Brown County Parks Reforestation Camp Campground Construction
Brown County Parks Village of Suamico Brown County, Wisconsin
February 2021
Prepared by:
BAUDHUIN SURVEYING & ENGINEERING 312 North 5th Avenue P.O. Box 105 Sturgeon Bay, WI 54235
Phone (920) 743-8211 TABLE OF CONTENTS
BIDDING REQUIREMENTS
Bid Form and Proposal
SPECIFICATIONS Division 02- 02 41 13 Demolition
Existing Conditions
Division 03- Concrete 03 10 00 Concrete Formwork 03 20 00 Concrete Reinforcement 03 30 00 Cast In-Place Concrete
Division 22- Plumbing 22 05 14 Plumbing Specialties
Division 26- Electrical 26 05 00 Common Work Results for Electrical 26 05 04 Cleaning, Inspection and Testing of Electrical Equipment 26 05 19 Low-Voltage Electrical Power and Cables 26 05 26 Grounding and Bonding for Electrical Systems 26 24 16 Panelboards 26 24 18 Electrical Pedestals for Campsites
Division 31- Earthwork 31 10 00 Site Clearing 31 20 00 Earthmoving 31 22 16.15 Roadway Subgrade Preparation 31 23 16.13 Trenching 31 23 16.16 Structural Excavation for Minor Structures 31 23 19 Dewatering 31 25 00 Erosion Control
Division 32- Exterior Improvements 32 11 23.33 Dense Graded Base 32 91 13 Soil Preparation 32 91 13.50 Stormwater Detention 32 92 19 Seeding
Division 33- Utilities 33 11 00 Water Utility Distribution Piping
33 30 00 Sanitary Sewerage Utilities
SPECIAL PROVISIONS Bathhouse Details Septic Tank Details Grinder Pump Specifications
40347005.doc BID FORM AND PROPOSAL Quantity Item # Description Phase 1 Phase 2 Phase 3 Total Units Unit Price Phase 1 Price Phase 2 Price Phase 3 Price Total Price
1 Erosion control: Silt Fence 4000 550 900 5450 LF
2 Erosion control: Stone Tracking Pad 2 0 0 2 EA
3 Erosion Control: Erosion Control Mat 7100 6035 4530 17665 SF
4 Erosion Control: Seed & Mulch 1 1 1 3 LS
5 Clearing & Grubbing 1 1 1 3 LS
6 * Remove/repaint parking stripes 1 0 0 1 LS
7 * Sawcut Asphalt 80 0 0 80 LF
8 * Remove existing Bridge @ Haller Creek 1 0 0 1 LS Bridge @ Haller Creek; Contech Aluminum 9 * Arch 1 0 0 1 LS
10 Gravel Entrance Drive; 20' Width 2840 0 0 2840 LF Gravel Pull-Off Drive @ Check-In Kiosk; 10' 11 * Width 170 0 0 170 LF
12 Gravel Campground Drive; 20' Width 1865 0 0 1865 LF
13 * Gravel Campground Drive; 18' Width 255 605 720 1580 LF
14 Gravel Drive @ Dump Station; 12' Width 160 0 0 160 LF
15 Gravel Drive & Pad @ Dumpster 560 0 0 560 SF
16 * Gravel Parking Lot 7745 0 0 7745 SF Additional Breaker-Run if subgrade is 17 deficient 300 100 100 500 CY Additional Quarry Wash (if directed by 18 owner) ALTERNATE BID #1 100 100 100 300 CY
19 Dumpster Enclosure Fence 52 0 0 52 LF
20 * CMP Culvert, 15" 45 0 0 45 LF
21 Campsite; Back-In 9 12 8 29 EA
22 Campsite; Pull-Through 0 4 4 8 EA
23 Campsite; Equine 10 0 0 10 EA
24 Campsite; Tent-Only 11 0 0 11 EA
25 4" x 6" pressure treated campsite markers 30 16 12 58 EA 4" x 4" pressure treated directional sign 26 * posts 20 5 5 30 EA
27 Bath House (3 shower) 1 0 0 1 LS
28 * Bath House (2 shower) 1 0 0 1 LS
29 * Bath House - Sidewalk; 5' Width 798 0 0 798 SF
30 6" PVC sanitary sewer 146 0 0 146 LF
31 4" PVC sanitary sewer 108 1010 0 1118 LF
32 2" PVC forcemain 839 0 0 839 LF
1 BID FORM AND PROPOSAL Quantity Item # Description Phase 1 Phase 2 Phase 3 Total Units Unit Price Phase 1 Price Phase 2 Price Phase 3 Price Total Price
33 Duplex grinder pump station and controls 1 0 0 1 EA
34 Concrete Septic Tank 1 0 0 1 EA
35 Sanitary Clean-Out 2 13 0 15 EA
36 Sanitary Riser at Camp Sites 0 15 0 15 EA Dump Station with Manhole and Water 37 Tower 1 0 0 1 LS
38 * 1" PVC water service line 176 0 674 850 LF
39 * 2" PVC water service line 836 1101 317 2254 LF
40 4" PVC water service 554 0 0 554 LF
41 1" ball valve 1 0 1 2 EA
42 2" ball valve 2 3 1 6 EA
43 4" ball valve 2 0 0 2 EA
44 Yard hydrant 7 0 0 7 EA
45 Water Risers 8 15 11 34 EA
46 * Wet Detention Pond A 0 1 0 1 LS
47 * Wet Detention Pond B 0 0 1 1 LS
48 * Wet Detention Pond C 1 0 0 1 LS
49 * Wet Detention Pond D 1 0 0 1 LS
50 Site Grading 1 1 1 3 LS ALTERNATE BID#2 51 Electrical hook-up at campsite 8 15 11 34 EA ALTERNATE BID #2 52 * Site Electrical 1 1 1 3 LS
Total Bid Amount Phase 1 Phase 2 Phase 3 Total
*Item # CONSTRUCTION NOTES 6 Location: at existing south parking lot; contractor to verify with owner on 7 Location: at existing south parking lot 8 Followed immediately by replacement construction 9 Final Design Plans Forthcoming, Contech quote of $36k for materials (delivered) 11 Length at centerline 13 Phase 1: assumes site 15 as 18' wide turnaround 16 At bathhouses and rustic tent-only campsites 20 Include Apron End Walls 26 owner to verify exact placement and quantity 28 Bathhouse to also house water supply pumps and utilities 29 420 SF for 3 shower bathhouse; 378 SF for 2 shower bathhouse 38 Stub line to Phases 2 and 3, 2' ea 39 Stub line to Phases 2 and 3, 2' ea 46 Include all pond components, per detail 47 Include all pond components, per detail 48 Include all pond components, per detail 49 Include all pond components, per detail 52 Per electrical design, sheet E1-E2. Stub to kiosk location. ALTERNATE BID #2
2 SECTION 02 41 13 DEMOLITION
P A R T 1 - G E N E R A L
SCOPE The work under this section shall consist of providing all work, materials, labor, equipment, and supervision necessary to provide for the demolition of site work and such features as required in these specifications and on the drawings. Included are the following topics:
PART 1 - GENERAL Scope Related Work Safety Permits
PART 2 - MATERIALS Equipment
PART 3 - EXECUTION Protection of Existing Work and Facilities Demolition Demolition below Grade Demolition Backfill Transportation and Disposal of Demolition Waste
RELATED WORK Applicable provisions of the General Conditions and Division 1 shall govern work under this section.
Section 31 25 00 – Erosion Control
SAFETY Maintain a clean and orderly site. Remove debris at end of each workday.
Burning of debris is not permitted.
If hazardous materials are not anticipated, but encountered, terminate operations and contact the Engineer immediately. Follow all applicable local, state and federal regulations pertaining to hazardous materials.
PERMITS Unless otherwise noted, Contractor shall be responsible for obtaining and paying for all permits necessary to complete demolition work.
P A R T 2 - M A T E R I A L S
EQUIPMENT Use Contractor's normal equipment for demolition purposes and which meets all safety requirements imposed on such equipment.
P A R T 3 - E X E C U T I 0 N
PROTECTION OF EXISTING WORK AND FACILITIES Take all measures necessary to safeguard all existing work and facilities which are outside the limits of the work.
7 40347005.doc Furnish and install fencing or other barriers as shown on the plans or as otherwise necessary to protect existing features.
Verify the locations of, and protect, any buildings, structures, utilities, paved surfaces, signs, streetlights, utilities, landscaping and all other such facilities that are intended to remain or be salvaged.
Make such explorations and probes as necessary to ascertain any required protection measures that shall be used before proceeding with demolition.
Provide and maintain adequate catch platforms, warning lights, barricades, guards, weather protection, dust protection, fences, planking, bracing, shoring, piling, signs, and other items required for proper protection.
Provide protection for workmen, public, adjacent construction and occupants of existing building(s).
Repair or replace any damaged facilities that are not scheduled for demolition.
Explosives shall not be used for demolition.
Keep streets, walks and all other adjacent paved areas clean and swept clear of dirt, mud and debris deposited as a result of this operation.
Protect surrounding area from dust.
DEMOLITION Demolish and remove all structures scheduled for demolition as shown on the plans.
Carry out vehicle loading as necessary within the project boundaries or as defined or indicated on the drawings, but not in locations that block vehicular traffic on the streets or pedestrian traffic on adjacent public walks.
Dismantle each structure in an orderly manner to provide complete stability of the structure at all times. Provide bracing and shoring where necessary to avoid premature collapse of structure.
Conduct demolition operations and the removal of rubbish and debris in such a way that a minimum of nuisance dust is caused. Constantly sprinkle rubbish and debris with water if necessary to keep nuisance dust to a minimum.
Masonry and concrete shall be demolished in small sections. Where limits of demolition are exposed in the finished work, cutting shall be made with saws, providing an absolutely straight line, plumb, true and square.
DEMOLITION BELOW GRADE Demolish below grade features in accordance with the plans.
DEMOLITION BACKFILL Backfill and compact below grade areas and voids resulting from demolition of structures and other abandonment and demolition.
Backfilling shall not begin until demolition and abandonment has been approved and documented by the Engineer.
Prior to placement of fill materials, ensure that areas to be filled are free of standing water, frost, frozen materials, trash and debris.
8 40347005.doc Backfill type, lift thickness and compaction requirements shall be in accordance with Section 31 20 00 – Earthmoving.
TRANSPORTATION AND DISPOSAL OF DEMOLITION WASTE Transport and dispose all demolition waste in accordance with local, state, and federal guidelines.
Whenever possible, or otherwise required by the Contract Documents, recycle demolition waste.
Demolition waste shall be disposed of at a landfill or dumpsite designed and approved to accept the given waste.
END OF SECTION
9 40347005.doc SECTION 03 10 00 CONCRETE FORMWORK
P A R T 1 - G E N E R A L
SCOPE The work under this section consists of providing all work, materials, labor equipment and supervision necessary to provide concrete formwork as required in these specifications and the drawings. Requirements of this section do not apply to structural concrete for buildings, bridges or retaining structures. Included are the following topics:
PART 1 - GENERAL Scope Related Work References Submittals
PART 2 - MATERIALS Forms Materials Form Ties Form Release Agents Expansion Joint Material Other Imbedded Forming Items
PART 3 - EXECUTION General Layout and Construction Tolerances Preparing Form Surfaces Removing Forms
RELATED WORK Applicable provisions of Division 1 shall govern all work under this section.
All work shall be in accordance with applicable manufacturer's and supplier’s instructions.
REFERENCES Applicable provisions of Division 1 shall govern all work under this section.
American Concrete Institute (ACI) 117 Specifications for Tolerances for Concrete Construction and Materials
American Society for Testing and Materials (ASTM) D994-98 (2003) Standard Specifications for Preformed Expansion Joint Filler for Concrete (Bituminous Type) D1751-04 (2008) Standard Specifications for Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types) D1752-04a (2008) Standard Specification for Preformed Sponge Rubber, Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction
10 40347005.doc SUBMITTALS Provide manufacturer’s product information (cut sheets) for the following forming materials:
Form Ties Expansion Joint Material Formwork Release Agent
P A R T 2 - M A T E R I A L S
FORM MATERIAL Forms for Exposed Finish Concrete Forms for exposed finish concrete shall produce a smooth, uniform texture on the surface of the concrete. Use plywood, hardboard, metal, plastic or other approved material. Do not use damaged materials with raised grain, dents or other defects.
Forms for Unexposed Finish Concrete Plywood, hardboard, metal, plastic or other material which will provide a relatively uniform surface that is free of honeycomb, voids or rock pockets. Excavation sidewalls shall not be used as forms.
FORM TIES Factory-fabricated, adjustable length, removable or snap-off metal ties designed to support forms and prevent deflection. Provide form ties with integral waterstops when required.
For snap ties, provide a minimum of 1” of breakback. Form ties shall be designed to prevent spalling of concrete upon removal. Cone holes on the surface of the concrete shall be limited to 1” diameter.
Field-fabricated wire form ties are not acceptable.
FORM RELEASE AGENTS Commercially manufactured form release agents that will prevent formwork absorption of moisture, prevent bonding with the concrete and will not stain the concrete surface. Formwork release agents shall be compatible with subsequent concrete surface treatments required by the drawings or specifications.
EXPANSION JOINT MATERIAL Commercially manufactured expansion joint material; asphalt/bituminous, fiber, sponge rubber/cork or closed cell polyethylene. Expansion joint material shall meet the applicable ASTM requirements. Provide expansion joint material of the type and width as shown on the drawings.
OTHER IMBEDDED FORMING ITEMS Commercially or field fabricated chamfers, rustication strips and other imbedded form materials shall be suitable for intended use. Provided materials shall be smooth, straight, have a uniform cross-section and are free of defects.
P A R T 3 - E X E C U T I O N
GENERAL Design and Engineering of formwork shall be the responsibility of the Contractor. Formwork shall be designed and selected to withstand the forces resulting from placement and vibration of concrete, while maintaining required tolerances.
LAYOUT AND CONSTRUCTION Locate concrete forms as required to provide flatwork and other features as required by the drawings.
Forms shall be of the size, shape and alignment necessary to construct features as required by the drawings. Provide openings for sleeves, keyways, chamfers as required. To the extent possible, locate forms so as not to interfere with other trades’ work.
11 40347005.doc Utilize form ties to secure forms and provide construction within specified tolerances; camber forms when necessary.
Form butt joints solidly and securely, and provide backing material as necessary to prevent leakage and fins.
Locate construction and expansion joints as shown on the drawings. Submit a written request for deviations from the jointing plan shown on the drawings to the Engineer for approval prior to implementation.
If construction joints are not shown, locate and form construction joints that least impairs the strength and appearance of the structure or slab. For exposed finishes on vertical concrete surfaces, provide rustication strips at construction joints. Locate and install all joints so that they are either parallel or perpendicular to finished surfaces, as applicable.
TOLERANCES Provide formwork that will provide finished slabs and structures meeting the following tolerances:
Variation from Plumb in Lines and Surfaces: ¼” per 10’, but not more than 1” total Variation from Level or From Grade Indicated: ¼” per 20’ Variation in Thickness of Slabs or Walls: Minus ¼” or Plus ½”
PREPARING FORM SURFACES Cover surfaces of formwork with form release agent. Used forms shall be scraped clean and have all fasteners removed.
Apply formwork release agent in accordance with manufacturer’s recommendations. Do not allow formwork release agent to puddle in the forms.
Do not allow formwork release agent to contact reinforcing steel, waterstops or existing concrete surfaces requiring a bond.
REMOVING FORMS Forms may be removed at the Contractor’s discretion, but subject to the requirements of this section.
When removing forms, utilize tools and methods that will prevent damage to concrete surfaces. Do not pry against, or pound on concrete surfaces to complete removal.
Maintain curing and protection operations after removal of formwork.
END OF SECTION
12 40347005.doc SECTION 03 20 00 CONCRETE REINFORCEMENT
P A R T 1 - G E N E R A L SCOPE The work under this section consists of providing all work, materials, labor equipment and supervision necessary to provide concrete reinforcement as required in these specifications and the drawings. Requirements of this section do not apply to structural concrete for buildings, bridges or retaining structures. Included are the following topics:
PART 1 - GENERAL Scope Related Work Referenced Documents PART 2 - MATERIALS Bar Bar Mats Wire Welded Wire Fabric (WWF) Wire Reinforcement Supports Cold-Applied Zinc-Rich Coating Epoxy Coating PART 3 - EXECUTION Fabrication/Bending Placement Supports Splices Embedded Items Cutting Welded Wire Fabric (WWF) Drilled and Grouted or Epoxy Dowel Installation Cover
RELATED WORK Applicable provisions of Division 1 shall govern all work under this section.
REFERENCED DOCUMENTS Applicable provisions of Division 1 shall govern all work under this section.
American Concrete Institute ACI 117 Specifications for Tolerances for Concrete Construction and Materials
American Society for Testing and Materials (ASTM) A82M-07 Standard Specifications for Steel Wire, Plain, for Concrete Reinforcement A184M-06 Standard Specifications for Fabricated Deformed Steel Bar Mats for Concrete Reinforcement A185M-07 Standard Specifications for Steel Welded Wire Fabric, Plain, for Concrete Reinforcement A496M-07 Standard Specifications for Steel Wire, Deformed, for Concrete Reinforcement A615M-08b Standard Specifications for Deformed Plain Carbon-Steel Bars for Concrete Reinforcement A996M-06a Standard Specifications for Rail-Steel Deformed and Axle-Steel Deformed bars for Concrete Reinforcement
13 40347005.doc A706M-08a Standard Specifications for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement A775M-07b Standards Specifications for Epoxy-Coated Reinforcing Steel Bars A780-01 (2006) Standard Practice for Repair of Damaged and Unocoated Areas of Hot-Dip Galvanized Coatings A884M-06 Standard Specifications for Epoxy-Coated Steel Wire and Welded Wire Reinforcement A934M-07 Standard Specifications for Epoxy-Coated Prefabricated Steel Reinforcing Bars A970M-07 Standard Specifications for Headed Bars for Concrete Reinforcement Concrete Reinforcing Steel Institute (CRSI) MSP-1-97 Manual of Standard Practice
P A R T 2 - M A T E R I A L S
BAR Reinforcing Bar Conform to ASTM A615M-08b Grade 60, deformed.
EPOXY COATED REINFORCING BAR Conform to A775M-07b or ASTM A934M-06.
Reinforcing Steel: ASTM A615; 60 ksi yield grade; deformed billet steel bars; epoxy coated ASTM A775 finish.
BAR MATS Clipped type bar mats conforming to ASTM A184M-06 assembled from materials as specificied above.
WIRE Plain Wire Conform to ASTM A82M-07.
WELDED WIRE FABRIC (WWF) General Unless otherwise noted, WWF roll stock is not permitted.
Plain Welded Wire Reinforcement Conform to ASTM A185M-07.
Epoxy-Coated Wire Fabric Conform to ASTM A884M-06.
WIRE REINFORCEMENT SUPPORTS General Conform to Class 1, maximum protection or Class 2, moderate protection as indicated in Chapter 3 – Bar Supports of the CRSI Manual of Standard Practice.
Epoxy-Coated Wire Reinforcement Supports Supports conforming to the requirements specified above, and coated with epoxy conforming to the requirements of ASTM A775M-07b.
REBAR SPACERS AND SUPPORTS Chairs, strongback bolsters, side form spacers, sand plate chairs: All plastic equal to Aztec Plastic Products as manufactured by Dayton Superior.
14 40347005.doc EPOXY COATING Liquid epoxy coating as recommended by the reinforcement supplier.
P A R T 3 - E X E C U T I O N
FABRICATION/BENDING Reinforcement shall be fabricated in accordance with tolerances provided in ACI 117. Fabricate and place to shapes and dimensions indicated or required to carry out intent of Contract Drawings and specifications. Bends for stirrups and ties shall be made around a pin having a diameter not less than four times the diameter of reinforcing bar. Bends for other bars shall be made around a pin having a diameter not less than six times diameter of bar, except that for bars larger than 1 inch, pin shall be not less than eight times diameter of the bar. Perform cutting and bending in the shop; bend and cut steel cold. Heating of reinforcement will not be permitted. Do not bend or straighten bars in a manner that will injure the material. Field bending of reinforcement shall be limited to initial cold bending of No. 5 bars and smaller. Field bending shall not be permitted when temperature is below 32 deg F without the Engineer’s approval. Unless otherwise noted, welding of reinforcement shall not be permitted. PLACEMENT Before placing and before pouring concrete, all reinforcement shall be thoroughly cleaned of all oil, dirt, loose mill scale, loose rust, or foreign matter that will destroy or reduce bond. Provide size and type of reinforcement as shown on the drawings. Place reinforcement as shown on the drawings. Do not exceed placing tolerances specified in ACI 117 before concrete is placed. When it is necessary to relocate reinforcement to avoid conflicts with other reinforcement, conduits or imbedded items, submit the resulting arrangement of reinforcement to the A/E for acceptance. SUPPORTS Provide bolsters, chairs, spacers and other devices for spacing, supporting and fastening reinforcement in place complying with CRSI Manual of Standard Practice. For slabs on grade where base material will not support chairs, use supports with sand plates or horizontal runners to locate mesh properly in slab. Provide hot-dipped galvanized or plastic- coated accessories in contact with forms for sight exposed concrete; stainless steel accessories for sandblasted to bushhammered concrete. Support bottom mat of base slab reinforcing on plastic sand plotter and carrying bars. Concrete block or brick supports will be permitted only for base slabs without blind side waterproofing beneath them. Provide plastic bolsters, plastic chairs, plastic side form spacers, epoxy coated standees and epoxy coated wall spreader bars to support and properly position wall and slab reinforcing. Supports shall be fabricated of the same material as the reinforcement it supports (i.e. epoxy coated supports shall be used for epoxy coated bar). Wood or masonry blocks, and other non-steel supports are not acceptable. Provide supports as shown on the drawings, or as necessary to maintain reinforcing in a level, uniform orientation that is free of sags. When necessary to support the load, provide supports with “sand” plates on the bottom. SPLICES Provide splices as shown on the drawings. Minimize the quantity of splices to the extent possible. Lap at splices shall be sufficient to transfer stress between bars by bond and shear. Furnish reinforcing bars in full lengths as indicated on the Contract Drawings and approved Shop Drawings.
