Loading...
HomeMy WebLinkAboutWPO201400074 Assessment - Environmental 2014-07-23 SINCE FROEHLING & ROBERTSON, INC. r8,1z Engineering Stability Since 1881 6181 Rockfish Gap Turnpike Crozet,Virginia 22932-3330 T 434.823.5154 I F 434.823.4764 1881 F&R Record Number 71S0097 July 23, 2014 Riverside Village Properties, Inc. 200 Garrett Street Charlottesville,Virginia 22902 Attn: Mr. Chris Henry chenry@pbmcap.com Re: Riverside Village Albemarle County,Virginia Dear Mr. Henry: F&R has completed its subsurface exploration for the referenced project in general accordance with F&R Proposal No. 1571-0092G dated June 17, 2014, and the results are provided herein. F&R's understanding of the project was developed on the basis of email correspondence with Mr.Justin Shimp of Shimp Engineering, which included the"Final Site Development Plan for Riverside Village", by Shimp Engineering dated 5/1/14. Introduction We understand that a residential development is planned for the property, and that two underground detention facilities are planned. BMP West, located at the western of the site is planned to have an invert level at El 335, and BMP East at the eastern end of the site will have an invert level at El 340,which will result in excavations of up to 11 and 17 feet below existing grades. Topographically, the site gently slopes from El 380 in the northeast corner down to El 340 in the southwestern portion. The project site is located just to the south of the Elks Lodge & Pool, east of Stony Point Road and West of the Rivanna River, in Albemarle County,Virginia (see the attached Site Location Plan). The site was predominately covered with relatively dense trees and shrub undergrowth, but a significant portion was cleared and grubbed prior to F&R's mobilization. Exploration Procedures The exploration program was performed on July 10 and 11, 2014, and consisted of seven soil test borings designated B-1 through B-7, and three auger probe borings (i.e. no sampling) designated B-8 through B-10. The soil test borings were drilled to the planned termination depths varying between 10 feet and 20 feet below existing grades. The locations of the borings are shown on the attached Boring Location Plans (Drawings No. 2 & No. 3). The planned boring locations were determined by F&R and staked in the field by others using surveying techniques. Surface elevations at the boring locations were estimated to the nearest foot from the topography indicated on the provided site plans. In consideration of the methods used in their determination,the test boring locations shown on the attached boring location plan and the elevations shown on the boring logs should be considered approximate. Corporate HQ: 3015 Dumbarton Road Richmond,Virginia 23228 T 804.264.2701 F 804.264.1202 www.fandr.com VIRGINIA• NORTH CAROLINA• SOUTH CAROLINA• MARYLAND• DISTRICT OF COLUMBIA A Minority-Owned Business rtR The test borings were performed in accordance with generally accepted practice using a track-mounted CME- 55 rotary drill rig equipped with an automatic hammer. Our drill crew conducted standard penetration testing and representative split-spoon soil sampling at pre-selected depth intervals in general accordance with ASTM D 1586. Subsurface water level readings were taken in each of the borings immediately upon completion of the drilling process. Upon completion of drilling, the boreholes were backfilled with auger cuttings (soil). Periodic observation of the boreholes should be performed to monitor subsidence at the ground surface, as the borehole backfill could settle over time. A further explanation of standard test boring methods is attached. Representative portions of the split-spoon soil samples obtained throughout the exploration program were placed in glass jars and transported to our laboratory. In the laboratory,the soil samples were evaluated by a member of our engineering staff in general accordance with techniques outlined in the visual-manual identification procedure (ASTM D 2488). Soils sampled from the approximate invert levels of the detention facilities were classified in accordance with the USDA Textural Triangle. The soil descriptions and classifications discussed in this report and shown on the attached Boring Logs are based on visual observation and should be considered approximate. Exploration Results Below the existing ground surface, the borings generally encountered residual soils and soft weathered rock. Residual Soils, formed by the in-place weathering of the parent rock, were encountered at the surface and extended to the boring termination depths or until encountering soft weathered rock. These residual soils were generally described as SILT (ML), and elastic SILT (MH), with varying amounts of sand, silty SAND (SM), clayey SAND (SC), and clayey GRAVEL (GC). The sampled residual soils were reddish brown, light brown, brown, and tan, in color, with water contents visually characterized as moist. The Standard Penetration Test values (N-Values) in the residual soils ranged from 8 bpf to 100+bpf. Soft weathered rock (SWR) is a transitional material between soil and rock which contains the relic structure of the rock with very hard consistencies or very dense densities. SWR materials were encountered in borings B-6 and B-7, at depths of 8.5 ft below existing grades and extended to the boring termination depths. When sampled,the SWR became a silty SAND (SM) and silty GRAVEL(GM). Sampled SWR materials were brown and tan,with water contents visually