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HomeMy WebLinkAboutFile Documents.675 E Durant Ave.0038-2024-BCOM (6) Concrete Formwork 031113 - 1 SECTION 03 11 13 CONCRETE FORMWORK PART 1 GENERAL 1.1 SUMMARY A. Section Includes: Supply and installation of concrete formwork. B. Related Sections: 1. Section 03 30 00—Cast-in-Place Concrete 2. Section 03 35 00—Concrete Finishing 3. Section 03 39 00—Concrete Curing and Protection 1.2 UNIT PRICES A. Include with concrete repair work. 1.3 DEFINITIONS — NOT USED 1.4 SUBMITTALS — NOT USED 1.5 QUALITY A. Contractor Qualifications:Experienced firm that has successfully completed concrete repair work with similar materials, methods, and extent to that indicated or necessary for the Project. Must have completed successful projects with specified materials and required methods in local area for a minimum of five years. 1. Employ foreman with minimum five years of experience as foreman on similar projects, who is fluent in English, to be present at Site at all times during the Work. Do not change foremen during the course of the Project except for reasons beyond the control of Contractor; inform Owner and Engineer in advance of any changes. 1.6 MOCKUPS A. Mockups: Construct mockups in accordance with Sections 03 30 00. 1.7 WARRANTY— NOT USED PART 2 PRODUCTS 2.1 FORM MATERIALS A. Form Panels: Plywood, lumber, metal, plastic, or another material capable of producing final product as specified here-in. 1. Use panels that will provide continuous,true, and smooth repair surfaces. 2. Furnish panels in largest practicable sizes to minimize number of joints. 3. Do not use rust-stained, steel, form-facing material. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Concrete Formwork 031113 -2 4. Use form-facing material capable of producing smooth, uniform texture on concrete. Do not use form-facing materials with raised wood grain,torn surfaces,worn edges, dents, or other defects that will impose texture on the concrete surface. B. Accessories: 1. Chamfer Strips: Wood,metal,PVC, or rubber strips. 2. Form Ties: Factory-fabricated; removable or snap-off metal or glass-fiber-reinforced plastic form ties; designed to resist lateral pressure of fresh concrete on forms and to prevent spalling of concrete on removal. a. Furnish units that will leave no corrodible metal closer than 1 inch to the plane of the exposed concrete repair surface. b. Furnish ties that,when removed,will leave holes not larger than 1 inch in diameter in the concrete repair surface. c. Furnish ties with integral water-barrier plates for walls indicated to receive dampproofing,waterproofing or coating. 3. Form-Release Agent: Commercially-formulated form-release agent that will not bond with, stain, or adversely affect the concrete repair surface and will not impair subsequent treatments of the surface, such as any concrete coatings. Form-release agent shall have a rust inhibitor for steel form-facing materials. PART 3 EXECUTION 3.1 EXAMINATION A. Examine substrates and conditions for compliance with requirements and other conditions affecting the installation or performance of the concrete Work. 1. Verify that areas and conditions under which concrete Work is to be performed permit proper and timely completion of Work. 2. Notify Architect/Engineer in writing of conditions which may adversely affect the installation or performance of the concrete Work and recommend corrections. 3. Do not proceed with concrete Work until adverse conditions have been corrected and reviewed by Architect/Engineer. 4. Commencing concrete Work constitutes acceptance of Work surfaces and conditions. 3.2 FORMWORK A. Design,erect,shore,brace,and maintain formwork to support vertical,lateral,static,and dynamic loads, and construction loads that might be applied, until concrete structure can support such loads. For form and pump applications formwork should be capable of supporting a pumped material pressure of at least 15 psi. Refer to ACI 347 for guidance as needed. B. Construct formwork so concrete repairs are of size, shape, alignment, elevation, and position indicated and tight enough to prevent loss of material. 1. Ensure flatness and smoothness as required for finish type per Section 03 35 00. 2. Chamfer exterior corners and edges of permanently exposed concrete to match existing,if chamfered. C. Coat contact surfaces of forms with form-release agent, according to manufacturer's written instructions,before placing reinforcement.Do not use form release agents containing waxes,oils, silicones, or other resins that may inhibit adhesion of coatings. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Concrete Formwork 031113 - 3 D. Provide temporary openings for cleanouts, venting, and inspection ports (witness holes) where the interior area of the formwork is inaccessible. Close openings with panels or dowels tightly fitted to forms and securely braced to prevent loss of material. 3.3 REMOVAL OF FORMWORK A. Non-structural elements:Formwork and shoring supports,for sides of beams,walls,columns,and similar parts of the Work, that does not support the weight of the existing structure or concrete, may be removed after curing at not less than 24 hours,provided concrete has achieved sufficient strength not to be damaged by form-removal operations. 3.4 QUALITY ASSURANCE AND QUALITY CONTROL A. Latent defects that affect concrete's durability and structural performance, as determined by Engineer, shall be considered non-conforming materials. 3.5 NON-CONFORMING WORK OR MATERIALS A. If tests or observations indicate that the material, or Work, is not in conformance with the Construction Documents, at no cost to Owner, or Engineer, either: 1. Remove and replace material or Work in accordance with the Construction Documents. 2. Repair or replace non-conforming Work or materials using alternate repair approved by Owner and Engineer. B. Additional time and expenses for Engineer resulting from evaluation or additional review of non- conforming Work or material may be back-charged to the Contractor, or withheld from payment to the Contractor at the Owners option. END OF SECTION RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Reinforcing Steel 032100- 1 SECTION 03 21 00 REINFORCING STEEL PART 1 GENERAL 1.1 SUMMARY A. Section Includes: 1. Supply, fabrication, and installation of new epoxy-coated reinforcement. 1.2 UNIT PRICES A. Perform the following Work on unit price basis: 1. Supply, fabrication, and installation of new epoxy-coated reinforcement, grouted steel reinforcing and dowels and installation of supplemental embedded steel shall be included in concrete replacement. 1.3 DEFINITIONS— NOT USED 1.4 SUBMITTALS A. Shop Drawings: Placement drawings that detail fabrication,bending,and placement. Include bar sizes, lengths, schedules, bending diagrams, and arrangements; material grades; stirrup, tie, and hoop spacing; splices and laps;mechanical connections; and supports. B. Certifications: 1. Certification from CRSI indicating that coating applicator is certified by CRSI Epoxy Plant Certification Program. C. Material Test Reports: 1. Mill test reports for steel reinforcement, including adequate information on chemical and physical properties to demonstrate conformance with specified standard. 2. Carbon Equivalence Testing results for existing reinforcing steel if specified to be welded. Test shall clearly show the Carbon Equivalence (CE) as calculated in accordance with AWS D1.4. D. Submit the following prior to the start of work: 1. Material information including material test reports and certifications for: a. Reinforcing bars. b. Welded wire reinforcing. 2. Shop drawings. E. Submit the following as available during the work: 1. Special Inspection Reports(for information only). 1.5 MOCKUPS A. Mockup shall be in accordance with those listed in Division 03, including demonstrating adequacy of concrete removal and surface preparation procedures. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Reinforcing Steel 03 21 00-2 1.6 WARRANTY— NOT USED PART 2 PRODUCTS 2.1 MATERIALS A. Reinforcing Bars: ASTM A615, Grade 60; epoxy-coated. Sizes as shown on Drawings. B. Steel Wire and Welded Wire Reinforcement (WWR), Plain and Deformed: ASTM A1064/A1064M, 65,000 pounds per square inch minimum yield strength; epoxy-coated. Mesh and wire size 6x6-D6xD6 shall be used unless otherwise specified on drawings. 1. Provide welded wire reinforcing sheets,not rolls. C. Epoxy Coating: ASTM A775/ASTM A884 1. Coating material: Powdered epoxy resin conforming to ASTM A775/ASTM A884. 2. Fusion-bonded protective coating of powdered epoxy resin applied by electrostatic spray method or electrostatic fluidized-bed method,to form uniform,smooth film with thickness after curing of at least 7 mils,measured in accordance with ASTM A775/ASTM A884. 3. Coated reinforcing shall be free of slivers,visible holes,voids, contamination, cracks, and other defects,with less than 1 percent of coating damaged in given length of bar. 4. Continuity and flexibility of coating shall be checked in accordance with ASTM A775/ASTM A884. and shall meet requirements described therein. 5. Repair Material: Liquid, two-part, epoxy repair coating; conforming with ASTM A775/ASTM A884. compatible with and suitable for repairing damaged epoxy coating; inert in concrete; supplied by epoxy resin manufacturer. 2.2 REINFORCEMENT ACCESSORIES A. Bar Supports: CRSI Manual of Standard Practice; Steel wire,plastic,or precast concrete. 1. Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars in place. 2. Metal chairs and supports shall be coated with epoxy, plastic, or other inert dielectric polymer coating. 3. For concrete surfaces exposed to view, use CRSI Class 1 plastic-protected steel wire or CRSI Class 2 stainless-steel bar supports where legs of wire bar support contact forms. B. Tie Wire: 16 gauge minimum: 1. Plastic-coated ties for epoxy coated reinforcing. 2. Corrosion resistant. 2.3 FABRICATION A. Fabricate and detail steel reinforcement to shapes and dimensions shown on Drawings, in accordance with and within fabricating tolerances shown in CRSI Manual of Standard Practice. B. Bends and hooks shall conform to standard hook dimensions in CRSI Manual of Standard Practice unless otherwise shown on Drawings. C. Welded Wire Reinforcing shall conform to the recommendations of the Wire Reinforcing Institutes WWR 400-R-03. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Reinforcing Steel 032100-3 D. Do not bend or straighten reinforcing bars in manner that will injure coating. Reduce rate of bending as necessary to minimize cracking or debonding of coating. Remove debonded coating and promptly patch areas with visible cracking or debonded coating after bending. Hairline cracks, 0.003 inches or less in width, at base of deformation do not need to be patched and will not be cause for rejection. PART 3 EXECUTION 3.1 PROJECT CONDITIONS A. Notify Architect/Engineer and Owner's Representative of embedded electrical conduit encountered in removal areas. 1. Contractor is not responsible for damage to electrical conduits embedded in concrete. Owner will pay for necessary electrical repairs.However,Contractor shall take reasonable efforts to avoid damage to existing embedded electrical conduit. 2. Unless otherwise directed,remove abandoned conduit and wires in removal area. 3.2 PLACING REINFORCEMENT A. General: Comply with CRSI Manual of Standard Practice and Drawings for placement of reinforcement. B. Bar spacing, concrete cover, and bar splices shall conform to Drawings and CRSI Manual of Standard Practice,unless otherwise noted on drawings. C. Accurately position, support, and secure reinforcement to prevent displacement during concrete placement. Locate and support reinforcement with bar supports to maintain specified minimum concrete cover.Wire dowels securely in place before depositing concrete. D. Place welded wire reinforcing in conformance with CRSI Manual of Standard Practice. 1. Place welded wire reinforcing in longest practicable lengths on bar supports spaced to minimize sagging. 2. Lap edges and ends of adjoining sheets at least one mesh space plus two inches.Offset laps of adjoining sheets to prevent continuous laps in either direction. E. Place reinforcement continuous between expansion and control joints. 1. Stop reinforcement at expansion joints. 2. Make half of reinforcement discontinuous at control joints unless noted otherwise. F. Unless permitted by Engineer, do not bend reinforcing bars embedded in hardened concrete. G. Bend tie wires and turn ends toward inside of concrete section, away from exposed concrete surfaces.No corrodible material shall be present within 1 inch of concrete surface. H. During concrete placement, protect reinforcement from damage from transporting or pumping equipment with runways or other means. I. Before placing concrete, clean reinforcement of loose rust and mill scale, earth, ice, dust, and other foreign materials that would reduce bond to concrete. J. Do not weld reinforcement unless specifically approved by Engineer. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Reinforcing Steel 03 21 00-4 K. Unless epoxy coated reinforcing is specified, coat new bars in accordance with the requirements for existing reinforcing. L. Allow Engineer at least 48 hours to observe condition and placement of reinforcing prior to completing formwork and ordering concrete. 3.3 PATCHING OF DAMAGED EPDXY COATING OF REINFORCING A. Promptly patch sheared ends, areas of coating damage, and contact areas for hangers or couplers in conformance with ASTM D3963/D3963M and epoxy-resin manufacturer's recommendations, before detrimental oxidation occurs. 1. Areas to be patched shall be clean and free of rust and other surface contaminants. 