PROFESSIONAL SERVICES DESCRIPTION FOR THE POSITION OF:

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1 PROFESSIONAL SERVICES DESCRIPTION FOR THE POSITION OF: Paulsboro Marine Terminal Phase II Wharf & Shoreline Geotechnical Boring Subsurface Investigation SUBMISSION DEADLINE: July 29, :00 A.M. FAIR AND OPEN PUBLIC SOLICITATION PROCESS FOR PROFESSIONAL SERVICES FOR GLOUCESTER COUNTY IMPROVEMENT AUTHORITY 109 BUDD BOULEVARD WOODBURY, NEW JERSEY

2 Through this Request for Proposals, the Gloucester County Improvement Authority (GCIA), on behalf of the South Jersey Port Corporation (SJPC) seeks to engage a consultant for the term from the date the successful consultant is issued a notice to proceed letter until completion of the work on or before December 31, This contract will be awarded through a fair and open process pursuant to N.J.S.A.. 19:44A-20.4 et seq. The Consultant s Standard Requirements of Technical Proposal (items A thru M) and Cost Proposal must be received and will be publicly opened and read aloud on July 29, 2010 at 11:00 A.M. at the GCIA administrative office located at 109 Budd Boulevard, Woodbury, New Jersey. Each consultant is advised that compliance with the Fair and Open Standardized Submission Requirements and Selection Criteria is required. Incomplete proposals will be rejected from further consideration. The Fair and Open Standardized Submission Requirements and Selection Criteria must be obtained by contacting Danae Ciociola or Megan Kerr of the GCIA at The following is a description of the professional services needed including, where appropriate, a brief description of the tasks involved: Scope of Services Technical Proposal Introduction Geotechnical work for the Paulsboro Marine Terminal Project shall include review of existing information and geologic maps of the site, conducting a field investigation, coordinating regulatory compliant laboratory testing and preparation of a geotechnical data report for the proposed project. The project site is located in the city of Paulsboro, New Jersey, at a latitude and longitude of approximately 39.85, and degrees, respectively. The information collected will be used to locate facilities and structures, select appropriate foundation types, and for the final design of the facilities and structures. The draft preliminary pier berthing facility drawings are provided in Attachment A and Attachment B to this scope of work. The drawing titled, Existing Structure indicates the location of the required borings within the existing conditions whereas the drawing titled, Proposed Locations indicates the location of the required borings within the potential postconstruction terminal configuration. The work described herein will be under the direction of the GCIA s final design consultant - CH2M HILL. CH2M HILL reserves the right to alter the geotechnical site investigation plan, including but not limited to, the location, amount, or depth of borings and test pits, amount and type of testing, and all other aspects of the work outlined herein. Field Investigation Explorations will consist of both waterside and landside borings. Waterside borings include borings performed over water and/or at the location of the proposed berthing facilities. Landside borings include borings associated with facilities located along the shoreline of the Marine Terminal. The waterside borings shall be completed first, to be followed by the landside borings, although the landside borings can be conducted concurrent with the waterside borings. Waterside borings are anticipated to be from a barge; however, the Consultant shall confirm this assumption in the Technical Proposal and prior to mobilizing for the field investigation. 2

