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PZ - Geotech Report 2016MATERIALS TESTING £r INSPECTION 3 November 2016 Page # 1 of 13 b 161431 g_limitedgeo.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections RECEIVE® Mr. Thomas Colman Colman Homes 3103 West Sheryl Drive, Suite 100 Meridian, ID 83642 208-424-0020 Dear Mr. Colman: FEB 10 2017 ACHD DEV SVC/ Re: Limited Geotechnical Engineering Report Oaks Subdivision Infiltration Testing Near McMillian Road & McDermot Road Meridian, ID In compliance with your instructions, MTI has conducted a limited soils exploration and infiltration testing for the above referenced development. Fieldwork for this investigation was conducted on from 24 to 25 October 2016. The proposed development is in the northwest portionof the City of Meridian, Ada County, ID, and occupies a portion of the NW'/4 of Section 33, Township 4 North, Range 1 West, Boise Meridian. Four infiltration tests were performed within the proposed infiltration facilities and tested in general accordance with the procedure specified in the Ada County Highway District Policy Manual. Per Justin Bozovich of J.U.B. Engineers, it was requested that the infiltration tests be ran at approximately 4 feet below ground surface (bgs). Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Mr. Thomas Colman of Colman Homes to Jacob Schlador of Materials Testing and Inspection, Inc. (MTI), on 2 November 2016. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Colman Homes and MTI. Our scope of services for the proposed development has been provided in our proposal dated 18 October 2016. Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, visual site reconnaissance of the immediate site, subsurface exploration of the site, field testing of materials collected, and engineering analysis and evaluation of drainage materials. Our scope of work did not include foundation design, pavement design, or earthwork recommendations. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 C' www.mti-id.com • mti o)mti-id.com =.,r ym : zom c 3 November 2016 Page # 2 of 13 b 161431 g_limitedgeo.doex ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long, that developed about 14 million years ago (Ma) and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. The project site is underlain by the "Gravel of Whitney Terrace" as mapped by Othberg and Stanford (1993). Sediments of the Whitney terrace consist of sandy pebble and cobble gravel. The Whitney terrace is the second terrace above modern Boise River floodplain, is thickest toward its eastern extent, and is mantled with 2-6 feet of loess. General Site Characteristics This proposed site consists of relatively flat and level terrain with an 8 foot near vertical slope running west to east through the middle of the project site half way between McMillan Road and Five Mile Creek. Five Mile Creek drainage runs along the southern boundary of the project site. Throughout the majority of the site, surficial soils consist of fine-grained clay soils. Vegetation primarily consists of agricultural crops, agricultural crop remenants, and other native grass varieties typical of and to semi -arid environments. Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. The site is situated so that it is unlikely that it will receive any stormwater drainage from off-site sources. Stormwater drainage collection and retention systems were not in place on the project site and were noted within phase 1 of the project site. Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means of visual approximation from on-site features or known locations and are presumed to be accurate to within a few feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. Re -excavation and compaction of these test pit areas are required prior to construction of overlying structures. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff, identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Enclosures section. Results of field and laboratory tests are also presented in the Enclosures section. MTI recommends that these logs not be used to estimate fill material quantities. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(cDmti-id.com cT,.SIX�ij ��per,i�1 W, MATeRIALS 3 November 2016 TESTI NG & Page # 3 of 13 b161431g_limitedgeo.docx ❑ Environmental Services INSPECTION ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Groundwater During this field investigation, groundwater was encountered in test pits at depths ranging from 5.2 to 11.2 feet bgs. Actual groundwater depths varied with topography and distance from the canal in the southern portion of the site. Soil moistures in the test pits were generally dry to slightly moist within surficial soils. Within the poorly graded gravels, soil moistures graded from slightly moist to saturated as the water table was approached and penetrated. In the vicinity of the project site, groundwater levels are controlled in large part by residential and agricultural irrigation activity and leakage from nearby canals. Maximum groundwater elevations likely occur during the later portion of the irrigation season. During previous investigations performed in November 2011 and August 2012 within approximately '/2 -mile to the east and west of the project site, groundwater was encountered within numerous test pits and a boring at depths ranging from 5 to 15 feet bgs. For construction purposes, groundwater depth in the northern portion of the site can be assumed to remain greater than 9 feet bgs throughout the year and for the southern portion of the site groundwater can be assumed to remain greater than 3 feet bgs. Since this is an estimated depth and seasonal groundwater levels fluctuate, actual levels should be confirmed by periodic groundwater data collected from piezometers installed in test pits 1 through 4. If desired, MTI is available to perform this monitoring. Infiltration Testing Infiltration testing was conducted on sandy silt in test pit 1, poorly graded gravel with sand sediments in test pits 2 and 4, and silty sand sediments in test pit 3. The testing was conducted using the in-situ small-scale pilot infiltration test method as outlined in the Ada County Highway District (ACRD) Policy Manual. The test pit was filled with approximately 2 feet of water on 24 October 2016 and allowed to pre-soak for 24 hours prior to testing. Test procedures consisted of adding water to the test pit at a rate that will maintain 6 to 12 inches of standing water in the test pit for an hour. This was followed by monitoring the rate of decline of the water level until the test pit was empty. Testing was conducted on 25 October 2016. The measured hydraulic conductivity for the infiltration testing is as follows: Infiltration Testing Results yip? "✓,��O.O� �� tS U, �I`a \�� 4 � �\l3te�d.1�►e th meted draw ��,,., 3' �. �- ,� -�y�� ,it Weakly Cemented ,.-..,r 4.8 Feet bgs 1.85 Inches/hour 0.93 Inches/hour 1 Sandy Silt 2 Poorly Graded 5.2 Feet bgs 22.48 Inches/hour 8 Inches/hour Gravel with Sand 3 Silty Sand 3.9 Feet bgs 12.97 Inches/hour 8 Inches/hour 4 Poorly Graded 4.1 Feet bgs 14.74 Inches/hour 8 Inches/hour Gravel with Sand 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 C.py;qqh� M.t www.mti-id.com • mtK mtkid.com Tes1muFi,. 1;- 1 ,1, 3 November 2016 Page #4of13 b161431g_lin itedgeo.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Per ACRD Policy Manual requirements, a factor of safety of 2 must be applied to tested infiltration rates less than 8 inches per hour and for all tested infiltration rates that exceed 8 inches per hour an infiltration rate of 8 inches per hour should be used. Warranty and Limiting Conditions MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection, Inc. ("Consultant"). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Report Recommendations are Limited and Subiect to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that require corrective actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary, and MTI should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. 2791 S Victory View Way • Boise, ID 83709 • (208) 3764748 • Fax (208) 322-6515 www.mti-id.com • mtianmti-id.com co�n,gni�zaiai:+�ianms MATERIALS 3 November 2016 TESTI NG & Page # 5 of 13 INSPeCTION b161431g_timitedgeo.