnel. Verification of qualifications of welding personnel required for work shall be performed by Quality Control Service at expense of Contractor, at no addition to Contract Sum. 1.04 SUBMITTALS A. Product Data: Submit product specifications, technical data and installation instructions of manufacturer for each product. Include published data, certified conformance report or certified laboratory test report of manufacturer substantiating each proposed product meets requirements of Contract Documents. B. Shop Drawings: Submit drawings showing layout and types of steel deck units, anchorage details, and conditions requiring closure panels, supplementary framing, cut openings, special jointing or other accessories. Indicate steel deck units not supported as required by Contract Documents. Include diagrams, schedules and complete details. Also, include completed fastening density patterns at perimeter, comer and field areas of roofs; weld patterns, types and sizes of welds, panel lengths and widths, and end lap and side lap details. C. Structural Data: 1. General: When steel deck is required to meet certain design loadings, submit structural analysis data prepared in accordance with good and prudent structural engineering theory and current design practice. Submittal will be only for information. 2. Certification: Structural data shall be certified and sealed by engineer of Contractor who performed analysis, stating work meets most stringent requirements of Contract Documents. D. Welding Qualifications: Submit qualifications for welding procedures and personnel which document meeting requirements of Contract Documents. Include qualification test records. Include anylimitations to qualifications. Submittals will be only for information. E. Compliance Reports: Submit certified product compliance reports from independent testing agencies evidencing compliance with requirements of Contract Documents of following based on comprehensive testing: 1. Acoustical values for acoustical steel roof deck. 2. Fasteners. 1.05 PRODUCT HANDLING A. General: Protect steel deck and accessories from elements in transit and weather. When stored, raise off ground and provide with weatherproof covering, ventilated to prevent condensation. B. Acoustical Batts: Ship and store at project site to ensure protection. If batts become dirty or wet, batts shall be replaced with new material. C. Welding Electrodes: Store and maintain welding electrodes meeting requirements of AWS D1.1. PART 2- PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. Consolidated Systems, Inc. B. Roof Deck, Inc. C. United Steel Deck, Inc. REDWINE STEEL ROOF DECK 05313 -3 18JAN08 D C� D. Vulcraft. E. Verco Manufacturing Company. F. Wheeling Corrugating Company. 2.02 MATERIALS A. Standard Steel Roof Deck - Zinc Coated: 1. General: Meet requirements of SDI Design Manual and SDI Specification. 2. Material: ASTM A653, Sheet Designation Structural Steel (SS), hot -dip zinc coated steel sheet. Grade (yield strength) and thickness as indicated on Drawings, but Grade 33 and base steel thickness of 0.0299 inch (22 gage), minimum. 3. Protective Coating - Zinc: Zinc coated meeting requirements of ASTM A653, Coating Designation G60 minimum. 4. Profile: Ribbed, cold- formed steel deck of type, depth and thickness required, with overlap (nesting) type side laps. Rib opening shall be 2 -1/2 inches maximum and top flange shall bewith no stiffening grooves meeting requirements of FMRC, FMEC and SDI Specification. 5. Span Length: Furnish units of length to span supports as specified in Paragraph - Performance Requirements, of this Section. 2.03 ACCESSORIES A. Deck Accessories: General: Provide accessories necessary to complete installation, including cover plates required to cover gaps where steel deck units change direction, around columns and to cover access holes used for welding; roof sump pans, ridge and valley plates, and other like items. 2. Steel Sheet Accessories: a. General: Steel sheet of same material, thickness and protective coating as steel deck units. b. Closure Strips and Plates: Steel sheet of same material and protective coating as steel deck units, except thickness shall be 0.0478 inch minimum (18 gage). Fabricate closure strips and plates to configuration required to provide tight - fitting closure. c. Ridge and Valley Plates: Steel sheet of same material and protective coating as steel deck units, except thickness shall be 0.0359 inch minimum (20 gage). d. Sump Pans: Single piece steel sheet of same material and protective coating as steel deck units, 0.071 inch minimum thickness, and 3 inch minimum width flanges. For recessed pans, provide with 1 -1/2 inch minimum deep level pan. Cut holes for drains without use of flame or welding electrodes. 3. Flexible Closure Strips: Closed cell synthetic rubber strip for weathersealing spaces between steel deck and adjacent construction, die -cut to match profile of deck units. 4. Welding Washers: Uncoated steel, shaped to fit steel deck unit rib, 0.0598 inch minimum thickness (16 gage) with prepunched hole of diameter to achieve required size puddle weld. B. Welding Electrodes: AWS A5.1. REDWINE STEEL ROOF DECK 05313 -4 18JAN08 • C. Pneumatic Actuated Fasteners: Carbon steel pneumatic activated pin type fasteners with flat washer head, of appropriate configuration, strength, hardness, size and other properties to obtain allowable values for application; designed for attaching steel deck to supporting steel, equaling yield strength of support steel minimum, capable of penetrating base steel thickness, meeting requirements of FS FF- P395 and ICBO Report 4373, and listed by FMRC, ICBO, SDI and UL. Fasteners shall be corrosion resistant and protected from galvanic corrosion for application and ambient environment, but zinc coated minimum meeting requirements of ASTM 8633, Service Condition 2, Type III. D. Self- Drilling Screws: Carbon steel self - drilling and threading type screwswith integral hexagonal washer head, of appropriate configuration, strength, hardness, size and other properties to obtain allowable values, and drill point style and threads for application; designed for stitching light gage metal -to- metal, capable of penetrating base steel thickness, meeting requirements of ICBO Report 4780 and listed by FMRC and ICBO. Fasteners shall be corrosion resistant and protected from galvanic corrosion for application and ambient environment and protected from galvanic corrosion. E. Zinc Coating Repair Paint: 1. Description: Zinc rich paint for repair of damaged areas of zinc coated steel surfaces meeting requirements of ASTM A780, SSPC Paint 20 and USDOD P- 20135, with 94 percent minimum zinc dust by weight in dry film. 2. Acceptable Products: a. ZRC Products Company, Z.R.C. Cold Galvanizing Compound. PART 3 - EXECUTION 3.01 EXAMINATION A. General: Examine areas and conditions under which work is to be installed for compliance with requirements of Contract Documents and to determine if conditions affecting performance of work are satisfactory. Do not proceed with installation until unsatisfactory conditions have been resolved. Commencement of installation shall constitute acceptance of conditions. 3.02 INSTALLATION A. General: Install work meeting requirements of Contract Documents, as indicated by final reviewed submittals for work and meeting instructions and recommendations of product manufacturers. Consult with manufacturers for conditions not covered by printed instructions. B. Placement: 1. Place steel deck with ribs down, perpendicular to supports and aligned with abutting units and with ends over support framing with 1 -1/2 inches minimum bearing. 2. Place steel deck in first row end -to -end along one side of area to be formed with 2 inches end laps centered over supports and with bottom unit not extending beyond edge of steel support. Do not stagger end laps. 3. Steel deck unit ends may be butted or lapped over supports. Align ribs of abutting deck units where deck is not perpendicularly butted. Deck units shall not be spliced between supports. 4. After first row of steel deck has been installed, place adjacent rows end -to -end with one edge rib side lapped over edge rib of previously placed unit. REDWINE STEEL ROOF DECK 05313 -5 18JAN08 5. Steel deck shall be adjusted to final position and brought to bear on supporting steel before being fastened permanently. 6. Skew cutting and cutting of openings in steel deck of 16 square feet ma)amum area shall be performed at project site. C. Cutting and Fitting: Cut and neatly fit steel deck units and accessories around openings and other work projecting through or adjacent to deck. Provide neat, square and trim cuts. Cut deck units without use of flame or welding electrodes. D. Additional Reinforcement: 1. General: Provide additional steel reinforcement and closure pieces as required for strength, continuity of steel deck and support of other work. 2. Small Openings: Reinforce steel deck around openings 12 inches mabmum in any dimension by means of a flat steel sheet placed over opening and fusion welded to top surface of deck. Provide steel sheet of same quality as deck units, 0.0474 inch minimum base steel thickness (18 gage), and 12 inches minimum wider and longer than opening. Provide welds at each comer and spaced at 12 inches ma)amum centers along each side. E. Attachment: 1. Requirements specified in this Paragraph are minimum and maybe superseded by requirements of steel deck manufacturer to obtain rated diaphragm capacity indicated on Drawings as acceptable to Architect. 2. Attach steel deck to supporting steel with puddle welds of 5/8 inch diameter or pneumatic activated fasteners. Attach to supporting steel at ends of deck units at edge ribs and at sufficient number of interior ribs to provide points of attachment at 12 inches ma)amum centers at supports in field areas of roof and at 6 inches ma)amum centers at supports in corner and perimeter areas of roof. Between ends of deck units, attach to intermediate supporting steel at edge ribs and at sufficient number of interior ribs to provide points of attachment at 12 inches mabmum centers at supports in field areas of roofs and at 6 inches mabmum centers at supports in corner and perimeter areas of roofs. 3. Roofs having a slope of 1/4 inch or more in 12 inches shall be erected beginning at low side to create end laps placed in shingle fashion. 4. For steel deck spans equal to or less than 6 -0 ", fasten overlap type side laps with 1 -1/2 inches long fillet welds or with self - drilling screws of size 10 minimum ( #10 Tek screws or equivalent as acceptable to Architect) at midspan. 5. For steel deck spans more than 6 -0 ", fasten overlap type side laps with 1 -1/2 inches long fillet welds or with self- drilling screws of size 10 minimum ( #10 Tek screws or equivalent as acceptable to Architect) uniformly spaced at 24 inches ma)amum centers. F. Welding: 1. Attach steel deck to supporting steel immediately after alignment with arc puddle welds meeting requirements of AWS D1.3. 2. Use welding washers when base steel thickness of deck is less than 0.0295 inch (22 gage). REDWINE STEEL ROOF DECK 05313 -6 18JAN08 0 0 3. Weld metal shall penetrate all layers of steel deck material and develop proper fusion to supporting steel. G. Fasteners: Install fasteners and screws meeting instructions and recommendations of fastener manufacturer and to meet requirements of Contract Documents. H. Steel Sheet Accessories: 1. General: Install steel sheet accessories meeting instructions of steel deck manufacturer. Weld to supporting construction to provide a complete deck installation. 2. Closure Strips and Plates: Install closure strips and plates at open, uncovered ends and edges of steel deck, and voids between deck and other construction. Weld into position to provide a complete deck installation. 3. Ridge and Valley Plates: Install ridge and valley plates. Weld into position to provide a complete deck installation. 4. Sump Pans: Install sump pans in roof deck and weld flanges to top of deck. Welds at each comer and at spacing of 12 inches maximum. I. Flexible Closure Strips: Install flexible closure strips over partitions, walls and elsewhere where required, except where firestopping is required, and insure complete closure. Install with adhesive meeting instructions of manufacturer. 3.03 FIELD QUALITY CONTROL A. General: 1. Owner will employ a Quality Control Service to perform during construction quality assurance and control evaluations of work to verify compliance of work with requirements of Contract Documents. Evaluations will include, but are not limited to, criteria specified in this Article. Quality Control Service will provide testing facilities and equipment. 2. Work may require testing and retesting as directed by Architect anytime during progress of the work. Retesting of rejected work shall be performed at expense of Contractor, at no addition to Contract Sum. B. Welding Qualifications: Verify qualifications and test records of welding procedures and personnel meet requirements of Contract Documents. C. Work Evaluations: 1. Verify steel deck type, depth, thickness and protective coating. 2. Inspect end and side laps. 3. Inspect welds to supporting members and side lap attachments. 3.04 ADJUSTING A. Hole Patching: Patch holes in steel deck units resulting from welding process. Patch material shall be same metal, profile and protective coating as deck unit. Install patch to bottom side of deck; weld in- place meeting applicable requirements of this Section. REDWINE STEEL ROOF DECK 05313 -7 18JAN08 Ud v Touch -Up Painting - Zinc Coated Steel: After steel deck installation, wire brush, dean and paint scarred areas, welds and rust spots on top and bottom surfaces of deck. Touch -up paint surfaces with zinc coating repair paint. Meet requirements of ASTM A780 and instructions and recommendations of paint manufacturer. END OF SECTION REDWINE STEEL ROOF DECK 05313 -8 18JAN08 0 i REDWINE ENGINEERS INC. SECTION 05400 LANDMARK CONDOMINIUMS COLD - FORMED STRUCTURAL FRAMING PART 1 - GENERAL 1.01 SUMMARY A. Related Documents: Provisions of the Contract, including Conditions of the Contract, Drawings and Division 1 - General Requirements of the Specification, apply to this Section. B. Description: Cold- formed structural framing is indicated by Contract Documents and shall include work necessary and incidental to completion and performance of the Work. C. Included: Cold- formed structural framing includes, but is not limited to, following: 1. Detailing, fabrication and installation of work. 2. Wall framing. 