Report - Geo-Report_Addendum_2_Sch A_Hwy-384.pdf
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- Solicitation number
- 693C73-23-B-000010
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This solicitation is for landslide repair work on multiple roadways in Puerto Rico municipalities. The work includes embankment reconstruction, retaining walls, drainage systems, pavement work, guardrails, signage and traffic control. The project will be split into multiple schedules that are expected to total between $10-20 million. Schedule B cannot be executed until utility endorsements are received for one set of highways, and Schedule C cannot be executed until endorsements are received for another set. Sealed bids from certified small businesses are due by the date specified on the SF1442 form in the solicitation. Interested vendors must register on the website to receive email notifications and access documents. Annual representations and certifications must be completed online. Questions should be sent by email only.
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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 TWO
TO
GEOTECHNICAL ENGINEERING REPORT
EROSION REMEDIATION
PR-5568 KILOMETER 0.7
Corozal, Puerto Rico
Report dated January 12, 2019 Addendum One was dated March 7, 2019.
Addendum Two is dated May 29, 2020.
In response to comments regarding the previous reports by an unnamed reviewer from an agency named Eastern Federal Lands, we submit this second addendum. Responses are given in the same order as received.
Comment No.
1 Eastern Federal Lands Comment No soil properties were recommended in the geotechnical report or addendum. Please add recommendations for soil parameters (unit weight, friction angle, among others) to the report.
GeoConsult Response
The soil properties that the designer had assumed for initial design and with which I concurred are listed on sheet BC-A/1 of the design. These are repeated below:
BACKFILL MATERIAL, APPROACH
Friction angle = 34 degrees
Cohesion zero
Unit weight 125 lb/ft3
For friction beneath walls, a friction factor of 0.4 is recommended.
IN-SITU WEATHERED ROCK
Friction angle = 32 degrees
Cohesion zero
Unit weight 130 lb/ft3
FOUNDATION FILL
PR-5568, kilometer 0.7 Addendum No. 2 to Geotechnical Engineering Report
Friction angle = 32 degrees
Cohesion zero
Unit weight 125 lb/ft3
2 Eastern Federal Lands Comment
Addendum One recommended an ultimate bearing pressure of 15 kips per square foot, but no factor of safety is recommended. If Ultimate Bearing Capacity is provided in the report, a minimum factor of safety for bearing needs to be provided to be able to perform bearing capacity analysis. Please provide a minimum Factor of Safety.
GeoConsult Response
The addendum states (page 2 of 3) “The recommended ultimate bearing pressure for design of the culvert and firewalls is 15 kips per square foot, or five kips per square foot in service loads.” The recommended factor of safety is thus three. But, no further bearing capacity analysis is necessary since the allowable (service load) bearing capacity is specified. Also, settlements are discussed later in the report.
3 Eastern Federal Lands Comment
Elevation of box culvert is not recommended in the geotechnical report and Addendum One in regards to bearing capacity recommendations. Please provide a recommendation for the box culvert elevation.
GeoConsult Response
The addendum refers to seven pages that are included in the report, which show the elevations. But, to confirm, the foundation bottom elevations indicated by the designer are listed below. I concur with these elevations used for design.
Culvert (max.): 204.60m SW and NW flarewalls: 202.60m NE and SE flarewalls: 202.50m
4 Eastern Federal Lands Comment
Side slopes of 1.5h:1v and 2h:1 are recommended in the addendum but no global stability analysis is provided for the rip rap. Please provide the global stability analysis for rip rap with slope of 1.5h:1v.
GeoConsult Response
Rip-rap depends on many factors determined by the civil and hydraulic designer, such as flow velocity, particle size and gradation, time of drawdown and placement conditions, among others. For a general response, assume rip-rap consisting of boulders and cobbles, minimum thickness 1.5 meters. Assume flood duration is less than 12 hours. Assume native soil permeability is 10-3 ft/minute; thus, native soil is not saturated by flood. Stability in question is for rip-rap. Based on assumed grain size distribution for rip-rap, drainage of rip-rap as flood recedes is immediate. Assumed rip-rap friction angle is 42 degrees (angular, well-graded material). Slope angle of rip-rap is 34 degrees (1:1.5). Then, for an infinite drained slope (clearly conservative, since the slope is not infinite), FS = tan phi / tan theta, where phi is the rip-rap friction angle (42 degrees) and theta is the slope angle (tan-1 1.5/1 = 34 degrees). The factor of safety is tan phi/tan theta = 1.3.
