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CC - Geotech SITE CONSULTING, LLC JLJ, Inc. July 12, 2017 James L. Jewett Page 1 of 18 167 East Whitespur Street File #17122-A Meridian, Idaho 83642 Re: Geotechnical Recommendations Nursery Subdivision 570 South Linder Road Meridian, Idaho Dear Sir: As per your authorization, on April 17, 2017, SITE personnel logged and sampled four test pits at your proposed Nursery Subdivision. Based upon observed conditions, research, and laboratory test results we have generated the following geotechnical recommendations. The test pits were excavated on a property consisting of a single parcel. The property is located on the east side of South Linder Road, south of McMillan Road and north of the Interstate in Meridian, Idaho. A tax parcel number and acreage were located for the properties on the Ada County Assessor's website. This source indicates the subject property includes a total of approximately 5.49 acres. The property address is 570 South Linder Road and the Parcel number is S1213233892. Preliminary plans, supplied by the client, indicate that the proposed subdivision will include ACHD right of ways and may include up to 28 lots for single-family residences. Access to the subdivision will be from the south along an existing stub street, Tylee Way. Based upon our research, observations, and laboratory test results, the site is acceptable for the proposed residential subdivision development. Recommendations for construction are included herein. We appreciate this opportunity to be of service. When appropriate, we would like to discuss continuing our role as geotechnical consultant during construction. Please contact our office if additional information or services are required. Respectfully submitted, AL E Bob J. Arnold, PE ��,���STEPS®�4'� SITE Consulting, LL �o Q 208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC GEOTECHNICAL INVESTIGATION & RECOMMENDATION REPORT 570 South Linder Road - Meridian, Idaho PURPOSE The purpose of this investigation was to evaluate the onsite soil conditions, observe the groundwater's elevation, and determine the soil's engineering properties. This engineer was retained to provide construction recommendations for the client who is the planned subdivision developer. Specific items requested and included herein are allowable foundation pressures, specifications for placement of structural fill, pavement design recommendations, stormwater disposal recommendations and construction inspection / testing recommendations. AUTHORIZATION Written authorization to proceed with this geotechnical investigation was received from the client on or about March 1, 2017. The client requested that fieldwork be delayed until after April 1, 2017. This authorization was based upon a proposal submitted to and executed by the client. 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. WARRANTY AND LIMITATIONS The exploration and evaluation of subsurface conditions documented herein is considered sufficient to form a basis for the provided recommendations. The provided recommendations are based on the available soil information and preliminary design details either assumed or furnished by the client. It is warranted that these recommendations have been promulgated after being prepared in accordance with locally accepted professional engineering and geotechnical engineering practice. No other warranties are implied or expressed. 