3 Site Environmental Conditions The site was developed in the 1920 s and has been used for the storage and distribution of refined petroleum products and specialty chemicals. Historically, materials stored and distributed at this property include, but are not limited to, gasoline, fuel oils, diesel, kerosene, jet fuel, food and fuel additives, solvents, surfactants, lubricants, acids, synthetic reagents, boiler chemicals, and acetylene gas. Contamination investigations began in 1979 and remedial actions continue today on the upland portions of the site. Permits and Field Coordination The Consultant shall be responsible for obtaining all necessary permits for the field work. Consultant shall be responsible for all coordination with the Owner, its subcontractors, and all entities as needed to accomplish the work. Consultant shall coordinate work with all other work, if any, being performed onsite or in water during the field investigation. Survey of Exploration Locations Consultant shall be responsible for providing an accurate survey of the horizontal location of each exploration as well as the elevation of the ground surface (or mudline). The horizontal accuracy shall be plus or minus 1 foot and the vertical accuracy plus or minus 0.1 foot. Consultant shall provide proposed methods used and its accuracy for approval prior to mobilizing to the field. Waterside Borings A total of nineteen (19) waterside borings are currently proposed. The idealized locations of these borings are provided in Attachment A to this scope of work; Consultant shall determine actual location in the field based on access restrictions. Table 1 provides a summary of the borings, the purpose of the boring and the minimum bottom elevation. TABLE 1 Summary of Waterside Borings Boring Primary Purpose Minimum Boring Depth (ft-bgs) WS1 Wharf Foundation Design (piles) -120 WS2 Wharf Foundation Design (piles) -120 WS3 Wharf Foundation Design (piles) -120 WS4 Wharf Foundation Design (piles) -120 WS5 Wharf Foundation Design (piles) -175 WS6 Wharf Foundation Design (piles) -120 WS7 Wharf Foundation Design (piles) -120 WS8 Wharf Foundation Design (piles) -120 WS9 Wharf Foundation Design (piles) -175 WS10 Wharf Foundation Design (piles) -120 WS11 Wharf Foundation Design (piles)

4 TABLE 1 Summary of Waterside Borings Boring Primary Purpose Minimum Boring Depth (ft-bgs) WS12 Wharf Foundation Design (piles) -120 WS13 Wharf Foundation Design (piles) -120 WS14 Wharf Foundation Design (piles) -120 WS15 WS16 WS17 WS18 WS19 Dredge Material Characterization; Stability Evaluations. Dredge Material Characterization; Stability Evaluations. Dredge Material Characterization; Stability Evaluations. Dredge Material Characterization; Stability Evaluations. Dredge Material Characterization; Stability Evaluations Final dredge elevation is intended to provide from -40 to -45 feet of berth depth. Generally, minimum boring bottom elevations for the waterside structures assume a drill depth of 80 feet below the dredge or mudline elevation. This depth should be reevaluated during the exploration, and if soft or loose soil conditions are encountered or there are changes in the axial loads for the piles the drilling depth may be increased. Consultant shall make its own evaluation of required access and drilling methods to perform the work. Consultant shall review the proposed borings of Table 1 and Figure 1 during the explorations and adjust the number, location, and depth of the borings as needed based on the result of the completed borings. Consultant shall receive approval from the Owner and CH2M HILL for any alteration in the exploration plan prior to implementation. Landside Borings A total of four (4) landside borings are currently proposed. The idealized locations of these borings are provided in Attachment A to this scope of work; Consultant shall determine actual location in the field based on access restrictions. Table 2 provides a summary of the borings, the purpose of the boring and the minimum bottom elevation. 4