3.4 QUALITY ASSURANCE AND QUALITY CONTROL A. Reference the Special Inspection Schedule in the Construction Documents for special inspection requirements for this section. END OF SECTION RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Cast-in-Place Concrete 033000- 1 SECTION 03 30 00 CAST-IN-PLACE CONCRETE PART 1 GENERAL 1.1 SUMMARY A. Section Includes: Supply and placement of ready-mix concrete,including concrete materials,mix design,batching procedures, and placement procedures. B. Related Sections: 1. Section 03 11 13 —Concrete Formwork 2. Section 03 21 00—Reinforcing Steel 3. Section 03 35 00—Concrete Finishing 4. Section 03 39 00—Concrete Curing and Protection 1.2 UNIT PRICES A. Perform the following Work on a lump sum basis: 1. Full-depth slab-on-ground concrete replacements. 2. Formed vertical column surround replacements. 1.3 DEFINITIONS A. Cementitious Materials: Portland cement alone or in combination with one or more of fly ash, silica fume, and other pozzolans, or slag cement. B. Concrete Mixture:A single assembled,blended comingled combination of materials as specified. Changes to material sources or proportions shall constitute a new concrete mixture. C. Preliminary Sample: sample obtained during the initial discharge of concrete, taken at the final point of discharge but prior to placement within the element, for the purposes of confirming plastic properties. D. Final point of discharge: the point from which the concrete last leaves the conveying equipment, such as a pump or bucket intended to deposit into its final position in the element for which it was intended. E. Discharge for Placement: the discharge of the concrete,from the final point of discharge,into the final element for which it was intended. F. High-Early Strength Concrete: Any concrete mixture where the Contractor desires to place the concrete element in use/service prior to completion of the standard curing and protection timeframe. G. Testing Agency: Third party testing agency qualified to perform the testing specified. H. Batch: either of the following, 1. A quantity of material mixed at one time or in one continuous process, such as a single ready-mixed truck RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Cast-in-Place Concrete 033000-2 2. to weigh or volumetrically measure and introduce into the mixer the ingredients for a quantity of material. I. The term concrete,ready-mix,material,replacement material,and repair material shall generally refer to the ready-mix concrete mix used to perform the work. 1.4 SUBMITTALS A. Submit design mixes including all information noted in concrete mixes for the following prior to start of work: 1. Formed Vertical column surrounds. 2. Full-depth Slab-on-Ground. B. Submit product data for the following prior to start of work: 1. Curing materiaUprocess for slab-on-ground. 2. Curing material for vertical column surrounds. C. Joint Layout: Proposed construction,control, and isolation joint layout required to Work, subject to approval by Engineer. D. Submit the following as available: 1. Quality Control(for information only): a. Batch tickets for ready-mix concrete. Include amount of held water which was added at the project site and all actual batched material weights. b. Fresh material testing. c. Compressive strength testing. 1.5 QUALITY A. Contractor Qualifications: Experienced firm that has successfully completed concrete work similar in material, design, and extent to that indicated for the Project. Must have successful construction with specified materials in local area in use for a minimum of five years. 1. Employ foreman with minimum five years of experience as foreman on similar projects, who is fluent in English,to be on Site at all times during the Work.Do not change foremen during the course of the Project except for reasons beyond the control of Contractor;inform Architect/Engineer in advance of any changes. B. Ready-Mix Supplier Qualifications:ASTM C94/C94M;Certification of Production Facilities and Delivery Vehicles by National Ready Mixed Concrete Association. 1.6 MOCKUPS— NOT USED 1.7 WARRANTY A. Installer's Warranty: 1. Written warranty, signed by Applicator. See warranty form in section 00 65 36. 2. Warranty Period: two years after Substantial Completion date. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Cast-in-Place Concrete 033000-3 PART 2 PRODUCTS 2.1 CONCRETE MATERIALS A. Source Limitations: Obtain each type or class of cementitious material of same brand from same manufacturer's plant, each aggregate from one source, and admixtures through one source from single manufacturer. B. Portland Cement: ASTM C150,Type II. C. Portland Limestone Cement: ASTM C595,Type IL. Sulfate resistance per exposure. D. Fly Ash: ASTM C618, Class F or C. E. Silica Fume: ASTM C1240, amorphous silica. F. Slag Cement: ASTM C989 Class 100 or 120. G. Aggregates: ASTM C33; from single source with documented record of at least ten years of satisfactory service using similar aggregates and cementitious materials in similar applications and service conditions. 1. Coarse Aggregates: Uniformly graded; Class 4S. 2. Alkali Reactivity:Coarse and fine aggregates shall have expansion indicative of innocuous behavior; that is, less than 0.10 percent expansion after 16 days when tested according to ASTM C1567 or C 1260; or mitigating measures shall be included in concrete mix. a. Provide ASTM C1567 or C1260 test results for aggregates proposed for use, performed within last two years. b. If reported expansion is 0.10 percent or more at 16 days after casting,use mitigation measures shown to render innocuous results (expansions less than 0.10) at 16 days when tested according to ASTM C 1567,or provide coarse and fine aggregates from a remote source,with expansion indicative of innocuous behavior(expansions less than 0.10) at 16 days when tested according to ASTM C1567 or C1260. 3. Lightweight aggregates shall conform to ASTM C330. H. Water: Potable. I. Admixtures: 1. General: Admixtures certified by manufacturer to contain no more than 0.1 percent chloride ions and to be compatible with other admixtures and cementitious materials. Do not use admixtures containing calcium chloride. a. Air-Entraining Admixture: ASTM C260. b. Water-Reducing Admixture: ASTM C494, Type A. c. High-Range,Water-Reducing Admixture: ASTM C494, Type F. d. Water-Reducing and Accelerating Admixture: ASTM C494,Type E. e. Water-Reducing and Retarding Admixture: ASTM C494, Type D. 2.2 CONCRETE MIXES A. Design Mixes: For each concrete mixture, include: 1. Proportions of materials. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Cast-in-Place Concrete 033000-4 2. Mill tests and certification for cement, fly ash, and slag cement. Certification for silica fume. All testing shall be no more than one(1)year old at the time of anticipated material placement. 3. Aggregate documentation indicating compliance to all the requirements of ASTM C33, including gradation,deleterious substance,and alkali silica reactivity.All testing shall be no more than two(2)years old at the time of anticipated material placement. 4. Slump. 5. Air content. 6. Unit Weight. 7. Strength. a. 28-day laboratory compression test results. b. High-Early Strength mixes shall also include 12-hour and 24-hour compressive strength results. c. If the "Maturity Method" is to be used for estimating in-situ concrete strength, a maturity curve shall be submitted with mix design. 8. Amount of mix water to be withheld for later addition at Site. 9. Range of high-range,water-reducing admixture dosage that may be added at Site without adversely affecting hardened concrete. B. Prepare design mixes for each type and strength of concrete determined by either laboratory trial mixes or field-test data, according to ACI 301 as recommended by ACI 211.1. 1. Mix designs for normal weight concrete used for this project shall be proportioned in accordance with ACI 211.1 and this specification. Mix designs proposed for use, when tested in a laboratory, shall have an average 28-day compressive strength in excess of design strength as required in Article 4.2.3 of ACI 301. 2. Use qualified independent testing agency conforming to requirements of ASTM C 1077 for preparing,testing, and reporting proposed mix designs for laboratory trial mix basis. 3. Mix designs shall be for a cohesive mix which can be easily placed without segregating. C. No chlorides shall be intentionally introduced into concrete mix. 1. In hardened concrete, limit acid-soluble chloride ion content to 0.10 percent by weight of cement when tested according to ASTM C1152, or water-soluble chloride ion content to 0.08 percent by weight of cement when tested according to ASTM C1218. 2. If hardened concrete exceeds chloride ion limits above,limit water-extractable chloride ion content to 0.08 percent by weight of cement when tested according to ASTM C 1524. 3. Provide test results necessary to demonstrate concrete and aggregates do not exceed chloride ion limits,unless waived by Architect/Engineer. D. Admixtures: Use admixtures according to manufacturer's written instructions. 1. Use water-reducing admixture. Alternately use high-range, water-reducing admixture (superplasticizer), as required, for placement and workability. 2. Use retarding admixture when required by high temperatures, low humidity, or other adverse placement conditions. 3. Use accelerating admixture only when explicitly approved by Engineer.Submission of new mix design including accelerating admixture shall be required prior to approval. E. Provide concrete mixes shown in Table 1. (see notes below) Table 1.Concrete Mix Design Requirements Slab-on- Column Surrounds Ground Exposure Categories F3,Si,Wl,C2 F2, SO,Wl,Cl RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Cast-in-Place Concrete 033000- 5 Density Normal Wt. Normal Wt. Compressive Strength, 5,000 min 5,000 min psi(28-day) 8,000 max 8,000 max w/c 0.40 max 0.40 max Fly Ash(by weight) 25%max 25%max _Agg Size(nom.max.) 3/8-inch 3/8-inch Air Content 7.5% 7.5% 1. NR=No Restriction. 2. w/c=Water-to-cementitious Materials Ratio,by weight. 3. Where two values are present,Minimum/maximum are shown. 4. Air Content: Add air-entraining admixture at manufacturer's prescribed rate to result in concrete at point of placement having air content shown. Tolerance for air content shall be plus 1.5 percent and minus 1.5 percent of value shown,no additional tolerance allowed. 2.3 ISOLATION JOINT MATERIALS A. Provide concrete isolation joint materials conforming to ASTM D994, ASTM D1751, ASTM D1752 Type I or Type IV; or ASTM D7174 Type I. 1. Minimum isolation joint material thickness: 0.5 inches. 2. Isolation joint material shall be flexible and uniformly surround all applicable features. 3. Install isolation joint material per manufacturer's guidelines including but not limited to the use of compatible joint sealant material. PART 3 EXECUTION 3.1 EXAMINATION A. Examine substrates and conditions for compliance with requirements and other conditions affecting the installation or performance of the concrete Work. 1. Verify that areas and conditions under which concrete Work is to be performed permit proper and timely completion of Work. 2. Notify Architect/Engineer in writing of conditions which may adversely affect the installation or performance of the concrete Work and recommend corrections. 3. Do not proceed with concrete Work until adverse conditions have been corrected and reviewed by Architect/Engineer. 4. Commencing concrete Work constitutes acceptance of Work surfaces and conditions. 3.2 CONCRETE MIXING A. Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C94/C94M, and furnish batch ticket information. The following exceptions and/or specific requirements shall be included: 1. Deliver concrete to Site and discharge (complete) within 90 minutes or before 300 revolutions of mixer drum, whichever comes first, after introduction of mix water. When air temperature is between 85 and 90 degrees F, reduce mixing and delivery time to 75 minutes; when air temperature is above 90 degrees F,reduce mixing and delivery time to 60 minutes. Concrete that exceeds the specified time or revolution limits shall be rejected,unless approved by the Engineer. 2. All adjustments to the concrete batch, as desired by the Contractor, shall be performed based on results from a Preliminary Sample as defined herein. No adjustmerREr E IVE D 09/05/2024 ASPEN BUILDING DEPARTMENT Cast-in-Place Concrete 033000-6 concrete batch shall be performed once Discharge for Placement has begun. Total mixing time and revolution limits as defined above, inclusive of time and revolutions required during batch adjustments, shall not be exceeded. 3. High range water-reducing admixtures may be added on site to increase slump,but only at the guidance of the ready-mix producer. Introduce high-range, water-reducing admixture at the Site with additional mixing per the manufacturer's recommendations.If unspecified, 70 revolutions of the drum shall be required to ensure proper mixing. 4. Site added water, beyond the amount withheld during initial batching as "trim water", is not allowed. Do not exceed design w/cm. 5. Fibers: All fibers shall be added at the batch plant in accordance with the manufacturer's recommendations and ASTM C1116 Type III. Exclude is the use of "shredable", "dissolvable", "degradable", or other similar packaging. All fibers shall be removed from packaging when added to the concrete mix. 6. All tests of record shall be performed after any and all changes or additions to the concrete batch have occurred and discharge for placement has begun. B. Air-entraining and chemical admixtures,when used,shall be incorporated into the mix in amounts and manner recommended by the manufacturer and approved by the Engineer. Accuracy of measurement of any admixture shall be within±3 percent. Two or more admixtures may be used in the same concrete provided such admixtures are added separately and that the combination is compatible and has no deleterious effect on the concrete. C. The temperature of the concrete, when discharged, shall be not less than 65°F when the air temperature is below 40°F. If heated water or aggregates are used, the water shall be combined with the aggregates in the mixer before cement is added. Cement shall not be added to mixtures of water and aggregate when the temperature of the mixture exceeds 70°F. D. The temperature of the concrete, when discharged, shall not exceed 90°F. The Contractor is cautioned that difficulty may be encountered with concrete at temperatures approaching 90°F and every effort should be made to maintain it at lower temperatures. 