3. Joist framing. 4. Rafter framing. 5. Trusses. 6. Associated runner tracks, plates, gussets, bracing, furring and clips. Cl 1.02 SYSTEM DESCRIPTION A. Codes and Standards: Meet requirements of following, except to extent of most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the Work: 1. AISI - Code of Standard Practice for Cold- Formed Steel Structural Framing. 2. AISI - Cold- Formed Steel Design Manual. 3. AISI - Specification for the Design of Cold- Formed Steel Structural Members, including Commentary. 4. AISI - Standard for Cold- Formed Steel Framing Series. 5. AISI - The Fastening of Lightweight Steel Framing. 6. ASTM C1007 - Standard Specification for Installation of Load Bearing (Transverse and Axial) Steel Studs and Related Accessories. C] 7. AWS D1.1 - Structural Welding Code - Steel. 8. AWS D1.3 - Structural Welding Code - Sheet Steel. 9. LGSI - Light Gage Structural Steel Framing System Design Handbook. 10. NAAMM /MUSFA - Lightweight Steel Framing Systems Manual. 11. NAAMM/MUSFA - Selection Guidelines: Lightweight Steel Framing. 12. SSMA - Product Technical Information (ICBO ER- 4943P). REDWINE COLD - FORMED STRUCTURAL FRAMING 18JAN08 B. The Contractor is responsible for the design and engineering of the cold formed metal framing in order to meet the design and performance criteria. Attach to the building structure in a manner that is acceptable to the Architect/Engineer. 1. Design framing systems to provide for movement of framing members without damage or overstressing, sheathing failure, connection failure, undue strain on fasteners and anchors, or other detrimental effects when subject to a maximum ambient temperature change of 120 deg F . 2. Design framing system to maintain clearances at openings, to allowfor construction tolerances, and to accommodate live load deflection of primary building structure. 3. Design exterior loading and non - load - bearing wall and roof framing to accommodate horizontal deflection without regard for contribution of sheathing materials. 4. Deflections maximum based on supported span of wall framing type, size and spacing and to resist lateral load (air pressure) meeting requirements of Section 01415 - Performance Requirements. C. Structural Performance: Provide cold- formed metal framing capable of withstanding design loads within limits and under conditions indicated. 1. Loading: Provide cold formed metal framing designed and tested by manufacturer to withstand a uniform load perpendicular to surface and allowable deflection as follows: a. Structured Floor Framing: Live and dead loads as indicated by Contract Documents and allowable deflection of U360. b. Structured Roof framing: Live and dead loads as indicated by Contract Documents and allowable deflection of U240. c. Indoor Bearing Walls and Partitions: Uniform lateral load (air pressure) of 10 psf minimum and allowable deflection of U360 maximum based on supported span of wall and framing type, size and spacing, except U240 when to receive only paint or wallcovering. d. Outdoor Loadbearing Wall Systems: Uniform load of 40 psf minimum and allowable deflection of U360 at sided areas, U720 at areas with stone veneer, 2. Isolation: Isolate non -load bearing walls and partitions from transfer of structural loading from building structural components, such as decks, railing and vertical structural elements, both horizontally and vertically. Provide slip or cushion type joints of dimension and detail to obtain support meeting performance loading requirements and to prevent building structure load transfer. a. Isolate perimeter of board materials of non -load bearing walls and partitions at abutment with building structural components. b. Provide 1/4 inch minimum to 1/2 inch maximum gap, except provide 1/2 inch minimum gap at ceiling runner between gypsum board and structure. Provide greater gap dimension as required to prevent transfer of loads from building structure to gypsum board. c. Finish edges of face layer with J -type casing bead. Seal space betvveen casing bead and surface with continuous uniform bead of acoustical sealant, except as otherwise required for fire rated assemblies. d. Attach gypsum board to studs 1/2 inch minimum below bottom edge of ceiling runner flange and to first stud adjacent to vertical runner. Do not attach board to runners or in any manner which creates structural transfer of load to wall. D. Sound Transmission Class: Where gypsum board assemblies with sound transmission class (STC) ratings are required, provide materials and construction identical with applicable assemblieswhich have been evaluated meeting requirements of ASTM E90. REDWINE COLD - FORMED STRUCTURAL FRAMING 05400 -2 18JAN08 • • E. Fire Resistance Rating: 1. Where gypsum board assemblies are indicated for fire resistance ratings, including those required to meet regulations of public authorities bearing on performance of the Work, provide materials and installations identical with applicable assemblies which have been evaluated meeting requirements of ASTM E119 and listed by recognized authorities, including UL and FM. 2. Provide fire resistance rated assemblies identical to those indicated by reference to GA File Numbers in GA -600 - Fire Resistance Design Manual or to design designations in UL - Fire Resistance Directory. 3. Sound Rated Assemblies: Provide sound transmission class (STC) rated assemblies that are identical to assemblies whose STC ratings are determined when evaluated meeting requirements of ASTM E90 and classed meeting requirements of ASTM E413 by a qualified independent testing agency. A qualified independent testing agency is defined as an acoustical laboratory accredited by NVLAP, NIST. 1.03 QUALITY ASSURANCE A. Single Responsibility: Work shall be performed by a single manufacturer, fabricator or installer having undivided responsibility for providing complete work and for performance and quality of work. B. Manufacturer Qualifications: 1. One of acceptable manufacturers specked in Part 2 of this Section. 2. Manufacturer shall specialize in production of cold- formed structural framing and have 5 years minimum documented experience in design, engineering, detailing, fabrication, installation and maintenance of extent, type and quality required for work. C. Fabricator Qualifications: Fabricator shall have 5 years minimum documented experience in design, engineering, detailing, fabrication, installation and maintenance of extent, type and quality required for work. Upon request, provide proof of qualifications. D. Installer Qualifications: Installer shall specialize in performing work of this Section and have 5 years minimum documented experience in design, engineering, detailing, fabrication, installation and maintenance of extent, type and quality required for work. Upon request, provide proof of qualifications. E. Welding Qualifications: 1. General: Prior to commencement of welding operations, qualify welding procedures and personnel to be employed on fabrication and installation work meeting requirements of AWS D1.1. 2. Personnel: Qualifications shall remain in effect for duration of work, unless there is reason on part of Quality Control Service to question ability of welding personnel. Verification of qualifications of welding personnel required for work shall be performed by Quality Control Service at expense of Contractor, at no addition to Contract Sum. F. Pre - Installation Meeting: Conduct a pre - installation meeting at project site prior to starting work at project site and delivery of products to review conditions associated with performing work. Meeting shall include review of construction conditions, supporting structure and coordination required for installation of work. Meeting participants shall include Architect, representative of steel framing manufacturer, installer of work under this Section and installers of related work. Record discussions of meeting, and agreements and disagreements reached, and furnish a copy of record to each participant. REDWINE COLD - FORMED STRUCTURAL FRAMING 05400 -3 18JAN08 AIN 1.04 SOURCE QUALITY CONTROL A. General: 1. Owner will employ a Quality Control Service to perform preconstruction quality assurance and control evaluations of work to verify compliance of work with requirements of Contract Documents. Evaluations will include, but are not limited to, criteria specified in this Article. Quality Control Service will provide testing facilities and equipment. 2. Work may require re- evaluation as directed by Architect anytime during progress of the Work. Re- evaluation of rejected work and evaluation of replacement work shall be performed at expense of Contractor, at no addition to Contract Sum. B. Qualifications: Review following qualifications: 1. Welding Procedures: Verify qualifications and test records of welding procedures and personnel meet requirements of Contract Documents. 1.05 SUBMITTALS A. Coordination: Prior to or concurrent with any other submittal required for work, submit performance certification specified in this Article. B. Product Data: Submit product specifications, technical data, standard detail drawings and installation instructions of manufacturer for each product. Include published data, certified conformance report or certified laboratory test report of manufacturer substantiating each proposed product meets requirements of Contract Documents. C. Shop Drawings: Submit stamped and certified shop drawings showing wall, floor and roof framing layouts, and details of perimeters, comers, openings and unusual conditions. Include details of attachment to supporting structure, and layout locations of control joints, access panels, thermal insulation, sound attenuation and accessories. D. Engineering Calculations: Stamped and certified typical and project specific calculations verifying sizes, weights and profiles are conformance with structural performance requirements. 1. Structural Engineer Qualifications: A structural engineer who is licensed in the State of Colorado, and who is experienced in providing engineering services of the kind indicated. Engineering services are defined as those performed for installations of cold- formed metal framing that are similar to those indicated for this Project in material, design, and extent. E. Welding Qualifications: Submit qualifications for welding procedures and personnel which document meeting requirements of Contract Documents. Include qualification test records. Indicate any limitations to qualifications. Submittals will be only for information. F. Threaded Fastener Certification: Submit certification of manufacturer stating threaded fasteners proposed are suitable for respective application. 1.06 PRODUCT HANDLING A. Delivery: Deliver metal framing units and accessories to project site in containers or bundles, fully identified with name, brand, type, grade and gage. B. Handling and Storage: Protect steel framing units from corrosion and damage. Store off ground in a dry and ventilated space. REDWINE COLD - FORMED STRUCTURAL FRAMING 05400 -4 18JAN08 • 0 E C. Welding Electrodes: Store and maintain welding electrodes meeting requirements of AWS D1.1. 1.07 PROJECT CONDITIONS A. Sequence: Erected assembly shall be inspected prior to applying load to framing. PART 2 - PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. The Clark Steel, Inc. B. Dietrich Industries, Inc. 2.02 FRAMING MEMBERS A. Steel: 1. Outdoor Locations: ASTM A1003, Grade ST50H, 0.0538 inch minimum base steel thickness members, fabricate steel framing components of structural quality steel sheet with a yield point of 50,000 pounds per square inch minimum. 2. Indoor Locations: ASTM A1003, Grade ST33H, 0.0428 inch minimum base steel thickness members, fabricate steel framing components of structural quality steel sheet with a yield point of - 33,000 pounds per square inch minimum. 3. Finish - Outdoor Locations: Hot -dip zinc coated finish to steel framing components meeting requirements of ASTM A653, Coating Designation G90 minimum. 4. Finish - Indoor Locations: Hot -dip zinc coated finish to steel framing components meeting requirements of ASTM A653, Coating Designation G60 minimum. B. Mem bers: 1. Studs: C- shaped load bearing steel studs, unpunched and punched as required for other work, base steel thickness and web depth as required for application, and 1.625 inch minimum flange width with flange return lip. 2. Joists: C -shape load- bearing steel joist, unpunched and punched as required for other work, base steel thickness and web depth as required for application, and 1.625 inch minimum flange width with flange return lip. 3. Header Beams: Box, back -to -back or double -L header beams of framing shape members required to form header beams. Framing shape members shall meet requirements specked in this Paragraph for respective shape. 4. Built -Up Members: Framing shape members required to form required built -up member. Framing shape members shall meet requirements specified in this Paragraph for respective shape. 5. Deep Leg Track: U- shaped steel tracks, unpunched, base steel thickness and web depth as required for application, and 1.25 inch minimum flange width with straightflange. Friction fitdeep leg track assemblies and tracks relying on steel flexure to perform are not acceptable. REDWINE COLD - FORMED STRUCTURAL FRAMING 05400 -5 18JAN08 AWN 6. Narrow Leg Track: U- shaped steel tracks, unpunched, base steel thickness and web depth as required for application, and 1.25 inch minimum width with straight flange. 7. Deflection Track: U- shaped steel track with unstiffened flanges, of web depth to contain studs while allowing free vertical movement, with flanges designed to support horizontal and lateral loads and capable of transferring loads to supporting structure; base steel thickness as required for application and 1 inch minimum flange width. 