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ST0701-SY900615
ORIGINAL GEOTECHNICAL INVESTIGATION SOUTHWESTERN BOULEVARD FROM FREEPORT PARKWAY TO BELT LINE ROAD COPPELL, TEXAS JUNE 1990 GEOTECHNICAL INVESTIGATIQN SOUTHWESTERN BOULEVARD PARK WEST CGMMERCE CENTER COPPELL, TEXAS ~,- geotechnical consultants 235 :tilorgan Ave., Dallas. Texas ~ 5203-1088 (214) 941-3808 as of ocrs r~ iitA SCl:-JCHKS?CN d ASSOCIATES. iNG~ DALLAS. TEXAS GEOTECHNICAL INVESTIGATION SOUTHWESTERN BOULEVARD PARR WEST C02~`.?~iERCE CENTER COPPELL, TEXAS FOR Premiss Properties Limited, Inc. Dallas, Texas INTRODUCTION In accordance with your authorization, we have completed a Geotechnical investigation for roadway improvements on Southwestern Boulevard between Belt Line Road and Freewa~~ Parkway in Coppell, Texas. Planned roadway improvements include widening and repaving of Southwestern Boulevard and a new bridge at Grapevine Creek. SCOPE The scope of the geotechnical investigative activities reported here' n _r:Ci u`~e5 SllbSl;rfaCe eX~102"~t' ~~'?; labQ?"-?t'C?Y'V t°~~-;'_'•g ~n selected samples obtained from the borings, and evaluation ai the resulting data leading to the development of general recommendations to guide design and construction of the proposed roadway improvements. For convenience, all data for the new bridge is also presented herein; however, a separate r.~~~a. . OEOE 00161 MASON-JOMMSTGN i ASSOCIATES• INC. DALLAS. TEXAS report for the bridge foundation is included under separate cover. J This report has been prepared for the exclusive use of Prentiss Properties Limited, Inc. through Albert H. Halff Associates for specific application to roadway improvements along Southwestern Boulevard in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. FIELD INVESTIGATION Subsurface conditions along the construction route have been evaluated by nine (9) Nx-size borings drilled at the approximate locations shown on Plate 1 in the report illustrations. The Borings were located in the field by Mason-Johnston personnel using a tape measure and plans provided by others. Boring depths varied from 14.5 to 60.5 feet below the ground surface. The borings were advanced by rotary core drilling procedures. Samples of cohesive soils encountered in the borings were obtayned '-`.~- r7G?.:S _._ _ -h __--~=.-~~, SP~_'ili°CS, Shelby-tl:~be sampler advance into t:~e soil by a rapid, continuous thrust from two balanced hvdrauiic rams en the drilling rig. Additionally, Standard Penetration Test Procedures (ASTM D 1586) were utilized in the granular deposits. The resulting "N" values in blows per 12 inches of penetration after seating GIwEFA 1 Uf of O~]ia r~ Ai450N-~GHNSTOH i ASSOCIATE S~ INC. DAILA S, TEXAS 6 inches are tabulated on the respective boring logs. The primary shale formation was sampled utilizing a double-tube core barrel. Samples obtained from the borings were encased in polyethylene plastic to prevent changes in moisture content and to preserve in situ physical properties. All samples were classified as to basic type and texture in the field, labeled as to appropriate boring number and depth, and placed in core boxes for transport to the laboratory. As a routine part of the drilling activities, the borehcles were observed for groundwater during and immediately following drilling. No groundwater was I::bserved. It should be noted that the borings were drilled during a very wet weather period. LAEORATORY TESTING All samples were classified in the laboratory by an experienced technician. To aid in the classification process, a series of Atterberg Limit, Moisture Content Tests, Unit dry Weight Tests and Grain Size Analysis were :performed on representative sampl PS -;~.~-.ai~_Pd fr;~m 'npri ~r.c acc;~riat=`7 `- ~ =- -nP ~~ar!