208-440-6276 * bjarnoldpe@msn.com (2) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC INVESTIGATION SITE observed the excavation of four test pits and installed four monitoring wells at location suggested by the project civil engineer, Rock Solid Civil. Test pit logs and groundwater monitoring data is included in the Appendix. It is noted that onsite demolition activities destroyed two of our four monitoring wells. These wells will be re- installed before the next scheduled groundwater measurements. Our research and observations indicate that high seasonal groundwater, less than six feet deep, is present on the subject property. Historical aerial photos indicate that the property may have previously been utilized as a plant nursery. Piles of irrigation pipe and plant pots present at the time of our investigation confirm this usage. Buildings were present in the west end and along the north property line at the time of our investigation. This area should be further evaluated during earthwork operations to confirm that all foundation concrete was properly removed during demolition. SITE is available to assist with this research. RECOMMENDATIONS Site Work Typical grubbing and stripping depths of up to 4 to 6 inches can be anticipated to remove most organic materials. The many large trees on the property may have roots as deep as 2-3 feet below the ground surface. Therefore, stripping depth is to be adjusted in the field at the time of construction. It is understood that the existing building structures will be demolished. Inspection is to confirm the removal of all foundation and slab on grade concrete. Septic tanks and wells are to be abandoned as per IDWR and IDEA requirements. Excavations caused by demolition, filling of ditches, or removal of large tree root-balls are to be backfilled with structural fill. All subgrade soils present in the test pits can be used as structural fill on building lots and within right of ways. Compaction of silt/clay soil will greatly reduce percolation. Blending silt/clay surface soils with onsite or imported sand and gravels will improve surface drainage. Compaction of any fill placed within building pads or right of ways must exceed 95% of the maximum dry density as determined by Standard Proctor testing. It should be anticipated that the Meridian Building Department will request these test results at the time of home construction. Structural fill must pass compaction testing and visual inspection for stability. Fill that passes compaction but is observed to rut or deflect under construction traffic is to be rejected. 208-440-6276 * bjarnoldpe@msn.com (3) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC Pavement Sections A sample of the surface silt/lean clay was gathered and sent to a specialty soil lab for R- Value Testing. Results from Pavement Engineering Inc are included in the Appendix. Based upon an R-Value result of R=20 and a traffic Index of TI=6 (residential street), a pavement section of 2.5" / 4.0" /10.0" is recommended for all subdivision interior streets. A traffic index of TI=8 results in a pavement section of 3.0" /4.0" / 14.0". Your civil engineer must confirm with ACHD that TI=8 is acceptable for South Linder Road. If another value is provided, SITE will calculate a new pavement section. All materials and methods used in the construction of streets and sidewalks are to comply with ACHD and ISPWC requirements. Stormwater Disposal / Groundwater Issues Due to shallow groundwater, it may be necessary to substantially fill the subject property to increase the clearance above high static groundwater. Stormwater disposal is best accomplished by the construction of systems that do not require a three-foot separation such as horizontal drains or clay lined forebay ponds. Any injection system is to be over excavated to the free draining pitrun type sand and gravel encountered in all four test pits at 5.0 to 7.0 feet below the existing ground surface. A maximum percolation rate of P=8 inches/ hour is to be used for design. It is to be confirmed at the time of construction that infiltration facilities are extended to the clean (silt free) sands and gravels observed in all tests pits. If over excavation is required backfilling with additional filter sand or clean (< 7% 4200) pitrun is recommended. It is noted on the test pit logs that sloughing soils made deeper excavation impossible with the utilized backhoes. It is anticipated that larger