characterized as moist. SPT values in SWR ranged from 50/5"to 50/1" Infiltration Field infiltration testing was conducted in seven tests holes designated I-1 through 1-7. Infiltration test wells were installed at approximately 5 ft offsets from their corresponding test boring location. The test holes were drilled to the bottom of the planned infiltration facilities and cased with 4-inch diameter solid PVC pipe. The cased boreholes were soaked with water to a depth of 2 feet for 24 hours. After this presoaking period water was added as necessary to the cased borehole to re-establish a depth of 2 feet. Water level readings were taken every 30 minutes for 4 hours, and the infiltration rate is reported as the average rate of water drop over the period of the test(inches per hour). Riverside Village Properties,Inc. Riverside Village—Albemarle County, Virginia 7150097 2 July 23,2014 rtR Typically, in Virginia, the infiltration potential of the soils is evaluated using the Virginia Department of Conservation and Recreation (DCR) Standard General Infiltration Practices. According to DCR requirements, infiltration is only permissible where infiltration rates exceed 0.52 inches per hour, and groundwater or an impermeable layer is not located within 2 to 4 feet of the planned bottom of the facility. The infiltration rate can be determined from field testing and estimated empirically from USDA soil classification. Infiltration is generally not acceptable in fill soils. Infiltration testing was conducted at locations offset approximately 5 feet from each corresponding boring location at the depths ranging from 5 feet to 17 feet below existing grades. The results of the infiltration testing, along with the USDA soil classification and the empirical infiltration rate, are included in the table below: Approx. Infiltration Boring Average Rate USDA Soil Empirical Rate Location Test Test Result Number (inches/hour) Classification (inches/hour) Elevation (inches/hour) -1 335 0.45 -- -- BMP West 1-2 335 0.9 0 74 loam 0.52 1-3 335 1.2 -- -- 1-4 335 0.39 silt loam 0.27 1-5 340 0.42 loam 0.52 BMP East 1-6 340 0.3 0.44 silt loam 0.27 1-7 340 0.6 -- -- In general, the field infiltration rates indicate slightly higher infiltration rates than the empirical rates established by USDA based on soil classification. However,the empirical was found to be higher than the field rate in 1-5. It is our opinion that the field test provides a more accurate representation of the soils infiltration capacity, however, we note that seasonal weather conditions may also influence the rates recorded in the field. The average infiltration rate for BMP West shown above does exceed the minimum acceptable rate for infiltration; however,the average infiltration rate for BMP East does not. In addition, the boring logs indicate that BMP East would be set in soft weathered rock materials. Based on the foregoing, infiltration practices are considered feasible at the locations and elevations tested for BMP West but not for BMP East. Excavation Conditions Auger refusal materials were not encountered in any of the soil test borings, nor the auger probe borings. Soft weathered rock was encountered in test borings B-6 and B-7, above planned excavations levels at depths of 8.5 ft below existing grades. F&R notes that the profile of the bedrock surface can be highly irregular,and that bedrock could be encountered at higher elevations between test boring locations. Therefore, difficult excavation conditions should be expected near the aforementioned boring locations and in the deeper cut areas. Riverside Village Properties,Inc. Riverside Village—Albemarle County, Virginia 7150097 3 July23,2014 rtiz In mass excavations for general sitework, hard or dense soils (soils with standard penetration resistances of 30 or more blows per foot) can usually be removed by ripping with a single-tooth ripper attached to a large crawler tractor or by breaking it out with a tracked excavator or large front-end loader. However, we note that while ripping and/or breaking out with large tracked equipment might be possible, it may be time prohibitive for deep mass excavations. We do not expect that blasting will be needed. In confined excavations such as foundations, utility trenches, etc., removal of partially weathered rock typically requires use of large backhoes, pneumatic spades,or the use of expansive grouts. The gradation of the material removed by ripping is typically erratic, making it unsuitable for use as structural fill. The definition of rock can be a source of conflict during construction. The following definitions have been incorporated into specifications on other projects and are provided for your general guidance: GENERAL EXCAVATION: Rip Rock- Any material that cannot be removed by scrapers, loaders, pans, dozers, or graders; and requires the use of a single-tooth ripper mounted on a crawler tractor having a minimum draw bar pull rated at not less than 56,000 pounds. Blast Rock- Any material which cannot be excavated with a single-tooth ripper mounted on a crawler tractor having a minimum draw bar pull rated at not less than 56,000 pounds (Caterpillar D-8K or equivalent) or by a Caterpillar 977 front-end loader or equivalent; and occupying an original volume of at least one(1)cubic yard. TRENCH EXCAVATION: Blast Rock- Any material which cannot be excavated with a backhoe having a bucket curling force rated at not less than 25,700 pounds (Caterpillar Model 225 or equivalent), and occupying an