2.03 ACCESSORIES A. Framing Accessories: Bracing, bridging, plates, gussets and clips shall be formed sheet steel of same material, yield strength and finish as framing members, thickness determined by performance requirements specified. B. Vertical Deflection Clips: Deflection clips for positive attachment to structure and stud web using step - bushing technology to provide frictionless vertical movements. Provide clips with attached bushing and screw of series, size and configuration as required by structural design calculations. Clips shall be fabricated from zinc coated steel sheet meeting requirements of ASTM A653, Designation SS, Grade 50 (340), Class 1, 50 ksi yield strength, 65 ksi tensile strength, Coating Designation G90, minimum. C. Threaded Fasteners: Self- drilling, self- tapping steel drill screws of strengths required for application meeting requirements of ASTM C1513, and specifications and instructions of steel framing manufacturer. Fasteners shall be Number 12 minimum size and corrosion resistant or hot -dip zinc coated meeting requirements of ASTM Al23. Provide low profile head fasteners beneath sheathing. D. Welding Electrodes: Meet requirements of AWS D1.3 and as recommended by steel framing manufacturer. E. Power Actuated Fasteners: Fastener system of type suitable for application, fabricated from corrosion resistant material, with capability to sustain, without failure, a load equal to 10 times design load when evaluated meeting requirements of ASTM E1190 by an independent testing agency. F. Zinc Coating Repair Paint: Zinc -rich paint for repair or touch -up of damaged hot -dip zinc coating meeting requirements of ASTM A780 and MIL -P- 21035. 2.04 FABRICATION A. General: Steel framing components may be prefabricated into assemblies prior to erection. Fabricate assemblies by methods to hold members in proper alignment and position and to ensure consistent component placement. Fabricate assemblies plumb, level, square, true -to -line, and braced against racking. Handle prefabricated assemblies in a manner to prevent damage or distortion. Meet requirements specified in Part 3 of this Section. PART 3 - EXECUTION 3.01 EXAMINATION A. General: Examine areas and conditions under which work is to be installed for compliance with requirements of Contract Documents and to determine if conditions affecting performance of work are satisfactory. Do not proceed with installation until unsatisfactory conditions have been resolved. Commencement of installation shall constitute acceptance of conditions. 3.02 INSTALLATION - GENERAL A. General: Install work meeting requirements of Contract Documents, including requirements specified in REDWINE COLD - FORMED STRUCTURAL FRAMING 05400 -6 18JAN08 • • Part 2 of this Section, as indicated by final reviewed submittals for work, and instructions and recommendations of product manufacturers. Consult with manufacturers for conditions not covered by printed instructions. B. Standards: Meet requirements of standards and specifications referenced in this Section. C. One -Piece Members: Provide framing members in one -piece lengths, unless splice connections are acceptable for track or tension members. D. Spacing: Framing components shall be spaced to suit design requirements and limitations of collateral sheathing and facing materials. E. Axially Load Members: Axially loaded members shall be aligned vertically, to allowfor full transfer of loads. Vertical alignment shall be maintained. Splicing of axially loaded members in compression is not permitted. F. Headers: Install headers at openings or terminations in respective main framing system. Fabricate headers of compound shapes as required to transfer load to supporting members, complete with clip angle connectors, web stiffeners or gusset plates. G. Supplemental Framing: Install supplementary framing, blocking and bracing in steel framing system wherever components are required to support fixtures, equipment, services, casework, furnishings or similar work requiring attachment to or support by steel framing system. Where type of supplementary support is not otherwise indicated, meet instructions of steel framing manufacturer and industry standards in each case, considering weight or loading resulting from item supported. H. Bearing Surfaces: Bearing surfaces shall be uniform and level to ensure full contact of bearing flanges 1 or track webs on supporting construction. I. Openings: Frame sides of openings each with 2 members. J. Expansion and Control Joints: Do not bridge building expansion and control joints. Independently frame both sides of building expansion and control joints each with 2 members. K. Cutting: Cutting of steel framing members shall be accomplished by saw or shear. Torch or welding electrode cutting is not acceptable. L. Fastenings: Fasten framing components by welding or screw fastening, except as otherwise required. 1. Attach similar and dissimilar metal framing components by welding, bolting or screw fasteners as standard with manufacturer. 2. Welding of framing components is not acceptable, except for axial load bearing conditions where components are 0.0428 inch base steel thickness minimum. 3. Wire tying of framing components is not acceptable. 4. Locate mechanical fasteners and install meeting instructions of framing manufacturer with screw penetrating joined members 3 exposed screw threads minimum. M. Oversized Punched Openings: Fasten hole reinforcing plate over penetrations that exceed size of punched openings as instructed by steel framing manufacturer. N. Touch -Up Painting: After fabrication, repair and touch -up paint areas of protective coatings damaged during fabrication. For zinc coated surfaces, use zinc coating repair paint and meet requirements of REDWINE COLD - FORMED STRUCTURAL FRAMING 05400 -7 18JAN08 C] ASTM A780. 3.03 INSTALLATION - WALL SYSTEMS A. General: Install plumb, except as required for sloped surfaces and similar requirements, true -to -line, complete with bracing and reinforcing. Reinforce track or bearing surface as required to transfer loads. B. Runner Tracks: Install continuous tracks sized to match studs. Align tracks accurately to layout at base and tops of studs. Secure tracks as instructed and recommended by stud manufacturer for type of construction involved, except do not exceed spacing of 24 inches on center for nail or power actuated fasteners or 16 inches on center for other types of attachment. Provide fasteners at corners and at ends of tracks. C. Alignment: 1. Align studs vertically where framing continuity is interrupted. Where studs cannot be aligned, continuously reinforce track to transfer loads. 2. Where joists cannot be aligned over studs, continuously reinforce track to transfer loads. D. Plumb: Set studs plumb, except as required for diagonal bracing or for non -plumb or warped surfaces and similar requirements. E. Stud Attachment - Load Bearing: Secure studs to top and bottom runner tracks by either welding or screw fastening at both inside and outside flanges. F. Stud Attachment - Non -Load Bearing: 1. Isolate steel framing from supporting structure at locations indicated to prevent transfer of vertical loads while providing lateral support. 2. Install deflection track and anchor to supporting structure or connect studs with vertical deflection clips to continuous angles or supplementary framing anchored to supporting structure. Provide connections meeting instructions of stud manufacturer. G. System Attachment: Where stud system abuts structural columns or walls, including masonry walls, anchor ends of framing system to supporting structure. H. Opening Framing: Frame openings larger than 2 feet square with double stud at each jamb of opening except where more than 2 are indicated in instructions of stud manufacturer. Install runner tracks and jack studs above and below openings. Anchor tracks to jamb studs with stud shoes or by welding, and space jack studs same as full height studs of wall. Secure stud system to wall opening frame. I. Bridging: Install horizontal bridging in stud system as follows and fasten to each intersecting stud: 1. For Axial Loads: Rows equally spaced at 3' -4" maximum on center. 2. For Transverse Loads: Rows equally spaced at 5 feet maximum on center. J. Assemblies: Bolt or weld panel assemblies, at both horizontal and vertical junctures, to produce flush, even and true -to -line joints. 3.04 INSTALLATION - JOIST SYSTEMS A. General: Install level, except as required for sloped surfaces and similar requirements, true- to-line and REDWINE COLD - FORMED STRUCTURAL FRAMING 05400 -8 18JAN08 • plumb, complete with bracing and reinforcing. Provide 1 -1/2 inches minimum end bearing. Reinforce track or bearing surface as required to transfer loads. B. Alignment: Align joists over studs. Where joist cannot be aligned over studs, continuously reinforce track to transfer loads. C. Spacing at Abutting Construction: Space joists 2 inches maximum from abutting construction. D. End Reinforcement: Reinforce ends with end clips, steel hangers, steel angle clips, steel stud section, end grain wood block, or as otherwise recommended by joist manufacturer. E. Opening Framing: Frame openings with butt -up joist headers consisting of joist and joist track, nesting joists or other combination of connected joists. F. Miscellaneous Framing and Connections: Install miscellaneous joist framing and connections, including wet stiffeners, closure pieces, clip angles, continuous angles, hold -down angles, anchors and fasteners, to provide a complete and stable joist framing assembly. G. Interior Support Reinforcement: Where required, reinforce joists at interior supports with single short length of joist section located directly over interior support, snap -on shoe, 30 percent side -piece lapped reinforcement, or other method recommended by joist manufacturer. H. Interior Support Connections: Secure joists to load bearing interior support systems to prevent lateral movement of bottom flange. I. Bridging: } 1. General: Install bridging of type to suit work at each end of joists and at required intervals of type to suit work. Fasten bridging at each joist intersection. Bridging shall be C- shaped or flat straps of sheet steel of size required fastened to bottom flange of joists. 2. Connection: Provide bridging attachment through punch -out clamping onto web and wrapping around bridging channel. Provide screw attachment between web and channel. 3.05 INSTALLATION - RAFTERS A. General: Meet applicable requirements of Article - Installation - Joist Systems, of this Section. 3.06 INSTALLATION - TRUSSES A. General: Install level, except as otherwise required by Contract Documents, true -to -line and plumb, complete with bracing and reinforcing. Reinforce track or bearing surface as required to transfer loads. Meet applicable requirements of Article - Installation - Joist Systems, of this Section. B. Alterations: Do not alter, cut or remove framing members or connections of trusses. C. Alignment: 1. Align bottom chord over studs. Where truss cannot be aligned over studs, continuously reinforce track to transfer loads. 2. Plane of truss webs shall be plumb and parallel to each other, aligned and in accurate position. It D. Damage: Erect trusses without damaging framing members or connections. REDWINE COLD - FORMED STRUCTURAL FRAMING 05400 -9 18JAN08 W 3.07 FIELD QUALITY CONTROL A. General: 1. Owner will employ a Quality Control Service to perform during construction quality assurance and control evaluations of work to verify compliance or work with requirements of Contract Documents. Evaluations will include, but are not limited to, criteria specified in this Article. Quality Control Service will provide testing facilities and equipment. 2. Work may require re- evaluation as directed by Architect anytime during progress of the Work. Re- evaluation of rejected work and evaluation of replacement work shall be performed at expense of Contractor, at no addition to Contract Sum. B. Work Evaluations: Perform following evaluations: 1. Welds will be subject to inspection and testing. 2. Determine compliance of work with requirements of Contract Documents. 3.08 ADJUSTING A. Touch -up Painting: Repair and touch -up paint areas of protective coatings damaged during handling and installation. For zinc coated surfaces, use zinc coating repair paint and meet requirements of ASTM A780. END OF SECTION REDWINE COLD - FORMED STRUCTURAL FRAMING 05400 -10 18JAN08 • A. EPSTEIN AND SONS INTERNATIONAL, INC. LANDMARK CONDOMINIUMS PART 1 - GENERAL 1.01 SUMMARY 0 SECTION 05500 METAL FABRICATIONS A Related Documents: Provisions of the Contract, including Conditions of the Contract, Drawings and Division 1 - General Requirements of the Specification, apply to this Section. B. Description: Metal fabrications are indicated by Contract Documents and shall include work necessary and incidental to completion and performance of the Work. C. Included: Metal fabrications include, but are not limited to, following: 1. Metal fabrications of convention, standard or custom details as applicable which are fabricated from steel, iron, stainless steel, aluminum or bronze shapes, plates, bars, strips, tubes, pipes, castings and like materials, are primarily of a utilitarian nature and which are not a part of work or product systems under other Sections of Specification. 2. Anchor bolts and inserts to be built -in supporting structure for installation of metal fabrications. 1.02 DEFINITIONS A. Stair Assemblies: Steel framed stairs include straight stairs, circular stairs, spiral stairs, winder stairs, alternating tread stairs and ship ladders as defined in NAAMA AMP 510 - Metal Stairs Manual. B. Railing Systems: Definitions in ASTM E985, NAAMA AMP 510 - Metal Stair Manual and NAAMA AMP 521 - Pipe Railing Systems Manual, for railing related terms apply to this Section. 1.03 SYSTEM DESCRIPTION A. Codes and Standards: Meet requirements of following, except to extent of most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the Work: 1. ACI 318 - Building Code Requirements for Reinforced Concrete. 2. AISC - Code of Standard Practice for Steel Buildings and Bridges. 3. AISC - Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings, including Commentary. 4. AISC - Specification for the Design of Cold- Formed Steel Structural Members. 5. ANSI A117.1 - Accessible and Usable Buildings and Facilities. 