excavators will easily out run the sloughing soil and obtain deeper depths. Dewatering should be anticipated for even shallow utility installation. Foundation Design Foundation bearing pressures of up to 1500 psf are available on the native soils and tested and approved structural fills consisting of native soils or imported fill. Basements are not allowed. The foundation for homes with crawlspaces are to be sealed with mopped, sprayed, or rolled on sealer. Shallow foundations are to be embedded at least 24 inches below adjacent grade for frost protection. Building Code requires that soils used to back fill foundations meet the compaction requirements stated above. Low- density foundation backfill has been shown to be a major contributing factor to water accumulating in crawlspaces throughout the Treasure Valley. 208-440-6276 * bjarnoldpe@msn.com (4) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC Homebuilders are encouraged to properly backfill all foundations. This is especially critical on lots where structural fills have been placed below the foundation. Foundation elevation and site grading must conform to the requirements of the Building Code. Elevation and grading must promote drainage away from the foundation. Flowerbeds and landscaped areas must be designed such that irrigation water and roof runoff is not retained against foundations. Roof gutters are recommended with down spouts directed away from foundations and not on to foundation backfill soils. Proper design and maintenance of sprinkler systems is required. Excessive watering may lead to water entering the crawl spaces. Drip type sprinkler heads should be used in flowerbeds near foundations. Lawn area sprinklers should not spray toward foundations or cause water to accumulate near foundations. Inspection Proper inspection and testing services are critical to successful development of this property. Inspection is to confirm removal of organic materials, and foundation / slab on grade concrete. Testing and inspection should confirm all structural fill. Given the free draining nature of the deep sand and gravels no percolation testing has been performed. ACHD may require perc testing at the time of construction. 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. Contactors may use the onsite wells to evaluate current groundwater conditions. 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. 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 208-440-6276 * bjarnoldpe@msn.com ( 5) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC APPENDIX Location Map Preliminary Plan Property Aerial Photo Test Pits Logs (4) Groundwater Well Data Soil Log Legend / Abbreviations and Acronyms Project & Adjacent Well Logs (2) Pavement Section Calc Sheets (2) R-Value Report 208-440-6276 * bjarnoldpe@msn.com (6) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC Location Map ti o w �lz ry o � v m � m Z " m ! 3 a " � S PE]JCAI�WAS` 7-7-Fl m o Q o ma m"a � m n T AVM 6_Stln� AVM O� m o 1 my Eo F- C. / y AyM LL ice: iW, r 3AV ii3ilo S L I ` a 3Atl11118NOOd5 S —� �� S CP0Edd81LL AYE 0b 830Nll S -- a Q ¢ o 0 0 ❑ o m d Q Q� m a �,■ :pk .! m �! o c .0r li u o ° o g,P Q a � `m m o G n U n 2 K ti.a V CID 208-440-6276 * bjarnoldpe@msn.com (7) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC Nursery Subdivision L — J L _ IsI 0 J L I I f r ryr w➢6 g O. F9 L - - = 1 L - - N r 9 olA Q ? r "m -7 ly O r jR I O I 1,lF 2 _Qa---- --aa: 208-440-6276 * bjarnoldpe@msn.com (8) Post Office Box 190537 * Boise,Idaho 83719 Z S SITE ULTIt CONSULTING.. LLC SUBJECT PROPERTY Goo le Aerial Photo IL Test pit monitoring well locations by hand held GPS rn M J r.