15 40347005.doc Do not splice bars unless indicated on the Contract Drawings or approved by the Engineer in writing. When authorized, make splices in accordance with ACI 318. Splices generally shall be avoided at points of maximum stress. Minimum splice lap for stressed bars shall be forty times bar diameter. Do not use mechanical splices unless shown on the drawings. Unless otherwise noted, welding of reinforcement to complete splices shall not be permitted. EMBEDDED ITEMS The Contractor shall provide for the installation of all items embedded in the concrete, such as coil rod inserts, anchor bolts, dowels, etc., as shown on the Contract Drawings or as provided for in other Divisions of these specifications. All dowel bars shall be tied securely in place before pouring concrete. Provide for clearances with appurtenant materials and devices. CUTTING Minimize field cutting of bar. Do not flame cut epoxy coated bar. When epoxy coated bar is cut in the field, coat the ends of the bars with epoxy coating. Apply epoxy coating in accordance with manufacturer requirements. WELDED WIRE FABRIC (WWF) Provide and install WWF in the longest practicable length. Provide supports as necessary to maintain reinforcing in a level, uniform orientation that is free of sags. Lap adjoining sheets one full mesh and tie. Do not make laps midway between supporting beams. Offset laps in adjacent sheets. DRILLED AND GROUTED OR EPOXY DOWEL INSTALLATION Existing concrete which will be incorporated into new work and requiring integration with new concrete will be doweled as indicated on the Contract Drawings and as follows: 1. Drill hole in existing concrete of size that is ¾ inch larger in diameter than diameter of dowel bar. Incline the hole in the concrete such that the non-shrink grout or epoxy will be retained in the hole. 2. Fill hole with non-shrink grout or epoxy. 3. Immediately place dowel bar into hole. 4. Allow grout or epoxy to take initial set before disturbing dowel bar.
16 40347005.doc COVER Unless otherwise noted, provide reinforcement with the minimum concrete cover indicated in Table 03 20 00-1.
Minimum Thickness of Concrete Cover Over Use Reinforcement Location Reinforcement Walks/Slabs Exposed Conditions a (No. 5 and smaller, and 1 ½” W31 wire and smaller) Exposed Conditions (No. 6 and larger, and W45 2” wire) a Exposed Conditions are those where formed concrete surfaces are exposed to earth, water, weather or sewerage.
Table 03 20 00-1 – Minimum Concrete Cover over Reinforcement
When minimum concrete cover requirements cannot be maintained due to reinforcement size and geometry, notify the A/E prior to placing concrete.
END OF SECTION
17 40347005.doc SECTION 03 30 00 CAST IN-PLACE CONCRETE
P A R T 1 - G E N E R A L
SCOPE The work under this section consists of providing all work, materials, labor equipment and supervision necessary to provide cast in-place concrete as required in these specifications and the drawings. Requirements of this section do not apply to structural concrete for buildings, bridges or retaining structures. Included are the following topics:
PART 1 - GENERAL Scope Related Work Referenced Documents Submittals Quality Assurance
PART 2 - MATERIALS Aggregates Cement Water Admixtures – General Air Entraining Admixtures Fly-Ash Plasticizers Water Reducing Admixture Accelerating Admixtures Bonding Agent Mortar Finishing Grout/Plaster Curing Compound Plastic Film Moisture Barrier
PART 3 - EXECUTION General Mix Proportion Mixing and Delivery Placing Concrete Jointing Finishing Curing Concrete Cold Weather Concreting Hot Weather Concreting
REFERENCED DOCUMENTS Applicable provisions of Division 1 shall govern all work under this section.
American Concrete Institute ACI 117 Specifications for Tolerances for Concrete Construction and Materials ACI 304 Guide to Measuring, Mixing, Transporting and Placing Concrete ACI 305 Hot Weather Concreting ACI 306 Cold Weather Concreting ACI 308 Guide to Curing Concrete
18 40347005.doc American Society for Testing and Materials (ASTM) C31M-08b Standard Practice for Making and Curing Concrete Test Specimens in the Field C33M-08 Standard Specifications for Concrete Aggregates C39M-05e2 Standard Test Methods for Compressive Strength of Cylindrical Concrete Specimens C143M-08 Standard Test Methods for Slump of Hydraulic Cement Concrete C150-07 Standard Specifications for Portland Cement C171-07 Standard Specifications for Sheet Materials for Curing Concrete C172-08 Standard Practice for Sampling Freshly Mixed Concrete C231-08c Standard Test Methods for Air Content of Freshly Mixed Concrete by the Pressure Method C260-06 Standard Specifications for Air-Entraining Admixtures for Concrete C309-07 Standard Specifications for Liquid Membrane Forming Compound for Curing Concrete C494M-08a Standard Specifications for Chemical Admixtures for Concrete C618-08a Standard Specifications for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete C1017M-07 Standard Specifications for Chemical Admixtures for Use in Producing Flowing Concrete
Concrete Reinforcing Steel Institute (CRSI) MSP-1-97 Manual of Standard Practice
SUBMITTALS Provide manufacturers product information (cut sheets) for materials used during concrete construction including: Expansion Joint Materials Formwork Release Agent Concrete Admixtures Curing Compound Moisture Barrier
Provide mixture proportion data for each type of concrete used. Mixture proportion data submitted shall include: Aggregate source and grain size analysis Cement supplier name and cement physical/chemical test results Water source and physical/chemical test results Material content, including admixtures, per cubic yard of concrete
Provide compressive strength testing results for each mixture proportion sample if requested. Provide copies of all concrete delivery tickets. Delivery tickets shall indicate the following information: Date and time of loading and unloading Type of cement and admixtures, and mixture proportion Cement content Load size Gallons of water added at job and slump after water was added
QUALITY ASSURANCE The Contractor shall retain the services of an independent materials testing consulting A/E to conduct sampling, testing and analysis as required by this section and elsewhere in the Contract Documents. The materials testing consulting Engineer shall meet the requirements of ASTM E329-08.
Collection of concrete test specimens shall be complete in accordance with ASTM C172-08. Standard Practice for Sampling Freshly Mixed Concrete, and ASTM C31M-08b. Standard Practice for Making and Curing Concrete Test Specimens in the Field.
19 40347005.doc When collecting cylinders for compressive strength testing, collect and cure one set of cylinders, consisting of three (3) cylinders and one (1) extra cylinder, for each required test. Extra cylinders may be used in the event that one of the primary cylinders is damaged.
The Contractor’s materials testing consulting A/E shall complete material testing as outlined in Table 03 30 00-1:
Material Test Required Test/Sample Frequency All Concrete ASTM C143M-08 - Standard Test Method for Slump of Hydraulic- 1 test/50 cy Cement Concrete placed All Concrete ASTM C873M-04e1 - Standard Test Method for Compressive 1 set cylinders Strength of Concrete Cylinders Cast in Place in Cylindrical Molds /50 cy placed All Concrete ASTM C231-08c – Standard Test Method for Air Content of 1 test/50 cy Freshly Mixed Concrete by the Pressure Method placed Table 03 30 00-1
P A R T 2 - M A T E R I A L S
AGGREGATES Durable aggregate material meeting the requirements of ASTM C33M-08. Aggregates used in concrete shall be from the same source and of same gradation as those used to prepare mixture proportion samples for compressive strength testing.
CEMENT Portland cement meeting the requirements of ASTM C150-07, Type I.
WATER Potable water.
ADMIXTURES - GENERAL Unless otherwise approved, admixtures shall be free of chloride ions.
Admixtures used in concrete shall be the same as those used in the approved mixture proportion sample.
Water Reducing: Shall conform to ASTM C494, “Pozzolith 220-N” by Masters Builders, “WRDA with Hycol” by W.R. Grace and Co., “Eucon WR 75” – Euclid.
AIR ENTRAINING ADMIXTURES Air entraining admixtures shall meet the requirements of ASTM C260.
FLY ASH Fly ash and raw or calcined natural pozzolan shall meet the requirements of ASTM C618-08a, Type C.
PLASTICIZERS Plasticizers shall meet the requirements of ASTME C1017M-07.
WATER REDUCING, ACCELERATED, AND COMBINED ADMIXTURES Water reducing, accelerated, and combined admixtures shall meet the requirements of ASTM C494M-08a. Type A – Water Reducing
20 40347005.doc Type B – Accelerating Type C – Water reducing and retarding Type E – Water reducing and accelerating Type F – Water reducing high range Type G – Water reducing high range and retarding
BONDING AGENT Acrylic latex emulsion bonding agent suitable for bonding new concrete to existing concrete or new concrete.
MORTAR Cement based mortar.
CONCRETE REPAIR MORTAR Manufacturers: Emaco S88CL or approved equal.
Materials: Rheoplastic, shrinkable-compensated, fiber-reinforced product that contains an integral corrosion inhibitor.
Density: 139 lbs./FT3 Textile Strength: 350 PSI, ASTM C496 Flexural Strength: 650 PSI, ASTM L348 Compressive Strength: 3500 PSI, ASTM C109
SLURRY FILL Manufacturers: Elastizell PS 120 or approved equal.
Cement based compound with bearing capacity of 8.6 tons/sf and maximum density of 38 pcf.
FINISHING GROUT/PLASTER Cement based, aggregate type finishing grout. Finish color shall be grey.
CURING COMPOUND Liquid membrane forming compound consisting of waxes, resins or other materials.
Curing compounds shall meet the requirements of ASTM C309-07.
Curing compounds shall be compatible with all other proposed concrete finishes.
PLASTIC FILM MOISTURE BARRIER Polyethylene film having a minimum thickness of 4-mils, and meeting the requirements of ASTM C171-07.
Plastic film moisture barrier used in summer months shall be clear or opaque white.
P A R T 3 - E X E C U T I O N
GENERAL Prepare subgrade as required by the Drawings and other applicable specification sections.
Where new concrete meets existing pavement provide full depth sawcut, unless otherwise shown on the Drawings.
21 40347005.doc MIX PROPORTION Prepare mix proportion for each type of concrete listed on Table 03 30 00-2, as necessary to complete the work. Min. Min. Cement Max. Water Air Compressive Slump Content Content Content Type Use Strength (psi) (in) (Bags/CY) (Gal/CY) (%Vol.) AA Slab, curbs, walks, walls, 4000 psi 1-3 6 30 5-8 foundations, steam pits, (28-day) utility tunnels and box conduits Note: Table shows basic mix design, provide any admixtures, etc. shown to be added within this section. TABLE 03 30 00-2
MIXING AND DELIVERY Use ready mixed concrete of type required for given application, and prepared in accordance with approved mix design. Deliver and discharge concrete within 1-½ hours of initial mixing, or before 300 drum or blade revolutions. Do not add water on-site unless slump and water/cement ratio will be below the maximum after the addition of water. If water is added onsite, mix concrete an additional 30 revolutions. Temperature of concrete shall be maintained between 50 F and 90 F. If admixtures are added onsite, follow manufacturer’s recommendations with regards to additional mixing.
JOINT WATERPROOFING Slurry: Shall be applied less than 48 hours prior to pouring concrete. Protect from rain and flooding. Brush apply at the rate of 1.5 lbs. per sq. yd. to the following locations: - All construction joints in steam pits. - All construction joints in box conduits and tunnels except the joint between the top of the wall and box conduit roof.
Dry-Pak: Form a 1.5”x1” slot along inside wall the length of the construction joint. Fill slot to surface with dry-pak mixture. Apply to construction joints in the following locations: - Steam pits and tunnels: - Between the floor, wall and roof. - At penetration of box conduit through new pit walls.
PATCHING OF CRACKS Patch all cracks that develop in floors, walls, and top slabs of steam pits, steam box conduits, and electrical vaults. For cracks less than 1/32” in width apply a coat of Xypex slurry to the cracks. For cracks exceeding 1/32” in width, rout cracks for form a minimum 1/8” x 1/4” deep groove, fill the groove with Xypex Dry-Pack, and follow with a coat of Xypex slurry.
PLACING CONCRETE Place concrete in accordance with the most stringent of either ACI 304 or this section. Before placing concrete, remove debris, ice, snow, and other foreign materials from the subgrade or formwork. Remove standing water from subgrade. Dry and compact subgrade in accordance with the requirements of Division 2. Do not place concrete on soft or frozen subgrade. Place and secure steel reinforcement prior to placing concrete.
22 40347005.doc Position and secure expansion joint material, sleeves, waterstops and other imbedded items prior to placing concrete. Place imbedded items in accordance with the most stringent of either drawings or manufacturer recommendations. Apply bonding agent to existing concrete surfaces requiring a bond with new concrete. Convey concrete from truck to final position by method that will prevent separation. Unless otherwise approved, limit free fall of concrete to 4’ maximum height to avoid separation. Place concrete continuously so that concrete is deposited on or adjacent to concrete that is still plastic. When placing of concrete is temporarily halted or delayed, provide construction joints. Place concrete in lifts not exceeding 18”. Consolidate concrete by mechanical vibration. Allow vibrator to penetrate the full depth of the slab or lift. Overlap previously vibrated areas by 25%. JOINTING Provide joints as shown on the drawings. Unless otherwise approved, minimize construction joints by terminating placement at expansion joint locations indicated on drawings. Construction joints on walls shall be constructed in accordance with the drawings. Provide rustication strips for joints on exposed concrete surfaces. When construction joints are necessary for flatwork, provide bonded joint using dowel or keyway. Roughen the surface of the joint prior to second placement of concrete. Remove laitance, loosened aggregate and damaged concrete. Dampen concrete surface prior to second placement of concrete. Unless otherwise approved, joints on flatwork shall be hand tooled – not sawn. When allowed, sawcut joints shall be completed after initial cure to avoid displacing aggregate. FINISHING Flatwork/Slabs Screed or strike off the surface of the slab using straightedge or vibratory screed. After screeding, bullfloat or darby the concrete surface to provide uniform surface, free of ridges or voids. Complete prior to bleed water collection. Once bleed water has evaporated and the concrete can sustain foot pressure, complete edging/jointing and floating. Complete initial edging and hand tool jointing prior to floating. Re-edge or re-tool joints as necessary to receive uniform finish and specified Architectural features as finishing progresses. Float surface with hand or power floats. Do not add water or dry cement on surface to modify conditions. Unless otherwise indicated, flatwork/slabs for site work shall be provided with a broomed finish. Broom slabs transverse to the main direction of traffic. Use approved broom finish texture. Apply diamond pattern finish to all curb ramps and elsewhere as required by the drawings. CURING Cure concrete in accordance with ACI 308. Start curing operations immediately after finishing is completed. Cure concrete for a minimum of 7 days or until compressive tests completed on two separate field-cured cylinders indicate that 70% of the specified compressive strength has been obtained. Flatwork/Slabs Unless otherwise approved or necessary, cure using curing compound, plastic film moisture barrier. Do not use curing compounds that are incompatible with proposed concrete finishes, sealers, etc.
23 40347005.doc Apply curing compound in accordance with manufacturer’s recommendations. Provide plastic film moisture barrier if precipitation is expected within 3 hours of finishing. Modify curing methods for cold or hot weather concreting as necessary. COLD WEATHER CONCRETING Complete cold weather (temperatures below 40 deg. F for 3 successive days) concreting in accordance with ACI 306. HOT WEATHER CONCRETING Complete hot weather concreting in accordance with ACI 305.
END OF SECTION
24 40347005.doc SECTION 22 05 14 PLUMBING SPECIALTIES P A R T 1 - G E N E R A L
SCOPE This section includes specifications for floor drains, roof drains, cleanouts, backflow preventers, water hammer arrestors and other miscellaneous plumbing specialties. PART 1 - GENERAL Scope Reference Quality Assurance Shop Drawings PART 2 - PRODUCTS Backflow Preventers Yard Hydrants Hose Bibbs Valve Boxes Manholes and Catch Basins PART 3 - EXECUTION Installation REFERENCE Applicable provisions of Division 1 shall govern work under this section.
REFERENCE STANDARDS ASSE 1011 - Hose Connection Vacuum Breakers. ASSE 1013 - Reduced Pressure Principle Backflow Preventers.
QUALITY ASSURANCE Plumbing products requiring approval by the State of Wisconsin Dept. of Safety and Professional Services must be approved or have pending approval at the time of shop drawing submission.
SHOP DRAWINGS Include data concerning dimensions, capacities, materials of construction, ratings, certifications, weights, manufacturer's installation requirements, manufacturer's performance limitations, and appropriate identification. P A R T 2 - P R O D U C T S CLEANOUTS Manufacturer: Josam, Smith, Wade, Watts, Zurn.
EXTERIOR PAVED AREAS: Cast iron hub or plug with tapered threaded ABS or PVC closure plug, cast iron frost sleeve and cover set in 24" square by 4" min. thick reinforced concrete pad top or surrounding pavement, crowned for drainage. Neenah R-1976 with non-ferrous securing screw.
EXTERIOR UNPAVED AREAS: Cast iron hub or plug with tapered threaded ABS or PVC closure plug, cast iron or PVC frost sleeve and cover set in 24” square by 4” min. thick reinforced concrete pad top. Neenah R-1976 with non-ferrous securing screw.
BACKFLOW PREVENTERS Manufacturers: Beeco, Cla-Val, Conbraco, Febco, Watts, Wilkins.
HOSE CONNECTION VACUUM BREAKERS: ASSE 1011, brass or bronze construction, EPDM diaphragm and seat, rated for 125 psig and 180oF. Watts 8 (interior application). YARD HYDRANTS Manufacturer: Woodford, or approved equal.
25 40347005.doc YH-1: Freezeproof / Pollution-proof post-type, with below-ground reservoir yard hydrant with locking handle, 1" inlet, 3/4" hose thread, ASSE 1052 backflow preventer outlet, 1-1/4" galvanized steel casing pipe, schedule 80 PVC pipe reservoir, teflon packing, flow-finder flow plunger. Woodford Model S3-BFP or S4-BFP.
HOSE BIBBS HB-1: Bronze or brass construction hose faucet/valve, cast iron handwheel, replaceable disc, hose thread spout, with ASSE 1011 backflow preventer outlet, 3/4” size. Watts model SC-8-3. VALVE BOXES Manufacturer: C.P. Test Service, Mueller, Tyler.
Two-piece cast iron adjustable height casing with cast iron frame, cast iron cover and bottom bearing flange. Size for full burial depth of valve. 2" minimum internal diameter for valves sizes through 2", 4" minimum internal diameter for valve sizes 2-1/2" through 3" and 5-1/4" minimum diameter for 4" and larger valves. Cast name of service on cover top. On plastic pipelines, provide cast iron foot piece matched to valve box bottom or concrete bearing pad for support of valve.
MANHOLES AND CATCH BASINS Precast reinforced concrete manhole sections, 48" diameter minimum manholes, 36" diameter minimum catch basins, ASTM C478. Construct base of 6" thick precast reinforced concrete or 8" thick cast in place concrete. Construct top of precast reinforced concrete eccentric cone and adjusting rings or 6" thick reinforced concrete slab with concentric opening.
Seal between sections with rubber ring gaskets, ASTM C443, or plastic preformed gasket material. Seal pipe penetrations with flexible watertight rubber gasketed seals.
Steps to be constructed of cast iron or polypropylene coated steel reinforcing rod.
Frame and cover or grate to be cast iron, ASTM A48, Class 35B, of style indicated, with minimum 24" diameter manhole opening, 20" diameter catch basin opening and pickhole. Provide gasketed self-sealing covers on sanitary manholes.
P A R T 3 - E X E C U T I O N INSTALLATION Coordinate location and setting of plumbing specialties with adjacent construction. Install in accordance with manufacturers recommendations.
Mount yard hydrants with discharge 27" min. above finished grade. Set base of hydrant in 1 cu. yd. of granular backfill material for free drainage. Crown finished grade materials for drainage away from hydrant.
Mount hose bibbs securely fastened to pressure treated wood post where indicated. Provide water hammer arrestor in line to hose bibb.
Set valve boxes level and plumb centered over valve. Set bottom flange on undisturbed soil or compacted granular backfill. Where plastic piping is used, provide cast iron or concrete bearing pad below valve. Adjust top section to finished grade level.
Excavate for manholes and catch basins setting precast bases on granular backfill and pouring cast in place bases on undisturbed soil. Seal joints between base, sections, collars and castings with gasketing material for tightly packed waterproof seals. Adjust casting to match finished grade. Form interior shelves with concrete grout for smooth flowlines conforming to the shape and slope of the sewer. Place piping into manholes providing full support of piping on exterior bedding and insuring pipe seals are properly installed and waterproof. Valve manholes and other manholes intended to remain dry must be made waterproof and are subject to infiltration testing. Where an entering sewer is 2 feet or more above the springline of a leaving sewer, provide outside drop connection encased in concrete. Where existing pipe penetrations are being removed or capped, fill opening with non-shrink Portland cement grout plug. Backfill and compact soil around manhole or catch basin.
END OF SECTION
26 40347005.doc SECTION 26 05 00 COMMON WORK RESULTS FOR ELECTRICAL
PART 1 - GENERAL
SCOPE The work under this section includes basic electrical requirements, which are applicable to all Division 26 sections. This section includes information common to two or more technical specification sections or items that are of a general nature, not conveniently fitting into other technical sections. Included are the following topics: PART 1 - GENERAL Scope Related Work Reference Standards Regulatory Requirements Quality Assurance Protection of Finished Surfaces Approved Electrical Testing Laboratories Submittals Project/Site Conditions Work Sequence and Scheduling Record Drawings PART 2 - PRODUCTS Identification PART 3 - EXECUTION Excavation and Backfill Concrete Work Cutting and Patching Coordination Housekeeping and Clean Up RELATED WORK Applicable provisions of Division 1 govern work under this Section. REFERENCE STANDARDS Abbreviations of standards organizations referenced in this and other sections are as follows: ANSI American National Standards Institute ETL Electrical Testing Laboratories, Inc. IEEE Institute of Electrical and Electronics Engineers NEC National Electric Code NEMA National Electrical Manufacturers Association NESC National Electrical Safety Code UL Underwriters Laboratories Inc.
REGULATORY REQUIREMENTS All work and materials are to conform in every detail to applicable rules and requirements of the Wisconsin State Electrical Code (SPS 316), the National Electrical Code (NFPA 70), other applicable National Fire Protection Association codes, the National Electrical Safety Code, and present manufacturing standards (including NEMA).
All Division 26 work shall be done under the direction of a currently licensed State of Wisconsin Master Electrician. All Division 26 work shall comply with SPS 101.862 and SPS 305.40 for electrical wiring integral with pre-manufactured structures.
QUALITY ASSURANCE Where equipment or accessories are used which differ in arrangement, configuration, dimensions, ratings, or engineering parameters from those indicated on the contract documents, the contractor is responsible for all costs involved in integrating the equipment or accessories into the system and
27 40347005.doc the assigned space, and for obtaining the performance from the system into which these items are placed. Manufacturer references used herein are intended to establish a level of quality and performance requirements unless more explicit restrictions are stated to apply. All materials, except medium voltage equipment and components, shall be listed by and shall bear the label of an approved electrical testing laboratory. If none of the approved electrical testing laboratories has published standards for a particular item, then other national independent testing standards, if available, applicable, and approved by DFD, shall apply and such items shall bear those labels. Where one of the approved electrical testing laboratories has an applicable system listing and label, the entire system, except for medium voltage equipment and components, shall be so labeled.
CONTINUITY OF EXISTING SERVICES AND SYSTEMS No outages shall be permitted on existing systems except at the time and during the interval specified by the Owner and Project Engineer. Any outage must be scheduled when the interruption causes the least interference with normal institutional schedules and business routines. This Contractor shall restore any circuit interrupted as a result of this work to proper operation as soon as possible. Note that institutional operations are on a seven-day week schedule.
PROTECTION OF FINISHED SURFACES Furnish one can of touch-up paint for each different color factory finish furnished by the Contractor. Deliver touch-up paint with other "loose and detachable parts" as covered in the General Requirements.
