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PZ - Goetech SITE Post Office Box 190537 - Boise, Idaho 83719 Z1 1� site.consulting.idaho@gmaii.com - 208-440-6276 CONSULTING, LLC Mr. Matt Schultz December 11, 2020 Schultz Development Page 1 of 19 Post Office Box 1115 File#20523-A Meridian, Idaho 83680 Re: Geotechnical Recommendation Report Proposed Cache Creek Subdivision NW Corner Victory and Locust Grove Meridian, Idaho Matt: On July 30, 2020, SITE personnel observed the excavation of five test pits on the referenced property. All test pits were excavated on three parcels located on the north side of East Victory Road, and west side of South Locust Grove Road in Meridian, Idaho. The following information was found on the Ada County Assessor website. Parcel Tax Id# Address Acres 1 R-4818130150 2955 5 Locust Grove Road 4.79 2 R-4814130000 1550 E Victory Road 3.89 3 R-4814130025 East Victory Road 4.74 Total 13.42 Based upon on the presence of surrounding adjacent subdivisions and our onsite research and testing the proposed residential subdivision is feasible. Recommendations for completing this project are included herein. We look forward to assisting with your geotechnical needs as this project proceeds to construction. Should you have any questions or require additional information, please contact our office at your convenience. Respectfully submitted, SITE Consulting, LLC Bob J. Arnold, ONAL C,tST�� + 4 qr� 0 F Ov Geotechnical Services/Soil Testing&Inspection Services SITE Post office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208440-6276 ONSULTING, LLC EXISTING CONDITIONS Subsurface conditions were similar in the five test pits. A shallow rootzone, 6-8 inches thick, is present in a silty sand or silty sand with gravel layer that extends to between three and six feet deep. In TP-5, SITE encountered sandy silty clay to a depth of four feet. These surface soils are atop sand with silt and gravel or sand with gravel. In test pit TP-1, gravel contact occurred at a depth of one foot and was observed at six feet deep in TP-2 &TP-5. In test pits TP-3 & TP-4 gravel was contacted at three feet. At the time of excavation groundwater was encountered in the sand with gravel layer at 6 to 9 feet deep. This difference in groundwater depths is partially attributed to variations in the surface elevation. See the test pit logs for specific layer thickness in each test pit. GROUNDWATER RESEARCH When the onsite wells were installed, groundwater was observed at 6 to 9 feet below the existing ground surface. SITE believes this to be irrigation water perched atop the very dense, weakly cemented silt, sand, and gravel materials encountered in all of our test pits. This is based upon IDWR well logs for nearby properties that indicate the groundwater is 27-65 feet deep. Three IDWR well logs have also been included in the appendix. It is noted that a season long groundwater study was completed in October and measurements are presented in the Appendix. cw ti Geotechnical$m viees/Soil Testing&Inspection Services Z E Post office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com : 208-440-6276 LT! G., LLC CONSTRUCTION RECOMMENDATIONS The following recommendations are based upon observed conditions and reported laboratory test results. Building code allowed bearing capacity of 1500 psf is appropriate for residential structures to be built on this site. Foundation embedment depth and reinforcement are to meet local code requirements. Residences can be built with crawlspaces or slab on grade floors. Foundations are to bear on structural fill or native silty sand or sandy silt. • Excavated crawlspaces should be inspected to confirm acceptable bearing soils are present. If fat clay is encountered, additional engineering will be required