original volume of at least one-half(1/2)cubic yard. Structural Fill Placement and Compaction Fill materials may consist of the non-organic on-site soils, or an off-site borrow having a classification of CL or more granular, as defined by the Unified Soil Classification System. Other materials may be suitable for use as controlled structural fill material and should be individually evaluated by the geotechnical engineer. Controlled structural fill should be free of boulders, organic matter, debris, or other deleterious materials and should have a maximum particle size of no greater than 4 inches, and a maximum dry density of at least 90 pounds per cubic foot. Based on our visual classifications and the laboratory testing, we anticipate that the on-site soils should serve satisfactorily as fill provided that the moisture contents can be maintained within acceptable limits. The on- site soils are considered moisture sensitive and may be difficult to work with when they are wet of the optimum moisture content. F&R's visual observations of the soils and laboratory results indicate that the some of the samples were above their optimum water contents, while others were below the optimum water content. Therefore,some wetting or drying of the on-site soils should be anticipated. Riverside Village Properties,Inc. Riverside Village—Albemarle County, Virginia 7150097 4 July 23,2014 fotR Predicated on the boring and visual classification results, and the recommendations provided above,the best time for construction of the structural fills and compacted subgrades would be during the warmer, drier months of the year, such as from late April through early October. During this time frame,on-site soils that are wet of optimum can usually be dried to near optimum levels with relatively little effort. If grading is performed during the colder,wetter months of the year,such as late October through early April,and suitable dry materials are not available on site,then off-site drier borrow sources will likely be necessary. The fill should be placed in horizontal lifts,8 inches in loose thickness,and compacted to at least 95 percent of the maximum dry density as determined by the Standard Proctor compaction test (ASTM D 698). Where portable compaction equipment is used,such as utility trenches,the lift thickness may need to be reduced to 4 inches to achieve the required degree of compaction. Excessively wet or dry soils should not be used as fill materials without proper drying or wetting. A moisture content range of plus or minus 3 percentage points from the optimum moisture of the fill material is recommended. We recommend that the contractor have equipment on site during earthwork for both drying and wetting of fill soils. Where construction traffic or weather has disturbed the subgrade, the upper 8 inches of soils intended for structural support should be scarified and re-compacted. We appreciate the opportunity to work with you on this project. If you have any further questions concerning this letter,or need to discuss this project,please contact us. Respectfully yours, FROE ' • RTSON,INC. I���1.'TN©p1#40 ss�-- BRENDAN L. QUIRK Lk.No.050602 Afr 7-7-S-ill �l4NALtrO° Brendan L.Quirk,PE Clyde A.Simmons III,PE Geotechnical Engineer Senior Geotechnical Engineer Attachments: Standard Test Boring Methods Key to Boring Log Soil Classification Unified Soil Classification System Site Location Plan Boring Location Plans Lab Test Results Boring Logs Subsurface Profiles Riverside Village Properties,Inc. Riverside Village-Albemarle County,Virginia 7150097 5 July 23,2014 SINCE F8C� 1881 STANDARD TEST BORING METHODS The test borings were performed in accordance with generally accepted practice using a CME-55 rotary drill rig. Hollow-stem augers were advanced to pre-selected depths, the center plug was removed, and representative soil samples were recovered with a standard split-spoon sampler (1.375 in. ID, 2.0 in. OD) in general accordance with ASTM D 1586, the Standard Penetration Test. In this test, a weight of 140 pounds is freely dropped from a height of 30 inches to drive the sampler into the soil. The number of blows required to drive the sampler three consecutive 6-inch increments is recorded, and the blows of the last two increments are added to obtain the Standard Penetration Resistance (N-value). The N-value is a measure of in-situ soil conditions and has been correlated with certain engineering properties of soils. In some soils it is not always practical to drive a split-spoon sampler the full three consecutive 6- inch increments. Whenever more than fifty blows are required to drive the sampler over a 6-inch increment, or the sampler is observed not to penetrate after ten blows, the condition is called split-spoon refusal. Split-spoon refusal conditions may occur because of obstructions or because the earth materials being tested are very dense or very hard. When split-spoon refusal occurs, often little or no sample is recovered. The SPT N-value for split-spoon refusal conditions is typically estimated as greater than 100 blows per foot (bpf). Where the sampler is observed not to penetrate after 10 blows, the N-value is reported as 10/0. Otherwise, the depth of penetration after 50 blows is reported in inches, i.e. 50/5, 50/2, etc. The test borings were advanced through the soil overburden by soil drilling procedures to planned boring termination depths or to auger refusal, whichever occurred first. Water level readings were taken in the