APÉNDICE F. Evaluación Geotécnica

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1 APÉNDICE F Evaluación Geotécnica

2 REPORT ON GEOTECHNICAL INVESTIGATION FOR PROPOSED LAGUNA DEL MAR PLAZA PROJECT ASHFORD AVE. SAN JUAN, PUERTO RICO GUTIERREZ - LATIMER - C.S.P. MR. ROBERTO CACHO I LAGUNA DEL MAR PRINCESS, INC. BY METROPOLITAN SOILS AND ENGINEERING MATERIALS LABORATORY, INC. MAY, 2004 A. INTRODUCTION: This is our report on a geotechnical investigation performed for the design of the foundations for the proposed Laguna del Mar Plaza project at Ashford Ave., Condado, San Juan, Puerto Rico. The project site, presently being operated as a parking lot for some 200 cars, is bounded north by Ashford Ave., south by the Laguna del Condado, and east by the multi-story Astor Condado Apartment Building. The proposed Laguna del Mar Plaza project shall consist of eight (8) levels of Parking [Levels -9'-0", + 0'-0", + 9'-0", +18'-0" + 27'-0", + 36'-0", + 45'-0" and + 54'-0"], a Plaza Level [Level + 66'-0"], and twin, separate, 16-floors-each Apartment Towers rising above Plaza Level. The 8 levels of Parking (and the Plaza Level) shall cover practically the entire lot's dimensions. The Apartment Towers shall each be some 65 feet wide by 110 feet deep, separated at the center of the lot some 65 feet.

3 OCEANO DEL CONDADO AGUNA

6 The soil exploration performed consisted of the ten (10) soil borings shown on the enclosed plan at the Appendix. Subsurface exploration data and results of laboratory tests reveal soil conditions and properties strictly at the borehole locations and over the borehole depths. The present lot downslopes significantly (an ESTIMATED 2.5 to 3 meters) toward the Laguna del Condado. The work performed was requested and authorized by Architect Enrique H. Gutiérrez i n behalf of Mr. Roberto Cacho 1 Laguna del Mar Princess, Inc. B. FIELD EXPLORATION : Field exploration Laboratory, Inc. was made by Metropolitan Soils and Engineering Materials The method of drilling through overburden was generally by power-advanced continuous-flight augers. [Overburden refers to any unconsolidated soil material lying above bedrock (including both natural soil formations and/or man-made fill) that can be drilled without resorting to rotary drilling with diamond bits.] The method of drilling through rock, if performed, and including rubble, concrete, stones, cobbles, boulders, etc. which could not be broken up nor displaced, was by diamond-bit rotary drilling [rock coring]. The method of sampling overburden was split-spoon drive. The individual samples were obtained by driving a 2-in. O.D. special split-barrel sampling spoon into material which has not been disturbed by the immediately preceding drilling operation. The method of sampling rock [bedrock, detached sections of rock, or large boulders into or through which core boring is necessary], if performed, was by continuous core-boring with a diamond core bit and a double-tube core barrel.

7 The Standard Penetration Test was performed in every split spoon sampling i ncident to estimate the in-situ density of granular [coarse-grained] soil materials and the consistency of fine-grained clayey soils. A 140-pound drop hammer, free-falling 30 inches, is utilized to drive the split-barrel sampler 12 inches and the corresponding number of blows recorded and annotated as the blow count or N-value. C. LABORATORY TESTS : Moisture content and unconfined compression routine tests were performed on the recovered split-spoon drive samples whenever possible. Special Atterberg limits, classification, unit weight, specific gravity of solids, unconfined compression [ Shelby-tube samples] and grain size and gradation distribution tests may have been performed to determine, estimate or correlate pertinent engineering properties to the type of project under consideration. D. GROUNDWATER LEVELS : The depth to groundwater, if groundwater was indeed observed at the location of the boring, has been shown on the log of the boring. Unless otherwise modified, the noted depth refers to the measured depth when first observed by the driller/logger while drilling and/or sampling at the particular boring location. I n particularly i mpermeable strata more reliable methods [like observation wells] should be adopted to measure the depth to the water level over a considerable length of time. The use of water during drilling, the use of casing, the penetration of strata of vastly different permeability, the occurrence of perched water, and the limited time