~.~.-~ _. _ improvements and bridge design. The test results are summarized on Plate 2; a Grain Size Plot is presented on Plate 3. Strength properties of the clays and primary sedi7 IG IMr[PE of o~oc~sis MegnN-JOHNST O!! 3 ASSOC'A TE S• INC~ DALlA $. TEXAS investigated by means of Unconfined Compression Tests. In this test an axial load is applied to a laterally unconfined cylindrical specimen until failure occurs within the sample. The results are summarized on Plate a_ and stress-strain data for soil are plotted on Plates 5 through 8 and Plates 9 through 16 for primary material. SURFACE CONDITIONS The specific type, depth, and character of material penetrated by each of the borings may be seen in detail on the attached "Log of Borings". In general, from the ground surface down, materials present at the site consist of asphalt and concrete roadway base material, fill, clay, sandy clay and some clayey sand underlain by the primary geologic strata identified as the Eagle Ford Shale Formation of Cretaceous Age. Based on the two bridge borings, the near surface soils at the site extend 16.5 to 20 feet below the surface. These soils possess moderate to high plasticity characteristics and are classified as having a moderate to high potential for volumetric change with variation in soil moisture content. As noted at bor~nc number six ~vp~cally there is a laver c° sand and gravel immediately overlying the shale. This layer is noted for its non-lenticular laver. Immediately underlying the overburden soils is the shale of the Eagle Ford Fermation. Typically, the shale is a dark gran -~- oe oECaisrs MASON-JOHNSTON b A$SOCIA TE S~ INC• OAS;}S. TEXAS highly calcareous weak rock (sometimes referred to as a clay-shale). At the bridge borings, the shale contains numerous bentonite seams, bands, layers and laminae. Also present are relatively thin lenses and layers of very hard limestone. Experience in the general area suggests that groundwater seepage should be anticipated in excavation, typically from within the sand and gravel overlying the shale and in limestone stringers within the shale. Both the level and quantity cf groundwater should be expected to vary with area rainfall. ROADWAY DESIGN AND CONSTRUCTION Based on the borings and test data and depending on the location and depth of excavations, materials exposed at subgrade elevation will vary from roadway-base. material, to fill and clay soils of moderate to high plasticity. It is recommended that clay soils exposed at grade be stabilized with. hydrated lime for use as subbase. A minimum treatment depth of six {6) inches should be contemplated. Subject to modification during construction, a hydrated lime content of six (6) percent :,~' dry SO~l rvG~Qh` lapprvxifiately 6 pvuiidS Of liliie per t:ur.71L foot of soil treated) would be expected to effectively stabilize the subgrade materials. AS^'M C-977 presents one means of evaluating at t:~e time of construction the amount of lime normally required to ~~- MGIFEER oca~oa~s is ~'ASCrr-JGNe: STC~ E ASSOCIATE $• INC• DALLAS. TEXAS effectively stabilize a given soil type. The procedure may prove useful during the construction phase to verify lime application quantities, particularly if difficulties with achieving required gradation, etc., are encountered. Materials treated with hydrated lime for use as subbase should be compacted to a minimum value of 95 percent of the maximum density as defined by Texas Highway Department Test Method TEX-113E. Lime treated soils should be compacted at a moisture content at least two (2) percentage points above the Optimum Moisture content. This requirement is important in minimizing post construction movement and in assuring complete hydration of the lime treated soils. Other earthwork procedures which may be required are as follow: 1) Excavate and waste organic topsoil present in the pavement areas. 