borings immediately upon completion, and the holes were backfilled with auger cuttings. Representative portions of the split-spoon soil samples obtained throughout the exploration program were placed in glass jars and transported to our laboratory. In the laboratory, the soil samples were evaluated by a member of our professional staff in general accordance with techniques outlined in the visual-manual identification procedure (ASTM D 2488) and the Unified Soil Classification System. The soil descriptions and classifications discussed in this report and shown on the attached boring logs are based on visual observation and should be considered approximate. Split-spoon soil samples recovered on this project will be stored at F&R's office for a period of sixty days. After sixty days, the samples will be discarded unless prior notification is provided to us in writing. rtiz KEY TO BORING LOG SOIL CLASSIFICATION Particle Size and Proportion Verbal descriptions are assigned to each soil sample or stratum based on estimates of the particle size of each component of the soil and the percentage of each component of the soil. Particle Size Proportion Descriptive Terms Descriptive Terms Soil Component Particle Size Component Term Percentage Boulder > 12 inch Major Uppercase Letters >50% Cobble 3 — 12 inch (e.g., SAND, CLAY) Gravel-Coarse 3 - 3 inch -Fine #4—3 inch Secondary Adjective 20%-50% Sand-Coarse #10 -#4 (e.g. sandy, clayey) -Medium #40 -#10 -Fine #200 -#40 Minor Some 15%-25% Silt(non-cohesive) <#200 Little 5%-15% Clay (cohesive) <#200 Trace 0%-5% Notes: 1.Particle size is designated by U.S. Standard Sieve Sizes 2. Because of the small size of the split spoon sampler relative to the size of gravel, the true percentage of gravel may not be accurately estimated. Density or Consistency The standard penetration resistance values (N-values are used to describe the density of coarse-grained soils (GRAVEL, SAND) or the consistency of fine-grained soils (SILT, CLAY). Sandy silts of very low plasticity may be assigned a density instead of a consistency. DENSITY CONSISTENCY Term N-Value Term N-Value Very Loose 0—4 Very Soft 0— 1 Loose 5 — 10 Soft 2—4 Medium-Dense 11 —30 Medium Stiff 5 —8 Dense 31 — 50 Stiff 9— 15 Very Dense > 50 Very Stiff 16—30 Hard >30 Notes: 1. The N-value is the number of blows of a 140 lb.hammer freely falling 30 inches required to drive a standard split- spoon sampler(2.0 in.O.D., 1-3/8 in.I.D.) 12 inches into the soil after properly seating the sampler 6 inches. 2. When encountered, gravel may increase the N-value of the standard penetration test and may not accurately represent the in-situ density or consistency of the soil sampled. rsip UNIFIED SOIL CLASSIFICATION SYSTEM(ASTM D-2487) Major Divisions Group Typical Names Laboratory Classification Criteria Symbols ,- GW -2-Well-graded gravels, gravel-sand C,,--D60/D10 greater than 4; w mixtures,little or no fines C (D3o)/(D,ox D60)between 1 and 3 .N ro o E C WC1 C O v �tl p a O a °' °' Poorly graded gravels, gravel- so.^.� w „ U GP g o v Not meeting all gradation requirements for GW N y U > sand mixtures,little or no fines to y N U U 1. Q cr c, w• ° z GM Silty gravels, gravel-sand-silt v „° N Atterberg limits below"A" N - w mixtures • line or PI less than 4 Above "A" line with PI Z 5 y °cn cn 3 8 o i, between 4 and 7 are border- .22... g a = a; c line cases requiring use of o d¢ o GC Clayey gravels, gravel-sand-clay .c in .d Atterberg limits below"A" dual symbols -d Iu mixtures ro o 2 o• line or PI greater than 7 c ' bb o C7 C7 C1 2m EN b A.4 o 6 I SW Well-graded sands, gravelly ',T) C,D6„/D,o greater than 6; 0 0 sands,little or no fines V. -8 C�(Doo)/(D,ox 1)60)between 1 and 3 U to>r O N y C _ 'O d O UN O is Ts gi N j °' Poorly graded sands, gravelly ° z SP c Not meeting all gradation requirements for SW g o v " sands,little or no fines , .o 0 • 0,° 6 � 0 N 0 - Y c ; 0 SM Silty sands,sand-silt mixtures c o ,��, Atterberg limits above"A" w w w „ a ❑ line or PI less than 4 Above "A" line with PI 5'8 o a 0 . °^ N between 4 and 7 are border- . . ti . c F 5 i a. line cases requiring use of . o SC Clayey sands,sand-clay mixtures N h - Atterberg limits above"A" dual symbols v N „ Ed „ o °• line or PI greater than 7 Q a. U a 2 V( Inorganic silts and very fine o cn ML sands, rock flour, silty or clayey Plasticity Chart g fine sands, or clayey silts with 60 - �,Y slight plasticity • 01 - Inorganic clays of low to medium °o6 g .0 CL plasticity, gravelly clays, sandy 50 N clays,silty clays,lean clays o rn v CH z a v OL Organic silts and organic silty a 40 N 6 clays of low plasticity o 8 S ,, E ° Inorganic silts, micaceous or 30 \`�?• H 6 MH diatomaceous fine sandy or silty ti rP on'a soils,elastic silts a MH&OH °� 20 N U a H g m CH Inorganic clays of high plasticity, CL 5 fat clays (n 10 - OH Organic clays of medium to high el---ME ML& plasticity OL 2 0 0 / I a 0 10 20 30 40 50 60 70 80 90 100 .,,'o Liquid Limit,LL 'cb 2 Pt Peat and other highly organic soils en `o WI 0 ■.D- , ',..,,,#, 4 ' lbw ' Ma, ,,•,,,,,■04.1*.;,--,1111i00411)1F:\„,..,,,,-r.4..„ , „. ...... f 410,', , , r ' .- . 0*. I f \ .,. 'i cusi'oRovt AIL ' / if , dr* k,,,,_...s 4-* --- , t-, -xt. .4,,t.- * * 'It' . , „cto 7.3•444 '' (! ) - ' 1•• '* - r ( . . 4. 416 t \ „.,,,i• -....., , 4,,..,,, • ESts'Lod, ,l''' si- ,* ' "'s ' ° A • ta - , -) N, ) - / '''' Alli*ilibm'''''' 'P.)4%.• . r."'''' --.0.°rA". ' 4' " ''' ' ''It, ' ' ' v a I. "4 . , ' WOW ''' *4 111.41/10H4114PAIW 's '"4..,i , ' -N I '' Ali' .. jj %N., ■ , wAl„,„‘t. , , iii„. ) 4,,,r $ '"....:tvz, -i.../ e I) AL-0 K .....,40** -:";yr ..