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Amberpoint BP-LR020314
March 14, 2002 ENGINEERING, [NC. Transwestern Commercial Services 5001 Spring Valley Road, Suite 600W Dallas, Texas 75244 Attn: Re: Mr. Jim Gaspard Drilled Shafts Amberpoint Building No. 1 Coppell, Texas HBC Project No. 94021029 Gentlemen: On March 11, 2002, HBC Engineering (HBC) performed six borings in the pad for the proposed building. The approximate locations are shown on the attached Boring Location Diagram. The purpose of this investigation was to explore the subsurface conditions beneath the pad prior to beginning the drilled and underreamed shaft installation. A total of 6 borings were drilled with buggy-mounted drilling equipment. Cohesive soils were sampled using steel tubes. The more sandy site soils encountered with depth were sampled during performance of the Standard Penetration Test. The samples were extruded, logged, sealed and packaged at the site for transportation to the laboratory. In the laboratory, moisture content, Atterberg Limits, unconfined compression and hand penetrometer readings were performed on selected samples. Detailed descriptions of the soil strata encountered and the laboratory data is provided on the attached Logs of Boring. Currently, underreamed shafts for this project are designed at a depth of about 16 feet below existing grade with an allowable bearing pressure of 3,500 PSF. Based on the conditions encountered in the borings, underreamed shafts should be situated at a depth of about 12 feet below present grade. Some field adjustments in the depths of some shafts will likely be required to keep the bottom of the shafts above any caving soils, as was encountered at depths of about 10 to 12 feet in Borings 4 and 6, respectively. In addition, the allowable bearing pressure for the underreamed shafts can be increased to 4,000 PSF, this may or may/not result in significant cost savings. Mr. Jim Gaspard Transwestern Commercial Services March 14, 2002 Page 2 Groundwater seepage was not observed in the borings. However, seepage may occur in some areas. Field adjustments in the depths of the shafts may be required if seepage occurs. Please contact us if there are any questions concerning the test results or recommendations. Sincerely, HBC ENGINEERING Project Engineer Hill & Wilkinso ~ Bryan Diagle/Kirk Woltman (1) SANDY LAKE ROAD I I f rTM ~B-1 E 0 125 250 FEET APPROXIMATE SCALE Project No., 94021029 BORING LOCATION DIAGRAM AMBEFIPOINT BUILDING No. 1 COPPELL, TEXAS Date, 03/12/02 LOG OF BORING PROJECT: AMBERPOINT BUILDING No. 1 BORING NO. B- 1 Amberpoint Business Park PROJECT NO, -- 94021029 Coppell, Texas DATE 3-11-02 CLIENT: Transwestern Commercial Services SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ~ ATTERBERG Continuous Flight Auger ~ LIMITS %) I ~ ~ ~ ~ ~ _ ~ GROUNDWATER INFORMATION: I ~ ~- ~_ _z ~ ~ ~,n~ N0 seepage