APPROVED ELECTRICAL TESTING LABORATORIES The following laboratories are approved for providing electrical product safety testing and listing services as required in these specifications:
Underwriters Laboratories Inc. Electrical Testing Laboratories, Inc.
SUBMITTALS Submit for all equipment and systems as indicated in the respective specification sections, marking each submittal with that specification section number. Mark general catalog sheets and drawings to indicate specific items being submitted and proper identification of equipment by name and/or number, as indicated in the contract documents.
The submittals must be approved before fabrication is authorized.
PROJECT/SITE CONDITIONS Install Work in locations shown on drawings, unless prevented by project conditions.
Prepare drawings showing proposed rearrangement of work to meet project conditions, including changes to work specified in other sections. Obtain approval of Project Engineer before proceeding.
WORK SEQUENCE AND SCHEDULING Install work in phases to accommodate Owner’s occupancy requirements. During the construction period coordinate electrical schedule and operations with Project Engineer.
OPERATION AND MAINTENANCE DATA All operations and maintenance data shall comply with the submission and content requirements specified under section GENERAL REQUIREMENTS. In addition to the general content specified under GENERAL REQUIREMENTS supply the following additional documentation: 1. Manufacturer’s wiring diagrams for electrically powered equipment.
RECORD DRAWINGS The Contractor shall maintain at least one copy each of the specifications and drawings on the job site at all times.
28 40347005.doc The Project Engineer will provide the Contractor with a suitable set of contract drawings on which daily records of changes and deviations from contract shall be recorded. Dimensions and elevations on the record drawings shall locate all buried or concealed piping, conduit, or similar items. The daily record of changes shall be the responsibility of Contractor's field superintendent. No arbitrary mark-ups will be permitted. At completion of the project, the Contractor shall submit the marked-up record drawings to the Project Engineer prior to final payment.
PART 2 - PRODUCTS
IDENTIFICATION See Electrical section 26 05 53 – Identification for Electrical Systems.
PART 3 - EXECUTION
EXCAVATION AND BACKFILL Perform all excavation and backfill work to accomplish indicated electrical systems installation unless noted otherwise.
CONCRETE WORK The Division 3 Contractor will perform all cast-in-place concrete unless noted otherwise elsewhere. Provide all layout drawings, anchor bolts, metal shapes, and/or templates required to be cast into concrete or used to form concrete for the support of electrical equipment.
CUTTING AND PATCHING Refer to Division 1, General Requirements, Cutting and Patching.
COORDINATION The Contractor shall cooperate with other trades and Project Engineer in locating work in a proper manner. Should it be necessary to raise or lower or move longitudinally any part of the electrical work to better fit the general installation, such work shall be done at no extra cost to the Owner, provided such decision is reached prior to actual installation. The Contractor shall check location of electrical outlets with respect to other installations before installing. The Contractor shall verify that all devices are compatible for the surfaces on which they will be used. This includes, but is not limited to light fixtures, panelboards, devices, etc. and recessed or semi-recessed heating units installed in/on architectural surfaces. Coordinate all work with other contractors prior to installation. Any installed work that is not coordinated and that interferes with other contractor's work shall be removed or relocated at the installing contractor's expense.
HOUSEKEEPING AND CLEAN UP The Contractor shall clean up and remove from the premises, on a daily basis, all debris and rubbish resulting from its work and shall repair all damage to new and existing equipment resulting from its work. When job is complete, this Contractor shall remove all tools, excess material and equipment, etc., from the site.
END OF SECTION
29 40347005.doc SECTION 26 05 04 CLEANING, INSPECTION, AND TESTING OF ELECTRICAL EQUIPMENT PART 1 - GENERAL SCOPE The work under this section includes the required cleaning, inspection, adjustment, maintenance and testing of electrical equipment, as specified herein. This applies only to new electrical and existing electrical equipment being furnished, modified, worked on or serviced by this contractor for this project. Included are the following topics: PART 1 - GENERAL Scope Related Work PART 2 - PRODUCTS Not Used PART 3 - EXECUTION General Inspection and Cleaning of All Electrical Equipment Grounding Systems Metering and Instrumentation Panelboards Manholes RELATED WORK Applicable provisions of Division 1 govern work under this Section.
PART 2 - PRODUCTS Not Used.
PART 3 - EXECUTION GENERAL INSPECTION AND CLEANING OF ALL ELECTRICAL EQUIPMENT Inspect for physical damage and abnormal mechanical and electrical conditions. Any item found to be out of tolerance, or in any other way defective as a result of the required inspection or testing, shall be reported to the Project Engineer. Procedure for repair and/or replacement will be outlined. After appropriate corrective action is completed the item shall be re-tested. Compare equipment nameplate information with the latest single line diagram and report any discrepancies. Verify proper auxiliary device operation and indicators. Check tightness of accessible bolted electrical joints. Use torque wrench method. Make a close examination of equipment and remove any shipping brackets, insulation, packing, etc. that may not have been removed during original installation. Make a close examination of equipment and remove any dirt or other forms of debris that may have collected in existing equipment or in new equipment during installation.
Clean All Equipment: Vacuum inside of panelboards, switchboards, switchgear, transformer core and coils, bus ducts, MCC's, and the exterior of all Communications and Electronic Safety and Security hardware and equipment. Loosen attached particles and vacuum them away. Wipe all insulators with a clean, dry, lint free rag. Clean insulator grooves. Inspect equipment anchorage. Inspect equipment and bus alignment.
30 40347005.doc Lubricate nonelectrical equipment per manufacturer's recommendations. GROUNDING SYSTEMS Inspect the ground system for adequate termination at all devices. METERING AND INSTRUMENTATION Examine all devices for broken parts, damage and wire connection tightness. Verify the electronic meter is connected properly and displaying proper voltage and power quantities. Inspect nameplate information for compatibility with one-line drawings. Verify the instrument transformer connections with the system requirements. Verify tightness of all bolted connections and assure adequate clearances exist from primary circuits to secondary circuit wiring and to grounds. Verify that all required grounding and shorting connections exist and that those connections make good contact; i.e. sufficient surface area, good cleanliness, and proper pressure. Verify proper primary and secondary fuses and required sizes. PANELBOARDS Torque all the connections per the manufacturers spec. Verify phase wires, color coding, separate neutral and mechanical bonding. Verify circuit breaker operation. Verify the directory. Vacuum clean the panelboard enclosure. MANHOLES Check cable racking and system grounding in all manholes. Verify all cable labels.
END OF SECTION
31 40347005.doc SECTION 26 05 19 LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES PART 1 - GENERAL SCOPE The work under this section includes furnishing and installing required wiring and cabling systems including pulling, terminating and splicing. Included are the following topics: PART 1 - GENERAL Scope References Submittals Project Conditions PART 2 - PRODUCTS General Building Wire Service Entrance Conductors Underground Wire for Exterior Work Wiring Connectors PART 3 - EXECUTION General Wiring Methods Wiring Installation in Raceways Wiring Connections and Terminations Wire Color RELATED WORK Applicable provisions of Division 1 govern work under this Section. REFERENCES SPS 316- Electrical SUBMITTALS Submit product data: Provide for each cable assembly type. Submit factory test reports: Indicate procedures and values obtained. Submit shop drawings for modular wiring system including layout of distribution devices, branch circuit conduit and cables, circuiting arrangement, and outlet devices. Submit manufacturer's installation instructions. Indicate application conditions and limitations of use stipulated by product testing agency specified under Regulatory Requirements. PROJECT CONDITIONS Verify that field measurements are as shown on Drawings. Wire and cable routing shown on Drawings is approximate unless dimensioned. Route wire and cable as required for project conditions. Where wire and cable routing is not shown, and destination only is indicated, determine exact routing and lengths required.
PART 2 - PRODUCTS GENERAL All wire shall be new, delivered to the site in unbroken cartons and shall be less than one year old out of manufacturer's stock. All conductors shall be copper. Aluminum conductors size #1/0 and larger may be substituted for copper and used for phase and neutral conductors for transformer feeders, switchboard feeders, and panelboard feeders. All ground conductors shall be copper.
32 40347005.doc The following requirements shall be met when aluminum conductors are used: Aluminum alloy conductors shall be compact stranded conductors of a recognized Aluminum Association 8000 Series aluminum alloy conductor material (AA-8000 series alloy). It is the responsibility of the contractor to increase the size of the conduit, wire gutter, or enclosure, if necessary, to accommodate the aluminum conductors and meet allowable code requirements. It is the responsibility of the contractor to increase the size of the aluminum conductor and associated termination lugs to match the ampacity of the copper conductor circuit shown on the Drawings. The contractor shall submit a feeder schedule to the Engineer for all conductor substitutions indicating the aluminum conductor wire size and the conduit size. The contractor shall not begin the installation until written approval is granted by the Engineer. All aluminum conductors shall terminate on a mechanical screw-type connector or mechanical compression- type connector. Connector shall be dual rated (AL7CU or AL9CU) and Listed by UL for use with aluminum and copper conductors, and sized to accept aluminum conductors of the required ampacity. When using compression-type connectors, the lugs shall be marked with wire size, die index, number and location of crimps and shall be suitably color-coded. Using a suitable stripping tool, remove insulation from the required length of the conductor. Wire brush the conductor and apply a Listed joint compound. Tighten or crimp the connection per the connector manufacturer’s recommendation. Wipe off any excess joint compound. When terminating aluminum conductors to aluminum bus, prepare a mechanical screw-type or compression- type connection. Bolts shall be anodized alloy and conform to current ANSI and ASTM chemical and mechanical property limits. Nuts shall be aluminum alloy and conform to current ANSI standards. Washers shall be flat aluminum alloy, Type A plain, standard wide series conforming to current ANSI standards. Lubricate and tighten the hardware per manufacturer’s recommendations. When terminating aluminum conductors to copper bus, prepare a mechanical screw-type or compression-type connection. Bolts shall be plated or galvanized medium carbon steel; heat treated, quenched and tempered equal to current ASTM standard or SAE grade 5. Nuts shall conform to current ANSI standards. Washers shall be steel, Type A plain, standard wide series conforming to current ANSI standards. Belleville conical spring washers shall be of hardened steel, cadmium plated or silicone bronze. Lubricate and tighten the hardware per manufacturer’s recommendations. The final tightening torque shall be recorded for all aluminum conductor mechanical screw-type connections and provided in report form, in the completed O&M manuals. The contractor shall perform an infrared survey of all aluminum conductor connections after the installation is complete and in normal service. Infrared surveys shall be performed during periods of maximum possible loading with at least 30% of rated load of the equipment being inspected. All connections with elevated temperatures shall be corrected by the contractor. The infrared survey results shall be provided in report form, in the completed O&M manuals. No copper-to-aluminum transitions permitted when splicing onto existing copper feeders. Insulation shall have a 600 volt rating. All conductors shall be stranded. Stranded conductors may only be terminated with UL OR ETL Listed type terminations or methods: e.g. stranded conductors may not be wrapped around a terminal screw but must be terminated with a crimp type device or must be terminated in an approved back wired method. SERVICE ENTRANCE CONDUCTORS Description: Single conductor or multi-conductor insulated wire. 90 degree C sized at the 75 degree C table.
33 40347005.doc Insulation: Type USE-2, XHHW-2 insulation for service entrance conductors routed from exterior source to exterior termination location. Type XHHW-2 insulation for services entrance conductors routed from exterior source to interior termination location. UNDERGROUND WIRE FOR EXTERIOR WORK Description: Stranded single or multiple conductor insulated wire, 90 degree C. Insulation: Type USE-2, XHHW-2, RHW-2 insulation. This wiring shall be used in all underground feeder and branch circuit applications, except THHN/THWN-2 is permitted when run in a concrete-encased ductbank. WIRING CONNECTORS Split Bolt Connectors: Not acceptable. Solderless Pressure Connectors: High copper alloy terminal. May be used only for cable termination to equipment terminals. Not approved for splicing. Twist Type Wire Connectors: Solderless twist type spring connector (wire-nut) with insulating cover for copper wire splices and taps. Use for conductor sizes 10 AWG and smaller. The manufacturer’s wire fill capacity must be followed. Use Silicone filled twist type spring connectors in all wet location areas. All wire connectors used in underground or exterior pull boxes or hand holes shall be gel filled twist connectors or a connector designed for damp and wet locations. Gel filled twist type connectors can be used for copper conductor sizes 6 AWG and smaller for site lighting applications. The manufacturer’s wire fill capacity must be followed. Mechanical Connectors: Bolted type tin-plated; high conductivity copper alloy; spacer between conductors; beveled cable entrances. Compression (crimp) Connectors: Long barrel; seamless, tin-plated electrolytic copper tubing; internally beveled barrel ends. Connector shall be clearly marked with the wire size and type and proper number and location of crimps. Connector must be installed with a crimper tool listed for use with the manufacturer and type of compression connector. Insulation Piercing Connectors: Molded insulated body, copper teeth, wrench tightened, UL 486B Listed. May be used only for connection of a tap conductor in run and tap type applications when main conductor is 8 AWG and larger.
PART 3 - EXECUTION GENERAL WIRING METHODS Generally, wiring shall be direct bury. Do not use wire smaller than 12 AWG for power and lighting circuits. All phase, neutral and ground conductors shall be sized to prevent excessive voltage drop at rated circuit ampacity. Ground conductor size shall be increased per NEC 250.122(B) when phase and phase/neutral conductors are increased in size. Splice only in junction or outlet boxes. No conductor less than 10 AWG shall be installed in exterior underground conduit.
Identify ALL low voltage wire, 600V and lower, per section 26 05 53. Neatly train and lace wiring inside boxes, equipment, and panelboards. WIRING INSTALLATION IN RACEWAYS Pull all conductors into a raceway at the same time. Use Listed water or silicone based wire pulling lubricant for pulling 4 AWG and larger wires and for other conditions when necessary. Wax based
34 40347005.doc lubricants are not allowed. Pulling lubricant is not required for low friction type products where the cable manufacturer recommends that cables be pulled without lube. Completely and thoroughly swab raceway system before installing conductors. Place all conductors of a given circuit (this includes phase wires, neutral (if any), and ground conductor) in the same raceway. If parallel phase and/or neutral wires are used, then place an equal number of phase and neutral conductors in same raceway or cable. WIRING CONNECTIONS AND TERMINATIONS Splice only in accessible junction boxes. Wire splices and taps shall be made firm, and adequate to carry the full current rating of the respective wire without soldering and without perceptible temperature rise. All splices shall be so made that they have an electrical resistance not in excess of two feet (600 mm) of the conductor. Use solderless twist type spring connectors (wire nuts) with insulating covers for wire splices and taps, 10 AWG and smaller. Use mechanical or compression connectors for wire splices and taps, 8 AWG and larger. Tape uninsulated conductors and connectors with electrical tape to 150 percent of the insulation value of the wiring. Thoroughly clean wires before installing lugs and connectors. At all splices and terminations, leave tails long enough to cut splice out and completely re-splice. WIRE COLOR General: Solid colored insulation is required for all THHN/THWN-2 wire. For other wire types use colored wire or identify wire with colored tape at all terminals, splices and boxes. Wire shall be colored as indicated below. Use black and red for single phase circuits at 120/240 volts. Neutral Conductors: White for 120/240V systems. Where there are two or more neutrals in one conduit, each shall be individually identified with a different stripe. Feeder Circuit Conductors: Each phase shall be uniquely color coded. Ground Conductors: Green colored insulation for THHN/THWN-2 wire. For other wire types use green colored wire or identify wire with green tape at both ends and at all access points, such as panelboards and junction boxes.
END OF SECTION
35 40347005.doc SECTION 26 05 26 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS
PART 1 - GENERAL
SCOPE The work under this section includes grounding electrodes and conductors, equipment grounding conductors, and bonding for Electrical and Communications systems. Included are the following topics:
PART 1 - GENERAL Scope Related Work References Submittals Project Record Documents Regulatory Requirements PART 2 - PRODUCTS Rod Electrode Concrete-Encased Grounding Electrode Mechanical Connectors Compression Connectors Conductors PART 3 - EXECUTION Examination General Less Than 600 Volt System Grounding Warranty All hardware, cables and related termination and support hardware shall be furnished, installed, wired, tested, labeled, and documented by the Contractor, as detailed in this and related sections. RELATED WORK Applicable provisions of Division 1 govern work under this Section. REFERENCES ANSI/IEEE 142 (Latest edition) - Recommended Practice for Grounding of Industrial and Commercial Power Systems UL 467 Electrical Grounding and Bonding Equipment IEEE 837 - IEEE Standard for Qualifying Permanent Connections Used in Substation Grounding TIA-607-C - Commercial Building Grounding (Earthing) and Bonding Requirements for Telecommunications
SUBMITTALS Product Data: Provide data for grounding electrodes and connections.
Manufacturer's Instructions: Include instructions for preparation, installation and examination of exothermic connectors.
PROJECT RECORD DOCUMENTS Record locations of all electrical and telecommunications grounding electrodes, busbars and grounding conductors as installed including recorded ground resistance test results.
REGULATORY REQUIREMENTS Conform to requirements of NFPA 70.
Furnish products listed and classified by Underwriters Laboratories, Inc. or testing firm acceptable to authority having jurisdiction as suitable for purpose specified and shown.
PART 2 – PRODUCTS
ROD ELECTRODE
36 40347005.doc Material: Copper-clad steel.
Diameter: 3/4 inch (19 mm) minimum.
Length: 10 feet (3.5 m) minimum. Rod shall be driven at least 9' 6" deep.
CONCRETE-ENCASED GROUNDING ELECTRODE FOR POLE BASES Fabricate per NFPA 70, Article 250.52 (A)(3) using 20 feet (6m) of bare copper wire not smaller than bare seven-strand #4 AWG. If concrete foundation is less than 20 feet (6m) long, coil excess conductor within the base of the foundation. Bond grounding conductor to reinforcing steel in at least four locations and to anchor bolts.
MECHANICAL CONNECTORS The mechanical connector bodies shall be manufactured from high strength, high conductivity cast copper alloy material. Bolts, nuts, washers and lock washers shall be made of Silicon Bronze and supplied as a part of the connector body and shall be two hole, two bolt type.
Split bolt connector types are NOT allowed. Exception: the use of split bolts is acceptable for grounding of wire-basket type cable tray, and for cable shields/straps of medium voltage cable.
The connectors shall meet or exceed UL 467 and be clearly marked with the catalog number, conductor size and manufacturer.
COMPRESSION CONNECTORS The compression connectors shall be manufactured from pure wrought copper. The conductivity of this material shall be no less than 99% by IACS standards.
Each connector shall be factory filled with an oxide-inhibiting compound.
The connectors shall meet or exceed the performance requirements of IEEE 837, latest revision.
The connectors shall be clearly marked with the manufacturer, catalog number, conductor size and the required compression tool settings. The installation of the connectors shall be made with a compression tool and die system, as recommended by the manufacturer of the connectors, and shall be irreversible. Pre-crimping of the ground rod is required for all irreversible compression connections to a ground rod.
CONDUCTORS Material: Stranded copper (aluminum not permitted).
Grounding Electrode Conductor: Bare seven-strand conductors. Size as shown on drawings, specifications or as required by NFPA 70, whichever is larger. Feeder and Branch Circuit Equipment Ground: Size as shown on drawings, specifications or as required by NFPA 70, whichever is larger. Differentiate between the normal ground and the isolated ground when both are used at the same facility. Branch Circuit Equipment Ground shall be proportionately increased in size when routed with phase conductors increased in size.
PART 3 - EXECUTION
EXAMINATION Verify that final backfill and compaction has been completed before driving rod electrodes.
GENERAL Install Products in accordance with manufacturer's instructions.
Mechanical connections shall be accessible for inspection and checking. No insulation shall be installed over mechanical ground connections.
37 40347005.doc Ground connection surfaces shall be cleaned and all connections shall be made so that it is impossible to move them.
All grounding electrode conductors and individual grounding conductors shall be installed in PVC conduit, in exposed locations. Each grounding electrode conductor shall be labeled at each terminated end as to system served and location of second termination.
LESS THAN 600 VOLT ELECTRICAL SYSTEM GROUNDING Provide code sized copper grounding electrode conductor from electrical room ground bus to secondary switchboard ground bus, each separately derived system neutral, secondary service system neutral to street side of water meter, building steel, ground rod, and any concrete encased electrodes. Provide bonding jumper around water meter. Provide physical protection as required. Equipment Grounding Conductor: Provide separate, insulated equipment grounding conductor within each raceway. Terminate each end on suitable lug, bus, enclosure or bushing. Provide a ground wire from each device to the respective enclosure. Bond together system neutrals, service equipment enclosures, exposed non-current carrying metal parts of electrical equipment, metal raceway systems, grounding conductor in raceways and cables, receptacle ground connectors, and plumbing systems.
WARRANTY See Division 1, General Conditions, and General Requirements.
END OF SECTION
38 40347005.doc SECTION 26 24 16 PANELBOARDS PART 1 - GENERAL SCOPE The work under this section includes main, distribution and branch circuit panelboards. Included are the following topics: PART 1 - GENERAL Scope Related Work References Submittals Operation and Maintenance Data Spare Parts PART 2 - PRODUCTS Power Distribution Panelboards PART 3 - EXECUTION Installation Field Quality Control RELATED WORK Applicable provisions of Division 1 govern work under this Section. REFERENCES ANSI C57.13 – Instrument Transformers NEMA AB 1 - Molded Case Circuit Breakers NEMA KS 1 - Enclosed Switches UL-891 - Dead Front Switchboards SUBMITTALS Include outline and support point dimensions, voltage, main bus ampacity, circuit breaker arrangement and sizes, and interrupting ratings confirming a fully-rated system for all equipment and components.
OPERATION AND MAINTENANCE DATA All operations and maintenance data shall comply with the submission and content requirements specified under section GENERAL REQUIREMENTS. SPARE PARTS Keys: Furnish 2 keys for each panelboard to Owner. Handle lock-off: Furnish (2) 20/1P circuit breaker handle lock-off devices for each panelboard to Owner. One set of three spare fuses of each size and type utilized. PART 2 - PRODUCTS POWER DISTRIBUTION PANELBOARDS Panelboards: Circuit breaker type.
The panelboard and overcurrent devices contained within shall be fully-rated.
Enclosure: NEMA Type 3R. Constructed of galvanized code gauge steel. Provide panelboards with copper bus (phase buses, bus fingers, etc.), ratings as scheduled on Drawings. Provide ground bars in all panelboards. Neutral and ground bars can be dual rated ALCU9. All spaces shall have bus fully extended and drilled for the future installation of breakers. Minimum System (i.e. individual component) Short Circuit Rating: As shown on the Drawings and as required by short circuit/coordination study.
Main breakers shall be individually mounted. Back feed mains shall NOT be utilized.
39 40347005.doc The circuit breakers are to be totally front accessible and mounted in the panelboard to permit installation, maintenance and testing without reaching over line side bussing. The circuit breakers are to be removable by the disconnection of only the load side terminations and line and load side connections are to be individual to each circuit breaker. Common mounting brackets or electrical bus connectors are not acceptable.
Breaker feeder lugs shall be dual rated for use with either aluminum or copper conductors.
