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PZ - Geo Letter S 1 T E Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208.440-6276 CONSULTING, LLC Mr. Dan Lardie December 18, 2019 Leavitt &Associates Engineers, Inc. Page 1 of 16 1324 1It Street South File 19401-A Nampa, Idaho 83651 R� Geotechnical Recommendation Report Subdivision %9g4vJooD 91-IcE 214/P 1835 East Victory Road Meridian, Idaho Dan: As per your authorization, this consultant has prepared the following Geotechnical Evaluation & Recommendation Report for your proposed residential subdivision to be constructed on a single parcel at 1835 East Victory Road in Meridian, Idaho. Please see the following executive summary for items of concern. Based on the results of our investigation and evaluation, we believe the property is acceptable, from a geotechnical perspective, for the proposed subdivision. The construction and civil engineering recommendations presented within this report are to be incorporated into the project plans and specifications and adhered to during design and construction. Recommendations are provided for the design and construction of earthwork, foundations, slab on grade concrete, flexible pavements, storm water disposal and inspection and compaction testing requirements. We appreciate this opportunity to be of service and we look forward to working with you during the design and construction of this project. Should you have any questions or require additional information, please contact our office at your convenience. Respectfully submitted; Bob J. Arnold, PE SITE Consulting, LL NALF GISTEAN J� O 4/9 B frf OF Vol"- Oe J. ARC v m a Cieotechnlosl SWWC"/Sal Tesung&lnwecElon SeMcea S 1 T E Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC EXECUTIVE SUMMARY • Groundwater was encountered in both test pits at seven feet below the ground surface. It is believed this perched water is situated atop a very dense sand and gravel layer that contains clay fines. This is supported by well logs for neighboring properties, adjacent to the west and two lots to the east, that indicate the static groundwater is 22 & 27 feet deep. These logs are in the Appendix. • It is anticipated that the perch water is shallower when recharged during the irrigation season. This is based upon the property being located between Ten-Mile Creek and the Eight Mile Lateral and an extensive system of shallow drainage ditches across the subject property. There is also a seasonal pond, located in the northwest corner of the property that is visible in Google Earth historical aerial photos. Dewatering may be required for construction utilities more than six feet below the existing ground surface. • Lean clay soil is present on the surface. • Bedrock was not encountered in test pits that extended up to seven feet deep. The referenced IDWR well logs indicate that no bedrock is present. • Standard foundations are acceptable for residential construction. • ACHD's standard pavement section 2.5' HMA, 4" of W base and 14" of subbase is appropriate for this site due to the depth of the surface layer of sandy lean clay. • Due to the deeper gravel formation containing clay fines, a percolation rate of p=4 in/hr. with a drain time of less than 12 hours is recommended for design. It is anticipated that drainage facilities will need to be extended to 9-10 feet deep. Perched groundwater may impact storm water design and construction. N v m a Geotechn/cetserv/ces/Soil Testing&Inspection services SITE Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmail.com - 208A40-6276 CONSULTING, LLC INTRODUCTION PURPOSE AND SCOPE This report presents the results of a Geotechnical Evaluation performed for a proposed residential subdivision to be constructed on a single parcels on East Victory Road in Meridian, Idaho. Parcel information is as follows: # 1 Ada Count # I Address Acres 1 S1129223300 1835 East VictoryRoad 7.35 Access to the property will be gained from Victory Road and from a stub street (East Fathom Street) within Tradewinds Subdivision to the west. Tuscany Lake Subdivision is to the south, a rural farm property to the east and Victory Road to the north: The Eight Mile lateral cuts across the northeast corner of the property. The purpose of this investigation was to evaluate the subsurface soil conditions and provide