6. ASTM A6 - General Requirements for Delivery of Rolled Steel Plates, Shapes, Sheet Piling and Bars for Structural Use. 7. AWS D1.1 - Structural Welding Code - Steel. 8. AWS D1.2 - Structural Welding Code - Aluminum. 0, AESI 27210 METAL FABRICATIONS 05500 -1 18JAN08 9. AWS D1.3 - Structural Welding Code - Sheet Steel. 10. IFI -Fastener Standards. 11. NAAMM AMP 510 - Metal Stairs Manual. 12. NAAMM AMP 521 - Pipe Railing Systems Manual. 13. ANSI / NAAMM MBG 531 - Metal Bar Grating Manual, including Standard Specificationsfor Metal Bar Grating and Metal Bar Grating Treads. 14. ANSI / NAAMM MBG 532 - Heavy Duty Metal Bar Grating Manual, including Guide Specifications for Heavy Duty Metal Bar Grating. 15. NAAMM MBG 535 - Welding Specifications for Fabrication of Steel, Aluminum and Stainless Steel Bar Grating. 16. NAAMM AMP 500 Series - Metal Finishes Manual. 17. NFPA 101 - Life Safety Code (Code for Safety to Life from Fire in Buildings and Structures). 18. OSHA 29CFR1910 - Occupational Safety and Health Standards, for requirements relative to personnel protection associated with permanent work or installation. 19. SMACNA - Architectural Sheet Metal Manual. 20. SSPC - Steel Structures Painting Manual. 21. USDOJ - American with Disabilities Act (ADA). 22. Handicapped people accessibility codes and regulations of public authorities bearing on performance of the Work. B. Performance Basis: Meet requirements of Section 01415 - Performance Requirements. C. Performance Requirements: Meet requirements of Section 01415 - Performance Requirements. D. Tolerances: Work shall not exceed following tolerances: 1. Guardrails and Handrails: a. General: Meet requirements of ASTM E985. b. Installed Dimensional Tolerances: 1) Posts: Plumb and aligned to within 1/4 inch in 20 feet. 2) Rails: Horizontal or parallel to rake of steps or ramps to within 1/4 inch in 20 feet. 1.04 QUALITY ASSURANCE A. Product Qualifications: Provide products indicated under same category as complete units produced by a single manufacturer or fabricator. Use only one type, brand, source and manufacture run of each material. AESI 27210 METAL FABRICATIONS 05500 -2 18JAN08 • • rl B. Fabricator Qualifications: Fabricator shall specialize in production and installation of work of this Section and have 5 years minimum documented experience in design, engineering, detailing, fabrication and installation of type and quality required for work. In addition, for work required to be designed, engineered and fabricated by fabricator, fabricator shall be an AISC Quality Certified Fabricator with Category Certification of Conventional Steel Buildings, minimum. Upon request, provide proof of qualifications. C. Installer Qualifications: Installation of metal fabrications shall be performed by same firm that fabricated respective items. D. Engineer of Contractor Qualifications: Professional engineer of Contractor licensed to practice as a structural engineer in jurisdiction where the Work is located and experienced in providing structural engineering services that have resulted in successful installation and performance of work similar in extent, design and products to that required for the Work. E. Welding Qualifications: 1. General: Prior to commencement of welding operations, qualify welding procedures and personnel to be employed on fabrication and installation work meeting requirements of AWS D1.1. 2. Personnel: Qualifications shall remain in effect for duration of work, unless there is reason on part of Quality Control Service to question ability of welding personnel. Verification of qualifications of welding personnel required for work shall be performed by Quality Control Service at expense of Contractor, at no addition to Contract Sum. 1.05 SOURCE QUALITY CONTROL A. General: 1. Owner will employ a Quality Control Service to perform preconstruction quality assurance and control evaluations of work to verify compliance of work with requirements of Contract Documents. Evaluations will include, but are not limited to, criteria specified in this Article. Quality Control Service will provide testing facilities and equipment. 2. Work may require re- evaluation as directed by Architect anytime during progress of work. Re- evaluation of rejected work and evaluation of replacement work shall be performed at expense of Contractor, at no addition to Contract Sum. B. Qualifications: Review following qualifications: 1. Welding Procedures: Verify qualifications and test records of welding procedures and personnel meet requirements of Contract Documents. C. Submittals: Review following submittals: 1. Welding: Certificates of qualification and test records for welding procedures and personnel. D. Work Evaluations: Perform following evaluations: 1. Qualifications: Review qualification of following: a. Shop welding procedures and personnel. AESI 27210 METAL FABRICATIONS 05500 -3 18JAN08 b. Shop stud welding operators and stud bases. 2. Welds: Inspect welds meeting requirements of AWS D1.1 and as follows: a. Visually inspect 100 percent of welds. b. Welds that fail shall be rewelded and retested until they pass. 1.06 SUBMITTALS A. General: Meet requirements of Section 01415 - Performance Requirements. B. Coordination: Prior to or concurrent with any other submittal required for work required to meet performance requirements indicated by Contract Documents, submit performance certification specified in this Article. C. Product Data: Submit product specifications, technical data, standard drawings, load tables, dimension diagrams, anchor details and installation instructions of manufacturer for each product. Include published data, certified conformance report or certified laboratory test report of manufacturer substantiating each proposed product meets requirements of Contract Documents, and is proven compatible by testing with adjacent products identical to products to be used in the work, and is intended for application. D. Shop Drawings: 1. General: Submit shop drawings for fabrication and erection of work, which are not completely shown by product data submittals. Include plans, elevations, typical and special details of fabrications, sections and connections, and tolerances of building measurements affecting work. a. Show anchorage and accessory items. Include setting drawings and templates for location and installation of metal fabrication items and anchorage devices. b. Indicate maximum static and dynamic reactions imparted by work to supporting structure, locations of reactions and loads, and proposed connection details for coordination of supporting structure. 2. Certification: Shop drawings for work required to meet performance requirements indicated by Contract Documents shall be certified and sealed by engineer of Contractor who performed design work covered by content of shop drawings, stating work meets most stringent requirements of Contract Documents. E. Samples: 1. General: Submit representative samples, 12 inch square or 12 inch long as appropriate for material or component, of each prime paint coated surface, and of each type, pattern and finish non - ferrous metal required for metal fabrication work. Submit representative samples of other materials, finished products and fabrications as may be requested by Architect. Samples will be reviewed only for color, texture, style, workmanship and finish. 2. Guardrails: Submit sample showing post and section of each type guardrail extending V -0" from post with foreshortened length and width dimensions, overall size 2' -6" high by V -0" wide. Materials shall be full size in sectional dimensions, joinery and in final finish. F. Structural Calculations: E AESI 27210 METAL FABRICATIONS 05500 -4 1 BJAN08 0 0 1. General: Submit structural calculations for work required to meet performance requirements indicated by Contract Documents, prepared in accordance with good and prudent structural engineering theory and current design practice and in accordance with appropriate design standards and rules. Submittals will be only for information. 2. Analysis: Calculations shall include analysis for required loads on supporting structure, including performance requirements specified in Paragraph - Performance Requirements, of this Section, and resultant reactions at each connection point to supporting structure. Show section property computations for framing members. Existing test reports, data from other projects, or untried or unproven theories will not be acceptable. 3. Certification: Calculations shall be certified and sealed by engineer of Contractor who performed design work covered by content of structural calculations, stating work meets most stringent requirements of Contract Documents. G. Welding Qualifications: Submit qualifications for welding procedures and personnel which document meeting requirements of Contract Documents. Indicate any limitations to qualifications. Submittals will be only for information. H. Compliance Certificates: Submit material compliance certificates for following issued by manufacturers attesting each material meets requirements of Contract Documents. Compliance certificate shall be signed by manufacturer and meet applicable requirements of Section 01330 - Submittal Procedures. 1. Materials: a. Welding electrodes. b. Anchor studs. I. Performance Certification: Submit performance certification prepared, certified and sealed byengineer of Contractor who performed design work required to meet performance requirements indicated by Contract Documents. Certificate shall specifically indicate such work meets most stringent requirements of Contract Documents and of codes and regulations of public authorities bearing on performance of the Work. 1.07 PRODUCT HANDLING A. Shop Assembly: Preassemble work in shop to greatest extent possible, to minimize splicing and assembly of work at project site. Disassemble units only to extent necessary for shipping and handling. Mark units for reassembly and coordinated installation. B. Storage: Store materials and assemblies in a location and in a manner to prevent damage, distortion and structural weakening. 1.08 PROJECT CONDITIONS A. Field Measurements: Insofar as possible, check actual locations of construction to which work mustft, by accurate field measurements before preparation of shop drawings and fabrication. Verify work can be installed in compliance with requirements of Contract Documents. Show recorded measurements on shop drawings. Allow for adjustments wherever verifying field measurements before fabrication is not possible. B. Protection: Protect metal surfaces and any coating or finish from damage during construction period and until final completion. AESI 27210 METAL FABRICATIONS 05500 -5 18JAN08 Mw C. Coordination: lJ 1. General: Coordinate fabrication and installation of metal fabrication items with adjoining work. 2. Built -In Items: Coordinate and deliver metal fabrication items to be built-in, embedded or attached to supporting structure. Furnish final reviewed setting drawings, templates and instructions for installation of such components. PART 2 - PRODUCTS 2.01 GENERAL A. Metal Surfaces: 1. For metal fabrication items which will be exposed to view in completed work, use only materials which are of best commercial quality, straight and true, smooth and free of surface blemishes, including pitting, scratches, scars, creases, buckles, seam marks, roller marks, ripple or chatter marks, trade names and roughness and suitable for required finish. Remove such blemishes by grinding, or by welding and grinding, prior to cleaning, treating and applications of surface finishes, including zinc coatings. Non -metal filler products are not acceptable. 2. Do not use materials whose exposed surfaces exhibit variations in flatness exceeding those permitted by reference standards. B. Metal Materials: See referenced specification sections for specific requirements of fabricated metal materials, products and systems, in addition to those specified in this Section. 2.02 STEEL MATERIALS A. Shapes, Plates and Bars: 1. General: ASTM A572, Grade 50, or ASTM A36. 2. Wide Flange Shapes: ASTM A992. B. Structural Tubing: 1. Cold Formed: ASTM A500, Grade B. 2. Hot Formed: ASTM A501. 3. Finish: Provide tubing with zinc coating where required. C. Plate to be Bent or Cold Formed: ASTM A283, Grade C. D. Raised Pattern Floor Plate: Rolled steel floor plate meeting requirements of ASTM A786, steel meeting requirements of ASTM A572, Grade 50, or ASTM A36. When not indicated by Contract Documents, provide ASTM A786, Pattern Designation 2, diamond pattern, with raised lug pattern on one side that permits free drainage and a smooth surface on opposite side (not embossed). Provide plate of one pattern for the work of 1/4 inch minimum thickness, except as otherwise required. E. Bars and Bar Size Shapes: ASTM A306, Grade 65, ASTM A572, Grade 50, or ASTM A36. AESI 27210 METAL FABRICATIONS 05500 -6 18JAN08 0 • F. Cold- Finished Bars: ASTM A108 Grade as required for application. pplicaUon. G. Pipe: ASTM A53 of type, weight class and finish as follows: 1. Type F or Type S, Grade A, Standard Weight (Schedule 40), except as otherwise required. 2. Black finish, except as otherwise required. 3. Zinc coated where required. H. Uncoated Sheet: 1. Cold - Rolled Sheet: a. Structural Quality: ASTM A611, Grade A. b. Commercial Quality: ASTM A366. 2. Hot - Rolled Sheet: ASTM A570, Grade 30. I. Zinc Coated Sheet: 1. Structural Quality: ASTM A653, Grade 33, Coating Designation G90. 2. Commercial Quality. ASTM A653, Coating Designation G90. 1 J. Iron Castings: 1. Gray Iron: ASTM A48, Class 30. 2. Malleable Iron: ASTM A47, Grade 32510, except as otherwise required. 3. Ductile Iron: ASTM A536. 2.03 FASTENERS A. General: 1. Type: Select fasteners for type, grade and class required for metal fabrication items. 2. Metal: a. Type metal of fasteners shall be same as metal being fastened. b. Generally, provide carbon steel fasteners, except provide fasteners with zinc coating meeting requirements of ASTM All 53 for exterior use or where built into exterior construction. Provide non - magnetic stainless steel or aluminum fasteners for fastening respective type metals. Select fasteners for grade and class of work required. 