observed. Dry at completion. ~ ~ ~ ~ 8 ~ o ~ LL PL P~ ~ ~ ~ ~ ~ ~ DESCRIPTION OF STRATUM ~ P =~ ....... ~ Dark brown to brown clay 2 I 2.0 PI~2'5 ' I i U~ht brown and tan ~ I ~ Tan and ~ra~ silt~ sandg ~2 ~ [ I - with sago seams Tan siltg sand ~ ~ ........... B.H. at 20.0~ '1 LOG OF BORING PROJECT: AMBERPOINT BUILDING No. 1 BORING NO. B- 2 Amberpoint Business Park PROJECT NO. D4021029 Coppell, Texas DATE 3-11-02 CLIENT: Transwestern Commercial Services SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): Continuous Flight Auger ATTERBERG ~ LIMITS %) ~x ~ _ ~: GROUNDWATER INFORMATION: c~ m z ~- o_ cc cc = c] o_ LL PL PI "T; ~ ~ u© ~ DESCRIPTION OF STRATUM /'~ IP=3.O ' I Dark brown to brown clay 4 I I Li§ht brown clay I i I - with calcareous nodules I lan and gray silty clay 10 I - with calcareous nodules ~//iiP=4~+ 15 118 36 19 17 9.6 7,2 .~'~--4.[+ 12 1~4 ~2.8 4.4 I I i [ B.h. at 20.0' i I 22 I N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE LOG OF BORING PROJECT: AMBERPOINT BUILDING No. I BORING NO. B- 3 Amberpoint Business Park PROJECT NO. 94021029 Coppell, Texas DATE 3-11-02 CLIENT: Transwestern Commercial Services SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG -- I Continuous Flight Auger ~ ~ ~LIMITSI%~ ~ I ~- ~ _ ~_ GROUNDWATER INFORMATION: ~-- ~ ~ No seepage observed. Dry at completion. ,~ z ~ ~- - - ~ o -~ o ~ ~ a ~ ~ =~ = ~ LL PL P~ = ~ ~~ DESCRIPTION OFSTRATUM ~ Dark brown clay P:1.5 ~ Light brown and gray clay 6 8 P=4.0 1C Light brown and gray silty sandy clay 12 - with calcareous deposits 14 - with sand seams below 16' 18 9 31 17 14 20 B.H. at 20.0' 22 24 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: P - POCKET PENETROMETER RESISTANCE LOG OF BORING PROJECT: AMBERPOINT BUILDING No. 1 BORING NO. B- 4 Amberpoint Business Park PROJECT NO. 94021029 Coppell, Texas DATE 3-11-02 CLIENT: Transwestern Commercial Services SURFACE ELEVATION Dallas, Texas PAGE 1 of FIELD DATA LABORATORY DATA DRILLING METHOD(S): ti AiTERBERG Continuous Flight Auger ~ LIMITS %) ~ ~_ ,,x, ~ ~ - ~: GROUNDWATER INFORMATION: ~-- I ~ ~ NO seepage observed. Dry at completion, ~F~=~ ~ ~O,LL PL P~ ~ lo ~--~ ~ o° ~- DESCRIPTION OF STRATUM IP=4.0 i Dark brown to brown clay P=l.5 IP=2.0 I ~ I -~ J Light brown and orange clay ~[ * with calcareous nodules .~ -- i Tan and ~ray sandy clay 1¢ .~ ' Tan and gray clayey sand 14 P=4.$ + 7 2~ 17 ~ /an silty sand 16 - slightly cemented 18 N=70 20 I B.H. at 20.0' 22 I N - STANDARD PENETRATION TEST RESISTANCE REMARKS: P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY a~a~o,~c RQD - ROCK QUALITY DESIGNATION LOG OF BORING PROJECT: AMBERPOINT BUILDING No. 1 BORING NO. B- 5 Amberpoint Business Park PROJECT NO, 94021029 Coppell, Texas DATE 3-11-02 CLIENT: Transwestern Commercial Services SURFACE ELEVATION Dallas, Texas PAGE 1 of 1 FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Flight Auger ~ _klMITS , %) ~ ,,x, ~, ~ GROUNDWATER INFORMATION: ~z ~ ~u o~' ~ No seepage observed. Dry at completion. Q m ~ ~ ~ = ~ a ~ LL PL PI ~ 8 ~ ~ ~ ~ DESCRIPTION OF STRATUM ~ IP=4.o Dark brown to brown clay ~ ~ P=1.5 ~ P=2.5 ,I Light brown silty clay ~ · I 6 ~ ....... I~ Tan and gray silty clay to clay 8 ~ P=3.5 22 50 24 26 10~ _14~ ~P=4.5 Tan very silty sandy clay lan ~ I B.H. at 20.0' 22 24~ N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE P - POCKET PENETROMETER RESISTANCE R ~ PERCENTAGE OF ROCK CORE RECOVERY RQD - RO~K QUALITY DESIGNATION LOG OF BORING PROJECT: AMBERPOINT BUILDING No. 1 BORING NO. B- 6 Amberpoint Business Park PROJECT NO. 94021029 Coppell, Texas DATE 3-11-02 CLIENT: Transwestern Commercial Services SURFACE ELEVATION _ Dallas, Texas PAGE 1 of FIELD DATA LABORATORY DATA DRILLING METHOD(S): ATTERBERG Continuous Flight Auger ~ LIMITS %) ~ z~ ,,x, ~ _ ~ GROUNDWATER INFORMATION: ~ u~ ~ ~ No seepage observed, Dry at completion. _ ~ ~z~ >- ~ _z o ~- ~ ~< DESCRIPTION OF STRATUM ~u ~° ~: z~" ~ .... o ~ ~o LL PL Pi ~ o u~ _ P=2.5 Dark brown to brown clay 2--~iP=2'5 P=l.5 P=2.5 4 P=2.5 I Light brown and tan silty clay to clay I - with calcareous nodules 8 ~ P=4.5 ~ P=4.5 ~2--- .~ Tan sandy clay p=2,25 14 ~20 26 15 11 2.7 6.7 16 :iili Tan cemented sand I~ Tan and gray sandy clay 20' ~ IP=4'5 " I I B.H. at 20.O' 22 N - STANDARD PENETRATION TEST RESISTANCE REMARKS: T - TXDOT CONE PENETRATION RESISTANCE ~'~ P - POCKET PENETROMETER RESISTANCE R - PERCENTAGE OF ROCK CORE RECOVERY ROD - ROCK QUALITY DESIGNATION KEY TO SOIL SYMBOLS FOR LOGS OF BORINGS KEY TO SOIL CONSISTENCY NO. OF BLOWS, N RELATIVE DENSITY PARTICAL SIZE IDENTIFICATION 0-4 Very loose BOULDERS: Greater than .~00 mm 5-10 Loose COBBLES: 75 mm fo 300 mm 11-50 Medium Dense GRAVEL: Coarse: lg.0 mm fo 75 mm 51-50 Dense Fine: 4.75 mm to 19.0 mm OVER 50 Very Dense SANDS: Coarse: 2.00 mm fo 4.75 mm Medium: 0.425 mm to 2.00 mm Tine: 0.075 mm fo 0.425 mm SILTS & CLAYS: Less than 0.075 mm CLASSIFICATION COMPRESSIVE STRENGTH, pst HAND PENETROMETER, fsf Very Soft Less than - 500 <:0.25 Soft 500 - 1000 0.25 - 0.5 Firm 1000 - 2000 0.5 - 1.0 Stiff 2000 - 4000 1.0 - 2.0 Very Stiff 4000 - BO00 2.0 - 4.0 Hard More than - 8000 >4.0 KEY TO DRILLING SYMBOLS Undlsfurbed Sample ~ Disturbed Grab Sample ~ Split Spoon Sample/ Texas Hwy. Dept. PenefrofionTesf ~ Wafer Level of Time ~ of Drilling ~ Core Run · Tinal Water Level KEY TO SOIL CLASSIRCATIONS ..... OH-High plasticity ~'1 FILL "". organic SILTS SC-Clayey SANDS L.- ..... ond CLAYS ~ ~ ~ GP-Poorly graded CH-High plasticity ML-Low plasticity '0~)Q: GRAVELS InorgonlCvery SILTS >'. *P OW-Well graded CLAYS or shaley CLAYS & fine SANDS ~ GRAVELS silty CLAYS inorganic SILTS GM-SIlty GRAVELS CL-Low plasticity SM-Silty SANDS = sandy CLAYS ~ SHALE ------ OL-Low plasticity '"'"'" SP-PooHy graded ~ _-_-_ organic SILTS ..... SW-WoII graded~ LIMESTONE -- I and CLAYS ....