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HomeMy WebLinkAboutCC - Soils Report r ax JVA JJ 1(VSA LLC Consultinq, Soil Evaluations & Data Collection February 17, 2021 H4RLEI'R.NOE Phone: 208.850.4926 Fax: 208.939-8602 Becky McKay 1029 N. Rosario St. Suite #100 Meridian, ID 83642 RE: Historical soil & groundwater information for Graycliff Estates Subdivision I have searched our electronic files and assembled all available historical soils information we have present on your present Graycliff Estates Subdivision project. Soil profile reports and ground water monitor information from three years are provided. The 2006 and 2007 data was collected when we operated as Associated Earth Sciences, Inc. We reorganized in 2008 and all data collected since then was collected as Natural Resource Solutions, LLC. The historical work was collected under 3 different project names. All information is presented in chronological order. SITE MAP A map is provided that I generated on 2021 Google Earth imagery. It includes the current boundary along with all test pit locations from all years. Also attached is the preliminary plat you supplied me. 2006 LAIDLA W DATA On April 14, 2006 we collected detailed soil profile descriptions at 5 locations on what was then known as the Laidlaw property named after the previous owner. Those test pits were numbered 6-06 through 10-06. Monitor pipes were placed in each of the 5 test pits prior to backfilling. Biweekly readings were collected from mid-April through mid-October of 2006. 2006 M&H DEVELOPMENT DATA Also on April 14, 2006 test pits were placed on the property lying east of your site. Field work was accomplished on both sites on the same day. Test pits 2-06 and 4-06 lie directly adjacent to the east of your Graycliff Estates boundary. Piezometers were placed in those two soil pits prior to backfilling and biweekly groundwater readings were collect from mid-April through mid-October of that year. 2007 LAIDLA WAND MOH DATA Groundwater monitoring was accomplished on all holes for the Laidlaw and M&H parcels on a monthly basis from mid-March through mid-August. Since no groundwater had been encountered, measurements were terminated for the year. 2018 GRA YGLIFF DATA Three additional soil test pits were placed on the old Laidlow property site on October 31, 2018. The project was then being called Graycliff. Test pits 1-18, 2-18 and 3-18 were spaced down the middle of the parcel. Piezometers were placed in all excavations prior to backfilling. 5740 N. APPLEBROOh W4I' BoisE,Iv:4xo 83713 Graycliff Estates soils—page 2 2019 GRA YCLIFF DATA Groundwater monitoring was accomplished at the 3 piezometers on a monthly basis from March 8"' through October 2"d. All piezometers remained dry to the bottom to the pipes. GENERAL SOIL CONDITIONS The project site is located on an ancient, gently rolling alluvial fan terrace formed in the Pliestocene era. Soils exhibit stronger and more extensive development on these higher terraces and are quite uniform across this parcel. The surface and subsoil layers are mostly silty clay loam and silt loams that are 30 to 50 inches thick. The next layer is a moderate to strongly cemented duripan that normally extends to 7 to 10 feet below ground level. A substratum of sand, gravel and cobbles having very rapid permeability is present below the pan to more than the normal 15 foot limit of test pit excavation. Well logs indicate these deep"pit run" materials are 25 to 75 or more feet thick. Detailed profile descriptions are included to provide point specific information. GROUNDWATER CONDITIONS? All soils in the site are well drained. No free water or wetness evidence was observed in any of the test pit excavations. Groundwater monitoring was conducted during the 2006, 2007 and 2018 years. No water was ever encountered in any piezometer in all 3 years of monitoring. GENERAL SOIL RELATED INTERPRETATIONS These soils have moderately fine to fine textures in the upper 3 feet of all profiles. Lab testing of these silty clay foams indicate that R-values will normally be less than 15 and often less than 5. Bearing strengths can also indicated by these textures in the upper soil layers. A Unified classification of CL or CL-ML will dictate a bearing strength of 1,500 per square foot using table 1806.2 of the International Building Codes. The free drained, deep substratum material will make excellent receiving soil for the construction of storm drain systems. Digging in the hardpan layers will cause some difficulty, but should not