Subsurface Investigation Report
YME Yuri Mendez Engineering.Proposed warehouseProject:Location: 6787 Hiram DrClient:Venom Powersports Inc.Test Hole No.: BH2 of 3Job No.:Test Hole Fill: Dark gray silty sandwith clay wood and tracegravelBrownish dense silt withfine sand and trace clay1.7522.252.598.1Dark gray dense silt withfine sand and trace 9.197.697.196.14.2596.1Borehole terminatedS Sample for lab review and moisture content44.5Measured water levelMoistureContent (%)Shear Strength(kPa)0.7597.63.25Laboratory Tests00.252398.6Elevation(m)Material DescriptionWater 100.53March 22, 2018Logged By: Yuri MendezDepth(m)100.53Lithologyand colorElevation(m)Depth(m)8" Hollow stem augers (4.25" ID).Rotary 8"dia.Safety autoSPT Hammer Type: hammerSamples orBlows/Ft33-VMSRock OtherQuality LabRQD % Tests
YME Yuri Mendez Engineering.Proposed warehouseProject:Location: 6787 Hiram DrClient:Venom Powersports Inc.Test Hole No.: BH3 of 3Job No.:Test Hole Type:Date:0.50.7599.811.2599.3TopsoilFill: Dark gray silty sandwith clay wood and tracegravelBrownish dense silt withfine sand and trace clay3100.342898.8Dark gray dense silt withfine sand and trace ehole terminated at5.33 m depthDynamic cone test (soilsnot sampled .52.7500.25199.322.25Shear Strength(kPa)0.599.81.51.75Laboratory Tests6.75793.37.25Dynamic cone penetrationrefusal at 7.47 m depthS Sample for lab review and moisture contentMeasured water levelMoistureContent (%)100.3March 22, 2018Logged By: Yuri MendezDepth(m)00.25Material DescriptionWater 100.5Elevation(m)100.5Lithologyand colorDepth(m)Elevation(m)8" Hollow stem augers (4.25" ID).Rotary 8"dia.Safety autoSPT Hammer Type: hammerSamples orBlows/Ft33-VMSRock OtherQuality LabRQD % Tests
Well Construction00.250.50.7511.251.51.752Legend Title2.25Bentonite2.5Cap2.75Stand pipe 3/4"3Backfill: auger cuttings3.25Filter sand3.5Screen3.7544.254.54.75
Subsurface Investigation33-VPS-R06787 Hiram Drive, Greely, ONFigure 3:AppendixBGeotechnical Site Class AssignmentThe ground motion transfered from earthquakes to buildings depend largelyon ground conditions. Current seismic provisions in building codes recognizeseismic waves as oscillations and buildings as oscillators having natural periodsand damping. The role of soils engineering is to assign a site class which definesthe interpolations prescribed under the code to obtain a spectrum of periodversus damped accelerations using a base reference site for design of buildings ata given site. The soils information required to do this site class assignment is thevelocity at which a seismic shear wave travels upward 30 meters (or downward)in a given site (Vs(30)). The Vs(30) is estimated based on standard geotechnicaltesting along with experience and available local data bases. Seismic tests canalso be completed to determine the Vs(30) with greater accuracy.B.1Reference Site and Design Spectral AccelerationsDetails of the reference site spectral and peak seismic hazard values applicableto this site are presented in the 2010 National Building Code Seismic HazardCalculation in page 20 of this appendix. Figure 3 in page 19 presents the designspectral accelerations computed under section 4.1.8.4 of the Ontario BuildingCode 2012 (OBC 2012) for the site class C assigned to this site.Yuri MendezEngineeringPage 19 of 26
2010 National Building Code Seismic Hazard CalculationINFORMATION: Eastern Canada English (613) 995-5548 français (613) 995-0600 Facsimile (613) 992-8836Western Canada English (250) 363-6500 Facsimile (250) 363-6565Requested by: ,March 29, 2018Site Coordinates: 45.2558 North 75.5784 WestUser File Reference: 6787 Hiram DriveNational Building Code ground motions:2% probability of exceedance in 50 years (0.000404 per annum)Sa(0.2)Sa(0.5)Sa(1.0)Sa(2.0)PGA (g)0.6310.3050.1370.0460.321Notes. Spectral and peak hazard values are determined for firm ground (NBCC 2010 soil class C - averageshear wave velocity 360-750 m/s). Median (50th percentile) values are given in units of g. 5% dampedspectral acceleration (Sa(T), where T is the period in seconds) and peak ground acceleration (PGA) valuesare tabulated. Only 2 significant figures are to be used. These values have been interpolated from a 10km spaced grid of points. Depending on the gradient of the nearby points, values at this locationcalculated directly from the hazard program may vary. More than 95 percent of interpolated valuesare within 2 percent of the calculated values.Ground motions for other probabilities:Probability of exceedance per annumProbability of exceedance in 50 onal Building Code of Canada 2010 NRCCno. 