2) Scarify soils exposed in fill areas and transitional areas (cut tc fill and fill to cut) to a depth of approximately six /F1 i?~r,ncc ar?.r -nni c}i,r~ r F ,,. ~,`..,;; ~.-n r?~ '^iv a!^I~ ra(+!l7n Yea r`~ in ~ ~ ~..._...~.. , ~.~...~ .~....._.., _...~ ~ 1. -- ~ ~.1.<~_ ~.....~ , .,._1. ...... ~ _.~.._ _ ~.._. ... .. ... density of 92 to 98 percent of the maximum density obtained by the Standard ?rcctcr Ccmpactien Test (ASTM D-69o) The moisture centent of t!~e compacted soils should be maintained between optimum and plus fo~~r percent of the optimum value (determined from F_STM D698 until covered by fibs cr the M~iwE ENS oeo.oc~cr IAASvN-,;ONNS7vN d ASSOCIATE S• INC. OALLA S. TEXAS subbase. 3) Place fill soils in loose lifts not exceeding nine (9) inches and compact to the moisture/density values specified in No. 2 above. 4) Fill under the roadway should by predominantly granular, inorganic soil with a Liquid Limit Less than 35 and a Plasticity Index between 6 and 12. 5) On-site, inorganic soils will be suitable for general fills. If it is necessary to import additional material for general fill, the soils should be inorganic, having a Liquid Limit less than 40 and a Plasticity Index between 6 and 20. It is recommended that the soil and foundation engineer be provided the opportunity for a general review of final design and specifications in order that earthwork recommendations may be properly interpreted and implemented in the design and specifications. In the event that any changes in the nature, design or location cf the roadway is planned, the conclusions and recommendations contained ~ : this report stall r,ot be considered valid unless the changes are reviewed and conclusions of th modified or verified in writing. ~G~MEERS oc o~oo~c.s MASOM_JGNMSTON a ASS Offn,TC C: !NG. 3AiLA S. TEXAS We appreciate the opportunity to assist in this phase of the project. Please call us if we can be of further service during later stages of design or during construction. Respectfully submitted, _ ~ ~~~~ •~p.~E ~~ rFy~1 ~ *`~ \ • ,QS`t it ~ . ~ JOHN Vv..1GHNSTON,.f ~f ~i......-~n^cQ ...... ~' ent dates, Inc. ~~GItiElaS _~ c 0 c a n LEGEND ® SOIL BORING ® CORE BORING Y il 7 J J 0 MAS©N-JOHNSTOf~ & ASSOCIATES, INC. GEOLOGISTS • ENGINEERS DALLAS, TEXAS LOCATION OF BORINGS SOUTHWESTERN BLVD. ?ARK `NEST COMMERCE CENTER DATI 5 %50 ~ PLATE I ,-,Y.~ ~ scale feet atot o~.s~> M A S O N- J O H N S T O N d A S S O C i 4 T E$. I N C~ !1 A L L A S. T E X A S SOUTIiWESTERN BLVD. PARR WEST COMMERCE CENTER COPPELL, TEXAS SUM2~~RY OF CLASSIFICATION TESTS Boring Depth LL PI -200 MC L'DW Unified Soil Number Ft. % _ (% passing } o (pcf? Classification 1 1.0-2.5 59 33 33.9 86.3 CH 1 1.0-2.5 56 11 4o LIME 1 1.0-2.5 56 10 6o LIME 1 1.0-2.5 56 11 8% LIME 1 2.5-4.0 33.i 87.1 1 5.5-7.0 30.5 1 10.0-11.5 24.6 1 13.0-14.5 26.8 2 0.0-1.5 53 28 34.6 83.9 CH 2 3.0-4.5 31.9 90.2 2 6.0-7.5 52 30 25.3 CH 2 9.0-10.5 24.7 2 12.0-13.5 25.9 2 13.5-15.0 25.4 3 1.0-2.5 29.2 3 4.0-5.5 28.0 3 7.0-8.5 24.5 3 11.5-13.0 34 19 CL 3 13.0-14.5 46.1 12.8 4 4.0-5.5 56 30 25.9 97.1 CH 4 5.5-7.0 28.2 4 7.0-8.5 29.6 4 8.5-10.0 28.6 4 10.0-11.5 26.8 4 11.5-13.0 25.6 5 14.0-15.5 30 16 16.0 113.7 CL 6 9.0-10.5 26 13 18.8 108.4 CL 6 14.0-15.5 23.2 7 2.5-4.0 18.1 7 5.5-7.0 21.4 7 8.5-10.0 22.9 7 11.5-13.0 17.7 110.8 7 13.0-i4.5 41 23 21.9 CL 8 2.~-4.0 41 24 20.7 CL d ~.~-a.5 24.3 8 10.0-11.5 22.3 8 13.0-14.5 20.8 9 0.0-i.5 43 25 23.7 98.8 CL 9 0.0-1-5 45 7 4o LIME 9 0.0-1.5 44 6 5% LIME 9 0.0-1.5 44 5 6% LIME 9 3.0-4.5 20.0 9 6.C-7.5 22.G 9 i2.0-13.5 19.3 107.4 9 13.5-15.0 59.4 19.0 wGinEEAc ~~ ~L~ .