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HomeMy WebLinkAboutPZ - Geotech Report SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 CONSULTING, LLC Mr. Steve Arnold April 6, 2020 A-Team Land Consultants Page 1 of 18 1785 Whisper Cove Avenue File 20513-A Boise, Idaho 83709 Re: Geotechnical Recommendations Report Compass Pointe Subdivision SW Corner Locust Grove Road and Victory Road Meridian, Idaho Steve: As per your authorization, on July 23, 2019, SITE personnel logged and sampled seven test pits at your proposed Compass Pointe Subdivision project. Monitoring wells were installed in the seven test pits and were measured through the end of the 2019 irrigation season. This data is provided herein. Based upon our research, observations, and field and laboratory test results, the site is acceptable for the proposed residential subdivision development. Recommendations for construction are included herein. We appreciate this opportunity to be of service_ When appropriate, we would like to discuss continuing our role as geotechnical consultant during construction. Please contact our office if additional information or services are required. Respectfully submitted, Bob J. Arnold, PE SITE Consulting, LLC )HAL FN Qo�� �GIsTERF a � �� �a OF SOP Oy0 8 J. ARN Geotechnical Services/Soil Testing&Inspection Services ZE Post office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 LTING, LLC INVESTIGATION The subject property includes two parcels and listed below: # Parcel # Address Acres 1 S-1130110080 3245 S. Locust Grove 1.00 2 S-1130110100 3247 S. Locust Grove 6.69 Total +7.69 The property is located on the south side of Victory Road and West Side of Locust Grove Road in Meridian, Idaho. The Ten Mile Creek is the properties west and south border, flowing from the SE corner to the NW corner of the property. SITE observed the excavation of seven test pits at locations intended to provide full coverage of the subject property. Test pit logs and an aerial photo with test pit locations are included in the Appendix. In general, surface soils consist of a low plasticity sandy lean clay with a 4-6-inch rootzone or organic layer. This layer varied from two to six feet thick in our test pit locations. Below this surface layer, a thin (<1.5') cemented, silt and sand soil was encountered in the northern test pits. This and the surface soils on the rest of the site are atop the sand and gravel soils of Sunrise Terrace. Groundwater was encountered at 3 to 6 feet deep. This range is due to both gradient and ground surface elevation differences. Monitoring wells were installed in all seven test pits for future measurements_ Measurements occurred monthly through the end of the 2019 irrigation season Well logs for three adjacent properties, to the south, SW and SE were located on the IDWR website. These well logs are included in the Appendix and confirms the soil profile described above and reported a depth to groundwater of 11-27 feet deep. N ro a, Geatechnical Services/Sol/Testing&Inspection Services "00� Z E Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 LTING, LLC RECOMMENDATIONS Site Work Grubbing depths of up to 2 to 6 inches can be anticipated to remove most organic materials. Roots may exist as deep as two feet below the ground surface where large trees and ditches are or were located. Therefore, stripping depth is to be adjusted in the field at the time of construction. Excavations caused by demolition, grubbing of ditches, or over excavation of soft or wet areas are to be backfilled with structural fill. All subgrade soils present in the test pits can be used as structural fill on building lots and within right of ways. if encountered, blending clay surface soils with onsite or imported sand or sand and gravel will improve surface drainage. Compaction