Attachment 6. HDD Feasibility Report
|
|
- Dana Gwendolyn Gray
- 5 years ago
- Views:
Transcription
1 May 2016
2 May 2016
3 May 2016 Page 1 of 21
4 The Pipeline Project TABLE OF CONTENTS 1 Introduction HDD Crossings Design Parameters Tributary to Simonette River Crossing Watercourse Description Horizontal Directional Drill Alignment Laydown Area Geotechnical Review Design Summary Specific Construction Risks Contingency Crossing Method Ante Creek Watercourse Crossing Watercourse Description Horizontal Directional Drill Alignment Laydown Area Geotechnical Review Design Summary Specific Construction Risks Contingency Crossing Method Summary of HDD Risk Assessments Summary of the HDD Schedules Drilling Fluid Disposal Water Supply Recommendations Conclusions Reference Documents HDD Design Drawings Appendix A Stress Summary Appendix B Annular Pressure Charts Page 2 of 22 Project #: 1590 May 2016 Page 2 of 21
5 The Pipeline Project 1 INTRODUCTION NOVA Gas Transmission Ltd. (NGTL), a wholly owned subsidiary of TransCanada Pipelines Limited, is proposing to construct, own and operate the Pipeline Project to safely delivery natural gas to the existing NGTL system in Alberta. The Project, located approximately 119 km south east of Grande Prairie, Alberta, consists of approximately 21 km of mm (NPS 8), mm (NPS 6), and mm (NPS 4) outside diameter pipe. The pipeline will be constructed in two new sections (Southern and Northern sections) which will tie-in to and utilize the existing NPS 6 Sturgeon Lake South Lateral to transport gas between the two sections. The Southern Section of the Project will begin from a tie-in point on the existing NPS 36 Western Alberta System Mainline Extension (WASME) in SE W5M and will consist of NPS 8 pipe for approximately 4 km, then reduce to NPS 6 pipe to continue for approximately 11 km and tie-in to the SLSL in NE W5M. The Northern Section will branch off the Sturgeon Lake South Lateral in SE W5M with NPS 6 pipe for approximately 6 km to tie-in to NPS 8 Boulder Creek Lateral (BCL) in SE W5M, and continue for approximately 100 m of NPS 4 pipe to tie-in to NPS 4 Calais Extension in NE W5M. Construction for the two sections of the pipeline will be concurrent. Within the scope of the Project, two watercourses have been determined where NGTL is proposing to utilize the Horizontal Directional Drill (HDD) methodology for the pipeline installations. This report is provided as a feasibility assessment of site conditions, incorporating the provided draft geotechnical information and a geometric review of the proposed HDD alignment and design. The proposed HDD design drawings and this feasibility report will be reviewed and revised upon receipt of the final geotechnical report. 2 HDD CROSSINGS This report will assess the feasibility of the following HDD installations: Tributary to Simonette River Watercourse Crossing (SW ¼ W5M) NPS 8 Pipe installation Ante Creek Watercourse Crossing (SW ¼ W5M) NPS 6 Pipe installation 3 DESIGN PARAMETERS The HDD crossings are designed to incorporate the geotechnical information provided, Pipeline Research Council International (PRCI) PR guidelines, access specifications, above ground/buried facilities in the area, watercourse geometric parameters and space limitations. The geotechnical conditions at the site were considered in an effort to design the drill for progression primarily through formations that are favorable for horizontal directional drills, methodology of construction, industry practices, environmental risks, and engineering tolerances. Page 3 of 21 Project #: 1590 May 2016 Page 3 of 21
6 The Pipeline Project PRCI design guidelines (PR , Updated in 2008 to PR ), as suggested in CSA Z662, were utilized to model the bending, hoop, and tensile stresses for the installation, and operating conditions imposed after installation. The calculations consider the pipe diameter, wall thickness, grade, depth and geometric design of the crossing. The watercourse crossings were designed by completing an annular pressure analysis to minimize the risk of hydraulic fracture to the water body during the drilling process. Annular pressure calculations model the potential fracture pressure of the overburden formation versus the expected downhole pressures created during the pilot-hole phase. Space limitations associated with the Right of Way (ROW), points of inflection (PI) and achievable temporary workspace (TWS) were also considered. 4 TRIBUTARY TO SIMONETTE RIVER CROSSING 4.1 Watercourse Description The Tributary to Simonette River watercourse is an approximately 150 m wide wetland area with a small channel meandering towards the Simonette River. The extents of the watercourse are not clearly defined. The immediate area is expected to be wet and marshy. Beaver dam development has also been observed at the crossing location. 4.2 Horizontal Directional Drill Alignment The proposed HDD crossing utilizes the existing ARC ROW in a southwest to northeast alignment. The entry location is approximately 140 m southwest of the tributary watercourse while the exit location is approximately 280 m northeast. The drill passes 32 m below the centerline of the waterbody. Temporary workspace (TWS) is required at both the entry and exit areas. The TWS dimensions are 50 m x 50 m on entry side and 30 m x 30 m on exit side. The proposed TWS is expected to be sufficient for the anticipated construction spread. 4.3 Laydown Area The design proposes that the product line be laid out in one section on the northeast upland of the crossing along the ROW and proposed TWS. The proposed workspace on the northeast upland is 15 m x 450 m for the pullback operation. It is expected that a minimum of five (5) side booms will be required for the safe pull-back installation of the product pipe. 4.4 Geotechnical Review Three (3) boreholes were completed along the proposed crossing alignment as part of a geotechnical investigation completed by Stantec in March, At the time of the preparation of this report and Issued for Review (IFR) HDD design drawings, only the draft geotechnical report and borehole logs (BH02 through BH04) were made available for use in the design. At the location of BH02, near the planned entry location, approximately 6 m of clay was encountered beneath a thin layer of topsoil and sand, underlain by clay (till) which extended Page 4 of 21 Project #: 1590 May 2016 Page 4 of 21
7 The Pipeline Project beyond the 8 m depth of investigation. A 1.3 m thick zone within the clay (till) contained frequent coal pieces/ rafts, at a depth of 6.3 m. Similar stratigraphy was reported at the location of BH03, with a thin layer of topsoil, 0.7 m of sand and 2 m of clay overlying clay (till), which extended to the 20.2 m depth of investigation. A 0.5 m thick gravel deposit was reported within the clay (till) at a depth of 9.8 m. At the location of BH04, near the planned exit area on the northeast approach, 5 m of clay (till) was underlain by sand, which extended beyond the 12.7 m depth of investigation. The near-surface clay overlying the clay (till) in BH02 was described as firm, low plastic (high plastic below 1.4 m depth), sandy, with trace gravel below 4.5 m depth. The near-surface clay in BH03 was described as firm to stiff, low to high plastic, with sand. The clay (till) was generally described as low to high plastic and firm to very stiff, with trace amounts of gravel, sand and bedrock fragments. The sand, encountered at depth in BH04 was reported to be poorly graded and compact to dense. 4.5 Design Summary The proposed HDD has been designed by incorporating all specified design considerations including supplied topographical and geotechnical information, as well as installation and operating pipe stresses. The entry and exit angles were chosen based on stress analysis, materials, bending restrictions, the support of the pullback section, and to meet the workspace requirements. The drill profile includes an entry angle of 18 degrees on the southwest side of the watercourse. The angle is achievable by most stock drilling rigs that are sized appropriately for this crossing. The entry tangent is 52 m long and transitions to a 126 m long, 400 m radius build section. The designed drill path follows a horizontal tangent for 10 m with 34 m of vertical cover under the surface. The drill path continues to a 112 m long, 400 m radius build arc, and finally on to the exit tangent. The exit tangent is 124 m long and exits the ground surface at a 16 degree angle. This HDD is designed to be completed with the drill and pull method, in which the contractor will install the pipeline after the pilot hole is drilled. With this method, the pilot hole is the final borehole and no ream passes are required. Annular pressure was modeled to simulate the downhole pressure during the pilot hole and it is shown in Appendix B. The annular pressure values are compared to the expected fracture pressure of the geological formation above the drill path. According to the annular pressure chart, the expected overburden fracture pressure is larger than the expected drilling pressures for the entirety of the drill path design, indicating a low risk of hydraulic fracture to surface. Similar to any theoretical modeling, the annular pressure analysis is a tool to better understand the fracturing mechanism during HDD. Based on this model, drilling pressures exceeding the overburden fracture pressure don t necessarily indicate a fracture will occur, but rather higher risk that a hydraulic fracture may occur in those areas. For this particular crossing, the operating stresses govern the design of the pipe, and not the installation stresses. Calculations for the crossing suggest that the pull force will be approximately 25,000 lbs. (without buoyancy control) for the NPS 8 installation. Calculations Page 5 of 21 Project #: 1590 May 2016 Page 5 of 21