recommendations for building foundations and civil construction. The field investigation included subsurface exploration by means of a rubber tire mounted backhoe operated by an independent contractor. During excavation of the test pits, logs were generated, and soil samples were gathered. Soil samples were returned to our in- house soil laboratory for testing. After the field investigation and laboratory testing was completed, all available field and laboratory test data was reviewed, the provided design information was evaluated, and this report was prepared. This report summarizes our findings, and recommendations regarding the geotechnical aspects of the project. AUTHORIZATION E-mail authorization to proceed with this geotechnical investigation was received from the client on October 11, 2019. Authorization to proceed and the use of the recommendations provided herein indicate the client's acceptance of the scope of work, warranty, limitations, and general conditions provided herein and within the submitted proposal. m a Geotechn/ce/Serv/ces/Sol/Testing&Inspection seMees SITE Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmail.com - 208-440.6276 CONSULTING, LLC RESEARCH & BACKGROUND GENERAL A home and numerous outbuildings are present on the subject property. Plans indicate the home is to remain and all other structures will be demolished. The rest of the property is pastureland. Historical aerial photos available on Google Earth reveal that the property has historically been pastureland with no evidence of former building structures or improvements beyond those now present. FIELD INVESTIGATION Two test pits were advanced to depths of approximately seven feet below the existing ground surface. Sloughing soils prevented deeper exploration. During excavation, samples were recovered from the spoil piles as excavation was performed. These samples were sealed in plastic bags, labeled, and returned to the laboratory for evaluation and analysis. In the laboratory, sieve analysis (ASTM Test Method C136-93), Moisture Content (ASTM Test Method 2216-92) and Liquid Limit, Plastic Limit and Plasticity Index (ASTM Test Method D 4318-93) testing were performed on selected samples. Tests were performed in general accordance with the cited ASTM test methods. All test results are included in the Test Pit Logs located in the Appendix. OBSERVED CONDITIONS Both test pits were similar with approximately 4' of brown, moist, loose, sand / clay soil present on the surface. This layer contains a shallow rootzone/organic layer that is 6-8 inches deep. Below this surface layer additional silt sand soils were encountered that extend to the gravel contact at 6.0 feet deep. Water was perched atop the sand and gravel layer at six feet. The top of the sand and gravel layer included clay fines. These may be contributing to perched groundwater. This layer is very dense and difficult to excavate. Excavation was halted after penetration this layer one foot. Monitoring wells were installed in both test pits. v m a Geolechnical serv/ces/So//Testing&/nspecum services SITE Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CCINSULTING, LLC DESIGN & CONSTRUCTION RECOMMENDATIONS General Earthwork It is noted that this engineer provided geotechnical engineering services on the adjacent Tradewinds Subdivision, located to the west of this property. The entire Tradewinds development was filled with 2-4 feet of structural fill to improve drainage and clearance above the perched groundwater. All native soils that are free of organic matter and expansive clays are acceptable for use as fill. After proper grubbing, the native lean clay, silty sand or sandy silt, and all soils containing gravel removed from the right of ways can be utilized as structural fill to fill residential lots. Removal of the majority of the organic materials will require grubbing of 4-6 inches of surface soils. This is required in all areas to receive structural fill. Deeper excavation may be required along irrigation ditches, at the existing pond, and where large trees and soft wet areas are present. The depth of grubbing is to be adjusted and inspected during construction to ensure that organic materials are properly removed from beneath future pavements and structural fills. Inspection by the project geotechnical engineer