Each circuit breaker is to be furnished with an externally operable mechanical means to trip the circuit breaker, enabling maintenance personnel to verify the ability of the circuit breaker trip mechanism to operate, as well as exercise the circuit breaker operating mechanisms.
A minimum of 20% future circuit breaker spaces shall be included. Spaces for future circuit breakers shall be “prepared” spaces. These spaces shall be provided with the necessary mounting hardware and bus extensions so that when future breakers are added, only the breaker itself needs to be purchased by the installer.
Circuit breakers serving single motor loads shall be magnetic only, instantaneous trip. Overload protection shall be shall be part of the motor combination controller.
Circuit Breakers: Molded Case Circuit Breakers: As scheduled on the drawings, integral thermal and instantaneous magnetic trip elements in each pole.
Surge Protective Device: Provide a surge protective device meeting the requirements of specification section 26 43 13. Surge protective devices shall be served from an overcurrent protective device within the power distribution panelboard. Surge protective device shall be installed external to the distribution panelboard.
PART 3 - EXECUTION INSTALLATION See section 26 05 29 for support requirements. Install panelboards plumb with wall finishes. Height: 6’-0” to top of panelboard. Install a crimp type stud termination to stranded conductor when terminating on circuit breakers without a captive assembly rated for terminating stranded conductors. Provide filler plates for unused spaces in panelboards. See section 26 05 53 for identification requirements. Provide typed circuit directory for each panelboard per NEC 408.4(A). Revise directory to reflect circuiting changes required to balance phase loads. FIELD QUALITY CONTROL If aluminum conductors size #1/0 and larger (per Section 26 05 19) are to be used as panelboard feeders, it is the responsibility of the contractor to provide panelboards with adequate wire bending space to accommodate the aluminum conductors and terminators to meet allowable code requirements. The Contractor shall circuit the panelboards as shown on the drawings. Measure steady state load currents at each panelboard feeder. Should the difference at any panelboard between phases exceed 10 percent, rearrange circuits in the panelboard to balance the phase loads within 10 percent. Visual and Mechanical Inspection: Inspect for physical damage, proper alignment, anchorage, and grounding. Check proper installation and tightness of connections.
END OF SECTION
40 40347005.doc SECTION 26 24 18 ELECTRIC PEDESTALS FOR CAMPSITES
PART 1 - GENERAL
SCOPE The work under this section includes providing and installing campsite pedestals and all accessories and components. Included are the following topics: PART 1 - GENERAL Scope Related Work References Submittals Spare Equipment PART 2 - PRODUCTS Campsite Electrical Pedestals PART 3 - EXECUTION General Grounding Identification Field Quality Control Training
RELATED WORK Applicable provisions of Division 1 govern work under this Section. Section 26 05 19 – Low Voltage Electrical Power Conductors and Cables Section 26 05 26 – Grounding and Bonding for Electrical Systems Section 26 05 53 – Identification for Electrical Systems
REFERENCES NFPA 70 – National Electric Code (special attention to Article 551 – Recreational Vehicles and Recreational Vehicle Parks).
SUBMITTALS Include outline and product data illustrating configurations, finishes, dimension, and manufacturer’s instructions.
SPARE EQUIPMENT Provide and turn over to Owner, one spare fully appointed pad-mount electrical pedestal at conclusion of project.
PART 2 - PRODUCTS
CAMPSITE ELECTRIC PEDESTALS Manufacturer: Midwest Electric Products, Inc. #U075, or approved equal by Milbank, Square D and Eaton. Provide accessories required for proper installation.
UL Listed; Dead front 16-gauge galvanized zinc-coated steel enclosure with electro-deposition finish; welded flange NEMA 3R construction; padlockable hinged NEMA 3R rolled edge door to protect Load Center.
Provide product specifically designed as campsite electrical service pedestals.
Pedestal shall be 10,000 AIC with 200-amp rated loop feed lugs dual rated for CU/AL and capable of receiving up to 350 MCM aluminum or copper conductors; factory-wired from load side of loopfeed lugs to load center, and from circuit breakers of load center to respective factory-installed receptacles. Factory-wired receptacles consisting of one 50 amp (NEMA 14-50R) or one 30 amp (NEMA BR32U0) and one 20 amp (NEMA 20R2GFI) as shown on the plans. Receptacles shall be listed weather resistant. Pedestals
41 40347005.doc shall also contain the following factory installed and wired circuit breakers: a 2-pole-50 amp, a 1-pole/30 amp, and a 1- pole/20 amp, plus a minimum of one single pole circuit breaker space.
All pedestals provided under this section shall be by the same manufacturer.
PART 3 - EXECUTION
GENERAL Pedestal locations indicated on the Contract Documents are approximate. Final pedestal locations shall be confirmed by the Contractor with the Owner. No pedestal shall be located where exposure to potential vehicular damage could occur. Install pedestals in strict accordance with manufacturer’s written instructions. Receptacles (hinged cover) side of pedestal shall face campground spur. Install pedestals square and plumb. Pedestal feeders shall be 3-wire plus a continuous equipment grounding conductor. The 20-amp and 30-amp receptacles alternately between Phase a and Phase B on successive pedestals in a particular circuit. Receptacles shall have a separate grounding terminal. A separate equipment grounding conductor shall be installed between the grounding terminal on each receptacle and the pedestal ground lug. The ground lug shall be bonded to the enclosure.
Conduits extending into pedestal base shall be sealed with silicone caulk to prevent entry by rodents.
GROUNDING Bond each pedestal enclosure to its associated concrete base in a method approved by code.
IDENTIFICATION Reference Section 26 05 53 – Identification for Electrical Systems for identification responsibilities.
FIELD QUALITY CONTROL For aluminum feeder conductors, it is the responsibility of the Contractor to provide pedestals with adequate wire bending space to accommodate the aluminum conductors and terminators to meet allowable code requirements. The Contractor shall circuit the pedestals as shown on the drawings. Visual and Mechanical Inspection: Inspect for physical damage, proper alignment, anchorage and grounding. Check proper installation and tightness of connections. Physically test each receptacle for proper operation (including GFCI function).
TRAINING Train the staff regarding care and operation of the pedestal.
END OF SECTION
42 40347005.doc SECTION 31 10 00 SITE CLEARING
P A R T 1 - G E N E R A L
SCOPE The work under this section shall consist of providing all work, materials, labor, equipment, and supervision necessary to clear and grub the site of existing vegetation as required in these specifications and on the drawings. Included are the following topics:
PART 1 - GENERAL Scope Related Work Clearing Limits
PART 2 - MATERIALS Not Used
PART 3 - EXECUTION General Cutting Offsite Disposal of Materials Grubbing
RELATED WORK Applicable provisions of Division 1 govern work under this Section.
CLEARING LIMITS Confine clearing and grubbing operations to the limits as indicated on the drawings. In the absence of such a designation on the drawings, confine work to the minimum area reasonably necessary to undertake the work as determined by the Engineer. Clearing and grubbing operations shall not extend past the property line or easement line without prior approval of the Engineer.
P A R T 2 - M A T E R I A L S
Not Used
P A R T 3 - E X E C U T I 0 N
GENERAL Limits of clearing and grubbing shall be as shown on plans. When selective pruning and removal is specified, limit work to only those plants or limbs shown drawings or scheduled.
Remove trees, stumps, roots, brush, other vegetation, debris, and other items that interfere with new construction.
To minimize erosion, limit heavy equipment travel only to that necessary to complete clearing and grubbing.
Repair damaged erosion control features immediately.
CUTTING Fell and prune trees in manner so as not to damage adjacent structures, site features or other plants not scheduled for removal. Use tag lines and other devices as necessary to control falling tree and limbs.
43 40347005.doc OFFISTE DISPOSAL OF MATERIALS Clearing and grubbing debris shall be disposed of at facilities designed to accept the material that is being disposed. Follow all local, state and federal regulations.
GRUBBING Grubbing operations may be completed by removal of stump section or by grinding.
Remove stumps, logs, roots, other organic matter located within proposed excavations completely.
END OF SECTION
44 40347005.doc SECTION 31 20 00 EARTHMOVING
P A R T 1 - G E N E R A L
SCOPE The work under this section shall consist of providing all work, materials, labor, equipment, and supervision necessary to complete earthwork required in these specifications and on the drawings. Included are the following topics:
PART 1 - GENERAL Scope Related Work Reference Standards Submittals Quantities Surveying and Staking Record Drawings
PART 2 - MATERIALS Earth Fill Granular Fill Structural Fill
PART 3 - EXECUTION General Topsoil Removal Excavation Placing and Compacting Material Clean Up
RELATED WORK Applicable provisions of Division 1 govern work under this Section.
REFERENCE STANDARDS Applicable provisions of Division 1 shall govern all work under this section.
American Society for Testing and Materials (ASTM): D422-63(1998) Standard Test Method for Particle Size Analysis of Soils D4318-00 Liquid Limit, Plastic Limit and Plasticity Index of Soils D698-00a Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort D1557-00 Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort D2922-01 Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods D3017-01 Standard Test Methods for Water Content of Soil and Rock in Place by Nuclear Methods E329-00b Standard Specifications for Agencies Engaged in the Testing and/or Inspection of Materials Used in Construction
SUBMITTALS Provide copies of record drawings.
Provide samples of each type of soil or aggregate proposed for use on the project. Samples shall consist of a minimum of 50 pounds of soil. The Contractor shall be responsible for delivering soil samples to the
45 40347005.doc testing agency as designated by the Engineer. Provide samples a minimum of 2 weeks prior to starting construction.
Provide copies of material testing reports.
QUANTITIES Elevations provided on the plans are finished elevations including topsoil.
Contractor shall be solely responsible for determining all earthwork quantities based on the existing and proposed elevations provided on the plans. Any geotechnical investigations provided by the Owner apply only to those locations that the data was collected, and may not be indicative of conditions elsewhere on the site. The Contractor is responsible for collecting any additional geotechnical or survey data he deems necessary to complete an accurate estimate of earthwork quantities.
Contractor shall be solely responsible for balancing site materials. If onsite excavation and borrow operations do not provide enough suitable material for fill areas, Contractor shall coordinate and pay for excavation, transport and placement of imported material meeting the specifications of the contract documents. If excavation results in excess materials, Contractor shall coordinate and pay for loading, transport and offsite disposal of excess materials.
If contractor finds the geotechnical information or existing or proposed elevations shown on the plans to be erroneous, he shall notify the Engineer immediately.
SURVEY AND STAKING Owner or Engineer will provide benchmarks and control points for the project.
Contractor shall be responsible for transferring benchmarks, control points, lines and grades as necessary to complete his work.
RECORD DRAWINGS Maintain as-built drawings showing actual locations of utilities and other features encountered, modifications to proposed grades and site features, and other deviations from the original design.
P A R T 2 - M A T E R I A L S EARTH FILL Clean material consisting of inorganic soil or a mixture of inorganic soil and rock, stone or gravel. The material shall be free of topsoil, sod, stumps, wood, asphalt, concrete, debris, and other deleterious material. The maximum dimension of any material shall not exceed 2’ in any direction.
GRANULAR FILL Clean material meeting the requirements of “Grade 1 or Grade 2 Granular Backfill” as defined in Section 209.2.1 of the Standard Specifications for Highway Construction.
STRUCTURAL FILL Clean material meeting the requirements of “Structure Backfill” as defined in Section 210.2.1 of the Standard Specifications for Highway Construction.
P A R T 3 - E X E C U T I 0 N
GENERAL Complete earthwork for structures, trenching and roadways in accordance with this section and the following applicable sections: Section 31 23 16.13 - Trenching Section 31 23 16.16 - Structure Excavation for Minor Structures
46 40347005.doc TOPSOIL REMOVAL Comply with erosion control requirements of Section 31 25 00 – Erosion Control relative topsoil removal and storage. Complete clearing and grubbing work as required by the Contract Documents and as specified in Section 02230 – Clearing and Grubbing. Coordinate topsoil stockpile locations with Engineer and other contractors working onsite. Remove all topsoil from proposed locations of buildings, structures, roads, walks and other paved areas. Also, remove topsoil from proposed lawn or turf areas where the proposed elevation exceeds the existing elevation by 1’ or greater, or where fill will be placed. Stockpile reusable topsoil for use in restoration. Do not excavate, grade or work topsoil in frozen or muddy condition. Minimize compaction of topsoil to the extent possible.
EXCAVATION Excavate to the elevations shown on the plans; allow for placement of fill, base course, pavements, and topsoil as required by the plans and other Contract Documents. Transfer lines and grades provided by the Engineer as necessary. Excavate areas to provide positive drainage whenever possible. Remove excess and spoil material from the site in a timely fashion.
PLACING AND COMPACTING MATERIAL Place material in fill areas only after all topsoil has been removed. Place fill to the elevations shown on plans; allow for placement of base course, pavements and topsoil as required by the plans and other Contract Documents. Fill type shall be as indicated on Table 31 20 00 -2, or as shown on the plans. Do not place fill on areas consisting of organic soil, debris or other soft and yielding material. Do not place fill on frozen or muddy areas. Moisture condition subgrade as necessary to provide a firm surface prior to placing fill. Place fill in horizontal lifts having thickness as shown on Table31 20 00 -2. Compact fill material as required by Table 31 20 00 -2 for given use. Moisture condition fill material as necessary to achieve density required for given use. Place and compact backfill so as to minimize settlement and avoid damage to walls, utility lines and other work in place. Place backfill simultaneously on both sides of free-standing structures. It is the responsibility of the Contractor to provide all necessary compaction equipment and other grading equipment that may be required to obtain the specified compaction. Compaction of controlled backfill by travel of grading equipment will not be considered adequate for uniform compaction. Hand guided vibratory or tamping compactors will be required whenever controlled backfill may be placed adjacent to walls, footings, columns or in confined areas.
47 40347005.doc Accommodate and assist geotechnical consulting engineer in collecting and testing soil samples.
Maximum Minimum Required Compacted Lift Proctor Minimum Relative Location Material Thickness Compaction Density (a) Areas Beneath Footings, Floor Structural Slabs, or Structures Fill 8” 95% Modified 70% Footing, Foundation and Structure Structural Backfill Fill 8” 95% Modified 70% Areas within 10’ of Existing or Granular Proposed Building or Structure Fill 12” 90% Modified 60% Footing or Slab Areas Beneath Existing or Granular Proposed Pavement (Roads, Fill 12” 90% Modified 60% Drives, Walks) Turf Areas Earth Fill 12” 85 % Modified 50% (a) Minimum relative density as determined by ASTM D-4253-00 for coarse-grained soils with less than 15% by mass passing the No. 200 sieve. Applicable only when minimum proctor compaction cannot be achieved. TABLE 31 20 00 -2
CLEAN UP Level off all waste disposal areas and clean up all areas used for the storage of materials or the temporary deposit of excavated earth. Remove all surplus material, tools and equipment.
Thoroughly clean all drainage ways, roads, parking lots, sidewalks, and paved surfaces and remove and dispose of all debris and mud.
END OF SECTION
48 40347005.doc SECTION 31 22 16.15 ROADWAY SUBGRADE PREPARATION
P A R T 1 - G E N E R A L
SCOPE The work under this section shall consist of providing all work, materials, labor, equipment, and supervision necessary to complete roadway and parking lot grading, as required in these specifications, on the drawings and as otherwise deemed necessary to complete the work. Included are the following topics:
PART 1 - GENERAL Scope Related Work Permits/Fees Survey and Staking
PART 2 - MATERIALS Breaker Run
PART 3 - EXECUTION Preparation Excavation Fill and Compaction Subgrade Approval/Proof-Rolling Undercutting/Excavation Below Subgrade (EBS) Restoration
RELATED WORK Applicable provisions of Division 1 govern work under this Section.
Section 02 00 00 Existing Conditions Section 31 25 00 Erosion Control Section 31 23 16.13 Trenching Section 31 20 00 Earthmoving
PERMITS/FEES Contractor shall be solely responsible for obtaining all permits necessary to complete the work. Contractor shall pay all fees associated with obtaining permits. These include, but are not limited to permits for work within public right-of-way, land disturbance permits and building permits.
SURVEY AND STAKING Owner or Engineer will provide benchmarks and control points for the project.
Contractor shall be responsible for transferring benchmarks, control points, lines and grades as necessary to complete his work.
P A R T 2 - M A T E R I A L S
BREAKER RUN AGGREGATE Crushed stone, rock or gravel meeting the requirements of either Breaker Run or Select Crushed material as defined in Section 311.2 or Section 312.2 of Standard Specifications for Highway Construction, respectively.
49 40347005.doc P A R T 3 - E X E C U T I 0 N
PREPARATION Review plans and prepare workplan and schedule. Coordinate any necessary interruptions in site access with Engineer, in accordance with other specification sections.
Contact Diggers Hotline. Locate and protect utilities, structures, pavement, trees, landscaping, benchmarks and other features in the work area.
Layout work. Establish and transfer line and grade as necessary to complete the work.
Remove topsoil from work area. Sawcut and remove pavement from work area.
Grade roadways and parking areas to drain water away.
EXCAVATION Excavate to elevations and dimensions as shown on the drawings and as necessary to complete construction. Excavations shall be sufficiently deep to provide for all proposed basecourse and pavement.
Notify Engineer if correction of unauthorized excavation or over-excavation is necessary. Said excavations will be corrected based on recommendations of Engineer or Engineer’s geotechnical consultant. Contractor will be responsible for all costs associated with correcting these excavations, including fees charged by Engineer’s geotechnical consultant.
Segregate the various materials excavated. Reserve material meeting the requirements of backfill for the location. Excavated material that does not meet the requirements of backfill, and excess excavated material, shall be removed from the site and disposed by the contractor, unless directed otherwise by other specification sections or the Engineer.
Locate spoil piles in accordance with OSHA requirements, and so that it does not interfere with public travel, adjacent landowners or other construction activities.
FILL AND COMPACTION Excavation shall be reasonably free of water prior to beginning filling. Do not place material on frozen surfaces or use frozen material.
Fill areas using the material specified on Table 31 22 16.15 -2, or as shown on the drawings.
Place and compact material to minimize settlement and avoid damage to structures, pipes, utility lines and other features. Hand-place and compact material as necessary.
Place backfill simultaneously on both sides of structures.
Moisture condition backfill material as necessary to achieve density required for given use.
Compact fill material as required by Table 31 22 16.15 -2 for the given use.
It is the responsibility of the Contractor to provide all necessary compaction equipment and other grading equipment that may be required to obtain the specified density. Vibratory plate or tamping type walk behind compactors will be required whenever backfill is placed adjacent to structures, pipes, utility lines and other features.
50 40347005.doc Maximum Minimum Required Compacted Lift Proctor Minimum Relative Location Material Thickness Compaction Density (a) Areas Beneath Footings, Floor Structural Slabs, or Structures Fill 8” 95% Modified 70% Footing, Foundation and Structure Structural Backfill Fill 8” 95% Modified 70% Areas within 10’ of an Existing or Granular Proposed Building or Structure Fill 8” 90% Modified 60% Footing or Slab Areas Beneath Existing or Granular Proposed Pavement (Roads, Fill 8” 90% Modified 60% Drives, Walks) Turf Areas Earth Fill 12” 85 % Modified 50% (a) Minimum relative density as determined by ASTM D-4253-00 for coarse-grained soils with less than 15% by mass passing the No. 200 sieve. Applicable only when minimum proctor compaction cannot be achieved. TABLE 31 22 16.15 -2
Where additional filling or excavation is necessary, or placement of basecourse will be delayed, roll surface of proposed roadway or parking lot with a smooth drum roller to provide relatively impervious surface and promote drainage.
SUBGRADE APPROVAL/PROOF-ROLLING Prior to undercutting or excavating below subgrade (EBS) or placing any basecourse, contact Engineer to schedule inspection of subgrade and proof rolling. Provide minimum of 24 hrs confirmed notice. All proof rolling shall be completed in the presence of the Engineer. To complete proof rolling, entire roadway subgrade shall be provided with a relatively smooth surface, suitable for observing soil reaction during proof rolling. Contractor shall schedule and provide a fully loaded tri-axle dump truck for proof – rolling. Loaded truck shall have a minimum gross operating weight of 30 tons. Test shall be conducted with “tag” or “pusher” axles retracted from the ground. Test rolling shall be accomplished in a series of traverses parallel to the centerline of the street or parking area. The truck shall traverse the length of the street or parking area once for each 12’ of width. Additional passes along the traverse shall be completed as directed by the Engineer, to further define unsatisfactory subgrade. Soft areas, yielding areas, cracked areas or areas where rolling or wave action is observed shall be considered indicative of an unsatisfactory subgrade. Such areas shall be undercut as outlined in subsequent subsections of this specification. Once the subgrade has been proof-rolled and approved, protect the soils from becoming saturated, frozen, or adversely altered.
UNDERCUTTING/EXCAVATION BELOW SUBGRADE (EBS) Undercutting/EBS shall be completed only when directed by the Engineer. The Contractor shall not be compensated for any unauthorized undercutting/EBS. Measure and document undercut areas and depths in consultation with Engineer. Excavate undercut areas to the depth specified using equipment with smooth cutting edge. Excavated undercut material that does not meet the specifications for fill needed elsewhere on site shall be removed from the site and legally disposed.
51 40347005.doc Undercut areas shall be backfilled with Breaker Run in maximum of 6” thick lifts (compacted). Breaker Run shall be compacted to 90% Modified Proctor dry density.
RESTORATION Roll all pavement subgrade surfaces using a smooth drum roller to promote an impervious surface and minimize percolation of water into the subgrade.
END OF SECTION
52 40347005.doc SECTION 31 23 16.13 TRENCHING
P A R T 1 - G E N E R A L
SCOPE The work under this section shall consist of providing all work, materials, labor, equipment, and supervision necessary to complete trenching for utilities and other work, as required in these specifications, on the drawings and as otherwise deemed necessary to complete the work. Included are the following topics:
PART 1 - GENERAL Scope Related Work Submittals Record Drawings Quality Assurance Permits/Fees Survey and Staking
PART 2 - MATERIALS Utility Bedding and Cover Free Draining Fill Earth Backfill Controlled Backfill Flowable Fill Crushed Stone Bedding Crushed Stone Screenings Bedding Sand Cement Slurry Grout
PART 3 - EXECUTION Preparation Underground Locates Connections to Existing Utilities Dewatering Excavation Support of Existing Utilities Insulation for Existing Utilities Bedding & Utility Cover Backfill and Compaction Grading Grading Around Trees Temporary Berms and Storm Sewers Restoration
RELATED WORK Applicable provisions of Division 1 govern work under this Section. Section 02 32 00 – Geo Technical Investigation Section 31 25 00 – Erosion Control Section 31 20 00 – Earthmoving Section 31 23 19 – Dewatering Section 31 25 00 – Erosion Control
Applicable provisions of Division 1 shall govern all work under this section.
53 40347005.doc SUBMITALS Provide copies of record drawings. Provide copies of material testing reports.
RECORD DRAWINGS Maintain record drawings showing actual locations of utilities and other features encountered, modifications to proposed grades and site features, and other deviations from the original design.