8 The Pipeline Project carried out by CCI indicate that a wall thickness of 8.2 mm and Gr. 359 steel is suitable for this crossing, based upon the operating conditions supplied. A summary of the stress analysis calculations is attached in Appendix A. The following is a summary of the design of the Tributary to Simonette River HDD crossing: Pipe Specifications mm OD, 8.2 mm W.T., GR. 359 Preliminary Coating Selection FBE System 2B Entry Angle (Degrees) 18 Exit Angle (Degrees) 16 Radius of Curvature (m) 400 Length (m) 424 Borehole Size (m) Design Depth Under Watercourse Thalweg (m) 32 Design Pressure (kpa) 7,850 Installation Temperature ( C) -10 Design Operating Temperature ( C) 49 Design Factor 0.8 Location Factor 1.0 Pullback Force (with safety factor, lbs.) 25,000 (without buoyancy) Maximum Operating Stress (% of Allowable) 82.3 Maximum Installation Stress (% of Allowable) 24 Drilling Tolerances (R.O.C. per length) 10m-125 m / 30m-200 m / 100m-360 m Table 1: Design Summary for Tributary to Simonette River HDD Crossing 4.6 Specific Construction Risks The following are the main construction risks identified, based on the risk assessment conducted by CCI and previous experience. Also identified are the main mitigation strategies developed to minimize the challenges that may arise during construction. Page 6 of 21 Project #: 1590 May 2016 Page 6 of 21
9 The Pipeline Project Zone 1: 0-70 m MD (Measured Depth) The presence of medium to high plastic clay/clay till allows some potential to form mud rings through cutting adhesion. Mud rings in combination with borehole squeezing can block off the hole around the drill stem causing poor cutting clearance and annular pressure spikes. A proper drilling fluid management plan by the HDD contractor should be utilized to minimize the formation of mud rings. If issues still arise, mechanical swabbing may be required. It is expected that the HDD borehole will penetrate through clay (till). Although no cobbles were observed during testing, clay (till), by definition, comprises a heterogeneous mixture of all soil types including a random distribution of cobbles and boulders. The possible presence of cobble and/or boulder sized material along any drill path through the clay (till) should be expected. Properly sized equipment should be used to help minimize deflection while drilling the pilot hole. If encountered, coal seams may cause loss of circulation and be responsible for some fluid loss into the formation. Drilling fluid parameters and volume shall be monitored to ensure cuttings are removed from the borehole and any loss of fluids is quickly identified. Frac walks shall be in place throughout the drill at a regular scheduled interval to be determined by the project. Once a loss in a fractured zone is identified, the contractor should stop, place an approved plug (bentonite, magma fibre, hole plug) prior to continuing. This plug can be squeezed into the formation on pilot hole and can be effective if applied correctly. Zone 2: m MD The drill path passes below the depth of geotechnical investigation. Formation properties may be different from what was encountered in the geotechnical investigation. Continuous monitoring of drill performance, including annular pressure and cuttings return, should be maintained. The Contractor shall attempt to complete the crossing by utilizing the mud motor downhole tooling to mitigate any possible bedrock conditions. Fracture to waterbody. The drill path has been designed to minimize the risk of fracture to waterbody. The contractor shall closely monitor the annular pressure to ensure it remains within the designed pressure curve. If the annular pressure exceeds the theoretical model, the contractor shall trip out the drill string to reduce the pressure and ensure no fractures occur. Page 7 of 21 Project #: 1590 May 2016 Page 7 of 21
10 The Pipeline Project Zone 3: m MD There is a potential risk for sloughing and collapse of the borehole due to the sand above entry elevation. It is expected that drilling fluid flow rates will be minimized through this formation as the pilot hole exits to surface. Zone 4: Pull-back The possible presence of gravel and cobbles along with the unknown geotechnical condition suggests that the pipeline may become damaged during pull-back. The pipe coating for this crossing will be Fusion Bond Epoxy (FBE) System 2B. It is expected to provide suitable protection from corrosion, moisture, abrasion and impact damage. Extra care should be taken to ensure a clean and open hole prior to pull-back. The borehole should be proven with a wiper trip prior to pipe pull. Additional wiper passes may be required. 4.7 Contingency Crossing Method In the event that the proposed HDD crossing becomes infeasible, due to unforeseen conditions, the installation will be completed by the open-cut methodology. The burial depth and length of the crossing will be reviewed when the hydrological scour assessment and flood plain extents have been modeled. Upon receipt of the hydrological data, a plan shall be developed to isolate the watercourse to install the product pipe at the burial depth. Page 8 of 21 Project #: 1590 May 2016 Page 8 of 21
11 The Pipeline Project 5 ANTE CREEK WATERCOURSE CROSSING 5.1 Watercourse Description Ante creek generally meanders trending in a southeast to northwest direction, eventually flowing into the Simonette River. At the crossing location, the creek is located at the bottom of a 20 m deep and 350 m wide valley, crest to crest. The Ante creek channel is approximately 10 m wide and 2 to 3 m deep at the crossing location. 5.2 Horizontal Directional Drill Alignment The proposed HDD crossing of the Ante Creek follows a southwest to northeast alignment crossing the creek between meander bends. The entry location is approximately 350 m southwest of the watercourse while the exit location is located 275 m northeast of the watercourse. The drill passes 48.8 m below the centerline of Ante Creek. Temporary workspace (TWS) is required at both the entry and exit areas. The TWS dimensions are 46 m x 46 m for entry pad, and 33 m x 41 m for exit pad. The TWS shown is expected to be sufficient for the anticipated construction spread. 5.3 Laydown Area The design proposes that the product line be laid out in one section on the northeast of the crossing along the proposed TWS. A 20 m x 150 m TWS is required in addition to the available 20 m x 462 m workspace for the pullback operation. A 30 m x 30 m TWS for turnaround is also proposed at the northeast end of the pullback section. It is expected that a minimum of five (5) side booms will be required for the safe pull-back installation of the product pipe. 5.4 Geotechnical Review Four (4) boreholes were completed along the proposed crossing alignment as part of a geotechnical investigation completed by Stantec in February, At the time of the preparation of this report and IFR HDD design drawings, only the draft geotechnical report and borehole logs (BH07 through BH10) were made available for use in HDD design. Similar conditions were reported at the location of BH07, BH09 and BH10, located on the west and east approaches, respectively. Beneath a thin layer of topsoil, 3.3 to 6.6 m of clay was shown to overlie clay (till), which extended beyond the 15.7 to 30.5 m depths of investigation at these locations. BH08, drilled and sampled near the creek within the floodplain area was reported to encounter 1.8 m of sand underlain by 22.6 m of clay (till), which was underlain by a variable sequence of interbedded clay and sand extending beyond the 37.1 m depth of investigation. A layer of 1.5 m thick silt and a 0.5 m thick sand deposit were also encountered within the clay (till), at depths of 7.3 m and 18.5 m respectively. The sand deposits at depth, interbedded with the clay, ranged in thickness from 1.5 to 1.8 m. The near-surface clay overlying the clay (till) in BH07, BH09 and BH10 was generally described as low to high plastic and firm to stiff (soft to firm in BH10), with trace amounts of sand and occasional sand seams. The clay (till), where encountered, was described as low to high plastic and firm to very stiff, with trace of sand and gravel, and occasional sand seams/layers. The Page 9 of 21 Project #: 1590 May 2016 Page 9 of 21