~ I ~' I ~~~ acz# ~ ~z~ He~~ He# HLt 09# z H5# N Hh# ~, W ~ ~ ~ HE# 2 u~ ~ ~ 6Zt o ~ is us 9 I ~ 0 -¢ ~ zl# d Z Z B~~ r'-I ~ 5t U~ i z 0 W I J m Z ~ cn w h4 h/I a/E z/~ B/3 !~/E rs/I-i z/~--~ 'L E h 4 H1 Z3 S1 5( hZ EE rv cn m m m m rv m m m m m ~~ ~- ~--, ~I ~~ m z z W ry N N Z d s ;v 0 z cs = ~ ~ W L7 ~~~ W Z '~l lI ~~ KIWI J~1 t^ ~ I I ; g ~ I 5 i ~' i I ~ I i 4 Lsl ' I L~~ ~~ ~ ~ ~I I G7 ~.~ Md $O N-JONN$T OM 6 A$SOC~AT E S~ ~H(;. ~J dLl. a ~. TEXAS I:LO~O~~iiS SOUTHWESTERN BLVD. BRIDGE COPPELL, TEXAS Boring Depth Qu ME Strain Number f1 t.) tsf ksi (°) Description 5 19.0-19.4 54.1 SHALE, firm to mod. hd., w/occ. v. thin L.S. lenses, dk. gray 5 24.4-25.3 22.4 35.2 2.1 SHALE, firm to mod. hd., dk. gray 5 25.7-26.4 37.8 SHALE, firm to mod. hd., dk. gray 5 33.0-33.8 38.0 SHALE, firm to mod. hd., dk. gray 5 36.1-36.7 29.3 30.6 2.1 SHALE, firm to mod. hd., dk. gray 5 38.7-39.5 43.6 SHALE, firm to mod. hd., dk. gray 5 43.6-44.8 37.4 SHALE, firm to mod. hd., dk. gray 5 46.0-46.7 30.1 40.7 1.5 SHALE, firm to mod. hd., dk. gray 5 55.2-56.1 42.8 SHALE, firm to mod. hd., dk. gray 5 57.1-57.9 22.2 16.2 2.0 SHALE, firm to mod. hd., dk. gray 6 22.0-23.1 53.0 SHALE, firm to mod. hd., w/occ. v. th in L.S. lenses, dk. gray 6 23.7-24.4 47.5 24.4 2.1 SHALE, firm to mod. hd., w/occ. v. th in L.S. lenses, dk. gray 6 27.8-28.7 37.1 SHALE, firm to mod. hd., dk. gray 6 34.0-34.5 17.4 25.9 1.8 SI-7.ALE, firm to mod. hd., dk. gray 6 38.3-39.0 46.6 SHALE, firm to mod. hd., dk . g'-"aY 6 43.7-44.6 53.0 SHALE, firm to mcd. hd., dk. gray 6 46.3-47.8 19.9 31. 3 1. 2 SHALE, firm tc mcd. :?d. , dk. gray 6 54.6-55.8 55.1 SHALE, firm to mcd. hd., dk. gray 6 56.7-57.3 29.3 57.9 1.4 SHALE, firm to dk. gray la -~° 4 s. ~ I u~ ~ ~ ~I m 7.~ ~ r, ii 0 7. ~ ~ `'' ~ 6.68 E-- z ~ Iw- 6.80 H Z •~ W Q 3 v 5.48 ~ I- W '`e H c~z~ 4•~ z ~ ~ H 4.~ ~ 0 3.60 3.83 2.48 1.80 1.~ a. fib e. ~ ~' N 61 m CD 'a' N m C!7 lO ^C N m .--. ~ ^. .~ .~. .~. ~ T T tCS fib ['9 STRESS CTSr= ) MASON-JOHNSTGN 8~ ASSOCIATES. INC.' GEOLOGISTS-ENGINEERS DALLAS. T=XAS SOUTHWESTERN BL1lD. -PARK WEST STRESS-STRAIN PLDT DATE 5-11-?8 JOB # 5089 plate k a 6.40 ~ ~ N i 6.00 , m m (~ ~ ~ 5.60 = 11 m 5. ~ ~~ ~ lL it 80 4 U . ~ ~ `J ~ 4.40 t- z W ~ I - 4.00 ~--+ Z N W O 3 v 3.~ ~ ~-- W a~e H L7Z~ 1.2$ z Z ~ !- ~ ~""' H 2.00 Q m 0 ~ to 2.48 2.00 1.6$ 1.~ 0.88 0.48 8 08 . a ~ ~ m m ~ ~ ~ m m ® m m ~, m c~ m :~ ca i.n < m n, ~, m .-; ~-: r; o m m m ~ ~ m m m m STRESS CTSF) MASON-JOHNSTON & ASSOCIATES,INC. GEOLOGISTS-ENGINEERS DALLAS, TEXAS ~ SOUTH~lESTERN BLVD.-PARK k+EST STRESS-STRAIN PLOT 1 GATE= 5-11-90 JOB # E088 P'at~ 5 ~ 9.68 m ~ ~ s. ~ .m ~~~ „~ ~.s9 ~~ u o 7.29 ~ ~~ v 6.~ ~ !- z ~ w 6 00 1 - . --, Z ~ 3 0 5.48 ~t-w ~ '-' ~ 4.89 Z ~ ~ j ~ u ~ ~ ~--~ 4.28 ~ 3.60 3.~ 2.48 l.~ I.28 8.60 0.~ m a~ m m m ® ~ ~ ~ m ca'v ~' ~ .r ~--. .--~ ~ m m ~ m ® ~ ~ ~ ~ STRESS CTSF) MASON-JOHNSTON g ASSOCIATES,INC.~ GEOLOGISTS-ENGINEERS DALLAS. TEXAS SOUTHWESTERN BLVD.-PARK WEST STRESS-STRAIN PLOT DATE= ~-?1-50 JOE # ~cBB ?'ate i °. 58 ~ ~--, I ~ '~' Q. ~ N ~ „ °' ~. s9 ~~ II o 7.20 v ~ ~ " ~ 6.~ I- z ~ ~ 6.98 --~ Z ~l W 0 3 U 5.48 ~ !- W ~ ,--, ~ c..7 z ~ 4. Ba z Z ~ }- '-' _ [~~~ 4.28 ~ o t~ o ~-- ~1 0 ~ ~ 3.~ J. Li0 2.48 1.~ 1.28 9. b'0 9.8fl © ~ Q, m m m m m m m m ;.; ~ a: a~ n ro u~ v m cv .-. ~ STRESS CTSF) MASON-JOHNSTON 8~ ASSOCIATES,INC.i GEOLOGISTS-ENGINEERS DALLAS. TEXAS SOUTHWESTERN BLVD.-PAP,K WEST STRESS-STRAIN PLOT DATE= S-II-~?0 ,JOB # 5688 ~' pi ~ `o g © L^ 6J. ~ 9.. ~9 qq D ~ Q 6J ~ m ~ m m m 9 m m m m m m ~ N m (D CD ~t N 9 Q7 CD -w N +ST N N N ^ --~ ---~ ~-° --' STRESS CTSF~ MASON-JOHNSTON ~ ASSOCIATES,INC. GEDLOGiSTS-ENGINEERS DALLAS, TEXAS j SOUTHWESTERN BLVD. BR_~GE STRESS-STRAIN PLOT D~.E- ~-1~-Q8 JOB # X687 _ ~ G'~~ '~ 3.20 co m ~ ?. 80 ~ 2.~ ~ 2.~ w O 240 2.20 2.00 u~ l.~ .. ~ ~ ~ 1.68 z z ~ 1.40 ~ o f-- m ~ 1.29 1.00 e. ~ 0.