8 available for observation all contribute to the difficulty of obtaining reliable groundwater data during the time span of the actual field exploration. E. GENERAL GEOLOGY : The Geologic Map of the San Juan Quadrangle, Puerto Rico, by Pease, Jr. and Monroe, 1977, maps the project site in map unit Qb, Beach Deposits, described as: "Sand composed of grains of quartz, volcanic rock, and shell. Mostly quartz sand east of Punta Las Marías, predominantly shell sand elsewhere, beachrock common west of Punta Las Marías". F. SOIL CONDITIONS AND PROPERTIES : The 2 enclosed color profiles represent our own best interpretation of the disclosed existing soil conditions and properties east to west toward Ashford Ave., and the same toward the Condado Lagoon. The uppermost say 10 ft include sand-rock fragments-concrete fragments FILL, peat and peaty sand (toward the lagoon), and loose or low medium-dense beach sand. Below, and to a depth of 30+ ft Boring 8), in-situ soil is generally medium dense fine-and-medium- rained poorly graded uniforml graded) BEACH SAND with trace to little fines. At said depth of 30-plus ft a +/-10.5 ft-thick (except Boring 4 very stiff cla sand cla and sand silty cla stratum occurs which interrupts the continui deposit. of the BEACH SAND littoral

9 METROPOLITAN SOILS, Job: Laguna del MAr Projecto Geotechnical Consultants Date- May ' Américo Miranda Scale: 1"= 10' O" vertical Rio Piedras, Puerto Rico Pg. 1 of

10 La METROPOLITAN SOILS, Geotechnical Consultants Date: 1213 Americo Miranda " Scale: Rio Piedras, Puerto Rico Pg. I _ of

11 Apartment Building toward the southeast has a Basement Parking Level.] I nitial groundwater level readings recorded at 2 installed observation wells, 1 front, 1 rear, these after completing all 10 borings, were: Front (Ashford side) Rear (Lagoon side) -8'-3" -1'-8" Foundation for the proposed Laguna del Mar Plaza project is recommended on large diameter bored piles. Underneath the footprint of the 2 65' x 110' Apartment Towers we recommend using 36" bored piles, each with a design capacity of an estimated 365 tons in compression. We assume that 3 of these 36" piles shall be required per support point underneath the 2 Towers. Pile to pile spacing within i ndividual support points shall be 2.5 diameters minimum. Moving away from the 2 Tower footprints, and into the 8-story Parking Level areas, foundation is recommended on 24" to 32"a bored piles, each of length as above. pile. Allowable bored pile loads in compression are ESTIMATED in 215 tons er At least 3 load tests shall be performed for the project, 2 for the Tower piles and 1 for the Parking piles. day. We estimate that at least 4 bored piles can be completed within one working Because of the denseness of the fine-and-medium-grained beach sand, with generally only lesser amounts of fines, we do not believe that liquefaction shall be an i ssue in this particular project.

12 Also, because of the "intruding" upper clay stratum which effectively interrupts the otherwise deep sand stratum, we rule out vibroflotation as a cost-effective foundation solution. Heraclio A. Amadeo Lopategui

13 TABLE I DESCRIPTIVE TERMINOLOGY SOIL IDE NTIFICATION SYSTEM COHESIVE SOILS Descriptive Term Plasticit y I ndex SILT, trace clay, or ORGANIC SILT, trace clay 1-5 Clayey SILT, or ORGANIC clayey SILT 5-20 Silty CLAY, or ORGANIC silty CLAY CLAY or ORGANIC CLAY 40 plus GRANULAR SOILS Descriptive Term Per Cent b y Wt. trace 0-10 little some and 35-50

14 TABLE 11 DESCRIPTIVE TERMINOLOGY CONSISTENCY OF COHESIVE SOILS AND RELATIVE DENSITY OF GRANULAR SOILS COHESIVE SOILS N - Blows 1 Ft. (*) Unconfined Compressive Strenqth _See_ Terzaqhi & Peck Consistenc (T.S.F.) Less than 2 Very soft soft medium stiff very stiff more than 30 hard GRANULAR N - Blows 1 Ft. Relative Density 0-4 very loose 4-10 loose medium dense Over 50 very dense (*) Blows per foot on a 1-318" I. D. - 2" O. D. split spoon sampler driven by a 140 lbs. hammer with a free fall of 30 in.