*, -;.::,.'e 111, , ' , ■ .,_ s„,10,,.1%;4..„ 0 1,:i. /. c 0, 4 '1:,,, 40,.::,- vit. , * ; . . „gig •Ito: ,.., k -,•'•00110110..1!1... .1. ilk: ..,,-;, •-• . ,''' ' ' To %, rImes Perk ir..- .........„ . ' ' \ -.wow.. FROEHLING & ROBERTSON, INC. Site Location Plan fEngineering Stability Since 1881 Client: Riverside Village Properties, Inc. -'8,R 6181 Rockfish Gap Turnpike Project: Riverside Village Crozet,Virginia 22932-3330 F&R Project No. 71S0097 T434.823.5154 I F 434.823.4764 Date:July, 2014 Scale: No Scale Drawing No.: 1 49L4'£Z8'b£4 J I tSTS'£Z8'b£41 ,09=„T ale3 I 4TOZ'AInf :a;ed Z£6ZZ VA'laza0'alldwnl deg 4sl3I3o!!T8T9 ) L600STL :'oN ualoid H'Sd z° N r T88I a3uis f;lllgv;5 6uuaaui6u3 a8epin aplsianly:130xid 3 1 N I `N O 81213 9132! '5' 9 N I'1 H 3 O 21A 'lu1'salvadoid a8epin aplsianly :;uan o ueid uoge3o-NuUo8 � ay `` ` -• -7 a 4 ♦t.ts• I i� - a t� 1 ■ I ■ • _ / W_.._ — '1 1 ♦ I ♦ to ♦,� ' 1 j MI ' k ,r.' �r f a rt* 10 ),I \ � —--—--—I-1 11''1 it „ --.: � i t fC z.y ��' I '� !e �. �. 1 - W ? ..., �i Elli: ',;;. , : .. 11 MI __ -----I— 1 ,r: ________=_ , i,'.4 . i , , .e 1 111 V F1, E� It 7- _ y, v r r i � II 1.. �- 1. �. + °1 / , / .7.i_ ��r; ' . k °° • ..�A,_ . p .A.SY:'deYVw ',.-1...h,-,,,-,,,,. �j f ` Y E dL ' •-=--—'il I V9Lff£Z8't'£b A I t+STS'£Z8'b£b 1 0L=„T aIe3$ 4TOZ'hlnf :area Z£6ZZ VA'aza0'a)lidwni deg ysippo8 1819 L600STL :•13N Palad H8 21Vd g 48) z T88L a3ulg fmqu;s 6upaauJ5u3 a2epiA apisiani8:palid A M 3 'DUI'saivadad a2epiA ap!sJania :quail) o 3NI `NOS1t139Ot1 '9 ONI'1H3Ot1A ueid uoi;e3o-Nu!Jog agoid JaNnd __.....0••••( ,y......0.:gorettl"' u7R ......„ , , -, ,t '7: _ `i °`--_ t ii 1 `�i `fie.. v\j / J/ pp 9 - o rJJ Jr/ i G ( i5 R i ; _ R eg � 0 9�` i \ O iI iS , // Jr r/Jr r/ /J k /J i I ■ , r O 1} / ;--,..1.11::-.- _ // /• 1l 4 J / \ r £F __ i` ----- 0 GRAIN SIZE DISTRIBUTION REPORT cS s s 'A a CD 0 a a 100 - ♦ * ♦ , 90 1 1 80 70 i I w 60 . I I z 50 w CC 40 w a. 30 I I I I I I I I I I I I 20 10 • 0 1 100 10 1 0.1 0.01 0.001 GRAIN SIZE(mm) %GRAVEL %SAND %SILT %CLAY 6.5 29.3 47.1 17.1 SIEVE PERCENT SPEC PASS? Soil Description SIZE FINER PERCENT (X=NO) Grayish brown, sandy SILT with little gravel 1 1/2 in 100.0 1 in 100.0 Atterberq Limits 3/4 in 100.0 LL= 35 PL= 27 PI= 8 1/2 in 100.0 3/8 in 96.8 #4 93.5 Coefficients #8 90.4 D85= 1.052 D60= 0.058 D50= 0.033 #10 89.2 D30= 0.011 D15= 0.004 D10= 0.002 #16 85.9 Cu= 29.47 Cc= 1.07 #30 80.4 #40 77.8 #50 75.3 Classification #100 69.5 USCS= ML AASHTO= #200 64.2 Remarks Moisture Content= 19.2 % Specific Gravity= Sample No.: 2537 Date: 7/21/14 Location: B-2 Elev/Depth: 8.5'-10' SINCE Client: Riverside Village Properties, Inc. FA c P Froehling and Project: Riverside Village at Pantops � o Robertson, Inc. Location: Albemarle County 1881 Project No.: 71S0097 l 00A 90 `VA AVAVA 80 ,r � AVAWAYA , 70 ATII ►�''�AYAYA , �, 4\° ATV YAVA �- ,i P AVATAVAT CV 64.- sand r .� V og Adak 40 clay ♦il�►����' A AVAT N silty VAVA Av clay loam 30` sandy wAwawigwAwivm, clay loam �•�•��.�.s���►•�._.�.aa A \ wi AYA AN I il 10 Ala y sandy ♦� f ,i�fI,�V loam -�� �°Aw =WA sand l� /RAT•,�►� ,���YA� VA -• Sand Separate, % Location Depth %Sand %Silt %Clay USDA Classification B-2 8.5-10 ft 35.8 47.1 17.1 LOAM FROEHLING 8c ROBERTSON, INC. USDA Textural Triangle f Engineering Stability Since 1881 Client: Riverside Village Properties, Inc. 6181 Rockfish Gap Turnpike Project: Riverside Village Crozet,Virginia 22932-3330 F&R Project No. 71S0097 7434.823.5154 I F 434.823.4764 Date: July, 2014 Drawing No.:4 GRAIN SIZE DISTRIBUTION REPORT 100 90 80 +' ' 70 • • z 60 . U. F" 50 w c) Ce 40 w a 30 I I I I I I I I I I I I 1 1 1 I 20 I 1 10 0 a . . • y . . • . _ . • _ _ 100 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) %GRAVEL %SAND %SILT %CLAY 1.2 16.7 66.4 15.8 SIEVE PERCENT SPEC PASS? Soil Description SIZE FINER PERCENT (X=NO) Grayish brown, SILT with some sand and trace gravel 1 1/2 in 100.0 1 in 100.0 Atterberq Limits 3/4 in 100.0 LL= 38 PL= 33 P1= 5 1/2 in 100.0 3/8 in 100.0 #4 98.8 Coefficients #8 98.4 D85= 0.105 D60= 0.029 D50= 0.023 #10 98.4 D30= 0.011 D15= 0.005 D10= 0.003 #16 97.9 Cu= 10.46 Cc= 1.47 #30 95.7 #40 94.0 #50 92.5 Classification #100 87.9 USCS= ML AASHTO= #200 82.1 Remarks Moisture Content= 22.3 % Specific Gravity= Sample No.: 2537 Date: 7/21/14 Location: B-4 Elev/Depth: 5'-6.5' SINCE Client: Riverside Village Properties, Inc. Fsc P F roe h l i n g and Project: Riverside Village Robertson, Inc. Location: Albemarle County 1 8 81 _Project No.: 71S0097 100A 90 ♦YA �o A .sue s I►�A, A �o 70 AAA�•�� �► ' �, ��� tr ��.�r • t f. g A o 5U A�`��������,.`��►�silt co gr C,�' sandy -, `► t clay - io 40A clay ` V r . v silt -`- clay loam A, lay loam ♦ 'o 30A sandy -AVAWAWAWAWA� _ NA -.`clay loam ` .■•`•lirr AWi%`�A. ct 20 AVAWAWAWAVA'S 1 oam AWAWAWtwlfW IN MMIFYAMikVaiiiiiilYiNiKVVVANDYANWIFVF Ai/ 91" sandy ��I��L���`�`� 1°1VA 7,�AA cr 10-�• loamy loam--'`■�� ��2,��1F sand er sand����������`���, i�`ir �A ' f--- Sand Separate, % Location Depth %Sand %Silt %Clay USDA Classification B-4 5-6.5 ft 17.9 66.4 15.8 Silt LOAM FROEHLING & ROBERTSON, INC. USDA Textural Triangle f 8 Engineering Stability Since 1881 Client: Riverside Village Properties, Inc. 6181 Rockfish Gap Turnpike Project: Riverside Village Crozet,Virginia 22932-3330 F&R Project No. 71S0097 T 434.823.5154 I F 434.823.4764 Date: July, 2014 Drawing No.: 5 GRAIN SIZE DISTRIBUTION REPORT 100 iiiiiiI1 I1!! Ifl IIIiIi _ 1111111 IIII.7 90 ill 80 , , 70 , z 60 Li z 50 w U CC 40 w a 30 - 20 \ 10 0 . . . . . 