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Document Version Date - Template Version Date – 12/10/14
2017 Native Aquatic Species Restoration Facility - Hatchery Buildings
BIDDING AND CONTRACT INFORMATION
IFB1: 2017*250
APPR. CODE PC017AH30
PRE-BID CONFERENCE: May 4, 2017 at 1:00 P.M.
BID OPENING: May 25, 2017 at 1:30 P.M.
haszj Highlight
*****NOTICE*****
SUBMITTAL OF BID:
You must include as part of the bid documentation the following items:
You must include as part of the bid documentation the following items:
1. Contract Proposal - Pages 1, 2, and 3
2. Bid Schedule - Signed and addendums acknowledged (if any)
3. Bid Bond - Can be a Bond, Certified Check or Cashier’s Check only.
4. W9 – Failure to submit will not result in rejection of bid but may result in delay of award.
5. SDVOSB certification Issued through the U.S. Department of Veterans Affairs (if applicable)
6. Colorado Labor Justification if not using 80% Colorado Labor (>$500,000)
CONTRACTOR RESPONSIBILITY:
Visit the site and determine to your own satisfaction the amount and type of work to be performed to complete the project in accordance with the drawings, specifications and Contract Documents before submitting your bid. Refer to Specifications for Contractor Responsibility during construction.
IMPORTANT—NOTICE TO BIDDER
On the envelope submitting your bid, it is imperative:
1. That it be addressed to:
CAPITAL DEVELOPMENT PROGRAM
COLORADO PARKS & WILDLIFE
6060 North Broadway Denver, CO 80216
E.�. That your name and address appear in the UPPER LEFT CORNER
3 That the bottom portion of this label is cut (on dotted line), and attached to the LOWER LEFT
CORNER
DATE OF OPENING: May 25, 2017
TIME OF OPENING: 1:30 P.M.
BID FOR: 2017 Native Aquatic Species Restoration Facility - Hatchery Buildings
SEALED BID
↓CUT HERE↓
NOTE REGARDING DELIVERY OF
YOUR BID: CPW is experiencing delays (currently about 24 hours) in delivery of U.S. Postal Service Express Mail. Contractors must take this into account when sending bid documents.
Native Aquatic Species Restoration Facility 16400-1 2017 Hatchery Buildings
SECTION 16400 - SERVICE AND DISTRIBUTION
1. SCOPE OF WORK:
Furnish all labor, materials and equipment required to complete the work of the noted Sections of this Division described herein and on the drawings.
2. WORK INCLUDED:
The work shall include, but is not necessarily limited to, electrical service and distribution systems.
3. MEASUREMENT :
Basic Materials and Methods shall not be measured separately but shall be included as part of the Furnish and Install Electrical Service and Fixtures bid item as identified on the bid schedule.
4. QUALITY ASSURANCE:
Except as modified by governing codes and by the Contract, comply with the applicable provisions and recommendations of the following:
I. Panelboards: Comply with Underwriters' Laboratories Standards UL 50 and UL 67, Federal Standard W-P-115A, Amendment Number 2, and National Electrical Manufacturers' Association Standard PB-1.
II. Circuit Breakers: Comply with Underwriters' Laboratories Standard UL 489, Federal Standard W-C-375a, Amendment Number 4, and National Electrical Manufacturers' Association Standard AB-1.
III. Ground Fault Circuit Interrupt (G.F.C.I.): Underwriters' Laboratories Standards
IV. Except as modified by governing codes and by this specification, comply with the applicable provisions and recommendations of the following: Institute of Electrical and Electronics Engineering, National Electrical Manufacturers Association, Underwriters' Laboratories, Utility Company Standards, ASA, AIEE.
5. SUBMITTALS:
Refer to Section 01300 - Submittals, for requirements.
6. PRODUCTS:
Service Panel:
A. Provide panelboard consisting of an assembly of branch circuit switching and protective devices mounted inside a dead front enclosure. Provide the number and size of these branch circuit devices as indicated on the drawings. The panel shall have the following specifications.
1. Amperage - 300 amps.
haszj Cross-Out haszj Text Box 200 amps
| Cost Estimate |
| Bid Item Descriptions (Working) |
| Project Boiler Plate |
| 2017 Native Aquatic Species Restoration Facility - Hatchery Buildings |
| IFB1: 2017*250 |
| APPR. CODE PC017AH30 |
| PRE-BID CONFERENCE: May 4, 2017 at 1:00 P.M. |
| BID OPENING: May 18, 2017 at 1:30 P.M. |
| INVITATION FOR BIDS |
| MINORITY BUSINESS OPPORTUNITY CONTRACT REQUIREMENTS |
| CONTRACT PROPOSAL |
| BID SCHEDULE |
| SUBMITTAL OF BID: |
| UCONTRACTOR RESPONSIBILITYU: |
| (Page Intentionally Left Blank) |
| BID FOR: 2017 Native Aquatic Species Restoration Facility - Hatchery Buildings |
| 2017 Native Aquatic Species Restoration Facility - Hatchery Buildings |
| IFB1: 2017*250 |
| APPR. CODE PC017AH30 |
| PRE-BID CONFERENCE: May 4, 2017 at 1:00 P.M. |
| BID OPENING: May 18, 2017 at 1:30 P.M. |
| SECTION 01310 - CONSTRUCTION SCHEDULES |
| SECTION 01720 – AS-CONSTRUCTED AND RECORD DOCUMENTS |
| I. Payment for As-Constructed and Record documents shall not be made as a line item but shall be included in Mobilization. |
| Refer to Section 01300 – Submittals, for requirments. Final payment will not be made until As-Constructed and Record documents are received and accepted as complete by the Project Manager. |
| 5. UMAINTENANCE OF DOCUMENTS: |
| I. Store documents in clean, dry area seperate from documents used for construction. |
| II. Documents shall be made available for inspection by Project Manager upon request. |
| 6. URECORDING: |
| I. The Project Manager will provide the contractor one set of design drawings and specifications to record information. |
| II. Label each drawing sheet “AS-CONSTRUCTED” and cover sheet of specifications in neat large printed letters. |
| III. Record information concurrently with construction progress. |
| A. Do not backfill work until required information is recorded. |
| B. Use dark pen or pencil. Ink shall not be water based and lettering shall be legible and not subject to easy smearing. |
| IV. Mark drawings to record actual construction. |
| A. Field dimensions, elevations, and details. |
| B. Changes made by Project Manager in approved modifications. |
| C. Details not on original drawings. |
| D. Horizontal and vertical locations of underground facilities (pipelines, electric line, valves, fittings, etc.) and appurtenances referenced to a minimum of two permanent surface improvements or project coordinates/datum. |
| SECTION 02050 - MOBILIZATION |
| SECTION 02050 - MOBILIZATION |
| I. Payment for mobilization will be made on a contract lump sum basis as shown in the Bid Schedule. The lump sum price bid will be paid once only and shall include complete mobilization and demobilization regardless of the number of times the equipme... |
| II. Mobilization shall include the obtaining of all permits, insurance, and bonds, and the moving onto the site of all plant and equipment; for furnishing and erecting plants, temporary buildings, and other construction facilities; all as required for... |
| A. Moving onto the site of all the Contractor's plant and equipment required for the first month's operations. |
| B. Installing temporary construction power and wiring. |
| C. Establish fire protection system. |
| D. Provide on-site sanitary facilities as specified. |
| E. Arrange for and erect the Contractor's work and storage area. |
| F. Submit all required insurance certificates and bonds. |
| G. Post all required OSHA notices and establish on-site safety programs. |
| H. Have the Contractor's superintendent at job site full time. |
| I. Construction schedule. |
| J. List of subcontractors. |
| K. General cleanup of the project area. |
| L. Shop drawings and product submittals. |
| M. Maintaining and submitting As-Constructed and Record documents per specifications |
III. The Contractor's attention is directed to the condition that no payment for mobilization, or any part thereof will be approved for payment nor paid for under the Contract until all mobilization items listed above have been completed as specified ...