of any fill placed within building pads or right of ways must exceed 95% of the maximum dry density as determined by Standard Proctor testing. It should be anticipated that the City of Meridian Engineering and 1 or Building Department will request these test results prior to or at the time of home construction_ Structural fill must pass compaction testing and visual inspection for stability. Fill that passes compaction but is observed to rut or deflect under construction traffic is to be rejected. Pavement Sections Due to the presence of deep lean clay at the surface no R-Value was sampled and tested_ Based upon an assumed R-Value of R=3 and a traffic Indexes of TI=6 (residential street) and TI-8 (Locust Grove and Victory), the following pavement sections are recommended. All materials and methods used in the construction of streets and sidewalks are to comply with City of Meridian and ISPWC requirements. ACHD should confirm the TI for the adjacent right of ways. Traffic Index TI=6 T1=8 HMA 2.5" 3.017 3/" Base 4.0" 4.0" Subbase 14.0" 19.01, M v un Gevtechnical Services Sail Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Residential Foundation System It is assumed that crawlspace excavation will exceed the historical cultivation depth by farm equipment. If loose soils are present after a crawlspace is excavated, re- compaction is required. The proposed single-family residential structures may be supported on conventional, continuous, and isolated pad foundations founded upon acceptable native soils or upon structural fill extending to these soils. Based upon proper placement and compaction of structural fill, bearing pressures of up to 1500 psf are allowed for foundations founded on the native soils or upon properly placed and compacted structural fill. Slab on Grade Concrete Care must be taken so that all excavations below both interior and exterior slab on grade concrete are properly backfilled in accordance with the structural fill recommendations. Trenches and wall backfill areas are to be filled in lifts and benched each lift so that fill is not placed against a vertical soil face greater than three feet tall. Areas of excessive yielding should be excavated and backfilled with structural fill_ Any fill used to increase the elevation of slab on grade concrete should meet the requirement for structural fill. Slab on grade floors, sidewalks and pavements should be placed atop a mat of at least 0.5 feet of granular structural fill materials. This depth is to increase to one foot when concrete is to be placed over clay soil. This is required to prevent seasonal heaving of sidewalks, patios, and driveways. Mat material should all pass a 3/4-inch sieve and should contain less than seven percent passing the # 200 sieve. The mat shall be compacted to the requirement for structural fill. Storm Water It is recommended that storm runoff be directed away from all open excavations and not be allowed to puddle on subgrade soils. Based upon extending infiltration facilities to the native sand and gravel soils present at four to six feet deep, SITE recommends a design percolation rate of P=4 inches per hour with a drain time of less than 24 hours. For shallow facilities percolating through the native surface soils the design percolation rate is to be reduced to P=2 inches per hour with a maximum drain time of 12 hours_ The bottom of perc facilities and the pert rate is to be confirmed at the time of construction. -It v tko in. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Inspection & Testing A qualified engineer or his representative should monitor fill placement to ensure the work is performed in accordance with these recommendations. Testing should be performed in accordance with ASTM Test Methods D3017-88 and D2922-91 (nuclear densometer). For mass filling, field nuclear moisture - density testing shall be performed on each lift of compacted fill for every 5000 square feet of surface area. Trench backfill and right of ways are to be tested to ISPWC requirements. It is noted that structural fill can pass compaction tests and still be unacceptable if pumping, rutting, or deflecting under vehicle or foot traffic. General Comments After the plans and specifications for construction are completed, it is recommended that this consultant be provided the opportunity to review the final design and specifications. This review will confirm that the earthwork recommendations have been properly interpreted and implemented. At that time, it may be necessary to submit supplementary recommendations. This review is a part of this service and will not result in additional invoicing unless additional research and recommendations are needed. Testing and inspection services are recommended herein. Proper quality control during construction is required to confirm materials and methods and thereby obtain a desirable finished product. Monitoring and testing should also be performed to verify suitability of materials used for structural fills and to confirm proper demolition, subgrade grubbing, subgrade stability, and proper placement and compaction of fills. Any deviations from the herein described subsurface conditions must be brought to the attention of this consultant. This report has been prepared for the exclusive use of the client and their retained design consultants. Findings and recommendations within this report are for specific application to the proposed construction described herein and apply only to the property identified. Appendix Follows Ln G a Geotechnical Services/soil resting&Inspection Services SS ITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idahoaegmail.com - 208-440-6276 CONSULTING, LLC APPENDIX Conceptual Plan Aerial Photo with Test Pit Location Test Pits Logs (7) Soil Log Legend 1 Abbreviations and Acronyms Adjacent Well Logs (3) Pavement Section Calc Sheets (2) 2019 Groundwater Measurements y bD M a Geotechnica/Services/Soil Testing&Inspection Services Z 1TE Post Ofice Box 190537 - Boise, Idaho 83719 sito.consulting.idaho@gmaii.com - 208-"0-6276 ULTING, LLC Conceptual Plan \\ -0- 4N ? � 1 F 'sg al Supplied by Client Geotechnical Services/SWI Testing&Inspection Services SITE Post Office Box 190637 - Boise, Idaho 83719 Z/ site.consulting.idaho@gmaiI.com - 208-440-6276 CONSULTING, LLC AERIAL PHOTO Test Pit Locations - v TP- .; TP- TP 6 .V r -xv s _ l 3f 4 TP-4 Tp Zt TP- rya Y Google Earth °.) Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC TEST PIT LOGS Test Pit: TP-1 File#: 20513 Client: A-Team Date Excavated: 7/23/19 Project: Compass Pointe Subdivision Excavated By: Wood Brothers Location See Aerial Photo Logged By: J_ Meusch, PM-SITE DEPTH SOILS DESCRIPTION feet 1,0" 1 314" 1 112" 1 318" 1 #4 1 #10 1 #40 1 #100 #200 I %M I LL PI 0.0-1.0 Brown,Wet, Firm,Sticky,Sand&Clay With Root Zone 1 Organic Layer 6-8" 1.0-4.0 Brown,Wet,Firm,Sandy,Silt ML 3.0 1 1 1 100 100 1 99 1 93 1 84 76.2 r-2-371T 27 2 4.0-5.5 Brownrran,Wet,Firm,Cemented,Sand with Silt 5.0 1 1 100 1 94 1 82 1 67 1 17 1 9 8.3 1 5.4 1 NP NP Bottom of Excavation 5.5 Ground Water Encountered Monitorino Well Installed Test Pit: TP-2 File#: 20513 Client: A-Team Date Excavated: 7/23/19 Project: Compass Pointe Subdivision Excavated By: Wood Brothers Location See Aerial Photo Logged By: J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION feet 1.0- 314" 1 112" 1 318" #4 #10 1 #40 1 #100 1 #200 1 %M I LL I PI 0.0-1.0 Brown,Moist,Firm,Sand&Clay With Root Zone 1 Organic Layer 6-8" 1.0-2.0 Brown,Moist,Firm,Sand,Clay,Silt 1.5 1001 99 1 97A 95 1 93 1 82 1 70.3 22,2 1 34 12 2.0-3.5 Brownlran,Wet,Firm,Cemented,Sand,Clay,Silt