12 The Pipeline Project interbedded clay and sand layers encountered at depth in BH08 underlying the clay (till) were stiff to hard and compact to dense, respectively. It is important to note that an artesian groundwater condition encountered at approximately 36 m depth, at the BH08 location. An artesian head pressure of 1.5 to 1.8 m was observed by the field personnel. The head pressure of the artesian conditions is less than entry elevation and is not expected to flow to surface. 5.5 Design Summary The proposed HDD has been designed by incorporating all specified design considerations including supplied topographical and geotechnical information, as well as installation and operating pipe stresses. The entry and exit angles were chosen based on stress analysis, materials, bending restrictions, the support of the pullback section, and to meet the workspace requirements. The drill profile includes an entry angle of 18 degrees on the southwest side of the watercourse. This angle is achievable by most stock drilling rigs that are sized appropriately for the crossing. The entry tangent is 165 m long, transitioning to a 126 m long arc, following a 400 m radius. The designed drill path follows a horizontal tangent for 30 m with 49 m of vertical cover under the surface. The drill path continues to an exit arc 112 m long designed with a 400 m radius, and moves on to the exit tangent. The exit tangent is 205 m long and exits the ground surface at a 16 degree angle. This HDD is designed to be completed with the drill and pull method, in which the contractor will install the pipeline after the pilot hole is drilled. With this method, the pilot hole is the final borehole and no ream passes are required. Annular pressure was modeled to simulate the downhole pressure during the pilot hole and is shown in Appendix B. The annular pressure values are compared to the expected fracture pressure of the geological formation above the drill path. According to the annular pressure chart, the expected overburden fracture pressure is larger than the expected drilling pressures for the majority of the drill path design, indicating a low risk of hydraulic fracture to surface. Close to exit side, the annular pressure exceeds the overburden fracture pressure. Although fracture to surface near the exit point is not uncommon in HDD operations, care shall be taken to minimize the risk of fracture by excavation of an exit pit and utilizing minimal flow rate for the final 50 metres of the drill path. Similar to any theoretical modeling, annular pressure analysis is a tool to better understand the fracturing mechanism during HDD. Based on this model, drilling pressures exceeding the overburden fracture pressure don t necessarily indicate a fracture will occur, but rather higher risk that a hydraulic fracture may occur in those areas. For this particular crossing, the operating stresses govern the design of the pipe, and not the installation stresses. Calculations for the crossing suggest that the pull force will be approximately 28,000 lbs. (without buoyancy control) for the NPS 6 installation. Calculations carried out by CCI indicate that a wall thickness of 7.1 mm and Gr. 359 steel is suitable for this crossing, based upon the operating conditions supplied. A summary of stress analysis calculations is attached in Appendix A. The following is a summary of the design of the Ante Creek Watercourse HDD crossing: Page 10 of 21 Project #: 1590 May 2016 Page 10 of 21
13 The Pipeline Project Pipe Specifications mm OD, 7.1 mm W.T., GR. 359 Preliminary Coating Selection FBE System 2B Entry Angle (Degrees) 18 Exit Angle (Degrees) 16 Radius of Curvature (m) 400 Length (m) 638 Borehole Size (m) Design Depth Under Watercourse Centerline (m) 48.8 Design Pressure (kpa) 7,850 Installation Temperature ( C) -10 Design Operating Temperature ( C) 49 Design Factor 0.8 Location Factor 1.0 Pullback Force (with safety factor, lbs.) 28,000 (without buoyancy) Maximum Operating Stress (% of Allowable) 75.8 Maximum Installation Stress (% of Allowable) 23 Drilling Tolerances (R.O.C. per length) 5.6 Specific Construction Risks 10m-100 m / 30m-150 m / 100m-360 m Table 2: Design Summary for Ante Creek HDD Crossing The following are the main construction risks identified, based on the risk assessment conducted by CCI and previous experience. Also identified are the main mitigation strategies developed to minimize the challenges that may arise during construction. Zone 1: m MD (Measured Depth) The presence of medium to high plastic clay/clay (till) allows some potential to form mud rings through cutting adhesion. Mud rings in combination with borehole Page 11 of 21 Project #: 1590 May 2016 Page 11 of 21
14 The Pipeline Project squeezing can block off the hole around the drill stem causing poor cutting clearance and annular pressure spikes. A proper drilling fluid management plan by the HDD contractor should be utilized to minimize the formation of mud rings. If issues are still experienced, mechanical swabbing may be required. It is expected that the HDD borehole will penetrate through clay (till). Although no cobbles were observed during testing, clay (till), by definition, comprises a heterogeneous mixture of all soil types including a random distribution of cobbles and boulders. The possible presence of cobble and/or boulder sized material along any drill path through the clay (till) should be expected. Properly sized equipment should be used to help minimize deflection while drilling the pilot hole. Zone 2: m MD Artesian aquifers were encountered at BH08 with head pressure estimated about 1.5 to 1.8 m above the ground level. This can lead to fluid control issues caused by water ingress such as dilution of the drilling fluid and increased drilling fluid returns. Drilling fluid parameters and volume will be monitored to ensure drilling fluid dilution is managed. Temporary onsite storage should be available and proper drilling fluid disposal plans shall be in place. There is a potential risk for sloughing and collapse of the borehole due to the sand zones. This risk can be mitigated in a number of ways: Utilizing an Engineered Drilling Fluid Plan (EDFP) that includes a fluid loss additive such as a Polyanionic Cellulose Additives (PAC) will aid in providing a filter cake on the borehole to stabilize the formation when circulating. Drilling fluid parameters will be optimized for maximum cutting transportation. The parameters will be established based on the contractor s EDFP. Additional tripping (pulling the drill string out of the borehole and then running it back in) will be necessary to mechanically remove cuttings from the borehole. The number of trips required will be based on the borehole conditions. The presence of medium to high plastic clay/clay till allows some potential to form mud rings through cutting adhesion. Mud rings in combination with borehole squeezing can block off the hole around the drill stem causing poor cutting clearance and pressure spikes. Page 12 of 21 Project #: 1590 May 2016 Page 12 of 21
15 The Pipeline Project A proper drilling fluid management plan by the HDD contractor should be utilized to minimize the formation of mud rings. If issues still arise, mechanical swabbing may be required. Zone 3: m MD The drill path passes below the depth of geotechnical investigation. Formation strength and properties could differ from what was encountered in the geotechnical investigation. Continuous monitoring of drill performance, including annular pressure and cuttings return, should be maintained. The Contractor shall attempt to complete the crossing by utilizing the mud motor downhole tooling to mitigate any possible bedrock conditions. Fracture to waterbody The drill path has been designed to minimize the risk of fracture to waterbody. The contractor shall closely monitor the annular pressure to ensure it remains within the designed pressure curve. If the annular pressure exceeds the theoretical model, the contractor shall trip out the drill string to reduce the pressure and ensure no fractures occur. Zone 4: m MD The risks and mitigation strategies for this zone are similar to zone 1: m. Zone 5: Pull-back The possible presence of gravel and cobbles along with the unknown geotechnical condition suggests that the pipeline may become damaged during pull-back. The pipe coating for this crossing will be Fusion Bond Epoxy (FBE) System 2B. It is expected to provide suitable protection from corrosion, moisture, abrasion and impact damage. Extra care should be taken to ensure a clean and open hole prior to pull-back. The borehole should be proven with a wiper trip prior to pipe pull. Additional wiper passes may be required. 5.7 Contingency Crossing Method In the event that the proposed HDD crossing becomes infeasible, due to unforeseen conditions, the installation will be completed by the open-cut methodology. The burial depth and length of the crossing will be reviewed when the hydrological scour assessment and flood plain extents have been modeled. Upon receipt of the hydrological data, a plan shall be developed to isolate the watercourse to install the product pipe at the burial depth. Page 13 of 21 Project #: 1590 May 2016 Page 13 of 21