should confirm that all organic material is removed. Structural fills less than three feet deep are to be compacted to 95 % of the maximum dry density by ASTM D698, Standard Proctor. For deeper fills, such as ditch backfill, and fill intended to contain rerouted irrigation canals or storm water runoff, fill materials are to be compacted to 100 % of the maximum dry density. If structural fill is to be placed on residential lots or building pads, the fill is to extend laterally outside foundations a distance equal to the depth of structural fill. Granular structural fill should be placed beneath future slab on grade concrete including driveways, patios, and sidewalks. Compaction testing to confirm proper compaction is recommended. Visual inspection is also required to confirm stability and the lack of soft, deflecting, or rutting areas. Fill can pass compaction tests and still be rejected if it fails visual inspection. Ln v m a Geotechn/ce/serwees/So#Test/ng&tnspecuon SeMces S I T E Post Office Box 190537 - Boise, Idaho 83719 CONS LTING, LLC site.consulting.idaho@gmail.com - 208-440-6276 U Excavations Shallow excavations and trenches that do not exceed four feet in depth may be constructed with side slopes approaching vertical. Below this depth it is recommended that slopes not exceed a vertical to horizontal ratio of one to one. The ability of soils to maintain a vertical or near vertical slope over any extended period can be quite variable. This information is provided for planning purposes. It is our opinion that maintaining safe working conditions is the responsibility of the contractor. Jobsite conditions such as soil moisture content, weather condition, earth movements and equipment type, and operation can all affect slope stability. All excavations should be sloped or braced as required by applicable local, state, and federal requirements. Dewatering may be required if construction overlaps the irrigation season. Pavement Section Due to the presence of clay surface soils, ACHD's maximum pavement section of 2.5' HMA, 4.0 W-base, and 14.0" subbase is recommended. Materials meeting the requirements of ISPWC & ACHD are required for all work within this project. Storm Water Based upon a shallow depth to seasonal high groundwater, storm water should be addressed with surface detention or drainage facilities. Percolation rates through the near surface soils can be expected to be quite variable based upon clay and silt content and inplace density at the point of injection. For design purposes a perc rate of P=3 in./hr. and a drain time of less than 12 hours is recommended. It is to be confirmed that any cemented layer present at the injection site is penetrated at the time of construction. Confirmation of perc rate at the time of construction by field testing is recommended. v m a Geotechnicat Services/Solt Testing&/nspecUm Services SITE Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmail.com - 208A40-6276 CONSULTING, LLC Residential Foundation System The proposed single-family residential structures may be supported on conventional, continuous, and isolated pad foundations founded upon the 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. Either crawlspaces or slab on grade floors are acceptable but slab on grade floors will eliminate the possibility of water accumulating in crawlspaces. If clay soil, wet soil or deflection soil is present at the foundation support elevation a geotechnical engineer should be retained for site specific recommendations. Foundation drains are required within this development. Roof runoff is not to route through foundation drains. Foundation embedment depth is to be at least 24 inches below outside adjacent grade. Foundation outside crawlspaces are to be sealed / waterproofed with brush or spray on foundation mastic. No basement is allowed without lot specific geotechnical/groundwater study. Slab on Grade Concrete Care must be taken so that all excavations below both interior and exterior slab on grade concrete are properly backfllled 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. Testing is to confirm that compaction has been achieved. 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. Concrete pavements should be placed atop a mat of at least four inches of granular structural fill materials. 