- � r M � ' r � r v co a yE SITE CONSULTING, LLC TEST PIT LOG Test Pit: TP-1 File#: 17122-A Client: JLJ, Inc. Date Excavated: 04/17/16 Project: Nursery Subdivision Excavated By: Culver Excavation Location: 43 35 57.4 -116 24 45.9 Logged By: K. Arnold - SITE DEPTH SOILS DESCRIPTION (feet) 3/4" 1 1/2" 1 3/8" #4 #10 #40 #100 #200 %M I LL PI Fines 0.0-2.0 Imported gravel for a driveway/parking area 2.0-7.0 Light Brown to Tan,Wet,Sandy, Lean CLAY Grade to Silty,SAND 4.0 100 98 81 69 59.1 25.9 I 26 6 ML-CL 6.0 100 98 69 51 42.0 24.6 NP NP 7.0 GRAVEL CONTACT 7.0-10.0 Pitrun type Sand and Gravel-Groundwater present at 8.0'and rising 9.0 Scalped 1 94 1 85 1 68 1 55 1 21 1 11 1 9.0 10.9 I NP NP 10.0 Bottom of Test Pit Excavation Halted due to Sloughing Soils below water level Well Installed TEST PIT LOG Test Pit: TP-2 File#: 17122-A Client: JLJ, Inc. Date Excavated: 04/17/16 Project: Nursery Subdivision Excavated By: Culver Excavation Location:11 43 35 56.8 -116 24 43.1 Logged By:11 K. Arnold - SITE DEPTH SOILS DESCRIPTION (feet) 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 1 #40 1 #100 1 #200 1 %M I LL PI I Fines II Brown,Moist,Sandy,CLAY 0.0-2.0 F2.0-5.0Brown,Moist,Sandy,Cemented,SILT(Cemented pieces in Sieves) 4.0 I I 100—r-9-8-7779 1 61 1 42 1 33 25.0 25.5 I NP NP 15.0 GRAVEL CONTACT 5.0-10.0 Pitrun type Sand and Gravel-Groundwater at 9.0'and rising I 8.0 scalped 1 94 1 91 1 86 1 56 1 21 6 3.9 4.6 I NP NP 10.0 Bottom of Test Pit Excavation Halted due to Sloughing Soils Below water level Well Installed 208-440-6276 * bjarnoldpe@msn.com ( 10) Post Office Box 190537 * Boise, Idaho 83719 SITE CONSULTING, LLC TEST PIT LOG Test Pit: TP-3 File#: 17122-A Client: JLJ, Inc. Date Excavated: 04/17/16 Project: Nursery Subdivision Excavated By: Culver Excavation Location: 43 35 57.3 -116 24 39.7 Logged By:1 K. Arnold - SITE DEPTH SOILS DESCRIPTION (feet) 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI Fines 0.0-3.0 Brown to Tan, Moist,Clayey,SILT or Silty Lean,CLAY with Gravel and organics/rootzone materials 2.0 1 1 1 100 1 98 1 88 75 61.8 20.5 25 6 ML-CL 3.0-7.0 Brown,Moist,Sandy,Cemented,SILT Bottom foot is cemented,hardpan(Cemented pieces in Sieves) 6.5 1 1 100 1 98 1 89 1 45 1 28 14.9 19.4 NP NP 7.0 GRAVEL CONTACT 7.0-11.0 Pitrun type Sand and Gravel-Groundwater 11 feet and Rising 10.0 scalped 1 957 1 89 1 82 1 74 1 32 1 12 6.6 4.5 NP NP 11.0 Bottom of Test Pit Excavation Halted due to Sloughing Soils Below water level Well Installed TEST PIT LOG Test Pit: TP-4 File#: 17122-A Client: JLJ, Inc. Date Excavated: 04/17/16 Project: Nursery Subdivision Excavated By: Culver Excavation Location: 43 35 56.3 -116 24 38.0 Logged By: K. Arnold - SITE DEPTH SOILS DESCRIPTION (feet) I 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI Fines 0.0-2.0 Dark Brown,Moist,Sandy, Lean,CLAY Upper foot is Siltier 1.5 1 1 1 1 100 94 82 65.1 26.5 37 15 CL 2.0-6.0 Brown,Moist,Firm,Sandy SILT with cemented layer 5.0 I Scalped 1 94 1 89 1 65 1 47 1 25 20 14.2 26.2 NP NP 6.0 I GRAVEL CONTACT 6.0=11.0 I Pitrun type Sand and Gravel-Groundwater at 11 feet and Rising 8,0 I scalped 97 87 80 71 35 22 18.3 5.6 NP NP 1.0 I Scalped 86 74 63 17 7 4.4 4.6 I NP NP 11.0 Bottom of Hole Excavation Halted in Sloughing Soils Well Installed 208-440-6276 * bjarnoldpe@msn.com ( 11) Post Office Box 190537 * Boise, Idaho 83719 SITE CONSULTING, LLC Groundwater Measurements Well# #1 #2 #3 #4 Ground /Hub Elevation Casing Height 2.67 1.67 3.50 2.67 Casing Elevation 2.67 1.67 3.50 2.67 4/21/2017 8.00 9.11 11.00 10.18 Elevation -5.33 -7.44 -7.50 -7.51 5/4/2017 8.15 8.63 WELL GONE Elevation -8.15 -8.63 6/2/2017 8.21 8.49 Elevation -5.54 -6.82 7/1/2017 8.05 8.60 Elevation -5.38 -6.93 7/10/2017 8.21 8.59 Elevation -5.54 -6.92 Table will be converted to elevations when hubs are installed 208-440-6276 * bjarnoldpe@msn.com ( 12) Post Office Box 190537 * Boise, Idaho 83719 SITE CONSULTING, LLC SOIL LOG LEGEND UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES MAJOR DIVISIONS J=FTYPICAL DESCRIPTIONS GRAVEL & <5% #200 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%4200 GM Silty gravel,gravel-sand-silt mixtures GRAINED <50%-#4 >12%-#200 1=1 Clayey gravel,gravel-sand-clay mixtures SOILS SAND & <5% #200 =1 Well-graded sand,gravelly sand,little