SITEWORK SPECIFICATIONS

Transcription

1 NSE Engineering Consultants, PLLC (OK CA # 4475 Expires June 30, 2019) (405) SITEWORK SPECIFICATIONS VISTA ACADEMY S.E. 5 TH STREET CITY OF MOORE CLEVELAND COUNTY, OKLAHOMA NSE Engineering Job # 1746 Prepared by: Tahir M. Nasir, P.E. \\vista\specs

2 DIVISION 2 SITE WORK SPECIFICATIONS VISTA ACADEMY NAME CITY OF MOORE, CLEVELAND COUNTY, OKLAHOMA SECTION MOBILIZATION SECTION SITE LIGHTING SECTION SITE CLEARING SECTION EARTHWORK SECTION EXCAVATION, BACKFILL AND COMPACTION FOR STRUCTURES SECTION EXCAVATION, BACKFILL AND COMPACTON FOR UTILITIES SECTION EXCAVATION, BACKFILL AND COMPACTION FOR BUILDINGS SECTION EXCAVATION, BACKFILL AND COMPACTION FOR PAVEMENT SECTION TRENCHING AND BACKFILLING FOR UTILITIES SECTION EROSION AND SEDIMENTATION CONTROL SECTION SOIL STABILIZATION SECTION STABLIZED SUBGRADE SECTION ASPHALT CONCRETE PAVING SECTION TRAFFIC AND HANDICAP PARKING SIGNS SECTION PORTLAND CEMENT CONCRETE PAVING SECTION CONCRETE SIDEWALKS CURBS AND GUTTERS SECTION PAVEMENT MARKING SECTION LAWNS AND GRASSES SECTION WATER DISTRIBUTION SYSTEM SECTION SANITARY SEWERAGE SYSTEM

3 SECTION MOBILIZATION PART 1 - GENERAL 1.1 WORK INCLUDED This item includes initiation of contract and shall consist of preparatory work and operations necessary for the movement of personnel, equipment, supplies and incidentals to the Project Site, and other work performed prior to beginning construction operations. 1.2 RELATED WORK A. Section Erosion and Sedimentation Control B. Section Site Clearing 1.3 REFERENCES A. Occupational Safety and Health Administrative Standards (OSHA) B. The City of Oklahoma City Standard Specifications for the Construction of Public Improvements, Special Provisions and Special Provisions Technical PART 2 - PRODUCTS (NOT APPLICABLE) PART 3 - EXECUTION 3.1 The site of the project shall be cleared within the limits of construction. Clearing shall proceed only as necessary to facilitate construction. 3.2 Should circumstances warrant, the Contractor may be allowed to set up a field office, onsite, at a location acceptable to the Owner and Engineer. A. Any building scheduled to be demolished as part of this project shall not be permitted to be used as a field office. B. The onsite field office shall be maintained in good condition. Maintenance of the field office shall consist of maintaining the furniture, telephone and communications lines, equipment and utilities, providing lavatory supplies, janitorial and waste disposal services weekly. C. The onsite field office shall be of weatherproof construction, adequately insulated, heated and air conditioned, and be provided with sufficient natural and artificial light. D. Outside stairways and entry platforms shall have safety rails installed. Safety rails shall be sturdy and maintained in good safety condition. E. Sanitary conveniences, suitable for use by male and female employees of both the contractor and of visiting inspecting agencies, shall be stocked with lavatory and sanitary supplies. F. Adequate free parking shall be provided adjacent to or near the field office away from construction traffic and operations. The parking area shall be free of stockpile material and debris. The parking area shall consist of a suitable hard surface free of ponding and mud. In cases when the parking area is subject to ponding and mud, adequate stone or bituminous pavement surfacing shall be installed. NSE JOB # MOBILIZATION

4 SECTION MOBILIZATION 3.3 When conditions warrant a field office, but location onsite is not possible, offsite field offices shall be located in the immediate vicinity of the project site. Criteria specified for onsite field offices as listed under Sub-Section 3.2, above, shall apply to offsite field offices. A. The Contractor shall not enter or occupy any land outside of the limits of the current project without first obtaining the written consent of the offsite property owner. It shall be the Contractor s sole responsibility for renting or leasing of offsite property. B. The written consent shall hold harmless the Owner, Engineer and any visiting inspecting agency from costs or damages resulting from the Contractors use of the offsite property. C. It shall be the Contractor s sole responsibility to insure that his proposed use of such offsite lands conforms to all applicable provisions of the local zoning ordinance. D. A copy of the written consent of the offsite property owner shall be filed with the Owner and the Engineer. E. Upon completion of the project construction, including all cleanup and restoration of the offsite property, the Contractor shall obtain a written release from the offsite owner of all lands used, and file such release with the project Owner and the Engineer. 3.4 The Contractor shall furnish, at his own expense, an adequate supply of water, electric power and telephone service as required in the performance of the project construction. The Contractor shall furnish and install all temporary connections, meters and other appurtenances, shall conform to all requirements of the utility companies, and shall pay all expenses and charges incidental thereto. After the completion of the project construction, the temporary facilities shall be removed by the Contractor. The Contractor shall provide sufficient artificial lights so that all work tasks may be performed in a safe workmanlike manner when or where there is not sufficient daylight. 3.5 The Contractor shall provide and maintain, in a strictly sanitary manner, and at the Contractor s expense, toilet facilities for himself, staff, and his labor workers, which shall be screened from public view. The location of outside facilities and the method of waste disposal shall be subject to the approval of the local board of health, building code official and/or Engineer. The Contractor shall observe and enforce all sanitary regulations and maintain satisfactory conditions on all parts of the project site. 3.6 Onsite locations are to be selected for stockpiling construction materials, equipment and earthwork. Site selections shall be clear of continuing construction traffic and operations. Construction materials shall be stored to assure the preservation of their quality and fitness. 3.7 Offsite areas may be selected for stockpiling construction material and equipment at the Contractor s own expense. Offsite property shall not be used for storage purposes without written permission of the owner or lessee. Copies of such written permission shall be furnished to the Owner and Engineer prior to storage. Storage sites shall be restored to their original condition at no cost to the Owner. Copies of written release statement from the offsite property owner shall be filed to the Owner and Engineer. 3.8 Onsite storage of flammable material, fuel and explosives will not be allowed without a proper permit and certified acceptance of the containment facility by local, county and state agencies. Such permits and certifications are to be obtained by the contractor, at his expense. Copies of the permits and certifications are to be filed with the Owner and the Engineer. 3.9 The Engineer shall be notified in writing at least 48 hours in advance, when any property control marker, whether monument, stone, concrete, wood or metal or a mark on a structure, designating the lines of the streets or highways or of private property, is in the line of any excavation or other construction work and may have to be disturbed or removed. All established property control NSE JOB # MOBILIZATION