at the time of construction. If such soils are shallow, they can be removed and replaced with granular structural fill or an extended foundation system. Every effort is to be made to prevent irrigation 1 storm water from entering crawlspaces. This is to include proper waterproofing of foundations, proper compaction of foundation backfl1, and lot grading that directs runoff away from foundations. Foundation drains are recommended. Basements are not allowed. ■ The onsite surface soils that are free of fat clay are acceptable for use as fill on the residential lots or building pads. Any clay encountered during earthwork should be sampled and tested to confirm acceptability for use as structural fill. • Stripping of organic material will require only minor excavation; 6-8 inches of grubbing can be anticipated to remove organic materials from future right of ways and building pads. This is to be adjusted as needed in the field at the time of construction. Deeper removal depths should be anticipated near ditches and where large bushes and trees are present. Cr7 a GeotedWcal Servk es/Sod Testing&Inspection Services SITE Post office Box'190537 - Boise, Idaho 837'19 site.consulting.idah❑@gmail.com - 208-440-6276 ONSU LTI NGx LLC • Inspection at the time of construction should confirm removal of all organic materials, excessively wet soil, and foundation concrete for any demolished structures. • Any subgrade surface to receive structural fill or pavement section materials is to be watered and compacted as necessary to meet ISPWC compaction requirements. (95% of maximum dry density as determined by ASTM D-698, "Standard Proctor"). The exposed subgrade surface is also to be proof rolled with a loaded water truck or ten-yard dump truck to confirm that no soft, excessively wet, or deflecting areas are present. Any such area encountered is to be over excavated as directed by the project geotechnical consultant. Additional engineering or labwork may be required. ■ Unacceptable soils are to be removed to firm bearing or a maximum depth of 2.0' and replaced with structural till. Over excavation of wet or soft areas must extend laterally outside foundations a distance equal to the depth of fill. ■ The cleared, grubbed, and approved subgrade and each lift of structural fill is to be compacted to a minimum of 95% of the maximum dry density as determined by ASTM D698, "Standard Proctor". • In-place testing to confirm proper compaction is required. One test each lift, per lot, is recommended. The project geotechnical engineer can waive subgrade compaction testing based upon visual inspection at the time of construction. • For structural fill placed on building pads or residential lots, inspection at the time of testing should confirm that the structural fill is firm and stable, and free of soft, excessively wet, or deflecting areas. Subgrade and structural fill can pass compaction testing and still be rejected if rutting or deflection is present. d-t b I m a Geaechnical Services/Snit Testing&In_,�nectaon Services Z51 SITE Post office Box 190537 - Boise,Idaho 83719 Z/C site.consulting.idaho@gmail.co►n - 208A40-6276 ONSULTING, LLC • The following slab on grade floors sections are recommended for inside the residential structures.