| SECTION 02200 - EARTHWORK |
| SECTION 02200 - EARTHWORK |
| I. UClassification of SoilsU: ASTM D 2487 and ASTM D 2488. |
| II. UDensity Relations of SoilsU: Maximum Dry Density as determined by ASTM D 698 or AASHTO T 99 (Standard Proctor). |
| III. UDensity for Sands and GravelsU: Relative Density Method ASTM D 4253 and ASTM D 4254. |
| IV. UIn-place Density DeterminationU: Nuclear Method ASTM D 2922 or Sandcone Method ASTM D 1556. |
| I. A qualified soil testing lab shall be retained to perform density testing, with field technicians working under the supervision of a Colorado registered professional engineer. |
| II. Denisty and moisture content testing shall be performed for every 500 cubic yards of in place fill, or at least two (2) tests per dam, or at least one (1) test per culvert installation location. |
| III. Tests which fail density specification shall be reported verbally to the Project Manager within four (4) hours, either in person or via telephone. |
| IV. Soil within the failed area shall be subjected to additional compaction, moisture conditioning with additional compaction, or other corrective measures, and shall be retested. Implementation of corrective measures and retesting shall continue unt... |
| V. All test results, description of corrective measures, and retest results shall be provided to the Project Manager in writing within 48 hours of testing. Facsimile or electronic mail are acceptable forms of providing this information |
| VI. Any failed areas for which corrective measures and retesting do not document that the material meets specification shall be removed and replaced to specification at the contractors expense. |
| I. UGeneralU: |
| II. UStripping and ObstructionsU: |
| A. Remove the materials and obstructions previously described within the designated clearing limits to a maximum depth of (6) inches below the existing natural grade. |
| B. The stripped topsoil and other organic materials (roots, etc.) shall be transported and stockpiled at an approved location on the site. |
| C. Replace and spread the topsoil on those areas subjected to earthwork operations. Compact with two passes of equipment over the surface after being uniformly spread. |
| I. UClassification of ExcavationU: |
| UCommon ExcavationU: |
| II. UUtilization of Excavated MaterialU: |
| III. UDisposal of Surplus and/or Waste MaterialU: |
| I. UCompacted FillU: |
| A. ULines and GradesU: |
| B. UQuality AssuranceU: |
| II. UImported FillU: |
| In addition, this material shall have a liquid limit not exceeding 35 and a plasticity index of not over 6 when determined in accordance with AASHTO T 89 and AASHTO T 90 respectively. |
| III. UBlading and ShapingU: |
| IV. UDensityU: |
| V. USoil ContentU: |
| VI. UPlacementU: |
| VII. UMoisture ControlU: |
| VIII. UCompaction ProcessU: |
| UGeneralU: |
| SECTION 02220 - STRUCTURE EXCAVATION AND BACKFILLING |
| SECTION 02220 - STRUCTURE EXCAVATION AND BACKFILLING |
| I. UEarthworkU: |
| II. UDewateringU: |
| I. UClassification of SoilsU: ASTM D 2487. |
| II. UDensity Relations of SoilsU: Maximum Dry Density as determined by ASTM D 698 or AASHTO T 99 (Standard Proctor). |
| III. UDensity for Sands and GravelsU: Relative Density Method ASTM D 4253 and ASTM D 4254. |
| IV. UIn-place Density DeterminationU: Nuclear Method ASTM D 2922 or Sandcone Method ASTM D 1556. |
| I. A qualified soil testing lab shall be retained to perform density testing, with field technicians working under the supervision of a Colorado registered professional engineer. |
| II. Density and moisture content testing shall be performed for every 500 cubic yards of in place fill, or at least two (2) tests per dam, or at least one (1) test per culvert installation location. |
| III. Tests which fail density specification shall be reported verbally to the Project Manager within four (4) hours, either in person or via telephone. |
| IV. Soil within the failed area shall be subjected to additional compaction, moisture conditioning with additional compaction, or other corrective measures, and shall be retested. Implementation of corrective measures and retesting shall continue unt... |
| V. All test results, description of corrective measures, and retest results shall be provided to the Project Manager in writing within 48 hours of testing. Facsimile or electronic mail are acceptable forms of providing this information |
| VI. Any failed areas for which corrective measures and retesting do not document that the material meets specification shall be removed and replaced to specification at the contractors expense. |
| I. USelect MaterialU: |
| A. UClass IU: Angular, 1/4 to 1 1/2 inches, graded stone including slag, cinders and crushed stone. |
| B. UClass IIU: Coarse sand and gravels with maximum particle size of 1/2 inch with no more than 12% passing a No. 200 sieve. Soil Types GW, GP, SW and SP are included. |
| C. UClass IIIU: Fine sand and clayey gravels including sands, sand-clay and gravel-clay mixtures. Soil Types GM, GC, SM and SC are included. |
| D. UClass IVU: Inorganic silts or clays, silty or clayey fine sands, gravelly or silty clays. Soil Types ML, CL, MH and CH are included. |
| II. UImported MaterialU: |
| III. URelative DensityU: |
| 95% Standard Proctor - 75% Relative Density |
| I. UGeneralU: |
| II. UUnderground ObstructionsU: |
| A. UUnsuitable BearingU: |
| B. UFreezingU: |
| C. UDimensionsU: |
| III. UShoringU: |
| IV. UClassification of ExcavationU: |
| UCommon ExcavationU: |
| V. UOverexcavationU: |
| VI. UUnsuitable FoundationU: |
| VII. UDewateringU: |
| I. UGeneralU: |
| II. UPlacementU: |
| III. UConcrete StructuresU: |
| IV. UImported BackfillU: |
| A. Imported fill shall have the following gradation: |
| B. In addition, this material shall have a liquid limit not exceeding 35 and a plasticity index of not over 6 when determined in accordance with AASHTO T 89 and AASHTO T 90 respectively. |
| C. The material shall be Class III or better: fine sand and clayey gravels including sands, sand-clay and gravel-clay mixtures. Soil Types GM, GC, SM and SC are included. |
V. UGradingU:
| SECTION 02221 - TRENCHING AND BACKFILLING |
| SECTION 02221 - TRENCHING AND BACKFILLING |
| I. UTrenching and BackfillU: |
| II. UDewateringU: |
| Dewatering shall not be measured, but shall be included in the trenching and backfilling. |
| III. UImported MaterialU: |