16 The Pipeline Project 6 SUMMARY OF HDD RISK ASSESSMENTS Detailed risk assessments of the Tributary to Simonette River Watercourse and Ante Creek crossings have been completed, summarizing the possible construction issues that may be encountered. As discussed in sections 4.6 and 5.6, risks and mitigations have been identified for these HDD installations and, if mitigated properly, the risks are manageable. 7 SUMMARY OF THE HDD SCHEDULES Overall Schedule Task Tributary Ante Creek Mob./Rig In 1 Day 1 Day Pilot Hole 4 Days 6 Days Swab and Pullback 1 Day 1 Day Demob./Rig Out 1 Day 1 Day Total 7 Days 9 Days Table 3: Overall Schedule Assumptions: The schedule is based on 7 working days a week. The schedule is based on working 24 hours per day (2 shifts per day). Standard production rates with minimal fractures. Drill and pull methodology. 8 DRILLING FLUID DISPOSAL The highland on northeast side of the Tributary to Simonette Rver crossing and highlands above the valley on either side of the Ante Creek crossing may be feasible for the disposal of drilling fluids, where land spraying would be applicable on existing ROW or TWS. Land owner consent and further testing of the ground conditions may be required to ensure the land will be acceptable for land spraying. Additionally, sumps may be required in conjunction with land spraying for disposal. Suitable locations for sump development should be investigated prior to construction. Page 14 of 21 Project #: 1590 May 2016 Page 14 of 21
17 The Pipeline Project Crossing Name Fluid Disposal (m 3 ) Solid Disposal (m 3 ) Tributary to Simonette River Ante Creek Table 4: Estimated Drilling Fluid Disposal Volume Assumptions: The contractor provides adequate recycling systems. Assumes minimal loss of circulation to provide a conservative disposal estimate. Drill and pull methodology. 9 WATER SUPPLY It may be possible that water for drilling purposes may be withdrawn from the watercourses. Alternate sources, such as nearby municipalities, should be investigated and Temporary Diversion Licenses obtained prior to commencement of construction. Crossing Name Water Volume (m 3 ) Tributary to Simonette River 163 Assumptions: Ante Creek 161 Table 5: Estimated Water Supply Volume The volume is based on the estimated initial water requirements, dilution rates, HDD schedule, and the final borehole size. The water required for the pretest of the pipe sections has not been included in these estimates. 10 RECOMMENDATIONS The following recommendations outline the main action items that should be completed in order to ensure a smooth progression of the project into the construction phase: a) The HDD design shall be reviewed and incorporate any new data from the final geotechnical report, once received. Page 15 of 21 Project #: 1590 May 2016 Page 15 of 21
18 May 2016 Page 16 of 21
19 The Pipeline Project 12 REFERENCE DOCUMENTS HDD DESIGN DRAWINGS This report is based on the following HDD design drawings. Crossing Type Drawing Number Sheet Tributary to Simonette River HDD 1559-EG-01-A 1 of 1 Ante Creek HDD 1559-EG-02-A 1 of 1 Page 17 of 21 Project #: 1590 May 2016 Page 17 of 21
20 The Pipeline Project APPENDIX A STRESS SUMMARY Tributary to Simonette River HDD Crossing Owner: TCPL Project: BOULDER CREEK Date: 03/16/2016 Calculation Description: Stress Assessment NPS 8 HDD Applicable Crossings: TRIBUTARY TO SIMONETTE RIVER Completed By: SW Reviewed By: JT Pipe Information Design Criteria Crossing Characteristics Pipe Pipe Max. Operating Installation Design Maximum Depth From HDD Diameter W.T. Pipe MOP Temperature Temperature Radius Entry Location Length (mm) (mm) Grade (kpa) ( Celsius) ( Celsius) (m) (m) (m) , The pipe section installated stresses are modelled in 5 sections (exit tangent (5), exit arc (4), bottom tangent (3), entry arc (2), entry tangent (1)) incorporating effects of buoyancy, soil friction, curvature, fluidic drag and pipe weight. The calculated stresses are evaluated using the AGA method (PRCI). Operating stresses incorporate hoop, bending, tensile, and thermal expansion. Variable Definitions: SMYS D E - Specified Minimum Yield Strength - Outer Diameter of Product Pipe - Young's Modulus (Steel) t - Wall Thickness of Product Pipe 0 Tensile Stress: Allowable Tensile Stress % of Allowable MPa F(t) = (0.9)* SMYS 2.9% MPa F(t) = MPa 3.6% MPa 3.6% MPa 4.1% MPa 4.1% Bending Stress: Allowable Bending Stress % of Allowable MPa F(b) = 0.75 x SMYS 0.3% MPa F(b) = MPa 20.3% MPa 0.3% MPa 20.3% MPa 0.3% Hoop Stress: Allowable Hoop Stress % of Allowable MPa F(h)= [0.88 x E x (t/d)^2] / % MPa F(h) = MPa 5.3% MPa 5.3% MPa 5.3% MPa 2.6% Operating Stresses: Allowable Shear Stress % of Allowable MPa F(v) = 45% of SMYS 65.6% MPa F(v) = MPa 82.3% MPa 65.6% MPa 82.3% MPa 65.6% Combined Stress (Tensile and Bending) % of Allowable Unity Check (<1) 3% % % % % Combined Stress (Tensile, Bending, and Hoop) % of Allowable Unity Check (<1) 0% % % % % Estimated PullForce (without Buoyancy Control) 16,261 lbs 24,391 lbs (including 1.5x Safety Factor) Page 18 of 21 Project #: 1590 May 2016 Page 18 of 21
21 The Pipeline Project Ante Creek HDD Crossing Owner: TCPL Project: BOULDER CREEK Date: 03/16/2016 Calculation Description: Stress Assessment NPS 8 HDD Applicable Crossings: ANTE CREEK Completed By: SW Reviewed By: JT Pipe Information Design Criteria Crossing Characteristics Pipe Pipe Max. Operating Installation Design Maximum Depth From HDD Diameter W.T. Pipe MOP Temperature Temperature Radius Entry Location Length (mm) (mm) Grade (kpa) ( Celsius) ( Celsius) (m) (m) (m) , The pipe section installated stresses are modelled in 5 sections (exit tangent (5), exit arc (4), bottom tangent (3), entry arc (2), entry tangent (1)) incorporating effects of buoyancy, soil friction, curvature, fluidic drag and pipe weight. The calculated stresses are evaluated using the AGA method (PRCI). Operating stresses incorporate hoop, bending, tensile, and thermal expansion. Variable Definitions: SMYS D E - Specified Minimum Yield Strength - Outer Diameter of Product Pipe - Young's Modulus (Steel) t - Wall Thickness of Product Pipe 0 Tensile Stress: Allowable Tensile Stress % of Allowable MPa F(t) = (0.9)* SMYS 6.0% MPa F(t) = MPa 6.6% MPa 6.6% MPa 7.1% MPa 6.8% Bending Stress: Allowable Bending Stress % of Allowable MPa F(b) = 0.75 x SMYS 0.2% MPa F(b) = MPa 15.6% MPa 0.2% MPa 15.6% MPa 0.2% Hoop Stress: Allowable Hoop Stress % of Allowable MPa F(h)= [0.88 x E x (t/d)^2] / % MPa F(h) = MPa 8.3% MPa 8.3% MPa 8.3% MPa 6.0% Operating Stresses: Allowable Shear Stress % of Allowable MPa F(v) = 45% of SMYS 63.0% MPa F(v) = MPa 75.8% MPa 63.0% MPa 75.8% MPa 63.0% Combined Stress (Tensile and Bending) % of Allowable Unity Check (<1) 6% % % % % Combined Stress (Tensile, Bending, and Hoop) % of Allowable Unity Check (<1) 1% % % % % Estimated PullForce (without Buoyancy Control) 18,644 lbs 27,966 lbs (including 1.5x Safety Factor) Page 19 of 21 Project #: 1590 May 2016 Page 19 of 21
22 The Pipeline Project APPENDIX B ANNULAR PRESSURE CHARTS Tributary to Simonette River HDD Crossing Page 20 of 21 Project #: 1590 May 2016 Page 20 of 21
23 The Pipeline Project Ante Creek HDD Crossing Page 21 of 21 Project #: 1590 May 2016 Page 21 of 21
Stuart River Preliminary HDD Feasibility Assessment Report
Stuart River Preliminary HDD Feasibility Assessment Report 08C7138-PL-RPT-0006, Rev. 3 08-Jun-2010 Enbridge Northern Gateway Project WorleyParsons Canada Services Ltd. Calgary Division 400, 10201 Southport
More informationWapiti River Preliminary HDD Feasibility Assessment Report
Wapiti River Preliminary HDD Feasibility Assessment Report 08C7138-PL-RPT-0014, Rev. 1 08-Jun-2010 Enbridge Northern Gateway Project WorleyParsons Canada Services Ltd. Calgary Division 400, 10201 Southport
More informationINADVERTENT RETURN PLAN FOR HORIZONTAL DIRECTIONAL DRILLING (HDD)
INADVERTENT RETURN PLAN FOR HORIZONTAL DIRECTIONAL DRILLING (HDD) FACILITY OPERATOR: NextEra Energy Resources, LLC 700 Universe Boulevard Juno Beach, FL 33408 For Horizontal Directional Drilling Contents
More informationDIRECTIONAL DRILLING
DIRECTIONAL DRILLING 1. General. Installation of pipelines through the levee embankment using directional drilling technology is prohibited. Installation of pipelines through a flood control project foundation
More informationCENGRS GEOTECHNICA PVT. LTD. Job No Sheet No. 1
CENGRS GEOTECHNICA PVT. LTD. Job No. 214030 Sheet No. 1 INTERIM REPORT ON GEOTECHNICAL INVESTIGATION FOR PROPOSED 66 KV GRID PLOT AT G-7, DWARKA, NEW DELHI. 1.0 INTRODUCTION 1.1 Project Description M/s.