PR-5568, kilometer 0.7 Addendum No. 2 to Geotechnical Engineering Report
Then slope stability analyses were performed, with and without water. The factor of safety on both instances in greater than 1.4. See Figures AA and BB.
I reviewed the geotechnical design manuals for DOTs from the states of Washington, New York, Illinois, South Carolina, Texas and Florida. None of these DOT manuals mentions rip-rap as part of the DOT geotechnical design. Neither does the US Army Corps of Engineers Design Manual for Earth and Rockfill Dams. Not one mentions the need for stability analyses of rip-rap. Feel free to contact me if further information is required.
5 Eastern Federal Lands Comment
Geotechnical report does not show a lab result summary table. Please add.
GeoConsult Response
The actual lab results are referred and identified in the appendix to the report.
Moreover, the Atterberg Limit results (three) are indicated on the borings themselves, and repeated in the three lab result pages. The three results are repeated in the following list:
Boring DR-1, depth 4-6 feet: LL 42, PI 15, USCS ML, 26% sand, 74% passing #200 sieve
Boring DR-2, depth 4-6 feet: LL 32, PI 5, USCS ML, 30% sand, 70% passing #200 sieve
Boring DR-2, depth 8-10 feet: LL 38, PI 14, USCS SC, 3% gravel, 51% sand, 46% passing #200 sieve
6 Eastern Federal Lands Comment
Surface elevation was given in meters but boring logs show elevations in feet (first column). Please present the elevations in meters.
GeoConsult Response
Revised boring logs are included in this addendum, with the Elevation column in meters.
Alan R. Crumley, PE May 29, 2020 License 5828 San Juan, Puerto Rico File No. 3008-18
1.472
Rip-rap Mohr-Coulomb 20 kN/m³ 0 kPa 38 °
PR-5568
Corozal, PR Rip-rap Analysis
Native soil Undrained (Phi=0) 17 kN/m³ 100 kPa
Medium stiff soils Undrained (Phi=0) 19 kN/m³ 50 kPa
Distance
0 5 10 15 20 25
E le va tio n
Geoconsult Text Box Figure AA - Riprap stability analysis, no water
1.445
Rip-rap Mohr-Coulomb 20 kN/m³ 0 kPa 38 °
PR-5568
Corozal, PR Rip-rap Analysis
Native soil Undrained (Phi=0) 17 kN/m³ 100 kPa
Medium stiff soils Undrained (Phi=0) 19 kN/m³ 50 kPa
Distance
0 5 10 15 20 25
E le va tio n
Geoconsult Text Box Figure BB - Riprap stability analysis with water
208.00
205.56
203.73
FILL: sandy silt some gravel, brown
Do... with gravel
CLAYEY GRAVEL with sand, brown, gray, moist
WEATHERED ROCK sampled as sandy gravel with silt, 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"
40/3"
40/5"
40/5"
40/3"
SUBSURFACE EXPLORATION LOG
BORING N0.: DR-1
PROJECT
PR-5568 Km. 0.7
JOB
OF
SHEET 1
LOCATION Corozal, PR DRILLER/DRILL RIG: Carlos I. Diaz / CME-55 COORDINATES 253013.2436 N 208990.2896 E DATE HOLE STARTED 12-14-18 COMPLETED 12-14-18
DESCRIPTION BY Rommel Cintron ELEVATION TOP OF HOLE (mts): 208.0 GROUNDWATER (FT) Initial: Final: 8 ENGINEER Rommel Cintron DRILLING METHOD: Hollow-Stem Auger 2.25" ID TOTAL DEPTH OF HOLE (ft): 25.5
N W Qu PL+LL
"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.
(mts)
0.00
DEPTH
(feet) DESCRIPTION
LE
G
E N
D
S am pl e
N o.
TY
P
E
B
LO
W S
SPT
N W Qu RC RQD%
20 40 60 80
1 2 3 4
Qu
N-W
208.80
206.97
205.75
204.53
203.01
FILL: sandy silt some wood fragments trace gravel, brown, dark brown
FILL: sandy clay, yellowish brown
CLAYEY GRAVEL with sand, brown, gray, moist
SANDY SILT some weathered rock fragments, very stiff, yellowish brown, dark gray
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"
SUBSURFACE EXPLORATION LOG
BORING N0.: DR-2
PROJECT
PR-5568 Km. 0.7
JOB
OF
SHEET 1
LOCATION Corozal, PR DRILLER/DRILL RIG: Carlos I. Diaz / CME-55 COORDINATES 253022.1600 N 209003.0514 E DATE HOLE STARTED 12-14-18 COMPLETED 12-14-18
DESCRIPTION BY Rommel Cintron ELEVATION TOP OF HOLE (mts): 208.8 GROUNDWATER (FT) Initial: Not Found Final: ENGINEER Rommel Cintron DRILLING METHOD: Hollow-Stem Auger 2.25" ID TOTAL DEPTH OF HOLE (ft): 30.5
N W Qu PL+LL
"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.