15 APPENDIX

16 METROPOLITAN SOILS & ENGINEERING MATERIALS LABORATORY, INC. SUBSURFACE EXPLORATION LOG BORINGNO.-

17 METROPOLITAN SOILS & ENGINEERING MATERIALS LABORATORY, INC. SUBSURFACE EXPLORATION LOG JOB NO BORING NO. Sheet 2 of

18 .. UKT, INC. SUBSURFACE EXPLORATION LOG BORNGNO_- 2 JOB NO LOCATION CONDADO, SAMPLE HAMMER: Wt SAMPLER TYPE AND SIZE Sheet _ JOB TITLE LAGUNA DEL MAR P. R. DATE REF, ELEV DATUM LBS. DROP 30" CASING HAMMER: WT DROP 2" O.D. SPLIT SPOON Casin Size Augers

19 METROPOLITAN SOILS & ENGINEERING MATERIALS LABORATORY, INC. SUBSURFACE EXPLORATION LOG JOB NO BORING NO. Sheet 2 of-- 2

20 IN(; SUBSURFACE EX Exploration LOG BORING NO.- 3 Job No JOB TITLE LAGUNA DEL MAR LOCATION CONDADO, P.R. DATE SAMPLE REF ELEV.- HAMMER: WT. 140 LBS. DROP 30" CASING HAMMER: WT.SAMPLER TYPE ANDSIZE 2" O.D. SPLIT SPOON DATUM DROP - Casing Size Augers 7,10, a

21 METROPOLITAN SOILS & ENGINEERING MATERIALS LABORATORY, INC. SUBSURFACE EXPLORATION LOG 2898 BORING NO. 3 Job No Sheet 2 of 2

JOB NO. 2898 LOCATION CONDADO, P.R. SAMPLE HAMMER: WT SAMPLER TYPE AND SIZE SUBSURFACE EXPLORATION LOG Boring No. 140 LBS.

22 JOB NO LOCATION CONDADO, P.R. SAMPLE HAMMER: WT SAMPLER TYPE AND SIZE SUBSURFACE EXPLORATION LOG Boring No. 140 LBS. JOB TITLE LAGUNA DEL MAR Sheet 1.. of 2 - DATE REF. ELEV DATUM --- DROP 30 " CASING HAMMER: WT. DROP CASING SIZE AUGERS

23 METROPOLITAN SOILS & ENGINEERING MATERIALS LABORATORY, INC_ SUBSURFACE EXPLORATION LOG JOB NO BORING NO. Sheet o f

24 su s R F AC EXPL0RAT 1 IN' L JOB NO, 2898 Job TITLE LAGUNA DEL MAR PLAZA LOCATION CONDADO, P. R. Date RIF.ELEV. Sample HAMMER: WT. 140 LBS. DROP 30 Casing HAMMER: WT Sampler TYPE AND SIZE 2" O.D. SPL T T SPOON DATUM DROP Size AUGERS

25 METROPOLC'MN SSMLS & ENGINEERING MATERIALS LAUO R ATOéiv, I C SUBSURFACE EXPLORATION LO JOB NO _ Boring NO. Sheet 2 of 2

26 Subsurface XPLORATION LOG Boring neet- 1 of 2 JOB NO JOB TITLE LAG UNA DEL MAR PLAZA Location CONDADO, P. R. DATE Sample Hammer WT 140 LBS. DROP 30 CASING Hammer WT DROP_ SAMPLER TYPE AND SIZE 2" O.D. SPLIT S POON Casing Size AUGERS

27 METROPOLITAN Soils & ENGINEERING MATERIALS Lab Ratory INC.. SUBSURFACE Exploration Log JOB NO BORING NJ. ` 7 _ Sheet 2 of 2 END OF BORING 80_0'