or no fines. <50%-#200 SANDY =1 Poorly-graded sand,gravelly sand, little or no fines SOILS >12%-#200 SM Silty sand,sand-silt mixtures >50%-#4 SC Clayey sand,sand-clay mixtures SILTS& FINORGANIC ML Inorganic silt and very fine sand, rock flour,silty or clayey fine sand 1 or clayey silt with slight plasticity FINE CLAYS CL Lean clay-low to medium plasticity,gravelly,sandy,or silty clay GRAINED LL< 50% ORGANIC OL Organic silt and organic silty clay of low plasticity SOILS SILTS& INORGANIC MH Elastic silt,micaceous or diatomaceous fine sand or silty soil. >50%-#200 CLAYS CH Fat clay-high plasticity LL>50% ORGANIC OH Organic clay-med.or high plasticity:organic silt HIGHLY ORGANIC SOILS PT Peat, humus,swamp soil with high organic content ABBREVIATIONS AND ACRONYMS ASTM American Society for Testing and Materials IBC International Building Code ISPWC Idaho Standard for Public Works Construction ITD Idaho Transportation Department NP Non Plastic PCC Portland Cement Concrete TP Test Pit USCS Unified Soil Classification System cf Pounds per Cubic Foot psf Pounds per Square Foot tsf Tons per Square Foot psf/f I Pounds per Square Foot / Foot 208-440-6276 * bjarnoldpe@msn.com ( 13) Post Office Box 190537 * Boise, Idaho 83719 SITE CONSULTING, LLC WELL LOGS Form 239.7 STATE OF IDAHO USE TYPEWRITER OR IV91 DEPARTMENT OF WATER RESOURCES OALLPOINT PEN WELL DRILLER'S REPORT State law requires that this report be filed with the Director,Department of Water Resources within 30 flays after the completion or abandonment of the well. 1.WELL OWNER 7. WATER LEVEL Name Static water level_._Jh feel below land surtace. Address Flowing? ❑ Yes 13'No G.P.M.flow Artesian closed-in pressure p.s.i. Drilling Permit N0. - - Controlled by: ❑ Valve Ll Cap ❑ Plug Temperature--F. Duality Water Right Permit No. ov«;ee:rtasan wtamperalwe zwree rer. 2.NATURE OF WORK 8, WELL TEST DATA G'New well ❑ Deepened C Replacement 13 Pump ❑ Sailer Air ❑ Other ❑ Well diameter increase ❑ Modification ❑ Abandoned{describe abandonment or modhcetlon procedures DrsFmrgr 0.P.M. PampMq feral tfaurs Pumped ON such as liners,screen,matey als,plug depths,etc In iithologic O log,section 9.) 3. PROPOSED USE r1 Z/ m ❑Daestic irrigation ❑ Monitor S. LITKOLOGIC LOG 080096 M InduatriM ❑ Stock ❑ Wasta Disposal or Injection gore De lit Water La Other (specify type) Dram.From To Material Yes No ,ter' v a, METHOD DRILLED Wr-flotary Fair ❑ Auger ❑ Reverse rotary ❑ Cable ❑ Mud ❑ Other (baekhoe,hydrautic,air r' IV Q fo roWn) R v 5.WELL CONSTRUCTION br" lU/J ••� Casing scheduler lr'6eel D Concrete ❑ Other Thlctn6 53 Diameter From To -6 w r✓ inches--4 _Inches +_(_feet Z:L feet inches inches feel feet inches inches toot feel Was casing drive shoe used? E'Yes ❑ No Was a packer or seal used? U Yes R1 No Perforated? ❑ Yes W?140 L How perforated? ❑ Factory ❑ Knife ❑Torch ❑ Gun Size of pedoralion?—inches by inches Nember From Ta "���; ,� perfaratlons feet feet perforations feat teat perforations feet feet �f Weli screen installed? ❑Yes f9�No Manufacture[ Type Tap Packer or Heacil - Bottom of Tailpipe Diameter T,Slot size Bel from test to^IaR - Ola met er—slat all_Set from,feet to_feel - '"r• Gravel packed? ❑ Yes Yd^No El Size of gravel Placed from feet to feel Surface seal deptha Material used in seal: ❑Cement grout Ivr Benlonite ❑ Puddling clay ❑ L'War& Sealing procedure used: ❑ Slurry pit i° f,inn ❑ Temp.surface casing P..✓bverbore to seat depth Method of joining casing: C, Threaded tWWelded L) solvent Weld ❑ Cemented between strata 10 Describe access port Work started -1�-`�? _finished �✓-j!' Z s. LOCATION OF WELL /��'i/s� 11. DRILLER'$CERTIFICATION Sketch map Iocetiun must agree with w p ltll1+�y Il certify that all minimum well construction standards were N r/1 L r/1 complied with at the time the rig was removed. Subdivision Name -�: � � �1 � Firm Name P� ©h(r�NS Firm Na-AI�'' AUG w c -;--�---'-- Address !t{S!V6.