53301; sections 4.1.8, 9.20.1.2, 9.23.10.2,9.31.6.2, and 6.2.1.3Appendix C: Climatic Information for BuildingDesign in Canada - table in Appendix C starting onpage C-11 of Division B, volume 245.5 NUser’s Guide - NBC 2010, StructuralCommentaries NRCC no. 53543 (in preparation)Commentary J: Design for Seismic EffectsGeological Survey of Canada Open File xxxxFourth generation seismic hazard maps of Canada:Maps and grid values to be used with the 2010National Building Code of Canada (in preparation)km45 NSee the websites www.EarthquakesCanada.ca andwww.nationalcodes.ca for more informationAussi disponible en françaisNatural ResourcesCanada076 WRessources naturellesCanada10203075.5 WCanada
Subsurface Investigation33-VPS-R06787 Hiram Drive, Greely, ONAppendixCResistivity, PH and Soluble Salts TestYuri MendezEngineeringPage 21 of 26
Order #: 1812532Report Date: 28-Mar-2018Order Date: 22-Mar-2018Certificate of AnalysisClient: Yuri MendezClient PO:Project Description: 6787 Hiram Dr.BH1 SS303/22/2018 09:001812532-01Soil---0.1 % by Wt.86.4---pH0.05 pH Units7.78---Resistivity0.10 Ohm.m51.0---Chloride5 ug/g dry10---Sulphate5 ug/g dry65---Client ID:Sample Date:Sample ID:MDL/UnitsPhysical Characteristics% SolidsGeneral InorganicsAnionsPage 3 of 7
Subsurface Investigation33-VPS-R06787 Hiram Drive, Greely, ONAppendixDConstruction Recommendations for Stripping,Excavation to Undisturbed Soils, Fill Placement and CompactionIn the event that any of the following recommendations conflict with municipaland or provincial specifications, the most restrictive applies. For the case whenproducts involving ground conditions are used, the manufacturers specificationstake precedence.D.1StripingTopsoil and existing fill must be removed from the perimeter of all proposedstructures, including retaining wall, buildings, pavement, parking areas andearth or fill banks for grading.D.2Excavation to Undisturbed Soil SurfaceAll soil surfaces in which to commence construction for all structures are to bepreserved in undisturbed condition (Undisturbed Soil Surface (USS)). Whererainy weather and/or equipment operation and/or labours make impracticalor difficult the preservation of USS a working-leveling granular pad may beused. Use the compaction requirements and materials for trench foundation(stabilization).Except as otherwise indicated for select borrow materials at this site, reinstatement of excavated soil is not allowed. When excavation exceeds the depthof the proposed USS, a granular pad using the material and compaction requirements for trench foundation will be used.It can be assumed that it is impractical to conduct excavations to an evenUSS. In such case a granular pad not less than 150mm thick must be used toremedy for irregularities caused by the operation of equipment.D.3D.3.1Fill PlacementCompacted Lifts Thicknesses Equipment and PassesCompacted lifts for non cohesive soils or specified granular will not exceed 200mm and 150 mm for cohesive soils. For specified granulars, subject to test trialsa maximum compacted lift of 300 mm may be accepted provided vibratorycompaction equipment rated at 60,000 lb-f (27,300 kg-f) of dynamic force isused.For road construction passes are to overlap by 300 mm for full coverage.Yuri MendezEngineeringPage 23 of 26
Subsurface Investigation33-VPS-R06787 Hiram Drive, Greely, ONWhere non vibratory pneumatic compactors with ballast an tire pressure of100 psi (7 kg/cm2) are used (9 or 13 ply) the compacted lift thicknesses will notexceed 150 mm for granular and 120 mm for cohesive soils.For services and culvert trenches, when using rammers and light vibratoryplates weighing less than 115 kg (250 lbs) the compacted lift thicknesses willnot exceed 100 and 125 mm respectively. For heavier trench equipment thecompacted lifts for non cohesive soils or specified granular will not exceed 200mm and 150 mm for cohesive soils.No heavy equipment will be operated above the crown of pipes or culvertsunless 1.2 m of fill has been placed or the subgrade elevation has been reached.For