| Imported material shall not be paid separately, but shall be included in the installation of the pipe. |
| I. UClassification of SoilsU: ASTM D 2487 and ASTM D 2488. |
| II. UDensity Relations of SoilsU: Maximum Dry Density as determined by ASTM D 698 or AASHTO T 99 (Standard Proctor). |
| III. UDensity for Sands and GravelsU: Relative Density Method ASTM D 4253 and ASTM D 4254. |
| IV. UIn-place Density DeterminationU: Nuclear Method ASTM D 2922 or Sandcone Method ASTM D 1556. |
| V. UPipe Embedment MaterialsU: ASTM D 2321. |
| I. USelect MaterialU: |
| A. UGeneralU: Provide laboratory tests for the material. |
| B. UClass IU: Angular, 1/4 to 1-1/2 inches, graded stone including slag, cinders and crushed stone. |
| C. UClass IIU: Coarse sand and gravels with maximum particle size of 1-1/2 inch with no more than 12% passing a No. 200 sieve. Soil Types GW, GP, SW and SP are included. |
| D. UClass IIIU: Fine sand and clayey gravels including sands, sand-clay and gravel-clay mixtures. Soil Types GM, GC, SM and SC are included. |
| E. UClass IVU: Inorganic silts or clays, silty or clayey fine sands, gravelly or silty clays. Soil Types ML, CL, MH and CH are included. |
| II. UImported MaterialU: |
| III. URelative DensityU: |
| A. 95% Standard Proctor - 75% Relative Density |
| I. UGeneralU: |
| II. UDewateringU: |
| III. UTrench WidthU: |
| IV. UDimensionsU: |
| V. UObstructionsU: |
| VI. UShoringU: |
| VII. UClassification of ExcavationU: |
| UCommon ExcavationU: |
| VIII. UOverexcavationU: |
| IX. UDisturbed FoundationU: |
| X. UUnsuitable FoundationU: |
| XI. UTunnelingU: |
| XII. UUtilization of Excavated MaterialU: |
| XIII. UDisposal of Surplus and/or Waste MaterialU: |
| I. UGeneralU: |
| II. UInspection and ApprovalU: |
| III. UImported BackfillU: |
| IV. UMoisture ControlU: |
| V. UPlacement and MethodsU: |
| A. UGeneralU: |
| B. UFoundationU: |
| C. UPipe EmbedmentU: |
| 1. UBeddingU: Place select material from the bottom of the trench to a minimum of 4 inches or the depth shown on the drawings. Mechanically tamp to a minimum of 85% of maximum dry density. |
| 2. UHaunchingU: Shape the trench bottom to provide firm, stable and uniform support for the full length of the pipe and joints. Dig bell holes to provide a minimum of 2 inches clearance between the bell and the material. Adjust pipe for line and gr... |
| 3. UInitial BackfillU: Compact select material to a minimum of (85%) of maximum dry density. Do not drop material or perform compaction directly over the top of the pipe. Place initial backfill from the springline to a minimum depth of 6 inches ove... |
| 4. UCompacted Final BackfillU: Mechanically compact lifts to a minimum of 95 percent of maximum dry density. Perform in roadways, dikes, or where otherwise shown on the drawings. |
| 5. UTopsoilU: Place removed topsoil over the trench unless otherwise shown on the drawings. |
| VI. USettlementU: Within one year after final acceptance of the project, utilities or other improvements adversely affected by settlement, repair the settled areas to proper grade and condition at no expense to the Owner. |
| VII. USurface RestorationU: |
| A. UUnsurfaced AreasU: All surface cuts shall be, as a minimum, restored to a condition equal to that prior to construction. All streets shall be restored in accordance with the regulations and requirements of the agency having control or jurisdicti... |
| B. USurfaced AreasU: All surface cuts shall be, as a minimum, restored to a condition equal to that prior to construction. All gravel or paved streets shall be restored in accordance with the regulations and requirements of the agency having control... |
| C. UEasements, Cultivated or Agricultural AreasU: In easements, cultivated or agricultural areas, remove topsoil to a depth of (6) inches from the area of general disturbance and stockpile. After installation of all pipelines, appurtenances and stru... |
VIII. UGradingU:
| SECTION 02279 - WATER QUALITY CONTROL |
| SECTION 02279 - WATER QUALITY CONTROL |
| I. Erosion control and disposal of water resulting from dewatering operations shall be considered as incidental to the construction and all costs thereof shall be included in the related construction. |
| II. Temporary erosion and pollution control measures required due to the Contractor's negligence, carelessness, or failure to install permanent controls shall be performed at the Contractor's expense. |
| The Contractor shall comply with the "Colorado Water Quality Control Act," Title 25, Article 8, CRS "Protection of Fishing Streams", Title 33, Article 5, CRS; "Clean Water Act", 33 USC 1344; regulations promulgated; certifications issued; and to the... |
| A. The Contractor shall provide immediate permanent or temporary pollution control measures to prevent contamination of adjacent streams, lakes, ponds, or other watercourses or water impoundments areas. |
| B. Cut slopes shall be seeded and mulched as the excavation proceeds. |
| C. Temporary pollution control shall include conducting required dewatering of excavations in a manner that avoids pollution and erosion. Water from dewatering operations shall not be discharged into natural streams or waterway, into irrigation di... |
| D. Temporary pollution control shall include construction work outside the project area where necessary for borrow pits, haul roads and equipment storage sites. |
| E. The Contractor shall prepare schedules for accomplishing temporary and permanent erosion control work and submit them for acceptance at the preconstruction conference. The schedules for the proposed method of erosion control shall include all co... |
| F. The Contractor shall incorporate all permanent erosion control features into the project at the earliest practicable time as outlined in the accepted schedule. Erosion control features shall be maintained by the Contractor until the project is ac... |
| G. In the event of conflict between these requirements and water quality control laws, rules, or regulations of other Federal, State or local agencies, the more restrictive laws, rules, or regulations shall apply. |
| UWater Quality ControlU: |
| A. UDescriptionU: |
| B. URequirementsU: |
| 1. All reasonable steps shall be taken to insure that the Contractor's provisions for the control of erosion and sedimentation and the protection of water quality comply with applicable standards, permit conditions, and regulations of appropriate a... |