�9[, utflCaFiate Lai:No. Block No. s Signed by Drilling Supervis County and j N � �.. E ❑� (Operator) r zaz.gal.Sec. ,T. S ❑ R.-L-- W (If difl than the Odlfing Supervisor} USE ADDITIONAL SHEETS IF NPCeSSARY-FORWARD THE WHITE COPY TO THE DEPARTMENT 208-440-6276 * bjarnoldpe@msn.com ( 14) Post Office Box 190537 * Boise, Idaho 83719 SITE CONSULTING, LLC uSETYP WHITER-, state oho ([( e'ALL ROYN7 PEN Department of Water Administration if.l7i! WELL DRILLER'S REPORT 5" Statelaw requires that this reportbe filed with the Director,DepartmentofWeter Adrn.....tion days after the completion or abandonment of the well. 1.WELL OWNER 7.WATER LEVEL Name - ._.._ Static water level_Z,7 ,feet below land surface Plowing? f]yes )(No G,P.M,flow Addres_ ice _ Temperatures F, Ouality_ Artesian closed In pressure ps.i. Owner' Permit No. Controlled by ❑Valve ❑Cap 0 Plug 2,NATO E OF WOR1S 8.WELL TEST DATA ,IK New well ❑Deepened ❑Replacement W.'ump ❑80er ❑Other G'P.M. Drew Downrp Noun PumP.d Q Atlangoned(describe method of abandoning) Did,. 3.PROPOSED USE iK Oomes,ic ❑I"Ic"hon ❑ Tact ❑ OlhertsPmify typl 0:38280 9.LITHOLOGIC LOG ❑ Munwipd ❑InAgrrld 0 Stuck ❑ riosfe Di epoad or N.I. 0-h M.mrur W.— M1-Aim Dann. From To Ve. No 4.METH ..REELED v Cable C Ratory ❑Dug ❑Other - 5.WELL CONSTRUCTION Oiameter of hole inch Total depth-'`^'f—feet W7, All sing schedule: � es teel O Concrete Thidrness �'15� DI.m.tar From Tn inches -.�_ inches +--a`feet _jn(�face irdtes inches feet _feet inches inches _.__feet ,feat inches inches feet fast inches inches _..._-_ feet _feet Was a packer or seal uaed7 ❑Yes No Perforated? ❑Yes �No How perforated? ❑Factory C]Knite 0 Torch Size gfperforation ,__m__ lnchesby_ inches Numb. Frem To parfnretioha feat _ feet Perforations feet feet perforations feat Well screen imtellod? ❑Yes i.No Manufacturer's name Type...__ Model No. Diameter_Slat sire_Set from feet to feet D'ramster,.$Yet sits Setfmm featto feet Grave!pecked? ❑Yes X No Size of gravel Placed from ��rr feat to fe �� at Surko..I depfh�y�Mat.tiat used in—1 Qe. WooCement Wo ❑ ri Puddling cloy Well t,thrgs Sealing wocedure need ❑alum pit ❑Topipainvy wtor I—miI C.I d p wik pit' / ❑erect w er. fo a doped 8.LOCATI NOF WELL 1a. Work started—&-4 r�tinished h ap location must agree with written location. N " . It DRILLERS CERTIFICATION f� l S�l1LA/C �/Yl� __ 9ehdi.Nnn Nam. Firm Nano �•�Cir.�i�N W � J �F Let No. Bleok fb. �s D C 81Pred by SFlrm Orfloalf County �iy2-�d _ j USE ADDITIONAL SHEETED IF NECESSAA- .. FOR' r. -E WHITE COPY TO THE DEPARTMENT 208-440-6276 * bjarnoldpe@msn.com ( 15) Post Office Box 190537 * Boise, Idaho 83719 SITE CONSULTING, LLC DESIGN SECTION CALCULATIONS (ACHD R-Value Method) Project: Nursery Subdivision File No.: 17122-A Meridian, Idaho caic By: B.Arnold client: Jewett Date: 07/01/17 Design Thickness Equation: T = 0.0032 (TI) (100-R)(12) = GE (inches) T= Design Thickness TI = Traffic Index = 6 By Agency GE = Gravel Equivalent R = R-Value = 20 By Soils Test GE= 18.9 Inches ACHD ACP, 3/4" Road Base and Aggregate Subbase Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness = 2.5 Inches ACE= 5.0 Inches 3/4" Road Base Thickness Desired = 4.0 Inches RBE= 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE-ACE-RBE SB= 9.5 Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 2.5 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 10.0 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 2.5 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 10.0 inches R=20 is maximum R-Value used by SITE for ACHD subdivision design. 208-440-6276 * bjarnoldpe@msn.com ( 16) Post Office Box 190537 * Boise, Idaho 83719 SITE CONSULTING, LLC DESIGN SECTION CALCULATIONS (ACHD R-Value Method) Project: Nursery Subdivision File No.: 17122-A Meridian, Idaho Caic By: B.Arnold Client: Jewett Date: 07/01/17 Design Thickness Equation: T =0.0032 (TI) (100-R)(12) = GE (inches) T= Design Thickness TI = Traffic Index = 8 By Agency GE = Gravel Equivalent R = R-Value = 20 By Soils Test GE= 25.1 Inches ACHD ACP, 3/4" Road Base and Aggregate Subbase Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness = 3.0 Inches ACE=7 7.5 Inches 3/4" Road Base Thickness Desired = 4.0 Inches RBE= 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE-ACE-RBE SB= 13.2 Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 3.