(mts)
0.00
DEPTH
(feet) DESCRIPTION
LE
G
E N
D
S am pl e
N o.
TY
P
E
B
LO
W S
SPT
N W Qu RC RQD%
20 40 60 80
1 2 3 4
Qu
S-11 40/3" 40/3" 12
SUBSURFACE EXPLORATION LOG
BORING NUMBER: DR-2
BORING LOG (CONT. SHEET) PROJECT
PR-5568 Km. 0.7
JOB
OF
SHEET 2
N W Qu PL+LL
"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.
(mts)
0.00
DEPTH
(feet) DESCRIPTION
LE
G
E N
D
S am pl e
N o.
TY
P
E
B
LO
W S
SPT
N W Qu RC RQD%
20 40 60 80
1 2 3 4Qu
208.90
208.29
206.46
205.24
FILL: sandy clay some gravel, yellowish brown, gray
SILTY CLAY some sand, stiff, yellowish brown
CLAYEY GRAVEL with sand, 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
40/5"
40/5"
40/5"
40/5"
40/5"
2.2
2.0
1.3
SUBSURFACE EXPLORATION LOG
BORING N0.: DR-3
PROJECT
PR-5568 Km. 0.7
JOB
OF
SHEET 1
LOCATION Corozal, PR DRILLER/DRILL RIG: Carlos I. Diaz / CME-55 COORDINATES 253021.7278 N 209012.2924 E DATE HOLE STARTED 12-19-18 COMPLETED 12-19-18
DESCRIPTION BY Rommel Cintron ELEVATION TOP OF HOLE (mts): 208.9 GROUNDWATER (FT) Initial: 10 Final: ENGINEER Rommel Cintron DRILLING METHOD: Hollow-Stem Auger 2.25" ID TOTAL DEPTH OF HOLE (ft): 20.5
N W Qu PL+LL
"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.
(mts)
0.00
DEPTH
(feet) DESCRIPTION
LE
G
E N
D
S am pl e
N o.
TY
P
E
B
LO
W S
SPT
N W Qu RC RQD%
20 40 60 80
1 2 3 4
Qu
210.00
209.39
204.21
FILL: clayey silt with concrete debris, brownish yellow
CLAYEY SILT some sand, very stiff to hard, brownish yellow
Do... relic joints
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"
SUBSURFACE EXPLORATION LOG
BORING N0.: DR-4
PROJECT
PR-5568 Km. 0.7
JOB
OF
SHEET 1
LOCATION Corozal, PR DRILLER/DRILL RIG: Carlos I. Diaz / CME-55 COORDINATES 253020.4309 N 209023.9590 E DATE HOLE STARTED 12-19-18 COMPLETED 12-19-18
DESCRIPTION BY Rommel Cintron ELEVATION TOP OF HOLE (mts): 210.0 GROUNDWATER (FT) Initial: Final: 25 ENGINEER Rommel Cintron DRILLING METHOD: Hollow-Stem Auger 2.25" ID TOTAL DEPTH OF HOLE (ft): 30.5
N W Qu PL+LL
"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.
(mts)
0.00
DEPTH
(feet) DESCRIPTION
LE
G
E N
D
S am pl e
N o.
TY
P
E
B
LO
W S
SPT
N W Qu RC RQD%
20 40 60 80
1 2 3 4
Qu
S-11 26 40/4"
40/4" 20
SUBSURFACE EXPLORATION LOG
BORING NUMBER: DR-4
BORING LOG (CONT. SHEET) PROJECT
PR-5568 Km. 0.7
JOB
OF
SHEET 2
N W Qu PL+LL
"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.
(mts)
0.00
DEPTH
(feet) DESCRIPTION
LE
G
E N
D
S am pl e
N o.
TY
P
E
B
LO
W S
SPT
N W Qu RC RQD%
20 40 60 80
1 2 3 4Qu
GEOCONSULT
Geotechnical Engineers
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