| 2. Permanent erosion and sediment control measures shall be installed at the earliest practicable time. One of the first construction activities shall be the placement of permanent and temporary erosion and sediment control measures around the per... |
| 3. Temporary erosion and sediment control measures shall be coordinated with permanent measures to assure economical, effective, and continuous control throughout the construction phase. |
| 4. Erosion and sediment control measures shall be continuously maintained to perform their intended function during construction of the project. |
| 5. Construction operations in rivers, streams, lakes, or other bodies of water shall be restricted to: |
| a. Channel change areas designated on the plans. |
| b. Areas designated on the plans which must be entered to construct structures or erosion and sediment control measures; and |
| c. Areas where waters must be forded no more than four times per day to facilitate construction. Fording waters more than four times per day will not be permitted; temporary bridges or other structures shall be constructed where more than four crossi... |
| 6. Pollutant byproducts of construction, solids, sludges, pollutants removed in the course of treatment of wastewater, and material from sediment traps shall be handled, stockpiled, or disposed of in such a manner so entry into any watercourse or im... |
| 7. The use of chemicals such as soil stabilizers, dust palliatives, sterilants, growth inhibitors, fertilizers, deicing salts, etc., during construction shall be in accordance with the manufacturer's recommended application rates, frequency, and instr... |
| 8. Any diversion from, or bypass of, facilities necessary to maintain compliance with the terms and conditions contained in these Specifications is prohibited except, (1) where unavoidable to prevent loss of life or severe property damage, or (2) wher... |
| 9. Areas where fuels, lubricants, and other petroleum distillants are stored shall be restored to their original condition. Equipment servicing shall occur within approved designated areas. |
| 10. Areas designated on the plans shall be seeded or revegetated at the earliest practicable time to prevent soil erosion. |
| 11. The practices listed below shall be followed to minimize the pollution of wetlands, watercourses, and impoundments. |
| a. Discharge of dredged or fill material into waterbodies or wetlands shall not be permitted. |
| b. Discharges into spawning areas during spawning seasons shall not be permitted. |
| c. Adverse impacts on the aquatic system caused by the accelerated passage of water or the restriction of its flow shall be minimized. |
| d. Heavy equipment working in wetlands shall be on mats to prevent undue disturbance and damage to the wetlands area. |
| e. Discharge into breeding areas of migratory waterfowl shall not be permitted. |
| f. All temporary fills shall be removed in their entirety. |
| g. Heavy equipment use in or around waterbodies or wetlands shall be of such type that will not produce environmental damage |
12. Requests for clarification of the permit or certification provisions shall be directed to the Project Manager.
| SECTION 02545 - AGGREGATE BASE COURSE |
| SECTION 02545 - AGGREGATE BASE COURSE |
| I. UDensity for Sands and GravelsU: Relative Density Method ASTM D 4253 and ASTM D 4254. |
| II. UIn-place Density DeterminationU: Nuclear Method ASTM D 2922 or Sandcone Method ASTM D 1556. |
| UClass 5U: |
| UClass 6U: |
| I. A qualified soil testing lab shall be retained to perform density testing, with field technicians working under the supervision of a Colorado registered professional engineer. |
| II. Denisty and moisture content testing shall be performed for every 50 cubic yards of in place fill, or at least two (2) tests per site. |
| III. Tests which fail density specification shall be reported verbally to the Project Manager within four (4) hours, either in person or via telephone. |
| IV. Base course within the failed area shall be subjected to additional compaction, moisture conditioning with additional compaction, or other corrective measures, and shall be retested. Implementation of corrective measures and retesting shall conti... |
| V. All test results, description of corrective measures, and retest results shall be provided to the Project Manager in writing within 48 hours of testing. Facsimile or electronic mail are acceptable forms of providing this information |
| VI. Any failed areas for which corrective measures and retesting do not document that the material meets specification shall be removed and replaced to specification at the contractors expense. |
| I. UPreparationU: |
| II. UPlacementU: |
| III. UMixingU: |
| IV. UShaping and CompactingU: |
| SECTION 02610 - PIPE AND FITTINGS |
| SECTION 02610 - PIPE AND FITTINGS |
| I. The pipe shall not be separately but shall be included in the related bid items as noted in the bid schedule |
| II. Quantities shall not be measured for connecting hardware and structure attachments or other necessary equipment or materials needed for a complete installation, but shall be included into the installation of the pipe. |
| I. UAlignmentU: |
| II. UPlacementU: |
| III. UHandlingU: |
| IV. UPressure Testing (Air Test)U: |
| A. Perform testing in the presence of the Project Manager prior to backfilling. Furnish water for testing. |
| B. Place sufficient backfill prior to filling with water and testing to prevent lifting of the pipe. If it is necessary to partially backfill the line prior to testing to hold the line in place, the initial backfill shall cover only the body of the p... |
| C. Plug or cap the ends and cleanouts of the line with inflatable stoppers or other suitable test plugs. |
| D. Add air slowly to the test section until the pressure inside the pipe reaches 4.0 psig. Allow the pressure to stabilize such that a pressure between 4.0 and 3.5 psig is maintained. The pressure will normally drop slightly after install pressurizati... |
| E. Disconnect air supply and decrease pressure to 3.5 psig before starting the test. |
| F. Monitor the pressure for 5 minutes. The pressure should not drop by more than 1 psig for every 1000 ft of the line in the 5 minute period. |
| G. Should the line fail the pressure test, the source of the failure shall be determined and corrected at the Contractor’s expense. |