100 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) %GRAVEL %SAND %SILT %CLAY 8.8 41.2 35.4 14.6 SIEVE PERCENT SPEC PASS? Soil Description SIZE FINER PERCENT (X=NO) Grayish brown, silty SAND with little gravel 1 1/2 in 100.0 1 in 100.0 Atterberp Limits 3/4 in 100.0 LL= 37 PL= 30 P1= 7 1/2 in 100.0 3/8 in 96.3 #4 91.2 Coefficients #8 84.2 DS5= 2.551 Deo= 0.186 D50= 0.074 #10 82.4 D30= 0.013 D15= 0.005 D10= 0.003 #16 77.9 Cu= 55.03 C, 0.28 #30 72.4 #40 68.8 #50 65.5 Classification #100 57.4 USCS= SM AASHTO= #200 50.0 Remarks Moisture Content= 20.2 % Specific Gravity= Sample No.: B-5 Date: 7/21/14 Location: B-5 Elev/Depth: 13.5'-15' SINCE Client: Riverside Village Properties, Inc. F&, Froehling and Project: Riverside Village Robertson, Inc. Location: Albemarle County Project No.: 71S0097 l 00A 90 AVA ~fl A so A ` 'N5 , VA �c, 70 A��'�`�A��rA 0 A''1IYAM! A t fir Att ��� �r��L��r�r�r��I/��� a�'� g:4 50 WAWA silty g 4(} sclaI`����►����VA clay A �o �► k 7MT/A My silty ,�o c • 30 sandy r�' WA��.WAW W clay loam A clay loam ��.•�•�aa•�•�•�•��•�► 20 ilk A4AfAT mV�-�'�-�•�w��A � AA����A�Il''�r�►.AV AYA!A r�rA o 10 =�&WAY san •y MAMLIP�����% Y�T�.� c ��• loamy, loam����I�i������������� A sand sand �� �VAI VA X00 �0 �0 '0 �0 �0 p0 �0 r) .0'�0 ♦-- Sand Separate, % Location _ Depth %Sand %Silt %Clay USDA Classification B-5 13.5-15 ft 50.0 35.4 14.6 LOAM FROEHLING Sc ROBERTSON, INC. USDA Textural Triangle rt Engineering Stability Since 1881 Client: Riverside Village Properties,Inc. R 6181 Rockfish Gap Turnpike Project: Riverside Village Crozet,Virginia 22932-3330 F&R Project No.7150097 T 434.823.5154 I F 434.823.4764 Date: July, 2014 Drawing No.: 6 GRAIN SIZE DISTRIBUTION REPORT \ C C C 8 a w 48 100 90 80 •' • • • • • • • 70 . . Y • •• I 60 . , . U- 5 0 w q: 40 w a- 30 1 t I I 1 I 1 1 20 10 0 • .1 100 10 1 0.1 0.01 0.001 GRAIN SIZE (mm) %GRAVEL %SAND %SILT %CLAY 0.0 29.5 58.0 12.5 SIEVE PERCENT SPEC PASS? Soil Description SIZE FINER PERCENT (X=NO) Grayish brown, sandy SILT 1 1/2 in 100.0 1 in 100.0 Atterberq Limits 3/4 in 100.0 LL= 35 PL= 30 PI= 5 1/2 in 100.0 3/8 in 100.0 #4 100.0 Coefficients #8 99.8 D85= 0.228 D60= 0.048 D50= 0.032 #10 99.4 D30= 0.013 D15= 0.006 D10= 0.004 #16 98.0 Cu= 11.51 Cc= 0.78 #30 93.7 #40 91.1 #50 88.1 Classification #100 80.3 USCS= ML AASHTO= #200 70.5 Remarks Moisture Content= 17.1 % Specific Gravity= Sample No.: B-6 Date: 7/21/14 Location: B-6 Elev/Depth: 13.5'-15' SINCE Client: Riverside Village Properties, Inc. F& • Froehling and Project: Riverside Village Robertson, Inc. Location: Albemarle County 1881 Project No.: 71S0097 1OQ- 90 AVA ~c:) / AVAVA 80A YAYA r\5)\ 4.L�����A r? 0 `'VA ♦A�►'/A o ep �q' 5QrV � ��� sandy V�i���`r���r silty o° 40 clay ������� �� �. �' �► •-•-1ay lv - silt, o ��� A clay oam 3Q- sandy -,�r���i�r��i A clay loam .•∎•...•..m:asummu ma•Amt-4.a 20 AGFA `YA. lo� mV TAY",�-•-`-` co ♦A��L�'AY�`'M,�law a 1�i►!�V silt A A A 4VAVA i iT,IWA AVAvAvAIkk', l oam VAVAWA qq 1 Q ■'∎`'m ' 1 oam -_-a %_iw _ "∎-. - -:- m `�■ loamy k .. ����ir aby A ���`�L��A �a sand sand � `IA!,�r`�!►����`VA PA X00 �0 �0 '0 00 `r0 VP 1..))"0 �0 'r0 4- Sand Separate, % Location Depth %Sand %Silt %Clay USDA Classification B-6 13.5-15 ft 29.5 58.0 12.5 Silt LOAM FROEHLING & ROBERTSON, INC. USDA Textural Triangle rEngineering Stability Since 1881 Client: Riverside Village Properties, Inc. R 6181 Rockfish Gap Turnpike Project: Riverside Village Crozet,Virginia 22932-3330 F&R Project No. 71S0097 7434.823.5154 I F 434.823.4764 Date: July, 2014 Drawing No.: 7 rs BORING LOG FROEHLING Sc ROBERTSON, INC. Boring: B-1 (1 of 1) 'NI Project No:71S0097 Elevation:344± Drilling Method:HSA Client: Riverside Village Properties,Inc. Total Depth: 10.0' Hammer Type:Automatic Project: Riverside Village Date Drilled:7/10/14 City/State:Albemarle County,Virginia Boring Location:See Boring Location Plan Driller: Martinez Description of Materials *Sample Sample N-Value Elevation Depth (Classification) Blows Depth (blows/ft) Remarks — Reddish Brown, Moist,Stiff,Sandy Elastic SILT 5-5-7 0.0 (MH) 1.5 12 RESIDUUM 341.5 - 2.5 2.5 Subsurface water was not — Reddish Brown and Brown,Moist,Hard,Sandy 4-17-28 encountered during Elastic SILT(MH) 45 drilling or upon auger RESIDUUM 4'0 removal 339.0 5.0 Light Brown,Moist, Hard,Sandy SILT(ML) 5-22-35 5.0 — RESIDUUM 6 5 57 335.5 8.5 Tan, Moist,Very Dense,Silty SAND(SM) 8-21-44 8.5 — 334.0 - 10.0 - - RESIDUUM 10.0 65 Offset infiltration test well Boring Terminated at 10 Feet set at a depth of 9ft.On 7/11/14 an infiltration rate of 0.45 inches per hour was recorded. T O n 2 Z 0 0 0 0 9 0 z 0 0 m *Number of blows required for a 140 lb hammer dropping 30"to drive 2"O.D.,1.375"I.D.sampler a total of 18 inches in three 6"increments. The sum of the second and third increments of penetration is termed the standard penetration resistance,N-Value. SINCE rs c R BORING LOG FROEHLING Sc ROBERTSON, INC. Boring: B-2 (1 of 1) ,p, Project No:7150097 Elevation:344± Drilling Method: HSA Client:Riverside Village Properties, Inc. Total Depth: 10.0' Hammer Type:Automatic Project:Riverside Village Date Drilled:7/10/14 City/State:Albemarle County,Virginia Boring Location:See Boring Location Plan Driller: Martinez Elevation Depth Description of Materials *Sample Sample Dh Depth Remarks (Classification) Blows (feet' (blows/ft) Reddish Brown,Moist, Medium Stiff,Sandy 344 0.0 - Elastic SILT(MH) 1.5 8 RESIDUUM 341.5 - 2.5 2.5 Subsurface water was not — Light Brown,Moist, Hard,Sandy