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing I❑ Special Inspections Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather, provide a copy of, or authorize for their use, the complete report to other design professionals or contractors. Locations of exploratory sites referenced within this report should be considered approximate locations only. For more accurate locations, services of a professional land surveyor are recommended. This report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Comments in this report concerning either onsite conditions or observations, including soil appearances and odors, are provided as general information. These comments are not intended to describe, quantify, or evaluate environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a geotechnical investigation report is not intended to substitute for a geoenvironmental investigation or a Phase II/III Environmental Site Assessment. If environmental services are needed, MTI can provide, via a separate contract, those personnel who are trained to investigate and delineate soil and water contamination. General Comments Often, questions arise concerning soil conditions because of design and construction details that occur on a project. MTI would be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI can provide materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will meet with you at your convenience. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti .roti-id.com cTp,tgn_:aoiaG9acoals MATERIALS 3 November 2016 TESTI NG & Page # 6 of 13 INSPECTION b161431g_limitedgco.doex ❑ Environmental Services El Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions, please call (208) 376-4748. Respectfully Submitted, Materials Testing & Inspection, Inc. Jacob Schlador, E.I.T. Staff Engineer Enclosures: Geolechnical General Notes Geotechnical Investigation Test Pit Logs Vicinity Map Site Map Reviewed by: EIAbeth Brown, 1489 Geotechnical Engi ee OF ID 2791 S Victory View Way - Boise, ID 83709 • (208) 376.4748 • Fax (208) 322-6515 www.mtl-id.com - mtito"1mll-Id.com 3 November 2016 Page #7of13 b 161431 g_limitedgeo.do ex ❑ Environmental Services O Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL GENERAL NOTES Coarse -Grained Soils SPT Blow Counts Fine -Grained Soils SPT Blow Counts Very Loose: < 4 Very Soft: < 2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff: 4-8 Dense: 30-50 Stiff: 8-15 Very Dense: >50 Very Stiff: 15-30 Hard: >30 Description Field Test Dry Absence of moisture, dusty, dry to touch Moist Damp but not visible moisture Wet Visible free water, usually soil is below water table PARTICLE SIZE Boulders: >12 in. Coarse -Grained Sand: 5 to 0.6 mm Silts: 0.075 to 0.005 mm Cobbles: 12 to 3 in. Medium -Grained Sand: 0.6 to 0.2 mm Clays: <0.005 mm Gravel: 3 in. to 5 mm Fine -Grained Sand: 0.2 to 0.075 mm Coarse -Grained Soils <50% passes No.200 sieve Gravel & Gravelly GW Well -graded gravels; gravel/sand mixtures with little or no fines Soils GP Poorly -graded gravels; gravel/sand mixtures with little or no fines <50% GM fraction Silty gravels; poorly -graded gravel/sand/silt mixtures coarse passes No.4 sieve GC Clayey gravels; poorly -graded gravel/sand/clay mixtures Sand & Sandy SW Well -graded sands; gravelly sands with little or no fines Soils SP Poorly -graded sands; gravelly sands with little or no fines >50% coarse fraction SM Silty sands; poorly -graded sand/gravel/silt mixtures passes No.4 sieve SC Clayey sands; poorly -graded sand/gravel/clay mixtures Fine Grained Soils >50% passes No.200 sieve ML Inorganic silts; sandy, gravelly or clayey silts Silts & Clays CL LL < 50 Lean clays; inorganic, gravelly, sandy' or silty, low to medium -plasticity tycla s OL Organic, low -plasticity clays and silts MH Inorganic, elastic silts; sandy, gravelly or clayey elastic silts Silts & Clays CH LL > 50 Fat clays; high -plasticity, inorganic clays OH Organic, medium to high -plasticity clays and silts Highly Organic Soils PT Peat, humus, hydric soils with high organic content 2791 S Victory View Way - Boise, ID 83709 - (208) 3764748 - Fax (208) 322-6515 www.mtl-id.com - mti mti-id.com cou,,ngA 20 16 razi��ms Tc=tmyE InspacloIrc 3 November 2016 Page # 8 of 13 b 161431 g_I