3. Heads and Nuts: Provide threaded fasteners with regular hexagon heads and nuts, except as otherwise required. Threaded screw fasteners exposed to view in the completed work shall have oval heads with Phillips drive slot. B. Standard Bolts and Nuts: ASTM A307, Grade A, regular hexagon head. AESI 27210 METAL FABRICATIONS 05500 -7 18JAN08 LM C. Lag Bolts: FS FF -B -561, square head type. D. Machine Bolts: ANSI 818.2.1, hexagon head type. E. Machine Screws: FS FF -S-92, cadmium plated steel. F. Wood Screws: FS FF -S -111, flat head carbon steel. G. Plain Washers: FS FF -W -92, round, general assembly grade carbon steel. H. Lock Washers: FS FF -W -84, helical spring type carbon steel. I. Beveled Washers: ANSI B27.4. J. Toggle Bolts: FS FF -B -588, Tumble wing type of class and style as required. 2.04 ANCHORS AND INSERTS A. Anchor Bolts: ASTM A307, Grade A, with cut threads and appropriate grade heavy hex nut, and with fabricated steel pipe sleeve, except as otherwise required. B. Threaded Type Concrete Inserts: Zinc coated ferrous castings, internally threaded to receive 3/4 inch diameter machine bolts; either malleable iron meeting ASTM A47 or cast steel meeting ASTM A27; hot- dip zinc coated. C. Self- Drilling Expansion Anchors: Hardened carbon steel tooth self - drilling type expansion anchor, FS FF -S -325, Group III, Type I, and listed by EAMI, FMRC and UL. Anchors shall be zinc coated, FS QQ- Z -325, Type II, Class 3. Diameter shall be appropriate for application. D. Drop -In Expansion Anchors: Carbon steel drop -in wedge type expansion anchors with hexagon nut, FS FF -S -325, Group II, Type 4, Class 1, and listed by EAMI, FMRC and UL. Anchors shall be zinc coated, FS QQ -Z -325, Type II, Class 3. Diameter and length shall be appropriate for application. E. Bolt Head Expansion Anchors: Carbon steel sleeve anchor with undercutting core type expansion anchor and hexagon head bolt, and listed by EAMI, FMRC and UL. Anchors shall be zinc coated, ASTM B633, Service Condition 2. Diameter and length shall be appropriate for application. F. Expansion Shield Anchors: Carbon steel expansion anchor, FS FF -S -325, Group VIII, Type I, and listed by EAMI, FMRC and UL. Anchors shall be zinc coated, ASTM 8633, Service Condition 2. Diameter shall be appropriate for application. 2.05 ACCESSORIES A. Primer Paints: 1. General: a. Fast - curing, heavy metal free, and with good resistance to normal atmospheric conditions, compatible with finish paint coats and systems required, and capable of providing a sound foundation for project site applied topcoats despite prolonged exposure prior to applying topcoats. E b. Coordinate primer paints with finish paint requirements specified in Section 09900 - Painting. AESI 27210 METAL FABRICATIONS 05500 -8 18JAN08 0 • 2. Steel Primer - Alkyd Gray. a. Description: Modified alkyd rust- inhibitive primer, lead and chromate free, 54 percent minimum solids by volume, 3.2 Ibs/gal (383 g/L) maximum VOC unthinned, one coat coverage, non - immersion service, meeting USDA and FDA acceptability regulations, gray color, flat sheen finish. b. Acceptable Products: 1) Carboline Company, Multi-Bond 150, Gray. 2) Tnemec Company, Inc., Series 10 Tnemec Primer, 1009 Gray. 3. Steel Primer - Painted Organic Zinc Coating: a. Description: Two component, moisture cured organic zinc -rich polyurethane primer, to be used in conjunction with topcoats, 58 percent minimum solids by volume, 82 percent minimum zinc content by weight in dry film, 2.8 Ibs/gal (336 g/L) maximum VOC unthinned, non - immersion service, meeting requirements of SSPC PS12.01, and USDA and FDA acceptability regulations, flat sheen finish. Paint shall meet requirements of RCSC - Specification for Structural Joints Using ASTM A325 or A490 Bolts, including Commentary, for Class B Coating which provides a mean slip coefficient of 0.50 minimum and tension creep of 0.005 inch (0.13 mm) maximum. b. Acceptable Products: 1) Carboline Company, Carboline 684. 0 2) Tnemec Company, Inc.: 90 -97 Tneme -Zinc. 4. Repair Paints: a. Alkyd Primer Coating: Same paint as specified for primer. b. Zinc Coating - Hot-Dip: 1) Description: Zinc -rich paint for repair of damaged areas of hot -dip zinc coated steel surfaces meeting requirements of ASTM A780, SSPC Paint 20 and USDOD P- 21035, with 94 percent minimum zinc dust by weight in dry film. 2) Acceptable Products: a) ZRC Products Company, Z.R.C. Cold Galvanizing Compound. c. Zinc Coating - Painted: Same paint as specified for primer. B. Concrete Materials: Meet requirements of Section 03300 - Cast -In -Place Concrete. C. Nonshrink Grout: 1. Description: Premixed, non - shrink cement based grout. Grout shall be ready -to -use, non - metallic aggregate product requiring only addition of water at project site, meeting requirements of USACE CRD -C621 and ASTM C1107, and shall produce a flowable grouting material having no drying shrinkage at any age and 4.0 percent maximum expansion when tested meeting requirements of ASTM C827. Compressive strength of grout (2" x 2" cubes) shall be 5,000 psi minimum at 7 days AESI 27210 METAL FABRICATIONS 05500 -9 18JAN08 and 6,500 psi minimum at 28 days when tested meeting requirements of ASTM C109, except grout shall be restrained from expansion by a top plate. 2. Acceptable Products: a. Chem Rex Inc., Sonogrout IOK. b. The Euclid Chemical Company, Euco N -S Grout. c. Five Star Products, Inc., Five Star Grout. d. Master Builders, Inc., Masterflow 928. e. W. R. Meadows, Inc., Sealtight 588 Precision Grout. D. Sealants: Meet requirements of Section 07920 - Joint Sealants, for type and application required. 2.06 FABRICATION A. Workmanship: Use materials of size and thicknesses required to provide adequate strength and durability in finished product for intended use. Work to dimensions required or accepted on final reviewed shop drawings, using proven details of fabrication and support. Use type of materials required for various components of each metal fabrication. 1. Handle metal work carefully and treat with regard for quality and importance of appearance. Metal work with blemishes and damage will not be acceptable. 2. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals. Use proven details and methods of fabrication and support that will insure meeting requirements of Contract Documents. 3. Form exposed work true to line and level with accurate angles and surfaces and straight sharp edges. 4. Cut, reinforce, drill and tap metal work as required to receive hardware and similar items of work. 5. Shear and punch metals cleanly and accurately. Any resulting edge indentation, curvature or like condition is not acceptable. Remove burrs. B. Bent Corners: Form bent metal corners to smallest radius possible without causing grain separation or otherwise impairing work. C. Exposed Edges: Ease exposed edges to a radius of approximately 1/32 inch, except as otherwise required. D. Traffic Surfaces: Remove sharp or rough areas on exposed traffic surfaces. E. Exposed Connections: Form exposed connections with hairline joints which are flush and smooth, using concealed fasteners wherever possible. Locate joints where least conspicuous. F. Anchorage: Provide for anchorage of type required, coordinated with supporting structure. Fabricate and space anchoring devices to provide adequate support for intended use. G. Joints Exposed to Weather: Fabricate joints that will be exposed to weather in a manner to exclude water, or provide weep holes where water may accumulate. Except as otherwise required, such joints shall be continuously welded. H. Welding: Meet requirements of applicable AWS welding code for procedures of welding, appearance AESI 27210 METAL FABRICATIONS 05500 -10 18JAN08 e • and ual' of welds and methods for correcting welding q �Y � 9 9 work. 1. Matching: Installed filler metals shall blend with and match color of parent metal. 2. Methods: Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals. 3. Size: Weld shall be maximum size based on smallest thickness of parent metal to be joined, except as otherwise required. 4. Fillet Welds: For fillet weld sizes not indicated by Contract Documents, provide continuous welds with minimum fillet meeting requirements of applicable AWS welding code or as required to satisfy strength requirements, whichever is most strict. 5. Built -Up Sections: Assembly and weld built -up sections by methods which will provide true alignment of axis without distortion. 6. Exposed Work: Welds exposed to weather in the completed work shall be continuous and weathertight, even though intermittent welds may be indicated by Contract Documents. 7. Fusion: Obtain fusion without undercut or overlap. 8. Flux Removal: Remove welding flux immediately after welding. 9. Exposed: At exposed connections, finish exposed welds smooth and flush to match and blend with adjoining parent metal surfaces, so no roughness shows after finishing and contour of welded surface matches adjacent surfaces. j 10. Finishing: a. Discoloration or stains between parent metal and filler metal is not acceptable for metal work exposed to view in the completed work. b. At connections exposed to view in the completed work, grind exposed welds smooth and flush to match and blend with adjoining parent metal surfaces. 11. Headed Anchor Studs: a. Automatically end weld studs to base steel meeting requirements of AWS D1.1, exceptfor more stringent requirements of stud manufacturer. Provide configurations and sizes of studs, and at spacings as required. b. Areas to which studs are to be attached shall be free of foreign material, such as rust, oil, grease, paint, and like matter. When mill scale is sufficiently thick to cause difficulty in obtaining proper welds, remove by grinding or blasting abrasive. c. Remove ceramic ferrules from studs and work after welding. I. Threaded Fasteners: 1. Type: Mechanical connections exposed to view in the completed work shall be made with type of threaded fasteners required. If not indicated, provide countersunk, flat -head type threaded fasteners with Phillips type drive slot. 2. Expansion Anchors: Provide self - drilling expansion anchors or drop -in expansion anchors for it AESI 27210 METAL FABRICATIONS 05500 -11 18JAN08 Ark securing work to solid masonry or concrete with threaded fasteners, except where anchor bolts or welded connections are required. J. Dissimilar Materials: Separate dissimilar materials with a suitable permanent separation as required to prevent galvanic action. 2.07 FINISHES A. General: 1. Standard: Meet requirements of NAAMM AMP 500 Series relative to application and designations of finishes. 2. Sequencing: a. Finish metal fabrications after fabrication and before delivery to project site, except as otherwise required. b. Whenever possible, complete metal fabrication assembly, including connection of units before start of finishing operation. c. Whenever possible, complete finishing of surfaces of individual components of metal fabrications before fabrication. After fabrication, finish joints, bends, abrasions and other surface blemishes to match finish. d. Finished surfaces of metal fabrications shall be of uniform texture, color and finish, including welded, ground and other worked surfaces. e. Protect finishes on exposed surfaces from damage by application of strippable adhesive cover or other temporary protective covering, prior to shipment. 3. Alkyd Primer: Prime paint ferrous metal fabrications with alkyd primer, except as otherwise required. 4. Zinc Coating: Provide zinc coating for outdoor ferrous metal fabrications, ferrous metal fabrications to be installed in outdoor or like construction, indoor ferrous metal fabrications to be installed in spaces with a moist, damp or high humidity environment, or where indicated on Drawings to be zinc coated, after fabrication, (using one of following zinc coatings:) (using following zinc coating:) a. Hot -dip zinc coating. b. Painted zinc coating. B. Steel and Iron: 1. Shop Prime Coating: a. General: Surfaces of steel and iron fabrications shall receive steel primer - alkyd, except as otherwise required. b. Exclusions: Do not paint following surfaces of metal fabrications: 1) Members or surfaces to be zinc coated or zinc coated surfaces, except for touch -up. 2) Members or surfaces to be embedded in concrete or masonry, except paint surfaces of initial 2 inches of embedded surfaces. AESI 27210 METAL FABRICATIONS 05500 -12 18JAN08 rl 3) Within 2 inches of contact (faying) surfaces of high strength bolted, slip critical (friction -type) connections. 4) Within 2 inches of welded locations. 5) Top surfaces of members supporting and in contact with steel joists, steel deck or like construction to be welded to such members. c. Surface Preparation -General Appearance: Remove scale, rust and other deleterious materials before paint is applied. Clean off rust, mill scale, slag and flux deposits, and like materials meeting requirements of SSPC SP2 - Hand Tool Cleaning, SP3 - Power Tool Cleaning, or SP7 - Brush Off Blast Cleaning. Remove oil, grease and similar contaminates meeting requirements of SSPC SP1 - Solvent Cleaning. d. Application: 1) Immediately after surface preparation, apply paint meeting instructions and recommendations of manufacturer and requirements of SSPC PA1. Provide a continuous and uniform 2.5 mils minimum dry film thickness for each coat required, except provide greater dry film thickness when recommended by paint manufacturer. Coating shall provide full coverage over surfaces, including joints, comers, edges, crevices, bolts, welds and like conditions. 2) Apply 1 coat of paint to surfaces of metal fabricated items, except apply coats of paint to surfaces which will be inaccessible after assembly or erection. Change shade of color of second coat to distinguish from first coat. 2. Hot -Dip Zinc Coating: a. ASTM A153 for zinc coating steel and iron hardware. Chase threads in shop after zinc coating. b. ASTM Al23 for zinc coating both fabricated and unfabricated steel andiron products made of uncoated rolled, pressed and forged shapes, plates, bars and strip of 0.0299 inch minimum thickness. Zinc coating shall be 2 ounces minimum per square foot of surface area. 3. Painted Zinc Coating: a. General: Surfaces of ferrous metal fabrications shall receive steel primer- painted zinc coating, except as otherwise required. b. Exclusions: Do not paint following surfaces of metal fabrications: 1) Members or surfaces of non - ferrous metal. 