3.3 CONCRETE PLACEMENT A. Remove laitance and other surface contaminants from concrete surfaces by sandblast or wire- brush cleaning. B. Allow Architect/Engineer at least 24 hours to observe forms, screed rails or guides, concrete surfaces,reinforcement, and embedments. C. Before placing concrete,verify the following: 1. Installation of formwork,reinforcement,and embedded items is complete. 2. Concrete surfaces and forms are clean of frost,ice,mud, debris, and water. 3. Difference between subgrade and concrete temperatures is no more than 20 degrees F. 4. Forms are thoroughly wetted or oiled. 5. Reinforcement is securely tied in place and thoroughly cleaned of ice and other coatings that may reduce or destroy bond with concrete. 6. Required inspections have been performed. 7. Equipment for mixing and transporting concrete is clean. 8. Vibrators are operational. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Cast-in-Place Concrete 033000-7 D. Where material will be cast against existing concrete surfaces,wet existing surface at least 1 hour prior to placement.Prior to placing concrete,remove standing or flowing water and allow existing concrete surface to dry to saturated, surface-dry condition. Do not allow water to puddle. E. Convey concrete from the mixer to the place of deposit in a manner such that no segregation or loss of materials occurs. F. Deposit concrete: 1. Place concrete as near as possible to its final position to avoid segregation due to re-handling or flowing. 2. Do not allow concrete to fall a vertical distance greater than 4 feet from the point of discharge to the point of deposit. 3. Do not allow concrete to disturb or displace reinforcing bars, floor drains, or other embedments. 4. Place concrete at a rate so that the concrete is plastic and flows readily into corners of forms and into spaces around reinforcing bars. 5. Place concrete continuously until the member or section is completed,with no cold joints. 6. Dispose of concrete that has partially set prior to placement or that has been contaminated by foreign material. G. If non-self-consolidating concrete is used (non-SCC), consolidate concrete with mechanical vibrating equipment, so that concrete is thoroughly worked around reinforcement and other embedded items and into corners. 1. Use internal vibrators with minimum speed of 7,000 vibrations per minute and that are sufficiently narrow to fit into spaces between reinforcing bars, formwork, and existing concrete. Have extra vibrators at the Site in case a vibrator does not work. 2. Do not use vibrators to transport concrete. 3. Insert and withdraw vibrators vertically at uniformly spaced locations no farther apart than the visible effectiveness of the vibrator,to rapidly penetrate layer being placed and at least 6 inches into preceding layer. Do not insert vibrators into lower concrete layers that have begun to lose plasticity. 4. At each insertion, limit the duration of the vibration to the time necessary to consolidate the concrete without causing mix constituents to segregate. 5. For slabs: a. Strike-off the surface and consolidate the concrete with a vibrating screed, to the correct elevation. b. Slope surfaces uniformly to drains where required. c. Before excess bleed water appears on the surface,use a bull float, darby, or modified highway straightedge to form a uniform, planar, open-textured surface. Do not further disturb the surface before starting finishing operations. H. Cold-Weather Placement:Protect material from physical damage or reduced strength due to frost, freezing, or low temperatures. Ensure the following: 1. Concrete substrate surfaces and forms are clean of frost, ice,mud, debris, and water. 2. Difference between substrate and concrete temperatures is no more than 20 degrees F. Hot-Weather Placement: Protect concrete Work from physical damage or reduced strength due to rapid evaporation or overheating of concrete. Refer to Fig. B 1 in ACI 305R for hot-weather conditions that may adversely affect concrete placement, finishing, and curing. Do not allow the temperature of the concrete at the time of placement to exceed 90 degrees F. When hot-weather conditions exist,use one or more of the following procedures: RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Cast-in-Place Concrete 033000- 8 1. Place concrete at night or early in morning. 2. Cool ingredients before mixing as noted above. 3. Cover steel reinforcement with water-soaked burlap so the steel temperature will not exceed the ambient air temperature immediately before embedding in concrete. 4. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete.Keep the subgrade moisture uniform without standing water, soft spots, or dry areas. 5. Provide windbreaks or sunshades, or both. 3.4 JOINTS A. For slabs-on-grade, locate construction and control joints to match existing joint spacing and location.Ensure joints are evenly spaced and either parallel or perpendicular to existing structures unless otherwise noted on drawings. B. Construction Joints: Construct joints true to line with faces perpendicular to the surface plane of the concrete, according to the approved joint layout. 1. Provide sufficient joints so that members or sections can be cast continuously. 2. Place joints perpendicular to the main reinforcement. Continue reinforcement across construction joints, unless otherwise indicated. Do not continue reinforcement through sides of strip placements of floors and slabs. 3. Form keyed joints as indicated on drawings.Embed keys at least 1 1/2 inches into concrete. 4. Locate horizontal joints in walls and columns at the underside of slabs,beams, and girders and at the top of footings. Do not allow inclined joints. C. Isolation Joints: Form isolation joints with preformed filler at walls, columns, drains, and other locations noted on Drawings. D. Control Joints: Construct joints true to line with faces perpendicular to the surface plane of the concrete, according to the approved joint layout. 1. Provide tooled control joints whenever possible. Only tooled joints are permitted for high- early strength concrete. 2. If sawcut joints are necessary, sawcut control joints as soon as possible without damaging concrete. In no instance shall this occur more than 24 hours after finishing and may need to occur sooner based on mix design to prevent cracking. Sawcut joints at least 1/4 of slab depth or 1 inch,whichever is greater. Do not damage reinforcing with sawcut. 3.5 OPENING TO TRAFFIC A. Vehicular traffic bearing surfaces shall be opened to traffic after the following conditions are met: 1. Concrete has reached 100 percent of 28-day design compressive strength, or 3,500 psi, whichever is greater. 2. Concrete has been fully cured. B. Pedestrian traffic bearing surfaces shall be opened to traffic after the following conditions are met: 1. Concrete has reached 75 percent of 28-day design compressive strength, or 3,500 psi, whichever is greater. 2. Concrete has been fully cured. RED'E EVE D 09/05/2024 ASPEN BUILDING DEPARTMENT Cast-in-Place Concrete 033000-9 3.6 QUALITY CONTROL A. Testing Agency: Owner will engage a qualified independent testing and inspecting agency to sample materials and perform tests during concrete placement. B. Review and submit batch tickets to engineer for ready-mix concrete within 48 hours of placement. C. Test results shall be reported in writing DIRECTLY to Owner's Representative, Architect/Engineer,concrete supplier, and Contractor within 48 hours of testing. D. Sampling and testing of fresh concrete material shall be performed by the testing agency. 1. Fresh cementitious material testing shall include: a. Plastic air content per ASTM C231. b. Concrete Temperature per ASTM C1064. c. Unit weight per ASTM C138. 2. Take test sample from final point of discharge according to ASTM C172. a. Contractor may take additional samples at other locations to determine properties and make adjustments as necessary at their option and cost. b. Take additional samples at other locations only if directed by Engineer. 3. Test frequency shall be in accordance with Table 2. Table 2.Fresh Cementitious Material Testing Requirements Test/Item Standard Frequency(all mixes) Slump ASTM C143 With Cylinders Unit Weight ASTM C567 With Cylinders Air Content ASTM C231 With Cylinders Temperature ASTM C1064 With Cylinders Compressive Strength Cylinder ASTM C31 First Truck and every other thereafter, Fabrication Once per shift min E. Compressive Strength Testing. 1. Testing shall be performed by Testing Agency per ASTM C39. 2. A strength test shall be considered three 4 by 8-inch cylinders. However, if 6 by 12 cylinders are preferred the number of cylinders may be reduced to two. 3. Compressive strength cylinder fabrication shall include adequate numbers of cylinders such that testing of material samples be performed in accordance with the frequency requirements listed in Table 2 such that testing can be performed at all the ages listed in Table 3. a. One strength test shall be performed for each"S"or"F"shown in Table 3. 1) "S"indicates a standard cured test. 2) "F"indicates a field cured test. 3) If both are listed,then both shall be performed at age indicated. b. Additional strength tests at earlier ages, or on field-cured specimens, may be performed at the Contractor's option and cost(this may include to confirm strengths for stripping of forms). c. All confirmations of in-situ strength for stripping of forms, removal of shoring, or termination of cold weather procedures, shall be based on field-cured specimens or maturity method calculations.Field-cured specimens shall be cast at the Contractors discretion/option and cost if not also required herein. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Cast-in-Place Concrete 03 30 00 - 10 Table 3.Minimum Ages Compressive Strength Testing Test Age Slab-on- Vertical (Days) Ground 1 - - 3 - - 7 - - 28 S S 5. Standard-cured(lab-cured): a. Store specimens at the Site for at least 16 hours at a temperature of 60 to 80 degrees F. Provide a temperature-controlled box or other enclosure if necessary. b. After at least 16 hours, but not more than 30 hours, transport the specimens to the laboratory and air cure at 73 degrees F and 100 percent relative humidity. 6. Field-cured: Cure in the vicinity of the area that they represent and in the same manner as that portion of the material. 7. Test results shall be reported in writing to Owner, Engineer, concrete supplier, and Contractor within 48 hours of testing. 8. High-Early Strength Concrete: Opening strength shall be determined at the testing frequency noted above,by: a. Field cured compressive strength testing,minimum of one strength test. b. Maturity Method per ASTM C 1074. Maturity curve shall be validated via compressive strength testing at desired opening age at initial placement and at least once every thirty(30)days thereafter regardless of placement schedule.Example: If placements 1 and 2 are more than 30 days apart, both placements shall require maturity curve validation via compressive strength testing. F. Maturity Method:Use of the maturity method shall be in accordance with ASTM C 1074.Maturity curve shall be validated via compressive strength testing at desired opening age at initial placement and at least once every thirty (30) days thereafter regardless of placement schedule. Example: If placements 1 and 2 are more than 30 days apart, both placements shall require maturity curve validation via compressive strength testing. G. Material Conformance Requirements: 1. Air content test requirements:Air content shall be within the tolerance of this specification. Concrete with an air content outside of the tolerance listed shall not be placed and shall be rejected. 2. Compressive strength requirements: Compressive strength is satisfactory if the average of the 28-day standard-cured compressive-strength tests equals, or exceeds (without exceeding the maximum), the specified 28-day compressive strength and no test value is more than 500 pounds per square inch less than the specified 28-day strength. Strength tests confirming 28-day strength are acceptable at earlier ages. 3. If both required,compressive strength of field-cured specimens is at least 85 percent of the companion standard-cured cylinders. H. The Contractor shall visually review, and mechanically sound using a chain or hammer, each placement area for defects after curing and protection. In addition to the requirements of this document,the following additional items shall constitute non-conformance of the concrete Work or material: 1. Delaminations. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Cast-in-Place Concrete 03 30 00 - 11 2. Voids, spalls, air bubbles, honeycomb, rock pockets, and form-tie voids, more than 2 percent of the surface area, any which are greater than 6 inches square, and any which result in insufficient structural capacity of the member as determined by Engineer. 3. Crazing and cracks in excess of 0.015 inch wide, any that penetrate to the depth of reinforcement, or completely through section.Notify Engineer immediately of cracks that penetrate completely thought the cross section. 4. Latent defects or those not on exposed surfaces that affect concrete's durability and structural performance as determined by Engineer. 5. Surface finish meets specified requirements. 6. Offsets at perimeter exceeding those specified. 