~ e. 48 e_ 29 H ~ _ ~ ~ m ~ ~ ~ ~ m ~ m m m m S3 U7 m :17 © if1 m L!") 9 tfZ ~ L'1 m i . l~ N N N N --~ --+ ~--~ ..-~ STRESS CTSF~ MASON-~OHNSTON 8~ ASSOCIATES, INC. j GEOLOGISTS-ENGINEERS j DALLAS, TEXAS j Tr ~ ^~ ..OU~HWES~tRh BLVD. BRID~t I ~ STRESS-STRAIN SLOT j i ;DATE= 5-t?-90 'C8 ~ ~otS co m c~ -~t ~-- w 0 C~ Z H 0 m l.~ 1.58 1.40 1.30 1.20 1.10 1.00 fl. ~ 0-88 z ~--, 0.70 ~ 0.60 0.50 0.40 0.30 0.29 0.19 0. g9 ~ m ~ m ~ m Q7 CD C"n MASDN-JOHNSTON 8~ ASSOCIATES, INC. GEOLOGISTS-ENGINEERS DALLAS, TEXAS SOUTHWESTERN BLVD. BRIDGE i STRESS-STRAIN °LOT IDATE~ ~-17-S0 JOB # 5657 -~ ~ ~m ~ o m ~ m 9 CG t~'7 D t~ < ~ L!'7 N m m Cn N N N ~-+ ~-+ ---• STRESS CTSF) Q~ [n .. t-- w D z 0 m 3.28 3.98 2. B8 2.68 2.40 2.29 2.99 1.~ a~ 1.68 z .--, 1.48 ~ F-- cn 1.29 1.98 9.88 8.68 9.48 0.29 0.98 m m m m ti m MASON-JOHNSTON ~ ASSOCIATES,INC. I GEOLOGISTS-ENGINEERS DALLAS. TEXAS SOUTHWESTERN BL`JD. BRIDGE STRESS-STRAIN PLOT 'DATE 5-'_7-°0 JOB # So87 -; ® m m m as m m m © m m W ~, ~, ~ m m ~ m m © m v c~i ~ ca ca -~ :~i m Gs cri -r N : V N .-r .-. .r. .-. r+ STRESS CTSF) ~- 3.2fl N ~ t~ 3.00 cn N 2.80 = 2.~ w 0 2.48 2.29 2. B0 cn 1.89 ~ ~ ~ I . b'8 z z ~ 1.40 '-' ~ o m f- ~ 1.20 1.90 0.80 0.88 0.48 0.29 09 8 . 1 ~ m D 9 m 9 9 m m m m © m D -r i9 :D N m ~ m tO ^J ~ ~- ~ v ~ v i"~7 Cn N N N ~-+ --~ 1 STRESS CTSF~ i "1ASON-JOHNSTON ~ ASSOCIATES,INC.~ GEOLOGISTS-ENGINEERS ~ f ~ DALLAS, TEXAS } SOUTHWESTERN BLVD. BRIDGE ~ STRESS STRAiN PLOT DA T E= ~-1?-S0 ~ JOB # 5687 - -- In -a- rn i m -a~ m F- W 0 CD z r--, 0 m 3.28 3.88 2.~ 2.60 2.48 2.28 2.00 1.88 a~e 1.68 z ~-, -~ 1.40 ~ -- t~ I.28 1.00 0.88 0.60 0.40 8.~ ~3. m m 9 © m m C.."` 9 ~t N ID Q7 CD 'rt N m STRESS CTSF) MASON-.iOHNS T ON 8~ ASSOCI,ATES. INC. ~ GEOLOGISTS-ENGINEERS DALLAS. TEXAS SOUTHWESTERN BLVD. BRIQGc I STRESS-STRAIN PLOT I T T ,"1 fib ~ ID m ~ ~ ~ N ID m CL7 N N N ~-+ ---~ ~_~ ~ ~ mT ~ m m m m r~_n ~ m ~ ~ ' ~ N m m tLJ ~ N @ Q7 (D '~h N m I N N N ^ --+ ~--~ ~--~ --+ STRESS CTSF) MASON-JOHNSTON ~ ASSOCIATES,INC. GEOLOGISTS-ENGINEERS DALLAS. TEXAS SOUTHI~ESTERN BLVD. BRiDGt STRESS-STRAIN PLOT !CATE~ ~-~~-5e JoB ~ s~~? m . 1.80 t~ t~ ~ 1.59 CO ~ 1.40 T 1.39 ~ 1.20 1.10 1. B0 Co 0.99 ~ 0.~ z z '-' ~ 0.70 ~ O CII ~ ~ 0.8H 0.59 0.40 0.39 H.2H i 0.10 0 ~ - ~ ~ ~ ~ 5a ~ m ~ ~ o w s~ ~ ~ ~ ® m u-> o cry m u-~ m u~ m sn chi in m i 9 [~ L'7 N m C` it") :V m t'~ t7'7 N L9 fn N N N N •--~ ---+ '~ ~-' STRESS CTSF) i "JASON-JOHNSTON ~ ASSDCIATES,INC.y GEOLOGISTS-ENGINEERS DALLAS, TEXAS ~ I r SOUTHWESTERN BLVD. BRIDGE STRESS-STRAIN PLOT iDATE~ 5-i7-58 JOB # Jc87 _ ~ a~_ --~ eEO~ee~sT~ MASON - JOHNSTON 8 ASSOCIATES, INC. DALLAS, TEXAS COARSE GRAINED SOILS FINE GRAINED SOILS KEY TO CLASSIFICATION USED ON LOGS G W o. Gravel or Sandy Gravel o a we! I - graded GRAVEL GP Grovel or Sandy Grovel AND • ~ poorly -graded GRAVELLY ~+ ~ GM ~~ Silty Gravel or SOILS ;. i Silty Sandy Gravel r,i ~- •' G C Clayey Gravel or ./ .„ Clayey Sandy Grovel SW 0 O o ° o Sand or Gravelly Sand ,a well - graded 0 o° SAND S ~ Sand or Gravelly Sand ANG poorly - graded SANDY SAILS SM ~'i• ~ Silty Sand or ~.k ~r. ., . Silty Gravelly Sand S C Clayey Sandy or Clayey ~raveily Sand ML f i Slits, Sandy Stlts,Gravelly ~~ Silty, or Diatomacaous Soils LOW I C Lsan Clays , Sandy Clays, PLASTICITY ~ or Gravelly Clays OL ~ r ~I~ i ~i ~ ~ Organic Silts or l ~~~ i ~ Lean Organic Sills i _ MiCp CeDUS ~~7y5 7r - . I I Diatomaceous Soil HIGH CH Fot Clays PLASTICITY, QH ~ ,'~ =at Organic Clays I ~% '~ I >: ~ ~ L ~ u reworked Sai I or other Miscelloneous Fill Materials Ciossi*iceticn based on ~asagrande System (rroc. aSCE June , !947 NGiMEER_ HAS°N-J°NNST°N t R550C.~ iNC.~ LAG !]F BDP,ING GE°TECHNiCAL C°N5i1LTRNTS DRLLAS~ TEXRS S0UTH4~ESTERN BLVD. -"~" 1 °~ PARK Y~EST COMMERCE CENTER GR°U~'' ~"r'' ~'~' DP.TE~ 5-1-99 R17RING N°. 