be a concern for larger track hoe equipment. VALIDITY OF INFORMATION There is a considerable amount of soil and drainage information in this package that applies to the Graycliff Estates site. This data is as applicable today as it was when it was collected in 2006, 2007 and 2018. Soil and drainage conditions do not change over"normal"time in these old, well- expressed soil profiles such as those on this site. These profiles and drainage conditions are a result of thousands of years of development. There should be adequate information in this package to meet your design and planning needs. If you have questions or need any additional interpretations on soil and site conditions please call, text or send me an e-mail. - a.j12an LEY R. OE Professional Soil Scientist is _ _ F i � ,t7 B c 4 i�2 ......................................... ................................ ka— YK as (s gz- n Vi r� W 1} @ IN _ U s- 4 uma=aa9 a a ""° IVId AWU N�3ad $ a $ attvrc�I.wa uua�ttsy a S axautu•a�uscwv,ceuaot amo'AYN m 119—'01 zwcil,YAt011 = y 34SX(HD'a -bt'L$ai-Mau WIS dnswurms-.93c0l=9 -NF'31Y."lA'1'W^MG!^^,.Ti Ht3S 3LLN[9Itl1�1 � S BNi'Luavdo aavis MEMO gm Avy-mANa-a -sNounlos, OH003H 3o s143NMo N3d613A3a 13VINoa lH3NNVld NIOISIM(IffaS . _ n- 9N/t1�3NiJA1 M'VJSA 34nJxM) s ,8 VV �l'. MIN -LJ I j W E ' �', a�a� € 8°a` o 6ffia � 8�as _"' t art w� 'a Y3 $ Rojo 3Fd 3a 0 m= g In 0 A o N O —-—-— 20 /.tttl. gg IraLLJ Of 1 4: Yu fm R� ag t � z i .ed" `� •/ %3` ^"s L; a ] .,� s p� a` 7 ` I,�� �� !l\`2 _��� `s\/// �� o a� ♦ °� ° R� a i = ^� as a _ g 11 �-_�-'� t t- 9� e�/ 'ice �S ♦ ra. s\ 'x ' 4...� � :°�/� _ -Y� s '� • 3T �'4 bi^ ��-#'--.—'f-'a3"--_=_iITlYR4L0° Yq'sw;`--°_ ( J ,/ a .(�� b y/ •«", A= :a az 6 sR•ai_�=' a °a. In fffi° OF �'�� `� � C h 4 �•�a-�. /, n� '�.----------_ uv furrm_ti s--._ , e.�`a'nr �lj \ K\. r '° "ar$ � _=aya=s�z ld ..II i s (i;•,r!;+��� Feu H��,-a ;I un]xm�mga.us� ASSOCIATED EARTH SCIENCES, Inc. SEPTIC SOILS EVALUATIONS- STORM DRAIN SOILS DATA - SOIL SURVEYS- SOIL WETLAND INVESTIGATIONS R-VALUE SAMPLING—GEOLOGY INVESTIGATIONS-SITE INVESTIGATION Glen H.Logan 6238 Edgewater Drive Boise.Idaho 83709 Phone: (208)672-9213 FAY: (208)672-9214 Cell: (208)941-7284 Harley R.Noe 5740 N.Applebrook Way Boise,Idaho,83713 Phone&FAY: (208)939-8602 Cell: (208)850-4926 Mark E.Johnson 1886 N.Greenfield Avenue Meridian,Idaho,83642 Phone&FAY: (208)898-9541 Cell: (208)869-9099 April 14, 2006 Becky McKay Engineering Solutions 150 E. Aikens St., Suite B Eagle, ID 83616 RE: Soil test holes on Laidlaw property site On April 12' we described five test holes on the approximately 60-acre property located north of the farmstead at 510 Amity Road. The purpose of the investigation is to evaluate soil and groundwater conditions on the site and for suitability for storm drainage facilities. Detailed soil profile descriptions and a map showing test hole locations are attached. In each test hole a strongly cemented, nearly impermeable hardpan was present at a depth of 28 to 46 inches in all profiles. The hardpan layers ranged from 24 to 70 inches thick. Beneath the hardpan is sand or sand and gravel that extends to more than 15 feet below ground level. On test holes 7, 9 and 10 excavation was terminated before breaking through the hardpan due to digging difficulty. No free water or evidence of wetness was observed in any soil profiles. It should be noted that these test holes are very similar to the 5 excavated on the same day on the adjacent property to the east. PVC pipes were installed in the test holes to allow for measuring levels of potential groundwater. These will be measured on a biweekly basis throughout the irrigation season. You will be provided with a mid-season report in July and a final report on groundwater activity in October when irrigation activity has ceased. If you need anything additional or have questions, please call me at 850-4926. tj-ansmitted via e-mail HARLEY R. NOE Professional Soil Scientist Associated Earth Storm Drain Taai Hole Description 8 Evaluation °% Z)G~encesv Inc. Date OfEvaluation: 4/12/2006 Evaluated by: Mark EJohnson, Professional Soil Scientist Requested By: WestparkC on Inc. Address: P. O. Box 344 Phone: eee'9946 City: Meridian State: |D Zip: 83680 Lego| Deao: Part of SE 114 of Section 25,Township 3 North, Range I West, Boise Meridian,Ada County Idaho Genora| [)eac: North of farmstead ot5lOArnit Road Depth Color Texture Clay % Roots Mottles Est.Permeability Comments Hole Nunmber&& Location: =-O�°� ="--'/�7�� " common very fine, 0 to 12 1 OYR 3/2 silty clay loam 28 to 30 fine and medium none 0.2 to 0.6 firm moist few very fine,fine and 12 to 34 1 OYR 4/3 silty clay loam 30 to 32 medium none 0.2 to 0.6 firm moist 34 to 70 1 OYR 7/2 strongly cemented hardpan none none <0.2 extremely dense in place;brittle moist moderately to strongly cemented 79 to 93 1 OYR 7/4 hardpan none none <0.5 moderately dense-in place-,brittle moist extremely gravelly 93 to 128+ variegated coarse sand <3 none none 15 to 20 loose General Notes: Slope 0to ( t No free water or wetness evidence tol28inches. 