2) Members or surfaces to be embedded in concrete or masonry, except paint surfaces of initial 2 inches of embedded surfaces. 3) Within 2 inches of weld locations. 4) Top surfaces of members supporting and in contact with steel joists, steel deck or like construction to be welded to such members. c. Surface Preparation: Remove scale, rust and other deleterious materials before paint is applied. Clean off rust, mill scale slag or flux deposits, and like material meeting requirements of SSPC SP6 - Commercial Blast Cleaning. Remove oil, grease and similar contaminates meeting AES127210 METAL FABRICATIONS 05500 -13 18JAN08 requirements of SSPC SP1 - Solvent Cleaning. d. Application: 1) Immediately after surface preparation, apply paint meeting instructions and recommendations of manufacturer and requirements of SSPC PA1. Apply paintata rate to provide a continuous and uniform 3.0 mils minimum dry film thickness for each coat required, except provide greater dry film thickness when recommended by paint manufacturer. Coating shall provide full coverage over joints, corners, edges and exposed surfaces. Strip paint edges, comers, crevices, bolts, welds and like conditions. 2) Apply 1 shop coat of primer to surfaces of metal fabricated items, except apply 2 coats of paint to surfaces which will be inaccessible after assembly or erection. Change shade of color of second coat to distinguish from first coat. 2.08 MASONRY METAL ITEMS A. General: 1. Performance Requirements: Meet requirements of Section 01415 -Performance Requirements. 2. Thickness: Supporting steel members shall be 1/4 inch minimum thickness. B. Shelf and Relieving Angles: Fabricate shelf and relieving angles from steel angles of sizes required to support weight of masonry work and any other associated loads and for attachment to supporting structure framing. 1. Brackets: For cavity walls, provide vertical channel brackets to support shelf and relieving angles from back -up masonry and concrete. Align expansion joints in angles with control and expansion joints in cavity wall exterior wythe. 2. Inserts: Furnish wedge type concrete inserts, complete with fasteners, to attach shelf angles to cast - in -place concrete. 3. Horizontal Leg: Horizontal leg of supporting steel members shall be 3 -1/2 inches minimum for use with nominal 4 inch thick masonry unit and 2 -1/2 inches minimum for use with nominal 3 inch thick masonry unit. 4. Slotted Holes: Provide slotted holes to receive 3/4 inch bolts, spaced 6 inches maximum from ends and at 24 inches maximum centers, except as otherwise required. C. Loose Lintels: Fabricate loose lintels from steel shapes of sizes required to support weight of masonry work and any other associated loads above openings and recesses in masonry walls and partitions, except as otherwise required. Weld adjoining members together to forma single unit where required. 1. Types: Except as otherwise required, provide respective type loose lintels: a. For 6 inch and 8 inch concrete masonry unit openings not over 4' -6" in width, provide WT 3 x 4.25 and WT 4 x 12, respectively. b. For 6 inch and 8 inch concrete masonry unit openings greater than 4' -6 ", but not exceeding T -0" in width, provide WT 6 x 8.25 and WT 4 x 12, respectively. AESI 27210 METAL FABRICATIONS 05500 -14 18JAN08 0 2. Horizontal Leg: Horizontal leg of supporting steel members shall be 3 -1/2 inches minimum for use with nominal 4 inch thick masonry unit and 2 -1/2 inches minimum for use with nominal 3 inch thick masonry unit. 3. Bearing: Size loose lintels of equal bearing of 1 inch per foot of clear span, but not less than 8 inches bearing at each side of opening, except as otherwise required. D. Wall Bracing: 1. Provide masonry wall bracing to support masonry walls as required. Fabricate from steel shapes. 2. Provide steel shapes of profiles, sizes and lengths as required to satisfy structural and spacing criteria. 2.09 FRAMED STAIRS A. General: 1. Meet requirements of Section 01415 -Performance Requirements 2. Use welding for joining metal pieces together, except as otherwise required. Fabricate units so that bolts and other fastenings do not appear on finish surfaces. Make joints true and tight, and make connections between parts light -proof tight. Provide continuous welds, ground smooth to match parent metal where exposed. 3. Construct stair units to conform to sizes and arrangements as required. Provide metal framing, hangers, columns, railings, newels, balusters, struts, clips, brackets, bearing plates and other components for support of stairs and platforms. Erect stair work to line, plumb, square and true with runs registering level with floor and platform levels. 4. Provide brackets and bearing surfaces as required to anchor and contain stairs on supporting structure. 5. Where masonry walls support metal stair work, provide temporary supporting struts, designed for erection of steel stair components before installation of masonry. 6. Exposed ends of metal shapes, pipes and tubes shall be plugged, welded and ground smooth to match parent metal. B. Framing: 1. Fabricate stringers of structural steel channels, plates or a combination thereof, as required. Provide closures for exposed ends of channel and tube stringers. 2. Construct platforms of structural steel headers and miscellaneous framing members, as required. Bolt or weld headers to stringers and newels. Bolt or weld framing members to stringers and headers. 3. Provide provisions for installation of non -metal stair components, as applicable. C. Pan Units: 1. General: Form metal pans of 12 gage minimum structural steel sheets. Shape pans to conform to configuration required. 4D AESI 27210 METAL FABRICATIONS 05500 -15 18JAN08 E 2. Subtreads and Landings: Provide 12 gage minimum steel; formed with bent nosing. 3. Risers: Provide formed with sanitary cove. 4. Concrete Fill: Provide for concrete topping fill of 2 inch minimum thickness for treads and 3 inch maximum thickness for landings. 5. Nosings: Make provisions for installation or attachment of tread nosing where required. 6. Risers and Subtreads: Construct riser and subtread metal pans with steel angle supporting brackets of size required, welded to stringers. Secure metal pans to brackets with bolts or welds. Provide platforms of same metal and gage as required for pans, except as otherwise required. 7. Platforms: Secure subplatform metal pans to platform frames with welds. 8. Metal Nosings: Provide stair nosing specified in Article - Miscellaneous Items, Paragraph - Stair Nosings, of this Section. 9. Soffit Clips: Provide soffit clips with holes for attaching metal furring for soffits. Space clips at 12 inch maximum centers, welded to stair treads and platforms. D. Plate Treads and Platforms: 1. Plate Type: Provide raised pattern steel floor plate or abrasive surface steel floor plate treads and platforms of required size. 2. Treads: Form treads of 1/4 inch thick minimum steel floor plate with integral nosing bent down 1 inch and integral riser bent up 1 inch. Reinforce with support members welded to tread as applicable. Weld steel supporting brackets to stringers and treads to brackets. 3. Platform: Fabricate platforms of 1/4 inch thick minimum steel floor plate. Provide nosing matching nosing of treads. Secure floor plates to platform framing members with welds. 2.10 LADDERS A. Fixed Ladders: 1. Fabricate ladders with dimensions, spacings, details and anchorages as required to meet requirements of OSHA 29CFR1910 and ANSI A14.3, but not less than requirements specified in this Paragraph, from steel components assembled by welding. Elevation of top rung shall be same as elevation of adjacent building surface. Provide safety chain gate assembly. a. Siderails: Provide 1/2" x 2 -1/2" continuous structural steel flat bar side rails with eased edges, spaced 18 inches apart. b. Bar Rungs: Provide 3/4 inch diameter round solid structural steel bar rungs, spaced 12 inches on center. 2. Fit rungs in centerline of side rails, plug weld and grind smooth on outer rail faces. 3. Support each ladder at top and bottom and at intermediate points spaced not more than 5 feet on center. Use welded or bolted steel brackets, designed to support live and dead loads, and to hold AESI 27210 METAL FABRICATIONS 05500 -16 18JAN08 0 • ladder clear of adjacent construction surface with a minimum of 7 inches clearance from building construction to centerline of rungs. Extend siderails 42 inches above top rung, and return rails to adjacent construction, unless other secure handholds are provided. If adjacent construction does not extend above top rung, goose -neck extended rails back to structure to provide secure ladder access. 4. Provide non -slip surface on top half of each rung, either by neatly coating rung with aluminum oxide granules set in epoxy resin adhesive, or by using a type of manufactured rung with surfaces having aluminum oxide granules. 2.11 GUARDRAILS AND HANDRAILS -TYPICAL STEEL A. General: Provide guardrails and handrails to design and details required. Meet requirements of Section 01415 - Performance Requirements. Provide guardrail and handrail members in sizes and profiles required, with supporting posts and brackets of size and spacing required, but not less than required to meet requirements indicated for structural performance requirements. Unless otherwise required, guardrails and handrails shall meet following: 1. Height: Except as otherwise required, construct guardrails with top highest rail 42 inches above floor and handrails 34 inches above stair treads measured vertically at edge of tread. 2. Support Spacing: Space and support railing support posts to withstand design loads, and at uniform dimension of 8 foot maximum centers. 3. Infill Area: Infill area of railings shall be as indicated on Drawings. If not indicated on Drawings, infill shall be vertically orientated. Infill shall not permit passage of a 4 inch diameter sphere through any opening. 4. Handrails: Outside diameter shall be 1 -1/2 inches and clearance from inside face of handrail to adjacent vertical surface shall be 1 -1/2 inches minimum. B. Nonwelded Connections: Provide guardrail and handrail systems for interconnection of members by means of concealed mechanical fasteners and fittings, except as otherwise required. Fabricate members and fittings to produce flush, smooth, rigid and hairline joints. C. Welded Connections: 1. Fabricate guardrail and handrail systems with interconnections of members by welding. Use welding method which is appropriate for metal and finish required and to develop strength required to meet structural performance requirements. Finish exposed welds and surfaces smooth, flush and blended to match adjoining surfaces. 2. Interconnect guardrail and handrail members by butt welding or welding with internal connectors, except as otherwise required. At tee and cross intersections, notch ends of intersecting members to fit contour of pipe to which end is joined and weld all around. D. Direction Changes: 1. Form changes in direction of railing members by bending members, using prefabricated elbow fittings or by mitering, as required. 2. Form simple and compound curves by bending members in jigs to produce uniform curvature for each repetitive configuration required. Maintain profile of member throughout entire bend without buckling, twisting, or otherwise deforming exposed surfaces of handrail and railing components. AESI 27210 METAL FABRICATIONS 05500 -17 18JAN08 p E. Weeps: For guardrail and handrail systems with nonwelded connections which are exposed to outdoor or to moisture from condensation or other sources, provide weep holes or other means for evacuation of entrapped water in hollow sections of railing members. F. Wall Returns: Provide wall returns at ends of wall mounted handrails, except as otherwise required. G. Ends: Close exposed ends of pipe and tubes by welding 3/16 inch minimum thickness steel plate welded in place. H. Fillers: Provide steel plate fillers of thickness and size required to support structural loads of handrails where needed to transfer wall bracket loads through wall finishes to supporting structure. Size fillers to produce adequate bearing to prevent bracket rotation and overstressing of substrate, and to suit wall finish thicknesses. I. Toe Boards: Provide toe boards at railings around openings and at edge of open -sided floors and platforms. Provide 1/8 inch minimum thickness flat steel plate, 4 inches high, except as otherwise required. Secure toe boards bywelding to and centered between each railing post, exceptas otherwise required. J. Brackets, Flanges, Fittings and Anchors: Provide wall brackets, flanges, miscellaneous fittings and anchors for interconnection of guardrail and handrail members to other work, except as otherwise required. Furnish inserts and other anchorage devices for connecting guardrails and handrails to concrete or masonry work. Fabricate and space anchorage devices as required to provide support. Coordinate anchorage devices with supporting construction. After fabrication, inserts and anchorage devices shall be hot -dip zinc coated. 1. Fixed Posts - Sleeves in Concrete: For railing posts to be set in sleeves in concrete, provide sleeves of zinc coated steel, not less than 6 inches long and with inside dimensions not less than 3/4 inch greater than outside dimensions of post. Provide steel plate closure welded to bottom of sleeves, make closure 1 inch greater in length and width than outside dimensions of sleeve. Provide friction fit, removable covers designed to keep sleeves clean and hold top edge of sleeve flush with finished surface of floor. 2. Removable Posts: Provide slip -ft steel sockets, not less than 6 inches long, to receive removable railing posts. Fabricate sockets for a close fit with posts and to limit deflection of post without lateral load, measured at top, not to exceed 1/335 of post height. Design and fabricate socket covers to resist accidental dislodgement. 