all trenches below the water table, trench foundation not less than 200mm will be provided as per materials and specification in Table 1 in page 25.Materials lift placement beneath foundations, slabs or any placement notspecified above must abide to the above specifications as they relate to theequipment being used.D.3.2Compaction Guide for Passes and Level of CompactionThe contents of this section are provided as guidelines for construction. The resulting compaction densities and compacted lift thicknesses can only be verifiedby actual testing and field trials respectively.For equipment passes the contractor may consider not less than 6, 7 or 8passes for 90, 95 or 100 % Proctor Standard compaction.For granular materials loose lifts may be approximately 150, 175 and 235mm for compacted lift thicknesses 125, 150 and 200 mm respectively.For cohesive materials loose lifts may be approximately 125 and 190 mm forcompacted lift thicknesses 100 and 150 mm respectively.D.4Compaction GeneralTable 1 in page 25 presents Proctor Standard (PS) compaction requirements forspecified placement and materials.D.5D.5.1Compaction SpecificCompaction Along Basement Walls and Retaining WallsThe consolidation zone is defined as the zone within 0.9 m of the exterior edgeof basements or the interior edge of retaining walls. Compaction along theconsolidation zone is to be conducted in 125 mm compacted lifts using 2 passesof light vibratory equipment.D.5.2Compaction Quality ControlProvide moisture density relationships for Standard Proctor compaction for theproposed materials and source. Conduct one in situ test at randomly selectedPage 24 of 26Yuri MendezEngineering
Subsurface Investigation33-VPS-R06787 Hiram Drive, Greely, ONMaterial PlacementMaterial DescriptionBaseSubbaseSubgradeOPSS 1010 Granular AOPSS 1010 Granular B Type IICohesionless (with 12 % or less fines)and 100% passing 106 mm sieveCohesive10010095Cohesionless (with 12 % or less fines)and 100% passing 106 mm sieve.Cohesive95Any OPSS 1010 Granular specificationfor which 100% passes the 26.5 mmsieve the 26.5 mm sieveCohesive95Under foundationsAny OPSS 1010 Granular specificationfor which 100% passes the 106 mm sieveexcept Granular B Type I95Backfill under slabsgreement, OPcovenant great care in communications to preclude the suggestion of a breach to the dutiesacknowledge herein which could induce damages to YME. Communications triggered by errorsor any such communication which would render the person doing the request in a position oftechnical authority above the author implies an unauthorized review and constitute a seriousbreach of the code of ethics under Reg. 941 and damages to YME and so subject to disciplinarymeasures and/or liability for damages to YME. VPS is thus acquainted that correction oferrors will be made and acknowledged by YME as they may arise in any professional workbut in no way OP will purport or render such corrections as omissions departing away fromthe correction of errors set forth in this agreement. Where communications in connection withthe correction of errors process set forth in this agreement raise concerns or insecurities tothe qualities and/or the reasonable completeness delivered to VPS in this report occur, VPSYuri MendezEngineeringPage 11 of 26
Subsurface Investigation33-VPS-R06787 Hiram Drive, Greely, ONcovenants to inform YME. VPS is acquainted that such corrections are part of the naturalprocesses associated with the applied sciences nature of this report and so typified explicitlyin this agreement to protect YME from inappropriate manipulation of those processes by OPand others.DisclaimerVPS and OP understand that soils and groundwater information in this report has beencollected in boreholes guided by standards and practice guidelines generally accepted forengineering characterization of ground conditions in Ontario and in no case borehole data andtheir interpretation warrant understanding of conditions away from the borehole locations.VPS accepts that as development will have spread away from the boreholes other designerswill need the best opinion from the geotechnical consultant based on the findings of theinvestigation so that any statements which could be implicitly or explicitly depart from theconditions at borehole may be given to fulfill this need in good faith as best available opinionwith the information available at the time without any warranties.Page 12 of 26Yuri MendezEngineering