PERMITS/FEES Contractor shall be solely responsible for obtaining all permits necessary to complete trenching work. The Contractor shall pay all fees associated with obtaining permits. These include, but are not limited to permits to work within right-of- way, utility connection permits, plumbing permits, electrical permits and other building permits.
SURVEY AND STAKING Engineer will provide benchmarks and control points for the project.
Contractor shall be responsible for transferring benchmarks, control points, lines and grades as necessary to complete his work.
P A R T 2 - M A T E R I A L S
UTILITY BEDDING AND COVER Class “B” stone chip bedding.
Use bedding free from clumps, rocks, organic and frozen materials. Use crushed stone chips meeting the following for all direct buried utilities and utility tunnel:
Gradation Sieve Size % passing (by weight) 1 inch 100 3/4 inch 90 to 100 1/2 inch — 3/8 inch 20 to 55 No. 4 0 to 10 No. 8 0 to 5 No. 100 —
Lifts not-to-exceed 18” see Table 31 23 16.13-2 for final compacted lift height Each lift compacted to 90 percent of dry density in accordance with ASTM D1557
FREE DRAINING FILL Comply with ASTM C33 grading requirements. Washed gravel or crushed stone, 1/4 inch minimum, ¾ inch maximum.
EARTH BACKFILL Sand/gravel non-cohesive non-expansive, free of vegetable matter, clay , rubbish, rock larger than 2 inches, boulders, concrete, paving, masonry debris, waste, frozen materials, other inorganic and deleterious materials. Existing material meeting these requirements can be reused.
CONTROLLED BACKFILL Sand or pit-run sand/gravel, meeting the following above all direct buried utility and utility tunnel:
54 40347005.doc Gradation Sieve Size % passing (by weight) 2-1/2 inch 100 1 inch 90 to 100 3/4 inch 70 to 100 No. 4 60 to 100 No. 200 15 or less
FLOWABLE FILL Controlled low strength material (CLSM) or flowable slurry fill.
Cement: Any Type, 100 lb/cu. yd & 50 lb. per cu. yd. Aggregate: None required for slurry fill, sand for utility support. Strength: 50 – 100 + psi @ 28 days. Slurry: As necessary. Fly Ash: Any class in quantity equal to cement.
Thoroughly mix in a clean ready mix truck; run mixer at mixing speed for one minute just prior to placement to insure an even mixture.
CRUSHED STONE BEDDING Clean material meeting the requirements of “¾” Crushed Stone Chips” as defined in Section 6.43.2(a)2, regardless of pipe size, of Standard Specifications for Sewer and Water Construction.
CRUSHED STONE SCREENINGS Crushed stone free of organic material, concrete, asphalt and other debris. Material shall meet the requirements of “Crushed Stone Screenings” as defined in Section 6.43.2(b) of Standard Specifications for Sewer and Water Construction. BEDDING SAND Sand meeting the requirements of “Bedding Sand” as defined in Section 6.43.2(c) of Standard Specifications for Sewer and Water Construction. CEMENT SLURRY GROUT Portland cement based grout having a slump of 10”-12” and the following mix proportion (per CY):
Type 1 Portland Cement 100# Class C Fly Ash 300# Fine Aggregate 2700# Water 400# Air Entraining Admixture 35 oz
Similar mix designs that are suitable for the intended use will be considered.
P A R T 3 - E X E C U T I O N
PREPARATION General Contractor shall excavate and backfill the following utilities in accordance with this section:
- Steam box conduits, sump & dewatering discharge piping, and pits. - Underground chilled water, condenser water, hot water, steam and condensate direct bury piping - Underground primary/signal vaults and duct banks - Storm and sanitary piping. - Direct buried power and signal conduits.
55 40347005.doc Review plans and prepare work plan and schedule. Coordinate any necessary interruptions in utility service with Engineer, in accordance with other specification sections.
Layout work. Establish and transfer line and grade as necessary to complete the work.
Remove topsoil from work area. Saw cut and remove pavement from the work area.
UNDERGROUND LOCATES Contractor shall obtain all underground utility locates. Locates shall include excavation, backfill, survey and pictures of existing utilities within the construction limits. Survey information shall include size, elevation, GPS location, materials and height and width of utility.
CONNECTIONS TO EXISTING UTILITIES Connect to existing utilities in accordance with the requirements of other pertinent specification sections.
DEWATERING Dewatering shall be completed in accordance with Section 31 23-19 – Dewatering
EXCAVATION Excavate to elevations and dimensions necessary to complete construction. Excavations shall be sufficiently deep to provide for bedding beneath pipes and structures, to provide steam tunnel water proofing and as otherwise required to complete the work as shown.
For pipes less than 12” in diameter, maximum trench width at the top of the pipe shall be 3’. For pipes greater than 12” in diameter, the maximum trench width at the top of the pipe shall be no greater than the outside diameter of the pipe plus 2’.
The trench width at the ground surface shall be minimized to the extent possible through the use of trench boxes, shields, or shoring, and as necessary to protect features and improvements that are shown to be protected on the drawings.
The trench width at the ground surface shall not exceed the width of the trench at the top of the pipe by more than 2’ without prior approval by the Engineer.
Provide a minimum clearance of 6” from outside of pipe to the closest of either the sidewall of trench or inside wall of trench box, shield or shoring.
Notify Engineer if trench subgrade consists of unstable soil, organic material, debris or other undesirable material.
Segregate the various materials excavated. Reserve material meeting the requirements of backfill for the location. Excavated material that does not meet the requirements of backfill, and excess excavated material, shall be removed from the site and disposed by the contractor, unless directed otherwise by other specification sections or the Engineer.
Locate bedding, backfill and spoil piles in accordance with OSHA requirements, and so that it does not interfere with public travel, adjacent landowners or other construction activities.
Trench excavation shall be limited to that which can be excavated and backfilled within the same workday.
The same trench may obstruct no more than one street crossing at one time.
56 40347005.doc Where a new or existing utility pipeline, structure, box conduit or signal/power conduit requires support, or where existing utility lines are required to be abandoned in place, provide one of the flowable fill materials approved by the engineer and/or construction representative.
Do not interfere with 45 degree bearing splay of foundations.
Elevations for contours as shown on the plans, are subject to such revisions as may be necessary to fit field conditions and that the Engineer reserves the right to adjust grades from those shown on the plans to fit field conditions. Unless otherwise provided in contract or permitted by the Engineer, the work of constructing sewers and allied works shall be done in open trenches and in a manner to protect the pipe lines or sewers from unusual stresses. When provided in the contract or permitted by the Engineer, the construction of sewers may be done by tunneling and/or jacking in lieu of open trenching; details of construction shall be indicated on the plan, specified in the contract, or established by the Engineer prior to beginning the work of tunneling and/or jacking. All of the work of construction sewers shall be done in accordance with the applicable provisions of the “Wisconsin Administrative Code”, applicable standards or requirements of the local authority having jurisdiction.
The trenches shall be excavated in conformity with the required alignment and grades as shown on the plans and as laid out in the field by the Engineer. It shall be understood that the elevations for sewers, as shown on the plans, are subject to such revisions as may be necessary to fit field conditions and that the Engineer reserves the right to adjust the profile grades from those shown on the plan. No adjustment in compensation will be made for the grade adjustments not in excess of 1-foot above or below the elevations shown on the plans.
The width of the utility trench shall be such as to leave a clear space of not less than 6 inches nor more than 12 inches between the earth wall, or the supporting sheeting or bracing where such is used, and the sides of the utility. The trench width established by this utility clearance, measured at the spring line, shall be applicable to that portion of the trench from 1-foot above the top of the utility to the bottom of the trench. On streets opened to traffic, on restricted easements, and in such other locations as the Engineer directs, the width of the trench at the surface of the ground shall be limited to the outside dimension of the utility plus 2 feet plus the amount necessary for sheeting or bracing.
Surplus material shall be considered to include vegetation from the trench line, excavated rock or boulders larger than 6 inches in diameter, and all other material from excavation not needed or suitable for backfilling trenches. Unless otherwise specified, surplus material shall be the property of the Contractor, and shall be disposed of at Contractor’s cost.
Unless otherwise provided, the Contractor shall provide all trench soil retention, sheeting and/or bracing needed to protect the work, existing property, utilities, pavement, etc., and to provide safe working conditions in the trench. Such trench soil retention, sheeting and/or bracing shall be according to the Contractor’s design and shall comply with the “Wisconsin Administrative Code”.
Removal of any trench soil retention, sheeting and/or bracing from the trench shall be accomplished in such a manner as to fulfill the above requirements. Sheeting and bracing shall be removed unless specific permission is given by Owner to leave it in place.
The Owner reserves the right to limit the extent of excavation in advance of utility installation and backfilling depending on the nature of the soil and other conditions affecting the work.
The Owner reserves the right to order additional excavation where unsuitable soil conditions exist to install utilities. When this condition arises, the excavation shall be carried to such depth as directed by the Engineer. The maximum width of the extra trench excavation shall be the outside of the proposed structure plus 2 feet plus the amount necessary for trench soil retention, sheeting and/or bracing. Undercut backfill shall be shall be installed and mechanically compacted to replace the excavated materials to subbase grade.
57 40347005.doc Work necessary to expose existing underground facilities that are part of the Contractor’s statutory obligation during the normal storm sewer, sanitary sewer, electrical conduit or water main installation shall be considered as incidental to those respective items.
SUPPORT OF EXISTING UTILTIES Contractor shall support all conduits, sewers, structures, piping, wiring and cables that are exposed due to trenching and excavations. Support system shall be designed by an engineer licensed in the State of Wisconsin.
Provide by-pass pumps, piping and structures needed to keep the existing service on line while allowing work to progress.
INSULATION FOR EXISTING UTILITIES Contractor shall provide temporary insulation over exposed utilities to keep them from freezing.
BEDDING AND UTILITY COVER If unstable native soils are adjacent to bedding and utility cover in trench wrap bedding and utility cover in geotextile fabric. Where sheet piling/shoring is abandoned between unstable soil and trench wall geotextile fabric may be omitted.
Bed pipes and place utility cover material in accordance with detail drawings and the requirements of specifications for the utility and pipe type being installed (minimum 6” depth of bedding).
Establish excavation subgrade in accordance with proposed utility lines and grades, allowing for required amount of bedding material.
Excavation shall be reasonably free of water prior to placement of bedding material.
Place bedding material to required depth, and compact as specified in table 31 23 16.13-2.
Shape bedding material to conform to bell of pipe, fittings and structures.
After placing pipe, support during placement and compaction of initial utility cover material. Place utility cover to required depth and compact to 12” above utility piping, as specified in table 31 23 16.13-2.
Compaction of initial cover material for pipe and fittings shall be accomplished using hand tools and vibratory plate or tamping type walk behind compactors.
BACKFILL AND COMPACTION Backfilling shall not begin until construction below finish grade has been approved, underground utilities systems have been inspected, tested and approved, forms removed and the excavation cleaned of trash and debris.
Backfill trenches from elevations 12” above utility cover material to subgrade below pavements, base course, and topsoil as required by the plans and other Contract Documents. Where final restoration will be delayed, backfill trench to existing grade to provide a safe, free-draining surface. Ramp around structures left above surface.
Moisture condition backfill material as necessary to achieve density required for given use. Do not place material on frozen surfaces or use frozen material.
Compact material to minimize settlement and avoid damage to structures, pipes, utility lines and other features. Place backfill simultaneously on both sides of structures.
58 40347005.doc It is the responsibility of the Contractor to provide all necessary compaction equipment and other grading equipment that may be required to obtain the specified density. Vibratory plate or tamping type walk behind compactors will be required whenever backfill is placed adjacent to structures, pipes, utility lines and other features.
Flooding or jetting of backfill material for compaction purposes is not allowed.
Maximum Minimum Required Compacted Lift Proctor Minimum Relative Location Material Thickness Compaction Density (a) Bedding Materials Beneath ControlledB Footings, Slabs, or Structures ackfill 12” 95% Modified 70% Bedding Materials Beneath Utilities Utility Bedding 12” 95% Modified 70% and Cover Utility Cover – Areas Over Bedding Utility Materials to 12” Over Utilities Bedding 12” 95% Modified 70% and Cover Areas Between Top Soil and Utility Earth Cover Backfill 12” 90% Modified 50% Areas Between Utility Cover and Controlled 12” 95% Modified 60% Crushed Aggregate Basecourse Backfill Beneath Existing or Proposed Pavement (Roads, Drives, Walks) Areas with 10’ of an Existing or Controlled 12” 95% Modified 60% Proposed Building or Structure Backfill Footing or Slab Turf Areas Earth 12” 88 % Modified 50% Backfill (a) Minimum relative density as determined by ASTM D-4253-00 for coarse-grained soils with less than 15% by mass passing the No. 200 sieve. Applicable only when minimum proctor compaction cannot be achieved. TABLE 31 23 16.13-2
FLOWABLE FILL Where a new or existing utility pipeline, structure, box conduit or signal/power conduit requires support, or where existing utility lines are required to be abandoned in place, provide one of the flowable fill materials approved by the engineer and/or construction representative.
GRADING Grading shall include areas necessary to establish new grades as required, additional areas disturbed by construction activities, storage, equipment including all trenching, where excess fill is deposited and where cutting is required.
New grades are designed to produce desired configuration of site and do not represent a balance between cut and fill.
Excavated materials shall be disposed of by contractor at a suitable off-site location. Contractor shall be responsible for securing suitable disposal site(s) and for all off site disposal costs.
Grades for earthwork shall not deviate from established elevations, as shown in excess of 1 inch unless otherwise directed by Engineer.
59 40347005.doc Do all cutting, filling, compacting fill, rough grading required to bring entire project to within respective base course elevations or 6 inches below finished topsoil elevations.
GRADING AROUND TREES Limit excavation, fill or grading near trees or other vegetation to the extent possible. When tree roots are encountered, cut roots cleanly and squarely. No excavation, trenching or backfilling within the fenced drip-edge of existing trees shall occur without authorization from Engineer.
TEMPORARY BERMS AND STORM SEWERS Contractor shall provide temporary berms to direct storm water away from excavations.
Contractor shall provide temporary storm sewer piping to cross trenches and excavations to keep storm water out of the excavations.
RESTORATION Restore trenches to proposed grades and surfaces as soon as practicable after backfilling.
Remove excess bedding, backfill and spoil material from the site as soon as possible after backfilling is complete, but no later than 1 calendar dates after backfilling is complete.
Thoroughly clean all drainage ways, roads, parking lots sidewalks and paved surfaces and remove and dispose all debris and mud.
END OF SECTION
60 40347005.doc SECTION 31 23 16.16 STRUCTURAL EXCAVATION FOR MINOR STRUCTURES
P A R T 1 - G E N E R A L
SCOPE The work under this section shall consist of providing all work, materials, labor, equipment, and supervision necessary to complete trenching for utilities and other work, as required in these specifications, on the drawings and as otherwise deemed necessary to complete the work. Included are the following topics:
PART 1 -GENERAL Scope Related Work Survey and Staking
PART 2 -MATERIALS Not Used
PART 3 -EXECUTION Preparation Dewatering Excavation Construction of Foundations, Footings and Slabs Backfill and Compaction Restoration
RELATED WORK Applicable provisions of Division 1 govern work under this Section. Section 02 00 00 Existing Conditions Section 02 32 00 Geo Technical Investigation Section 31 25 00 Erosion Control Section 31 23 16.13 Trenching Section 31 20 00 Earthmoving
SURVEY AND STAKING Owner or Engineer will provide benchmarks and control points for the project.
Contractor shall be responsible for transferring benchmarks, control points, lines and grades as necessary to complete his work.
P A R T 2 - M A T E R I A L S
Not Used.
P A R T 3 - E X E C U T I 0 N
PREPARATION Review plans and prepare workplan and schedule. Coordinate any necessary interruptions in utility service with Engineer, in accordance with other specification sections.
Contact Diggers Hotline. Locate and protect utilities, structures, pavement, trees, landscaping, benchmarks and other features in the work area. Layout work. Establish and transfer line and grade as necessary to complete the work.
61 40347005.doc Remove topsoil from work area. Sawcut and remove pavement from work area. Support existing buildings, utilities and structures as necessary prior to beginning building excavation. Grade area surrounding excavation to drain water away from excavation.
DEWATERING Dewatering shall be completed in accordance with Section 31 23 19 - Dewatering.
EXCAVATION Excavate to elevations and dimensions necessary to complete construction. Excavations shall be sufficiently deep to provide for foundations, footings, slabs, and any required base material.
Segregate the various materials excavated. Reserve material meeting the requirements of backfill for the location. Excavated material that does not meet the requirements of backfill, and excess excavated material, shall be removed from the site and disposed by the contractor, unless directed otherwise by other specification sections or the Engineer.
Locate bedding, backfill and spoil piles in accordance with OSHA requirements, and so that it does not interfere with public travel, adjacent landowners or other construction activities. construction of foundations, footings and slabs Construct foundations, footings and slabs in accordance with the drawings and pertinent specification sections. Do not allow excavation sidewall soils to spall into excavation. Do not allow water to collect in excavation. Protect base of excavation from freezing. Install waterproofing and foundation drainage system in accordance with Drawings.
BACKFILL AND COMPACTION Remove all forms, bracing, staking and other construction materials from the excavation prior to initiating backfilling.
Excavation shall be reasonably free of water prior to beginning backfilling. Do not place material on frozen surfaces or use frozen material.
Backfill excavation using the material specified on Table 31 23 16.16 -2, or as shown on the drawings.
Place and compact material to minimize settlement and avoid damage to structures, pipes, utility lines and other features. Hand-place and compact material as necessary.
Place backfill simultaneously on both sides of structures.
Backfill trenches to elevations shown on the plans; allow for placement of basecourse, pavements, and topsoil as required by the plans and other Contract Documents. Where final restoration will be delayed, backfill excavation to existing grade to provide a safe, free-draining surface.
Moisture condition backfill material as necessary to achieve density required for given use.
Compact fill material as required by Table 31 23 16.16 -2 for the given use. It the responsibility of the Contractor to provide all necessary compaction equipment and other grading equipment that may be required to obtain the specified density. Vibratory plate or tamping type walk behind compactors will be required whenever backfill is placed adjacent to structures, pipes, utility lines and other features.
62 40347005.doc Flooding or jetting of backfill material for compaction purposes is not allowed.
Maximum Minimum Required Compacted Lift Proctor Minimum Relative Location Material Thickness Compaction Density (a) Areas Beneath Footings, Floor Structural Slabs, or Structures Fill 6” 95% Modified 70% Footing, Foundation and Structure Structural Backfill Fill 6” 95% Modified 70% Areas within 10’ of an Existing or Granular Proposed Building or Structure Fill 8” 90% Modified 60% Footing or Slab Areas Beneath Existing or Granular Proposed Pavement (Roads, Fill 8” 90% Modified 60% Drives, Walks) Turf Areas Earth Fill 12” 85 % Modified 50% (a) Minimum relative density as determined by ASTM D-4253-00 for coarse-grained soils with less than 15% by mass passing the No. 200 sieve. Applicable only when minimum proctor compaction cannot be achieved. TABLE 31 23 16.16 -2
RESTORATION Restore structure excavation to proposed grades and surfaces as soon as practicable after backfilling.
Remove excess backfill and spoil material from the site as soon as possible after backfilling is complete, but no later than 2 calendar dates after backfilling is complete.
Thoroughly clean all drainageways, roads, parking lots sidewalks and paved surfaces and remove and dispose all debris and mud.
END OF SECTION
63 40347005.doc SECTION 31 23 19 DEWATERING
P A R T 1 - G E N E R A L
SCOPE The work under this section shall consist of providing all work, materials, labor, equipment, and supervision necessary to provide for dewatering as required in these specifications, on the drawings and as otherwise deemed necessary to complete the work. Included are the following topics:
PART 1 - GENERAL Scope Related Work Submittals Permits Safety Erosion Control Environmental Contaminants Noise Pollution Submittals
PART 2 - MATERIALS General
PART 3 - EXECUTION General Sump Dewatering Well Installation Operation Removal/Abandonment
RELATED WORK Applicable provisions of Division 1 govern work under this Section.
Section 02 00 00 – Existing Conditions Section 31 25 00 – Erosion Control
Applicable provisions of the General Conditions and Division 1 shall govern work under this section.
SUBMITTALS When deep wells or well point systems are utilized, provide system design computations.
When permits are required for dewatering, provide copies of all permits.
Provide copies of all borehole abandonment forms.
PERMITS/FEES Pay for and obtain all permits/approval required by local, state and federal regulations.
Necessary permits/approval may include, but are not limited to high capacity well approval and erosion control permits.
When installing by jetting methods, provide own water source. Do not use hydrants as water source without permission from Construction representative and/or local utility, as applicable. Obtain and pay for any required hydrant use permits.
64 40347005.doc SAFETY Prevent public access to hazardous dewatering system components.
Abandon boreholes in accordance with applicable local, state and federal codes immediately following use.
EROSION CONTROL Comply with the requirements of Section 02 32 00 – Geo Technical Investigation.
Upon installation of the dewatering system, immediately remove any mud, sediment or drilling fluid generated by jetting or rotary drilling operations.
Discharge all water in manner that minimizes erosion and sediment transport. Utilize settling basins, filters or other treatment necessary to minimize discharge of sediment.
When possible, discharge sediment-free water directly to storm sewer system.
When overland discharge of water is necessary, dissipate energy of water stream using nozzles, deflectors, riprap or other methods.
Inspect dewatering system daily for signs of erosion and eliminate cause of erosion.
ENVIRONMENTAL CONTAMINANTS Monitor dewatering system discharge regularly for signs of chemicals or other environmental contaminants.
If chemicals or environmental contaminants are observed, terminate dewatering system operation immediately and contact the Engineer.
Prevent dewatering system from introducing contaminants into the soil or groundwater.
NOISE POLLUTION Provide mufflers, housing, berms and fencing as necessary to minimize noise pollution resulting from dewatering system operation.
P A R T 2 - M A T E R I A L S
GENERAL All deepwell and wellpoint dewatering equipment and well construction/abandonment materials shall meet the requirements of NR 141 and NR 812.
P A R T 3 - E X E C U T I 0 N
GENERAL Comply with all local, state and federal regulations.
When deep wells or well point systems are utilized, prepare a system design. Design system to dewater site as necessary to complete construction, but minimize impact on local water table. Do not adversely impact neighboring private wells.
Coordinate installation of dewatering system with other contractors. Locate dewatering system components in locations that do not interfere with site operations or other construction activities. Monitor water levels in wells adjacent to construction site. Adjust dewatering system configuration and operation as necessary if neighboring wells are adversely impacted. Pump groundwater at lowest rate necessary to dewater site as required to accommodate other sitework.
65 40347005.doc SUMP DEWATERING Install collection sump in the low point of the excavation(s).
Provide filter material, trash screens and other devices around pump or intake to avoid pumping of sediment.
WELL INSTALLATION Install wells by rotary, driven or hydraulic jetting methods.
OPERATION Provide personnel, equipment and power necessary to maintain and operate the dewatering system as required to complete construction at the site.
Do not discharge water into the sanitary sewer system.