| H. Once the source has been fixed the pipe shall be retested. |
| I. UPVC PipeU: |
| A. UGeneralU: |
| UPressure PipeU: |
| B. UJointsU: |
| UBell and SpigotU: Pipe joints, complying with ASTM D 3139, shall be made using an integral bell with an elastomeric gasket push-on type joint or using machined couplings of a sleeve type with rubber ring gaskets and machined pipe ends to form a push... |
| C. UUnionsU: Unions shall be rated for Schedule 80 PVC materials and fittings and comply with ASTM D 1784 for PVC Type 1, Grade 1. Threaded fittings shall conform to ASTM D 2464. |
| D. USchedule PVC PipeU: Schedule pipe requirements shall meet ASTM D 1785 using PVC 1120, 1220 or 2120. Socket type fittings for solvent welded joints shall conform to ASTM D 2467 for Schedule 80, ASTM D 2466 for Schedule 40 and ASTM D 2464 for the t... |
| II. UAssociated Fittings and AdaptersU: |
| A. UCompression CouplingsU: UAPACU, UDresserU, URomacU compression coupling, or approved equal. The coupling shall be of the type necessary for connecting the type and diameters of pipe required. |
| B. UPVC FittingsU: Unless otherwise noted on drawings or in the specifications, fittings for PVC pipe shall be PVC and certified for the pressure rating of the associated pipe. Elbow fittings shall be standard angles, a combination of standard angle... |
| I. Place markers at all angle points, intersections, and at 500' intervals along pipelines. |
| II. UStampU: |
| A. Waterline: The pipe cap shall be stamped "W" and painted blue. |
| B. Sewer: The pipe cap shall be stamped "S" and painted yellow. |
| C. Gas: The pipe cap shall be stamped "G" and painted red. |
III. UBuried Detection TapeU:
| SECTION 02640 - VALVES AND GATES (WORKING) |
| 02640 – VALVES AND GATES |
| SECTION 03100 - STRUCTURAL CONCRETE FORMWORK |
| SECTION 03100 - STRUCTURAL CONCRETE FORMWORK |
| UStandardsU: |
| A. “Recommended Practice for Concrete Formwork", ACI 347 |
| B. “Building Code Requirements for Structural Concrete”, ACI 318-08 |
| C. "Chapter 19", International Building Code. |
| D. U.S. Product Standard PS 1-74 for Plywood. |
| E. Standard Grading and Dressing Rules No. 167 of the West Coast Lumber Inspection Bureau. |
| I. UPlywoodU: |
| II. USteel PanelsU: |
| III. UFraming, Studding, and BracingU: |
| IV. UForm TiesU: |
| A. Form ties shall be of a cone-type snap-tie configuration type or as approved by the Project Manager. They shall have a minimum working strength when fully assembled of 3,000 pounds. Ties shall be adjustable in length permitting complete tightenin... |
| B. Ties used in structures designed to contain water shall be USuperior Concrete Specialties, Inc.U, 3M Waterseal Snap Tie or approval equal. |
| V. UForm CoatingsU: |
| VI. UChamfer StripsU: |
| I. Construct forms to slopes, lines and dimensions shown, plumb, straight and sufficiently tight to prevent leakage, ACI 347, Chapter 2, Construction. |
| II. Securely brace, frame and shore forms to prevent displacement and to safely support construction loads, APA Form V 345. |
| III. Provide temporary openings in formwork, when needed, for concrete placement. |
| IV. All exposed external corners shall have chamfers of 3/4 inch. |
| V. Provide inspection and cleanout openings at the bottom of forms for columns, pilasters, walls over 8 feet in height, and for forms for irregularly shaped placement where cleaning and inspection from the top would be impractical. |
| I. UDefective WorkU: |
| II. URemoval of FormsU: |
| A. Do not remove forms and supports until concrete has attained sufficient strength to support anticipated loads. |
| B. The listing below serves only as a guide in determining the minimum length of time required before removal of forms and is based on the use of Type II Portland Cement. When high early strength Portland Cement is used, the length of time listed bel... |
| Thin walls (12 inches or less) and sides of beams and girders - 48 hours. |
| C. Use methods of form removal which will not cause overstressing of the concrete. Remove supports to permit the concrete to uniformly and gradually take the stress due to its own weight. Do not use high impact methods to remove supports. |
| D. Break back ties after concrete has cured sufficiently to maintain unbroken bond with steel rod. |
| III. UReuse of FormsU: |
| Reused forms for exposed concrete work shall be reconditioned to "like new" condition. Reused forms shall be cleaned, repaired, and recoated before each reuse. |
| IV. UBlockoutsU: |
| Where pipes, castings, or conduits pass through the walls, place such pipes or castings in the forms before pouring the concrete, or in special cases, with the express consent of the Project Manager or as specified, build accepted boxes in the forms t... |
| SECTION 03200 - CONCRETE REINFORCEMENT |
| SECTION 03200 - CONCRETE REINFORCEMENT |
| I. Manual of Standard Practice for Detailing Reinforced Concrete Structures, ACI 315. |
| II. Manual of Standard Practices, Concrete Reinforcing Steel Institute. |
| I. Deliver reinforcement to project site in bundles marked to coordinate with placement drawings. |
| II. Handle and store to prevent contamination from dirt, oil and other materials which will affect bond. |
| III. Store a minimum of 6" above ground and in locations where the material will not be subject to abuse. |
| I. UReinforcing BarsU: |
| II. UWelded Wire FabricU: |
| III. UTie WireU: Steel, black, annealed, 16-gauge minimum. |
| IV. UMetal AccessoriesU: |
| V. UReinforcing FibersU: |
| Shall be UPropexU (30TUwww.propexinc.comU30T), “Novomesh 950” or approved equal. Any approved equal shall be designed to resist both shrinkage and temperature cracking as well as flexural strength. Fiber-reinforcement shall be installed in all slab... |
| I. USplicesU: |
| A. Do not splice bars except at locations shown or noted on the drawings or as otherwise approved. |
| B. All effort shall be made to minimize the number of splices on the project. When splices are used, splices shall meet Type B, ACI 318 requriements. |
| C. Tie lap splices securely with wire to prevent displacement of splices during placement of concrete. |
| D. Perform welded splices in accordance with AWS 12.1. |
| II. Remove dirt, grease, oil, loose mill scale, excessive rust, and foreign matter that may reduce bond with concrete. |