Bottom of Excavation 3.5 Ground Water Encountered Monitoring Well Installed Test Pit: TP-3 File#: 20513 Client: A-Team Date Excavated: 7123/19 Project: Compass Pointe Subdivision Excavated By: Wood Brothers Location See Aerial Photo Logged By: J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION feet 1.0" 314" 1/2" 318" #4 1 #10 1 #40 #100 #200 %M LL PI 0.0-0.5 Brown,Moist,Firm,Sand&Clay With Root Zone 1 Organic Layer 6-8" ff -4,0 BrownITan,Moist,Firm,Sand,Gravel,Cobble Bottom of Excavation .0 Ground Water Encountered Monitoring Well Installed a� an a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC TEST PIT LOGS Test Pit: TP-4 File M 20513 Client: A-Team Date Excavated: 7/23119 Project: Compass Pointe Subdivision Excavated By: Wood Brothers Location See Aerial Photo Logged By: J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION feet 1.0" 37 1 112" 1 318" 1 #4 1 #10 1 #40 1 #100 #200 %M I LL PI 0.0-1.0 Brown,Wet,Firm,Sticky,Sand&Clay With Root Zone 1 Organic Layer 6-8" 1.0-4.0 Brown,Saturated,Firm,Sand,Clay,Silt 4.0-5.0 Brown/Tan,Saturated,Firm,Sand,Gravel,Cobble Bottom of Excavation 5.0 Ground Water Encountered Monitoring Well Installed Test Pit: TP-5 File#: 20513 Client: A-Team Date Excavated: 7123119 Project: Compass Pointe Subdivision Excavated By: Wood Brothers Location See Aerial Photo Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 314" 1 112" 1 318" 1 #4 #10 #40 #100 #200 %M LL PI 0.0-1.0 Brown,Wet,Firm,Sand&Clay With Root Zone 1 Organic Layer 6-8" 1.0-5.0 Brown,Moist,Firm,Sand,Clay,Silt 5.0-6.0 Brown/Tan,Saturated,Firm,Sand,Gravel,Cobble Bottom of Excavation 5.0 Ground Water Encountered Monitoring Well Installed 0 a� m n, Geotechnical Services/Soil Testing&Inspection Services Z E Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 LTING, LLC TEST PIT LOGS Test Pit: TP-6 File#: 20513 Client: A-Team Date Excavated: 7123119 Project: Compass Pointe Subdivision Excavated By: Wood Brothers Location See Aerial Photo Logged By: J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 314" 1 112" 1 318" 1 #4 #10 #40 #100 #200 1 %M LL PI 0.0-1.0 Brown,Moist,Sand&Clay With Root Zone 1 Organic Layer 6-8" 1.0-3.0 Brown,Moist,Firm,Clayey,Sand SC 2.0 100 99 97 83 69 56.5 1 21.2 29 8 3.0-5.5 Brown/Tan,Wet,Firm,Sand,Gravel,Cobble Bottom of Excavation 5.5 Ground Water Encountered Monitorinq Well Installed Test Pit: TP-7 File#: 20513 Client: A-Team Date Excavated: 7/23/19 Project: Compass Pointe Subdivision Excavated By: Wood Brothers Location See Aerial Photo Logged By: J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 314" 1 112'* 1 318" 1 #4 #10 #40 #100 1 #200 1 %M I LL PI 0.0-1.0 Brown,Moist,Sand&Clay with Root Zone 1 Organic Layer 6-8" 1.0-6.0 Brown,Moist,Firm,Sand ,Lean Clay CL 4.0 100 1 99 98 95 88 1 74.3—F 27.3 1 32 10 Bottom of Excavation 6.0 Ground Water Encountered Monitoring Well Installed v �n R Geotechnical Services/Soil Testing&Inspection Services SSITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC SOIL LOG LEGEND UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES MAJOR DIVISIONS =FiTPICAL DESCRIPTIONS GRAVEL& 5%-#200 GW Well-graded gravel, ravel-sand mixture,little or no fines. GRAVELLY GP I I Poorly graded gravel,gravel sand mixture,little or no fines COARSE SOILS 5-12%-#200 GM Siltyravel, ravel-sand-silt mixtures GRAINED a50%-#4 >12%-#200 1=1 Clayey ravel,gravel-sand-clay mixtures SOILS SAND& FSW Well-graded sand,gravelly sand,little or no fines. 