More informationChapter 5 HORIZONTAL DRILLING
Chapter 5 HORIZONTAL DRILLING Chapter 5 How much money am I about to put on the table for a horizontal well? Did I do sufficient planning? Keys to Successful Horizontal Wells Multi-disciplined teams working
More informationBuoyancy Control Calculated Cost Allowance for 1 Year Study Cost Estimate
Prepared for Millennium Project Revision A 21 March 2005 by Greg Lamberson Record of Revisions Prepared Rev Date Description By A 21 Mar 05 Buoyancy Control Study Report FGL Checked By Client Accept Approved
More informationAPPENDIX A1 - Drilling and completion work programme
APPENDIX A1 - Drilling and completion work programme Information about the well and drilling To the extent possible, the international system of units (SI) should be adhered to, and the drilling programme
More informationConstruction Dewatering
Construction Dewatering Introduction The control of groundwater is one of the most common and complicated problems encountered on a construction site. Construction dewatering can become a costly issue
More informationPUSH PIER SYSTEMS STABILITY. SECURITY. INTEGRITY. Push Pier Systems PN #MBPPT
PUSH PIER SYSTEMS STABILITY. SECURITY. INTEGRITY. PN #MBPPT Push Pier Systems About Foundation Supportworks is a network of the most experienced and knowledgeable foundation repair and new construction
More informationTULALIP TRIBE AND CITY OF EVERETT BRING REGIONAL WATER TO THE PACIFIC NORTHWEST WITH MASSIVE HDD PROJECT
North American Society for Trenchless Technology (NASTT) No-Dig Show 2012 Nashville, TN March 11-15, 2012 Paper D-1-04 TULALIP TRIBE AND CITY OF EVERETT BRING REGIONAL WATER TO THE PACIFIC NORTHWEST WITH
More informationREPORT GEO-TECHNICAL INVESTIGATION FOR THE PROPOSED BLOCK-1 SUB-STATION SY NO-44, NEAR KYATAGANACHERLU VILLAGE
REPORT ON GEO-TECHNICAL INVESTIGATION FOR THE PROPOSED BLOCK-1 SUB-STATION SY NO-44, NEAR KYATAGANACHERLU VILLAGE CLIENT: KARNATAKA SOLAR POWER DEVELOPMENT CORPORATION BANGALORE 0 GEO-TECHNICAL INVESTIGATION
More informationTECHNICAL MEMORANDUM 002 EMORANNO. 001
TECHNICAL MEMORANDUM 002 EMORANNO. 001 To: Jack Synder, P.E. EES Consulting From: Mort McMillen, P.E. Paul Larson, SE Date: October 13, 2010 Project: Cc: Taylor Bowen Subject: Technical Memorandum (TM)
More informationREPORT GEO-TECHNICAL INVESTIGATION FOR THE PROPOSED BLOCK-7 SUB-STATION SY NO-225, NEAR RAYACHERLU VILLAGE
REPORT ON GEO-TECHNICAL INVESTIGATION FOR THE PROPOSED BLOCK-7 SUB-STATION SY NO-225, NEAR RAYACHERLU VILLAGE CLIENT: KARNATAKA SOLAR POWER DEVELOPMENT CORPORATION BANGALORE 0 GEO-TECHNICAL INVESTIGATION
More informationItem ID: Rev.: 00 Status: Final Effective Date: 29-Feb-2015 EXECUTIVE SUMMARY
EXECUTIVE SUMMARY The objective of this report is to demonstrate that sections of pipeline between MLV 401 and MLV 402 on the Canadian Mainline Line 400-2 meet the applicable requirements in CSA Z662-15
More informationPipeline Integrity Valve Spacing Engineering Assessment (CDN) Grande Prairie Mainline Loop 2 (Progress Section) NPS 36
APPROVALS Library: EDMS General Page 1 of 10 TABLE OF CONTENTS APPROVALS 1 1. PURPOSE... 3 2. BACKGROUND... 3 3. VALVE SPACING ASSESSMENT APPROACH... 6 4. OPERATIONS AND MAINTENANCE CONSIDERATIONS... 6
More informationSITE S7: EMBANKMENT FAILURE WEST OF MILLARVILLE
LANDSLIDE RISK ASSESSMENT SOUTHERN REGION SITE S7: EMBANKMENT FAILURE WEST OF MILLARVILLE LEGAL LOCATION: LSD 4-3-21-4 W5M and 1-4-21-4 W5M REFERENCE LOCATION ALONG HIGHWAY The slide area is located between
More informationTRANSCANADA KEYSTONE PIPELINE PROJECT EXECUTION PHASE HDD EXECUTION PLAN FOR WATER COURSE CROSSINGS. Shannon Creek
TRANSCANADA KEYSTONE PIPELINE PROJECT EXECUTION PHASE HDD EXECUTION PLAN FOR WATER COURSE CROSSINGS Shannon Creek Rev. 1 Owner: TransCanada Prime Contractor: Ledcor Pipeline Limited HDD Contractor: Dwayne
More informationDrilling Under Pressure: HDD Beneath an Active Airport
North American Society for Trenchless Technology (NASTT) NASTT s 2016 No-Dig Show Dallas, Texas March 20-24, 2016 MM-T2-01 Drilling Under Pressure: HDD Beneath an Active Airport Dylan Davidson, Staheli
More informationCasing and Cementing Requirements
Directive PNG005 May 2018 Revision 2.0 Governing Legislation: Act: The Oil and Gas Conservation Act Regulation: The Oil and Gas Conservation Regulations, 2012 Order: 148/18 Record of Change Revision Date
More informationTECHNICAL SPECIFICATIONS SECANT CAISSON WALL TECHNICAL SPECIFICATIONS. October 19, Nanaimo Colliery Dam Auxiliary Spillway, Nanaimo, BC
SECANT CAISSON WALL TECHNICAL TECHNICAL Nanaimo Colliery Dam Auxiliary Spillway, Nanaimo, BC Submitted to: Toby Seward City of Nanaimo 455 Wallace Street Nanaimo, BC V9R 5J6 Report Number: Distribution:
More informationW I L D W E L L C O N T R O L FLUIDS
FLUIDS Fluids Learning Objectives You will learn about different fluids that can be used in well control. You will become familiar with the characteristics and limitations of fluids. You will learn general
More informationAPPENDIX J HYDROLOGY AND WATER QUALITY
APPENDIX J HYDROLOGY AND WATER QUALITY J-1 Technical Report on Airport Drainage, Northern Sector Airport and Ordinance Creek Watershed / Preliminary Creek Constructed Natural Channel Culvert J-2 Preliminary
More informationBore-Gard Installation - 1,000 ft. Perry, Oklahoma
Bore-Gard Installation - 1,000 ft. Perry, Oklahoma Distance of Installation: Maximum Pulling Force on Pipe: Reamer Diameter: Soil Conditions: 1,000 feet Approx. 7,500 pounds 8 inch Beaver Tail Wet Clay
More informationGROUND IMPROVEMENT USING RAPID IMPACT COMPACTION
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-, Paper No. 9 GROUND IMPROVEMENT USING RAPID IMPACT COMPACTION Henrik KRISTIANSEN 1, Michael DAVIES SUMMARY Geotechnical
More informationItem 404 Driving Piling
Item Driving Piling 1. DESCRIPTION Drive piling. 2. EQUIPMENT 2.1. Driving Equipment. Use power hammers for driving piling with specified bearing resistance. Use power hammers that comply with Table 1.