5 SECTION MOBILIZATION which is destroyed or disturbed shall be replaced by a State of Oklahoma Registered Land Surveyor at the Contractor s expense. END OF SECTION NSE JOB # MOBILIZATION

6 SECTION SITE LIGHTING PART 1 GENERAL 1.1 WORK INCLUDED A. Exterior luminaries, top cap, louvers, lamp enclosures, ballast, fixture head and accessories. B. Poles and foundations. C. Component installation and system testing. D. Underground conduit, wiring, controls and termination. Coordinate circuit requirements with owner. 1.2 RELATED SECTIONS A. Section Trenching and Backfilling for Utilities B. Section Excavation, Backfill and Compaction for Utilities C. Section Cast-in-Place Concrete: (for pole base foundation) 1.3 REFERENCES A. ANSI C Electric Lamps - Incandescent and High- Intensity Discharge Reflector Lamps - Classification of Beam Patterns. B. ANSI C Ballasts for Fluorescent Lamps - Specifications. C. ANSI C Ballasts for High-Intensity-Discharge and Low- Pressure Sodium Lamps (Multiple-Supply Type). D. ANSI/NFPA 70 - National Electrical Code. E. ANSI/IES RP-8 - Recommended Practice for Roadway Lighting. F. National Electric Code 1.4 WARRANTY Provide owner with one-year warranty certificate signed by Contractor and by company providing actual warranty labor. The certificate must be received by Owner prior to final payment. 1.5 SUBMITTALS A. Circuitry plan with wire sizes, circuit capacity, conduit sizes, etc. B. In the event, that alternate lighting fixtures are proposed other than what is indicated on the plans, the contractor shall submit shop drawings that shall contain, but not be limited to: fixtures, poles, base and wiring diagrams. Each shop drawing submittal transmitted for approval shall contain: 1. Computer prepared photometric layout of proposed lighted area which indicates by isofootcandle readings the system performance. 2. A photometric report from a national independent testing laboratory with report NSE JOB # SITE LIGHTING

7 SECTION SITE LIGHTING number, date, fixture catalog number, luminaire and lamp specifications; IES classification, candlepower tabulations, zone lumen summary and isolux plot. 3. The Underwriters Laboratory listing and file number for the specific fixture(s) to be utilized. 4. Pole manufacturer AASHTO calculations indicating the pole and anchor bolts being submitted are capable of supporting the pole and fixture systems being utilized in accordance with specifications. 5. Catalog cuts proving complete conformance to specifications. 1.6 SPECIFICATION COMPLIANCE The Owner reserves the right to request standard production model fixture samples for inspection and to order such tests as the Owner deems necessary to insure compliance with these specifications and to reject those luminaries failing such tests, or those luminaries with improper or inadequate light distribution. The Owner shall be the sole judge as to acceptability. PART 2 PRODUCTS 2.1 MATERIALS A. Poles shall conform to construction plans and details. 1. For conditions where an alternative is being proposed, poles shall conform to the following: a. Poles: Shall be tapered by spinning and cold-working a seamless round one piece extruded tube of aluminum alloy 6063-T6. After tapering, shaft shall be welded to a cast aluminum anchor base of alloy A356 at 0.14 inches per foot, single, uniform thickness, U.S. domestic steel having a guaranteed minimum yield strength of 55,000 psi after fabrication complying with ASTM A 595, Grade A, Spun Aluminum with seamless appearing longitudinal weld. Erected poles and anchor bolts shall be capable of supporting maximum vertical and horizontal loads exerted on the completed structure in accordance with the latest AASHTO edition meeting the requirements of 120 mph winds with a 1.3 gust factor. The pole shall have a 4" x 6" reinforced hand hole located approximately 18" above base plate and grounding lug welded to interior of pole opposite hand hole. Poles shall be factory primed inside and outside and delivered to jobsite in a color to be determined by the owner or delivered to the job site with an adequate amount of paint (color to be determined by the Owner) to provide two coats of paint totaling 5 mils thick. b. Pole Base Plates: The base plate shall be fabricated from a commercial quality, spun aluminum conforming to ASTM requirements and having a minimum yield strength of 36,000 psi. The base plate shall telescope the pole's shaft and be circumferentially welded top and bottom. The base plate shall be slotted to accommodate a + ½" variation in the nominal bolt circle. c. Anchor Bolt: Supply adequate amount recommended by the manufacturer of anchor bolts with each pole. Anchor bolts shall be 1" minimum diameter hot-rolled domestic steel bar complying with ASTM A36 (modified) and have minimum guaranteed yield strength of 55,000 psi and shall be 36" long with additional 4" hook at 90o totally galvanized. Each anchor bolt shall be NSE JOB # SITE LIGHTING