| III. Keep reinforcing in proper position during concrete placement. |
| IV. Maintain minimum concrete cover over reinforcement as specified in ACI 318 or as noted. |
| V. UReinforcing FibersU: |
| SECTION 03252 - INSERTS AND FASTENING DEVICES |
| SECTION 03252 - INSERTS AND FASTENING DEVICES |
| Refer to Section 01300- Submittals for requirements. |
| I. Qualify each PVC welder by demonstrated welding performance on straight and intersection welds. Test samples to 75% of tensile and shear stresses of original product. Testing by independent testing laboratory. |
| II. Design waterstop intersection fastening methods where normal welding is not appropriate. Design shall be by waterstop manufacturer. |
| I. UJoint Filler |
| II. UEmbedded PipeU: |
| III. UAnchor BoltsU: |
| I. UEmbedded MaterialsU: |
| A. Coordinate the location and placement of all items to be embedded in concrete. |
| B. Coat any embedded aluminum with asphalt paint. |
| C. Cadmium or aluminum coated steel materials shall be coated with asphalt paint. |
| SECTION 03300 - CAST IN PLACE STRUCTURAL CONCRETE |
| SECTION 03300 - CAST-IN-PLACE STRUCTURAL CONCRETE |
| I. UGeneralU: |
| II. UStructuresU: |
| III. UDimensionsU: |
| Allowable Tolerances: |
| IV. UControl TestsU: |
| A. UTesting LaboratoryU: Retain the services of a testing laboratory under the direction of a professional engineer and pay all costs to take samples, make tests. The testing laboratory shall be independent of both the contractor and the supplier. |
| Field technicians shall be ACI certified as a Concrete Field Testing Technician. Laboratory technicians shall be ACI certified as either Concrete Strength Testing Technician or Concrete Laboratory Testing Technician. |
| B. UExtent of TestsU: Take samples and make tests for each 25 cubic yards of fresh concrete or fractional amount placed, but not less than one set for each day's concreting. Take air entrainment and slump tests for each batch or truck of concrete de... |
| 1. UCompression and Strength TestsU: Each test shall consist of four standard cylinders (either 6”x12” or 4”x8”). Cylinder diameter shall be at least three (3) times the nominal maximum size of the coarse aggregate. One cylinder to be tested at the... |
| 2. USlump TestsU: Tests shall be made in accordance with ASTM C 143. |
| 3. UAir Entrainment TestsU: Tests shall be in accordance with ASTM C 231, ASTM C 173, or ASTM C 138 for normal weight concrete. |
| 4. UTemperatureU: Determine temperature for each set of slump and air entrainment tests. |
| 5. UUnit Weight TestsU: Tests shall be in accordance with ASTM C 138. |
| C. UAcceptance of ConcreteU: |
| 1. UCylindersU: The average of all sets of three consecutive strength tests shall equal or exceed the specified strength fRcR', and no individual strength test result shall be less than the specified strength fRcR' by more than 500 psi. |
| 2. UCore TestsU: The average compressive strength must be equal to or greater than 85 percent of specified strength fRcR' and no single core shall be less than 75 percent of the specified strength fRcR'. Cores shall be taken no later than 56 days aft... |
D. UEnforcement of Strength RequirementsU: When the compressive strength of cylinder falls below the specified strength, the Project Manager may order additional curing for that portion of the structure where the concrete has been placed.
| V. UEnvironmental RequirementsU: |
| A. Concrete when deposited shall have a temperature not below 40(F. and not above 90(F. During periods not defined as cold weather but when freezing temperatures are foreseen or occur provide suitable means for protecting the concrete from freezing t... |
| B. The methods and recommended practice as described in Standard Specification for Cold Weather Concreting, ACI 306.1 and ACI Report 306R shall be followed for cold weather concreting. |
| C. Cold weather is a period when for more than 3 successive days the average daily outdoor temperature drops below 40(F. The average daily temperature is the average of the highest and lowest temperature during the period from midnight to midnight. ... |
| D. The methods and recommended practice as described in ACI Report 305R shall be followed for hot weather concreting. |
| E. Hot weather is defined as any combination of high air temperature, low relative humidity, and wind velocity at which the evaporation rate exceeds 0.2 lb/ft²/hr. In excess of this rate, precautions against plastic shrinkage cracking are required. ... |
| F. The use of salt, chemicals or other foreign materials shall not be mixed with the concrete without approval. |
| G. Prevent the discharge of wet concrete into any stream or lake. |
| VI. UDelivery and PlacementU: |
| A. Concrete that is completely mixed in a truck mixer shall receive 70 to 100 revolutions at the mixing speed prior to placement. |
| B. Discharge of the concrete shall be completed within 1½ hours, or before the drum has revolved 300 revolutions, whichever comes first, after the introduction of the mixing water to the cement and aggregates or the introduction of the cement to the a... |
| C. Concrete delivered in cold weather shall have the following minimum temperature as placed and maintained during the protection period. The period shall be for a minimum of 3 days. |
| D. UTermination of ProtectionU: At the end of the protection period, the concrete shall be allowed to cool gradually. The maximum decrease in temperature measured at the surface of the concrete in a 24 hour period shall be as follows: |
| I. Assure that excavations and form work are completed, and that ice and excess water are removed from all surfaces. |
| II. Check that reinforcement is secured in place and forms are thoroughly wetted or oiled. |
| III. Verify that anchors and other embedded items are secured in position. |
| IV. Inspection and approval shall be attained before any concrete is placed. |
| I. UPortland CementU: |
| II. UAdmixturesU: |
| A. Air-entraining admixture shall meet CDOT section 711.02 (AASHTO M 154). |
| B. Water reducing admixtures shall meet CDOT section 711.03 (AASHTO M 194). |
| C. Approved fly ash may be substituted for portland cement up to a maximum of 20 percent Class C or 30 percent Class F by weight. Fly ash shall conform to ASTM C 618. Fly ash must be a pre-approved product from a source listed on the Colorado Depart... |
| III. UAggregateU: |
| A. UFine AggregateU: |