3.7 NON-CONFORMING WORK OR MATERIALS A. If tests or observations indicate that the material, or Work, is not in conformance with the Construction Documents, at no cost to Owner, or Engineer, either: 1. Perform additional testing acceptable to Engineer to verify conformance with the Construction Documents. 2. Remove and replace material or Work. 3. Repair or replace non-conforming Work or materials using alternate repair approved by Owner and Engineer. B. If tests indicate that air entrainment, or other requirements have not been met, examine core samples petrographically, according to ASTM C856, to evaluate hardened concrete characteristics. If petrographic study indicates that acceptance criteria are not met, remove and replace non-conforming concrete areas at no cost to Owner. C. If compressive strength test results do not meet the acceptance requirements, procure core, test and submit results for three core samples in accordance with ASTM C42 from each portion of the structure represented by the unsatisfactory test results. Material shall be considered acceptable if the average of three cores is equal to 85 percent of the design strength, and no single test is less than 75 percent of the design strength. If strength acceptance criteria are not met, remove and replace non-conforming concrete areas at no cost to Owner. D. Perform additional inspection and testing, at no cost to the Owner, to determine compliance of replaced, or additional corrective Work. E. Additional time and expenses for Engineer resulting from non-conforming Work or material may be back-charged to the Contractor, or withheld from payment to the Contractor at the Owners option. 3.8 CLEANING A. At the end of each workday, clean the Site and Work areas and place rubbish, empty cans, rags, and other discarded materials in appropriate containers. B. After completing the miscellaneous steel Work: 1. Clean all materials resulting from Work that are not intended to be part of the finished Work using appropriate cleaning agents and procedures. Exercise care to avoid damaging surfaces. 2. Repair at no cost to Owner all items damaged during the Work. 3. Remove and legally dispose of debris and surplus materials from Site. RED'E EVE D 09/05/2024 ASPEN BUILDING DEPARTMENT Cast-in-Place Concrete 03 30 00 - 12 END OF SECTION RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Concrete Finishing 033500- 1 SECTION 03 35 00 CONCRETE FINISHING PART 1 GENERAL 1.1 SUMMARY A. Section Includes: Finishing of concrete repair materials. B. Related Sections: 1. Section 03 30 00—Cast-in-Place Concrete 2. Section 03 11 13 —Concrete Formwork 3. Section 03 39 00—Concrete Curing and Protection 1.2 UNIT PRICES A. Include with concrete repair work. 1.3 DEFINITIONS — NOT USED 1.4 SUBMITTALS — NOT USED 1.5 QUALITY A. Contractor Qualifications:Experienced firm that has successfully completed concrete repair work with similar materials, methods, and extent to that indicated or necessary for the Project. Must have completed successful projects with specified materials and required methods in local area for a minimum of five years. 1. Employ foreman with minimum five years of experience as foreman on similar projects, who is fluent in English, to be present at Site at all times during the Work. Do not change foremen during the course of the Project except for reasons beyond the control of Contractor; inform Owner and Engineer in advance of any changes. 1.6 MOCKUPS A. Mockups: Construct mockups in accordance with Section 03 30 00. 1.7 WARRANTY— NOT USED PART 2 PRODUCTS — NOT USED PART 3 EXECUTION 3.1 EXAMINATION A. Examine substrates and conditions for compliance with requirements and other conditions affecting the installation or performance of the concrete Work. 1. Verify that areas and conditions under which concrete Work is to be performed permit proper and timely completion of Work. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Concrete Finishing 03 35 00-2 2. Notify Architect/Engineer in writing of conditions which may adversely affect the installation or performance of the concrete Work and recommend corrections. 3. Do not proceed with concrete Work until adverse conditions have been corrected and reviewed by Architect/Engineer. 4. Commencing concrete Work constitutes acceptance of Work surfaces and conditions. 3.2 FINISHING EXPOSED SURFACES (NON-FORMED) A. Do not wet concrete surfaces or add cement prior to or during finishing. B. Do not use finishing aids of any kind, or any other product added during finishing. C. Do not apply a trowel finish on concrete repairs in non-conditioned spaces, or on any repair material with air content greater than 3 percent. D. Default finish types shall be as follows,unless otherwise noted on the construction documents: 1. Float finish: all surfaces to receive a waterproofing or coating. Any surface not otherwise described. 2. Broom finish: all surfaces subject to vehicular and pedestrian traffic. 3. Trowel finish: conditioned space top surfaces where adjacent concrete also has a trowel finish. E. Finish Type Description: 1. Float finish: Consolidate the surface with a float. Re-straighten, cut down high spots, and fill low spots.Repeat float passes and re-straightening until the surface is left with uniform, smooth, granular texture. 2. Float finish for waterproofing: Concrete surfaces to receive waterproofing membrane shall be smooth and have a surface texture equivalent to a wood float finish or as per ACI 301- 11.7.3 (except hand troweling is not required), left free of loose particles, and shall be without ridges,projections,voids, and concrete droppings. See float finish. 3. Broom Finish: After applying float finish, apply medium-broom finish, perpendicular to traffic flow, on top surfaces subjected to vehicular or pedestrian traffic. 4. Trowel Finish:After applying float finish,apply first trowel finish and consolidate concrete by hand trowel. Continue troweling passes and re-straightening until the surface is free of trowel marks and uniform in texture and appearance.Grind smooth any surface defects that would telegraph through applied coatings or floor coverings. F. At the tops of walls,horizontal offsets,and similar unformed surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed surfaces. DO NOT USE STEEL TROWEL FINISH ON AIR-ENTRAINED EXTERIOR CONCRETE. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces, unless otherwise indicated. G. The finished surface flatness shall be such that the measured gaps between the repair (and adjacent) surface and an unleveled, freestanding, 10-foot-long straightedge, resting on two high spots and placed anywhere on the surface, does not exceed 1/4 inch. H. Floor Surfaces: 1. Contractor shall measure and report floor test surfaces within 72 hours after completion of slab concrete finishing operations and before removal of supporting shores. Correct low and high areas. 2. Test surfaces sloped to drain for trueness of slope and smoothness;use sloped teiter C r=ID LIVG 09/05/2024 ASPEN BUILDING DEPARTMENT Concrete Finishing 03 35 00-3 I. Edge of repair shall be flush with adjacent concrete surface with 1/8-inch tolerance. J. Hot-Weather Conditions: Fog the surface with water if hot, dry, or windy conditions cause moisture loss approaching 0.2 pounds per square foot per hour (estimated per ACI 305R chart) before or during finishing operations. K. After concrete has gained sufficient strength to be unaffected by grinding, grind off fins, other projections, and high areas. 3.3 FINISHING FORMED SURFACES A. Provide surface finish 2.0 (SF-2.0) unless otherwise specified, at concrete surfaces exposed to public view,to those to be covered with another material applied to the concrete. B. Do not apply rubbed finish. C. Surface Finish Type Description: 1. Surface Finish-2.0 (SF-2.0): Repair voids larger than 3/4-inch wide or 1/2-inch deep. Repair or patch all form tie holes and similar construction related blemishes. Limit abrupt (over 1-inch or less) or gradual(5-foot straight edge)concrete repair surface irregularities to 1/4-inch(ACI 117 Class B). 2. Surface Finish-3.0 (SF-3.0): Repair voids larger than 3/4-inch wide or 1/2-inch deep. Repair or patch all form tie holes and similar construction related blemishes. Limit abrupt (over 1-inch or less) or gradual(5-foot straight edge)concrete repair surface irregularities to 1/8-inch(ACI 117 Class A). D. After concrete has gained sufficient strength to be unaffected by grinding, grind off fins, other projections, and high areas. 3.4 QUALITY ASSURANCE AND QUALITY CONTROL A. Latent defects or those not meeting the finish tolerances noted above,as determined by Engineer, shall be considered non-conforming materials. 3.5 NON-CONFORMING WORK OR MATERIALS A. If tests or observations indicate that the material, or Work, is not in conformance with the Construction Documents, at no cost to Owner, or Engineer, either: 1. Remove and replace material or Work in accordance with the Construction Documents. 2. Repair or replace non-conforming Work or materials using alternate repair approved by Owner and Engineer. B. Additional time and expenses for Engineer resulting from evaluation or additional review of non- conforming Work or material may be back-charged to the Contractor, or withheld from payment to the Contractor at the Owners option. END OF SECTION RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Concrete Curing and Protection 033900- 1 SECTION 03 39 00 CONCRETE CURING AND PROTECTION PART 1 GENERAL 1.1 SUMMARY A. Section Includes: Curing and protection of concrete and concrete repair materials. B. Related Sections: 1. Section 03 30 00—Cast-in-Place Concrete 2. Section 03 11 13 —Concrete Formwork 3. Section 03 35 00—Concrete Finishing 1.2 UNIT PRICES A. Include with concrete repair work. 1.3 DEFINITIONS — NOT USED 1.4 SUBMITTALS A. Submit product data for the following prior to start of work: 1. Curing material/process for unformed top surface repairs or replacement. 2. Curing material for formed repairs or replacements after forms are removed, but prior to end of curing period. 1.5 QUALITY A. Contractor Qualifications:Experienced firm that has successfully completed concrete repair work with similar materials, methods, and extent to that indicated or necessary for the Project. Must have completed successful projects with specified materials and required methods in local area for a minimum of five years. 1. Employ foreman with minimum five years of experience as foreman on similar projects, who is fluent in English, to be present at Site at all times during the Work. Do not change foremen during the course of the Project except for reasons beyond the control of Contractor; inform Owner and Engineer in advance of any changes. 1.6 MOCKUPS A. Mockups: Construct mockups in accordance with Sections 03 30 00. 1.7 WARRANTY— NOT USED PART 2 PRODUCTS 2.1 CURING MATERIALS A. Moisture-Retaining Cover: ASTM C171,white burlap-polyethylene sheet. RED:EIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Concrete Curing and Protection 033900-2 B. Membrane-Forming Curing Compound(vertical repairs only): ASTM C309, Type 2;VOCs less than legal limits. Silicate materials shall not be used. C. Water: Potable. PART 3 EXECUTION 3.1 CURING AND PROTECTION A. General: Protect freshly placed repair from premature drying and excessive cold or hot temperatures. 1. Curing method shall be applied within 30 minutes of material finishing. 2. Curing period shall be seven days. Maintain repair in a moist condition for at least seven days after placing. 3. Curing method shall be as noted below: a. Unformed Top Surfaces: Moisture retaining cover(first three days minimum),curing compound acceptable thereafter, install within 30 minutes of removing cover. b. Formed surfaces:Formwork,as specified in Section 03 11 13,shall meet requirements of curing for these elements. If formwork is removed prior to full curing period, install curing compound within 30 minutes of removing formwork. B. Curing Methods: 1. Moisture-retaining cover: a. Place cover in widest practicable width,with sides and ends lapped at least 12 inches. b. Seal sides and ends of cover by holding down with soil,concrete pieces,or some other weight, or by using waterproof tape or adhesive. c. Immediately repair holes or tears in cover during curing period,using cover material and waterproof tape. d. Re-wet repair surface as necessary to maintain in moist condition. 2. Curing compound: a. Apply curing compound uniformly in a continuous operation by power spray or roller according to manufacturer's written instructions and recommended coverage rate. b. Recoat areas subjected to heavy rainfall within three hours after initial application. c. Maintain continuity of compound and repair damage during curing period. C. Cold Weather Protection: Provide protection such as blankets, heated blankets, insulation, enclosures, and/or heaters to keep concrete protected from cold temperatures and frost. 1. Protection methods shall be installed immediately following installation of curing method. 2. Maintain concrete repair material above 55 degrees F until it has reached 3,500 psi based on field cured concrete cylinders,manufacture's test data(if testing is for cubes,value shall be 4,250 psi), or seven days,whichever is less. 3.2 QUALITY ASSURANCE AND QUALITY CONTROL A. Latent defects or those that affect concrete's durability and structural performance resulting from failure to cure or protect the concrete in accordance with this Section,as determined by Engineer, shall be considered non-conforming materials. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Concrete Curing and Protection 033900-3 3.3 NON-CONFORMING WORK OR MATERIALS A. If tests or observations indicate that the material, or Work, is not in conformance with the Construction Documents, at no cost to Owner, or Engineer, either: 1. Remove and replace material or Work in accordance with the Construction Documents. 