5 TABLE 2 Summary of Landside Borings Boring Primary Purpose Minimum Boring depth (ft-bgs) LS1 Vehicle Trestle Deep Foundations (piles); 300,000 SF [400' x 750'] Manufacturing Building -120 LS4 Rail Trestle Deep Foundations (piles) -120 LS35 Cargo Staging Area Deep Foundations (piles) -120 LS36 Knee Wall Foundation -120 Consultant shall make its own evaluation of required access and drilling methods to perform the work. Consultant shall review the proposed borings of Table 2 and Attachment A during the explorations and adjust the number, location, and depth of the borings as needed based on the result of the completed borings. Consultant shall receive approval from the Owner and CH2M HILL for any alteration in the exploration plan prior to implementation. Drilling and Sampling Procedures Requirements of the drilling include, but are not limited to, the following: The exploratory borings shall be observed and samples logged by staff trained in geotechnical engineering or geology. The exploratory borings shall be advanced using hollow-stem auger, mud-rotary, or other acceptable systems. Casing or drilling mud is planned to be used as necessary to support the drilling operations. Hollow-stem auger shall not be used below the water table. Standard Penetration Testing (SPT) shall be planned at a minimum of 2.5 foot interval for the upper 10 feet and then approximately at 5 foot intervals thereafter for both landside and waterside borings. Where penetration exceeds 100 feet below the mudline, increase of the sampling spacing can be considered provided adequate sampling is performed to delineate subsurface stratigraphy. However, sampling spacing shall not exceed 10 feet. The SPT testing is to conform to ASTM D1586 requirements. More frequent testing may be performed if complex subsurface geology is encountered. The staff geotechnical engineer or geologist will record the method of SPT testing (e.g., automatic hammer, cathead with the number of wraps, etc.). Wireline or down-the-hole SPT systems shall not be used. Consultant shall provide calibration measurements taken within the past year for SPT energy transfer measurements for the individuals operating the SPT hammer during sampling. The measurements shall have measured the energy transferred from the hammer to the drill rod using strain gauges and accelerometers connected to Pile Driving Analyzer (PDA). Results of the measurements shall provide average computed transfer efficiency. 5

6 Soil samples recovered during the SPT shall be logged according to ASTM D2488 and classified according to ASTM D2487. Representative samples recovered from all SPT sampling will be stored in appropriately labeled watertight polyurethane bags or glass jars. Relatively undisturbed samples (Shelby Tubes) shall be collected when soft to stiff clay or silt layers are encountered. Shelby Tube sampling shall conform to ASTM D1587. Pitcher or Osterberg sampling methods shall be employed, as needed, to obtain adequate samples in softer fine-grained soils. A minimum of one Shelby Tube sample shall be obtained in all distinct, finegrained (silt and clay) soil strata greater then 5 feet thick. For thicker fine-grained strata, Shelby Tube sampling shall be obtained at intervals of no greater than 10 feet. Shelby Tube sampling shall be performed between SPT samples, as is reasonably feasible. Immediately after recovery the Shelby Tubes shall be sealed watertight using a combination of mechanical packers, plastic caps, and a sealing wax. All reasonable methods shall be used to minimize disturbance of the Shelby Tube samples during sampling, transportation, and storage. Shelby Tube samples shall be stored indoors. Backfilling of borings shall be performed as required by Federal, State, and Local regulations. Laboratory Testing Laboratory testing on select samples shall be performed to aid in classification of subsurface materials, define pertinent engineering properties needed for foundation design, and assess corrosion potential to buried concrete and steel. All tests shall follow the appropriate ASTM standard. Tests shall include, but are not limited to, the following: Index Testing. Atterberg Limits (ASTM D4318), particle-size analysis with and without hydrometer (ASTM D422), natural water content (ASTM D2216), and organic content (ASTM D2974) on selected samples to aide in classification of the encountered soil layers. Torvane and/or pocket penetrometer testing of selected undisturbed samples (Shelby Tube) samples. Laboratory vane-shear strength testing per ASTM D4648 of selected undisturbed samples (Shelby Tube). Corrosion testing of selected samples to determine the corrosion potential of the soils against steel and concrete, and will include soil ph testing according to ASTM G51 and soil resistivity testing according to ASTM G57. Chloride, sulfate, redox and sulfide testing will also be considered. California Bearing Ratio (CBR) for pavement design following ASTM D1883 shall be performed. These shall be conducted on select subgrade materials. Consolidation tests following ASTM D2435 of selected samples collected in Shelby Tubes in clayey layers underlying areas of land reclamation. Samples for consolidation testing shall be trimmed into the consolidation ring after extruding the soil from the Shelby tube. 6