REMOVAL/ABANDONMENT Remove all dewatering system components immediately following use.
Clean receiving storm sewer system of any sediment or debris deposits resulting from dewatering system operation.
END OF SECTION
66 40347005.doc SECTION 31 25 00 EROSION CONTROL
P A R T I - G E N E R A L
SCOPE The work under this section consists of providing all work, materials, labor, equipment, and supervision necessary to provide and construct erosion control measures necessary to protect property and the environment. Included are the following topics:
PART 1 - GENERAL Scope Related Work Erosion Control Plan
PART 2 - MATERIALS General Straw Bale Barriers Silt Fence Erosion Mat Staples Riprap Gabion Stone Soil Stabilizers Soil Tackifiers
PART 3 - EXECUTION General Grading and Earthwork Drainage Tracking Control Maintenance
RELATED WORK Applicable provisions of Division 1 govern work under this Section.
EROSION CONTROL PLAN Contractor shall comply with all the requirements of the erosion control plan, and if applicable, the WPDES Stormwater Discharge Permit for Erosion Control.
P A R T 2 - M A T E R I A L S
GENERAL Erosion mats, soil stabilizers, and tackifiers shall be listed on the Product Acceptability List for Multi-Modal Applications (“PAL”) as published by the Wisconsin Department of Transportation.
When the design or contract includes permanent erosion control or stormwater control features, the contractor may employ these items in his control of erosion and stormwater during his construction activities. However, these items shall be fully cleaned, restored, and in every way fully functioning for its intended permanent use prior to acceptance of the work.
STRAW BALE BARRIERS Rectangular bales of hay or straw, tightly bound with twine, not wire.
67 40347005.doc SILT FENCE Fence fabric shall comply with the requirements of Standard Specifications for Highway Construction 628.2.6, in 3 foot tall rolls, with 4’ tall 2" x 2" nominal cross section hardwood posts spaced a maximum of 10’ o.c. Silt fence shall be Mirafi, Trevira, Amoco, CFM, or approved equal. EROSION MAT A straw/coconut fiber mat encased in a heavy weight UV stabilized top net and light weight photodegradable bottom net. Erosion mat shall comply with the requirements of Class I; Type A erosion mat as defined by Standard Specifications for Highway Construction and the PAL. Erosion mat shall be American Excelsior, SI Geosolutions, Erosion Control Systems, North American Green, or approved equal.
STAPLES Use staples conforming to Standard Specifications for Highway Construction 628.2.3 to anchor erosion mat. Staples shall be U-shaped of No. 9 gauge or heavier steel wire, or other approved materials, with a width of one to two inches, and a length of not less than 6 inches for firm soils and not less than 12 inches for loose soils.
RIPRAP Riprap shall be the class specified and shall conform to Standard Specifications for Highway Construction Section 606.2.
GABION STONE Gabion stone shall be washed stone or rock free of organic material, fines or other debris. Gabion stone shall meet the following gradation:
Sieve Size % Passing 7” 100 6” 90 4” 40 3” 10
SOIL STABILIZERS Soil stabilizers shall be non-asphalt-based products of the type specified, and meeting the requirements of the PAL.
SOIL TACKIFIERS Soil tackifiers shall be non-asphalt-based products of the type specified, and meeting the requirements of the PAL.
P A R T 3 - E X E C U T I O N
GENERAL Install erosion control measures as required by the erosion control plan and contract documents. Provide additional erosion control measures as dictated by Contractor’s means and methods, or by differing site conditions. Notify Engineer of additional erosion control features that are provided, but not shown on the plan.
Contractor shall provide all erosion control measures necessary to protect property and the environment. Include all erosion control measures as required by the most stringent of applicable sections of The Best Management Practice Handbook or Standard Specifications for Highway Construction. Perform all work in accordance with manufacturer's instruction where these specifications do not specify a higher requirement.
68 40347005.doc GRADING AND EARTHWORK Install all temporary or permanent erosion control measures prior to any onsite grading or land disturbances.
Clear only those areas designated for the placement of improvements or earthwork before placement of the final cover. Perform stripping of vegetation, grading, excavation, or other land disturbing activities in a logical sequence and manner which will minimize erosion.
Do not clear the site of topsoil, trees, and other natural ground covers before the commencement of construction. Retain natural vegetation and protect until the final ground cover is placed. Do not stockpile soil within 25 feet of any roadway, parking lot, paved area, or drainage structure or channel. Provide temporary stabilization and control measures (seeding, mulching, covering, erosion matting, barrier fencing, etc.) for the protection of disturbed areas and soil piles which will remain unworried for a period of more than 14 consecutive calendar days.
Remove surplus excavation materials from the site immediately after rough grading. The disposal site for the surplus excavation materials shall also be subject to these erosion control requirements.
DRAINAGE Minimize water runoff and retain or detain on-site whenever possible so as to promote settling of solids and groundwater recharge.
Convey drainage to the nearest adequate public facility. Do not discharge water in a manner that will cause erosion or sedimentation of the site or receiving facility.
Protect storm sewer inlets and catch basins in accordance with the erosion control plan, if provided. If not specified, protect inlets with straw bale barriers, silt fencing, filter basket, gabion stone weepers, or other equivalent methods approved by the Engineer which provide the necessary erosion protection.
Minimize the pumping of sediments when dewatering. Discharge to a sedimentation basin to reduce the discharge of sediments. Do not discharge water in a manner that will cause erosion or sedimentation of the site or receiving facility.
TRACKING CONTROL Provide each entrance to the site with a stone tracking pad. Tracking pad shall be constructed of Gabion Stone or Breaker Run.
If necessary, provide a crushed aggregate paved parking area.
If applicable, wash water shall be discharged to sedimentation basins, sedimentation vessels, or other such control areas.
MAINTENANCE Inspect all erosion control measures within 24 hours of the end of each rainfall event that exceeds 0.25” or daily during period of prolonged rainfall, or weekly during periods without rainfall. Immediately repair and/or replace any and all damaged, failed, or inadequate erosion control measures.
Maintain records of all inspections and any remedial actions taken.
Maintain stockpile stabilization measures as necessary after rainfall events and heavy winds. Replace tarps, re-seed, and reapply mulch, tackifiers and stabilizers as necessary.
Remove sediment from stormwater and erosion control structures, basins and vessels as necessary.
Repair or replace damaged inlet protection.
69 40347005.doc Replace or supplement stone tracking pads with additional stone when they become ineffective.
Remove by any sediment reaching a public or private roadway, parking lot, sidewalk, or other paved. Do not remove tracked sediments by flushing. Completely remove any accumulations not requiring immediate attention at least once daily at the end of the workday.
Frequently dispose of all waste and unused construction materials in licensed solid waste or wastewater facilities. Do not bury, dump, or discharge, any garbage, debris, cleaning wastes, toxic materials, or hazardous materials on the site, on the land surface or in detention basins, or otherwise allow materials to be carried off the site by runoff onto adjacent lands or into receiving waters or storm sewer systems.
END OF SECTION
70 40347005.doc SECTION 32 11 23. 33 DENSE GRADED BASE
P A R T 1 - G E N E R A L
SCOPE The work under this section consists constructing a dense graded base using crushed stone or crushed gravel. The contractor may also use crushed concrete, reclaimed asphaltic pavement, reprocessed material, or blended material with approval of the Engineer.
PART 1 - GENERAL Scope Related Work References Continuity of Existing Traffic
PART 2 - MATERIALS General
PART 3 - EXECUTION Construction Compaction Cleanup
RELATED WORK Applicable provisions of Division 1 govern work under this Section.
REFERENCE Wherever WisDOT or SSHSC appears in this specification it shall be construed to mean the pertinent sections of the State of Wisconsin, Department of Transportation, Standard Specifications for Highway and Structure Construction (SSHSC), current edition, and all supplemental and interim supplemental specifications, as they may pertain, except this contract shall be a lump sum contract and measurement and basis of payment methods shall not apply.
Applicable provisions of Division 1 shall apply to this section.
CONTINUITY OF EXISTING TRAFFIC, PARKING, AND UTILITIES Do not interrupt or change existing traffic, delivery, parking, or utility services without prior written approval from the Engineer. When traffic interruption is required, coordinate schedule with the Owner agency to minimize disruptions.
PROTECTION OF EXISTING WORK AND FACILITIES The Contractor shall verify the locations of, and protect, any signs, adjacent paved surfaces, buildings, structures, landscaping, lights, utilities, and all other such facilities that may be encountered or interfered with during the progress of the work. The contractor shall take measures necessary to safeguard existing work and facilities which are outside the limits of the work or items which are within the construction limits but are intended to remain.
P A R T 2 - M A T E R I A L S
GENERAL Use dense graded base 1-1/4 inch. Materials shall conform to Section 301.2 of the WisDOT Standard Specifications for Highway and Structure Construction. Material gradations shall conform to Section 305.2.2 of the WisDOT Standard Specifications for Highway and Structure Construction unless specified elsewhere in the contract documents.
71 40347005.doc P A R T 3 - E X E C U T I O N
CONSTRUCTION PREPARING THE FOUNDATION Prepare the foundation, or resurface the previously placed base layer, as specified in WisDOT Section 211 before placing base. Do not place base foundations that are soft, spongy, or covered by ice or snow. Water and rework or re- compact dry foundations as necessary to ensure proper compaction, or as the Engineer designates.
Proof-roll all subgrade areas that are to receive aggregate base or pavement. Proof-roll with a loaded dump truck prior to the placement of base courses to locate soft spots that yield under loading. Over-excavate (undercut) areas of soft subgrade that will not compact readily when proof rolled or tamped. Backfill with breaker run or select crushed material as approved by the Engineer.
CONSTRUCTING BASE Place aggregate in a manner that minimizes hauling on the subgrade. Do not use vehicles or operations that damages the subgrade or in-place base. Deposit material in a manner that minimizes segregation.
Construct the base to the width and section the plans show. Shape, and compact the base surface to within 0.04 feet (12 mm) of the plan elevation.
Ensure there is adequate moisture in the aggregate during placing, shaping, and compacting to prevent segregation and achieve adequate compaction.
Maintain the base until paving over it, or until the Engineer accepts the work, if paving is not part of the contract.
STANDARD COMPACTION Compact the base until there is no appreciable displacement, either laterally or longitudinally, under the compaction equipment. Route hauling equipment uniformly over previously placed base. Compact each layer before placing a subsequent layer. If the material is too dry to readily attain the required compaction, add water as necessary to achieve compaction.
CONTROLLING DUST Apply water or other engineer-approved dust control materials to control dust during construction and maintenance of the base and shoulders.
COMPACTION GENERAL Compact each base layer, including shoulder foreslopes, with equipment specified in WisDOT Section 301.3.1. Use standard compaction conforming to WisDOT Section 301.3.4.2, unless the special provisions specify other methods. Final shaping of shoulder foreslopes does not require compaction.
COMPACTING 1 1/4-INCH BASE AND 3/4-INCH BASE If using a pneumatic roller, do not exceed a compacted thickness of 6 inches (150 mm) per layer. For the first layer placed over a loose sandy subgrade, the contractor may, with the Engineer’s approval, increase the compacted layer thickness to 8 inches (200 mm). If using a vibratory roller, do not exceed a compacted thickness of 8 inches (200 mm) per layer.
CLEANUP After the project is completed, thoroughly clean up all debris which may have accumulated during the placement of dense graded base. Replace or repair as required, all surfaces and/or landscape features damaged or disturbed under this item of work.
END OF SECTION
72 40347005.doc SECTION 32 91 13 SOIL PREPARATION
P A R T 1 – G E N E R A L
SCOPE The work under this section shall consist of providing all work, materials, labor, equipment and supervision necessary to provide and prepare soil for seeding, sodding, and landscape planting. Included are the following topics:
PART 1 - GENERAL Scope References
PART 2 - MATERIALS Topsoil Organic Soil Amendments Fertilizer Lime
PART 3 - EXECUTION Subgrade Soil Preparation Placing Topsoil Organic Soil Amendments and pH Adjustment Fertilizer
RELATED WORK Applicable provisions of Division 1 govern work under this Section.
REFERENCE STANDARDS WISDOT SSHSC Standard Specifications for Highway and Structure Construction Section 625.2 Standard Specifications for Highway and Structure Construction Section 629.3.1 Standard Specifications for Highway and Structure Construction ASTM D5268-07 Standard Specification for Topsoil Used for Landscaping USDA Agricultural Handbook No. 60 Diagnosis and Improvement of Saline and Alkali Soils
P A R T 2 – P R O D U C T S
TOPSOIL Clean salvaged or imported material capable of passing the 1” sieve and meeting the requirements of Section 625.2(1) of the Standard Specifications for Highway Construction. The material shall be free of rocks, gravel, wood, debris, and of noxious weeds and their seeds.
ORGANIC SOIL AMENDMENTS Organic soil amendments acceptable as part of a backfill mix include:
Peat Moss - Type 1 sphagnum, weed and seed free, 3.1-5.0 pH Sedge Peat - decomposed peat with no identifiable fibers Leaf Compost - screened and free of trash and other debris Compost - standard commercial grade compost of sheep or cow manure Composted Sewage Sludge - approved, screened, polymer-dewatered sewage sludge, 6.2-7.2 pH Pine Bark - potting grade pine bark with no particles larger than 1/2” (1.3 cm), less than 10% wood fiber
Organic soil amendments shall be capable of passing the 1” sieve. The material shall be free of rocks, gravel, wood, debris, and of noxious weeds and their seeds.
73 40347005.doc FERTILIZER Use commercially available fertilizer meeting the requirements of Section 629.2.1.1 of the Standard Specifications for Highway Construction. Unless otherwise specified or shown on the Drawings, provide Type “A” fertilizer.
All fertilizers shall be delivered fully labeled according to applicable regulations, bearing name, trade name or trademark of producer, along with producer’s warranty. Application amounts of fertilizer and lime will be governed by the recommendations of the soil test.
LIME Lime material shall meet the requirements of Section 629.2.2 of the Standard Specifications for Highway Construction.
P A R T 3 – E X E C U T I O N
SUBGRADE SOIL PREPARATION Remove or mow all vegetation to a height 3”. Remove all rocks, debris, and litter that will prevent compliance with topsoil and seeding specifications. Final grade area to within 2” of subgrade elevations. Till or disc the subsoil to a depth of 2”-4” to allow aeration.
PLACING TOPSOIL Place topsoil to achieve final grades indicated on the Drawings, allowing for settlement. Place topsoil to the depth shown on the Drawings. If no depth is shown provide a minimum of 4” of topsoil.
Do not apply topsoil to saturated or frozen subgrades.
ORGANIC SOIL AMENDMENTS AND PH ADJUSTMENT Provide organic soil amendments and lime as recommended soil analysis. If topsoil has been determined acceptable by a soil test, no amendments are needed.
Uniformly apply organic soil amendments and lime, and incorporate into the top 4”-6” of soil by tilling or discing.
FERTILIZER Fertilizer shall be applied in accordance with the requirements of Section 629.3.1 of the Standard Specifications for Highway Construction.
END OF SECTION
74 40347005.doc SECTION 32 91 13.50 STORMWATER DETENTION
PART 1 - GENERAL
SCOPE The work under this section shall consist of providing all work, materials, labor, equipment and supervision necessary to construct Stormwater Detention Ponds and associated devices. Included are the following topics:
PART 1 - GENERAL Scope Related Work Reference Standard Submittals PART 2 - MATERIALS Liner Outfall Pipe Erosion Mat PART 3 - EXECUTION Protection Measures Temporary Erosion and Sediment Controls Excavation Liner Installation Erosion Mat
RELATED WORK Applicable provisions of Division 1 govern work under this Section.
Section 31 20 00 – Earthmoving Section 31 25 00 – Erosion Control
REFERENCE STANDARDS WISDOT PAL Wisconsin Erosion Control Product Acceptability List (PAL) WISDOT SSHSC Standard Specifications for Highway and Structure Construction WI DNR 1001 – Wet Detention Pond
SUBMITTALS Provide product data for the following materials: Geotextile Pond Liner Pipe Erosion Mat
PART 2 - MATERIALS
GEOTEXTILE POND LINER Pond liner to be DNR Type B, HDPE minimum 40 mil thickness.
OUTFALL STRUCTURE Outfall structure to be a 2-ft x 3ft. concrete structure with a 2-inch orifice, constructed as per plan detail. Structure to be topped with a 2 ft. x 3 ft. aluminum safety grate, 3-inch maximum opening.
OUTFALL PIPE Pipe shall be 10-inch HDPE.
75 40347005.doc EROSION MAT Erosion Mat shall comply with the PAL for Urban, Class 1, Type B as defined by Standard Specifications for Highway and Structure Construction and the PAL. Erosion mat shall be American Excelsior-Curlex Net-Free, Erosion Control Blanket-S32BD, Western Excelsior-Excel SS-2 All Natural, Ero-Guard EG-25 (NN), Erosion Tech ETRS2BN or approved equal.
PART 3 - EXECUTION
PROTECTION MEASURES
Stabilization Construction of the Stormwater Detention Pond shall not begin until after the contributing drainage area has been stabilized with vegetation and/or hardscapes.
Weather Construction shall be suspended during periods of rainfall or snowmelt. Construction shall remain suspended if ponded water is present.
TEMPORARY EROSION AND SEDIMENT CONTROLS The Contractor shall install temporary erosion and sediment controls prior to beginning construction of the Stormwater Detention Pond. The temporary erosion and sediment controls shall divert stormwater runoff away from the Stormwater Pond until it is completed.
EXCAVATION Excavation equipment shall work from the sides of the Stormwater Detention Pond to excavate the area to the depths and dimensions as shown on the Drawings.
LINER INSTALLATION Install liner according to NRCS Wisconsin Construction Specifications 202, Polyethylene Geomembrane Lining.
Follow manufacturer’s recommendation for installation, field seams, connections and appurtenances.
All field seams and connections shall be checked by the installer and observed by the Engineer and any necessary repairs made in accordance with manufacturer’s recommendations.
EROSION MAT Install Erosion Mat on top of surface prior to installation of vegetation.
END OF SECTION
76 40347005.doc SECTION 32 92 19 SEEDING
P A R T 1 — G E N E R A L
SCOPE The work under this section shall consist of providing all work, materials, labor, equipment and supervision necessary to complete seeding, mulching and maintenance as indicated on the drawings. Included are the following topics:
PART 1 - GENERAL Scope Related Work Submittals Delivery, Storage and Handling Planting Season Guarantee
PART 2 - MATERIALS Grass Seed Water Mulch
PART 3 - EXECUTION Preparation Sowing Mulching Cleaning and Repair Maintenance Watering Mowing
RELATED WORK Applicable provisions of Division 1 govern work under this Section. 32 91 19 – Soil Preparation
REFERENCE DOCUMENTS WISDOT SSHSC Standard Specifications for Highway and Structure Construction Section 630.2.1 Standard Specifications for Highway and Structure Construction. Section 630.3.3 Standard Specifications for Highway and Structure Construction Section 627.3 Standard Specifications for Highway and Structure Construction. AOSA Journal of Seed Technology; Rules for Testing Seeds" for purity and germination tolerances
SUBMITTALS Provide seed samples and data showing seed mix composition and a guarantee of germination.
Provide seed mixture.
Provide information on method of sowing seed.
DELIVERY, STORAGE AND HANDLING Seed shall be delivered to the site in its original, unopened container, labeled as to weight, analysis, and manufacturer. Store any seed delivered prior to use in a manner safe from damage from heat, moisture, rodents, or other causes. Any seed damaged after acceptance shall be replaced by the Contractor.
77 40347005.doc PLANTING SEASON The regular seeding season is considered April 1-June 15 and September 1-October 15.
GUARANTEE Guarantee the germination of seed installed during the regular seeding season.
P A R T 2 – P R O D U C T S
GRASS SEED Grass seed shall meet the requirements shown on the plans for both regular grass areas as well as the areas proposed for water tolerant plantings.
WATER Water free of wastewater effluent or other hazardous chemicals.
MULCH Clean straw or hay that is well-seasoned, and free of rot, mildew and the seeds of noxious weeds.
P A R T 3 – E X E C U T I O N
PREPARATION Prepare area in accordance with Section 32 91 19 – Soil Preparation.
No seeding shall occur on frozen ground or at temperatures lower than 32o F (0o C).
SOWING Sow seed using either Method A or Method B as defined in Section 630.3.3 of Standard Specifications for Highway Construction. Unless otherwise noted, sow seed at a rate of 2# (dry seed weight)/1000 square feet.
MULCHING Place and anchor mulch using the methods outlined in Section 627.3 of Standard Specifications for Highway Construction.
CLEANING AND REPAIR Waste and excess material from the seeding operation shall be promptly removed. Adjacent paved areas are to be cleaned, and any damage to existing adjacent turf areas shall be repaired.
MAINTENANCE WATERING Seeded areas are to be watered daily to maintain adequate surface soil moisture for proper seed germination. Watering shall continue for not less than 30 days following seeding. Thereafter, apply 1/2” (1.3 cm) of water twice weekly until final acceptance.
MOWING Cool season grasses, such as bluegrass, tall fescue, perennial ryegrass, etc. shall be mown to a height of 2-1/2” (6.4 cm) in spring and fall, and no less than 3” (7.6 cm) from June through September. These heights are to be maintained through repeat mowings as needed until final acceptance.
No more than 40% of grass leaf shall be removed during any single mowing operation. The mowing operation is to include trimming around obstacles and the raking of excess grass clippings. Weed eaters shall not be used around trees.
END OF SECTION
78 40347005.doc SECTION 33 11 00 WATER UTILITY DISTRIBUTION PIPING
P A R T 1 — G E N E R A L
SCOPE The work under this section shall consist of providing all work, materials, labor, equipment, and supervision necessary to provide water distribution system components and other work, as required in these specifications, on the drawings and as otherwise deemed necessary to complete the work. Included are the following topics:
PART 1 - GENERAL Scope Related Work Reference Documents Reference Standards Submittals Continuity of Existing Water Distribution System Provisions for Future Work As-Built Drawings
PART 2 - MATERIALS PVC Watermain HDPE Watermain Ductile Iron Watermain Fittings Polyethylene Fittings Valves Brass Water Service Fittings Valve Boxes Hydrants Water Main Fittings Polyethylene Encasement Bag Board Insulation Tracer Wire Locator Tape Chlorine Pipe Joint Lubricant
PART 3 - EXECUTION General Connection to Existing Mains/Tapping Bedding /Utility Cover Laying Watermain Tracer Wire Locator Tape Fittings, Valves and Hydrants Joint Restraint Brass Fittings Filling Watermain Pressure Testing Disinfection/Flushing Bacteriological Sample
79 40347005.doc RELATED WORK Applicable provisions of Division 1govern work under this section.
Related work specified elsewhere: Section 30 05 00 – Common Work Results for All Exterior Work Section 31 23 16.13 – Trenching Section 31 25 00 – Erosion Control
REFERENCE DOCUMENTS Where reference is made to the “SSSWC”, it shall mean pertinent sections of the Standard Specifications for Sewer and Water Construction in Wisconsin, current edition. Method of measurement and basis of payment sections in referenced documents shall not apply.