50%-#200 SANDY FS-P-1 Poorly graded sand,gravelly sand,little or no fines SOILS >12%-#200 SM 11 Silty sand,sand-silt mixtures >50%-#4 SC Clayey sand,sand-clay mixtures SILTS& INORGANIC ML]i Inorganic silt and very fine sand, rock flour,silty or clayey fi[ I ne sand or clayey silt with slight plasticity FINE CLAYS =1 Lean cla -low to medium plasticity,gravelly,sandy,or silty cla GRAINED LL<50% ORGANIC OL I I Organic silt and organic silty clay of low lastici SOILS SILTS& INORGANIC MH Elastic silt,micaceous or diatomaceous fine sand or silty soil- >_50%-9200 11 CLAYS CH Fat clay-high plasticity LL>50% bRGANIC OH IFOrganic clay-med.or high plasticity:organic silt HIGHLY ORGANIC SOILS 1=1 Peat, humus,swamp soil with high organic content ABBREVIATIONS AND ACRONYMS ASTM American Society for Testing and Materials IBC International Building Code ISPWC Idaho Standard for Public Works Construction ITD Idaho Transportation Department IDWR Idaho Department of Water Resources NP Non-Plastic PCC Portland Cement Concrete TP Test Pit USCS Unified Soil Classification System cf Pounds per Cubic Foot sf Pounds per Square Foot tsf Tons per Square Foot sflf Pounds per Square Foot 1 Foot N Geotechnical Services/Soil Testing&Inspection Services (;SITE Post Office Box 190537 - Boise, Idaho 83719 •s site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC ADJACENT WELL LOG (1 Block east) Farm 238.7 WAHO DEPARTMENT OF WATER RESOURCES W07 VVELL❑KILLER'S.REPORT 1.WELL TAG NO.0 WOO _ 12.STA"W WATER LEML and WELL TaTS: f4iriae Petmll Na. 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Pe—t+onoGvrailpipe iMlYnefrerigwegr.rrtrawd Packr❑v E;N Ty" `,,,,,Nam,Waterhde Wall Drilling LLG �N,757 j 10.f1LTt<F{PACK: 'Are:YArd Orllur Dem�`+� Fa.r lira=at Fmn(YI Fa�3 h�rartJ ?examenn�imeu 'CY1fNf {1dY1e lFeaGrauat 1CTa 145 IISMWS �( 1#,ALDvlRiU AF47ESIAN: Fb—%AME64001 0 Y N AeUM&I Preesure(P5M' m4 rt�nature 9TPlFndP+s.ors4e€ 4 'Sl4 agpnpar are AG€sJratl, oswbe COWN me Ln r-i w DD a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC DESIGN SECTION CALCULATIONS (ACHD R-Value Method) Project: Compass Pointe File No.: 20513 Locust Grove and Victory Calc By: B.Arnold Client: A-Team Date. 04/06/20 Design Thickness Equation: T =0.0032 (TI)(100-R)(12)=GE (inches) T= Design Thickness TI = Traffic Index = 6 By Agency GE = Gravel Equivalent R = R Value = 3 Assumed GE= 22.8Inches ACHD HMA 314" Base and Aggregate Subbase Actual Thickness Equivalent Thickness HMA Thickness = 2.5 Inches HMA=� 5.0 Inches 314" Base Thickness = 4.0 Inches RBE=r 4.4 Inches Calculated A re ate Subbase Thickness Equation: Subbase Thickness=SB=GE-HMA-RBE SB= 13.4Inches CALCULATED DESIGN SECTION HMA= 2.5 inches 314" Base = 4.0 inches Subbase = 14.0 inches RECOMMENDED DESIGN SECTION HMA = 2.5 inches 314" BASE - 4.0 inches SUBBASE = 14.0 inches v Geotechnical Services/Soil Testing&Inspection Services SSITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmait.com - 208-"0-6276 CONSULTING, LLC DESIGN SECTION CALCULATIONS (ACHD R-Value Method) Project: Compass Pointe File No.: 20513 Locust Grove and Victory Calc By: B.Arnold Client: A-Team Date: 04/06/20 Design Thickness Equation: T =0.0032 (TI)(100-R)(12)=GE (inches) T= Design Thickness TI = Traffic Index = 8 By Agency GE = Gravel Equivalent R = R-Value = 3 Assumed GE= 30.3Inches ACHD HMA, 314" Base and Aggregate Subbase Actual Thickness Equivalent Thickness HMA Thickness = 3.0 Inches HMA=. 7.5 Inches 314" Base Thickness = 4.0 Inches RBE=P 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE-HMA-RBE SB= 18.4Inches CALCULATED DESIGN SECTION HMA= 3.0 inches 314" Base= 4.0 inches Subbase = 19.0 inches RECOMMENDED DESIGN SECTION HMA = 3.0 inches 314" BASE = 4.0 inches SUBBASE = 19.0 inches n a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 ZSULTING, LLC GROUNDWATER DATA TABLE MW# TP1 TP2 TP3 TP4 TP5 TP6 TP7 B Hub Elevation Casing Elevation Casing Height 07130/2019 7.5 6.0 6.8 7.5 7.4 7.5 8.5 JM 08/16/2019 6.8 5.4 6.3 6.9 6.7 1 6.7 F 7.2 JM 09/20/2019 7.1 5.8 6.7 7.2 7.2 1 7.2 1 8.1 JM 10/11/2019 7.5 5.9 6.8 7.4 7.4 1 7.4 1 8.2 JM Nothing Follows Co r-i y an a. Geotechnical Services/Soil Testing&Inspection Services