Subsurface Investigation33-VPS-R06787 Hiram Drive, Greely, ONAppendicesA Borehole LogsYuri MendezEngineeringPage 13 of 26
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YME Yuri Mendez Engineering.Proposed warehouseProject:Location: 6787 Hiram DrClient:Venom Powersports Inc.Test Hole No.: BH1 of 3Job No.:Test Hole Type:Date:0.50.7599.711.2599.2TopsoilFill: Dark gray silty sandwith clay wood and tracegravelBrownish dense silt withfine sand and trace clay2100.200.250.599.799.298.72398.798.2Dark gray dense silt withfine sand and trace 52.751.251.522.250.75131.51.75Shear Strength(kPa)4.254.595.75595.74.755Borehole terminated at5.33S Sample for lab review and moisture contentMeasured water levelMoistureContent (%)100.2Laboratory TestsDepth(m)00.25Material DescriptionMarch 22, 2018Logged By: Yuri MendezWater 100.46Elevation(m)100.46Lithologyand colorDepth(m)Elevation(m)8" Hollow stem augers (4.25" ID).Rotary 8"dia.Safety autoSPT Hammer Type: hammerSamples orBlows/Ft33-VMSRock OtherQuality LabRQD % Tests
YME Yuri Mendez Engineering.Proposed warehouseProject:Location: 6787 Hiram DrClient:Venom Powersports Inc.Test Hole No.: BH2 of 3Job No.:Test Hole Fill: Dark gray silty sandwith clay wood and tracegravelBrownish dense silt withfine sand and trace clay1.7522.252.598.1Dark gray dense silt withfine sand and trace 97.1
4.4 Frost Protection for Foundations Shallow foundations in section 4.2 are considered to be frost protected when placed at su cient depth to prevent supporting soils from freezing. Foundations in the perimeter of heated buildings where snow is not cleared are considered frost protected at 1.5 m depth (as having a soil cover of 1.5 m). Foundations
Subsurface Flow Control Systems 11 11-1 Subsurface Flow Control Systems Introduction Halliburton subsurface flow control systems are designed to
These valves, called Subsurface Controlled Subsurface Safety Valves (SSCSVs), or velocity valves, are sized or configured to close when the loss of tubing backpressure from a disaster causes the well to flow in excess of its normal production rates. Velocity valves are sized using programs, developed by the valve manufacturers, that
Trained canine detection teams are a nonlabor intensive tactic. The study - demonstrated theability to rapidly detect and delineate subsurface oil, and their potential application for subsurface leak detection (including pipelines). The survey speed for subsurface oil detection searches or for area clearance is orders of magnitude
(O.D.) tubing is consistent with no increases in diameter where the emitter is located. In contrast, subsurface dripline irrigation relies on the soil to hand off and absorb water molecules as you irrigate. . Relative movement of water based on soil type and recommended emitter flow and dripline spacing . Netafim USA Subsurface Design Guide
Current Scope Current Problem Statement Coverage: any organization with a need to store, manage or analyze subsurface and wells data Portfolios: subsurface including exploration, development, and wells Support for data-driven applications: all data in one data platform significantly accelerates an organization’s ability to take advantage of advanced data science, machine learning .
Section I, “General Design Principles”, consists of a discussion of subsurface sewage disposal systems, site testing, design and procedures which would normally apply to all subsurface sewage disposal systems. All persons working in the field should be familiar with this section. Section II, “S
but it has also been recognized that the control of groundwater is an essen tial part of any effective highway subsurface drainage system. In this paper, rational analytical methods for the design of subsurface drainage systems for the control of groundwater are developed and presented. Although
Evaluation of Subsurface Exploration, Sampling, and Water-Quality-Analysis Methods at an Abandoned Wood-Preserving Plant Site at Jackson, Tennessee By William S. Parks, John K. Carmichael, and June E. Mirecki Abstract Subsurface sampling using both Direct Push Technology (DPT) and a modified-auger drilling method were evaluated in 1991 by the