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. Requiring slab on grade floors would eliminate possible water in crawlspace concerns in the future. v m a Geotschn/ce/serv/ces/So//ressng&lnspecson Services SITE Post Office Box 190537 - Boise, Idaho 83719 CONSULTING, LLC site.consulting.idaho@gmail.com - 208440-6276 Underground Utilities It is not anticipated that large excavators or small backhoes will experience any difficulties excavating the onsite materials encountered on the property. No bedrock formation was encountered on the subject property. As indicated, dewatering of utility trenches may be required. Inspection & Testing A qualified engineer or his representative should monitor fill placement to ensure the work is performed in accordance with these recommendations. For mass filling, field nuclear moisture - density testing shall be performed on each lift of compacted fill, one each filled residential lot or building pad. Trench backfill and right of ways are to be tested to ACHD and / or 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. Contractor Inspections This report has been prepared with the intent to provide specific design information to the developer and the civil engineering consultant. It is not intended to act as any contractors "Due Diligence' or subsurface inspection prior to estimating construction costs or actual construction. With permission, the contactor(s) can utilize the onsite wells for their own evaluation of groundwater. 00 v m a Geotechntcet Services/Soil Tesgng a/nspecUm Services SITE Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmail.com - 208.440-6276 CONSULTING, LLC 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. Client may duplicate this report as needed or additional copies will be provided upon proper client authorization. Appendix Follows Ol w m a QeotechnimlServ/ces/Solt Testing&/nspecoon Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208440.6276 CONSULTING, LLC APPENDIX Preliminary Plat Aerial Photo Test Pit Logs (2) Soil Log Legend Abbreviations and Acronyms Adjacent Well Logs (2) 0 v m a Geotechnical Services/Soil Testing&Inspection Services S ITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC PRELIMINARY PLAT v 6 s y 6� W v 66 LCGVITT 6 ASSOCl/TCS VICTORY COMMONS ENGINEERS.INC. VICTORY COMMONS —f` 1. — _ survavwr. Supplied by client u �' v m a Gsotechn/csl Serv/ces/Sol/7esgng&/nspechm S&Wces SITE Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmail.com - 208-440.6276 CONSULTING, LLC AERIAL PHOTO 1835 Victory Rd / b ' P 2 w y ., P-i �y II 1835 East Victory Road — Meridian, Idaho from landprodata.com N c-I m eo a Geoteche/ce/Services/So//Testing&/nspectioe Services S 1 T E Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC TEST PIT LOG Test Pit: TP-1 File#: 19401-A Client: Leavitt&Associates Date Excavated: 11/25/19 Project: Victory Commons Excavated By: Aspen Creek Const. Location: SE Corner Logged By: J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 1 %M LL PI 0.0-4.0 BrownfTan,Moist,Firm,Sandy,Lean Clay(CL) With Root Zone/Or anic Layer 6-81, 3.0 100 97 89 78.4 28.3 27 10 4.0-6.0 BrownlTan,Wet,Firm,Sand,Silt 6.0-7.0 Brown/Tan,Saturated,Firm,Sil ,Sand,with Gravel&Cobble 6.5 100 98 97 85 40 1 19 13.8 18.3 1 NP NP Bottom of Excavation @ 7.0 7.0 Ground Water Encountered Monitoring Well in Place TEST PIT LOG Test Pit: TP-2 File#: 19401-A Client: Leavitt &Associates Date Excavated: 11/25/19 Project: Victory Commons Excavated By: Aspen Creek Const. Location: Center at West Side Logged By: J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 3/4" 1 112" 1 3/8" 1 #4 #10 #40 #100 #200 1 %M LL PI 0.0-4.0 Brown,Moist,Firm,Clayey,Sand(SC) with Root Zone I Or anic Layer 6-81, 3.0 100 95 85 65 48.8 19.2 25 8 4.0-6.0 Brown/Tan,Wet,Firm,Silty,Sand SM 5.0 100 98 72 60 48.5 18.8 25 6 6.0-7.0 Brown/Tan,Saturated,Firm,Sand,Gravel,Cobble Bottom of Excavation @ 7.0 7.0 Ground Water Encountered Monitoring Well in Place M -I v no m a Geotechn/ce/Services /Sol/Testing&/nspecblon Services SITE 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 TYPICAL DESCRIPTIONS COARSE GRAVEL& <5%-9200 GWWell-graded gravel, ravel-sand mixture,little or no fines. GRAINED GRAVELLY GP Poorly graded gravel,gravel sand mixture,little or no foes <50%-#200 50%-#4 5-12%4200 GM Silty gravel,gravel-sand-silt mixtures 