2. Repair or replace non-conforming Work or materials using alternate repair approved by Owner and Engineer. B. Additional time and expenses for Engineer resulting from evaluation or additional review of non- conforming Work or material may be back-charged to the Contractor, or withheld from payment to the Contractor at the Owners option. END OF SECTION RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Miscellaneous Steel 05 04 00- 1 SECTION 05 02 00 STRUCTURAL STEEL PART 1 GENERAL 1.1 SUMMARY A. Section Includes: 1. Fabrication and installation of structural steel elements. 2. Connection to, or alteration of, existing steel elements. B. Related Sections: 1. Section 09 97 13 —Steel Coating 1.2 UNIT PRICES A. Payment shall be on a lump sum basis. 1.3 DEFINITIONS A. Installer: Used interchangeably for installer or erector. B. SSPC: The Society for Protective Catings. C. WPS: Welding Procedure Specification. 1.4 SUBMITTALS A. Submit the following prior to the start of work. B. Shop Drawings: Show fabrication and installation details of steel elements,including: 1. Dimensions, shapes and material using reference standards such as ASTM properties. 2. Details of cuts, connections, splices, camber, openings, and other pertinent data. 3. Weld sizes, lengths, and types by standard AWS symbols, including shop or field weld designation. C. Product Data and Test Reports: 1. Structural steel elements 2. Shear stud connectors D. Certificates: 1. Welding consumables—manufacturer's certificates. 2. Welder Performance Qualification Record(WPQR): a. Current WPQR (welder certification), qualified in accordance with Clause 4, Qualification, of AWS D1.1, for welders who will perform shop or site welding. b. WPQR shall be applicable to each WPS that welder will be designated to perform. E. Metallurgist Report: 1. Submit weldability analysis of existing steel to determine preheat and electrode requirements for making attachments to existing steel framing. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Miscellaneous Steel 050400-2 a. Existing steel is to be treated as an unlisted base metal in the context of AWS D1.1 unless weldability analysis indicates otherwise. b. Take one sample from each type of existing member to be welded. 2. Include Welding Procedure Specification (WPS) for welds to existing steel with the submitted weldability analysis. F. Test Reports: 1. Material Test Reports: For steel and stainless steel elements including those listed below; signed by steel manufacturer certifying compliance with appropriate specification;include physical properties and chemical analysis. G. Welding Qualification Data: 1. Welding Procedure Specification(WPS)for each weld type,process,parameters(i.e.,wire speed, voltage, amperage, etc.), and position, whether prequalified or qualified by testing by AWS D1.1, including the following: a. Certificate of conformance and product information sheet for consumables listed in the WPS. b. Supplemental welding procedures. 2. Procedure Qualification Record (PQR) of satisfactory certification testing for each non- prequalified welding procedure. H. Fabricator Qualifications: Evidence that fabricator's existing company has minimum five years of continuous experience in similar steel fabrication work; list of at least five representative, successfully-completed projects of similar scope and size, including: 1. Project name. 2. Owner's name. 3. Owner's Representative name, address, and telephone number. 4. Description of work. 5. Types of steel fabrication work. 6. Project supervisor. 7. Total cost of steel fabrication work and total cost of project. 8. Completion date. Fabricator's or erector's, as applicable, written quality control manual that shall include, as a minimum: 1. Material control procedures 2. Inspection procedures 3. Nonconformance procedures 4. Fabricator's or erector's, as applicable, QC inspector qualifications J. Installer Qualifications: Evidence that installer's existing company has minimum five years of continuous experience in similar steel installation work; list of at least five representative, successfully-completed projects of similar scope and size, including: 1. Project name. 2. Owner's name. 3. Owner's Representative name, address, and telephone number. 4. Description of work. 5. Types of miscellaneous steel installation work. 6. Project supervisor. 7. Total cost of miscellaneous steel installation work and total cost of project. 8. Completion date. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Miscellaneous Steel 050400-3 1.5 QUALITY A. Fabricator Qualification:Experienced firm that has successfully completed steel fabrication work similar in material, design, and extent to that indicated for Project. Must have successful fabrication with specified materials in local area in use for minimum of five years. B. Installer Qualifications: Experienced firm that has successfully completed miscellaneous steel installation work similar in material, design, and extent to that indicated for Project. Must have successful construction with specified materials in local area in use for minimum of five years. 1. Employ foreman with minimum five years of experience as foreman on similar projects, who is fluent in English,to be on Site at all times during the Work.Do not change foremen during the course of the Project except for reasons beyond control of Contractor; inform Architect/Engineer in advance of any changes. 1.6 MOCKUPS — NOT USED 1.7 WARRANTY— NOT USED PART 2 PRODUCTS 2.1 STEEL ELEMENTS A. W-and WT-Shapes: ASTM A992/A992M. B. Channels,Angles,M-Shapes, and S-Shapes: ASTM A36/A36M. C. Plates,Bars, and Rods: 1. Unless noted otherwise on the drawings: ASTM A36, Grade 36. 2. If noted as 50 ksi on drawings: ASTM A572, Grade 50. D. Hollow Structural Sections(HSS): ASTM A500/A500M, Grade B. 2.2 AUXILIARY MATERIALS A. Welding Electrodes: 1. Mild Steel: Comply with AWS D1.1 Table 5.3 requirements for Group II or higher steel specifications, and electrodes listed in approved WPSs. B. Shear Studs: ASTM A29,per 9.2.6 of AWS D1.1/D1.1M. C. Steel Coating: Reference Section 09 97 13. 2.3 FABRICATION A. Fabricate and assemble in shop to greatest extent possible. Comply with requirements of AISC 303, including tolerances. 1. Cut, drill, and punch elements cleanly and accurately. a. Remove burrs. 2. Cutting: a. Structural Steel: When thermal cutting is necessary, mechanically thermal cut to greatest extent possible. Grind thermally-cut edges to be welded to comply with requirements in AWS D1.1/D1.1M. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Miscellaneous Steel 050400-4 3. Holes: Fabricate bolt holes, holes required for securing other work to steel elements, and holes for other work to pass through steel elements. a. Cut, drill, or punch holes cleanly and accurately, perpendicular to steel surfaces. Do not thermally cut holes or enlarge holes by burning. 4. Grind edges of members to be coated to minimum radius of about 1/32 inch unless otherwise indicated. 5. Shear Studs: Prepare surfaces, install studs, inspect installed studs, and perform bend tests in accordance with requirements of AWS D1.1, Clause 7. 6. Mark and match-mark pieces for field assembly. B. Welded Connections, Structural Steel: Comply with AWS D1.1 for preheating,required profiles, tolerances,weld appearance,weld quality, and for methods used in correcting welding work. 1. Perform welding in accordance with approved WPSs by properly certified welders. 2. Remove dirt, grease, oil, and foreign matter by pickling, power brushing, degreasing, machining,or grinding,prior to welding. 3. Preheat base metal and maintain interpass temperatures in accordance with AWS D1.1/D1.1M. 4. Perform welding in a manner to: a. Minimize distortion of welded pieces. b. Obtain thorough fusion and required profile without cracking. 5. Remove slag from completed welds, and clean adjacent weld metal by brushing or other suitable means. PART 3 EXECUTION 3.1 EXAMINATION A. Examine substrates and conditions with Installer for compliance with requirements and other conditions affecting installation or performance of miscellaneous steel elements. 1. Verify elevations of bearing surfaces and locations of anchor rods,bearing plates,and other embedments. 2. Ensure that Work done by other trades is complete and ready for steel installation. 3. Verify that areas and conditions under which Work is to be performed permit proper and timely completion of Work. 4. Notify Engineer in writing of conditions which may adversely affect installation or performance of steel elements. Do not proceed with steel installation until adverse conditions have been corrected and reviewed by Engineer. Commencing miscellaneous steel Work constitutes acceptance of Work surfaces and conditions. 3.2 INSTALLATION, GENERAL A. Apply steel coating per Section 09 97 13 prior to installation as necessary where steel surfaces will be concealed following installation. B. General: 1. Install steel elements in accordance with requirements of AISC 303. 2. Position steel elements accurately in location, alignment, and elevation indicated, with edges and surfaces level,plumb,true, and free of rack. a. Maintain erection tolerances specified by AISC 303. b. Perform cutting, drilling, and fitting required to install steel elements. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Miscellaneous Steel 050400- 5 3. Provide temporary support for elements during installation to keep elements secure,plumb, and in alignment. Do not remove temporary supports until the installation is complete. 4. Align and adjust various members forming part of the assembly before permanently fastening. a. Before assembly, clean bearing surfaces and other surfaces that will be in permanent contact with adjacent elements. b. Perform necessary adjustments to compensate for discrepancies in elevations and alignment. c. Make allowances for difference between temperature at time of installation and mean temperature when structure is completed and in service. 5. Splice members only where indicated on Drawings or shop drawings approved by Engineer. 6. Do not use thermal cutting during installation unless approved by Engineer. C. Welded Connections, Structural Steel: Comply with AWS D1.1/D1.1M for preheating, required profiles, tolerances, weld appearance, weld quality, and for methods used in correcting welding work. 1. Perform welding in accordance with approved WPSs by properly certified welders. Take precautions for fire hazards at adjacent construction. 2. Remove dirt, grease, oil, and foreign matter by pickling, power brushing, degreasing, machining,or grinding,prior to welding. 3. Preheat base metal and maintain interpass temperatures. 4. Perform welding in manner to: a. Minimize distortion of welded pieces. b. Obtain thorough fusion and required profile without cracking. 5. Remove slag from completed welds, and clean adjacent weld metal by brushing or other suitable means. 6. Where existing members are to be welded, shore existing members in accordance with Drawings. Do not heat existing members more than necessary to achieve a satisfactory weld. Place welding work lead as close as possible to weldment being executed. D. Repair coating damaged during installation or affected by heat as necessary and apply steel coating to steel elements following installation per Section 09 97 13. 3.3 QUALITY ASSURANCE AND QUALITY CONTROL A. Testing Agency: Owner will engage a qualified special inspector to verify and inspect aspects of the steel installation, anchor installation and to inspect welds. 1. Welding inspection and welding inspector qualifications shall be in accordance with AWS D1.1/D1.1M. 2. Contractor to provide testing agency with access to places where Work is being installed to perform inspections. 3. Contractor to provide notice to testing agency of installation schedule. B. Welded Connections: Welds will be visually inspected according to AWS D1.1/D1.1M and the requirements of the applicable building code.Acceptance criteria will be in accordance with AWS D1.1/D1.1M. 1. Testing, in addition to visual inspection, will be performed on welds identified in the tail of the weld symbol or elsewhere on Drawings, and may be performed elsewhere at the discretion of the inspector.Welds will be tested by one or more of the following procedures in accordance with AWS D1.1: RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Miscellaneous Steel 050400-6 a. ASTM E165: Liquid penetrant(PT). b. ASTM E709: Magnetic particle(MT). c. ASTM E 164(reference blocks only): Ultrasonic (UT). d. ASTM E94: Radiographic(RT). 2. Correct deficiencies in Work that inspection and testing indicate do not comply with Contract Documents. C. Correct deficiencies in Work that inspection and testing indicate do not comply with Contract Documents at no cost to the Owner. Costs of additional testing or inspection resulting from non- confirming tests, inspections or observations shall be paid for by the Contractor, regardless of who was originally responsible for initial testing. 3.4 CLEANING A. At the end of each workday, clean the Site and Work areas and place rubbish, empty cans,rags, and other discarded materials in appropriate containers. B. After completing the miscellaneous steel Work: 1. Clean all materials resulting from Work that are not intended to be part of the finished Work using appropriate cleaning agents and procedures. Exercise care to avoid damaging surfaces. 2. Repair at no cost to Owner all items damaged during the Work. 3. Remove and legally dispose of debris and surplus materials from Site. END OF SECTION RED'E EVE D 09/05/2024 ASPEN BUILDING DEPARTMENT Steel Coating 099713 - 1 SECTION 09 97 13 STEEL COATING PART 1 GENERAL 1.1 SUMMARY A. Section Includes: Removal of surface contaminants, preparation of steel substrates, and the application of new coating system. 1.2 UNIT PRICES A. Steel coating shall be paid on a lump sum basis. Surface preparation and coating application shall be included. 