3. Post Sleeves and Holes: Provide clearance dimension of 4 inches minimum from edge of concrete to exterior perimeter of sleeve or cored hole. 4. Handrail Bracket Supports: Support and space handrail brackets to withstand design loads, and at uniform dimension of 5 foot maximum centers. K. Expansion Joints: Provide expansion joints at locations indicated on Drawings, or if not indicated, at intervals of 40 feet maximum. Provide slip joint with internal sleeve extending 2 inches beyond joint on either side. Fasten internal sleeve securely to one side. Locate joint within 6 inches of posts. 2.12 GRATINGS A. General: 1. Reference: Meet requirements of Section 01415 - Performance Requirements. AESI 27210 METAL FABRICATIONS 05500 -18 18JAN08 • 7 2. Standards: Metal bar grating descriptions indicated by Contract Documents refer to NAAMM marking system defined in NAAMM MBG 531 and NAAMM MBG 532, or are actual descriptions of grating. 3. Metals: Metals shall meet following requirements: a. Carbon Steel: ASTM A569 or ASTM A36. 4. Acceptable Manufacturers: a. Members of Metal Bar Grating Division of National Association of Architectural Metal Manufacturers ( NAAMM). B. Welded Bar Gratings: 1. Type: Provide welded bar grating (electroforming, resistance welding process), no rivets, with rectangular shape openings and in material and sizes as required for grating fabrications and meeting requirements of NAAMM MBG 531, NAAMM MBG 532 and NAAMM MBG 535. Provide bar gratings of carbon steel, unless otherwise required by Contract Documents. 2. Size - Standard: Provide standard size mesh welded bar gratings, except where subject to pedestrian traffic, meeting requirements for application. As minimum, grating shall be NAAMM W- 19-4 (welded with bearing bars spaced 1 -3/16 inches on center and cross bars spaced 4 inches on center) with bearing bar size of 1" x 3116 ". 3. Size - Pedestrian: Provide close mesh welded bar gratings where subjected to pedestrian traffic } meeting requirements for application. As minimum, grating shall be NAAMM W -8-4 (welded with bearing bars spaced 1/2 inch on center and cross bars spaced 4 inches on center) with bearing bar size of 1" x 1/4 ". Grating shall meet spacing requirements of ADA when installed with long dimension of mesh opening perpendicular to dominant direction of travel. 4. Traffic Surface: a. Plain flat, except where serrated surface is required. b. Serrated where subject to pedestrian or vehicular traffic. 5. Sections: Divide panels into sections only to extent required for installation wherever platforms, runways or other construction are to be placed around previously installed work, such as piping, ductwork or structural members. 6. Removable Units: Fabricate removable grating sections with end banding bars attached bywelding to ends of bearing bars of each section. Include anchors and fasteners of type required for attachment supports. a. Provide 4 anchor blocks minimum for each section with each block shop welded to 2 bearing bars. Saddle clip and other type anchorage arrangements are not acceptable. b. Provide threaded bolts with nuts and washers for each anchor block. 7. Toe Plates: When toe plates are required, attach plates to grating by welding. 8. Penetrations: Fabricate cutouts in grating sections for penetrations. Arrange layout of grating sections and cutouts to permit grating removal without disturbing items penetrating gratings. It AESI 27210 METAL FABRICATIONS 05500 -19 18JAN08 K a. Edge band openings in grating that interrupt more than one bearing bar with load bars of same size and material as bearing bars minimum. b. Do not notch bearing bars at supports to maintain elevation. c. Where bar gratings are penetrated by other work, such as piping, ductwork or structural members, cut opening neatly and accurately to size, allowing for thickness of insulation or other coverings and 1 inch all around clearance, except when greater clearance is required. Weld a strap collar of same metal as bar grating of 1/8 inch minimum thickness, to cut ends of grating bars. Depth of strap collars shall be entire depth of grating bearing bars plus 4 inches projection above top surface of bar grating. 2.13 FRAMING AND SUPPORTS A. Miscellaneous Framing and Supports: 1. Provide miscellaneous steel framing and supports which are not apart of structural steel framework or work under other sections and are required to complete the work. 2. Framing and support items for equipment shall meet structural and dimensional requirements indicated by equipment drawings prepared and certified byequipment manufacturer and as required for a safe framing and support system. 3. Fabricate miscellaneous units to sizes, shapes, profiles and dimensions required to receive adjacent other work to be retained by framing. Except as otherwise required, fabricate from structural steel shapes and plates and steel bars, of welded construction using mitered comers, welded brackets, splice plates and minimum number of joints for field connections. Cut, drill and tap units to receive hardware and similar items to be anchored to the work. 4. When required to have access covers, make provisions for units to receive covers so that edges at top surface of covers are aligned and leveled flush. 5. Equip units with integrally welded anchors for casting into concrete or building into masonry. Furnish inserts if units must be installed after concrete is placed. Except as otherwise required, space anchors 2 feet on center and provide anchor units of 1 -1/4" x 1/4" x 8" minimum steel straps or equivalent concrete stud anchors. 6. Secure framing and support systems free of twist, rack and other like movements. B. Unit Framing Systems: 1. Provide adjustable framing systems of roll- formed steel channel members with intumed edges to form a continuous slot for threaded anchor nuts. Provide standard accessory items including removable nuts, bolts, die - formed fittings of 1/4 inch thick steel plate, and other special accessories as required to complete unit framing system. 2. Framing systems for equipment shall meet structural and dimensional requirements indicated by equipment drawings prepared and certified by equipment manufacturer and as required for a safe framing system. 3. Provide member size and gage as indicated on Drawings or, if not indicated, provide size and gage recommended by manufacturer for application required, complying with published load tables of manufacturer wherever design load is indicated. Where necessary, use combination members in AESI 27210 METAL FABRICATIONS 05500 -20 18JAN08 • E which 2 or more channels have been spot - welded together to form larger units or units with 9 9 additional slots. 4. Finish members and fittings at factory by standard cleaning, degreasing, phosphate coating and dip - painting process, using metal enamel of manufacturer standard color. Provide electro-zinc finish on nuts, bolts, and other fasteners, and fastening devices. 5. Acceptable Manufacturers: a. Power - Strut. b. Unistrut. c. USG Industries, Inc. C. Suspended Toilet Compartment Supports: Provide support for suspended toilet compartments: 1. Beams: Continuous steel shapes of size required to limit deflection to U360 between hangers, but C8 x 11.5 channels or another shape with equivalent structural properties, minimum. 2. Hangers: Steel rods, 1/2 inch minimum diameter, spaced at 36 inch maximum centers. Thread rods to receive anchor and stop nuts. Fit hangers with wedge shape washers for full bearing on sloping figures of support beam. 3. Braces: Steel angles of size required for rigid support of beam and for secure anchorage. D. Elevator Support Steel: 1. Provide guide rail bracket support beams, equipment beams and associated anchorage items as required. 2. Elevator support steel shall meet structural and dimensional requirements indicated by equipment drawings prepared and certified by elevator manufacturer and as required for a safe operating elevator system. E. Catwalks: 1. Provide catwalks fabricated from steel. 2. Provide framing members, curbs, grating, rails and supports as required to support catwalk from supporting structure. 3. Fabricate to sizes, shapes and dimensions required and to meet structural requirements. 4. Secure framing and support systems free of twisting, rocking, swaying and like movements. 2.14 DOOR FRAMES A. Bent Plate Frames: Form jamb and head units of door frames each of one piece steel plate of 1/4 inch minimum thickness. Continuously weld comers and finish welds to be exposed in completed work smooth, to match parent metal. Frames shall be uniform, square and true. Provide reinforcements, and drill and tap as required for door hardware. B. Swing Door Frames: Provide 5/8" x 1 -1/2" steel bar stops, except as otherwise required, plug welded to frames except where removable stops are required. Secure removable stops to frame with countersunk flat-head machine screws, uniformly spaced at 10 inch maximum centers. Provide reinforcements, and AESI 27210 METAL FABRICATIONS 05500 -21 18JAN08 C drill and tap as required for door hardware. 1. Anchor Plates: Quantity and size as required by door manufacturer. C. Anchorage: Provide steel anchors for jambs set in masonry, and fixed welded steel anchors which will be set in concrete. 1. General: Provide anchors to frame jambs at 12 inches maximum from bottom and head, and spaced at 16 inch maximum centers. Stagger anchors when depth of frame is nominally 10 inches or more. 2. Concrete: Fixed steel anchors shall be 1/2 inch minimum diameter concrete stud anchors or 1/4" x 2" minimum steel straps with 2 inch hooked end, and of length required for 8 inch minimum embedment, except as otherwise required. Attach to frame by welding. 3. Adjustable: Adjustable steel anchors shall be 1/4" x 2" minimum steel straps with 2 inch hooked end, and of length required for 8 inch minimum embedment, except as otherwise required. Attach to frame by detail which provides vertical adjustment of strap to masonry coursing. D. Bottom Clips: Extend bottom of frames to floor and secure to concrete with 1/4 inch minimum thickness steel angle clips welded to frames, anchored to concrete construction with expansion anchors and bolts and anchor to steel construction by welding. 2.15 GUARDS A. Steel Beam Highway Guardrail: 1. Description: Provide prefabricated structural quality corrugated sheet steel beam highway guardrail meeting requirements of AASHTO M180, Type I (hot -dip zinc coated), Class B (0.135 inch minimum 1J thickness), standard length sections of manufacturer to suit project conditions, with standard post bolt slot construction for connection to posts and accessories, including steel posts and fasteners, for a complete installation. 2. Acceptable Products: a. Armco Construction Products, Flex -Beam. B. Pipe Guards - Bollards: 1. General - Pipe Guard: Standard Weight steel pipe of size indicated on Drawings, except if other weights are required. Provide pipe length above and below finished floor, pavement or grade elevation line as required. 2. Grade Locations -Concrete Pier: Pipe guard shall extend 4' -6" from finish floor, pavement or grade location to bottom of pipe, except as otherwise required. Provide 3,000 psi compressive strength concrete pier, for each pipe guard, size as required, but 6 inches minimum thickness concrete coverage from pipe surfaces. Provide concrete reinforcing steel bar for pier, except as otherwise required. 3. Suspended Slab Locations -Base Plate: Provide pipe guard with steel base plate of dimensions and details required to withstand overturn reaction from impact and to secure guards in permanent location. Provide concrete reinforcing steel at top of base plate; overlapping edges of plate 18 inches minimum. AESI 27210 METAL FABRICATIONS 05500 -22 18JAN08 e • 4. Concrete Fill in Pipe: Provide 3,000 psi compressive strength pea gravel aggregate pordand cement concrete. Top of pipe fill shall be finished flat, except as otherwise required. 2.16 MISCELLANEOUS ITEMS A. Loose Bearing and Leveling Plates: Provide loose bearing and leveling plates of structural steel plate for steel items bearing on masonry or concrete construction, made flat, free from warp or twist, and of required thickness and bearing area. Drill plates to receive anchor bolts and for grouting as required. B. Miscellaneous Embedded Units: 1. Provide corner angles, pit perimeter angle frames, edge or corner angles and other similar units 2. Fabricate miscellaneous embedded units to sizes, shapes, profiles and dimensions required to receive adjacent work to be retained, surrounded or like condition by framing. Except as otherwise required, fabricate from steel shapes, plates and bars, of welded construction using mitered joints for field connection. Cut, drill and tap units to receive hardware and similar items. 3. Equip units with integrally welded anchors for embedding into concrete or masonry. Except as otherwise required, space anchors at 2 foot centers and provide anchor units of 1 -1/4" x 1/4" x 8" minimum steel straps or equivalent concrete stud anchors. C. Stair Nosings - Abrasive Castings: 1. Description: Provide treads of stairs and curbs with cast metal nosings, except where nosing of another type or material is required or where nosing is to be covered with another material. Nosings shall be cast metal, except as otherwise required, abrasive slip resistant type with clean and well defined, 1/16 minimum depth cross - hatched pattern, one piece construction 4 inches wide by full length of step between stringers or 4 inches from ends of steps without stringers, except as otherwise required. Provide in thickness, profiles and surface pattern required. Nosing for each step shall be a single length unit insofar as possible. Equip each nosing with integral or applied anchors for embedding in concrete or fill material, spaced 4 inches maximum from each end and 16 inches maximum on center. Intersections of adjacent cast nosing units shall accurately fit and be square. a. Nosing Base: Cast aluminum alloy with low copper content and corrosion resistant. b. Abrasive: Virgin grain aluminum oxide (Al abrasive integrally cast into aluminum surface 1/32 inch minimum depth. c. Protective Tape: Provide surfaces to be exposed with removable protective tape cover. 2. Handicap Accessibility: Installed nosings shall not encroach on handicap accessibility requirements and function of stairs and curbs. 