8 SECTION SITE LIGHTING supplied with 2 galvanized hex-nuts per ASTM A 307, two galvanized flat washers, one galvanized lock washer and one die-cast nut cover with a 1/4" stainless steel, hex-head, self tapping screw. B. Fixtures shall conform to construction plans and details. 1. For conditions where an alternative is being proposed, fixtures shall conform to the following: a. Fixtures: Fabricate fixtures from formed or extruded aluminum only. Assemble to form weatherproof and bug-proof unit. Each fixture shall bear the UL label for wet location and shall have an Architectural Class I anodized finish or an Owner approved baked-on polyester finish. Color to match lighting fixtures described on plan details and as described in Section 1.04-A. Injected silicon used as a weatherproofing seal shall not be directly exposed to sunlight and shall not be the sole means to prevent water intrusion. Lens frame shall be mitered, extruded anodized aluminum with stainless steel spring loaded latches and hinge pins. Tool-less access is required to optic chamber and ballast. Lens door frame shall be essentially watertight with a memory retentive extruded silicon rubber gasket. Lens shall be heat tempered glass or polycarbonate material. Bolts shall be hardened domestic steel. Fixture arm shall have an internal extruded bolt channel guide and an integral hand hold with a cover for the field wiring connections. C. Bollard Lights shall conform to construction plans and details. 1. For conditions where an alternative is being proposed, bollard lights shall conform to the following: a. Bollard Lights: Shall be a vandal-proof, aluminum shaft, single function luminaire. Shall be certified for Underwriters Laboratories listed for 120 volts. PART 3 EXECUTION 3.1 INSTALLATION Install pole foundations in accordance with details shown on Drawings. Install poles on concrete foundations in accordance with detail shown on Drawings as part of electrical work. 3.2 TESTING Perform and record voltmeter measurements. In addition, provide labor, material, and energy to conduct a parking lot light test at least 30 days prior to Substantial Completion date. This test shall consist of continuous operation of fixtures and lamps for a time period of 100 hours. Contractor shall witness and certify the continuous operation and time duration of the test. At the end of the testing period, immediately request warranty parts and replace defective components at least three days prior to Substantial Completion date. END SECTION NSE JOB # SITE LIGHTING

9 SITE CLEARING PART 1 GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including The City of Oklahoma City Standard Specifications for the Construction of Public Improvements, Special Provisions and Special Provisions Technical, apply to this Section. 1.2 SECTION INCLUDES A. Clearing and grubbing. B. Identification and protection of vegetation indicated to remain. C. Removal from site of paving, curbs, gutters, fences and miscellaneous structures. D. Removal, or disconnecting and capping, utilities and storm drains. E. Removal, storage and protection of site items designated, specified, or directed to be reinstalled. F. Identification and protection of site improvements indicated to remain. 1.3 RELATED SECTIONS A. Section Earthwork. B. Soils Report Excavation, Filling and Backfilling for Buildings. C. Section Trenching and Backfilling for Utilities. 1.4 SUBMITTALS A. Clearing procedures and operational sequence for review and acceptance by Engineer. 1.5 QUALITY ASSURANCE A. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and the methods needed for proper performance of the work of this Section. B. Regulatory Requirements: Comply with applicable requirements of federal, state, and local laws, regulations, and codes having jurisdiction at project site or applicable requirements of these standards and specifications, whichever is more stringent. 1.6 PROJECT CONDITIONS A. Coordination: Coordinate this work with the work of other Sections to avoid any delay or interference with other work. B. Traffic: Conduct work to ensure minimum interference with vehicular or pedestrian traffic and to permit unencumbered access to site and adjacent properties. 1. Do not close or obstruct streets, sidewalks or public or private passageways without permission from Engineer or authorities having jurisdiction. 2. If required by Engineer or governing authorities, provide alternate routes around closed or obstructed traffic ways. NSE JOB # SITE CLEARING