imitedgeo.doex ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -1 Date Advanced: 24 Oct 2016 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: 11.0 Feet bgs Total Depth: 11.3 Feet bgs Notes: Piezometer installed to 11.3 feet bgs. Lean Clay (CL): Dark brown to brown, dry to 0.0-3.1 slightly moist, stiff to very stiff. --Organics to a depth of 0.9foot bgs. Sandy Silt (ML): Brown to light brown, dry, very stiff to hard, with f ne to medium -grained 3.1-7.2 sand. --Weak calcium carbonate cementation encountered from 4.7 to 5.0 feet bgs. --Infiltration testing conducted at 4.8 feet bgs. Poorly Graded Gravel with Clay and Sand (GP -GC): Reddish brown to brown, slightly 7.2-11.3 moist to saturated, dense, with fine to coarse- grained sand, fine to coarse gravel, and 5 - inch -minus cobbles. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 copydgm �sza�,.t,,:n,c www.mti-id.com • mtiCc�mti-id.com r�•�,��r.,,>.rro�� 3 November 2016 Page # 9 of 13 b161431 g_limitedgeo.docx ❑ Environmental Services ❑ Geotechnical Engineering t7 Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -2 Date Advanced: 24 Oct 2016 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: 11.2 Feet bgs Total Depth: 11.8 Feet bgs Notes: Piezometer installed to 11.8 feet bgs. Silty Sand with Gravel Fill (SM -FILL): Light 0.0-1.4 brown, dry, medium dense to dense, with fine to coarse-grained sand and fine to coarse 1.4-2.8 Lean Clay (CL): Dark brown, dry, very stiff to hard. Poorly Graded Gravel with Sand (GP): Light brown to yellowish brown, dry to slightly 2.8-7.4 moist, medium dense, with fine to coarse- grained sand, fine to coarse gravel, and 5 - inch -minus cobbles. --Infiltration testing conducted at 5.2 feet bgs. Poorly Graded Gravel with Silt and Sand (GP -GM): Brown to light brown, slightly 7.4-11.8 moist to saturated, dense, with fine to coarse- grained sand, fine to coarse gravel, and 4 - inch -minus cobbles. 2791 S Victory View Way • Boise, ID 83709 • (208) 3764748 • Fax (208) 322-6515 www.mti-id.com • mti (�!! .com ^mti-idTesiing 3 `"°'s n� 1n=_pect�o��, In.- MATERIALS T TI NG & INSPMTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing GEOTECHNICAL INVESTIGATION TEST PIT LOG 3 November 2016 Page # 10 of 13 b 161431 g_limitedgeo.doex ❑ Special Inspections Test Pit Log #: TP -3 Date Advanced: 24 Oct 2016 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: 5.2 Feet bgs Total Depth: 5.4 Feet bgs Notes: Piezometer installed to 5.4 feet bgs. Lean Clay (CL): Dark brown, dry, very stiff to 0.0-1.6 hard. --Organics to a depth of 0.5 foot bgs. Silty Sand (SM): Light brown to brown, dry 1.6-4.0 to slightly moist, medium dense, with fine to coarse-grained sand --Infiltration testing conducted at 3.9 feet bgs. Poorly Graded Gravel with Silt and Sand (GP -GM): Dark brown to brown, slightly 4.0-5.4 moist to saturated, dense, with fine to coarse- grained sand, fine to coarse gravel, and )- inch -minus cobbles. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(a)mti-Id.com co yym J2o,ansi ai5 Te'J,ng s msora o� m MATERIALS 3 November 2016 TESTI NG & Page # 11 of 13 INSPECTION b161431g_limitedgeo.docx ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -4 Date Advanced: 24 Oct 2016 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: 7.1 Feet bgs Total Depth: 7.4 Feet bgs Notes: Piezometer installed to 7.4 feet bgs. 0.0-1.9 Lean Clay (CL): Dark brown, diy, very stiff to hard. Sandy Silt (ML): Light brown to brown, dry, 1.9-3.0 stiff to very stiff, with fine to medium -grained sand. Poorly Graded Gravel with Sand (GP): Light brown, slightly moist to moist, medium dense 3.0-6.3 to dense, with fine to coarse-grained sand, and fine to coarse gravel. --Infiltration testing conducted at 4.1 feet bgs. Clayey Gravel with Sand (GC): Grayish 6.3-7.4 brown, moist to saturated, medium dense to dense, with fine to coarse-grained sand and me to coarse gravel. 