3. Acceptable Products: a. For Concrete Stairs: 1) Wooster Products, Inc., Alum ogrit Type 101 with concealed integral cast -on anchor. D. Miscellaneous Metal Trim: Provide shapes and sizes as required for profiles. Except as otherwise required, fabricate units from steel shapes, plates and bars, with continuously welded joints and smooth exposed edges. , Use concealed field splices wherever possible. Provide cutouts, fittings and anchorages as required for coordination of assembly and installation with other work. AESI 27210 METAL FABRICATIONS 05500 -23 18JAN08 0 E. Perforated Metal Sheet: 1. Description: Prefabricated panels of metal sheet with perforations of required size and pattern. Thickness of metal shall provide for a rigid panel considering size and pattern of perforations. Perforations shall have square edges with no indication of punch or drill direction and no burrs. Metal sheet shall meet applicable IPA standards and requirements of Paragraph - Sheet Metal Items, of this Article. 2. Acceptable Products: a. The Harrington & King Perforating Company. PART 3 - EXECUTION 3.01 EXAMINATION A. General: Examine the areas and conditions under which work is to be installed for compliance with requirements of Contract Documents and to determine if conditions affecting performance of work are satisfactory. Do not proceed with installation until unsatisfactory conditions have been resolved. Commencement of installation shall constitute acceptance of conditions. B. Anchor Bolt Alignment: Check alignment of anchor bolts before installing metal fabrications and clean out any associated sleeves. Do not cut bolts because of misalignment. Notify Architect of errors and obtain acceptance of Architect before proceeding with corrections. 3.02 INSTALLATION - GENERAL A. General: 1. Install work meeting requirements of Contract Documents, including requirements specked in Part 2 of this Section, as indicated by final reviewed submittals for work and meeting instructions and recommendations of product manufacturers. Consult with manufacturers for conditions not covered by printed instructions. 2. See other referenced sections for special installation requirements relative to metal fabrication materials, products and systems. B. Manufacturers: Perform modifications to and provide appurtenances necessary for proper fit and interface with adjoining components. C. Methods: Install work accurately to location, level and plumb, free of twist, rack and other movements when subjected to moving loads and with neatly fitted joints and intersections. Do not cut or trim components, except as otherwise required. D. Cutting, Fitting and Placement: 1. Perform cutting, drilling and fitting required for installation of metal fabrication items. Set work accurately in location, alignment, elevation, plumb, level, true and free of rack, measured from established lines and levels. Provide temporary bracing or anchors for items which are to be built into adjacent construction. 2. Anchor securely for intended use, using concealed anchors wherever possible. Lai AESI 27210 METAL FABRICATIONS 05500 -24 18JAN08 • 0 3. Fit exposed connections accurate) together to form tight hairline joints. Weld connections Y 9 9 J o nections which are not to be left as exposed joints, but cannot be shop welded because of shipping size limitations. Grind joints smooth and touch -up shop paint coat. Do not weld, cut or abrade surfaces of exterior units which have been zinc coated after fabrication, and are intended for bolted or screwed field connections. E. Fastening to In -Place Construction: 1. General: Provide anchorage devices and fasteners where necessary for securing metal fabrications to in -place construction; including threaded fasteners for concrete and masonry inserts, toggle bolts, through bolts, lag bolts, wood screws and other connectors as required. After installation, remove excess length of threaded fasteners without damaging threads. Devices having lead, plastic, wood or like materials are not acceptable. 2. Anchorages: Metal fabrications shall be securely anchored in place. Where anchor bolts or like devices have not been installed, provide appropriate type anchors for construction condition. 3. Concrete and Solid Masonry: Provide self- drilling expansion anchors, washers and nuts for anchoring metal fabrications to concrete or solid masonry construction, except where use of bolt head expansion anchors or drop -in expansion anchors are acceptable. Install expansion anchors meeting instructions of manufacturer and following: a. Location: Accurately locate expansion anchors aligned with metal fabrication anchorage holes in final in -place location. b. Hole Size: Diameter and depth of drilled anchor hole shall be acceptable for setting expansion anchor and stress transfer from anchor to concrete or masonry. c. Drilling and Setting: Drill anchor holes. Inserting bolt head expansion anchors or drop -in expansion anchors into drilled holes through anchorage holes of base plates or fabrications as acceptable for application. 4. Other Conditions: Provide appropriate type devices and methods for anchoring metal fabrications to other construction as acceptable to Architect. F. Setting Loose Components: 1. Leveling and Bearing Plates: a. Clean bearing surfaces of any bond reducing materials, and roughen to improve bond to surfaces. b. Set loose leveling and bearing plates on wedges or other adjustable devices. After bearing members have been positioned and plumbed, tighten anchor bolts. Do not remove wedges or shims, but if protruding, cut off flush with edge of bearing plate and before grouting. c. Provide non - shrink grout solidly between bearing surfaces and plates meeting requirements of Paragraph - Grouting, of this Article. G. Welding: Meet requirements of applicable AWS welding code for procedures of welding, appearance and quality of welds, and methods for correcting welding work. 1. Reference: Meet welding requirements specification Part 2 of this Section. AESI 27210 METAL FABRICATIONS 05500 -25 18JAN08 2. Embedments: Make welds to metal embedments installed in concrete or masonry construction in manner not to damage concrete or masonry from heat produced by welding process. H. Corrosion Protection: Coat concealed surfaces of aluminum that will come into contact with grout, concrete, masonry, wood or dissimilar metals with a heavy coat of zinc chromate primer. I. Grouting: Provide mix and place non - shrink grout for applications and locations meeting instructions of grout manufacturer. 1. Place non -shrink grout solidly under metal fabrication bases located on concrete or masonry and fill any associated anchor bolt sleeves after item is set to final position. 2. Place non -shrink grout for setting railing baluster and like items in sleeved or cored holes in concrete. 3.03 INSTALLATION - GUARDRAILS AND HANDRAILS A. General: Adjust railings and handrails prior to anchoring to ensure matching alignment at abutting joints and alignment through length. Space supporting components at required spacings to support structural loads and for required clearances. Plumb posts in each direction. B. Railings: Secure posts and railing ends to supporting structure as required and meeting following applicable requirements: 1. Anchor posts to be set in sleeves in concrete by means of pipe sleeves preset and anchored into concrete. After posts have been inserted into sleeves, fill annular space between post and sleeve solid with nonshrink grout, mixed and placed meeting instructions of grout manufacturer. 2. Anchor posts not to be set in sleeves in concrete by core drilling holes not less than 6 inches deep and 3/4 inch greater than outside diameter of post. Clean holes of loose material, insert posts and fill annular space between post and concrete solid with nonshrink grout, mixed and placed meeting instructions of grout manufacturer. 3. For posts anchored in concrete, provide following as applicable: a. When anchorage joint is to be covered, provide anchorage joint with around steel flange welded to post after placement of anchoring material. b. When anchorage joint is to be exposed, no flange, wipe off surplus anchoring material and leave flush with adjacent surface, except for outdoor installations or where exposed to flow of water, leave 1/8 inch build -up, sloped down and away from post. For outdoor installations or where exposed to flow of water, seal anchoring material to meet instructions of grout manufacturer. 4. Anchor posts to steel by welding all around, except as otherwise required. 5. Anchor rail ends to concrete and masonry with steel round flanges welded to rail ends and anchored into wall construction with expansion anchors and bolts, except as otherwise required. 6. Anchor rail ends to steel by welding all around, except as otherwise required. 7. Install removable railing sections where required in slip -fit metal sockets cast into concrete. Accurately locate sockets to match post spacing. AESI 27210 METAL FABRICATIONS 05500 -26 18JAN08 0 • C. Handrails: Secure handrails to supporting structure with wall brackets and end fittings. Provide handrails PP 9 g s with required clearances relative to adjacent finished wall surface. Locate brackets at spacing required to support structural loads. Secure wall brackets and wall return fittings to supporting structure as required and meeting following applicable requirements: 1. Use type of bracket with flange tapped for concealed anchorage to threaded hanger boltorwith pre - drilled hole for exposed anchorage, as applicable. 2. Use fasteners of size and type to support structural loads. 3. For concrete and solid masonry anchorage, use self - drilling or drop -in expansion anchors and bolts. 4. For hollow masonry anchorage, use toggle bolts. 5. For wood stud partitions, use lag bolts set into wood backing between studs. Coordinate with stud installation for accurate location of backing members. 6. For steel framed gypsum board assemblies, use concealed anchors set into metal backing between studs. Coordinate with stud installation for accurate location of backing members. 3.04 INSTALLATION - GRATINGS A. Bar Gratings: 1. General: Meet requirements of NAAMM MBG 531, NAAMM MBG 532 and NAAMM MBG 535 for installation of gratings, types and bar sizes required, including installation clearances and anchoring details, except as otherwise required. 2. Non - Removable Units: Secure non - removable units to supporting members by welding where both materials are steel, otherwise fasten by bolting as specified for securing removable units. 3. Removable Units: Secure removable units to supporting members by bolting with anchor blocks and stainless steel fasteners for type of installation condition. 3.05 INSTALLATION -GUARDS A. Steel Beam Highway Guardrail: 1. General: Install guardrail meeting instructions and recommendations of manufacturer. 2. Setting Posts: Set post in compacted soil by using a suitable driving cap. No portion of post shall be damaged. Installed posts shall be plumb with front faces aligned in a straight line, to required depth and with adequate lateral stability. a. Posts installed to incorrect alignment or elevation shall be removed and reinstalled. b. When driving operations are producing unsatisfactory results, posts shall be set in excavated holes. After posts are set in place, excavation shall be backfilled with soil materials compacted as not to displace posts from correct alignment. 3.06 FIELD QUALITY CONTROL A. General: AESI 27210 METAL FABRICATIONS 05500 -27 18JAN08 1. Owner will employ a Quality Control Service to perform during construction quality assurance and control evaluations of work to verify compliance of work with requirements of Contract Documents. Evaluations will include, but are not limited to, criteria specified in this Article. Quality Control Service will provide testing facilities and equipment. 2. Work may require re- evaluation as directed by Architect anytime during progress of work. Re- evaluation of rejected work and evaluation of replacement work shall be performed at expense of Contractor, at no addition to Contract Sum. B. Qualifications: Review following qualifications: 1. Welding Procedures: Verify qualifications and test records of welding procedures and personnel meet requirements of Contract Documents. C. Submittals: Reviewfollowing submittals: 1. Welding: Certificates of qualification and test records for welding procedures and personnel. D. Work Evaluations: Perform following evaluations: 1. Qualifications: Review qualification of following: a. Field welding procedures and personnel. b. Field stud welding operators and stud bases. 2. Welds: Inspect welds meeting requirements of AWS D1.1 and as follows: a. Visually inspect 100 percent of welds. b. Welds that fail shall be rewelded and retested until they pass test. 3. Touch -Up Painting: Inspect touch -up painting for compliance with requirements of Contract Documents. 3.07 ADJUSTING AND CLEANING A. Touch -Up Painting: After erection and field quality control of work, touch -up paint abraded and rusted areas of shop protective coated surfaces and paint field connections. Prepare surfaces and apply paint meeting instructions and recommendations of paint manufacturer. Insure full coverage at corners and edges. 1. Alkyd Primer Coated Surfaces: Use alkyd primer repair paint. Provide dry film thickness of 2.0 mils minimum. 2. Hot -Dip Zinc Coated Surfaces: Meet requirements of ASTM A780. Use zinc coating repair paint. Provide dry film thickness of 3.0 mils minimum. 3. Painted Zinc Coated Surfaces: Meet requirements of ASTM A780. Use painted zinc coating repair paint. Provide dry film thickness of 3.0 mils minimum. B. Restoration: 1. Remove any protective covering at time of final completion. 2. Restore coatings and finishes damaged during installation and construction period so that no evidence remains of correction work. Return items which cannot be refinished at project site to shop. Make required alterations and refinish entire unit, or provide new units as required. AESI 27210 METAL FABRICATIONS 05500 -28 18JAN08 e • 13 C. Cleaning: Clean metal fabrication surfaces after installation, exercising care to avoid damage to metal surfaces and any coating or finish. END OF SECTION n-7 AESI 27210 METAL FABRICATIONS 05500 -29 18JAN08 W P7 PI