More informationHorizontal Directional Drill Contingency and Frac-Out Response Plan. Harpster-Lima Pipeline Project
Horizontal Directional Drill Contingency and Frac-Out Response Plan Harpster-Lima Pipeline Project March 2016 Horizontal Directional Drill Contingency and Frac-Out Response Plan TABLE OF CONTENTS 1.0 INTRODUCTION...
More informationHydro-Mech Bridge Plug
Manual No: 0620000303 Revision: F Approved By: Quality Engineer Date: 2014-9-9 Hydro-Mech Bridge Plug DESCRIPTION: Map Hydro-Mech Bridge Plug is hydraulically actuated and mechanically set. Compact, with
More informationInflatable Packer Single & Double. Single & Double Packer Dimension. Wireline Packer. Water Testing Packer (WTP) Packer
Inflatable Packer Single & Double Single & Double Packer Dimension Wireline Packer Water Testing Packer (WTP) Packer Packer Working Pressure & Depth Chart Packer Water Hand Pump Packer Air Driven Pump
More informationFIGURES APPENDIX A SYMBOL SAMPLING DESCRIPTION Location of sample obtained in general accordance with ASTM D 1586 Standard Penetration Test with recovery Location of sample obtained using thin-wall
More informationAPPENDIX C VEGETATED EMERGENCY SPILLWAY. VERSION 1.0 March 1, 2011
APPENDIX C VEGETATED EMERGENCY SPILLWAY VERSION 1.0 March 1, 2011 [NOTE: Could use a better photo more clearly showing the emergency spillway in the context of the dam.] SECTION C-1: DESCRIPTION OF PRACTICE
More informationOCEAN OUTFALL PRESENTS CHALLENGES TO HDD CONSTRUCTION
North American Society for Trenchless Technology (NASTT) No-Dig Show 2010 Chicago, Illinois May 2-7, 2010 Paper A-1-04 OCEAN OUTFALL PRESENTS CHALLENGES TO HDD CONSTRUCTION Laura Wetter, G.I.T. 1, Matt
More informationSGS MUSCOWPETUNG ABORIGINAL CONSTRUCTION MONITORING
SGS MUSCOWPETUNG ABORIGINAL CONSTRUCTION MONITORING WEEKLY REPORT SPREAD# 5 SEPTEMBER 24 TH TO SEPTEMBER 30 TH, 2018 Page 1 of 8 Field Observation Social and Cultural Features # of occurrences Traditional
More informationAdvanced Applications of Wireline Cased-Hole Formation Testers. Adriaan Gisolf, Vladislav Achourov, Mario Ardila, Schlumberger
Advanced Applications of Wireline Cased-Hole Formation Testers Adriaan Gisolf, Vladislav Achourov, Mario Ardila, Schlumberger Agenda Introduction to Cased Hole Formation tester Tool specifications Applications
More informationFeasibility Study of HDD Strait of Belle Isle
Muskrat Falls Project - CE-1 Rev. (Public) Page 1 of 108 Labrador Coast Newfoundland Island Coast Feasibility Study of HDD Strait of Belle Isle FOR THE FINAL REPORT December 10, 010 Report No: H6-RPT-CA01-01
More informationCasing Design. Casing Design. By Dr. Khaled El-shreef
Casing Design By Dr. Khaled El-shreef 1 Casing Design CONTENTS Function of Casing Casing Types & Tools Strength Properties Casing Specification Casing Design 2 1 RUNNING AND CEMENTING CASING Reasons for
More informationAppendix C - HDD Inadvertent Returns and Contingency Plan
Appendix C - HDD Inadvertent Returns and Contingency Plan HDD Inadvertent Returns and Contingency Plan PennEast Pipeline Project Issue and Revision Record Rev Date Originator Checker Approver Description
More informationTrout Unlimited Comments on the Scope of Environmental Impact Statement for the Constitution Pipeline Project, Docket No. PF12-9
October 9, 2012 Kimberly D. Bose, Secretary Federal Energy Regulatory Commission 888 First Street, NE, Room 1A Washington, DC 20426 RE: Trout Unlimited Comments on the Scope of Environmental Impact Statement
More informationPACIFIC SHORING, LLC ALUMINUM SHORING PRODUCTS HEAVY DUTY HYDRAULIC WALER RAIL SYSTEM. TABULATED DATA Effective August 25, 2015
1 HEAVY DUTY HYDRAULIC WALER RAIL SYSTEM Effective August 25, 2015 PSH 265 Roberts Avenue Santa Rosa, Ca. 95407 (707) 575-9014 Construction Engineering Resource 1837 Wright Street Santa Rosa, Ca. 95404
More informationPACIFIC SHORING, LLC ALUMINUM SHORING PRODUCTS PSH HEAVY DUTY HYDRAULIC WALER RAIL SYSTEM. TABULATED DATA Effective December 10, 2013
1 HEAVY DUTY HYDRAULIC WALER RAIL SYSTEM Effective December 10, 2013 PSH 265 Roberts Avenue Santa Rosa, Ca. 95407 (707) 575-9014 Construction Engineering Resource 1837 Wright Street Santa Rosa, Ca. 95404
More informationOTC MS. Free Span Rectification by Pipeline Lowering (PL) Method N. I. Thusyanthan, K. Sivanesan & G. Murphy
OTC-24699-MS Free Span Rectification by Pipeline Lowering (PL) Method N. I. Thusyanthan, K. Sivanesan & G. Murphy Copyright 2014, Offshore Technology Conference This paper was prepared for presentation
More informationHydroPull. Extended-Reach Tool. Applications
Extended-Reach Tool HydroPull This tool incorporates a cycling valve that momentarily interrupts the flow to create water-hammer pressure pulses inside coiled or jointed tubing used in horizontal well
More informationTalk about a bore! Driver Pipeline (USA) completes a mile (1.8 km) bore through rock in one continuous shot
Talk about a bore! Driver Pipeline (USA) completes a 1.13- mile (1.8 km) bore through rock in one continuous shot Affectionately known by officials with project owner Chesapeake Midstream Partners as FRAP
More information22. Specialty Valves.
22. Specialty Valves. a. Types of Specialty Valves. 1) Use of the following specialty valves is covered in this section: Altitude Valve, Pressure Reducing Valve, Pressure Relief Valve, Swing Check Valve,
More informationLecture 8&9: Construction Dewatering
Arab Academy for Science, Technology & Maritime Transport Colleague of Engineering & Technology Construction & Building Engineering CB 523 Methods and Equipment for Construction 1 Lecture 8&9: Construction
More informationRULES OF THE OIL AND GAS PROGRAM DIVISION OF WATER RESOURCES CHAPTER DRILLING WELLS TABLE OF CONTENTS
RULES OF THE OIL AND GAS PROGRAM DIVISION OF WATER RESOURCES CHAPTER 0400-52-06 DRILLING WELLS TABLE OF CONTENTS 0400-52-06-.01 Drilling Equipment 0400-52-06-.03 Casingheads 0400-52-06-.02 Blowout Prevention
More informationEnbridge Pipelines Inc. PIPELINE INTEGRITY AXIAL CRACK THREAT ASSESSMENT
Enbridge Pipelines Inc. Line 9B Reversal and Line 9 Capacity Expansion Project Appendix A to Updated Pipeline Engineering Assessment PIPELINE INTEGRITY AXIAL CRACK THREAT ASSESSMENT Table of Contents 1.
More informationDepartment of Civil & Geological Engineering GEOE Engineering Geology
Department of Civil & Geological Engineering GEOE 218.3 Engineering Geology Assignment #3, Head, Pore Pressure & Effective Stress Due 08 Oct, 2010 NOTE: Numbered subscripts indicate depth, in metres, below
More informationKiefner & Associates, Inc.