10 PART 2 PRODUCTS 2.1 MATERIALS A. Provide materials, not specifically described but required for proper completion of the work of this Section, as selected by the Contractor subject to the approval of the Engineer. 2.2 SEDIMENT DRAINAGE FABRIC A. Non-biodegradable, sunlight stabilized, woven polypropylene fabric, type which will retain sediment and reduce water runoff velocity; one of the following by listed manufacturer, or approved equal: 1. "Mirafi 100X Sedimentation Control Fabric" by Mirafi, Inc., Charlotte, NC (800) "Propex 1325 Embankment/Erosion Control Fabric" by Amoco Fabrics Company, Atlanta, GA (404) "Trevira Spunbond Engineering Fabric Style 1115 or 1120" by Hoechst Fibers Industries, New York, NY (212) PART 3 EXECUTION 3.1 SURFACE CONDITIONS A. Examine the areas and conditions under which work of this Section will be performed. Report in writing to Engineer all prevailing conditions that will adversely affect satisfactory execution of work. Correct conditions detrimental to timely and proper completion of the Work. Do not proceed until unsatisfactory conditions are corrected. B. Starting work constitutes acceptance of the existing conditions and this Contractor shall then, at his expense, be responsible for correcting all unsatisfactory and defective work encountered. 3.2 PROTECTION A. Protect existing utilities indicated or made known. B. Protect bench marks, monuments, and reference points from displacement or damage and, if displaced or damaged, replace at no cost to Owner. C. Protect trees and shrubs, where indicated to remain, so trees and shrubs will not be damaged in any way as part of this Work. 1. Where trees are designated to remain on the site: Construct 2 x 4 wood barricades, minimum 3'-0" high around individual trees and groups of trees. Construct barricades at drip line. 2. Protect tree root systems from damage due to deleterious materials caused by run-off or spillage during mixing, use or discarding of construction materials or drainage from stored materials. Protect root systems from compaction, flooding, erosion or excessive wetting. 3. Engage a qualified tree surgeon to remove branches from trees, if required, to clear for new construction. Where directed by Engineer, extend pruning operations to restore natural shape of entire tree. 4. Where cutting is required, tree surgeon shall cut branches and roots with sharp pruning instruments; do not break or chop. Paint cuts over ½" in size with standard tree paint or compound which is waterproof, antiseptic, elastic and free of kerosene, coal tar, creosote and other substances harmful to plants. 5. Store no construction materials, debris, or excavated material within drip line. Permit no vehicular traffic or parking within drip line. 6. Repair for Damaged Trees: a. Engage a qualified tree surgeon to perform tree repair work. b. Make repairs promptly after damage occurs to prevent progressive deterioration of damaged trees. NSE JOB # SITE CLEARING

11 c. Remove dead trees and damaged trees which are determined by the tree surgeon to be incapable of restoration to normal growth pattern. D. Protection of Persons and Property: 1. Barricade open depressions and holes occurring as part of this Work, and post warning lights on property adjacent to or with public access. 2. Operate warning lights during hours from dusk to dawn each day and as otherwise required. 3. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by operations under this Section. E. Use means necessary to prevent dust becoming a nuisance to the public, to neighbors, and to other work being performed on or near the site. F. Maintain access to the site at all times. 3.3 EROSION AND SEDIMENT CONTROL A. Plan and execute clearing operations to control erosion and sedimentation. B. Sediment Barriers: 1. Install prior to commencing grubbing operations. 2. Install as shown on drawings at all locations where water flows from construction areas, including entire perimeter of construction areas where ground slopes outward and at drainage structure inlets. Maintain around drainage structures until establishment of vegetation in grassed and landscaped areas or until construction of surfacing in paved areas. 3. Arrange to create ponding behind barriers; remove accumulated sediments and maintain ponding capacity during construction. 4. Sediments shall be removed from flowing water by filtration. Primary filter media shall consist of anchored sediment drainage fabric and straw bales staked or otherwise held securely in place. 3.4 CLEARING A. Remove trees, shrubs, stumps, bushes, vines, rubbish, undergrowth, deadwood as well as fences and incidental structures from site except as otherwise designated on the drawings to remain. 3.5 GRUBBING A. Clean out roots 1" in diameter and larger to a depth of at least 12" below the existing ground surface or subgrade of new graded surface, whichever is lower. Treat roots remaining in the soil with a weed killer approved by the Engineer. B. Backfill and compact holes resulting from stump and root removal operations. Comply with requirements specified in Section for backfill materials, compaction, and installation methods. 3.6 BELOW GRADE REMOVAL A. Clean out rubbish and incidental structures below the existing ground surface. B. Backfill and compact holes resulting from below grade removal operations. Comply with requirements specified in the Soils Report for backfill materials, compaction, and installation methods. NSE JOB # SITE CLEARING

12 3.7 DISPOSAL A. General: 1. Remove brush, grass, roots, trash, and other material from clearing operations. 2. Dispose of away from the site in a legal manner. 3. Do not store or permit debris to accumulate on the job site. B. Do not burn debris at the site. C. Remove tools, equipment and protection when work is complete and when authorized to do so by local authorities having jurisdiction and Engineer. 3.8 UTILITIES A. Coordinate with utility companies and agencies as required. Contact local utility companies 48 hours minimum prior to start of demolition work. Confirm verbal notices and written notices. Verify locations of all utilities entering site and their locations on site. B. Where utility cutting, capping, or plugging is required, perform such work in accordance with requirements of the utility company or governmental agency having jurisdiction. END OF SECTION NSE JOB # SITE CLEARING