1.3 DEFINITIONS A. Contractor Supervisor: The on-site person in charge for the Contractor. B. Painter: Refers to the individual workers conducting the work. C. Inspector(Coating Inspector): Coatings inspector hired by the Owner or Owners Representative. If no entity is retained,Engineer may perform some duties listed for the Inspector. D. Kit: All coating components (part A, B, etc.) mixed together to from final complete product as packaged in original containers from Coating Manufacturer. 1.4 SUBMITTALS A. Product Data Sheet (PDS) for all coatings: Coating manufacturer's literature including written instructions for evaluating, preparing, and treating substrate; technical data including tested physical and performance properties; mixing and application instructions; safety precautions for handling, storing, applying, and disposing of materials; and instructions for protecting surrounding areas from overspray. Include: 1. Surfaces to which materials will be applied. 2. VOC content of components. 3. Certification by coating manufacturer that products supplied comply with local VOC regulations. 4. Coating manufacturer's color chart showing full range of colors available. 5. Decoding information to verify shelf life of materials. 6. Include Safety Data Sheets (SDS) for information only; safety restrictions are the sole responsibility of Contractor. B. Safety Plan:Written action plan that complies with applicable government regulations and covers operational requirements for safe application of coating materials; means of protection of surrounding areas from overspray and rebound; and handling, storage, and disposal of hazardous and toxic materials (for review by Owner's Certified Industrial Hygienist (CIH) or Contractor's CIH;review by Architect/Engineer for information only). RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Steel Coating 099713 -2 C. Protection Plan: Submit a plan of action for environmental monitoring, testing, containment (enclosures), collection, and disposal of hazardous containing materials. D. Environmental Control Plan: Submit a plan for a temporary enclosure to control the local environment(temperature,humidity,ventilation,etc.)for preparation of surfaces and application and cure of coatings. E. Damaged coating and Pinhole Repair Procedure for approval.Repair procedure shall comply with the most stringent requirements of SSPC-PA 1. Repairs to the coating system must result in an acceptable uniform gloss and color on visible surfaces. F. Inspection Plan: Submit an inspection plan,including a sample of a daily Quality Control log,for review. Plan shall include list of testing and inspection equipment to be used. Plan shall also include project-specific hold points for inspection and testing.Plan shall also indicate the number and frequency of site visits by Manufacturer's Technical Representative. G. Applicator Qualifications: 1. Evidence that Applicator's existing company has minimum five years of continuous experience in similar coating work; list of at least five representative, successfully- completed projects of similar scope and size,with specified materials or similar systems in quantities similar to this Project, including: a. Project name. b. Owner's name. c. Owner's Representative name, address, and telephone number. d. Description of work. e. Coatings used. f. Project supervisor. g. Total cost of coating work and total cost of project. h. Completion date. H. Sample Warranty: Copy of Contractor's warranty, stating obligations,remedies, limitations, and exclusions. Submit with bid. 1. A letter of intent to warranty coating before start of work. I. Manufacturer's written acceptance of the coating system for the application, written acceptance of approved mockup, and maintenance recommendations for specified coating system(s). J. Installation instructions(information only). K. Installation field logs and reports. 1.5 QUALITY A. Applicator Qualifications: Qualified firm that is approved by coating manufacturer to install coating.Must have installations of specified materials in local area in use for minimum of 5 years. 1. Employ foreman trained with minimum of 5-years of experience as foreman on similar projects,who is fluent in English,to be on site at all times during Work. 2. Employ painter trained with minimum of five years of experience in the preparation and coating of materials. B. Owner,Engineer and Coating Inspector will periodically observe progress, evaluate quality, and perform tests of the coatings. All direction or modification with regard to the specifie6 E No 09/05/2024 ASPEN BUILDING DEPARTMENT Steel Coating 099713 -3 performance of the work shall be made by the Engineer or Owner. While representatives of the coating manufacturer may be present at the site,they do not have the authority to modify or dictate changes to the Contract Documents or performance of the work. C. Permit Engineer and Coating Inspector to perform field testing of coatings and Contractor shall repair test areas damaged by testing. D. Coating manufacturer may review surface preparation and coating applications on site during installation. Coating manufacturer may also perform or observe tests of the coatings. Contractor shall repair test areas damaged by testing. E. General: 1. Review specifications for requirements affecting Work. Conflict between these specifications and coating manufacturer's requirements or specifications,or other pertinent specifications, shall be immediately brought to the attention of the Engineer during the submittal process. The more stringent requirement shall govern the work unless approved by the Owner and Engineer. 2. Work in-place shall be subject to inspection testing. Work found to be unacceptable shall be replaced with new, acceptable work, at no cost to the Owner. 3. If a temporary enclosure around the work area is needed, provide lighting or enclosures which allow for equivalent of at least 25-foot candles on the surface to be coated. 4. The Contractor is solely responsible for quality regardless of whether or not an independent Coating Inspector is present. F. Manufacturer: 1. Manufacturer's technical representatives may perform site visits throughout the project including: a. To make observations for conformance with requirements may include: 1) Surface preparation. 2) Surface profile or observation of surface profile measurement. 3) Coating application. 4) Measuring wet film thickness or performing measurement. 5) Measuring dry film thickness of cured coating. 6) Measuring adhesion of cured coating. b. As necessary to advise the Contractor of procedures and precautions for use of the materials. 2. Manufacturer's representatives may perform a final inspection of completed work. G. Contractor: 1. Contractor shall have a dedicated Field Quality Control Representative on site during all stages of the work. a. Contractor Field Quality Control Representative shall be on site at all times during final surface preparation and coating. 2. Contractor Supervisor shall be on site during all preparation and coating work. 3. Contractor shall have experience with similar projects for the successful field application of coating to structural steel. 4. Contractor shall be qualified, in writing, for application of the coating system by the coating manufacturer. 5. Contractor Field Quality Control Representative Qualifications: a. A minimum of 10 years of experience in the quality control of preparation and coating of structural steel. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Steel Coating 099713 -4 b. Shall be NACE Level 1 Certified Coating Inspector or equivalent SSPC certification. 6. Contractor Supervisor Qualifications: a. A minimum of 10 years of experience in the preparation and coating of structural steel. b. A minimum of three (3) years of experience in supervising this type of Work. Apprentices shall be under direct supervision of an experienced supervisor. 7. Coating Installer Qualifications: a. A minimum of 5 years of experience in the preparation and coating of structural steel. H. Coating Inspector: Owner,at their discretion may retain a coating inspector to inspect the coating work, including performance of destructive and non-destructive testing. 1. The coating inspector does not have the authority to modify, change or formally interpret the requirements of the Contract Documents as those or the responsibility of the Engineer and/or Owner. 2. Provide access to all areas of coating work as are required to be provide to the Owner and Engineer. 3. Work performed by the coating inspector does not relieve the Contractor from performance of any quality assurance or quality control activities outlined herein, or generally required to complete the Work. 1.6 MOCKUPS— NOT USED 1.7 WARRANTY— NOT USED PART 2 PRODUCTS 2.1 MATERIAL COMPATIBILITY A. Provide materials for use within each coating system that are compatible with one another and substrates indicated, under conditions of service and application as demonstrated by manufacturer,based on testing and field experience. B. Provide products of same manufacturer for each coat in coating system. C. Provide products from same batch for each component. 2.2 COATING SYSTEMS (AND SURFACE PREPARATION BELOW COATING) A. Apply coating systems in accordance with manufacturer's directions. Follow additional requirements of this specification. B. Provide coating system recommended by manufacturer specifically for intended use. C. Approved Coating Manufacturers 1. The Sherwin Williams Company, 15484 College Boulevard,Lenexa,Kansas 66219. 2. Tnemec Company, Inc., 6800 Corporate Drive,Kansas City,Missouri 64120. D. Coating System for Existing Steel Columns and Column Surround Angles: 1. Surface preparation: SSPC SP-10 Near-white Metal Blast Cleaning and the requirements of this specification. 2. Basis of Design(Sherwin Williams Company) a. Primer Coat: Macropoxy 646, 8.0 - 10.0 mils DFT b. Finish Coat: Macropoxy 646, 8.0— 10.0 mils RE r WED 09/05/2024 ASPEN BUILDING DEPARTMENT Steel Coating 099713 - 5 c. Filler Material: Steel Seam FT910 applied after primer in accordance with recommendations of product manufacturer. E. Coating System for steel framing to receive fireproofing: 1. Surface preparation: SSPC SP-10 Near-white Metal Blast Cleaning and the requirements of this specification. 2. Basis of Design(Sherwin Williams Company) a. Primer Coat: Macropoxy 646, 8.0 - 10.0 mils DFT b. Filler Material: Steel Seam FT910 applied prior to primer in accordance with recommendations of product manufacturer. PART 3 EXECUTION 3.1 PROJECT CONDITIONS A. Environmental Limitations: Apply coating when existing and forecast weather conditions permit coating to be installed according to coating manufacturer's written instructions. 1. Temperature-Unless otherwise specified by the coating manufacturer, do not apply when substrate and ambient temperatures are less than 50 degrees F or more than 95 degrees F. Coatings shall not be applied if the temperature is high enough to cause blistering. 2. Humidity- The coating shall not be applied when the relative humidity is greater than 90 percent nor when a combination of temperature and humidity conditions are such that moisture condenses on the surface being coated. The surface temperature shall be at least 5°F higher than the dew point,as determined in accordance with ASTM E337. 3. Spray painting - Spray painting shall not be permitted when wind velocities are greater than 20 MPH. 4. These conditions will be determined by the Engineer at locations representative of the surfaces to be cleaned and painted. Work accomplished under unfavorable weather conditions will be considered unacceptable and complete recleaning and repainting of these areas will be required at the Contractor's expense. B. Verify existing dimensions and details prior to start of coating Work. Notify Engineer of conditions found to be different than those indicated in the Contract Documents. Engineer will review situation and inform Contractor and Applicator of changes. C. Equipment, material, and appliances required for completion of Work, shall be so located and operated as to provide for maximum efficiency,safety of public and persons employed at the site, and to prevent damage to new and existing construction, in accordance with the Contractor's safety plan, OSHA, and applicable safety codes and regulations. D. Assume full responsibility for protection and safekeeping of products stored on premises,and for their proper use. E. Provide Engineer and Owner with safe access to the Work for close-range evaluation. F. Provide Engineer and Owner with access to mixed solutions of the coating products at the Site when so requested by Owner.Permit Owner and Engineer to collect samples of coating materials, if determined to be necessary by the Owner. These samples may be laboratory tested to ensure that the products used in the coating process are the same as the approved materials. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Steel Coating 099713 -6 G. Where conditions are uncovered that are not anticipated by the specifications, notify Owner in writing immediately,before repairs are initiated. H. Comply with Owner's limitations and restrictions for Site use and accessibility. Handle and install materials in strict accordance with safety requirements required by coating manufacturer;Safety Data Sheets(SDS);and local,state,and federal rules and regulations. Safety Data Sheets(SDS) shall be available for ready reference on Site. J. Maintain adequate ventilation during preparation and application of coating materials. 