Kiefner & Associates, Inc. KAPA FAQs What does KAPA stand for? KAPA is an acronym for Kiefner & Associates Pipe Assessment. What does KAPA do? KAPA calculates an estimated failure pressure of a pipe affected
More information3. Types of foundation
Foundation Engineering CE 48. Types of foundation & foundation materials Contents Introduction Shallow Foundations Deep Foundations Introduction Why different types of? General types of Introduction Why
More informationECD Reduction Tool. R. K. Bansal, Brian Grayson, Jim Stanley Control Pressure Drilling & Testing
ECD Reduction Tool R. K. Bansal, Brian Grayson, Jim Stanley Control Pressure Drilling & Testing Drilling Engineering Association, Fourth Quarter Meeting November 20, 2008 1 Presentation outline Description
More informationSURFACE CASING SELECTION FOR COLLAPSE, BURST AND AXIAL DESIGN FACTOR LOADS EXERCISE
SURFACE CASING SELECTION FOR COLLAPSE, BURST AND AXIAL DESIGN FACTOR LOADS EXERCISE Instructions Use the example well data from this document or the powerpoint notes handout to complete the following graphs.
More informationLearn more at
Full scale model tests of a steel catenary riser C. Bridge 1, H. Howells 1, N. Toy 2, G. Parke 2, R. Woods 2 1 2H Offshore Engineering Ltd, Woking, Surrey, UK 2 School of Engineering, University of Surrey,
More informationNew generation of solid expandable liners help give operators a jump on trouble zones
New generation of solid expandable liners help give operators a jump on trouble zones By Pat York, Weatherford SINCE SOLID EXPANDABLE technology has gained credibility as an effective contingency option,
More informationEVALUATION SUBJECT: DIVISION: HEATING, VENTILATING AND AIR CONDITIONING (HVAC) SECTION: HVAC DUCTS AND CASINGS.
ICC-ES Report PMG-1171 Reissued 11/2018 This report is subject to renewal 11/2019 EVALUATION SUBJECT: UNDERGROUND SINGLE WALL & DOUBLE WALL INSULATED DUCT FOR HVAC DIRECT BURIAL APPLICATIONS AND UNDERGROUND
More informationProject Specific Information Package Simonette Expansion Pipeline Project
Date of Handout: 3800, 525 8th Avenue S.W. Calgary, Alberta T2P 1G1 File #: Project Specific Information Package Simonette Expansion Pipeline Project Pembina Pipeline Corporation ( Pembina ) plans to make
More informationWILD WELL CONTROL WARNING SIGNS OF KICKS
WARNING SIGNS OF KICKS Warning Signs of Kicks Learning Objectives You will learn the warning signs that indicate the well may be kicking: Warning signs of kicks False kick indicators You will also learn
More informationCulvert Design for Low and High Gradient Streams in the Midwest. Dale Higgins, Hydrologist Chequamegon-Nicolet National Forest
Culvert Design for Low and High Gradient Streams in the Midwest Dale Higgins, Hydrologist Chequamegon-Nicolet National Forest Overview Culvert Design Considerations Hydraulic Terms Culvert Impacts Low
More informationBLACK HILLS PLATEAU PRODUCTION COMPANY
BLACK HILLS PLATEAU PRODUCTION COMPANY DRILLING PROGRAM Homer Deep Unit 9 11CH SHL: 300 FNL, 200 FWL, NWNW Sect. 9 T8S R98W BHL: 1350 FSL, 2100 FEL NWSE Sect. 15 T8S R98W Garfield & Mesa Counties, Colorado
More informationSCORPION HIGH-QUALITY, FULLY COMPOSITE PLUGS
SCORPION HIGH-QUALITY, FULLY COMPOSITE PLUGS A DIFFERENT KIND OF ENERGY COMPANY Nine Energy Service isn t your typical oilfield services company. Our success stems from a culture driven by performance
More informationARTICLE. Overcome casing integrity issues in your plug-and-perf operations
ARTICLE Overcome casing integrity issues in your plug-and-perf operations CONTENT A challenge to plug-and-perf success 3 Causes of casing restrictions 9 How extended-range frac plugs keep operations moving
More informationSUMMARY OF SUBSURFACE STRATIGRAPHY AND MATERIAL PROPERTIES
Page 1 of 101 Written by: Ming Zhu Date: 08/20/2008 Reviewed by: R. Kulasingam/J. Beech Date: 08/20/2008 SUMMARY OF SUBSURFACE STRATIGRAPHY AND MATERIAL PROPERTIES 1. INTRODUCTION This Summary of Subsurface
More information1) INTRODUCTION 2) THE UNFAIR ADVANTAGE
1 1) INTRODUCTION 2) THE UNFAIR ADVANTAGE and Stingray earth anchors are driven tipping plate soil anchors for reaction of tensile loads. anchors have ultimate capacities up to 20 tons, and Stingray anchors
More informationAPPENDIX G SCA BASIN CALCULATIONS
ONONDAGA LAKE SEDIMENT MANAGEMENT FINAL DESIGN APPENDIX G SCA BASIN CALCULATIONS p:\honeywell -syr\444853 - lake detail design\09 reports\9.22 sediment management final design\110930 submittal\110906 onon
More informationCONE PENETRATION TESTS
February 25, 2015 John Doe, P.E. Acme Engineering and Testing 1234 Test Avenue, Suite 204 Lake Wales, FL 33853 Re: Sample CPT Soundings Dear Mr. Doe, Direct Push Services, LLC (DPS) was retained by Acme
More informationRig Math. Page 1.
Page 1 The Calculator and Main Keyboard Display Numerical 10-key pad used for entering numerical values Trigonometric Functions These keys will be used where wellbore angle is an issue These are the keys
More informationITEM 400 STRUCTURAL EXCAVATION AND BACKFILL
AFTER MARCH 1, 2012 ITEM 400 STRUCTURAL EXCAVATION AND BACKFILL 400.1 Description. This item shall govern for all excavation required for the construction of all structures, except pipe or box sewers for
More informationW I L D W E L L C O N T R O L PRESSURE BASICS AND CONCEPTS
PRESSURE BASICS AND CONCEPTS Pressure Basics and Concepts Learning Objectives You will be familiarized with the following basic pressure concepts: Defining pressure Hydrostatic pressure Pressure gradient
More informationMr. Michael Malone CPS Energy 145 Navarro Street, Mail Drop San Antonio, Texas Project No
October 17, 2016 Mr. Michael Malone CPS Energy 145 Navarro Street, Mail Drop 100406 San Antonio, Texas 78296 Project No. 0352436 Subject: Compilation of Construction History Calaveras Power Station San
More informationFEDERAL ENERGY REGULATORY COMMISSION HDD MONITORING PROGRAM ROVER PIPELINE PROJECT PROJECT DOCKET: CP
WEEKLY REPORT NO. 7: REPORT PERIOD: Nov. 5, 2017 Nov. 11, 2017 HDD MONITORING At the request of the Federal Energy Regulatory Commission (FERC), representatives of J.D. Hair & Associates, Inc. (JDH&A)
More informationWell PGE-6 Decommissioning Evaluation PG&E Topock Compressor Station
TECHNICAL MEMORANDUM Well PGE-6 Decommissioning Evaluation PG&E Topock Compressor Station DATE: February 28, 2006 Introduction This technical memorandum presents an evaluation of inactive water supply
More informationfor Prepared for: Mr. Greg Hartz Tompkins Trust Company 121 East Seneca Street Ithaca, NY 14850
Elwyn & Palmer Consulting Engineers, PLLC Subsurface Investigation Report for Proposed ew Headquarters and Drive-Through Tompkins Financial 118-119 East Seneca Street Ithaca, Y Prepared for: Mr. Greg Hartz
More informationDebris Management Drilling Tools
Debris Management Drilling Tools Protecting BHA components during well construction Remove drilling debris from the wellbore before it creates expensive problems. Debris commonly causes downhole tool failure,
More informationOn-Off Connector Skirt
On-Off Connector Skirt Retrievable Packers & Accessories The On-Off Connector Skirt is compact, reliable, fully sealing, J-type tubing disconnect device that automatically engages and releases with a small
More informationSTRUCTURAL STABILITY ASSESSMENT
STRUCTURAL STABILITY ASSESSMENT CFR 257.73(d) Fly Ash Reservoir II Cardinal Plant Brilliant, Ohio October, 2016 Prepared for: Cardinal Operating Company Cardinal Plant Brilliant, Ohio Prepared by: Geotechnical
More informationProject Specific Information Package Kakwa Expansion Pipeline Project
3800, 525 8th Avenue S.W. Calgary, Alberta T2P 1G1 Project Specific Information Package Kakwa Expansion Pipeline Project Pembina Pipeline Corporation ( Pembina ) plans to make an application to the Alberta
More informationLow Gradient Velocity Control Short Term Steep Gradient Channel Lining Medium-Long Term Outlet Control Soil Treatment Permanent [1]
Check Dams DRAINAGE CONTROL TECHNIQUE Low Gradient Velocity Control Short Term Steep Gradient Channel Lining Medium-Long Term Outlet Control Soil Treatment Permanent [1] [1] Though not generally considered
More informationExtended leak off testing
Extended leak off testing Rev: 1.0 03/01/01 Purpose To ensure minimal operational time and risk exposure to personnel, process, production and equipment. The following extended leak off test procedures
More informationCity of Roseville Section 13 Design Standards. _Bikeways January 2016 SECTION 13 BIKEWAYS
SECTION 13 BIKEWAYS 13-1 GENERAL The City of Roseville bikeway standards are designed to insure that transportation and recreational bikeways are constructed in a manner that would provide a safe and comfortable
More informationOctober 16, GRDA CCR Landfill Compliance Report Grand River Dam Energy Center 8142 Hwy 412B PO Box 609 Chouteau, OK Dear Mr.