13 EARTHWORK PART 1 GENERAL 1.1 SUMMARY A. Section Includes: 1. Preparation of subgrade for walks, pavements, and other sitework. 2. Rough and finish grading. 3. Excavation for filling and grading. 4. Filling and subgrade preparation. 5. Geotechnical Data B. Related Documents: 1. The Contract Documents, as defined in Section Summary of Work, apply to the Work of this Section. Additional requirements and information necessary to complete the Work of this Section may be found in other Documents. 2. Comply with requirements of Geotechnical report for Pavements. Observation by geotechnical engineer will not be required. 1.2 DEFINITIONS A. Building Area Subgrade Pad: Portion of site directly beneath and within a line 10 feet 0 inches beyond building and appurtenances. 1.3 SUBMITTALS A. Assurance/Control Submittals: 1. Material Source: Submit name of imported materials suppliers. Provide materials from same source throughout the Work. Change of source requires Architect approval. 2. Test Reports: Submit the following reports directly to Architect from Testing Laboratory, with copy to Contractor. Prepare reports in conformance with Section Quality Control: a) Test reports on borrow material. b) Verification of each footing subgrade. c) Field density test reports. d) Optimum moisture-maximum density curve for each type of soil encountered. e) Report of actual unconfined compressive strength and bearing tests/results for each strata tested. Give "three-dimensional" description of each test location. B. Section Closeout Submittals: Procedures for closeout submittals. 1. Project Record Documents: Accurately record final grade contours, spot elevations, and slope gradients. 1.4 PROJECT CONDITIONS OR SITE CONDITIONS A. Existing Conditions: 1. Geotechnical Data: a. Soils investigation reports and data are not a part of Contract Documents. b. Soil and subsurface investigations shall be conducted at site by an Independent Testing Laboratory and a report with log of borings prepared. c. A copy of the report shall be distributed to the Contracting Officer. 2. Existing Utilities: Contact local utility companies and make arrangements to obtain utility company location and marking service prior to start of Earthwork operations. a. Locate existing underground utilities in areas of Work. If utilities are to remain in place, provide means of support and protection during Earthwork operations. NSE JOB # EARTHWORK

14 EARTHWORK 1) Pothole and locate existing underground utilities at locations to assure that no conflict with Work of this Contract will occur and required clearance is available to prevent damage to existing utilities. 2) Perform potholing minimum 10 days before start of excavation or underground work. b. Should uncharted, or incorrectly charted, piping or other utilities be encountered during excavation, consult utility company and Contracting Officer immediately for directions. c. Coordinate with Architect and utility companies to keep existing utility services and facilities in operation. d. Repair damaged utilities to satisfaction of utility company, at no additional cost to Owner. PART 2 PRODUCTS 2.1 MATERIALS - The recommendations of the geotoechical investigation shall be reviewed and approved by the Architect if different than the following: A. Subsoil: Approved by Testing Laboratory and Contracting Officer. 1. Satisfactory soil substantially free of organic and unsuitable material. 2. Graded. 3. Free of lumps larger than 3 inches, rocks larger than 2 inches, and debris. 4. Conforming to ASTM D 2487 CL. B. Aggregate: Approved by Testing Laboratory and Contracting Officer. 1. Coarse Gravel: Washed stone; free of shale, clay, friable material and debris; graded in accordance with ASTM D 2487 Group Symbol GW; within the following limits: SIEVE SIZE PERCENT PASSING 2 inches inch 95 3/4 inch 95 to 100 5/8 inch 75 to 100 3/8 inch 55 to 85 No to 60 No to 35 No to 25 No to Pea Gravel: Natural Stone; washed, free of clay, shale, organic matter; graded in accordance with ASTM D 2487 Group Symbol GM; to the following limits: a. Minimum Size: 1/4 inch. b. Maximum Size: 5/8 inch. 3. Fine Sand: Natural river or bank sand; washed; free of silt, clay, loam, friable or soluble materials, and organic matter; graded in accordance with ASTM D 2487 Group Symbol SW; within the following limits: SIEVE SIZE PERCENT PASSING No No to 100 No to 90 No to 30 No C. Topsoil: Approved by Testing Laboratory and Architect. NSE JOB # EARTHWORK

15 EARTHWORK 1. Suitable for specified landscaping. 2. Graded. 3. Free of roots, rocks larger than 1/2 inch, subsoil, debris, large weeds, and foreign matter. 4. Conforming to ASTM D 2487 Group Symbol OH. D. Filter/Drainage Fabrics: 1. Mirafi 140NS. 2. Phillips 66 Supac 4NP. 3. DuPont Typar PART 3 EXECUTION 3.1 EXCAVATION FOR FILLING AND GRADING A. Provide dewatering, drainage, and ground water management to control moisture of soils when performing grading operations during periods of wet weather. B. Shore, brace, and drain excavations to maintain excavations safe, secure, and free of water at all times. C. Provide protection for workers within trench areas in accordance with local, State, and Federal Occupational Safety and Health requirements and regulations. 1. Slope, shore, sheet, or brace excavation side walls greater than 5 feet in depth. 2. Provide lateral travel distance to excavation exit ladder or steps maximum 25 feet for trenches minimum 4 feet in depth. D. Unacceptable Fill Material for Building and Paving Areas: Excavated material containing rock or stone greater than 6 inches in largest dimension. E. Acceptable Fill Material: 1. Rock or stone less than 6 inches in largest dimension as fill to within 24 inches of surface of proposed subgrade when mixed with suitable material. 2. Rock or stone less than 2 inches in largest dimension mixed with suitable material as fill within the upper 24 inches of proposed subgrade. 3.2 FILLING AND SUBGRADE PREPARATION A. Fill areas to contours and elevations with materials specified herein. B. Place fill in continuous lifts as specified herein. C. Refer to Section for filling requirements for structures, utilities, and pavements. D. Areas Exposed by Excavation or Stripping: 1. Scarify areas exposed by excavation or stripping on which building subgrade preparations are to be performed to minimum 8-inch depth. 2. Compact to minimum 98 percent optimum density in accordance with ASTM D 698 at minimum moisture content 1 percent below and maximum 3 percent above optimum moisture content. 3. Proofroll to detect any areas of insufficient compaction by making minimum of 2 complete passes with fully-loaded tandem-axle dump truck, or Contracting Officer approved equivalent, in each of two perpendicular directions under supervision and direction of Testing Laboratory and Contracting Officer. NSE JOB # EARTHWORK