28 SUBSURFACE EXPLORATION LOG BORINGNO Sheet - JOB NO. JOB TITLE CONDADO DEL MAR PLAZA Location. CONDADO, P. R. DATE REF. ELEV --- DATUM SAMPLE HAMMER: WT 140 LBS. DROP 30 " CASING HAMMER: WT. --- DROP_ SAMPLER TYPE AND SIZE 2 " O.D. SPLIT SPOON CASING SIZE - INC. 8. of. 2 AUGERS Description of Material

29 METROPOLITAN \SOILS & ENGINEERING MATERIALS LABORATORY, INC. SUBSURFACE EXPLORATION LOG JOB NO BORING NO. 8 Sheet 2 of 2

30 SUBSURFACE EXPLORATION LOG BORING NO.- 9 Sheet - of 2 JOB N JOB TITLE LAGUNA DEL MAR 1 LOCATION CONDADO, P. R. DATE REF. ELEV.. DATUM SAMPLE HAMMER: WT 1 40 LES. DROP 30" CASING HAMMER: WT. --- DROP ---- SAMPLER TYPE And SIZE 2 " O.D. SPLIT SPOON CASING SIZE AUGERS

31 JOB NO. METROPOLITAN SOILS $e ENGINEERING MATERIALS LABORATORY, INC. SUBSURFACE EXPLORATION LOG 2898 BORING NO. Sheet of 2

32 MATERIALS LABORATORY, I NC. SBSURFACE EXPLORATION LOG BORINGNO, 1.0 Sheet J0B NO. of 2 L AGUNA DEL MAR PLAZA JOB TITLE CONDADO, P.R. LOCATION DATE REP ELEV. DATUM SAMPLE HAMMER: WT 140 LBS. D ROP 30" CASING HAMMER: WT DROP SAMPLER TYPE AND SIZE 2 O.D. SPLIT SPOON CASING SIZE AUGERS

33 METROPOLITAN SOILS & ENGINEERING MATERIALS LABORATORY, INC. SUBSURFACE EXPLORATION LOG JOB NO BORING NO. _ 10 Sheet 2_0f END OF BORING 80_0'

34 A, 236 f L

35 GRAIN SIZE DISTRIBUTION TESTS

% COBBLES m 7 % GRAVEL _ % SAND %SILT I % CL=AY AASHTO PL 97.8 SP SIEVE PERCENT FINER SIEVE PERCENT FINER SOIL DESCRIPTION inches number size sae O O Fine & medium-grained BEACH SAND, trace fines.

36 % COBBLES m 7 % GRAVEL _ % SAND %SILT I % CL=AY AASHTO PL 97.8 SP SIEVE PERCENT FINER SIEVE PERCENT FINER SOIL DESCRIPTION inches number size sae O O Fine & medium-grained BEACH SAND, trace fines. # # # # # # # # GRAIN SIZE REMARKS: D D D REUNION COEFFICIENTS o Location: BORING #9 METROPOLITAN SOILS Client: GUTIERREZ-LATIMER C.S.P. AND ENGINEERING MATERIALS LABORATORY, INC. Project: Project No.: LAGUNA DEL MAR PROJECT CONDADO Figure

37 %COBBLES % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL O 96.9 SP 95.8 SP 75.5 SM SIEVE PERCENT FINER SIEVE PERCENT FINER SOIL DESCRIPTION inches O Cl A number O A size O Fine & medium-grained BEACH SAND, trace size silt. # # [1 Fine & medium-grained BEACH SAND, trace # fines_ # # # Fine-gained silty SAND, some 114 medium- # gained. GRAIN SIZE D D D COEFFICIENTS O Location: BORING #10 Location: BORING #10 Location: BORING #10 METROPOLITAN SOILS Client: GUTIERREZ-LATIMER C.S.P. Project: AND ENGINEERING LAGUNA DELMARPROJECT CONDADO REMARKS: MATERIALS LABORATORY, INC. Project No.: Fi ire

O COBBLES % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 97.5 86.