October 16, 2018 Mr. Mike Bednar Superintendent of Environmental Compliance GRDA-Ecosystems and Education Center PO Box 70 420 Hwy 28 Langley, OK 74350-0070 RE: GRDA CCR Landfill Compliance Report Grand
More informationSPECIFICATION FOR INSTALLATION OF RAISED PAVEMENT MARKERS. This specification shall apply to the installation of raised pavement markers.
SPECIFICATION FOR INSTALLATION OF RAISED PAVEMENT MARKERS 1 SCOPE This specification shall apply to the installation of raised pavement markers. 2 DEFINITIONS Type A Marker - Retroreflective raised pavement
More informationHorizontal Directional Drilling and Impact Moling
THE INSTITUTION OF GAS ENGINEERS Safety Recommendations Founded 1863 IGE/SR/26 Royal Charter 1929 Communication 1662 Patron Her Majesty The Queen Horizontal Directional Drilling and Impact Moling President:
More informationHydrostatic Pressure Testing Plan
ENBRIDGE PIPELINES INC. Reference No. 0641194A02 Revision: 0 Date: 05-Nov-2008 TABLE OF CONTENTS 1. INTRODUCTION... 1 1.1 Purpose... 1 1.2 Project Description... 1 1.3 Terminology... 1 2. REGULATIONS,
More informationCross-Vane Plan View FIN-UP Habitat Consultants, Inc. 220 Illinois Avenue Manitou Springs, CO (719) P.
STREAM CHANNEL STRUCTURE DRAWINGS ISIONS W (Channel Width) (Varies) Thalweg & Flow Direction Individually Placed Footer Rocks 5' to 6' by 2' thick (Min. 2 rows of footer rocks placed tightly together with
More informationMANERI DAM D/S VIEW. Er. SANDEEP SINGHAL Director (Projects) UJVN Limited, Dehradun, (UK)
COMPREHENSIVE REHABILITATION / REPAIR OF MANERI DAM IN DIST. UTTARKASHI MANERI DAM D/S VIEW Er. SANDEEP SINGHAL Director (Projects) UJVN Limited, Dehradun, (UK) sandysinghal14@hotmail.com ABSTRACT Severe
More informationBridge Plugs, Ball Drop & Caged Ball Plugs For Zone Isolation
Bridge Plugs, Ball Drop & Caged Ball Plugs For Zone Isolation ADVANTAGE composite bridge plug, caged ball and ball drop (flow thru) frac plug provide a means to isolate multiple zones during high pressure
More informationFloat Equipment TYPE 925/926
Type 925 Float Collar Plunger Valve Float Equipment For less demanding well conditions, such as shallower depths or lower pressures, Top- Co offers economical float equipment certified to API RP 10F category
More informationOCEAN DRILLING PROGRAM
BIH OCEAN DRILLING PROGRAM www.oceandrilling.org Scientifi c Application Packers A packer is an inflatable rubber element that inflates to seal the annular space between the drill string and the borehole
More informationRPSEA UDW Forum June 22 & 23, Secure Energy for America
RPSEA UDW Forum June 22 & 23, 2010 Secure Energy for America PROJECT TEAM RPSEA Operator Advisory Committee Anadarko Chevron Shell ConocoPhillips Subcontractors IntecSea NOV CTES General Marine Contractors
More informationOPERATING MANUAL DOUBLE ACTING DRILLING INTENSIFIER HYDRAULIC TYPE
Page 1 of 8 OPERATING MANUAL DOUBLE ACTING DRILLING INTENSIFIER HYDRAULIC TYPE Size Series 6.50" 478 Reviewed And Approved By: Signature: Initials: Date: Page 2 of 8 Section OPERATING MANUAL DOUBLE ACTING
More informationProceedings of the ASME th International Conference on Ocean, Offshore and Arctic Engineering OMAE2011
Proceedings of the ASME 2011 30th International Conference on Ocean, Offshore and Arctic Engineering OMAE2011 June 19-24, 2011, Rotterdam, The Netherlands Proceedings of the ASME 2011 30th International
More informationSolid Expandable Tubular Technology: The Value of Planned Installation vs. Contingency
Solid Expandable Tubular Technology: The Value of Planned Installation vs. Contingency Chris Carstens Unocal Corporation 14141 Southwest Freeway Sugar Land, Texas 77478 Mike Breaux Unocal Corporation 14141
More informationPerforating Options Currently Available in Horizontal Shale Oil and Gas Wells. Kerry Daly, Global BD Manager- DST TCP
MENAPS 2013 Perforating Options Currently Available in Horizontal Shale Oil and Gas Wells Kerry Daly, Global BD Manager- DST TCP MENAPS 13-17 WELL FLOW MANAGEMENT TM Scope/ Contents: MENAPS 13-17 Study
More informationBlowout during Workover Operation A case study Narration by: Tarsem Singh & Arvind Jain, OISD
1. Introduction An incident of gas leakage from a well took place during workover operations. Subsequently, the gas caught fire on the fourth day in which twelve persons were injured. Two contract workers,
More informationUNDERWATER BRIDGE INSPECTION REPORT STRUCTURE NO CSAH 4 OVER THE BEAVER RIVER ST. LOUIS COUNTY
UNDERWATER BRIDGE INSPECTION REPORT STRUCTURE NO. 7635 CSAH 4 OVER THE BEAVER RIVER ST. LOUIS COUNTY JUNE 18, 2012 PREPARED FOR THE MINNESOTA DEPARTMENT OF TRANSPORTATION BY COLLINS ENGINEERS, INC. JOB
More informationS EVERAL YEARS AGO the
Finding Solutions for Poorly Drained Greens by JAMES T. SNOW National Director, USGA Green Section Greens subject to poor air circulation and shade do not dryas quickly as greens in more exposed locations.
More informationAnalysis A1 and B2 Methods of Hydrostatic Testing Applied at Gas Pipeline; Cause Study A1-Method
Analysis A1 and B2 Methods of Hydrostatic Testing Applied at Gas Pipeline; Cause Study A1-Method Alfred HASANAJ Abstract in this paper we will analyze methods of hydrostatic testing applied in Trans Adriatic
More informationOil, Gas and Salt Resources of Ontario
Oil, Gas and Salt Resources of Ontario Provincial Operating Standards Version 2.0 Oil, Gas and Salt Resources of Ontario Provincial Operating Standards, Version 2.0 Version 2.0 of the Oil, Gas and Salt
More informationE NGINEERED C EMENTING S OLUTIONS
DART CATCHER TOOL Blackhawk s Dart Catcher Tool provides indication of the exact location of downhole fluids during inner string cement jobs, cementing squeezes, or balanced cement plugs for temporary/permanent
More informationUNIT-I SOIL EXPLORATION
SIDDHARTH GROUP OF INSTITUTIONS :: PUTTUR Siddharth Nagar, Narayanavanam Road 517583 QUESTION BANK (DESCRIPTIVE) Subject with Code : Geotechnical Engineering - II (16CE127) Year & Sem: III-B.Tech & II-Sem
More information