7 O/� ��7�/� Hole Number 0& Location: ' -"^^ ^^^--'° General Notes: Slope 0 to l percent. No free vvofer o/wetness evidence to 116 inches. Associated Earth Storm Drain Test Hole Description & Evaluation Sciences, Inc. Continuation Sheet Date Of Evaluation: 4/12/2006 Project: Laidlaw property Depth Color Texture Clay % Roots Mottles Est.Perm. Comments (inches) (in/hr) Hole Number& Location: 8-06 6247 common very fine,fine 0 to 9 10YR 3/2 silty clay loam 28 to 30 and medium none 0.2 to 0.6 friable moist few very fine,fine and 9 to 31 10YR 4/3 silt loam 22 to 24 medium none 0.5 to 1 firm moist extremely dense in place;very brittle 31 to 53 10YR 7/2 strongly cemented hardpan none none <0.2 moist 53 to 85 10YR 7/4 moderately cemented hardpan none none <0.5 moderately dense in place;brittle moist extermely gravelly 89 to 135+ variegated coarse sand <3 none none 15 to 20 loose; 5 percent cobbles General Notes: Slope 0 to 1 percent. No free water or wetness evidence to 135 inches. inches Hole Number& Location: 9-06 common very fine,fine 0 to 12 10YR 3/2 silty clay loam 28 to 30 and medium none 0.2 to 0.6 very friable moist few very fine,fine and 12 to 28 10YR 4/3 silty clay loam 30 to 32 medium none 0.2 to 0.6 firm moist extremely dense in place;very brittle 28 to 42 10YR 7/3 strongly cemented hardpan none none <0.2 moist moderately to strongly cemented 42 to 84 10YR 7/2 hardpan none none <0.5 moderately dense in place;brittle moist General Notes: Slope 0 to 1 percent. No free water or wetness evidence to 84 inches. Excavation terminated in hardpan material at 84 inches. Associated Earth Storm Drain Test Hole Description & Evaluation Sciences, Inc. Continuation Sheet Date Of Evaluation: 4/12/2006 Project: Laidlaw property Depth Dolor Texture Clay % Roots Mottles Est.Perm. Comments (inches) (in/hr) Hole Number& Location: 10-06 common very fine,fine 0 to 9 10YR 3/2 silt loam 22 to 24 and medium none 0.5 to 1 friable few very fine,fine and 9 to 14 10YR 4/3 silty clay loam 28 to 30 medium none 0.2 to 0.6 firm 14 to 29 10YR 6/3 silt loam 20 to 22 few very fine and fine none 0.5 to 1 firm extremely dense in place;nearly 29 to 53+ 10YR 7/2 strongly cemented hardpan none none <0.2 impermeable;very brittle moist General Notes: Slope 0 to 1 percent. No free water or wetness evidence to 53 inches. Unable to dig through duripan. Excavation terminated at 53 inches. ASSOCIATED EARTH►SCIENCES,. Inc. SEPTIC SOILS EVALUATIONS- STORM DRAIN SOILS DATA - SOIL SURVEYS- SOIL WETLAND INVESTIGATIONS R-VALUE SAMPLING—GEOLOGY INVESTIGATIONS-SITE INVESTIGATION Glen H.Logan 6238 Edgewater Drive Boise,Idaho 83709 Phone: (208)672-9213 FAX: (208)672-9214 Cell: (208)941-7284 Harley R.Noe 5740 N.Applebrook Way Boise,Idaho,83713 Phone&F.�Z: (208)939-8602 Cell: (208)850-4926 MarkE.Johnson 1886 N.Greenfield Avenue Meridian,Idaho,83642 Phone&FA.X: (208)898-9541 Cell: (208)869-9099 October 18, 2006 Becky McKay Engineering Solutions 150 E. Aikens St., Suite B Eagle, ID 83616 RE: Final 2006 groundwater monitor report—Laidlaw property Groundwater measurements have been completed for the 2006 irrigation season on the five test holes on the above referenced project. Readings have been collected on a biweekly basis since April 161h and the measurements are displayed in the attached table. I have also included a map of the site showing the test locations. All test holes remained dry throughout the irrigation season. Based on the landscape position, soil profile characteristics and the recorded data, it is unlikely groundwater will be encountered above a depth of 10 feet below ground level. You should feel comfortable if you use a minimum groundwater depth of 10 feet for design purposes. If you have questions or need anything additional, please contact me by e-mail at harle noe c,cableone.net or by phone at 850-4926. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist O C) L r C\l d. O r r r to O r r r 0) LO T N O ` r r M O O r r r O LO N O N T— M O d. N LO r N O QO r T— (3) U-) T- V) d 00 r- r r 0 � Q O T N O N CID O d' cu C p O `n r N a) -0 o r r M O d• CU N r r cu r 's= L r rn U') r� �N 0) ,.. T- T- a) cQ „ (0 � 6 cu o O O r z2 �. Q T- T- M u U C6 L C13r CQ 4-+ O) (T3 N = O L C) � r N O R3 L r r r r O d � -w —O CU 0 O LO J � � C 1- p O E O O - r cu u 00 C) LO r Cc W O A cu W c a) cu cu A cu 10 A'O U _ O M .� N T- cu � M N to >+ r e- M 0 U? r r r O CQ M O - O .pd A O N -I--,O CD «J M CU e- cu cu Nt U I` L C L._ O w "- O N N - O N Cu N N T— M N V) a) 0 0 ai R3 CU Co L t CCU 00 CU N N CO .2 co �tS cu r M 0') Lcu •Lcm O r r r O C a) Q •L Q O .Q CU Cn O Ocu 0 r 0O Q O O O O O 0 1 1 1 i 1 = Cs N `7 N ' c0 N z N N N � � N O N N !p 'tt' Z6 to � � ;O ;0 DO O� Z� ASSOCIATED EARTH►SCIENCES, Inc. SEPTIC SOILS EVALUATIONS- STORM DRAIN SOILS DATA - SOIL SURVEYS- SOIL WETLAND INVESTIGATIONS R-VALUE SAMPLING—GEOLOGY INVESTIGATIONS-SITE INVESTIGATION Glen H.Logan 6238 Edgewater Drive Boise,Idaho 83709 Phone: (208)672-9213 FAX: (208)672-9214 Cell: (208)941-7284 Harley R.Noe 5740 N.Applebrook way Boise,Idaho,83713 Phone&FA.1: (208)939-8602 Cell: (208)850-4926 Mark E.Johnson 1886 N.Greenfield Avenue Meridian,Idaho,83642 Phone&FAX: (208)898-9541 Cell: (208)869-9099 July 18, 2007 Becky McKay Engineering Solutions 1029 N. Rosario Street Meridian, ID 83642 RE: Final groundwater monitor report—Laidlaw property Groundwater measurements have been completed on the above referenced project. Readings have been collected on a biweekly basis since April 16t1i and the measurements to date are displayed in the attached table. I have also included a map of the site showing the monitor site locations. Five test holes were excavated on the site on April 12, 2006. At that time all test pits were dry and no evidence of wetness was observed in the soil profiles. The site was monitored throughout the 2006 irrigation season and no groundwater was encountered. Since a full season of data was available from last year, you requested we collect data only on the first half of the 2007 season. The pipe at 10-06 was destroyed in cultivation equipment early April. All monitor pipes have remained dry to a depth of from 65 to more than 130 inches below ground level. You should be able to design stormwater facilities with confidence based on the data collected. If you need anything additional or have questions, please contact me by e-mail at harleynoe2,cableone.net or by phone at 850-4926. transmitted via e-mail HURLEY R. NOE Professional Soil Scientist Laidlaw property 2007 Monitoring Values are depth below ground level in inches Hole Bottom 3/13 4/16 4/27 5/11 5/28 6/13 6/27 7/10 Number of hole 6-06 119 119 119 119 119 119 119 119 119 7-06 115 115 115 115 115 115 115 115 115 8-06 131 131 131 131 131 131 131 131 131 9-06 92 92 92 72 65 65 65 65 65 10-06 49 49 dest dest dest dest dest dest dest 4/16- pipe destroyed at 10-06. 4/27- no irrigation on site yet. Pipe @ 9-06 broken off at ground level andfilled in to 72 inches BGL. 5/11 - all are planted and corrugated. No irrigation yet 5/28- all irrigated within last 1 to 3 days 6/13- no irrigation in past 10 days, wet from rain 6/27- #6, 7&8 irrigated in past 7 to 10 days; #9 being irrigated now 7/10- #9 irrigated in past 1 to 3 days; #6, 7 & 8 irrigated in past 3 to 7 days. ASSOCIATED EARTH SCIENCES, Inc. SEPTIC SOILS EVALUATIONS- STORM DRAIN SOILS DATA - SOIL SURVEYS- SOIL WETLAND INVESTIGATIONS R-VALUE SAMPLING—GEOLOGY INVESTIGATIONS-SITE INVESTIGATION Glen H.Logan 6238 Edgewater Drive Boise,Idaho 83709 Phone: (208)672-9213 FAX: (208)672-9214 Cell: (208)941-7284 Harley R.Noe 5740 N.Applebrook Way Boise,Idaho,83713 Phone&FAX: (208)939-8602 Cell: (208)850-4926 Mark E.Johnson 1886 N.Greenfield Avenue Meridian,Idaho,83642 Phone&FAX: (208)898-9541 Cell: (208)869-9099 April 14, 2006 Becky McKay Engineering Solutions 150 E. Aikens St., Suite B Eagle, ID 83616 RE: Soil test holes on M & H Development site On April 12f' we described five test holes on the property located west of Meridian Road about '/4 mile north of Amity Road. The purpose of the investigation is to evaluate soil and groundwater conditions on the site and for locating storm drainage facilities. Detailed soil profile descriptions and a map showing test hole locations are attached. In each test hole a strongly cemented, nearly impermeable hardpan was present at a depth of 17 to 38 inches in all profiles. Beneath the hardpan layer is sand or sand and gravel that extend to more than 15 feet below ground level. No free water or evidence of wetness was observed in any soil profiles. PVC pipes were