Where these specifications do not cover portions of the work to be undertaken, the Standard Specifications for Sewer and Water Construction in Wisconsin, current edition, shall govern the work.
REFERENCE STANDARDS American Society for Testing and Materials (ASTM): F477 Standard Specifications for Elastomeric Gaskets for Joining Plastic Pipe D3139 Standard Specifications for Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals D3350 Standard Specifications for Polyethylene Plastic Pipe and Fittings Materials
American Water Works Association (AWWA): C502 Dry Barrel Fire Hydrants C509 Resilient-Seated Gate Valves for Water Supply Service C550 Protective Epoxy Interior Coatings for Valves and Hydrants C800 Underground Service Line Valves and Fittings C900 Polyvinyl Chloride (PVC) Pressure Pipe, and Fabricated Fittings for Water Distribution (4”-12”) C906 Polyethylene Pressure Pipe, and Fabricated Fittings for Water Distribution (4”-63”) C104/ANSI A21.4 Standard for Cement-Mortar Lining for Ductile-Iron Pipe and Fittings for Water C105/ANSI A21.5 Standard for Polyethylene Encasement for Ductile-Iron Pipe Systems C111/ANSI A21.11 Standard for Rubber-Gasket Joints for Ductile Iron Pressure Pipe and Fittings
SUBMITTALS Provide manufacturers product information (cut sheets) and O&M information for watermain materials including: Pipe Fittings Valves Hydrants Joint Restraint Materials
Provide copies of all pressure testing procedures and results for the project to the Engineer within 48 hours of completing the individual tests.
Provide reports that document safe sample collection procedures and results.
Continuity of existing water distribution system Provide a construction schedule to the Engineer, municipal water utility (if applicable) and local fire department (if applicable) for review and approval prior to starting construction. Schedule shall indicate the date and time of all required water supply interruptions.
80 40347005.doc Do not interrupt existing water supply without approval from the Engineer, municipal water utility, and local fire department.
Once approved, notify all distribution system users impacted by outages a minimum of 48 hours in advance of outage. Notification shall be provided in writing and describe the nature and duration of outages, and provide the name and number of Contractor’s foreman or other contact.
PROVISIONS FOR FUTURE WORK Construct watermain system in a manner that will facilitate future extension or connection.
Unless otherwise shown on the drawings, provide valves on “dead end” mains that will allow dry connection to the watermain system. Terminate “dead end” mains with full length of pipe beyond the valve, and a bell end with restrained plug.
AS-BUILT DRAWINGS Show the actual locations of watermain and services, valves and hydrants on drawings and show changes to proposed watermain size, alignment, or grades. Show the actual locations, sizes and types of underground utilities and other features encountered during construction.
P A R T 2 — M A T E R I A L S
PVC WATERMAIN Polyvinyl chloride pipe shall have a dimension ratio (DR) of 18 or less and conform to the requirements of AWWA C900 (4”-12”) or AWWA C905 (14”-48”). Pipe shall meet applicable NSF standards for use in a potable water distribution system. PVC watermain joints shall be rubber gasket push-on joint conforming to ASTM D 3139, using a gasket that conforms to ASTM F477.
HDPE WATERMAIN Polyethylene Resin Polyethylene resin used for manufacturing piping and fittings shall meet ASTM D1248 for Type III, Class C, Grade P34, Category 5, with a PPI recommended designation of PE3408 and a minimum cell classification of PE 345434C in accordance with ASTM D3350. The polyethylene compound shall be combined with carbon black to provide protection against degradation by ultraviolet light. Pipe shall be made from virgin material with no rework compound, except that obtained from the manufacturer’s own production of the same formulation.
Polyethylene Piping High density polyethylene (HDPE) piping, shall meet the requirements of AWWA C906, current version. Pipe dimensions and workmanship shall be in accordance with ASTM F714 and ASTM D2122. Pipe shall be of diameter shown on the drawings, with dimension ratio (DR) of DR11, unless otherwise noted.
Pipe, fittings, and joints shall meet or exceed the following physical properties:
ASTM Property Test method Value Density, gm/cc D1505 0.955 Melt Index, gm/10 min d1238-e 0.10 High Load Melt Index, gm/10 min D1238-F 12.0 Tensile Strength @ Break, psi d638 4,500 Tensile Strength @ Yield, psi d638 >3,200 Elongation, % d638 >800 Flexural Modulus, psi d790 136,000
81 40347005.doc ASTM Property Test method Value Environmental Stress Cracking Resistance F20’ d1693 (Cond. C) >5,000 Hours (100C) Brittleness Temperature, F d746 <-180 Melting Point, F d789 261 Vicat Softening Temperature, F d1525 255 Hardness, Shore D D2240 66 Volume Resistivity, ohm-cm D991 2.6 1016 Recommended Hydrostatic Design Stress: 1600 psi @ 73.4F 800 psi @ 140F
Pipe Marking Each length of straight and special HDPE pipe and each HDPE fitting shall be plainly marked on the outside to identify the design pressure or class of pipe, proper location of the pipe or fitting in the pipeline, and the date of manufacture.
DUCTILE IRON WATERMAIN FITTINGS Fittings shall be ductile iron cement mortar lined mechanical joint compact style fittings meeting the requirements of ANSI/AWWA C153/A21.53. Fittings shall be manufactured in the United States.
POLYETHYLENE FITTINGS HDPE fittings manufactured in accordance with ASTM D2683 (socket fused) or ASTM D3261 (butt fused). Fittings shall be supplied by the HDPE piping manufacturer. Butt fusion outlets shall be made to the same dimensional characteristics and tolerances as the mating pipe. All fittings and custom fabrications shall be fully rated for the same internal pressure as the mating pipe. Pressure de-rated fabricated fittings are prohibited.
VALVES Resilient Wedge Gate Valve Resilient seated wedge gate valve meeting the requirements of AWWA C509 and C515. Body, bonnet and gate shall be constructed of ductile iron. Bolts shall be stainless steel.
Interior and exterior surfaces of valve shall be provided with epoxy coating meeting the requirements of AWWA C550. Symmetrical wedge shall be completely encapsulated with resilient material.
Valve stem shall be non-rising, low-zinc (zinc content not to exceed 6%) bronze. Valve stem shall have an integral thrust collar. Thrust collar bearings shall be designed to withstand maximum torque without distortion.
Stem seal shall be so designed that the O – ring above the stem collar can be replaced while the valve is under pressure and in the fully open position.
Valve shall be left opening and be provided with standard 2” square operating nut. Valve shall be provided with mechanical joint connections. Mechanical joint ends shall conform to AWWA C509 and shall be furnished complete with all mechanical joint accessories including approved M.J. bolts and nuts. Glands shall be full body gray iron or ductile iron. Mechanical joint bells, glands and rubber gaskets shall be in accordance with AWWA C111.
Mueller model A-2360 or approved equal.
82 40347005.doc BRASS WATER SERVICE FITTINGS Service Saddles Double strap, bronze service saddles meeting the requirements of AWWA C800. Service saddles shall be provided with nitrile O-ring gasket and AWWA Taper outlet.
Service saddles shall be properly sized to accommodate both the main and service lines.
Mueller BR 2B Series, Ferguson, Romac, or approved equal.
Corporation Stops Corporation stops shall be brass, ball style. Inlets shall be AWWA Taper; outlet connection shall be compression having a positive indicator to avoid over-tightening.
Corporation stops shall be Mueller B-2500, Ford FB 1000 or approved equal.
Curb Stops Curb stops shall be brass, with compression connections having a positive indicator to avoid over-tightening. Curb stops shall be provided with a quarter turn check. Curb stops shall be Mueller B-25155, Ford B44 or approved equal.
Unions Unions shall be 3-piece brass, with compression connections having a positive indicator to avoid over-tightening.
Unions shall be Mueller H-15403 or approved equal.
U-Branch, Wyes, Etc. U-branch, wye and other fittings shall be brass, with compression connections having a positive indicator to avoid over- tightening. Fittings shall be produced specifically for water supply applications.
Mueller, A.Y. McDonald Mfg. Co., or approved equal.
VALVE BOXES Gate/Butterfly Valve Boxes Valve boxes shall be screw type and shall consist of a base, middle section, top section with cover and intermediate extension sections. The top section shall be designed to thread onto the middle section so that the unit can be adjusted to a variable length. The top section shall be designed to receive a circular drop cover.
The valve box and component parts shall be cast iron in accordance with ASTM-A48 class 20, 30, 35, or approved equal.
Boxes shall be 5-1/4” with stay-put “WATER” cover.
The cast iron valve box and components shall be free from blowholes, cold shots, shrinkage defects, cracks or other injurious defects and shall have a normal smooth casting finish.
All cast iron valve boxes and components shall be thoroughly coated with asphaltic pitch varnish or approved equal.
Provide valve box extensions as necessary to accommodate depth of cover shown on drawings, or 6.5-foot minimum.
Valve boxes shall be Tyler 6860 series DD #6 or approved equal.
83 40347005.doc Curb Stop Boxes Curb stop boxes shall be 1 1/4” minimum diameter, cast iron, arch style, valve boxes. Boxes shall be telescopic, extendable to accommodate a minimum 6’ bury. Lid shall be two piece threaded, with a plug having a pentagonal bolt for removal.
Curb stop boxes shall be Ford EM2-70-56 (Minneapolis Pattern) or approved equal.
HYDRANTS Fire hydrants shall be dry-bury type meeting the requirements of AWWA C110, C111, and C502.
Hydrants shall be ductile iron, 250 psi rated working pressure.
Hydrants shall be traffic rated as specified in AWWA C502 except which is modified to permit a complete 360 degree rotation, or any increment thereof.
Hydrants shall be provided with the following features: 7’ bury (6.5’ cover over lead) 6” mechanical joint inlet 5 ¼” main valve opening One 4 ½” pumper nozzle with National Standard Threads Two 2 ½” hose nozzles with National Standard Threads Nozzle caps with chains Pentagon operating nut, open counter-clockwise, conforming to AWWA C502. Material of the operating nut shall be either hardened bronze or ductile iron. Painted red. Painting shall be in accordance with AWWA C502.
All extensions shall be made for insertion below the breakable flange. Extensions shall be made from the same material as that of the barrel. The hydrant must be designed to allow the use of barrel extension kits, which allow the raising of the hydrant to a new grade while retaining the “Safety Coupling and Breakable Flange” traffic collision feature at the new grade. Extension kits are to be in 6” increments, with the shortest being 6” long.
All nozzles shall be at the same elevation. Nozzle shall be capable of being threaded into the upper barrel and shall be mechanically locked in place. The distance from the base of the operating nut to the center of the pumper nozzle shall not be less than 7-1/8”. The distance between the ground and the center of the pumper nozzle shall not be less than 15 inches nominal dimension.
Hydrant shall be Mueller Centurian, Kennedy or approved equal.
WATER MAIN FITTINGS All water main fittings shall be cast iron or ductile iron in accordance with Chapter 8.22.0 of the “Standard Specifications”.
Mechanical joints shall be made with “Cor-BLUE” nuts and bolts, or approved corrosion resistant equivalents, which conform to C-111, A.W.W.A. Specifications.
POLYETHYLENE ENCASEMENT BAG 8-mil polyethylene encasement bag meeting the requirements of ANSI/AWWA C105/A21.5, Class “C” black.
BOARD INSULATION Insulation shall be rigid, closed-cell extruded polystyrene insulation suitable for buried installation. Individual boards shall have minimum dimensions of 8’x4’x2”.
Owens Corning, Dow Styrofoam, or approved equal.
84 40347005.doc TRACER WIRE Tracer wire shall be #10 solid copper wire with insulated jacket. Tracer wire insulation color for non-metallic, potable water pipe shall be blue. Tracer wire insulation color for non-metallic, non-potable water pipe shall be purple.
LOCATOR TAPE Tape shall be detectable metallic locator tape, specifically manufactured for marking utilities with a minimum width of 6 inches and detectable at a depth of 18”.
Tape for potable water shall be marked “WATER” and blue colored. Tape for non-potable water shall be marked “NON- POTABLE WATER” and purple colored.
CHLORINE Chlorine disinfectant shall be calcium hypochlorite tablets or granules. Calcium hypochlorite product shall meet requirements for AWWA C651 – Standard for Disinfecting Water Mains - latest revision. Arch “HTH”, or approved equal.
PIPE JOINT LUBRICANT Petroleum free pipe lubricant formulated for use with potable water systems. Product shall meet the requirements of ANSI/AWWA C111/A21.11 - latest revision.
P A R T 3 — E X E C U T I O N
GENERAL Complete exploratory excavations at utility crossings as shown on the drawings and as necessary to complete the work.
Maintain clearances between watermains and existing or proposed sewer lines as follows: 8’ horizontal separation (measured center to center) between watermains and existing or proposed sanitary or storm sewers. 12” vertical separation (measured from outsides of pipes) where watermains cross over sanitary or storm sewers. 18” vertical separation (measured from outsides of pipes) where watermains cross under sanitary or storm sewers.
Notify the Engineer of utility conflicts as soon as they are encountered.
Store and handle pipe in accordance with manufacturers’ recommendations. Keep pipes clean of soil, debris and animals.
Watermain construction shall be completed in a manner that minimizes interruptions to existing services.
CONNECTIONS TO EXISTING WATERMAINS/TAPPING Provide tapping sleeves, valves, cutting-in sleeves and other materials specifically manufactured for use with the type of pipe to which the connection is being made.
Notify the Engineer if the proposed point of connection is located within 4’ of an existing joint.
Connections shall be made at existing pipe stubs, valves or other fittings.
At connections to existing mains, locate the new valve as close to the existing main as possible. Swab the interior surfaces of all pipe, fittings, valves that will be exposed to the existing system. Swab solution shall consist of a 5% (by weight) solution of calcium hypochlorite.
85 40347005.doc BEDDING /UTILITY COVER Provide bedding and utility cover in accordance with the applicable requirements of Section 31 23 16.13 – Trenching.
Watermain and water service piping shall be provided with 6” of bedding material and 12” of utility cover material (both measured at the bell of the pipe).
Bedding and cover material for various types of pipe shall consist of the following: PVC Watermain: Crushed stone bedding.
LAYING WATERMAIN Install pipe in accordance with the SSSWC and ASTM specifications that pertain to the specified type of pipe material and the installation situation.
Provide a minimum of 6.5’ of cover over watermain, unless otherwise shown on the drawings or directed by the Engineer. For watermains with less than 6.5’ of cover, provide insulation as shown on the drawings, or as directed by the Engineer.
Lay watermain at uniform grades between deflection points shown on the drawings; do not install watermains with intermediate high points.
Unless otherwise shown or approved by the Engineer, lay the pipe with bell end facing the direction of pipe laying.
For ductile iron watermain, place polyethylene encasement bag on watermain prior to lowering into trench. Once pipe is joined, pull bag over entire length of pipe, overlap joint at adjacent pipe and secure using “Duct” tape or other approved method.
Prepare pipe bell and gasket in accordance with manufacturers requirements. Lubricate bell and/or pipe with AWWA/NSF approved lubricant.
Push pipe home in accordance with manufacturer’s recommendations regarding tools and methods. Pipe joint deflection shall not exceed manufacturer’s requirements.
Locate the geographic location of all dead end watermains and services and note actual location on As-Built Drawings.
Disinfect pipe by placing calcium hypochlorite in each section of pipe as pipe laying progresses. Provide dosage as indicated on Table 33 11 00-1.
Watermain Nominal Dose Calcium Diameter Hypochlorite* (inches) (oz./length pipe) 4-6 1 8 3 10 5 12 7 * Granular/tablet calcium hypochlorite with 68% (weight) available chlorine TABLE 33 11 00-1
When required, provide board insulation in the thickness and width shown on the drawings. Unless otherwise shown, insulation shall be provided at a minimum thickness of 2 inches.
86 40347005.doc Install insulation on compacted initial cover material 6 inches above the top of pipe. Stagger joints when placing multiple layers of insulation.
Provide insulation with a minimum of 1 foot of utility cover material. Place backfill material in manner that does not damage insulation; replace damaged insulation.
TRACER WIRE Provide tracer wire for buried non-metallic water piping. Tracer wire shall be installed directly above the top of pipe and within six inches of the pipe.
Splices in tracer wire shall be made with split-bolt or compression-type connectors.
Access points are required every 400 feet. At access points the tracer wire shall be brought to grade in valve boxes, utility structures or other covered access devices.
LOCATOR TAPE Install locator tape directly above new non-metallic sanitary sewer pipe approximately 15 inches below finished grade. Bring tape to surface and terminate in valve box or other structure.
FITTINGS, VALVES AND HYDRANTS Install fittings, valves and hydrants at locations shown on the drawings.
Unless otherwise shown, provide restrained mechanical joint connections. Install materials in accordance with manufacturer’s recommendations.
Place hydrants and valves on 4”x8”x16” solid concrete masonry units set on compacted soil.
Install joint restraints in accordance with the requirements of this section.
Install valve box so that bonnet rests on compacted initial backfill material at the same elevation as the top of the valve stuffing box. Center the valve box over the valve nut.
Install valve box plumb and level, backfilling evenly. Extend valve box to proposed final grade; provide valve box extensions as necessary. Valve boxes that shift during backfilling or restoration shall be excavated and re-set.
Mark all valve boxes with a steel “U” fence post to protect them from damage.
Install hydrants at elevation shown on drawings or as required to provide a minimum of 6.5’ cover over the hydrant lead.
Place approximately ½ CY of clear stone bedding material from the base of the hydrant to 6” above the drain holes on the hydrant elbow. Cover clear stone material with a “skirt” of polyethylene encasement bag material to prevent backfill material from migrating into the clear stone.
Install hydrant plumb and level, backfilling all sides evenly.
Cover all new hydrants with a plastic garbage bag or similar cover until the main has been filled and placed in service.
JOINT RESTRAINT Unless otherwise noted, all fittings, valves and hydrants shall be installed with restrained joints. Joint restraints shall be used on the adjacent full length (or more lengths as shown on the drawings) of pipe on all sides of fittings. Additionally, branch runs of pipe shall be installed with restrained joints beginning at the fitting at the main to the first valve.
87 40347005.doc Hydrant leads shall be provided with restrained joints beginning at the fitting at the main to the hydrant.
Joint restraint shall be provided using retainer glands.
Install all joint restraint products in accordance with manufacturer’s recommendations and drawings.
BRASS FITTINGS Watermain taps shall be made under pressure using a tapping machine specifically designed to tap and install corporation stops. Dry watermain taps are not allowed.
Service saddles shall installed on services where the corporation stop is 1 ½” nominal diameter or greater.
Install curb stops as shown on the drawings. If specific curb stop location is not shown on the drawings, consult with Engineer to determine acceptable location prior to installing.
Place curb stop box on a 4”x8”x8” solid concrete masonry unit set on compacted ground. Orient box so that no portion of the box bears on the water service or curb stop.
Install curb stop box plumb and level and backfill all side simultaneously. Extend curb stop box to proposed final grade; provide extensions as necessary. Curb stop boxes that shift during backfilling or restoration shall be excavated and re- set.
Install fittings in accordance with manufacturer’s recommendations. Torque compression connections to recommended tightness; do not over-tighten compression joints.
Locate the geographic location of all dead end services and curb stop boxes and note actual location on As-Built Drawings.
FILLING WATERMAIN Fill watermain after main has been installed and completely backfilled.
Fill main slowly to limit entrapped air and evenly distribute calcium hypochlorite. Open all hydrants completely to allow air to escape and monitor filling.
Once main is full, allow a minimum of 48 hours of time for disinfection to occur before flushing.
PRESSURE TESTING Pressure test all watermain.
Provide all valves, fittings, joint restraints, hoses, compressors, water and power supply as necessary to complete pressure testing. Utilize testing apparatus that is fabricated specifically for testing watermains. Calibrate pressure gauges as necessary.
Flush main as necessary to remove air prior to testing. Comply with the requirements of this section with respect to flushing.
For longer installations or installations consisting of watermain and copper water service, the Contractor may elect to pressure test the system in short segments.
All pressure testing shall be conducted in the presence of the Engineer. Provide minimum of 48 hours advanced notice of testing.
Conduct a combined pressure/leakage test for 1 hour at a pressure equal to 150% of system normal operating pressure (as measured at the lowest point in the system), or a minimum pressure of 150 psig.
88 40347005.doc When conducting test, pressure test equipment shall be set-up as close to the highest point in the line as possible.
Make-up water for the test shall be clean potable water supplemented with ½ oz. of dry calcium hypochlorite per 35 gallons of water.
Leakage for test shall not exceed gallons per hour as allowed by the attached formula:
G= (ND√P)/7400
Where: G= Allowable leakage (gallons per hour of test) N=Number of joints under test D=Nominal diameter of main (inches) P=Average pressure during test (psig)
Allowable leakage for high density polyethylene pipe shall be zero.
Record and document pressure test by recording the following information: Date of test Section tested Diameter and length of main under test Number of fittings, valves hydrants, etc. Results of test including test length, pressure, actual water loss Calculation of allowable leakage If a failed test, describe actions taken to eliminate leaks and results of re-testing
Submit reports documenting pressure testing.
DISINFECTION/FLUSHING After filling the main, allow a minimum of 48 hours of time for disinfection to occur before flushing.
Flush all sections of watermain and water service. When possible, utilize hydrants or other large diameter orifices to complete flushing and achieve 2.5 fps water velocity. If needed, utilize services or temporary connections to complete flushing.
All watermain and services shall be flushed for a minimum of 10 minutes, or as necessary to obtain a sediment-free and bacteriologically safe sample.
Utilize diffusers, hoses, settling basins and other devices as necessary to limit erosion and other damage to the site and downstream areas.
Contractor shall be responsible for providing all necessary fitting, valves, joint restraints, hydrants and other materials necessary to conduct flushing.
Submit reports documenting disinfection and flushing.
BACTERIOLOGICAL SAMPLE Following all pressure testing and flushing, the contractor shall collect a sample from the newly installed watermain or water service(s). Samples shall be submitted to the State Laboratory of Hygiene, or other licensed testing laboratory for bacteriological (coliform bacteria) analysis.
The Contractor shall be responsible for all costs associated with sample collection(s) and analysis.
89 40347005.doc Document bacteriological sample collection and analysis by recording the following information: Date of sample collection Sample collection methods and equipment Person collecting the sample Location(s) sample was collected Results of sample analysis
If sample results indicate water is “Unsafe – Coliform Bacteria Present”, Contractor shall re-disinfect watermain and water services by introducing additional chlorine into the line and re-flushing the main. This process shall be repeated as necessary until a clean sample is obtained. The Contractor shall be responsible for all costs associated with all efforts necessary to obtain a “Safe – Coliform Bacteria Not Present” sample.
Submit reports documenting bacteriological sample collection and analysis.