| B. UCoarse AggregateU: |
| IV. UMix ProportioningU: |
| A. URegular ConcreteU: |
| 1. CDOT Class D - Except as otherwise specified, concrete shall have a 28 day compressive strength of 4,500 psi, minimum. |
| 2. Minimum cement content: 615 to 660 pounds of cement per cubic yard. |
| 3. Maximum water to cement ratio, including aggregate surface moisture but excluding water of absorption of aggregate: 0.44. |
| 4. Air entrainment content: 5 to 8 percent. Air content of trowel-finished interior concrete floors shall not exceed 3.0 percent |
| 5. USlumpU: The maximum slump of the delivered concrete shall be the slump of the approved concrete mix design plus 1.5 inches. |
| B. UPatching Mixture: |
| The patching mixture shall be made of the same materials and of approximately the same proportions as used for the concrete, except that the coarse aggregate shall be omitted and the mortar shall consist of not more than 1 part cement to 2½ parts sand... |
| V. UWater QualityU: |
| VI. UJoint SealantU: |
| VII. UJoint BackerU: extruded closed-cell polyethylene foam by UHerculesU, or approved equal. |
| VIII. UIsolation JointU: |
| I. UPlacing ConcreteU: |
| A. Place concrete only in the presence of the Project Manager. Remove and replace concrete placed in his absence unless otherwise accepted. |
| B. Convey concrete from mixer to final position by method which will prevent separation or loss of material. |
| C. Maximum height of concrete free fall 5 feet unless otherwise allowed. |
| D. Regulate rate of placement so concrete remains plastic and flows into position. |
| E. Deposit concrete in continuous operation until section is completed. |
| F. Place concrete in horizontal layers 18 inches maximum thickness. |
| G. Do not retemper or use set concrete. |
| H. Water shall not be added to concrete after test samples have been taken. |
| I. Prevent the discharge of wet concrete into any stream or lake. |
| II. UConsolidating ConcreteU: |
| A. Use mechanical vibrating equipment for consolidation. Contractor is encouraged to have a spare vibrator in case of failure. |
| B. Do not use vibrators to transport concrete in forms. |
| C. Insert vibrators vertically and quickly. Withdraw slowly to remove entrapped air pockets. |
| D. Vibration spacing shall be such that the radius of action overlaps that of previously vibrated concrete. |
| E. Special attention and effort shall be used next to hardened concrete, embedded items and corners. |
| F. Unreinforced slabs less then 8-inches thick do not require consolidation. |
| III. URepairing Formed Surfaces of New ConcreteU: |
| A. After removal of forms inspect all concrete surfaces, repair any joints, voids, stone pockets, tie holes or other defective areas before the concrete is thoroughly dry. Defective areas shall be chipped away to a depth of not less than one inch wit... |
| B. Unexposed formed surfaces of concrete shall be repair as directed. |
| C. Where approved, the bonding of the patching mortar to the acceptable concrete after necessary cutting and removal of porous or otherwise unacceptable concrete is completed may be done by the use of an approved bonding agent applied in accordance wi... |
| IV. USlabs On SubgradeU: |
| V. UControl JointsU: |
| I. UGeneral FinishU: |
| A. Finish surfaces to conform with the following table unless otherwise noted on the drawings. |
| B. UFormed SurfacesU: USystemU: |
| 1. Exterior - Below Grade F1 |
| 2. Exterior - Exposed, Rough F2 |
| C. UUnformed SurfacesU: System: |
| 1. Top of Forms U1 |
| 2. Interior Slabs U2 |
| 3. Driving and Exterior Walking Surface U7 |
| 4. Grooved Surfaces U8 |
| II. UFormed SurfacesU: |
| A. Finishing for F1 and F2 finishes consists of concrete repairing within 48 hours after forms are removed. |
| B. UFinish F1U: Rough formed surface with defective concrete repaired and form tie holes and other holes over ½ inch deep filled. Forms may be built with a minimum of refinement and form sheathing may be any material that will not leak mortar or yie... |
| C. UFinish F2U: Smooth, formed concrete surface with all fins, projections and loose material removed, and defective concrete, form tie holes, air bubble holes, surface pits, holes from defective forms, nail head holes and similar surface defects rep... |
| III. UUnformed SurfacesU: |
| A. Working on unformed surfaces in various finishing operations shall be held to the minimum required to produce the desired finish. Use of any finishing tool in areas where water has accumulated will not be allowed. Work in these areas shall be del... |
| B. UFinish U1U: Even, uniform finish. Consolidate, level, screed, and bull-float (darby) concrete for an even, uniform surface. Concrete shall be removed immediately after consolidated by striking with a sawing motion of a straightedge or template a... |
| C. UFinish U2U: Steel Trowel finish. Follow treatment for U1 by steel troweling by hand, or power driven equipment. Troweling to be started after some stiffening has taken place in the surface concrete and the bleed water, excess moisture and "shine... |
| D. UFinish U7U: Drive and Exterior Walking Surface. Immediately after the concrete has been placed and consolidated, strike off the surface with a finishing machine or hand-operated screed until the required surface is obtained. The use of "jitterb... |
| E. UFinish U8:U Grooving. Follow treatment for U1 by grooving by hand. Start after some stiffening has taken place in the surface concrete and the moisture or "shine" has disappeared. Perform any necessary cutting and filling during the grooving o... |
| IV. UTolerances: |
| A. Unless otherwise required, allowable tolerances for concrete surfaces shall be in accordance with the following table. Surface irregularities are classified as either "abrupt" or "gradual". |
| B. The length of the template for testing formed surfaces is 5 feet. The length of the template for unformed surfaces is 10 feet. Maintain a 5-foot length and 10-foot length steel template on the site. |
| C. Maximum allowable irregularities in concrete: |
| I. Apply curing and sealing compound, UBASFU "MasterKure CC 180 WB" or approved equal, to the concrete by spraying. Apply one coat for curing (apply a second coat for sealing and dustproofing). For vertical surfaces application shall be made as soon ... |
| II. UCuring Compound EffectU: |
| I. UMaterialsU: |