3.2 EXAMINATION A. Examine substrates and conditions, for compliance with requirements and conditions affecting performance of work. 1. Atmospheric Conditions: Follow manufacturer's directions for allowable atmospheric conditions.Do not apply coatings if the following variables are likely to exceed or fall short of manufacturer's parameters. a. Measure dew point with a psychrometer or other suitable instrument prior to application. Do not apply if dew point is outside specification requirements. b. Perform surface temperature readings on substrate to receive coating prior to application. Do not apply if surface temperature of steel is outside specification requirements. c. Measure ambient air temperature and relative humidity in area of work prior to coating application. Do not apply if ambient air temperature and relative humidity is outside manufacturer's parameters. 2. Verify compatibility with and suitability of substrates, including compatibility with and durability of existing finishes or primers. 3. Begin coating application only after unsatisfactory conditions have been corrected and surfaces are dry. 4. Coating application indicates acceptance of surfaces and conditions by the Contractor. 3.3 PROTECTION A. Protect existing construction and work in place from damage resulting from operations related to the Work including removals, reinstallation, and the storage, preparation, handling, and application of coating materials.Work required in this Section includes use of chemicals that can harm workers and other persons,animals,plants,and damage vehicles,other property. Take care to protect these items.Damage to adjacent property,buildings,vehicles,site features,etc.,caused by coating operations shall result in no additional cost or liability to the Owner, Engineer, or Coating Inspector. B. Exercise caution in performing Work so as not to damage other Owner and site elements. Protect the building and site elements from damage. Materials and items damaged by coating process shall be repaired to the satisfaction of the Owner without additional cost to the Owner. C. Protection materials shall be carefully and thoroughly removed upon completion of Work. D. Work required in this Section includes use of chemicals that can harm workers and other persons, animals,plants, and damage vehicles,other property. Take care to protect these items. BEDE WED 09/05/2024 ASPEN BUILDING DEPARTMENT Steel Coating 099713 -7 E. The wind velocity and direction shall be considered as having a major impact on blasting and spraying operations.Use necessary precautions to prevent undue dispersing of material.Use wind screen/overspray nets to minimize the spillage impact on the buildings and Site. Contractor is responsible for any damage to adjacent surfaces, environment,vehicles, etc. 3.4 SURFACE PREPARATION A. Phase surface preparation as necessary to ensure steel surfaces that will be concealed following erection are coated. B. Clean substrates of substances that could impair bond of coatings, including dirt, oil, grease, and incompatible paints and coatings. C. Surface Preparation 1. Do not prepare steel when the surface temperature is less than 5 degrees Fahrenheit above the dew point, or when the relative humidity exceeds 85 percent. Surface areas exposed to condensation or moisture prior to receiving primer coat shall be re-prepared. 2. Remove grease, oil, dirt, and other surface contaminants from areas to be painted, in accordance with SSPC-SP 1,prior to preforming the required surface preparation. 3. Prepare surfaces to standards reference in the coating material section above. 4. Remove all dust, and paint residue from steel surfaces. Surfaces shall be compliant with ISO 8502-3 Level 1 or better. 5. Control environmental conditions and apply primer before rusting of the surface that could limit adhesion occurs. Only prepare enough surface area that can meet the surface preparation requirements and be coated same day. a. Coatings consisting of more than one part shall be used in their entirety or discarded (do not split kits). 6. Select areas of transition as shown on the construction documents will be repaired by the Contractor with the use of an approved filler material. This repair shall be performed prior to installing primer. D. Conduct quality control testing prior to, during, and after surface preparation and coating application. 1. SSPC-Vis-1 shall be used as a guide to judge prepared surfaces. 2. Final approval of surface preparation shall be based on approved mockup. E. Applicator and coating manufacturer's representative shall examine substrate to ensure that it is properly prepared and ready to receive coating. 1. Coating manufacturer's representative shall report in writing to Applicator and Engineer conditions which may adversely affect coating system installation or performance. 2. Do not proceed with coating application until unsatisfactory conditions have been corrected and reviewed by Engineer. 3. Commencing application constitutes acceptance of Work surfaces and conditions. 3.5 COATING APPLICATION A. Phase coating application as necessary to ensure steel surfaces that will be concealed following erection are coated. B. Apply coatings according to manufacturer's written instructions and these specifications.Follow manufacturer's written instructions for recoat times for all products. RED'E EVE D 09/05/2024 ASPEN BUILDING DEPARTMENT Steel Coating 099713 - 8 C. Mix materials thoroughly to achieve uniform, smooth consistency. Do not thin or dilute unless permitted by coating manufacturer;use recommended thinners within recommended limits. 1. Stir as required during application. 2. If surface film forms,do not stir film into material.Remove film and strain coating material before using. 3. Maintain containers used for mixing and applying coating in clean condition, free of foreign materials and residue. D. Apply coating by roller, spray, or brush. Use applicator and technique best suited for substrate and type of material being applied. 1. Apply materials as soon as practicable after completion of surface preparation or full curing of previous material application. 2. Do not coat over conditions detrimental to formation of durable coating film, such as dirt, rust, scale, grease, or moist or scuffed surfaces. 3. Stripe Coat: Apply brush-applied stripe coat during each coating application (i.e. primer and finish coat)to all welds,bolts,threads, corners, and edges. 4. Prime exposed steel surfaces to provide specified thickness or as recommended by coating manufacturer,whichever is greater. 5. After the steel is primed, it shall be cleaned as needed to ensure no surface contaminants are present before subsequent coating.If more than 3 weeks has elapsed since the steel was primed, or if in the opinion of the Engineer the surface is unfit for top coating,the surface shall be scrubbed with a mild detergent solution (any commercial laundry detergent), thoroughly rinsed with water,and allowed to dry for 24 hours before the surface is coated. 6. Apply finish coat to provide specified thickness. Do not apply second coat until first coat has fully cured. Select application method to avoid excessive coating thickness. a. If undercoats or other conditions show through final coat, apply additional coats until coating film is of uniform finish, color,and appearance, if approved by Engineer. b. Ensure that edges, corners, and crevices receive minimum dry film thickness. c. Brush Application: Work material into surface in even film. Eliminate cloudiness, spotting, holidays, laps, brush marks, runs, sags, ropiness, or other surface imperfections.Neatly draw lines at edges and color breaks. d. Roller Application: Keep cover wet; do not dry roll. Apply material in sections. Lay on required amount of material, working material into grooves and rough areas. Then level material,working it into surface. e. Spray Application: Use spray application only when permitted by manufacturer's written instructions and authorities having jurisdiction. Apply material to provide equivalent hiding of brush-applied coat.Do not double back,building up film thickness of two coats in one application. f. All dry spray shall be removed, by sanding if necessary. In areas of deficient primer thickness, the area shall be thoroughly cleaned with power washing equipment, as necessary to remove all dirt; the area shall then be wire brushed, vacuumed and recoated. g. All metal coated with impure, unsatisfactory or unauthorized coating material, or coated in an unworkmanlike or objectionable manner, shall be thoroughly cleaned and recoated or otherwise corrected as directed by the Engineer. 7. Do not coat over UL,FMG,or other labels. E. Coating system application shall be pinhole-free for each coat. If test confirms the presence of pinholes, repair pinholes and retest. Pinhole and holiday detection tests shall be conducted after final cure of the finish coat. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Steel Coating 099713 -9 F. If undercoats or other conditions are visible through final coat, apply additional touch-ups until cured film has a uniform coating finish, color, and appearance. G. Apply coatings to produce surface films without cloudiness,spotting,holidays,laps,brush marks, runs, sags,ropiness, or other surface imperfections. Produce sharp glass lines and color breaks. H. All runs and sags should be brushed out immediately. If not, and the coating has cured,the runs and sags shall be removed by sanding and the affected area repainted. I. Minor coating defects, handling damage and other occasional nonconforming conditions, and destructive test sites shall be repaired such that the final product meets the requirements of these specifications. The Engineer shall have final authority concerning the coating's uniformity and acceptable appearance. 3.6 REPAIR PROCEDURE A. Repairs to coating may become necessary due to chemical exposure or mechanical damage. Perform repairs as specified herein, or as otherwise required by the coating manufacturer. B. Solvent clean the areas in accordance with SSPC SP1 using an appropriate and effective solvent, then to abrade the damage area to sound primer, or in the case of damaged primer, to sound substrate by whatever means feasible. C. The area immediately adjacent to the repair should also be SP 1 cleaned and feather-edge abraded and blended into the repair area; extending into the sound coating 2 to 4 inches. Ensure all areas to be coated are contaminant/chemical free. D. The abraded prepared area should then be again solvent wiped with an appropriate solvent and the coating then applied to a clean, dry, and contaminant free surface. E. The application of the coating(s)should begin in the repair area and extend into the feather-edged margin,with care being taken to keep the application within the abraded area(s). 3.7 QUALITY ASSURANCE AND QUALITY CONTROL A. Maintain quality control log including all specified quality control information. B. Do not apply any coatings when measurements, observations, readings, etc. are not in conformance with manufacturer's written instructions or these specifications. C. The Contractor shall submit daily inspection reports which include day, time, and location of all quality control tests specified. Reports shall include: 1. Project Name 2. Location of structure 3. Description of work performed 4. Name of Person Performing Tests(Contractor Field Quality Control Representative) 5. Contractor Project Number 6. Paint removal method and times of paint removal 7. Coatings used 8. Batch numbers of coatings 9. Batch number of thinners 10. Hold point inspections completed RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Steel Coating 09 97 13 - 10 11. Non-conformance and corrective actions 12. Inspection equipment calibration dates. D. Quality control testing and procedures to be performed by the Contractor shall include, but are not limited to the following: 1. Pre-surface preparation for obvious defects and contamination to be removed in accordance with the specified preparation requirements. 2. Test compressed air to ensure no moisture or oil contamination.Use a clean white piece of blotter paper held approximately 18 inches from the air supply downstream of the moisture and oil separators. The air is permitted to blow on the blotter paper for 3 minutes and is then inspected for signs of detrimental amounts of moisture or oil contamination. If there is no discoloration, the air is acceptable. If moisture or oil is visible, the air shall not be used. Check air at least once every four hours. 3. Surface Profile: a. The profile shall be measured using replica tape and measured with a spring micrometer,ASTM D4417. b. Frequency of measuring profile shall be once per day of surface preparation, or once per aisle,whichever is more frequent. 4. Evaluate compliance of surface preparation as required by each individual mockup requirements. 5. Remove all dust, and paint residue from steel surfaces. Test steel surfaces prepared for painting for cleanliness per ISO 8502-3 immediately prior to coating application. Dust quantity rating shall be 1 or better. Use Scotch Transparent 3/4-inch Tape Cat. 600 for performance of the ISO 8502-3 test. Apply pressure to the tape in accordance with ISO 8502-3 Paragraph 6.2 a). Frequency of testing shall be as follows: a. Perform surface cleanliness tests (ISO 8502-3) on each mockup area that has been prepared,blown-down,vacuumed, etc. b. Tests shall be performed in at least triplicate on representations of the surface as a whole, including pitted areas. c. When any one (1) cleanliness test is not in compliance with the requirements of the specification, it shall be cause for temporary non-compliance of that area. Re-clean the surfaces of the entire non-compliant test area and areas that have yet to be tested. d. Do not always test the same steps; make assurances that random steps are tested through the course of the work. 6. Surface temperature shall be taken using a surface thermometer prior to the application of any coating and at least once every two (2) hours during application. No coating shall be applied if temperature is outside the range provided in the manufacturer's written instructions. 7. Air temperature,relative humidity, and dew point before application of any coating and at least once every two (2) hours during application. If readings are not in conformance to manufacturer's written instruction,no coating shall be conducted. 