Report - Geo-Report_Addendum_1_Sch A_Hwy-385.pdf

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Geotechnical engineers providing geotechnical engineering solutions .... Patricia A. Crumley, MECEE

Tirso A. Alvarez, PhD Alan R. Crumley, MSCE

P.O. BOX 362040, SAN JUAN, PUERTO RICO 00936-2040 TEL (787) 783-3585 FAX (787) 793-0410 Founded 1981 – Peer Reviewed by ASFE www.geoconsult.us

ADDENDUM NUMBER ONE

TO

GEOTECHNICAL ENGINEERING REPORT

EROSION REMEDIATION

PR-5568 KILOMETER 0.8

Corozal, Puerto Rico

Report dated January 12, 2019 Addendum date March 6, 2019

I reviewed preliminary design drawings by BHA related to remediation of erosion from severe flows over roadway PR-5568 at kilometer 0.8 in Corozal, Puerto Rico. This area is subject to flooding and erosion. The Cibuco River enters the area from the south and flows into two 72-inch culverts near kilometer 0.8 that discharge on the opposite side of the roadway. The river then turns into a northeast-east direction. The proposed design replaces the two 72-inch pipes with a four cell box culvert, thus creating additional flow capacity. Please refer to the attached nine pages, which show my revision.

At the culvert location, the slab will generally lie on weathered rock or dense clayey gravels and sandy silt. From the borings, my opinion is that these soils can be cut without need for large rippers or explosives. Excellent foundation conditions are expected at the proposed culvert soffit. Nonetheless, given normal

PR-5568, kilometer 0.8 Advance Geotechnical Report variations in these stream scenarios, changes might occur that require overexcavation and recompaction. Replacement can be conducted using any recovered clean gravel or imported material (AASHTO type A-1, A-3, A-2-4), compacted as specified by the Highway Authority.

The recommended ultimate bearing pressure for design of the culvert and flarewalls is 15 kips per square foot, or 5.0 kips per square foot using service loads. Design of the mat foundation can be conducted using a modulus of subgrade reaction equal to 150 pounds per square inch, per inch (150 kci).

Settlements of the culvert on weathered rock (borings CR-1 and CR-2) are expected to be less than 0.1 inches. Settlement from loading of dense sands should be about five times this value, still insignificant; thus, adverse effects are not expected. Overexcavation at the location of weathered rock is not necessary.

Some overexcavation and replacement of soft soils could be required, if found upon excavation near the wingwalls. This could occur at boring CR-5, where loose fill is found near foundation bottom, and moving upstream. On the northern side, boring CR-2 indicates weathered rock near the likely foundation bottom. The need for overexcavation will be determined by the agency’s

PR-5568, kilometer 0.8 Advance Geotechnical Report engineers during construction. I assume that the flarewalls will have construction joints to separate them from the culvert.

Liquefaction due to seismic shocks is not expected beneath the culvert or flarewall slabs.

Side slopes on cut ground are generally shown at 1.5:1 H:V and 2:1 on fill slopes. In my opinion, these slopes are acceptable. The designer must review erosion mechanisms and protect the slopes. Stations 2+75 and 2+80 do show 1.5:1 slopes for compacted fill, which is acceptable for these slope heights using recovered clean gravel or imported material (AASHTO type A-1, A-3, A-2-4), compacted as specified by the Highway Authority.

For seismic design, the Site Class is “C”. AASHTO uses a 1/1000 recurrence interval, for which the latest USGS probabilistic seismic hazard maps

(2003) show 0.29 as the peak ground acceleration.

A typing mistake is noted for boring log CR-1. The top elevation should read 209.81 meters. The corrected boring log is attached.

Alan R. Crumley, PE March 6, 2019 License 5828 San Juan, Puerto Rico File No. 3008-18

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CR-5

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CR-1

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CR-2

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CR-3

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CR-4

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Alan Crumley Text Box Boring CR-4 is further to the right and is not shown here.

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CR-1

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CR-2

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CR-5

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Alan Crumley Text Box Auto. hammer N_ave = 32 N60= N_ave*1.3 = 42

Alan Crumley Text Box Auto. hammer N_ave = 20 N60= N_ave*1.3 = 26

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CR-5

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Alan Crumley Text Box Auto. hammer N_ave = 32 N60= N_ave*1.3 = 42

Alan Crumley Text Box Auto. hammer N_ave = 20 N60= N_ave*1.3 = 26

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CR-5

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CR-1

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CR-2

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CR-4

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CR-2

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CR-1

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CR-5

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CR-1

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0.00

-6.00

-14.00

FILL: silty sand with gravel, brown, gray

CLAYEY GRAVEL with sand, yellowish brown, gray, moist

WEATHERED ROCK sampled as silty gravel with sand, yellowish brown, dark gray

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

40/5"

40/5"

40/5"

40/4"

40/5"

40/5"

40/5"

40/4"

SUBSURFACE EXPLORATION LOG

BORING No.: CR-1

PROJECT:

PR-5568 Km. 8.0

JOB:

SHEET 1

OF

LOCATION: Corozal, PR DRILLER/DRILL RIG: Carlos I. Diaz / CME-55

COORDINATES: DATE STARTED: 12-13-18 DATE COMPLETED: 12-13-18

DESCRIPTION BY: Rommel Cintron SURFACE ELEVATION (ft):

GROUNDWATER (ft): Initial: 8 Final: ENGINEER: Rommel Cintron DRILLING METHOD: Hollow-Stem Auger 2.25" ID TOTAL DEPTH (ft): 25.5

N W Qu

"N" - Number of blows required to drive the sampling spoon a distance of 12 in. with a 140 lbs hammer falling 30 in.

"W" - Natural Moisture Content in percentage of dry weight. Initial G.W. Depth "Qu" - Unconfined Compressive Strength in tons per square foot. Final G.W. Depth "Rc" - Core recovery in percent for each successive run. "RQD" - Rock quality designation.

"WH" - Sample was recovered by advancing the sampler with the weight of the hammer.

"P" - A "P" in the Unconfined Compressive Strength test indicates the use of the pocket Penetrometer.

ELEV

(ft)

0.00

DEPTH

(ft) DESCRIPTION

LE

G

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D

S A

M P

LE

N

O

TY

P

E

B

LO

W S

SPT

N

W Qu RC RQD%

20 40 60 80

1 2 3 4Qu

N-W

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PI=13

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PI=14

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252981.8862 N

208915.9989 E

TE = 209.81 m

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