2791 S Victory View Way • Boise, ID 83709 • (208) 378-4748 • Fax (208) 322-6515 www.mti-id.com • mti(a)mti-id.com , e�| |r|��§ ° } — V, w CO o F O o z z N w c a% a; o c E L, E W o2 o c E� W a o a m ¢ a i o O N N � F m Lb � 11 ki 4 ,t t � U ® �n �ryryry3 m s, 1 t U p d 11 'In Ul r O i T Z N N 5 z , , y� o D v 5 0 3 coN coo ma=i o z �° z OzM � Mcncl o O N � F s x � 11 ki 4 ,t t � U O s, 1 t a r r i i z , , z � O N � F x � W U O H 1 t 11A,J��'�T(ER'' LALS R E C: E I ti/ r i 25 September 2013 .) I� 1( a i � 1/ Page � ! of 2 f (jj��A (� (fes �� B 5 zoo '= ~ , JO't SP(ECTOOII W g45' IullCr-2 I-II I S�rVl��9 ❑ Cl4 ?4.4'illll' dlIIU i13 11i tl lt.i� Iy1i015`9fIlII iGl1 $;ic':f?i 11 `S i @S:II'I Special InsGcCI1G.lS U En%-j(Oi;lricl'i ; - Mr. Thomas Coleman Coleman Homes 1859 South Topaz Way, Suite 20+0 Meridian, ID $3642 208-424-0020 Dear Mr. Coleman: Rc. Grouadwater Levels Oaks and Huskey Property Well Monitoring Ten Mile & Ustick and McMillian & McDermott Meridian, ID This letter is to verify seasonal high groundwater as determined through regular monitoring unavailable at the time of the previously issued MTI Geotechnical Engineering 1 eeports (133110990g and 8120790g). Descriptions of general site characteristics and the proposed projects are available in the previous reports. Unless otherwise noted in this letter, all initial recorarnendations, limitations, and warr antics Expressed in the previous reports must be adhered to. The following tables represent groundwater data collected for each site. It should be noted that these levels will fluctuate from year to year, and are limited to the data collected. IVicMillan (Oaks) Subdivision) - De th to. G -60O Vattelr (i+eet I Date Mdnitaretl i ...'TP -4 TVA November 9, 2011 5,00 6.50 Auclust 8, 2012 _9.60 6.25 3.25 3.40 august 24, 2012 5.25 3.25 3.45 September 7, 2012 4.70 2.40 2.80 September 21; 2012 4.95 3.61 4.15 - October 5, 2012 5.90 3.30 _ 3.79 October 19, 2012 6.39 3.95 4.57 November 1, 2012 6.63 4.21 - - 4.93 November 16, 2012 7.02 4.44 5.20 December 14, 2012 8.53 4.68 5.44 January 12, 2013 8.53 4.82 5.60 8.2013 Dry 4.65 5.75 _February March 8, 2013 Dry 4.90 5.60 April 6, 2013 Dry 5.03 6.00 May 3, 2013 Dry - 3.1 2.57 June 3, 2013 7.63 2.25 3.92 June 27, 2013 6.27 3.43 3.24 July 26, 2013 5.89 _ 2.09 3.50 August 23, 2013 2.93 - 3 42 144 Se tember21,2013 5.37 3.991 3,72 copyright IFi 20131 N11rlcrials I sstm; & III Patio", Ir[ 2791 SOLIII1 VICD'y V13117 ILIE% , Bolsa. ID 83703 O (208) 375-,1748 + Fax (2oaj 322-6515 mtlrrDnll;'Irtcorn 0 w%,%,-k-v.Illtl- d.coln Irerracon September 2, 2008 consuiting gnginors ✓i Scientists Terracon Consuilants, Inc. 11 C49'Plest Executive Drive, Suite 0 Bolsa, Idaho 83713 Coleman Communities Phone 209.323.9$28 Fax 208.323,9682 1025 6ridgeway Place, Suite 280 vvvnu.terraccn.com Eagle, Idaho 83616 Attention: Mr, Thomas M. Coleman R (= G F I V F: f MAY 15 20% Re: Measurements of Depth to Groundwater 6360, 6060 and 61 Bo West McMillan Road I ti i t'I khlall i �'�ii " i Meridian, Idaho Terracon Project No. 62066031 Dear Mr, Coleman: In accordance with our proposal dated July 25, 2006, and our email correspondence on December o, 2006, we have measured the depth to groundwater at the subject site. These measurements were made in the following: pipes apparently installed in test pits excavated by GeoTek, Inc., during their Preliminary Geotechnical Evaluation cf the property (TP -1, TP -5, TP -G, TP -8), a piezometer installed by Terracon as described In our letter to you dated August 3, 2006 (8-1), and 5 piezometers installed by Terracon as described in our Limited Geotechnical Engineering Exploration Report dated January 8, 2008 (labeled here as P-1 through P-5), The approximate locations of the pipes and piezometers are shown on Figure 1, which is attached to this letter. The following table summarizes the measurements of the depth to groundwater we have made to date for B-1, TP -1, TP -5, TP -6 and TP -8. The pipes in TP -6 and TP -8 are no longer useful in determining the depth to groundwater, MATERIALS TCE'STING s INSPECTION Q rnv rumanial Se^.ices ❑ Geccachnical Engineering ❑ Consicuctlorj masariais Tasting ❑ Spacial In3�7�Gl;ons RFCFiVf=t, MA' 15 2014 Of proposed Rc-sidantial DOISIOP=nt McMillan Subditirision McMillan Road fnsridian, Idaho pwopared -For: coleman Hames 11359 South ToRiRz W31J. Suaf@g 200 McTidian, Idaho 93542 2791 South Victory View Way. Boise, ID 3w 70 a (208) 76-474B % Pax :208) 322-8515