- Structural Living Patios & Layer Space Garage Floors PCC wl fiber mesh 4.0" 4.0" Base Course 4.011 4.011 Subgrade Properly Compacted and lns acted • imported granular fill used to repair over excavations or to elevate the building pads, support foundations or other concrete, and beneath future pavements should meet the Base or Subbase specifications of the 1SPWC Specifications. ■ Based upon a ACHD mandated Traffic Index of T1=E and a R-Value test result of R=20 it is recommended that the interior ACHD streets and any private driveways consist of the following section. Structural Layer Thickness H MA 2.511 3I4' Base � 4.0- Subbase lO.D" * Materials used during construction of ACHD right of ways, private driveways, and all other pavement areas are to meet the material and workmanship requirements of ACHD unless more rigid requirements are provided herein. • improvements to Victory Road and Locust Grove Road are to be designed and constructed as required by ACHD. It is common to match the existing pavement section or ACHD may require site specific R-Value samplingltesting and section design. Ln7 Ij n Gectechnical Services15wl Testing&Inspection Services SSITE Post Office Box 190537 - Boise, Idaho 83719 sits.consulting.idaho@gmaii.com - 20,S 440-6276 ONSULTING, LLC + Stormwater disposal can be accomplished with conventional infiltration facilities. A percolation rate of P = 2 inches 1 hour with a 12 hour drain time is recommended for design of onsite facilities that percolate through the shallow silty sand- sandy silt soils. If pert facilities extend to the pitrun encountered in the test pits this value can be increased to P = 4 inches 1 hour. It is noted that the pitrun materials include silt and clay fines and therefore the percolation rate is slower than typical for sand and gravel materials. Confirmation of the percolation rate will be required by ACH❑ at the time of construction. • Testing and engineering inspection services recommended herein are critical for successful construction of the planned development. Any recommendations provided by a licensed geotechnical or civil engineer during the construction of this development, that differ from recommendations herein are to be communicated to SITE prior to execution. • This report applies only to the project described and the identified subject property. The report is the property of the client and SITE Consulting, LLC. Report ownership is not transferable. Appendix Follows 110 Geotechnlcal Services/Soil7esting&Inspection saroces SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idah❑@gmail.com - 208-440-6276 ONSULTING, LLC APPENDIX Location Map Proposed Plat Aerial Photo with Test Pit Locations Test Pit Log Groundwater data Soil Log Legend 1 Abbreviations and Acronyms Pavement Calc Sheet R-Value Report Adjacent Property Well Logs n Goatechl7k,al Serv£cesISoil Testing&Inspection Services 1 9`� -..'"`" '�---fir•.. .r�- _ _ �, ��--3-� �� Ni ,f' _ Fy ,mac .'+g 1., _� '3• �r'-�: ��.,..- �`, wu•i ,� >_ �, ''E+.�C� �` �y¢`•.,. '.Yy �„� _§. _ E`Hwse�Lreek,E:t��•�EF3orse Cr2e Ct Z. r —Y. 04 I. nr; .. M Ea'•;,}� ." au.: .•P; - •'Y. - e ..T'-=:r:., ...gip r.. a... -- 11 N SITE Post office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmaii.com - 208.440-6276 CONSULTING., LLC Proposed Plat FWMW Zll rIN - ;� .F...... .gyp_ F y { . MAW -- "` a a 12. MAW t AM RM BRASS CAP .. - In.— - - je V Image Provided by Client CID Geotechnkal Services/Soil Testing&Inspecaon SarWC4?5 ZSITE POst Office Box 190537 - Boise,Idaho 837'19 site.consulting,idaho@gmail.com - 208-440-6276 ZC/ONSULTING, LLC Aerial Photo with Test Pit Locations ctory Locust Grove Pip s- :• sF : ;sue, ' P_3 V. ' 1 i r. .. �r�� , eycee:• . Image Provided by Google Earth and hard-held GPS 0 Geotechnical setwoes/soil Testing&Inspection services SSI TE Post Office Box 190537 - Boise, Idaho 83719 site-consulting-idaho@Amaii.com - 20BA40-6276 ZC/ONSULTING, LLC TEST FIT LOGS Test Pit: TP-1 File#: 20523 Client: Matt Schultz Date Excavated: 7130120 Project: Cache Creek Excavated By: Wood Brothers Location Southwest corner of property Logged By: I J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 314" 1 112" 1 31V' 1 #4 1 #10 1 #40 #10O 1 #200 %M LL PI 0.0-4.0 Brown,Moist,Firm,SILTY SAND WITH GRAVEL SM 1 Organic Layer 6-8" 3,0 100 1 91.1 69-5 65.0 