16 EARTHWORK 4. Excavate and recompact areas failing to meet specified requirements. E. Fill Material Placement: 1. Place in 8 inch maximum lifts compacted minimum 98 percent optimum density in accordance with ASTM D 698 at minimum moisture content of 1 percent below and maximum moisture content 3 percent above optimum moisture content. F. Provide material imported from off-site with CBR (California Bearing Ratio) or LBR (Limerock Bearing Ratio) value equal to or above pavement design subgrade CBR or LBR value. 3.3 MAINTENANCE OF SUBGRADE A. Verify finished subgrades for conformance to elevations and for specified conditions for subgrade. B. Protect subgrade from excessive wheel loading during construction, including concrete trucks and dump trucks. C. Remove areas of finished subgrade with compaction density below specified density to depth required as directed by Testing Laboratory and Contracting Officer. Fill removed areas and compact to specified compaction density D Provide surface of subgrade after compaction hard, uniform, smooth, stable, and true to grade and cross-section. 3.4 FINISH GRADING A. Grade areas other than paved areas and building pad areas to finish grade elevations or contours including the following: 1. Excavated areas. 2. Filled and transition areas. 3. Landscaped areas. B. Provide finish graded areas uniform and smooth, free from clods, rocks, debris, or irregular surface changes with maximum tolerance of 0.10 feet above or below established finish subgrade elevation. Provide graded surfaces sloping uniformly between indicated elevations. C. Provide drainage ditches graded with uniform slope to allow drainage without ponding, minimizing potential for erosion. Refer to Section for procedures to protect slopes and control erosion. D. Refer to Section for soil stabilization using lime, cement, fly ash and geotextile fabric methods for subbase materials. E. Refer to Section for placing topsoil and fine grading in landscaped areas. END OF SECTION NSE JOB # EARTHWORK

17 SECTION EXCAVATION, BACKFILL AND COMPACTION FOR STRUCTURES PART 1 GENERAL 1.1 WORK INCLUDED A. Excavate to line, grade and configuration as shown in the plans and specifications for proposed buildings. B. Fill to line, grade and configuration as shown in the plans and specifications for proposed buildings. C. Compacting for materials in an acceptable manner as stated herein. 1.2 RELATED SECTIONS A. Section Soil Erosion and Sediment Control B. Section Earthwork C. Section Soil Stabilization D. Construction drawings. Architectural and structural plans and specifications as they relate specifically to earthwork beneath the buildings, where the architectural requirements are more stringent than civil site requirements. 1.3 REFERENCE STANDARDS A. American Society for Testing and Materials (ASTM) latest edition. D 422 Standard Test Method for Particle-Size Analysis of Soils D 698 Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort [12,400 ft-lbf/ft³ (600 kn-m³)]. D 1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method D 1557 Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort [56,000 ft-lbf/ft³ (2,700 kn-m³)] D 1559 Standard Test Method for Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus. D 2167 Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method. D 2216 Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock D 2487 Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System) D 2922 Standard Test Methods for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth) D 3017 Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth) D 4318 Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils C 25 Standard Test Methods for Chemical Analysis of Limestone, Quicklime and Hydrate Lime NSE JOB # EXCAVATION, BACKFILL AND COMPACTION FOR STRUCTURES

18 SECTION EXCAVATION, BACKFILL AND COMPACTION FOR STRUCTURES C 110 Standard Test Methods for Physical Testing of Quicklime, Hydrated Lime and Limestone C 618 Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete C 977 Standard Specification for Quicklime and Hydrated Lime for Soil Stabilization American Association of State Highway and Transportation Officials (AASHTO), latest edition, T 88 - Mechanical Analysis of Soils Occupational Safety and Health Administration Standards (OSHA). 1.4 QUALITY ASSURANCE Independent testing laboratory selected and paid by owner shall be retained to perform construction testing on filling operations and sub-grade analysis as specified in Section Earthwork; Architectural Plans and Specifications as they relate specifically to earthwork beneath the buildings; and as stated herein. 1.5 SUBMITTALS A. Shop drawings or details pertaining to excavating and filling for buildings are not required unless otherwise shown on the drawings or specifications or if contrary procedures to the project documents are proposed. B. Submit a sample of each type of off-site fill material that is to be used in back-filling in an air-tight, 10 lb. container for the testing laboratory or submit a gradation and certification of the aggregate material that is to be used to the testing laboratory for review. C. Submit the name of each material supplier and specific type and source of each material. Any change in source throughout the job requires approval of the Owner or Engineer. D. Excavation Safety and Protection Plan: Describe sheeting, shoring and bracing materials and installation required to protect excavations and adjacent structures and property; include structural calculations confirming the integrity of trench support systems and excavation bracing. Structural calculations are to be performed, signed and sealed by a New Jersey registered professional engineer. PART 2 PRODUCTS 2.1 MATERIALS A. Fill material from on-site as specified in Section Earthwork and approved by the owner or owner's representative. B. Fill material from off-site as specified in Section Earthwork and approved by the owner or owner's representative. C. Aggregate material as specified in Section Aggregate Materials. PART 3 EXECUTION 3.1 PREPARATION NSE JOB # EXCAVATION, BACKFILL AND COMPACTION FOR STRUCTURES