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 14.0 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 3.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 14.0 inches R=20 is maximum R-Value used by SITE for ACHD subdivision design. 208-440-6276 * bjarnoldpe@msn.com ( 17) Post Office Box 190537 * Boise, Idaho 83719 SITE CONSULTING, LLC Pavement Engineering Inc. • Redding•San Luis Obispo Caltrans=I AMRL/QC-GA RESISTANCE(R)VALUE TEST ASTM D 2844 Laboratory No.: L170355 Project No.: 170023 Sample Date: N1A Report Date: April 25,2017 Client: Site Consultina LLC Project Name: 2017 Laboratory Testing Sample Description: Brown Clayey Sand Sample Location: Nursery 100 90 80 70 — — 60 50 — — 40 30 W 20 — 10 0 800 700 600 500 400 300 200 100 0 Exudation Pressure (P.S.I.) #Resistance Value Test —300 P.S.I. Specimen No. 4 5 6 Moisture Content(%) 11.3 12.1 10.3 Dry Density(PCF) 120.8 119.9 121.2 Resistance Value R) 56 44 74 Exudation Pressure(PSI 247 124 584 Expansion Pressure 30 22 91 As Received Moisture Content % 11.3 RESISTANCE VALUE AT 300 P.S.I. 59 _..y A MR Reviewed By: Brandon Rodebaugh ";Hn:-P, Materials Engineer Nothing Follows 208-440-6276 * bjarnoldpe@msn.com ( 18) Post Office Box 190537 * Boise, Idaho 83719 SITE CONSULTING, LLC JLJ, Inc. December 7, 2017 James L. Jewett Page 1 of 2 167 East Whitespur Street File#17122-C Meridian, Idaho 83642 Re: Groundwater Research Nursery Subdivision 570 South Linder Road Meridian, Idaho Jim: As requested by Rock Solid Civil, your civil engineering consultant, in late July 2017, SITE re-installed two monitoring wells destroyed by your demolition/cleanup contractor. These are required for the ACHD groundwater monitoring program. In early November 2017, Sawtooth Land Surveying provided top of well casing elevations. The attached Groundwater Data Table has been modified to include these new elevations which also reflect repair work to well #1 & #2. These repairs included lengthening the casing and some minor filling around the wells during onsite demolition/cleanup activities. During onsite work activities it appears that well #2 was partially filled with dirt or sediment and does not appear to be responding to fluctuations in the groundwater elevation. Published readings for#1, #3, & #4 are assumed to be accurate. Based on available data, seasonal high groundwater occurred in early September 2017. We look forward to working with you and your design team during the 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, L �Eft r 208-440-6276 * bjarnoldpe@msn.com ( 1) Post Office Box 190537 * Boise, Idaho 83719 SITE CONSULTING, LLC GROUNDWATER DATA TABLE Well# #1 #2 #3 #4 Ground / Hub Elevation 2594.54 2596.67 2596.47 2598.50 Casing Height 1.80 1.65 5.43 3.83 Casing Elevation 2596.34 2598.32 2601.90 2602.33 4/21/2017 8.87 9.13 11.00 10.18 Elevation Reading Too Soon After Backfilling 5/4/2017 9.02 8.65 Gone Gone Elevation 2587.32 2589.67 6/2/2017 9.08 8.51 Gone Gone Elevation 2587.26 2589.81 7/1/2017 8.92 8.62 Gone Gone Elevation 2587.42 2589.70 7/10/2017 9.08 8.61 Gone Gone Elevation 2587.26 2589.71 7/25/2017 xxx xxx Reinstalled Reinstalled 8/5/2017 8.55 Dry @ 9.6 13.15 12.45 Elevation 2587.79 <2588.72 2588.75 2589.88 9/9/2017 8.19 Dry @ 9.6 12.99 12.30 Elevation 2588.15 <2588.72 2588.91 2590.03 9/28/2017 8.21 Dry @ 9.6 13.02 12.41 Elevation 2588.13 <2588.72 2588.88 2589.92 10/23/2017 1 8.73 1 Dry @ 9.6 13.45 1 12.91 Elevationj 2587.61 1 <2588.72 1 2588.45 2589.42 APPROXIMATE WELL LOCATIONS low . • d" -- . � Locations by Hand Held GPS plotted on Google Earth Aerial Photo 208-440-6276 * bjarnoldpe@msn.com (2) Post Office Box 190537 * Boise, Idaho 83719