END OF SECTION
90 40347005.doc SECTION 33 30 00 SANITARY SEWERAGE UTILITIES
P A R T 1 — G E N E R A L
SCOPE The work under this section shall consist of providing all work, materials, labor, equipment, and supervision necessary to provide for the sanitary sewer work required in these specifications and on the drawings. Included are the following topics:
PART 1 - GENERAL Scope Related Work Reference Documents Reference Standards Submittals Provisions for Future Work As-Built Drawings
PART 2 - MATERIALS PVC Pipe Manholes Castings Manhole Chimney Seal Drop Manholes Board Insulation Tracer Wire Locator Tape
PART 3 - EXECUTION General Laying Pipe Bedding/Utility Cover Manholes Casting Installation Connections to Existing Structures Sewer Laterals Pipe Insulation Tracer Wire Locator Tape Deflection Testing Leakage Testing Abandon Sewer
RELATED WORK Applicable provisions of Division 1 govern work under this section.
Related work specified elsewhere: Section 30 05 00 – Common Work Results for All Exterior Work Section 31 23 16.13 – Trenching Section 31 25 00 – Erosion Control
REFERENCE DOCUMENTS Where reference is made to the “SSSWC”, it shall mean pertinent sections of the Standard Specifications for Sewer and Water Construction in Wisconsin, current edition. Method of measurement and basis of payment sections in referenced documents shall not apply.
91 40347005.doc Where these specifications do not cover portions of the work to be undertaken, the Standard Specifications for Sewer and Water Construction in Wisconsin, current edition, shall govern the work.
REFERENCE STANDARDS American Society for Testing and Materials (ASTM) International:
D1784 Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds
D2564 Standard Specification for Solvent Cements for Poly (Vinyl Chloride) (PVC) Plastic Piping Systems
D3034 Standard Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings
D3212 Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals
D3350 Standard Specification for Polyethylene Plastics Pipe and Fittings Materials
F477 Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe
SUBMITTALS Provide manufacturer’s product information (cut sheets), shop drawings and O&M information for sewer materials including: Pipe Fittings Pre-Cast and Cast-in-Place Structures Castings and Covers
Provide reports documenting all required testing and televising. Testing results for the project to the Engineer and the AE within 48 hours of completing the individual tests.
PROVISIONS FOR FUTURE WORK Construct sanitary sewer system in a manner that will facilitate future extension or connection.
When drawings indicate future connection at a manhole or other structure, install a full length of pipe beyond the structure, providing plugged bell at terminal end of pipe. Provide marker board at terminal end of stubbed pipe.
AS-BUILT DRAWINGS Show the actual locations of sanitary sewer pipes and service lines, manholes and cleanouts on drawings. Show changes to proposed sanitary sewer pipe, alignment, or grades. Show the actual locations, sizes and types of underground utilities and other features encountered during construction.
P A R T 2 — M A T E R I A L S
PVC PIPE Conform to ASTM D-3034 with solvent weld or elastomeric joints. Pipe shall be SDR-35, unless otherwise noted. Pipe over 15 inches in diameter shall meet the requirements of ASTM F679-03. Do not mix different manufacturer's products, or fittings.
PVC fittings shall be same joint type and SDR as connecting PVC sanitary sewer pipe.
92 40347005.doc MANHOLES General Provide precast concrete manholes. Cast-in-place manholes may only be used after receiving written approval by the Engineer for customized manhole sizes and shapes.
Submit manufacturer's preproduction (shop) drawings for approval prior to the start of manufacturing.
Contractor shall verify existing pipe locations, sizes, orientation and elevation prior to ordering new manholes.
Precast Manhole Sections Precast concrete manhole sections, including bottom and top shall meet the requirements of ASTM C478.
If conditions require a larger structure than shown on drawings, contact the Engineer.
Provide eccentric cone top sections with a minimum clear opening of 24 inches. Flat top slabs may be used on manholes greater than 6-foot inside diameter.
Manhole wall thickness shall be a minimum of 5 inches for 4-foot inside diameter manholes, 6 inches for 5-foot inside diameter manholes, and 7 inches for 6-foot and 7-foot inside diameter manholes.
Manhole bottom section shall be pre-cast with integral base having a minimum thickness of 8 inches unless otherwise noted.
Joints Provide manhole riser and barrel sections, cones, and flat tops, with standard pipe section tongue and groove joints.
Seal joints watertight with prefabricated rubber or plastic gaskets or formed in place butyl rubber seal.
Joint sealers: Hamilton Kent, ConSeal, MultiSeal Butyl-Tite, or approved equal.
Connections Openings for connections shall be cast-in-place or cored and appropriately sized for the type and size of pipe being connected.
Provide flexible, watertight, pipe-to-manhole connections (or "boots") for sanitary sewers; Kor-N-Seal, Hamilton Kent, A- Lok, or an approved equal.
Manhole Steps Provide steps at 16” O.C. and project approximately 6” from wall.
Manhole steps shall be located in a straight, vertical line from the top of the manhole to the bottom. If the orientation of pipe openings prohibits this, locate manhole steps over the downstream pipe opening.
Manhole steps shall be steel reinforced polypropylene with ½-inch diameter deformed reinforcing bar. Steps shall be permanently secured in the manhole wall.
Manhole steps shall be American Step Company, M.A. Industries, or approved equal.
Bench and Flowline Provide precast or cast-in-place bench and flowline.
Unless otherwise indicated on the drawings, bench height shall be ¾ the diameter of the downstream pipe. Slope bench towards flowlines at a minimum ½” per foot. Provide light broom finish on bench.
93 40347005.doc Flowlines shall be formed with gradual, uniform sweeps directed towards the downstream pipe. Provide smooth, troweled finish for flowlines.
When cast-in-place benches and flowline are used, lay the sewer pipe through the manhole.
Adjusting Rings Fiber-reinforced pre-cast concrete adjusting rings meeting the requirements of ASTM C-478. Provide rings of 2 inches or 4 inches thickness.
Pre-compressed butyl gasket, 3/8”x3½” shall be used between the top of the manhole and first adjustment ring, and between all subsequent rings. Butyl material shall be E-Z Stick, or equal.
CASTINGS General All manhole castings shall be heavy duty iron conforming to ASTM A48, Class 20 and rated for AASHTO H-20 loading. Provide water-tight, gasketed, self-sealing, non-rocking lids with concealed pickhole.
Standard Manhole Frame and Casting Neenah Foundry R-1710, with Type B lid, or approved equal.
Manhole Chimney Seal When indicated on the drawings, provide an internal frame/cone seal meeting requirements of Sections 8.42.3-8.42.5 of the SSSWC.
DROP MANHOLES Provide outside drop sanitary manholes where shown on the drawings or where the elevation difference between the incoming invert and the springline of the outgoing pipe is greater than 2 feet.
Provide drop manhole bases with integral 1-foot minimum overhanging base.
Pre-cast outside drops will be considered on a case-by-case basis.
Provide outside drop with the same size and type of pipe as the sewer, with a wye or tee into the manhole at the top on the line and grade of the sewer and a one-quarter bend with its invert into the manhole at the elevation of the outlet pipe springline.
BOARD INSULATION Insulation shall be rigid, closed-cell extruded polystyrene insulation suitable for buried insulation. Individual boards shall have dimensions of 8’x4’x2”.
Owens Corning, Dow Styrofoam, or approved equal.
TRACER WIRE Tracer wire shall be #10 solid copper wire with green insulated jacket.
LOCATOR TAPE Tape shall be detectable metallic locator tape, specifically manufactured for marking utilities with a minimum width of 6 inches and detectable at a depth of 18”.
Tape shall be marked “SEWER” and green colored.
P A R T 3 — E X E C U T I O N
GENERAL Complete exploratory excavations at utility crossings as shown on the drawings and as necessary to complete the work.
94 40347005.doc Maintain clearances between existing or proposed sewer lines and watermains as follows: 8’ horizontal separation (measured center to center) between existing or proposed sanitary or storm sewers and watermains. 12” vertical separation (measured from outsides of pipes) where watermains cross over sanitary or storm sewers. 18” vertical separation (measured from outsides of pipes) where watermains cross under sanitary or storm sewers.
Notify the Engineer of utility conflicts as soon as they are encountered.
Store and handle pipe in accordance with manufacturers’ recommendations. Keep pipes clean of soil, debris and animals.
LAYING PIPE Install pipe in accordance with the SSSWC and ASTM specifications that pertain to the specified type of pipe material and the installation situation.
Do not use pipe or fittings that are cracked or contain defects.
Clean all pipe of any dirt and/or debris both inside and outside prior to placing in the trench.
Make joints in accordance with manufacturer's directions with due care to avoid damaging pipe and/or disturbing previously laid pipe.
Cut pipe only according to manufacturer's directions.
Lay all sewer pipes to horizontal alignment and grade shown on the drawings with bell ends up hill. Establish and maintain horizontal alignment. Discrepancies from the required horizontal alignment or grade at any location shall not be greater than 0.10’ or 0.05’, respectively.
BEDDING/UTILITY COVER Crushed stone bedding shall be used for both bedding and utility cover in accordance with the applicable requirements of Section 31 23 16.13 – Trenching.
Where excavation extends below the bottom of the structure's base or the trench, bring the excavation to the required elevation by the use of compacted crushed stone bedding.
A minimum of 8” of compacted crushed stone bedding shall be placed below manhole base.
A minimum of 6” of compacted crushed stone bedding shall be placed below the sanitary sewer pipe and 12” of cover material shall be placed over the sanitary sewer pipe (both measured at the bell of the pipe).
MANHOLES Manholes having improper location and/or orientation of the pipe connections will be rejected. Field repairs or adjustments of connection points are not permitted.
Do not connect abandoned pipes to new manholes.
Limit the excavation for manholes so as to provide only the necessary amount of space to sufficiently prepare the subgrade, set the base, set the manhole or structure, and lay pipe. Provide adequate clearance for compaction equipment and operator between structure and trench soil retention for adequate backfilling and compaction.
95 40347005.doc Set manhole base in accordance with elevation and location as indicated on the drawings. Install base plumb and level. Install subsequent pre-cast manhole sections in accordance with shop drawing layout. Provide watertight gaskets between each manhole section.
Pour inverts with smooth surface draining to downstream pipe. Where two or more lines meet at an angle, provide curved channel. Slope manhole bench at 2 inches/foot towards flow channel.
Manholes shall be provided with between 4 inches and 8 inches of adjusting rings, with the top adjusting ring being 2” thick. Provide butyl sealant material between rings. Once rings are in place, tuck point the exterior joint and provide the entire exterior surface of the adjusting ring riser with a coating of mortar.
When indicated on the drawings, the manhole frame shall be set with a Type I frame/chimney joint as specified in the Standard Specifications for Sewer and Water Construction in Wisconsin, latest edition. The frame and adjusting rings shall be sealed with an internal rubber sleeve as detailed in File 12A of the Standard Specifications.
Drop manholes shall be constructed in accordance with the SSSWC.
CASTING INSTALLATION Install casting type as indicated on the drawings or in the specifications.
Provide butyl sealant material between last adjusting ring and casting base. Adjust casting elevation and slope to match adjacent proposed grades.
CONNECTIONS TO EXISTING STRUCTURES Make all necessary openings into existing structures or sewers including the reconstruction of existing inverts or benches, as necessary. Patch all openings permanently watertight with hydraulic cement and flexible watertight boots.
SEWER LATERALS Connect existing sewer laterals in accordance with all of the requirements of the sewer mains, including bedding, backfill, compaction, and jointing of the pipe. Connect sewer laterals to the sewer main by means of an approved "wye" fitting. Connect the new pipe to the existing lateral material using a no-hub coupling or approved transition fitting. Coupling/fitting shall be selected for the specific pipe material being connected.
Subject to local municipality requirements, cut-in type saddle wyes are permitted on existing sanitary sewers where service laterals are to be connected to the sewer. Unless otherwise indicated, the saddle fitting shall be gasketed PVC, with stainless steel bands and hardware.
PIPE INSULATION Provide board insulation where indicated on drawings or where depth of cover is less than 6 feet.
Install insulation on compacted utility cover material, 6” above the top of the pipe. Stagger joints where more than one layer of insulation is required. Provide insulation with a minimum of 1’ of utility cover material. Place cover and backfill material in manner that does not damage insulation; replace any damaged insulation.
TRACER WIRE Provide tracer wire for buried non-metallic sewer piping. Tracer wire shall be installed directly above the top of pipe and within six inches of the pipe.
Splices in tracer wire shall be made with split-bolt or compression-type connectors.
Access points are required every 400 feet or closer. At access points the tracer wire shall be brought to grade with manholes or other covered access devices.
96 40347005.doc LOCATOR TAPE Install locator tape directly above new non-metallic sanitary sewer pipe approximately 15 inches below finished grade. Bring tape to surface and terminate in valve box or other structure.
DEFLECTION TESTING Test all PVC sewer pipe in the presence of the Engineer by a "go-no-go" deflection test mandrel furnished by the Contractor. Pull the mandrel by hand, or hand operated winch so as to avoid any damages to the pipe that may be caused by mechanized pulling equipment.
Size the mandrel to test the pipeline for a maximum allowable internal deflection of the pipe (in any direction) of not to exceed five (5) percent of the original internal diameter for the pipelines tested, regardless of how long after installation the testing takes place.
Deflection testing may be done concurrently with any necessary televising of the sewers. When done concurrently with sewer televising, the mandrel may be pulled by mechanized equipment, provided the mandrel is visible in the television picture during the testing and the operation of the mandrel can be quickly halted before damage to the pipe occurs.
Where poor trench soils conditions require the pipe excavation to be undercut and/or over excavated, the Engineer reserves the right to require an additional deflection test prior to the expiration of the Contractor's one year performance guarantee.
Remove and replace all pipe that fails to pass the five (5) percent vertical deflection testing until the pipe passes the deflection test.
LEAKAGE TESTING All new sanitary sewer lines shall be leakage tested in accordance with Chapter 3.7.0 of the SSSWC.
ABANDON SEWER Existing sewer that is no longer in service, but is left in place shall be abandoned in accordance with Section 3.2.24 of the SSSWC. Sewer shall not be abandoned until existing services have been reconnected to the replacement sewer.
END OF SECTION
97 40347005.doc SPECIAL PROVISIONS
1. GENERAL
The work under this contract is for the development of a new campground at the Brown County Reforestation Camp adjacent to the NEW Zoo. The project is located east of Reforestation Road in the Village of Suamico, Brown County, Wisconsin. Work includes clearing, grubbing, and grading of the site along with construction of gravel drives, RV site pads, parking areas, sanitary sewer & watermain installation, stormwater detention pond installation, and construction of bathhouses, dump station, and check-in kiosk.
2. PHASING
The project is split into three phases. Phase I includes the entrance road, 19 RV-campsites, 11 rustic tent-only campsites, a check-in kiosk, bathhouse, sanitary lift station, septic tank, and dump station. Phase II includes 16 RV-campsites and an additional bathhouse. Phase III includes 12 RV-campsites. All three phases are being bid at this time with the understanding that Phase I will be completed in 2021. If budgets allow, additional phases will be done immediately thereafter. Contractors shall submit their bid based on current pricing. Any work done in the following years will have a negotiated escalation clause.
3. PROSECUTION AND PROGRESS
Work on Phase I is expected to begin on or about March 1, 2021 with completion no later than July 1, 2021. The selected contractor shall submit a construction schedule at the time a final contract is being negotiated.
4. PROJECT MEETINGS
Within ten days of the Notice to Proceed, a preconstruction conference shall be held between the contractor, engineer and owner. If necessary, additional project meetings will be held at a time designated by the engineer.
5. TRAFFIC CONTROL
The contractor will be responsible for all traffic control, including furnishing and maintaining all signs, flags, flag-persons, barricades and lights where required, to protect the safety of the traveling public, all in accordance with the Manual on Uniform Traffic Control Devices currently adopted by the Federal Highway Administration and the Wisconsin Department of Transportation supplement.
6. EROSION CONTROL
The contractor shall comply with erosion control requirements as indicated on the plans and in these specifications. The contractor shall follow all applicable WDNR requirements. Any violations will be corrected at contractor expense.
7. CLEARING & GRUBBING
Contractor shall include all necessary clearing, grubbing, stump and brush removal in their bid. All material to be disposed of offsite in a legal manner.
8. ENTRANCE ROAD, ACCESS DRIVES, PARKING LOTS, AND CAMPSITE PADS
Entrance road, access drives, parking lots, and campsite pads to be constructed as per plan detail. Work to include stripping of topsoil and placement of breaker run and quarry wash surface course. Unit prices for roads, drives and sites should be based on thicknesses shown on details. In the event
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Y:\Projects\13000\13744 NEW Zoo\Campground 2019\DOC\NEW Zoo Bid Special Provisions_2021-02-02.doc unacceptable sub-grade conditions are encountered, additional material may be required as directed by Engineer and paid for in accordance with the unit prices provided in the bid.
Quarry wash surface course furnished for this work shall be limestone screenings conforming to the quality and gradations shown below. Alternate gradations shall be submitted a minimum of two weeks prior to bid opening to the Engineer for consideration. All gradation analysis shall be performed by a competent laboratory using AASHTO method T-27.
This surface course shall consist of crushed limestone screenings with 100% passing a 3/8-inch screen and be well graded down to a No. 200 screen. ¾-inch or larger road gravel is not allowed due to off-season use by cross-country skiers, snowshoes and hikers. This surface course shall conform to the following gradation requirements:
Sieve Size % by Weight Passing 3/8 inch 100 No. 4 80-95 No. 40 65-85 No. 100 25-40 No. 200 8-25
9. CAMPSITE CONSTRUCTION
Four types of campsites are to be constructed, defined as follows:
• Back-In Sites: To be cleared and graded to accept a 12’ x 60’ gravel parking pad. • Pull-Through Sites: To be cleared and graded to accept a 12’ x 75’ gravel parking pad • Equine Sites: To be the same as Back-In sites with the addition of a 15’x15’ level surface prepared for eventual placement of horse pens (horse pens not part of this bid). • Tent-Only Sites: To be cleared to provide a 20’x20’ level grassed camping surface along with access paths (woodchipped).
Certain sites are to have all or a combination of electrical, water, and sanitary service. Refer to bid plans for locations.
Campsite locations are approximate as shown on the plan. Contractor to work with park staff to determine final location and layout of each site and which, if any, trees should be saved.
10. CAMPSITE MARKER POSTS & SIGNAGE
Contractor to install 4”x6” treated posts at each campsite. Posts to be a minimum 7 feet tall and buried a minimum of 3 feet into the ground. Location to face main campground access drive, specific location determined by park staff.
Contractor to install 4”x4” treated posts for campsite directional signage. Posts to be a minimum 7 feet tall and buried a minimum of 3 feet into the ground. Locations to be determined by park staff. Signage installation on posts to be by owner.
11. TRENCHING BACKFILL & SITE FILL
Suitable excavated materials from site work may be used for trench backfill and site fill grading. Material to be approved by Engineer before placement.
12. SANITARY GRINDER PUMP STATION
Duplex grinder pumps to be rated at 2 Hp, single-phase, 3450 rpm and produce a minimum 30 gpm at minimum 37 feet of total dynamic head (TDH). Pumps to be Liberty LSG200 or engineer-approved equal. Pump specifications enclosed. Pumps to be installed in a 48-inch diameter concrete station. 99
Y:\Projects\13000\13744 NEW Zoo\Campground 2019\DOC\NEW Zoo Bid Special Provisions_2021-02-02.doc System to be constructed as a duplex alternating system and include all necessary floats, controls, piping and hatch cover, as per detail. Floats to be opti-float or approved equal.
Contractor to provide a tee and threaded cap in discharge line or engineer-approved equal to allow forcemain to be blown out at the end of the season for winterization/maintenance.
13. SANITARY FORCEMAIN
Install forcemain with a minimum 3-foot cover. Discharge end of forcemain to be core drilled and secured with a link seal into the receiving station of the existing wastewater treatment system. As an alternative, contractor may connect forcemain into existing 8” gravity sewer near entrance to tank.
14. BATHHOUSES
Bathhouses to be precast concrete buildings manufactured and installed by Wieser Concrete or engineer-approved equal and similar to plan detail, enclosed. Buildings to consist of precast walls and roofs, installed on sealed slab-on-grade. General Contractor to install a 5-inch thick concrete slab with a 12-inch by 12-inch thickened edge. Plumbing Contractor to rough-in sewer and water. Building Supplier to install building shell. Plumbing Contractor to supply and install fixtures and General Contractor to supply and install balance of building components and finishes. Bathhouse bid to include all building components, fixtures and finishes, including (but not limited to):
Skylights 12” vents with whirlybirds Manhole castings Vinyl bug screen windows Floor vents Steel doors Steel stall doors Stainless steel floor mounted urinal Polyethylene stools and seats 42” stainless steel grab bars 36” stainless steel grab bars Stainless steel toilet paper dispensers Shower fixtures 4” floor drains Interior paint Exterior stain ADA compliant signage
Bathhouse price to include:
Shop drawings Delivery to site Installation on prepared site Caulking of panel joints
15. DUMP STATION
Dump station to be constructed as per plan details and in conformance with DSPS standards. The dump station shall have the following features:
• Sloped concrete apron with a minimum 4-inch diameter drain at the low point near the center of the pad.
• Tight-fitting drain cover equipped with a foot operated attachment or similar device.
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Y:\Projects\13000\13744 NEW Zoo\Campground 2019\DOC\NEW Zoo Bid Special Provisions_2021-02-02.doc • An approved water outlet or hydrant adjacent to the dumping station for flushing down the drain pad after use.
• An approved atmospheric vacuum breaker attached to the water outlet. The vacuum breaker must be installed downstream from the shutoff valve and at the highest point.
• An adequate length of flexible hose for flushing the concrete apron and drain. A means must be provided to retract the hose when not in use, so it does not contact the concrete pad or rest on the ground surface.
• A sign must be posted at the dump station stating that the adjacent water outlet is “UNSAFE FOR DRINKING ”.
16. SEPTIC TANK
Septic tank to be DSPS approved precast concrete. Bedding and risers as per plan detail. Tank to be Wieser WLP1650, 1,650-gallon low profile, or engineer-approved equal, see enclosed details. Effluent filter to be Polylok PL-525 or engineer-approved equal. Septic tank outlet line to be core drilled and secured with a link seal into the existing dose tank.
17. BRIDGE REPLACEMENT
The existing bridge at Haller Creek will be replaced with an aluminum-arch spanning the creek bed. Bridge shall be a Contech ALBC31 (15.5’ span x 7.25’ rise) bottomless aluminum arch bridge construction (or engineer-approved equivalent). Refer to Contech design plans, supplied by engineer, for specifics of bridge construction. Bridge to be delivered on-site, contractor to assemble/construct/erect.
Contractor to complete all work associated with the bridge replacement as quickly as possible between June 16 th and September 14 th . WDNR permit requirements to be followed pertaining to erosion control measures required (turbidity barrier), timeline (previously mentioned) and general construction guidelines.
18. RESTORATION
All damage to existing roads, terrain or to previously completed work shall be completely restored to its original condition at contractors’ expense. All waste areas and storage areas shall be cleaned up to the engineer’s satisfaction prior to application for final payment.
19. GUARANTY
The contractor shall guarantee all materials and equipment furnished and work performed for a period of one (1) year from the date of substantial completion.
20. LICENSURE
The contractor shall be licensed, bonded, and insured for all work completed.
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