19 SECTION EXCAVATION, BACKFILL AND COMPACTION FOR STRUCTURES A. Identify all lines, elevations and grades necessary to construct building sub-grades as shown in the plans and specifications. B. Carefully protect bench marks, property corners, monuments or other reference points. C. Locate and identify all site utilities that have previously been installed for this project and may be in danger of damage by continuing grading operations. D. Locate and identify all existing utilities that are to remain and protect them from damage. E. Over excavate and properly prepare areas of sub-grade that are not capable of supporting the proposed systems. These areas are to be stabilized by using acceptable backfill materials placed and compacted as specified, filter fabrics and/or aggregate materials. F. Refer to Architectural Specifications requirements relating to excavation and treatment of sub-grade levels at areas of proposed building locations. 3.2 EXCAVATION A. Excavate building areas to line and grade as shown in the site construction plans and the architectural plans and specifications being careful not to over excavate beyond the elevations needed for building sub-grades. B. Engage all suitable material into the project fill areas as specified in Section Earthwork. C. Unsuitable excavated material is to be disposed of in a manner and location that is acceptable to the owner and local governing agencies and as specified in Section Earthwork. D. Perform excavation using capable, well maintained equipment and methods acceptable to the owner and the project document requirements. 3.3 SUBGRADE PREPARATION A. Building area sub-grade pad shall be that portion of site directly beneath and ten feet (10') beyond the building and appurtenances including the limits of any future building expansion areas as shown on the civil site drawings. B. The building area sub-grade shall be prepared in strict accordance with the "foundation subsurface preparation" as shown on the architectural-structural drawings and specifications that are more stringent than the civil site requirements. Rock larger than six inches (6") shall not be part of building sub-grade fill. C. Subgrade areas exposed by excavation or stripping and on which Subgrade preparations are to be performed shall be thoroughly proof rolled with approved heavy vibratory roller, such as a Dynapac CA-25 or equal, to detect and/or repair any loose or soft spots and to obtain a uniform densified Subgrade throughout. Any soft or weak spots detected during proof rolling shall be removed and replaced with controlled compacted backfill using suitable granular soils, as directed by the Engineer. NSE JOB # EXCAVATION, BACKFILL AND COMPACTION FOR STRUCTURES

20 SECTION EXCAVATION, BACKFILL AND COMPACTION FOR STRUCTURES D. After proof rolling, the exposed Subgrade in the proposed building area shall be further densified with sufficient number of passes of the roller in both longitudinal and transverse directions in order to attain a degree of compaction of at least 98% of the maximum modified dry density, in accordance with ASTM D The proof rolling and densification operations shall be carried out in the full-time presence of the Geotechnical Engineer s field representative who will also monitor the moisture content of the Subgrade soil, which may be achieved by sprinkling or spreading water into the soil Subgrade, if too dry (more than 2% below the optimum moisture content), and by scarifying and aerating, or by other suitable means, if too wet (more than 3% above the optimum moisture content) in order to achieve proper compaction. E. The degree of compaction attained in the Subgrade soil after proof rolling and compaction shall be verified by in-situ field density tests to be performed by the Geotechnical Engineer s field representative. Areas of failure shall be recompacted with the roller until the minimum required density is attained. F. In tight areas not accessible to the large vibratory roller, suitable medium size, walk-behind vibratory compactors, such as a Rammax, Bomag BW-75AD, or equal, approved by the Engineer shall be used for compaction. In areas within approximately 20 ft of existing adjacent buildings, proof rolling and densification of the Subgrade with the heavy roller may be carried out with reduced vibrations, or in a static mode if necessary, as determined by the Geotechnical Engineer s field representative, to prevent possible damage to the existing structures. Alternatively, medium-size, walk-behind vibratory compactors may be utilized. G. No fill or backfill shall be placed on the exposed Subgrade until after the Subgrade is compacted to the minimum required density and approved by the Engineer. 3.4 COMPACTION A. Maintain optimum moisture content of fill materials to attain required compaction density. B. All materials shall be tested in accordance with Section Earthwork. C. An independent testing laboratory selected and paid by the owner, shall be retained to perform testing on site. D. Compaction tests will be as specified in Section Earthwork together with the following for building sub-grade areas including the area 10'-0" outside exterior building lines: 1. In cut areas, not less than one compaction test for every 2,500 square feet. 2. In fill areas, same rate of testing as for each 8" lift (measured loose). E. If compaction requirements are not complied with at any time during construction process, remove and re-compact deficient areas until proper compaction is obtained at no additional expense to the Owner. 3.5 MAINTENANCE OF SUBGRADE A. Finished sub-grades shall be verified to ensure proper elevation and conditions for construction above sub-grade. NSE JOB # EXCAVATION, BACKFILL AND COMPACTION FOR STRUCTURES

21 SECTION EXCAVATION, BACKFILL AND COMPACTION FOR STRUCTURES B. Protect sub-grade from excessive wheel loading during construction, including concrete trucks and dump trucks. C. Remove areas of finished sub-grade found to have insufficient compaction density of depth necessary and replace in a manner that will comply with compaction requirements by use of materials equal to or better than best sub-grade material on site. Surface of sub-grade after compaction shall be hard, uniform, smooth, stable, and true to grade and crosssection. 3.6 FINISH GRADING A. Finish grading shall be in accordance with Section Earthwork and as more specifically stated herein. B. Grading of building areas shall be checked by string line from grade stakes (blue tops) set at not more than 50' centers. Tolerance of 0.10 feet, more or less, will be permitted. Contractor to provide engineering and field staking necessary for verification of lines, grades, and elevations. END OF SECTION NSE JOB # EXCAVATION, BACKFILL AND COMPACTION FOR STRUCTURES