7 Unconsolidated undrained (UU) and triaxial consolidated-undrained (CU) with pore pressure measurements strength tests conforming to ASTM D2850 and ASTM D4767, respectively, may be conducted on select Shelby Tube samples of cohesive soils to determine the strength properties of the soil. Samples for triaxial shear testing shall be trimmed after extruding the soil from the Shelby tube. Sample selection may require x- ray diffraction of Shelby Tubes prior to extrusion. Direct shear (ASTM D3080) may be conducted on recompacted cohesionless soil samples to estimate strength properties. An estimated testing schedule is provided in Table 3. TABLE 3 Tests No. Tests Comments Moisture Content 250 ~50% tested Atterberg Limits 50 10% tested Particle Size w/out Hydrometer 25 5% tested Particle Size w/hydrometer 25 5% tested Organic Content 10 2% tested Vane Shear 10 2% tested Soil ph 10 2% tested Resistivity 10 2% tested Chloride/Sulfate/Redox/Sulfide 6 1% tested California Bearing Ratio 10 Estimated Consolidation 5 Estimated Unconsolidated Undrained 5 Estimated Consolidated Undrained 5 Estimated Direct Shear 5 Estimated The testing program will be based on actual samples collected and the uniformity of the subsurface. Test may be added or deleted based on the collected field data. Consultant may also recommend additional testing not listed above. 7

8 Deliverables Consultant shall submit an Exploration Plan and Laboratory Testing Plan for approval by the Owner and CH2M HILL prior to initiation of these work items. Consultant shall also prepare two data reports, one for the waterside borings and one for the landside borings, although the two data sets can be included in one final report. The following sections provide further details on these deliverables. Exploration and Laboratory Plans Consultant shall review this proposed Scope of Work and existing information and prepare an Exploration Plan for approval by the Owner and CH2M HILL prior to mobilization to the site. The Exploration Plan shall outline the proposed means and methods to perform the Field Investigation (e.g. borings), and any proposed changes to this Scope of Work. The exploration plan shall also include a detailed schedule for completion of the fieldwork. In addition, prior to initiation of laboratory testing, Consultant shall submit a laboratory testing plan outlining the number and type of tests proposed for samples collected during the fieldwork. Health, Safety, and Environmental Regulations Work conducted as part of this scope of work shall follow all federal, state and local health, safety, and environmental regulations. It is the responsibility of the Consultant and its subcontractors to follow all applicable regulations. Consultant shall provide a health, safety and environmental plan acceptable to the Owner prior to mobilizing to the field. The plan shall include as a minimum: A listing of potential hazards and how the hazards will be minimized. For example, for over water drilling; drowning is a hazard, so personnel flotation devices (PFDs) will be worn at all time. A map showing the closest hospital, and directions from the site to the hospital. Emergency phone numbers for key personnel and for emergency response groups (police, fire, or military support). A listing of required personnel protective equipment (PPE) and when the PPE shall be worn. Methods used to address and minimize environmental impact. Data Report Consultant shall prepare two (2) Geotechnical Data reports summarizing the findings of the collection and review of Existing Information and Field Investigations as described, above. One report shall contain all data collect for the waterside borings and facilities; the other report shall provide all data for the landside facilities. The reports shall include, but is not limited to, the follow information: A summary of the existing site conditions and topography A summary of the regional and site geology and seismicity 8