SILT(ML) 12-26-34 encountered during RESIDUUM 0 60 drilling or upon auger removal 23-36-50/2 5.0 — — 6.5 100+ 8-23-32 8.5 — 334.0 - 10.0 10.0 55 Boring Terminated at 10 Feet Offset infiltration test well set at a depth of 9ft. On 7/11/14 an infiltration rate of 0.9 inches per hour was recorded. N N n H 0 0 22 1 0 n Ot O O 0 ti N. 2 Q z 0 z O 0 9 0 z 0 0 0 *Number of blows required for a 140 lb hammer dropping 30"to drive 2"O.D.,1.375"I.D.samp)er a total of 18 inc ies in three 6"increments. The sum of the second and third increments of penetration is termed the standard penetration resistance,N-Value. SINCE rsp, BORING LOG FROEHLING St ROBERTSON, INC. Boring: B-3 (1 of 1) I"1 Project No:7150097 Elevation:340± Drilling Method:HSA Client:Riverside Village Properties, Inc. Total Depth: 10.0' Hammer Type:Automatic Project: Riverside Village Date Drilled:7/10/14 City/State:Albemarle County,Virginia Boring Location:See Boring Location Plan Driller: Martinez Description of Materials *Sample Sample N Value Elevation Depth (Classification) Blows Depth (blows/ft) Remarks — Reddish Brown, Moist, Medium Stiff,Sandy 4-4-4 0.0 - Elastic SILT(MH) 1.5 8 RESIDUUM 337.5 - 2.5 - - 2.5 Subsurface water was not — Brown, Moist,Very Stiff,Sandy SILT(ML) 3-9-11 encountered during RESIDUUM 0 20 drilling or upon auger removal 335.0 5.0 Light Brown and Tan,Moist,Hard,Sandy SILT 8-12-20 5.0 — - (ML) 32 RESIDUUM 6'S Offset infiltration test well set at a depth of 5ft. On 331.5 8.5 8 5 7/11/14 an infiltration -; Tan and Reddish Brown, Moist,Very Dense, 6-10-16 rate of 1.2 inches per hour 330.0 10.0 Clayey GRAVEL(GC) 10.0 26 was recorded. RESIDUUM Boring Terminated at 10 Feet H 0 n O 2 2 2 Z O O 2 0 0 0 *Number of blows required for a 140 lb hammer dropping 30"to drive 2"O.D.,1.375"I.D.sampler a total of 18 inc ies in three 6"increments. The sum of the second and third increments of penetration is termed the standard penetration resistance,N-Value. SINCE BORING LOG FROEH LING & ROBERTSON, INC. Boring: B-4 (1 of 1) Project No:71S0097 Elevation:340± Drilling Method:HSA Client:Riverside Village Properties, Inc. Total Depth: 10.0' Hammer Type:Automatic Project:Riverside Village Date Drilled:7/10/14 City/State:Albemarle County,Virginia Boring Location:See Boring Location Plan Driller: Martinez Elevation Depth Description of Materials *Sample Depth N-Value Remarks (Classification) Blows (feet) (blows/ft) — Reddish Brown, Moist, Medium Stiff,Sandy 3-4-4 0.0 Elastic SILT(MH) 8 1.5 RESIDUUM 337.5 - 2.5 2.5 Subsurface water was not — Reddish Brown, Moist,Very Stiff,Sandy Elastic 4-8-12 encountered during — SILT(MH) 3.8 20 drilling or upon auger RESIDUUM removal 335.0 5.0 Reddish Brown and Tan,Moist, Hard,Sandy SILT 9-15-23 5'0 — Offset infiltration test well - (ML) 38 set at a depth of 5ft. On RESIDUUM 6 5 7/11/14 an infiltration rate of 0.39 inches per hour was recorded. 331.5 8.5 8.5 � / Reddish Brown and Tan,Very Moist, Dense, 71417 330.0 - 10.0 Clayey SAND(SC),Some Gravel 10.0 31 RESIDUUM v 0 0 n z z 0 z 0 0 9 0 z z 0 *Number of blows required for a 140 lb hammer dropping 30"to drive 2"O.D.,1.375"I.D.sampler a total of 18 inc ies in three 6"increments. The sum of the second and third increments of penetration is termed the standard penetration resistance,N-Value. SINCE rs BORING LOG FROEHLING Sc ROBERTSON, INC. Boring: B-5 (1 of 1) 1N1 Project No:71S0097 Elevation:356± Drilling Method: HSA Client:Riverside Village Properties, Inc. Total Depth:20.0' Hammer Type:Automatic Project:Riverside Village Date Drilled:7/10/14 City/State:Albemarle County,Virginia Boring Location:See Boring Location Plan Driller:Martinez Description of Materials *Sample Sample N-Value Elevation Depth (Classification) Blows Depth (blows/ft) Remarks — Reddish Brown, Moist,Stiff,Sandy Elastic SILT 3-4-5 0.0 (MH) RESIDUUM 1.5 9 353.5 2.5 Light Brown, Moist,Stiff to Hard,Sandy SILT(ML) 4-6-9 2.5 — Subsurface water was not RESIDUUM 4.0 15 encountered during drilling or upon auger 6-14-27 5.0 removal 6.5 41 3-13-39 8.5 10.0 52 342.5 —13.5 29-35-20 13.5 Tan, Moist,Very Dense,Silty SAND(SM) RESIDUUM 55 15.0 Offset infiltration test well set at a depth of 16ft. On 7/11/14 an infiltration 18.5 rate of 0.42 inches per 20-24-43 hour was recorded. 336.0 - 20.0 20.0 67 Boring Terminated at 20 Feet m 0 O r F 2 Z 2 9 9 Z 0 0 CO *Number of blows required for a 140 lb hammer dropping 30"to drive 2"O.D.,1.375"I.D.sampler a total of 18 inc les in three 6"increments. The sum of the second and third increments of penetration is termed the standard penetration resistance,N-Value. SINCE rs BORING LOG FROEHLING & ROBERTSON, INC. Boring: B-6 (1 of 1) tw1 Project No:71S0097 Elevation:355± Drilling Method:HSA Client:Riverside Village Properties, Inc. Total Depth:20.0' Hammer Type:Automatic Project:Riverside Village Date Drilled:7/10/14 City/State:Albemarle County,Virginia Boring Location:See Boring Location Plan Driller:Martinez Description of Materials *Sample Sample N-Value Elevation Depth Depth (blows/ft) Remarks (Classification) Blows (feet) — Reddish Brown, Moist,Stiff,Sandy Elastic SILT 3-4-7 0.0 (MH) 1.5 11 RESIDUUM 352.5 2.5 Light Brown, Moist,Hard,Sandy SILT(ML) 5-1449 2.5 — Subsurface water was not RESIDUUM 4.0 33 encountered during drilling or upon auger 5-17-20 5.0 removal 6.5 37 346.5 8.5 Soft Weathered Rock when sampled becomes a 31-50/5 8.5 Tan, Moist,Very Dense,Silty SAND(SM) 9.4 100+ SOFT WEATHERED ROCK 341.5 °&" 13.5 j 5-25-30 13.5 Brown,Moist,Hard,Sandy SILT(ML) RESIDUUM 15.0 55 Offset