1 PR°JECT~ TYPE j L°CRTI°N~ SEE PLhN STAN OARO PENETRATION (BPFI ti CLUE Z ZNFIITRATION TEST 1~-- tn - ~ P°CXE'f PENETR°METER -' p w ..~ MATERIRL DESCRIPTION ~ ~ 1°,, W REnD 1 NG X~ 75r ~~ d W m ~ ~ E >~ W W ~ e mmem~mmm W W ~ Li. >- lfl ~ Lfl J W W L~ a o W ¢ - rv ri s to la r m ~ i .i.'• ' CJNCREI`E CLAY, very stif `, dark gray I I ~ X I 2.5 5.0 -Y CLAY, very stiff, sandy, light tan and light gray 7.5 ~ (~~y, very stiff , sandy, tan -~ and light gray 11.9 12.5 15.6 ~~ ---rt ~ ~ ~ , i~ i ~ ~ i ~- a g ~. 22.5 ~ ~ I ~.,AY, hard, tan and 'fight gray TaTAL GEPTN ~ 14.5 x x X X X X x MR4IIN-JIIHNSTDN i A55DC.~ INC.I LJG QF 6DR I NG GEDTECHNICRL CIINSJLTANTS DALLRS~ ?ERAS ~ SOUTHWESTERN BLVD au ~~ '• I PARK k~EST COMMERCE CCNTER E DP.TE ~ 5-Ii'}-~B HDR 1 NG ND . 2 ~ PRDJECT~ ~ TYPE $Qj LDCA7IDN~ S~ P(~1N ~.~ i ~ I STatrOARO PENET RATION (BPF1 Z ~~~~ INFILTRATION TEST ~ I -~ n- W D 1Wi o m ~ LI ut ~' ~. ~ ~ ! I MRTER 1 AL DESCR ! FT 1 ~N i ' a - ~ > W W - W lWi W ~ 8 W e ¢ POCKET PENETRI7FSL1'ErT ~ RERD I NG X~ T5F' ~ ~m~mmm~m - r~ r~ s t,a to t~ m gray stiff CT ~Y I , , , X 2.5 X i ~ x i 5.9 CTLAY, very stiff, light tan I x I ~Y, very stiff, slightly sandy, X ~,a/limes-t~ne pebbles , 1 i ght tan T.5 i and light gray X i X 19. H f ~ ~ ' i ~Y , hard , tan x 12.5 i x 1 x f i ~- 15.9 i i ~ I ~~ ~~ i 17.5 I 1-; r----~ ?9.9 I ~- 22.5 -; t i l j I i ~ ~ ~ ~ I ~ . I ~ ' I TOThL DEPTH ~ 15.9 ~ ~ j i j ~ ' I j i j ~ I ~ ~ , I ~ , HA50N-u0kN5TDN i A550C. ~ 1 NC. f LAG IIF~ gpf~ f NG ! GEGTECHNICAL CGN5I:LTRNTS If FDR j DflLLRS~ TEXAS ~ T~ ~~~ 1 of 1 SDUTHWtS : ~RN ELVD. GRUUr~ ELEV. g,9 PARK WEST COMMERCE CENTER DOTE 5-1@-99 8LRlNG ND. 3 PRGJECT~ ~~$$ TYPE ~ Lt7CRTlON~ ~ $TANDAgD PENETRATI ON (BPF) '} Z CIIFcE rNFIETR 0.TION TEST ~ S F- F- ^.. W w w o t.._ --~ O Cfl E r u1 ~ J d ~ ~ u1 MFiTER I RL DE~CR I i'T I IIN ~ ~ H ~ ~ w t~ ~ --1 ~ o ~ > e ~ PDCKE7 PENETRI]METER READING X~ T5F m [9 B 6 63 L9 6 67 - rv rt s to to r m ~ I C~AY, stiff, gray ~ X ~ M 2.5 CLAY, ve~Yy stiff, light brown X X 5.8 I C{i,AY, very stiff, tan and light f X gray 7.5 x x 18.8 hard, sandy, tan and light ~'~Y X I , gray tan very sandy stiff ver CLAY 12.5 , , y , X 34/6" 35/6" 22/6" ~~ . very clayey, }.ten SAND , , , ~ _ 15.0 -? i I ! TOTAL QEPTH = 14.5 i ~ f ~ i i i i 1 ~ ~' - j ~ 17.5 ~ ~~ i I ~ i - ~ ' I - ?~. H ~ ~ , i ~ ~ i I j ~ I ~ j ~ (~ J I ~ I i i f I ~ ~ i I j I I~ I~~ i i i ; I 1 I ~ f MRSDN-u0HN5TQN 1 A55~C.. INC. LLIG ^f- gLiR I NG GEDTECHNlCAL C0N5ULTANTS FAR DRLLRS. TExAS SOUTHWESTERN BLVD. ~" i °F' i ~ROUNa ~ ~v . e. ~ PARK WEST CDMMERCE CENTER DRTE~ ~-j~-~ HIIRING N~. 4 PRD~ECT~ 7YPE~ LDCATI~N~ P!1~N __ _~ $TANOaRD aENE'Ra7 i0N lBPF; t~ Z `~~~ :NFIl7RATION TEST ~ S k- t- d L.! w t~ oti -' ~ C9 E r ~ ~ w J ~ E ~ ~ MFiTER I AL DESCR ! PT I ON ~ ~ > F- J W wt~ W -j ~ o ~ ice,, > e rx P~7CKE7 PENETRDMETER RLAD lNG x. TSF ' m a~ m m s m m m i - rv r+t S to to r m ~t~~~`~' '~ i~ASE MA ~~L 7 2.5 CITY, hard, darx gray X x 5.9 x 7.5~ CT~Y, ve_n~ stiff, gray X ' very stiff, slightly sandy, COY , sandy, tan and ~-ens stiff CLAY ~ X 18.H , , X light gray i i 12.5 CL~.Y, hard, slightly sandy, tan ~ and ligl-~t gray X X I 15. B I ~ TQTAL Dr~TH ~ 1 ~' . 5 ~ i r-~ i i j i , ~ I ~ 17.5- I ! ' ~ ~ ~I ~ j I i i ~ I ~ ~ i ~ f r--- 22. ~ ~~ ~ I i ~ ~ ~ j i HP50N-~OHNSTON i A55OC.~ lNC.~ Ll]G G; BDi;INu GEOTECHNICAL CONSLILTRNTS 3 ~ DRLLA5. TEXAS SOUTHWESTERN BLVD. BRIDGE 5!-~ET °~ COPPED. TEXAS GROUND ELEV. 8.8 DRTE : ~'"~~ SOR 1 NG ND . 5 PROJECT 558T TYPE: E LDCFTlDN: SEE PLAN I i STANOARO PENETRATION IBPF~ C~~E Z INFILTRATION TEST E- to - ~, POCKEZ PENETROMETER o ~ MRTE)~ 1 RL DES~R 1 PT I RN ~ W W READING X~ T5F ~ ^ W ~ ~ a, ~ > W ~ W -~ J >pp V cv m m m ~ m m m .. ~ Li Lfl I Lf1 W I..