22 SECTION EXCAVATION, BACKFILL AND COMPACTON FOR UTILITIES PART 1 GENERAL 1.1 WORK INCLUDED A. Excavating trenches for the installation of utilities B. Back-filling trench with bedding material as specified and indicated and finishing filling trench with suitable material to proposed sub-grade C. Compacting backfill materials in an acceptable manner D. Borings and casings under roads 1.2 RELATED SECTIONS A. Section Soil Erosion and Sediment Control B. Section Earthwork C. Section Soil Stabilization D. Section Water Distribution Systems E. Section Sanitary Sewer Systems F. Construction Drawings 1.3 REFERENCE STANDARDS A. American Society for Testing and Materials (ASTM) latest edition. D 422 Standard Test Method for Particle-Size Analysis of Soils D 698 Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort [12,400 ft-lbf/ft³ (600 kn-m³)]. D 1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method D 1557 Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort [56,000 ft-lbf/ft³ (2,700 kn-m³)] D 1559 Standard Test Method for Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus. D 2167 Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method. D 2216 Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock D 2487 Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System) D 2922 Standard Test Methods for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth) D 3017 Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth) D 4318 Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils C 25 Standard Test Methods for Chemical Analysis of Limestone, Quicklime and Hydrate Lime C 110 Standard Test Methods for Physical Testing of Quicklime, Hydrated Lime and Limestone C 618 Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan NSE JOB # MOBILIZATION

23 SECTION EXCAVATION, BACKFILL AND COMPACTON FOR UTILITIES for Use as a Mineral Admixture in Portland Cement Concrete C 977 Standard Specification for Quicklime and Hydrated Lime for Soil Stabilization B. American Association of State Highway and Transportation Officials (AASHTO), latest edition, T 88 - Mechanical Analysis of Soils C. Occupational Safety and Health Administration Standards (OSHA). 1.4 QUALITY ASSURANCE Independent testing laboratory selected and paid by the Owner, shall be retained to perform construction testing on back-filling operations as specified in Section Earthwork and as stated herein. 1.5 SUBMITTALS A. Shop Drawings or details pertaining to excavation, backfilling and compaction for Site Utilities are not required unless use of materials, methods, equipment, or procedures contrary to Drawings or these specifications are proposed. Do not perform work until required shop drawings have been approved by Owner and/or the Owner s Engineer. B. Submit a sample of each type of off-site fill material that is to be used in back-filling in an airtight, 10 lb container for the testing laboratory or submit a gradation and certification of the aggregate material that is to be used to the testing laboratory for review. C. Submit the name of each material supplier and specific type and source of each material. Any change in source throughout the job requires approval of the Owner or Engineer. D. Excavation Safety and Protection Plan: Describe sheeting, shoring and bracing materials and installation required to protect excavations and adjacent structures and property; include structural calculations confirming the integrity of trench support systems and excavation bracing. Structural calculations are to be performed, signed and sealed by a New Jersey registered professional engineer. 1.6 PROJECT RECORD DOCUMENTS Accurately record actual locations of all subsurface utilities, structures and obstructions encountered. PART 2 PRODUCTS 2.1 MATERIALS A.1 Pipe Bedding Material: Course Aggregate, size #67 (choked) complying with the following gradation requirements: U. S. Sieve Size #67 Percent Passing (by weight) 1 Inch 100 3/4 Inch /8 Inch No No A.2 Underdrain Bedding Material: Coarse aggregate or washed gravel complying with the following gradation requirements: NSE JOB # MOBILIZATION

24 SECTION EXCAVATION, BACKFILL AND COMPACTON FOR UTILITIES U. S. Sieve Size #57 Percent Passing (by weight) 1-1/2 Inch Inch ½ Inch No No B. Backfill material from site as specified in Section Earthwork and approved by the Owner or Owner's representative. C. Backfill material from off-site as specified in Section Earthwork and approved by the Owner or Owner's representative. D. Steel Casing Pipe (if required): Comply with AWWA C-201 or C-202, minimum grade B, size and wall thickness as indicated on Drawings, except where otherwise specified. E. Accepted Stabilization Fabrics and Geogrids 1. Mirafi 500X or 600X 2. Phillips 66 Supac 6WS 3. Dupont Typar 3401 and Trevira S1114 and S Tensar SS-1 and SS-2 6. AMXCO s Curlex Blankets 7. Exxon GTF-200 or 350 F. Filter/Drainage Fabrics 1. Mirafi 140 NS 2. Phillips 66 Supac 4NP 3. Dupont Typar 3341 PART 3 EXECUTION 3.1 PREPARATION A. Set all lines, elevations, and grades for utility and drainage system work and control system for duration of work, including careful maintenance of bench marks, property corners, monuments, or other reference points. B. The Contractor is strongly recommended to meet with representatives of existing utilities which may be affected by construction. Maintain in operating condition existing utilities, activities utilities, and drainage systems encountered in utility installation. Repair any surface or subsurface improvements shown on Drawings. C. Verify location, size, elevation, and other pertinent data required to make connections to existing utilities and drainage systems as indicated on Drawings. Contractor shall comply with local codes and regulations. D. Over excavate and properly prepare areas of sub-grade that are not capable of supporting the proposed systems. These areas are to be stabilized by using acceptable backfill materials placed and compacted as specified, filter fabrics and/or additional bedding material. E. Install dewatering systems that will be required to construct the proposed utilities in a manner that is described herein. 3.2 EXCAVATION A. The local utility companies shall be contacted before excavation shall begin. Dig trench at NSE JOB # MOBILIZATION