installed in four of the test holes to allow for levels of potential groundwater. These will be measured on a biweekly basis throughout the irrigation season. You will be provided with a mid-season report in July and a final report on groundwater activity in October when irrigation activity has ceased. If you need anything additional or have questions, please call me at 850-4926. HARLEY R. NOE Professional Soil Scientist Associated Earth Storm Drain Test Hole Description & Evaluation ie (�. , i . Date Of Evaluation: 4/12/2006 Evaluated by: Mark E. Johnson, Professional Soil Scientist Requested By: M & H Development Address: 82 E. State Street Phone: 939-8466 City: Eagle State: ID Zip: 83616 Legal Desc: Part of the SE 114 of Section 25,Township 3 North, Range 1 West., Boise Meridian, Ada County, Idaho General Desc: parcel north of 510 Amity Road, about 3/8 mile west of Meridian Road on Amity Road Depth Color Texture Clay% Roots Mottles Est.Permeability Comments (inches) (in/hr) Hole Number& Location: 2-06 6240 common very fine, 0 to 10 10YR 3/2 silty clay loam 28 to 20 fine and medium none 0.2 to 0.6 friable moist 10 to 17 10YR 4/3 silt loam 22 to 24 few very fine and fine none 0.5 to 1 firm moist 17 to 40+ 10YR 7/2 strongly cemented hardpan none none <0.2 extremely dense in place General Notes: Slope 0 to 1 percent. No free water or wetness evidence to 40 inches. Unable to dig through the hardpan layer. Excavation terminated. Hole Number& Location: 4-06 6241 common very fine, 0 to 9 10YR 3/2 silt loam 22 to 24 fine and medium none 0.5 to 1 friable moist few very fine,fine and 9 to 36 10YR 4/3 silty clay loam 28 to 30 medium none 0.2 to 0.6 firm moist 36 to 61 10YR 7/3 strongly cemented hardpan none none <0.2 extemely dense in place 61 to 92 10YR 7/4 moderately cemented hardpan none none <1 moderately dense in place 92 to 135+ variegated coarse sand <3 none none 15 to 20 loose General Notes: Slope 0 to 1 percent. No free water or wetness evidence to 135 inches. M and H Development 2006 Monitoring Values are depth below ground level in inches Hole Bottom 4/12/06 @ 4/16 4/24 518 5/22 6/6 6/21 7/6 8/2 8/15 8/29 9/11 9/25 10/10 Number of hole excavation 2-06 35 40 35 35 35 35 35 35 35 35 35 35 35 35 35 4-06 133 135 133 133 133 133 133 133 133 133 133 133 133 133 133 4124 - no irrigation on site to date. 6121 - crops being irrigated. Hay is down and baled, no irrigation now 716 - hole#4 irrigated in past 7 to 10 days all others in past 1 to 3 days 7118 -#3 irrigated in last 1 to 3 days, #1 in last 3 to 7 days, #2, 4 & 5 in last 7 to 10 days. 812 -#1, 3, 4 &5 irrigated in last 3 to 7 days, #2 not irrigated 8115 -#1 &2 irrigated in past 1 to 3 days, #3 & 5 in 3 to 7 days, #4 in 7 to 10 days 8129 -#1, 3 & 5 irrigated in past 1 to 3 days. #2 not irrigated. #4 irrigated in past 3 to 7 days. 9/11 -#1, 3, 4 & 5 hay cut, irrigated more than 10 days ago,#2 not irrigated 9/25 -#1, 3, 4 & 5 irrigated more than 10 days ago 10/10 - no irrigation information; assume longer than 30 days ago. ASSOCIATED EARTH,SCIENCES, Inc. SEPTIC SOILS EVALUATIONS- STORM DRAIN SOILS DATA - SOIL SURVEYS- SOIL WETLAND INVESTIGATIONS R-VALUE SAMPLING—GEOLOGY I_NVESTIGATIONS-SITE INVESTIGATION Glen H.Logan 6238 Edgewater Drive Boise,Idaho 83709 Phone: (208)672-9213 FAX: (208)672-9214 Cell: (208)941-7284 Harley R.Noe 5740 N.Applebrook.Way Boise,Idaho,83713 Phone&FAX: (208)939-8602 Cell: (208)850-4926 Mark E.Johnson 1886 N.Greenfield Avenue Meridian,Idaho,83642 Phone&FAX: (208)898-9541 Cell: (208)869-9099 July 19, 2007 Becky McKay Engineering Solutions 1029 N. Rosario Street Meridian, ID 83642 RE: Final groundwater monitor report— M&H Development site Groundwater measurements are complete on the 5 test holes on the above referenced project location. Readings have been collected on a biweekly basis since April 16" mid all measurements to date are displayed in the attached table. I have also included a map of the site showing the monitor site locations. The test holes were excavated on April 1211, 2006 and all pits were dry at that time. Since a full season of data was collected on the site in 2006, you requested we only gather readings through the first half of this season. The test holes have remained dry so far in 2007 to depths ranging from 113 to 140 inches below ground level. Test hole 2-06 is only 35 inches deep to bedrock. The current year data along with that collected in 2006 confirms that no water table is present on this site above 10 feet below ground level. The soil test pits support this data as they had no evidence of wetness in the profile. You should be able to design stonn drainage facilities with confidence to a minimum of 10 feet based on the monitor data. If you have questions or need anything additional, please contact me by e-mail at harleynoe c�.cableone.net or by phone at 850-4926. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist M and H Development 2007 Monitoring Values are depth below ground level in inches Hole Bottom 3/13 4/16 4/27 6111 5/28 6/13 6/27 7/10 Number of hole 2-06 35 35 35 35 35 35 35 35 35 4-06 133 133 133 133 133 133 133 133 133 4/27, 5/11, 5/28, 6/13, 6/27, 7/10- no irrigation yet on site 3 NAmal Consultinq, Soil Evaluations & Data Collection HARM,"R.NOE Phone: 208.850.4926 Fax: 208.939-8602 November 1, 2018 Lee Centers Graycliff Subdivision P.O. Box 518 Meridian, ID 83642 RE: Soils report for Graycliff Subdivision Yesterday I observed three test pits on your approximately 53 acre Graycliff Subdivision located south of West Harris Street off of West Kentucky Way in Meridian. A Google Earth based map is attached which shows the test pit locations. Also attached are the detailed soil profile descriptions. SOIL CONDITIONS The soil profiles are quite similar across the property. All profiles have silty clay loam surface layers that contain 30 to 32 percent clay extending to about 18 inches. Subsoils are mostly loam textures with 14 to 16 percent clay and extend to 28 to 46 inches. Hardpan layers occupy a large portion of the profile between depths of 26 to 87 inches. The hardpans exist as a series of lenses that are more weakly cemented in the upper part and become stronger with depth. Free-drained sand and gravel or loamy sand are present beneath the hardpans and extend to the greater than 12 foot observed depth. L OAD BEARING Bearing strengths can be approximated using the texture and particle size distribution to determine the Unified Soil Classification. The silty clay loam textures will have a CL or CL-ML classification. Using Table 1806.2 of the International Building Code this Unified class dictates a maximum allowable foundation pressure of 1,500 pounds per square foot. If more precise ratings are needed, laboratory or onsite testing would be advised. 5'74v N. APP%EBROOK W437 Boo E,IVAHo o 0710 Graycliff soils—page 2 Textures and makeup of the fine earth fraction can also be used to approximate R- values if those will be utilized in roadbed design. These silty clay loams present in the upper 24 inches of the soil will likely have R-values less than 15 and very possibly less than 5 at the 200 psi exudation pressure. Here again, sampling and lab testing should be conducted if precise R-values are required. GROUND TEA TER AND STORMWA TER CONDITIONS There was no free water or evidence of wetness observed in any of the excavations. It is common on these ancient alluvial fan terraces for groundwater to be at 25 to 50 feet below ground level. This can be supported by using available well logs. I would not anticipate any measureable wetness on this site. Pipes were placed in the test pits prior to backfilling to allow for verification of drainage conditions. The free drained loamy sands to sands beneath the hardpan has a range in permeability of 4 to more than 15 inches per hour and typically extend to more than 25 feet. This will likely be the receiving soil for your placed seepage beds. The hardpan layers can be removed and broken and replaced into the trench. Once broken, these hardpans will not refonn and will act like gravel and cobbles with very rapid penneability. CONCLUSION These soils should function well for the intended use if properly handled. The fine textured topsoil should be removed and stockpiled. Heavy track hoe equipment should have little difficulty digging in the hardpans. I have included a second Google Earth based map which shows the location of points where historical soil and groundwater data was collected on this and nearby parcels. Six test pits were placed in 2006 and another in 2013. Profile descriptions, soil reports and groundwater monitoring data are available for all of these sites if you need them. If you have any questions or need any additional interpretations, please call or contact me by e-mail. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist cc w/attachments via e-mail: Becky McKay, Kathy Stroschein, Engineering Solutions, LLC Natural Resource Storm Drain Test Hole Description & Solutions, LLC Evaluation Date Of Evaluation: 10/31/2018 Evaluated by: Harley Noe, Professional Soil Scientist Requested By: Graycliff Subdivision ATTN: Lee Centers Address: P.O. Box 518 Phone: (208) 888-1852 City: Meridian State: ID Zip: Legal Desc: NW 114 of the SE 1/4 of Section 25,Township 3 North, Range 1 West, Boise Meridian,Ada County, Idaho General Desc: South of West Harris Street off South Kentucky Way Depth Moist a Est.Permeability /o (inches) Munsell USDA Texture Clay Roots Mottles (in/hr) Comments Color Hole Number& Location: 1-18 Latitude 43.56809; Longitude -17 6.40279 common very fine& 0 to 19 10YR 3/3 silty clay loam 30 to 32 fine none 0.2 to 0.6 friable to slightly firm moist very few very fine& strong,<2mm aggregates;approaches 19 to 46 7.5YR 4/4 loam 15 to 18 fine none 1 to 2 sandy loam moderately cemented hard moist;can be broken with two 46 to 79 10YR 7/3 hardpan na none none 0.2 to 0.6 hands grayish extremely gravelly 79 to 144+ variegated sand <3 none none 12 to 15+ slightly dense in place;10%cobbles General Notes: Slope less than 2 percent. Dry throughout and no wetness evidence present to more than 12 feet. Hardpan digs with some difficulty using wheel backhoe. Hole Number& Location: 2- 18 Latitude 43.567195; Longitude - 116.402397 0 to 18 10YR 3/3 silty clay loam 30 to 32 few very fine&fine none 0.2 to 0.6 friable to slightly firm moist 18 to 28 7.5YR 5/4 silty clay loam 30 to 32 none none 0.2 to 0.6 firm moist moderate to strongly difficult to dig;very hard dry;can not be 28 to 42 10YR 7/4 cemented hardpan na none none 0.2 to 0.6 broken with 2 hands very strongly 42 to 69 10YR 8/2 cemented hardpan na none none <0.06 extremely hard;digs with great difficulty grayish very to extremely 10%cobbles;clean medium&smaller 69 to 144+ variegated gravelly sand <3 none none 12 to 15+ sands General Notes: Slope Less than 2 percent. Profile is dry throughout to more than 12 feet. No wetness features present. Hardpan digs with great difficulty with wheel backhoe. Natural Resource Storm Drain Test Hole Description & Solutions, LLC 'valuation Continuation Sheet Date Of Evaluation: 10/31/2018 Project: Graycliff Subdivision Depth Moist p Munsell USDA Texture Clay% Roots Mottles Est.Perm. Comments (inches) Color (in/hr) Hole Number& Location: 3- 1 8 latitude 43.56485; Longitude -116.40163 common very fine& 0 to 16 10YR 3/3 silty clay loam 30 to 32 fine none 0.2 to 0.6 firm moist 16 to 26 7.5YR 4/4 loam 14 to 16 few very fine&fine none 1 to 2 friable moist weak to moderately 26 to 68 10YR 6/3 cemented hardpan na none none 0.2 to 0.6 hard;can be broken in two hands strongly cemented can not be broken with hands;digs with 68 to 87 10YR 67/2 hardpan na none none <0.06 great difficulty whith wheel backhoe firm in place;friable moist when broken 87 to 150+ 7.5YR 4/4 loamy sand 8 to 10 none none 4 to 6 out. Approaches sandy loam General Notes: Slope less than 2 percent. No gravel encountered in excavation to more than 12 feet. No free water or wetness evidence observed in any part of profile. The 87+ materials are free-drained and have moderate to moderately rapid permeability. Hardpan digs with difficulty. n IL N V ATUM NESO X, Consultinq, Soil Evaluations & Data Collection LLC HARLEYR.NOE Phone: 208.850.4926 April 19, 2020 Fax: 208.939-8602 (revised) Lee Centers Graycliff Subdivision P.O. Box 518 Meridian, ID 83642 RE: Soils report for Graycliff Subdivision Yesterday I observed three test pits on your approximately 53 acre Graycliff Subdivision located south of West Harris Street off of West Kentucky Way in Meridian. A Google Earth based map is attached which shows the test pit locations. Also attached are the detailed soil profile descriptions. SOIL CONDITIONS The soil profiles are quite similar across the property. All profiles have silty clay loam surface layers that contain 30 to 32 percent clay extending to about 18 inches. Subsoils are mostly loam textures with 14 to 16 percent clay and extend to 28 to 46 inches. Hardpan layers occupy a large portion of the profile between depths of 26 to 87 inches. The hardpans exist as a series of lenses that are more weakly cemented in the upper part and become stronger with depth. Free-drained sand and gravel or loamy sand are present beneath the hardpans at depths ranging from 69 to 89 inches and extend to greater than the 12 foot observed depth. LOAD BEARING Bearing strengths can be approximated using the texture and particle size distribution to determine the Unified Soil Classification. The silty clay loam textures will have a CL or CL-ML classification. Using Table 1806.2 of the International Building Code this Unified class dictates a maximum allowable foundation pressure of 1,500 pounds per square foot. If more precise ratings are needed, laboratory or onsite testing would be advised. 