~. o ~ - t~ m .: in to r m ASPHALT ~ 'CLAY, hard,sandy,w/gravel,brawn v I FILL - 2.5 ~ ~ SAND & GRAVEL,sli.clayey,tan ~ FILL L CLAY, hard, dk.gray Fr,r, - 5.8 & GRAVEL, tan FTT,T, ~ CLAY, hard,sandy,brawn ~ ~ FILL L 7.5 ~ v n L L 18.8 ~ v n L J" 12.5 Ln v ,v.stiff,sandy,lt. ~-- 15.8 --r ---~ ~ j SHAD., f i~rm to rid . narC , calcareot:s I7.5 ~ w/occ . v .thin limes'L.cr_e lenses , dk.gray =~ _, i , -~-~ __ 28.8 --_ be.^rsr.i .._c ~a~~i::a~icr. - ~ L bentan~ ._c _ar:u~-~.at~ cn i 1- 'JeI1tJP.1 LiC lamLnat~.cn 72.5 ~_ -~ ~~ SF.ALF,, f~~ r.:c ~a._.ard, ~_1 ~ dk. _ ay 5.8 S. X X X X X X HFSIlN-uIlHNS T IlN i R55IlC.. ! NC. Li,G DF" BG~ I NG GEIlTECHNICRL CIlNSJLTRNTS DALLAS 1ExR5 SuUTHWESTERN BLVD. BRIDi~E shEET 2 °~- 3 ` COPPELL TEXAS GRIlllND ELEV. 6.9 DATE = ~~~ 6:iR l NG ND . ~ PRIlJEC7~ 5~7 TYPE ~~ LIICRTIDN~ SEE PLIW i STANDARD ~E NE7RATION (EPF; . Z CARE ZN FILTRATION TEST !r - F- d.. L1 w w p LL n Ci7 ~ r I L!l In ~ CL ~ ~ l17 R7ER I AL DE5~rc 1 PT i ^N Q - ~ > F- ~ W L,.i l.~ °,, -~ ~ O w > e ~ POCKET PENETROMETER RERD f NG X. T5F' m m e m m m © m '~ - rv r*i s to in r ~ I - 18.8 B.7j Z7.5 ~ 3E. B -- 32.5 =~ ~~~ hard limes~~ne lenses _= tr~.in bent~ni sic clay terse 35. B --. I ---.; - t~'~.in bentoni sic clay 1e_*zse ~ _- 18. H ~ I0.8 37.5 _- __ ~ ~ I - j ben~nitic clay layer (l") = j 4H.8 t ~ - - ~ ~ *.hr_ ~s~.'. 1i~~st:.ne layer I ~ ~ :-= i ==~ f -- 42.5 __ i I ~ I ~ ~ __ ~ ~ i - -~ , __~~ 4~.0 _~~~ ; 2I1wP_i~_C Clay Se Pl ~ i ~ -_ ~ j I ~ 8.8 16.fl i r--- ~-- 47.5 - I ~ ~- = ~ nor_ carc~r~~~s ~ v. sl.~. „~, Cam; areOtieS ~~ 1- i i-~ - ~' yard li~:test^ne band ~, / ~' ~~ ~ ~ ~ . -- I j H,'~,7N-JAFtNSTDN : R55IIC. ~ INC. LIIG CF SDR I NG G£DTECHN I CAL CIINS~1LTRt,1T5 FDR DALLRS~ TExRS SOUTHWESTERN BLVD. BRIDGE ~~`~ 3 0~' 3 e COPPELL 1"EX~S GRIIUND LLE^tf. ~}. {~ DRTE ~ S-g'9S HIIR l NG NII . S I PRII~£CT= 5687 TYPES CAE LIICRTIDN~ Si="t PLAN nn STAND ARO PENETRATION (BPF) Z LLRE ZNFI~TRATION TEST E- t- F- n.. w W LJ ~ la.. Q Cf7 ~ r Lfl tn J D.. ~ Q lJl MATER 1 f~L DESCR (PT I ON ~ ~ ~ H w ti W Li ~ --> ~' o I ~ ~ >p Pi ~ POCKET P£N£TRIIM£TER R£RD lNG X. T5F e m m m m ~ is m - tv !'7 .- U to (~ m _ hard limestone tense thin = , I _ i ~ 52 5 _ . - _ alternating thin seams of hard 55 9 _ limestone and calcareous shale . - 8.5 8. 57.5 __ -~ alternating thin seams of hard limestone and calcareous shale = 68.8 ~ 62.5 I ~ 65.9 i ~ i ; T07AL (~PTH = 66.5 ~ I ~ r--- ~ ~ I I - -- 6. 7.5~ I ~_ t 1 i ~ i l - 7H. 8 I I { ~ I I , ~ ~' C - ~___ - ! ~ - 72.5-~ ~! ' i ~ I ~ I ~--- ~ ~ 1 NRSDN~JDHNSTt]N 1 fl55pf.~ INC. LQG ~F BQRING GEOTECNNICRL CONSULTRNTS FOR ' 3 1 0+ DRLLRS~ TEXRS SOUTHWESTERN BLVD. BRIDGE SHEET ELEV 0 0 . . -- COPPELL TEXAS GROUND DRTE ~J-9'-9f1 HOR I NG ND . 6 TYPE CDRE LoCRTIDN~ SEE PLAN PRDJECT~ 5687 _ STANDARD PENETRATION(BPF) z CARE IRFILTRATION TEST ~ ut ~ ~ POCKET PENETR(IMETER ~ -n~ (1; MFi7ER i AL DESCR 1 PT I QN ~ W ~, RERD ING X~ T5F' ~--- W ~ m E a_ f_ >-- W W a m~~mm~~~ o ' . L,J W ~ LL ?- to CL (n W ~ o ~ Ln L r m - fV r't ~ 4 - - -I~i_>ad base material v COY , f ii-m w/wea . L. S . ,gravel , d}:. gray X 2.5 yZ`1~Y, v.s i ,ran y,gray X CLAY, v.stiff,sandy,tan & 1_t.gray _ 5.0 / X - X 7.5 'X -- CI~iY, firm,sai~r3y,silty,tan X 10.0 / 12.5- 48 _._ o SP.N~ & GRAVF~., v.dense w/clay, tan o 0 0 ,e l ~ ; ° a ` I- ao o~ opt o~ o ~ 17.5 ~0 0 ~ a Oo ~Qa 0 0 O o 00 o a o p o ___ = SHAD, firm t~ mx3.hard calcareo 29.0 ~occ. v. thin limestone lenses _ ~ - -trace o~ybentr~nitic clay 22.5 _ }:~rltonitic clay seam (1/2") ~ ~ ~ 10.9 10. _ l e si ic aa an~le fraces;40°s HRSdN-JOHNSTQN i R550C.~ INC. LpG pF 6pRING GEQTECNNICRL CONSLILTRNT5 DRLLR5. TexRS SOUTHWESTERN BLVD. BRIDGE 51-~'ET 2 0~- 3 - COPPELL TEXI~S GROUND ELEV. 0.6 DRTE ~ `J-g-~ HIIR I NG N0. 6 TYPE CORE LQCRTION~ SEE PLAN PROJECT 58$7 __ [7 STANDARD PENETRATIONIBPFI Z O CARE INFILTRATION TEST E.