| II. UInstallationU: |
| UPatching MortarU: |
| SECTION 07200 - INSULATION |
| SECTION 07200 - INSULATION |
| I. UDeliveryU: |
| II. UStorageU: |
| I. UFibrous InsulationU: |
| II. UVapor BarrierU: |
| I. UConditionsU: |
| ULoose FillU: Verify that loose fill thermal insulation is water repellent treated. Container labels will identify the treated insulation. |
| II. UBefore InstallationU: |
| III. UDuring InstallationU: |
| I. UVapor RetarderU: |
| A. Vapor retarder shall not be torn or damaged. Any sections that have been damaged shall be removed from the jobsite. |
| B. Vapor retarder shall be placed continuously on the interior side of the building. The vapor barrier shall not be placed between the secondary steel and wall or roof panels but shall pass across the interior face of all secondary framing members. Jo... |
| C. Strapping shall be placed in accordance with the manufacturer’s recommendations to adequately support the vapor retarder and insulation. Additional strapping may be required by the Project Manager if there are areas of unacceptable sagging of the v... |
| D. Penetrations through the vapor retarder shall be adequately sealed using sealing tapes provided by the vapor retarder manufacturer. |
| II. UFibrous InsulationU: |
| I. Remove adhesive splatters and smears. |
| II. Remove and dispose of excess materials, litter, and debris; leaving work areas in a clean condition. |
| SECTION 07410 - METAL ROOFING AND SIDING |
| SECTION 07410 - METAL ROOFING AND SIDING |
| I. UAcceptable ManufacturersU: |
| A. UArchitectural Roofing and SidingU: |
| B. UStanding Seam RoofingU: |
| II. UErector QualificationsU: Minimum of 5 years experience on comparable projects. |
| III. UCompliance with Standard and Industry SpecificationsU: Any material or operation specified by reference to the published specifications of a manufacturer, The American Society for Testing and Materials (ASTM), The American Iron and Steel Instit... |
| I. Do not bend or mar roof and siding panels. |
| II. Store off ground with one end elevated for drainage. |
| III. Cover materials with waterproof material. |
| I. UArchitectural Roofing and SidingU: |
| A. Roofing material shall be 24 gauge steel. |
| B. Siding material shall be 26 gauge steel. |
| C. Standard paint system shall be a siliconized polyester meeting the following specifications: |
| 1. The primer coat shall be pigmented with corrosion inhibiting pigments. It shall have a dry film thickness of .20 mils on both sides of the sheet. |
| 2. The exterior finish coats shall have a dry film thickness of .80 mils over the primer. |
| 3. Colors shall be selected from manufacturer's standard color chart. |
| 4. Exterior finish shall have a 20 year written warranty. |
| D. UFastenersU: |
| 1. For fastening into wood structure use wood screws with neoprene washers, of the size and length recommended by the metal siding manufacturer. Screw heads and washers shall be painted to match the color of the siding or roofing. |
| 2. For fastening into steel structures, use self-drilling tek screws with neoprene washers of the size and length recommended by the panel manufacturer. Screw heads and washers shall be painted to match the color of the siding or roofing. |
| 3. Provide stitching screws for lapping the ribs in between the purlins. |
| E. UFormed Closures StripsU: |
| 1. UMaterialU: Closed cell, laminated, semi-rigid, cross-linked, polyethylene foam. |
| 2. Size and shape shall match panel configuration. |
| F. UTrim and AccessoriesU: |
| G. USealants and Sealant TapeU: |
| II. UStanding Seam RoofingU: |
| A. URoof PanelsU: |
| B. UFlashing and TrimU: |
| I. UInspectionU: |
| A. Check that supporting structural elements have been completed. |
| B. Check supporting members for correct layout and alignment. |
| C. Correct noted deficiencies before beginning installation and erection. |
| II. UErection and InstallationU: |
| A. Install roof and wall panels and accessories in accordance with manufacturer's recommendations and shop drawings. |
| B. UPlacing Roofing and Siding PanelsU: |
| 1. Panels should be started vertically at the end of the building, opposite from the direction of the prevailing wind. |
| 2. Position panels on supporting framework and adjust to final position with ends bearing on supporting members and accurately aligned end to end before permanently fastened. |
| 3. End laps shall be of the length recommended by panel manufacturer. No end lap should be less than 6". |
| 4. Do not stretch or contract the side lap interlocks. |
| 5. Place panel units flat and square, and secure to adjacent framing without warp or deflection. |
| C. UAttaching and FasteningU: |
| 1. UArchitectural Roofing and SidingU: |
| 2. UStanding Seam Roofing |
| D. UJoint SealingU: |
| 1. Remove dust, dirt, and moisture from joint surfaces. |
| 2. Apply sealant in accordance with manufacturer's instructions. |
| E. UCutting and FittingU: |
| 1. Cut and fit panel units and trim accessories as required. |
| 2. Make cuts neat, square and trim. |
| F. UCover Plates and MouldingsU: |
| G. UTouch-Up PaintingU: |
| 1. Wire brush, clean, and paint scarred areas, and rust spots on surfaces of panel units. |
| 2. Touch-up galvanized surfaces with galvanizing repair paint applied in accordance with manufacturer's instructions. |
| 3. Touch-up paint to match existing paint in exposed areas. |
| SECTION 07900 - SEALANTS AND JOINT FILLERS |
| SECTION 07900 - SEALANTS AND JOINT FILLERS |
| I. USilicone Caulking (Waterproofing)U: |
| II. USilicone Caulking (Waterproof for Structural Glazing)U: |
| SECTION 08100 - METAL DOORS AND FRAMES |
| SECTION 08100 - METAL DOORS AND FRAMES |
| I. UMaterialsU: |
| II. UManufacturerU: |
| III. USteel Frame Performance Under Uniform LoadingU: |
| IV. UFinishU: |
| V. UErectionU: |
| VI. UCleaningU: |
| SECTION 08360 - OVERHEAD DOORS |
| SECTION 08360 - OVERHEAD DOORS |
| I. UManufacturer and SupplierU: |
| USectional Steel Overhead DoorU: |
| The doors shall be a commercial sectional steel overhead door, type “Insulated”, series 593 as manufactured by UOverhead Door CompanyU, “Series 3715” as manufactured by UClopay Garage DoorsU (20TUwww.clopay.comU20T), or approved equal. |
| II. UDoor Section FabricationU: |
| III. UDoor FinishU: |
| IV. UWeatherstrippingU: |
| V. UTracksU: |
| VI. UHardwareU: |
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