12%-#200 GC Clayey gravel,gravel-sand-clay mixtures SAND&SANDY <5%-#200 SW ell-graded sand,gravelly sand,little or no fines. SOILS SP jPoorly graded sand,gravelly sand,little or no fines 50%-#4 12%-#200 SM Silty sand,sand-silt mixtures SC Clayey sand,sand-clay mixtures FINE SILTS AND INORGANIC ML Inorganic silt and very fine sand, rock flour,silty or GRAINED CLAYS clayey fine sand or clayey silt with sli ht Dlasticity SOILS ILL<50% CL Lean clay-low to medium plasticity,gravelly clay,sandy 50%-#200 clay,silty clay ORGANIC OL Organic silt and organic silty clay of low plasticity IILTS AND INORGANIC MH Elastic silt,micaceous or diatomaceous fine sand or silty L LAYS soil. L>50% CH Fat cla -hi h Iastici ORGANIC OH Organic clay-med.or high plasticity:organic silt HIGHLY ORGANIC SOILS PT Peat, humus,swamp soil with high or anic content ABBREVIATIONS AND ACRONYMS STM American Society for Testing and Materials IBC International Building Code ISPWC Idaho Standard for Public Works Construction IDWR Idaho Department of Water Resources NP Non-Plastic PCC Portland Cement Concrete P Test Pit USCS Unified Soil Classification System pcf Pounds per Cubic Foot psf Pounds per Square Foot sf Tons per Square Foot psf/f jPounds per Square Foot/ Foot v m a Geotechnlce/Services/Soil Testing&/nspecgon Services S ATE Post Office Box 190537 - Boise, Idaho 83719 CONSULTING, LLC site.consulting.idaho@gmail.com - 208-440-6276 Adjacent Well Logs Isi./ IDAHO DEPARTMENT OF WATER RESOURCES use Type mor WELL DRILLER'S REPORT BAO P.1nt Fen 1.DRILLING PERM No.�g,T—AaD,.. -0 0 r1.WE"Team 091ti.1(' owro OYY« xw a P.««,p rNn.n 2.OWNER: o+"� Nm_ T00.0.Y YA K — Am P.O._A" 1YOIT5 _ _ Dry Imn _ PO1CR ye --M R3T19 S LOCATION OF WELL by ft,y. 6,non; W«R C,wbmbw�.«rn Boonp�n,ro. elubn ny lveen mY eP«bN e+uan l«mon 1z UTHOLOGIC LOU:01«cresrWs«aeYbmbq rti. T`P�-- xbn.7( b 9bs,0 ns..nc lemvr.Wro,r,ssn.sr.. s �y�[ y[�A%eY«WY�— YON QIYT/DYe p —13.LL'Y i� � MrIP l PROPOSED USE; �1wmN CIS �� i]W¢Oen S.TYPE OF WORK zkxew WM Q"o Re ❑Rloe ❑xawnuro &DRILL METHOD Cs1U0lbrery FXMRm CCebb Con« T.SEALING PROCEDURES «.walnr.o� •.Ybrt uewm •w W+•emww per Yq xO W«brwpnw e«i Nerm Y S-CASINGILINER:41 - u« eYr *r.r.wa c O o 0 �wnaxuwMNSWREENS nm 9.PERFORATIONSISCREENB 7ISRb.b so.w.Tm 2111.E ^^ umpbwo.pnljA'PUYe mP OI'GS1MO r) s.aw •.e. Gem.same 2/13L9�._cbwwd S/fA/YA _ 0 0 13.DRILLEWS COMFICATKNI � � WN«wsYnNYMwYmwYmMn,cllon sbMp,el were omp�Y«nb 1 !} EYnA BIe 110W1«M.eO. N.me 10.STATIC WATER LEVEL OR ARTESIAN PRESSURE: S.O.S.WELLBRILLINO FIT„,N.22 �y "_n abw F�u.a AMeW weeepre Ic_ v.«ora+y�j Dw 9 DePn nnw'en[ouroR«e K OvsrnDe axuea pen or ene �mnd aeviss C� .1� dd66JJ.Deb, FOgW�pp WIxIE COPY IO W11tR RESWRCES Ln W m a GeotechnicaiServices/Soil Testing B inspection Services SITE Post Office Box 190537 - Boise,Idaho 83719 CONSULTING, LLC site.consulting.idaho@gmail.com - 208-440-6276 Form 238-7 IDAHO DEPARTMENT OF WATER RESOURCES 6107 3 WELL DRILLER'S REPORT I.WELLTAO NO.O 000UNIN 12 UAPC WAMRLEYELand WELL TESTS: OWNRmneW ._(iS.r1Ce BL cFinim..,b 2T Smobnt MV x N+v.ym.atl �Y,:a imo t'Fl % dmnwrbp fFla 2 OWNER 9aniluy WtllC; ro. uddw4�. uw9wc T". w 1777ENc1gYR& u.�r_an oewaa rmerr,n C[r L LOCA sur k 7p 03003 130 7W W ❑ ❑ ® ❑ 3.WELL LOCATNIN: r.o 3 NXe0as El R9e 1 r:.l®mwm❑ st 19 NW IN NW W IN Cwry da '{TS- WYWilllnlw LDG an Ada fi UTNWAGIC LW and/orrs arsor a0mtlonmenU w d3•3010 wn.aomrabun a,. Lag 110']2,30] a r— fa Rm,.b, Mhntl Wd59e Sou Sw aGvv:.'i-r.t Me__ Y X � Q4 yhrid ft yp G.d d 8..wm d.USE: m boiddnu ❑aek❑M•m+❑wftIll ❑ LTYPEOFWOR%dawgwr Ore�•aed<I Ilan -x ®rA.—❑Rw.rei..l❑�eYYawu.a ❑Nwea¢M ❑C 6.GRILL0En1OO: 7.MkUNG PROCEOURES r.. Bent chip •.mn �o Pound 0.CASINGNNER o a.w see. urr owu u. m.m no,. ❑ ❑ ❑ ❑ El ❑ ❑ ❑ wa� n ge ) 13S &PERFORATIONSACREENS: rabslaa ❑r ®X X.noe xw bey ❑r ®R rsy. wmmGmuuao, lmpp roml 54m Ibb.� ly..l f+paSeW 130' tegnolR.mw Wnar.9w o.X a L32013 OIYa13 Rhs❑Y ®ry bu 1l GRILILLERS CEROFlCAOON 10.FlL7EfOPACK: uw.mW ue mnw+nue w'.n.uutm YM�mrra,mo0rtlen• rssr.n r,s �s.,..m msrcrc<m..wmwwe. eaem,reos Lan-7ulaWtll Od901 d 704 'Naaeuab Eat SM.w 0001N12 11.FL0INNG ARTESWI: 2..,l,via.m❑r ®n awn 'Pa,. orsn,.vnaMv •<bw.bn aratl SUneo �n m_ 000=2 Qbbl mew 'Sq�be tl Pnpi Ma m y Raeu a i.eiXq r...wea,a b�.•.axm.mo wwn...sa.wuo-w m. NOTHING FOLLOWS 110 r-I a m n a Geoted7nicaiSwWces/Soil TesHog&/nspecMm Services