- s ~- ~- CL W p tW~. -~ o [Y] E tin ~~ -~ a_ ~ ~n MFiTER I RL DESfR I PT I pN ~- ~ > E- W W W ~ A w .~ -~ o ~ w > e a PQCK~'f PENETRC]METER RERDING X~ T5F' m to cp rv w m m w -- Iv m ~- to m r m -= trace of bentonitic clay low angle frar_ture _ 27'5 _- calcareous ~~ firnl to mod hard . , d}t gray - 38.9 =_ -- - trace of bentonite - 3z.s -- ~` 8 - ~ thin hard limesir~ne len_~es -- _ _ ~ trace of bentonite -_ 37.5 - '' xnton~ tic clay lanunae - 49.8 =- = lint=unitir rl~y }~1ic~ - 42.5 - -~ = 9.5 9. 45.8 = 47.5 = l~zi=nnitic clay Mr'15ON-JOHNSTON t R55DC.r INC. LOG d~ E3[]RING GEOTECHNICHL ClJNSULTRNTS DALLAS. TEXHS SOUTHWESTERN BLVD. BRIDGE SHEET 3 ac' 3 -~. COPPELL TEXAS GROUND ELEV. 0.® DHTE~ ~S-~ BORING NU. 6 PROJECT ~ 5687 TYPE ~ CORE LOCH71 []N ~ SEE PUN $TANpARD PENETRATION (BPFj Z CURE TN FILTRATION TEST 1~-.- ~ a w o i~ a m ~ In ~ ~ ~n MR7ER I pL DESCR l PT I ^N ~ ~ w w w tW~. w ~ o ~ 4a,, e ~ POCKET PENETROMETER READING X~ TSf ~ m~ w~ m w m - rv m s U to r m -- - - SI SALE , f irn~ to ~d .hard , dk .gray = non-calcareous,fin¶ shale bed lcra an le fracture - - 52.5 -- g _f- - 55.0 - -- 10.0 18.0 _ alternating thin seams of hard to v.hard lunestone and calcareous " 57.5 = shale TOT/~L DEPTH : 59.0 60.0 -~ 62.5 - 65.0 67.5 - 70.0-- - 72.5 ~, MR5[IN--J~HN570N a RSS~C.~ INC. LQG QF BCIR I NG GEQTECNNICRL CakSt1LTRN75 DRLLRS~ 7EXRS SOUTHWESTERN BLVD. G auu~ lEl..av. 1 8.0 DATE: PARK WEST COMMERCE C~EN N~Ro. 7 5--10--98 PROJECT: TYPE: LOCR710N: C STANDARD PE NET RATION (BPF CARE INFILTRATION TEST 1~-- ~ a w L.J W Q l~ --~ c7 m >- L11 (n ~-~ ~ E [~ l!1 MRTER I RL DESCR 1 PT I QN - ~" [L ~?, w J LJ W l~ A ~,, ~ a o ~ ~ ~, 8 l.i ~ PRCKE'f PENETROMETER RERD I NG Xi T5F' ~ w~ m~~ m m - r~ rn s In to t` cn -- FMS PHALT -- y r~sr MATEI2I~I, 2.5 --" CLI~Y, very stiff, dark gray X 5.0 X _ '__ ~'~ AY, very stiff, brown X 7.5 - X X 10.0 -~~--- CI~~Y, veL-y stiff, sandy, light tan and light dray X 12.5 (:I~:AY, very stiff, very sandy, tan and light gray X X 15.0- TOTAL DEPTH ~ 14.5 17.5 28.0 22.5 MRSdN-JdHNSTdN 1 RSSQC.~ INC. L[]G ^F 6GR I NG GEd7ECHNICRL CONSllLTRNTS bRLLRS~ 7EXR5 SOUTHWESTERN BLVD. ~~ 1 tip' 1 PARK WEST COMMERCE CENTER GRduNb ~L~v. 8.0 DR7E~ 5-10-911 BdRING ND. ~ PRdJECT~ 56$8 _ TYPE SOIL LdfRTIdN~ SEE PLAN ff7~ ~ STANDARD PENETRATION(BPF ~ O iJRE INFILTRATION TEST ~ ~ ~ n. W W w o t~ --' ~ E >- (n '~' a E Cr ~n MRTER I AL DES~R I PT I NN _ -- ~ ~ W W .,J w w t~ ~, J ,~ a o ~ ~ ~ ~ POCKE"f PENE'fRdMETER RERDING X~ 75F' m m~ m w m m m - rv r~ ~- to ~n r m ASPHALT, crushed .t LsF~.SE 1~IATERIAL __ n L - 2 5 ~ . CLAY very stiff dark ra __ , g , y X - 5.0 X ------ X 7.5 ------ - ~ a CLAY, very stiff w/limestone part. °aY _. X X 1 . --- ------- t']~AY, very stiff, sandy w/limeston ~>arti.cles, lt. tail & lt. gray X ------- -~ 12.5 --- t'I-.AY, hard, sandy w/limestone I~~hles, tan & light gray X X -- 15.0 TOTAL Dl=PTH ~ 14.5 - ~ - 17.5 20.0 22.5 MRSpN-J-HN57-N t R55pC,~ INC. LQG GF 6[7R I NG GEpTECHNICRL Ci]NSULTRNTS DRLLRS~ TExRS SOUTHWESTERN BLVDEN G ou ~.~. 1 0.0 PARK WEST COMMERCE TER DATE ~ 5-1f~-90 8t]R I NG Np. 9 PRpJECT~ 5@88 TYPE SOIL LOCRTION~ SEE PLAN STANDARD PE NETRATION (BPF Z CORE jNFILTRATION TEST !~- ~ -- F-- n.w Q lL o m ~ l i ~n ~' CL ~ l~Il MR7ER l RL DESCR I PT I QN ~ ~ > -- ww W lWl. ,°~, J o 8 ~a,, ~ PACKET PENETROMETER REflDING X~ T5F' m~~ m rn m m m '-' rv m T to to r m tiff d k , ar gray C,IyAY, very s X 2.5 I:LA~', very stiff, sandy, light gra~~ and tan X - c:1~Y, very stiff, slightly sandy, X - 5.0- -- w/Limestone pebbles, light tan and light gray x x 7.5 X X 10.0- ____. --- c'LZ:Y, veL~y sti-ff, sandy, tan and :Light gray X -' 12.5 c~AY, stiff , vez_y sandy, tin and light gray X -}-10/6" 1B/6" 14/6" , , 15.0 ~ TOTAL DEPTH ~ 15.0 - 17.5 20.8 22.