infiltration test well set at a depth of 15ft. On 7/11/14 an infiltration rate of 0.3 inches per hour 336.5 - 18.5 18.5 was recorded. Wocmpls 21-50/3 19.3 335.0 20.0 �I BrownSoft , Moist,VeRry Densek when,Silty sa GRAVEL ed (GM)become a , 100+ Some Sand SOFT WEATHERED ROCK Boring Terminated at 20 Feet f OC t I 0 2 z 0 z 9 0 9 z z 0 m *Number of blows required for a 140 lb hammer dropping 30"to drive 2"O.D.,1.375"I.D.sampler a total of 18 inc ies in three 6"increments. The sum of the second and third increments of penetration is termed the standard penetration resistance,N-Value. SINCE rsp, FROEHLING 8c ROBERTSON, INC. BORING LOG Boring: B-7 (1 of 1) 1N1 Project No:7150097 Elevation:357± Drilling Method:HSA Client:Riverside Village Properties, Inc. Total Depth:20.0' Hammer Type:Automatic Project:Riverside Village Date Drilled:7/11/14 City/State:Albemarle County,Virginia Boring Location:See Boring Location Plan Driller: Martinez Description of Materials *Sample Sample N-Value Elevation Depth Depth (blows/ft) Remarks (Classification) Blows (feet) Reddish Brown and Brown, Moist,Stiff,Sandy 4-6-8 0.0 SILT(ML) 1 5 14 RESIDUUM 354.5 2.5 Light Brown, Moist,Hard,Sandy SILT(ML) 6-18-25 2.5 Subsurface water was not RESIDUUM 4.0 43 encountered during drilling or upon auger 29-34-41 5.0 removal 6.5 75 8.5 348.5 - 8.5 it ampe 31-44-50/5 BrownSoft , MoistWeathered,VeRock ry Densewhen,Sislty SAND led b(SM)comes a 100+ SOFT WEATHERED ROCK 9.9 I�� II ll, 50/5 13.5 100+ Offset infiltration test well set at a depth of 17ft. On 18.5 7/11/14 an infiltration 50/1 rate of 0.6 inches per hour 337.0 20.0 VIII 100+ was recorded. Boring Terminated at 20 Feet a 0 N z 0 z 0 0 9 0 z z O *Number of blows required for a 140 lb hammer dropping 30"to drive 2"O.D.,1.375"I.D.sampler a total of 18 inches in three 6"increments. The sum of the second and third increments of penetration is termed the standard penetration resistance,N-Value. SPICE FRO EH LING Sc ROBERTSON, INC. BORING LOG Boring: B-8 (1 of 1) Project No:7150097 Elevation:370± Drilling Method:HSA Client: Riverside Village Properties,Inc. Total Depth: 14.0' Hammer Type:Automatic Project: Riverside Village Date Drilled:7/11/14 City/State:Albemarle County,Virginia Boring Location:See Boring Location Plan Driller: Martinez Description of Materials *Sample Sample N-Value Elevation Depth (Classification) Blows (feet) (blows/ft) Remarks — I AUGER PROBE No Sampling Subsurface water was not — encountered during drilling or upon auger removal 356.0 - 14.0 —) Auger Probe Terminated at 14 Feet H O Vf n Z Z 9 9 Z 0 0 m *Number of blows required for a 140 lb hammer dropping 30"to drive 2"O.D.,1.375"I.D.sampler a total of 18 inc les in three 6"increments. The sum of the second and third increments of penetration is termed the standard penetration resistance,N-Value. SINCE FRO EH LING 8c ROBERTSON, INC. BORING LOG Boring: B-9 (1 of 1) Project No:71S0097 Elevation:380± Drilling Method:HSA Client: Riverside Village Properties, Inc. Total Depth: 17.0' Hammer Type:Automatic Project: Riverside Village Date Drilled:7/11/14 City/State:Albemarle County,Virginia Boring Location:See Boring Location Plan Driller: Martinez Elevation Depth Description of Materials *Sample Depth N-Value Remarks (Classification) Blows (feet) (blows/ft) AUGER PROBE No Sampling Subsurface water was not encountered during drilling or upon auger removal _ I I 363.0 17.0 Auger Probe Terminated at 17 Feet 0 O z Z 0 Z O 0 O z 0 m *Number of blows required for a 140 lb hammer dropping 30"to drive 2"O.D.,1.375"I.D.sampler a total of 18 inc ies in three 6"increments. The sum of the second and third increments of penetration is termed the standard penetration resistance,N-Value. SINCE FROEHLING & ROBERTSON, INC. BORING LOG Boring: B-10 (1 of 1) Project No:71S0097 Elevation:358± Drilling Method: HSA Client: Riverside Village Properties, Inc. Total Depth: 14.0' Hammer Type:Automatic Project:Riverside Village Date Drilled:7/11/14 City/State:Albemarle County,Virginia Boring Location:See Boring Location Plan Driller:Martinez Description of Materials *Sample Sample N-Value Elevation Depth (Classification) Blows Depth fet ) (blows/ft) Remarks — AUGER PROBE —I No Sampling Subsurface water was not encountered during drilling or upon auger removal 344.0 14.0 Auger Probe Terminated at 20 Feet N n H O l7 a71 l7 N m 0 0 n 2 Z 3 Z 0 0 l7 2 0 *Number of blows required for a 140 lb hammer dropping 30"to drive 2"O.D.,1.375"I.D.samp)er a total of 18 inches in three 6"increments. The sum of the second and third increments of penetration is termed the standard penetration resistance,N-Value. W C ei —j g ai LL j E . O Z W a O4 W va • V < m as O b .-i 00 N )0 m CO VI p N • 0 V l0 00 N -n N IZI m M c) W • .4.. 4) L] W Z c N ZN /0 A O N '++ W 1 4, 0 E L7 . Z 0 > . T J o c c O > `° IZ a, E — v a V. r, ,� CZ Ja L_ > Q 0 0) '— p O Z W o v O m Om N NO .-in ° o �y Y m m m m m m m m m m m m x a).O N C T,' (4i)uol3ena13 a` v a` v 4T/£Z/L/00A1'2J Id916005TC TTXS.8 3dVDSONV1 A313 W = N J ,O ai Oaz w a o W D 2 V N < u. a ° a CO V) W ti v n in °n in 4) V1 m U) . — . CO . a) co u) H C O 12 . 4- . C 0 0 N m 1-, 0 N O N m m ill N N tD m ■ U Z Z 0 N • I— W m 0 0 u c 0 v vi Z -. v J o o_ c CD o m U1 v n in in r- ip W c v N . - . O _� L m N o al > > co E �i 0 Q) b. a--1 70 N -0 N i 'Cr) Q O v > > v N O N O N 0 N o N 0 N 0 Z '�. +. N. N lD LO N N m m m m (N N 1 9fini i +, �; CO CO CO m m m m m m m m m CI C H �■ o d o z" (4)uogenan a` u a` 'u 4T/ZZ/L 1091Pid fd91600STL TTXS'8 3dtl7SONtl1 A313