74A TT A J/=/V 1V. fiYYLPIDMIUA f1IA1 n"13P"LL.Y}1'V 00/10 Uraycliff soils—page 2 Textures and makeup of the fine earth fraction can also be used to approximate R- values if those will be utilized in roadbed design. These silty clay loams present in the upper 24 inches of the soil will likely have R-values less than 15 and very possibly less than 5 at the 200 psi exudation pressure. Here again, sampling and lab testing should be conducted if precise R-values are required. GROUND WA TER AND STORMWA TER CONDITIONS There was no free water or evidence of wetness observed in any of the excavations. It is common on these ancient alluvial fan terraces for groundwater to be at 25 to 50 feet below ground level. This can be supported by using available well logs. I would not anticipate any measureable wetness on this site. Pipes were placed in the test pits prior to backfilling to allow for verification of drainage conditions. The free drained loamy sands and pit run materials beneath the hardpan have a range in penmeability of S to more than 15 inches per hour and typically extend to more than 25 feet. This should be the receiving soil for your placed seepage beds. The hardpan layers can be removed and broken and replaced into the trench. Once broken, these hardpans will not reform and will act like gravel and cobbles with very rapid permeability. CONCLUSION These soils should function well for the intended use if properly handled. The fine textured topsoil should be removed and stockpiled. Heavy track hoe equipment should have little difficulty digging in the hardpans. I have included a second Google Earth based map which shows the location of points where historical soil and groundwater data was collected on this and nearby parcels. Six test pits were placed in 2006 and another in 2013. Profile descriptions, soil reports and groundwater monitoring data are available for all of these sites if you need them. If you have any questions or need any additional interpretations, please call or contact me by e-mail. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist Graycliff 2019 Monitoring All readings are depth below ground level in inches Hole Bottom 3/18 4117 5/15 6112 7111 8/7 9/4 1012 Number Depth 1-18 142 142+ 142+ 142+ 142+ 142+ 142+ 142+ 142+ 2-18 124 124+ 124+ 124+ 124+ 124+ 124+ 124+ 124+ -18 131 131+ 131+ 131+ 131+ 131+ 131+ 131+ 131+ (VOTE. A "+"following the value means GW deeper than F A�� I VA_ LLC Consultinq, Soil Evaluations & Data Collection October 9 2019 HARLEYR.NOE Phone: 208.850.4926 Fax: 208.939-8602 Lee Centers Graycliff Subdivision P.O. Box 518 Meridian, ID 83642 RE: Final 2019 groundwater report— Graycliff Subdivision I have completed the collection of groundwater measurements on your parcel west of Meridian Road west of Harris Street. Attached is the table of all readings and a map showing the location of the 3 piezometers. Readings were requested on a monthly basis to define any groundwater activity in these deep, well drained soils. Collection of data was initiated before irrigation water entered the canals and concluded at the end of irrigation. All pipes remained dry to the excavated depths of 10 to 12 feet below ground level at all 8 readings. I anticipated these well drained conditions when I observed the test pits advanced on October 31st of last year. No free water or evidence of wetness were present in those soil profiles. I also have historical soil descriptions and monitor data from 2006 and 2013 on adjacent parcels north, east and south of your Graycliff site. Those test pits were dry to more than 13 feet and all were dry without wetness features. These dry conditions are typical on these gently rolling dissected fan terraces. In my experience with this immediate area no evidence of wetness was ever present. I suggest you design storm drain systems based on a peak groundwater level no higher than 15 feet below ground level. Free-drained sand, gravel and cobbles are present below a hardpan at depths of 4 to 7 feet. That material would be considered the receiving soil. If you have questions or need additional interpretations please contact me by phone or e- mail. transmitted via e-mail HARLEY R. NOE Professional Soil Scientist cc w/attachments via e-mail: Becky McKay, Engineering Solutions, Meridian 5 740 N. 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