9 A description of the means and methods employed in performing the exploration program Boring logs of all explorations Results of all laboratory testing. The results shall include summary plots as well as all raw data. Appropriate profiles and descriptions of the subsurface stratigraphy and geology. The data reports are intended for inclusion in the contract documents for construction of the Project; therefore, no interpretations shall be included in these reports. Draft and Final Versions of Deliverables Consultant shall submit a DRAFT of each report and plan for review by the Owner and CH2M HILL. No more than two weeks after receipt of review comments, Consultant shall revise the data report and submit a FINAL data report. Four (4) hardcopies of each DRAFT and FINAL report shall be submitted in addition to an Adobe Acrobat PDF version. List of Deliverables: (1) DRAFT Field Investigation Plan (2) FINAL Field Investigation Plan (3) DRAFT Health, Safety and Environmental Plan (4) FINAL Health, Safety and Environmental Plan (5) DRAFT Laboratory Testing Plan (6) FINAL Laboratory Testing Plan (7) DRAFT Waterside and Landside Data Report. (8) FINAL Waterside and Landside Data Report Schedule Upon receipt of a Notice-To-Proceed, the Consultant shall commence the work within a period of 14 calendar days. A notice to proceed is targeted for mid August The Consultant is to include within its Technical Proposal a bar chart schedule that depicts the time frame required to complete the scope of services indicated above. Consultant shall plan the work to provide waterside deliverables followed by the landside deliverables. Prior to starting the work, Consultant shall submit a proposed schedule as a part of the Exploration plan (See Deliverables Section) to complete the field work to the Owner and CH2MHILL for review. Insurance Consultant is to include a copy of proposed insurance coverage with the Technical Proposal documents. In addition to the Gloucester County Improvement Authority, the South Jersey Port 9

10 Corporation is to be included as additional insured. Cost Proposal Format Consultant shall provide a fee schedule for performing all proposed work. The schedule of fees shall be sufficiently detailed to provide an understanding of the costs associated with each portion of the work. The Authority requires that the Consultant provide a Not-To-Exceed (NTX) Cost for the scope of services contained herein. The NTX cost is obtained by summing the quantities per line item with unit prices provided by the Consultant. The unit prices are to include all labor, materials, equipment, overhead, profit and all other related costs to perform the scope of services. The Total NTX Cost shall include all labor and materials to complete the scope of services and shall be provided in number and written format as detailed in TABLE 4 on the next page. 10

11 TABLE 4 PHASE II WHARF & SHORELINE GEOTECHNICAL BORING INVESTIGATION WATERSIDE BORINGS Item Description Unit Quantity Unit Price Sub-Total 1 Mobilization LS 1 $ $ 2 Permits LS 1 $ $ 3 Exploration LF 2,000 $ $ 4 SPT EA 500 $ $ 5 Shelby Tubes EA 60 $ $ 6 Standby Time HR 0 $ $ Waterside Total $ $ LANDISDE BORINGS Item Description Unit Quantity Unit Price Sub-Total 1 Mobilization LS 1 $ $ 2 Permits LS 1 $ $ 3 Exploration LF 500 $ $ 4 SPT EA 75 $ $ 5 Shelby Tubes EA 20 $ $ 6 Standby Time HR 0 $ $ Landside Total $ $ LABORATORY TESTING Item Description Unit Quantity Unit Price Sub-Total 1 Moisture Content EA 250 $ $ 2 Atterberg Limits EA 50 $ $ 3 Particle Size w/out Hydromter EA 25 $ $ 4 Particle Size with Hydromter EA 25 $ $ 5 Organic Content EA 10 $ $ 6 Vane Shear EA 10 $ $ 7 Soil ph EA 10 $ $ 8 Resistivity EA 10 $ $ 9 Chloride/Sulfate/Redox/ Sulfide EA 6 $ $ 10 California Bearing Ratio EA 10 $ $ 11 Consolidation EA 5 $ $ 12 Unconsolidated Undrained EA 5 $ $ 13 Consolidated Undrained EA 5 $ $ 14 Direct Shear EA 5 $ $ Laboratory Total $ $ SUMMARY: COST PROPOSAL 11

12 ITEM SUB-TOTAL TOTAL Waterside Borings $ Landside Borings $ Laboratory Testing $ Management, Coordination, Development & Submission of Completed Plans, Reports & Associated Data $ TOTAL $ ATTACHMENT A 12

14 ATTACHMENT B 14

Subsurface Investigations PDCA Professor s Driven Pile Institute. Loren R. Anderson Utah State University June 25, 2015

Subsurface Investigations PDCA Professor s Driven Pile Institute Loren R. Anderson Utah State University June 25, 2015 Ralph B. Peck (1962) Subsurface engineering is an art; soil mechanics is an engineering