1 59.2 1 52.6 25.8 16.2 13.3 2.2 NP NP 4A-8-0 Brown/Tan-Moist,Firm,SAND WITH GRAVEL 5.0 100 1 86.8 1 75.4 1 68.2 1 57.2 1 44.4 13.3 4.8 4.0 3.5 NP NP 8-0 Bottom of Excavation @ 8-0,Ground Water Encountered @ 8-0,Monitoring Well in Place Test Pit: TP-2 File#: 20523 Location Southeast corner of property Logged By: J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION {feet 1.0" 1 314" 112" 1318" #4 1 #10 1 #40 1 #100 1 #200 %M LL PI 0-0-4.0 Dark Brown,Moist,Firm,SILTY SAND(SM)with Root Zone 1 Organic Layer 6-8" 3-0 - - I - I 100 99.1 1 96.8 76.0 55-7 44-5 10.3 NP NP 4-0-6.0 Brown/Red,Moist,Firm,SILTY SAND(SM) 5-0 - I - 1 100 1 97-1 96-7 1 95-0 65.1 36.8 29-4 10-0 NP NP 6.0-7-0 Dark Brown,Wet,Firm,SAND WITH SILT AND GRAVEL 7•0 100 63-3 54-0 39-2 12.2 8.2 7.3 5.4 TO t ExcavationWell NP NP 7.0-Ground Water Encountered 7.0,Monitorin We I in Place Test Pit: TP-3 File#: 20523 Location West side of property Logged By: J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION feet) 1 0" 1 314" 1 112" 1 318" 1 #4 #10 #40 1 #100 #200 1 %M LL PI 0.0-3-0 Brown/Tan,Moist,Firm,SILTY SAND(SM)Hoot Zone 1 Org anic Layer 6-8R 2-0 - I - - 1 100 1 99.$ 1 97-3 57-6 38-6 31.6 5.5 NP NP 3-ff-6-0 Brown/Red,Saturated,Firm,SAND WITH GRAVEL 5-0 - 1 900 92-6 1 82.5 1 75-7 1 60-7 14.9 6.8 5-6 6-4 NP NP 60 Bottom of Excavation @ 6-0,Ground Water Encountered @ 6.0,M On itoring Well in Place an m o~ Geotechnical Sa Wces/Soil Testing 8r Inspection Services ZS1 TE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208.440-6276 /CONSULTJULTING, LLC TEST PIT LOGS Test Pit: TP-4 File#: 20523 Client. Matt Schultz Date Excavated: 7130120 Project: Cache Creek Excavated By: Wood Brothers Location Northwest corner of property Logged By: 1 J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION (feet) 1.7 314" 1 112" 1 318" 1 #4 #10 1 It 40 1 #100 1 #2Q0 1 %M LL I PI 0.0-3-0 Dark Brown.Wet,Firm,Sand-Clay,Sift with Root Zone 1 ar anic La er 6-8" E50 5.0 Tan/Red,Saturated,Firm,Sand,Gravel,Cobble Bottom of Excavation 5.0,Ground Water Encountered 6.0,MonitoringWell in Place Test Pit: TP-i File#: 20523 Location East side of property Logged By: J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION (feet) 1.0" 1 314" 1 112" 318" 1 #4 #1 p 1 -4p 1 #100 #200 1 %M U- I PI 0.0-4_0 BrownlTan,Moist,Firm,SANDY SILTY CLAY CL-ML with Root Zone 1❑ anic La er 6-8" 3.0 - - 100 1 95.1 1 93.5 1 90-5 74-5 1 62-9 54-0 18.3 25 6 4.0-6.0 Dark Brown,Wet;Firm,SANDY SILT ML 5-0 - - -T 100 1 97.8 1 94.0 1 91-4 1 75-9 1 61-8 51-2 17.5 N-P-1 NP 6.0-9-0 RedrFan,Wet, Firm,Sand;Gravel,Cobble 9.4 Bottom of Excavation @ 9-0,Ground Water Encountered @ 9-0,Monitoring Well in Place tV r-f b m Ll- Gsovtechniaal3ervices/Sail Testing&Inspection 3ervicas SITE Post Office Box 190537 - Boise, Idaho 83719 Z/C site.consulting-Idaho@gmail.com - 208-440-6276 ONSU LTI NG, LLC GROUNDWATER DATA MW# 1 2 3 1 4 5 Comment Date Installed 7/30/2020 JMISITE Ground Elevation 2647.6 2660.0 2647.2 2646.2 2649.7 Tapp Casing Height 2.00 2.92 1.08 1.00 1.00 Casing Elevation 2649.60 2652.92 2648.28 2647.20 2660.70 Casing Depth 10.10 10.10 7-20 6.10 10.10 7/30/2020 8.00 7.00 6.00 6.00 9.00 JMISITE GW®evation 2639.60 2643.00 2641.20 2640.20 2640.70 8/14/2019 5.50 6-50 5.65 5.55 6.50 JMISITE GW Elevation 8125/2020 6.50 6.90 6.15 DRY 7.95 DEfSITE GW Elevation 2641.10 2643.10 . 