38 O COBBLES % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SM SIEVE PERCENT FINER SIEVE PERCENT FINER SOIL DESCRIPTION inches 0 number O O Medium-grained BEACH SAND, about 40% size fine-grained, trace fines. # # #40 0 Fine & medium-grained silty BEACH SAND, # # # # GRAIN SIZE REMARKS: D D D Cc 0.95 C u 3.11 o Location: BORING #5 0 Location: BORING #5 COEFFICIENTS METROPOLITAN SOILS AND ENGINEERING Client: GUTIERREZ-LATIMER C.S.P. Project: LAGUNA DEL MAR PROJECT CONDADO MATERIALS LABORATORY, INC. Pro'ectNo.: Fi ure

39 GOBBLES % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL a 96.7 SP 93.5 SP-5M s inches size SIEVE PERCENT FINER SIEVE PERCENT FINER SOIL DESCRIPTION O 0 n umber O O Medium-grained BEACH SAND, about 1/3 fine-grained, rock fragments # upper 6.5 feet. # # p Fine & medium-grained BEACH SAND, little 96.4 # fines. # # # # GRAIN SIZE REMARKS: D ,528 0 D D COEFFICIENTS L Cc ,95 [ Cu Location: BORING #6 Location: BORING #6 METROPOLITAN SOILS Client: GUTIERREZ-LATIMER C.S.P. AND ENGINEERING Project: LAGUNA DELMARPROJECT MATERIALS LABORATORY, INC. CONDADO Project No.: Figure

COBBLES % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL 01 96.7 SP 93.8 91.

40 COBBLES % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL SP SP-SM SIEVE PERCENT FINER SIEVE PERCENT FINER SOIL DESCRIPTION inches O number O size O Medium-grained BEACH SAND, some fine- size grained, trace fines. # # #40 Fine-grained SAND, little fines # # # $ p Fine & medium-grained BEACH SAND, little # fines. GRAIN SIZE D COEFFICIENTS C c CU 3, Location: BORING #7 o Location: BORING #7 Location: BORING #7 METROPOLITAN SOILS Client: GUTIERREZ-LATIMERC.S.P. REMARKS: AND ENGINEERING Project: LAGUNA DEL MAR PROJECT CONDADO MATERIALS LABORATORY, INC. Pro'ect No.: Fi ure

D60 PARTICLE SIZE DISTRIBUTION TEST REPORT 100 90 80 70 1! z z w 0 W a. 60 50 40 30 20 10 0 200 100 10 1 0.1 GRAIN SIZE - mm 0.01 0.001 O O COBBLES % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL 93.

41 D60 PARTICLE SIZE DISTRIBUTION TEST REPORT ! z z w 0 W a GRAIN SIZE - mm O O COBBLES % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL SP 0 SP-SM SIEVE PERCENT FINER SIEVE PERCENT FINER SOIL DESCRIPTION inches size O number size O p p 0 Dark brown, v ery slightly organic, mostly fine- SAND, # #10 about 113 medium-grained # p Fine & medium-grained, poorly graded, # BEACH SAND; mostly brown & dark brown. # # A Medium-grained BEACH SAND, about 113 # fine-grained, some silt. # GRAIN SIZE REMARKS: D D c c 1.11 ~ o Location: BORING #8 Location: BORING #8 4 Location: BORING #8 COEFFICIENTS C u METROPOLITAN SOILS AND ENGINEERING MATERIALS LABORATORY, INC. Client: Project: Proiect No.: GUTIERREZ-LATIMER C.S.P. LAGUNA DEL MAR PROJECT CONDADO Figure

42 APÉNDICE G Estudio de Recursos Culturales Fase IA y IB

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101

B-1 BORE LOCATION PLAN. EXHIBIT Drawn By: 115G BROOKS VETERINARY CLINIC CITY BASE LANDING AND GOLIAD ROAD SAN ANTONIO, TEXAS.

B-1 BORE LOCATION PLAN. EXHIBIT Drawn By: 115G BROOKS VETERINARY CLINIC CITY BASE LANDING AND GOLIAD ROAD SAN ANTONIO, TEXAS. N B-1 SYMBOLS: Exploratory Boring Location Project Mngr: BORE LOCATION PLAN Project No. GK EXHIBIT Drawn By: 115G1063.02 GK Scale: Checked By: 1045 Central Parkway North, Suite 103 San Antonio, Texas 78232