8. Observation of coating mixing and application for conformance to manufacturer's instructions. 9. Painter shall confirm wet film thickness of each coating application taken randomly using a notched gage. 10. Measure dry film thickness in accordance with SSPC PA-2, electronic method. a. Verify dry film thickness of the coating using method and frequency recommended by manufacturer or according to ASTM D7091 and SSPC PA-2 Procedure for Determining Conformance to Dry Coating Thickness Requirements but not less than one measurement per 50 sq. ft. of coating application. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Steel Coating 09 97 13 - 11 b. The dry film thickness measured must be in accordance with SSPC PA-2 Level 1. If the coating thickness is not satisfactory,coatings shall be installed at no added cost to the Owner. 11. Perform adhesion testing in accordance with ASTM D4541. a. Testing frequency shall be one test at the mockup, and one additional random test at a location selected by the Engineer. b. Each test location shall consist of three pull-off adhesion tests. c. Minimum passing average value for a test location shall be 350 psi,with no individual test less than 300 psi. E. The Contractor Field Quality Representative shall, at a minimum,have the following inspection equipment on site and in good working order: 1. Blotter paper. 2. Replica tape in a range for the required profile and spring micrometer. 3. SSPC-Vis 1 and SSPC-Vis 3. 4. Pressure sensitive tape for testing in accordance with ISO 8502-3. 5. Surface temperature thermometers(laser thermometers are acceptable). 6. Air temperature,relative humidity, and dew point meter(s). 7. Nordson Wet film coating thickness gages. 8. Electronic dry film thickness gage capable of measuring thickness in accordance with SSPC PA-2. 9. Portable adhesion tester. 10. Camera. F. Schedule hold points between all major operations for inspection. All hold points shall be coordinated and reviewed with Coating Inspector, or Engineer, prior to proceeding. Document the following in daily inspection reports: 1. Surface preparation. 2. Primer coat inspection. 3. Finish coat inspection. 4. Any corrective action required at any step. G. Allow Owner,Engineer and Coating Inspector access,as needed,to observe progress and quality of portion of completed and ongoing Work. H. Owner reserves the right to invoke the following procedure at any time and as often as the Owner deems necessary during the period when coatings are being applied: 1. Owner may engage services of a qualified testing agency to sample coating material being used. Samples of material delivered to Project site will be taken, identified, sealed, and certified in presence of Contractor. a. Testing agency may perform tests for compliance with specified requirements. 2. Owner may direct that coating application stop if test results show that materials being used do not comply with specified requirements. Contractor will recoat and tint rejected work at no additional cost to the Owner.If new coating application is incompatible with rejected coated surfaces, preparation procedures specified in this Section will be performed again at no additional cost to the Owner. Owner may, at its expense, perform the following tests. Contractor shall provide access to test locations determined by Engineer for testing. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Steel Coating 09 97 13 - 12 1. Measure surface chloride contamination with Chlor Test Kit from KTA-Tator, Inc. (http://www.ktagage.com) once for every 10 square feet of surface prepared. Surface chloride contamination shall be no more than 2 micrograms per square centimeter. 2. Measure dry-film thickness of coating. Coating thickness is acceptable if within specified range. 3. Perform adhesion tests per ASTM C3359,Test Method A,after coating has cured.Coating adhesion is acceptable if no peeling or coating removal occurs(Rating 5A). 4. Perform pull-off tests per ASTM D4541, after coating has cured. Coating application is acceptable if test results are at least 350 pounds per square inch. 5. If coating application is acceptable, Owner will pay Contractor to repair substrate and coating as necessary at test locations. 6. If coating application is unacceptable, Engineer will determine remedy. Contractor shall remove and replace unacceptable coating or perform other remedial actions at no cost to Owner.Contractor shall also repair substrate and coating at test locations with unacceptable results at no cost to Owner. Contractor may, at own expense, perform additional measurements and testing to determine limits of areas with unacceptable coating. J. Coating Materials: 1. Permit Owner, Engineer or Coating Inspector to collect samples of coating materials, if determined to be necessary by the Owner. These samples may be laboratory tested to ensure that the products used in the coating process are the same as the approved materials. 2. Provide Owner, Engineer and Coating Inspector with access to mixed solutions of the coating products at the Site when so requested by the Owner. 3. Failure to maintain approved chemicals,products, concentrations, etc., shall be reason for the immediate termination of the Contract Agreement. K. Coating Process: 1. Permit Owner and Engineer to conduct tests on coated surfaces if deemed necessary by Owner. Tests will be performed to determine if coatings are being applied according to manufacturer's instructions and approved field samples. 2. Recoat rejected area without additional cost to Owner if Owner determines that coated surfaces are noncompliant to manufacturer's instructions and approved field samples. 3. Recoat affected area without additional cost to Owner if Owner determines that coating has not been satisfactorily applied. L. Damaged coating adjacent to work shall be touched up and restored before final acceptance. M. Repair test locations performed by Engineer or Coating Inspector. 3.8 NON-CONFORMING WORK OR MATERIALS A. If tests or observations indicate that the material, or Work, is not in conformance with the Construction Documents, at no cost to Owner, or Engineer: 1. Perform additional testing acceptable to Engineer to verify conformance with the Construction Documents. Additional testing may include: a. If pull-off strength tests on the prepared surface do not meet the required criteria, remove the repair material represented by the test,adjust preparation and/or placement procedures as necessary, and retest. 2. Remove and replace material or Work in accordance with the Construction Documents. 3. Repair or replace non-conforming Work or materials using alternate repair approved by Owner and Engineer. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Steel Coating 09 97 13 - 13 B. Additional time and expenses for Engineer resulting from evaluation or additional review of non- conforming Work or material may be back-charged to the Contractor, or withheld from payment to the Contractor at the Owners option. 3.9 CLEANING A. Immediately clean up spatter, spillage, and misplaced paint to restore affected area to its original condition. Do not scratch, damage,or deface adjacent finished surfaces. B. At the end of each workday, clean Site and Work areas and place rubbish, empty cans,rags, and other discarded materials in appropriate containers. C. After completing coating Work: 1. Clean spillage and soiling from adjacent surfaces using cleaning agents and procedures recommended by manufacturer of affected surface. Exercise care to avoid scratching or damage to surfaces. 2. Repair surfaces stained,marred, or otherwise damaged during coating Work. 3. Clean up debris and surplus materials and remove from Site. D. Waste Management: 1. Collect surplus coating materials that cannot be reused and deliver to recycling or disposal facility. 2. Treat materials that cannot be reused as hazardous waste and dispose of in an appropriate manner. END OF SECTION RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Warranty Form - Concrete(all Division 03) 00 65 36 INSTALLER'S WARRANTY FOR CONCRETE AND CONCRETE REPAIRS Installer: Address: Owner: Owner Address: Project Address: Building Name: Area of Work: Substantial Completion Date: Warranty Period: years Expiration Date: AND WHEREAS Concrete Installer has contracted, either directly with Owner or indirectly as subcontractor, to warrant said Work against faulty or defective workmanship for designated Warranty Period, NOW THEREFORE Concrete Installer hereby warrants, subject to terms and conditions herein set forth, that during Warranty Period it will, at its own cost and expense,make or cause to be made such repairs to or replacement of said Work as are necessary to correct faulty and defective Work and warrants against the following. 1. Components of the concrete that does not comply with requirements;that do not maintain general durability; or that deteriorate in a manner not clearly specified as an inherent quality of the material for the application indicated,regardless of whether the Work was previously accepted by Owner. 2. Delamination of the cementitious material from the substrate concrete or delamination within the material itself. 3. Surface defects, including but not limited to:blisters; curling; delamination; dusting;popouts; scaling(including mortar flaking); spalling. 4. Cracking. Including,but not limited to,those due to inadequate thickness or improperly cut or placed control joints. 5. Damage by exposure to foreseeable weather. Warranty is made subject to the following terms and conditions: 1. Specifically excluded from Warranty are damages to Work and other parts of the building, and to building contents, caused by: a. lightning; b. fire; c. activity adjacent to Work by others,including construction contractors,maintenance personnel, other persons, and animals,whether authorized or unauthorized by Owner's Represe E IV ..D 09/05/2024 ASPEN BUILDING DEPARTMENT Warranty Form - Concrete(all Division 03) 00 65 36 2. When Work has been damaged by any of foregoing causes, Warranty shall be null and void until such damage has been repaired by Concrete Installer and until cost and expense thereof have been paid by Owner or by another responsible party so designated. 3. Concrete Installer is responsible for damage to Work covered by Warranty but is not liable for consequential damages to building,pedestrians or vehicles using the Work. 4. During Warranty Period, if Owner allows alteration of Work by anyone other than Concrete Installer, including cutting, patching, and maintenance, Warranty shall become null and void on date of said alterations, but only to extent said alterations affect Work covered by Warranty. If Owner engages Concrete Installer to perform said alterations,Warranty shall not become null and void unless Concrete Installer, before starting said work, shall have notified Owner in writing, showing reasonable cause for claim,that said alterations would likely damage or deteriorate Work, thereby reasonably justifying limitation or termination of Warranty. 5. Owner will promptly notify Concrete Installer of observed, known, defects, or deterioration and will afford reasonable opportunity for Concrete Installer to inspect Work and to examine evidence of such defects, or deterioration. Concrete Installer shall inspect defect, or deterioration within 72 hours of notification. 6. If permanent repair or replacement of warranted condition cannot be made immediately, due to weather conditions, availability of appropriate labor or materials, building occupancy, etc., Concrete Installer must make, or cause to be made, immediate temporary repairs to prevent any further damage, deterioration, or unsafe conditions. Permanent repair or replacement of warranted condition shall be scheduled as soon thereafter as practical,and with Owner's consent and approval. 7. If Owner notifies Concrete Installer of warranted condition that requires immediate attention to prevent potential injury or damage, and Concrete Installer cannot or does not promptly inspect and repair same, either permanently or temporarily, then Owner may make, or cause to be made, such temporary repairs as may be essential and Concrete Installer will reimburse Owner for cost of such repairs. Such action will not relieve Concrete Installer of its obligation to perform any necessary permanent repairs, and Warranty shall remain in full force and effect for remaining portion of its original term. 9. Concrete Installer shall provide equipment, labor, and material required to remedy warranted conditions, including repair or replacement of damage to other work resulting therefrom, and removal and replacement of other work required to access warranted condition.Additional required work will be at Concrete Installer's sole expense for full term of Warranty. Warranty includes removal and replacement of concrete and sealants. 10. Warranty is recognized to be only Warranty of Concrete Installer on said Work and shall not operate to restrict or cut off Owner from other remedies and resources lawfully available to Owner in cases of Concrete failure. Specifically, Warranty shall not operate to relieve Concrete Installer of responsibility for performance of original Work according to requirements of Contract Documents, regardless of whether Contract was directly with Owner or with Owner's General Contractor. RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT Warranty Form - Concrete(all Division 03) 00 65 36 IN WITNESS THEREOF, and intending to be legally bound hereby, Concrete Installer has caused this document to be executed by undersigned,duly-authorized officer. By: Corporate Seal: (Signature of Concrete Installer) (Name) (Date) Notary Public Seal: Subscribed and sworn before me this day of My commission expires RECEIVED 09/05/2024 ASPEN BUILDING DEPARTMENT