2641.05 2641.75 9/812020 6.35 7.00 6.30 5.85 7.95 DEtSITE GW Elevation 2641.25 2643.00 2640.90 2640.35 2641-75 9/22/2020 6.00 7.55 6.1.0 5.25 7.55 DFJSITE GW Elevation 2641.60 2642.46 2641.10 2640.95 2642.15 10/6/2020 5.80 9.90 6.10 5.00 7.45 DESITE GW Bevation 2640.10 'T 10/2212020 7.28 Dry Dry Dry 8.40 DEISITE GW Elevation 2640.32 2641.30 rl P. Gectechnlcal services/soil Tesbiw&Inspection ServiceS SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CON/ SSU LTI NG, LLC SOIL LOG LEGEND UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES) MAJOR DIVISIONS TypICgL DESCRIPTIONS GRAVEL& 5°/°-#20fl GW Well-graded gravel,gravel-sand mixture,little or no fines. GRAVELLY GP Poorly-graded gravel,gravel sand mixture, little or no fines COARSE SOILS 5-12%-#200 GM Silty gravel,gravel-sand-silt mixtures GRAINED �5C°I°-#4 [>12%-#200 GC Clayey gravel,gravel-sand-clay mixtures SOILS SAND& 5°/0-#200 SW Well-graded sand,gravelly sand,little or no fines. 50%-#200 SANDY SP Poorly-graded sand,gravelly sand-little or no fines SOILS 5M Silty sand,sand-silt mixtures =[El _ ° Clayey sand,sand-clay mixtures SILTS& INORGANICML2 Inorganic silt and very fine sand, rock flour,silty or clayey fine sand r clayey silt with slight plasticity FINE CLAYS CL Lean clay-low to medium plasticity,gravelly,sandy,or silty clay GRAINED LL<50% ORGANIC OL 11 Organic silt and organic silty clay of low plasticity L%1-- SILTS& INORGANIC MH Elastic silt,micaceous or diatomaceous fare sand or silty soil. CLAYS CH Fat clay-high plasticity LL>50% ORGANIC OH Organic clay-med.or high plasticity:organic sift HIGHLY ORGANIC SOIL= PT Peat, humus,swamp soil with high organic content ABBREVIATIONS AND ACRONYMS ASTM American Society for Testing and Materials IBC International Building Code 1SPWC Idaho Standard for Public Works Construction IT❑ Idaho Transportation Department 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 Fp-sf/f Pounds per Square Foot 1 Foot cz ti n Geotecfirrical services/soil Testing&Inspectian services ZTE Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmaii.com - 208-4401 6276 LTING, LLC PAVEMENT SECTION CALCS DESIGN SECTION CALCULATIONS (ACH❑ R Value Method) Project: Cache Creek Subdivision File No--- 20523 A Locust Grove&Victory Calc By: BA Client: Matt Schultz Date: 12/10/20 Design Thickness Equation: T=0.0032(Tl)(100-R)(12)=GE (inches) T= Design Thickness T1 = Traffic Index= 6 By Agency GE= Gravel Equivalent R = R Value= 20 By Sails Test GE= 18.9Inches ACHD HMA 314" Base and AQ Q re ate Subbase Actual Thickness Equivalent Thickness HMAThickness= 2.5 Inches HMA=� 5.0 Inches 314" Base Thickness= 4.0 Inches RBE=� 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Th ickness=S B=GE-H MA-R B E SB= 9.5 Inches CALCULATED DESIGN SECTION HMA= 2.5 inches 3W' Base= 4.0 inches Subbase= 10.0 inches RECOMMENDED DESIGN SECTION HMA = 2.5 inches 3/4" BASE = 4.0 inches SUBBASE = 10.0 inches SITE uses a maximum R-Value of 20 for ACH❑ Designs In Goofechnical Services/Soil Testing&Inspection Services SITE Past Office Box 190537 - Boise,Idaho 83719 site.consuiting.idaho@gmaii.com - 208-440-6276 CONSULTING, LLC R-VALUE REPORT Pa vement EA gin"ring Inc_ r;ra�rt•;�=s r�i;� RESISTANCE JRJ VALUE TEST ASTM D 2844 LdborawFy No.: i-nM7S Project No.-. 20=1 Salnpte[sae: CtCtotaar 4 2 Repon£late: Qta ?r 26_2020 Chem Sit QM99kv LAC Sampte Description: _Smwn q y&j Sample Location_ T.P-4 100 ! 90 70 ` 60 50 e� 40 13 30 77. 20 € 0 800 700 600 500 400 $00 200 100 0 Exudation Pressure (P S_#_) S cimen No- --------it P,A[rS ule Ctxsteni(9�r 5 .t 3'. 9y 5ri nssty(PC-F. t 7€l�a-S 5 33 e 1032 Revshnce li aius�iM f 8 34 3 Dq-- Pressure(Psis 13 t 3t as eeceN i 110�siz.m Content r 5 RESISTANCE VALUE AT 300 P.S.J. 29 bAb' rc ❑- Geotechnlcal Services1 Soil Testing&Insoectaon Serviees ZSITE Post Office Box 190537 - Boise, Idaho 83719 site.consuiting.idaho@gmail.aom - 208-440-6276 LTING, LLC ADJACENT iDWR WELL LOGS rurm e?$:p 5T&TIE OF DA)tQ LtF TvPZvrF}teFx as a 8a i7E PAR rSa NrC3F lVi TER€;E SOU RLES kL7liax(1 tTl[SC WELL DR ILLER'S REPORT i1nry rams xsr��;ia,=�neaort de Cxkd'ni+Fs 4ye Reenxrx.F�+se o@:iisn:iteswrea5 -min�iUyx�4rie eDn^F�sSwin 4a a��?m&nx cf 2ht+ar.ER, f,YtEr;t6�Ft 9. 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