HomeMy WebLinkAboutSUB201900058 Review Comments Appeal to BOS 2022-05-09Report of Geotechnical Study
RHV: There does not appear
to be a discussion regarding
scour in the geotechnical
analysis or possible scour
countermeasures at the
abutments that would explain
why scour was not included.
Scour analysis report was
issue 2 months prior to this
GER. Please clarify.
RHV: Battered piles appear to
be included in the design
drawings but do not appear to
have been discussed in this
report. Have these piles been
evaluated? Please clarify.
RHV: Recommend providing
a "fence diagram" showing all
of the performed borings
along the alignment (with
station/offset).
Pleasant Green Connector Road Culvert
Albemarle County, Virginia
F&R Project No. 71Z0219
Prepared For:
Stanley Martin Homes
404 People Place, Suite 303
Charlottesville, Virginia 22911
Prepared By:
Froehling & Robertson, Inc.
6185 Rockfish Gap Turnpike
Crozet, Virginia 23932-3330
Revised March 9, 2022
434.823.5154 6185 Rockfish Gap Turnpike A Minority -Owned
Crozet, VA 22932 Business
&R ROB RTSON
Engineering Stability Since 1881
Revised March 9, 2022
Mr. Gregg O'Donnell
Stanley Martin Homes
404 People Place, Suite 303
Charlottesville, Virginia 22911
Reference: Report of Geotechnical Study
Pleasant Green Connector Road Culvert
Albemarle County, Virginia
F&R Project No. 71ZO219
Dear Mr. O'Donnell:
The purpose of this study is to present the results of the subsurface exploration program and geotechnical
engineering evaluation undertaken by Froehling & Robertson, Inc. (F&R) in connection with the referenced
project. Our services were performed in general accordance with F&R Proposal No. 2171-0283G rev1 dated
October 21, 2021. The attached report presents our understanding of the project, reviews our exploration
procedures, describes existing site and general subsurface conditions, and presents our geotechnical
evaluations and recommendations.
We have enjoyed working with you on this project, and we are prepared to assist you with the
recommended quality assurance monitoring and testing services during construction. Please contact us if
you have any questions regarding this report or if we may be of further service.
Sincerely,
FROEHLING & ROBERTSON, INC.
Matthew E. DuBois, P.E.
Senior Engineer
S CLYDE A. SIMMONS, III
Uc. No. 037906
k314;
S70NAL ��
Clyde A. Simmons, III, P.E.
Senior Geotechnical Engineer
J:\Projects 71Z\71Z0219 (Pleasant Green Connector Road Culvert)\GEO Report\Pleasant Green Connector Road Culvert Report.REV2.docx
434.823.5154 6185 Rockfish Gap Turnpike A Minority -Owned
Crozet, VA 22932 Business
F&R
TABLE OF CONTENTS
SECTION
PAGE
1.0 PURPOSE & SCOPE OF SERVICES.................................................................................. 1
2.0 PROJECT INFORMATION..............................................................................................2
2.1 SITE DESCRIPTION......................................................................................................... 2
2.2 PROPOSED CONSTRUCTION............................................................................................. 2
3.0 EXPLORATION PROCEDURES........................................................................................2
3.1 SUBSURFACE EXPLORATION............................................................................................. 2
3.2 LABORATORY TESTING................................................................................................... 4
4.0 REGIONAL GEOLOGY & SUBSURFACE CONDITIONS......................................................5
4.1 REGIONAL GEOLOGY...................................................................................................... 5
4.2 SUBSURFACE CONDITIONS............................................................................................... 5
4.2.1 General.............................................................................................................5
4.2.2 Surficial Materials.............................................................................................6
4.2.3 Alluvial Soils......................................................................................................6
4.2.4 Residual Soils....................................................................................................6
4.2.5 Intermediate Geomaterial................................................................................. 6
4.2.6 Auger Refusal Materials....................................................................................7
4.3 SUBSURFACE WATER..................................................................................................... 7
4.4 LABORATORY TEST RESULTS............................................................................................ 8
5.0 GEOTECHNICAL DESIGN RECOMMENDATIONS........................................................... 10
5.1 GENERAL.................................................................................................................. 10
5.2 DEEP FOUNDATIONS.................................................................................................... 10
5.3 LATERAL EARTH PRESSURES........................................................................................... 12
6.0 GEOTECHNICAL CONSTRUCTION RECOMMENDATIONS .............................................. 13
6.1 SITE PREPARATION...................................................................................................... 13
6.2 EXCAVATION CONDITIONS............................................................................................. 13
6.3 FOUNDATION CONSTRUCTION........................................................................................ 13
6.4 STRUCTURAL FILL PLACEMENT AND COMPACTION............................................................... 14
6.5 SURFACE WATER/GROUNDWATER CONTROL..................................................................... 15
6.6 TEMPORARY EXCAVATION RECOMMENDATIONS................................................................. 15
7.0 CONTINUATION OF SERVICES.................................................................................... 16
8.0 LIMITATIONS.............................................................................................................17
Stanley Martin Homes
F&R File No. 71ZO219
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F&R
APPENDICES
APPENDIX I
Site Vicinity Map (Drawing No. 1)
Boring Location Plan (Drawing No. 2)
APPENDIX II
Key to Boring Log Soil Classification
Classification of Soils for Engineering Purposes
Soil Classification Chart
Boring Logs
Hand Auger Logs
Laboratory Test Results
APPENDIX III
GBA Document "Important Information about Your Geotechnical Engineering Report'
APPENDIX IV
Calculations
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F&R File No. 71ZO219
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Revised March 9, 2022
1.0 PURPOSE & SCOPE OF SERVICES
The purpose of the subsurface exploration and geotechnical engineering evaluation was to
explore the subsurface conditions in the area of the proposed development and provide
geotechnical engineering design and construction recommendations that can be used during the
design and construction of the proposed structures.
F&R's scope of services included the following:
• Visited the site to observe existing surface conditions;
• Coordinated utility clearance with Miss Utility;
• Reviewed readily available geologic and subsurface information relative to the project site;
• Completion of three soil test borings to depths of 9.5 feet to 48.3 feet below the existing
ground surface;
• Preparation of typed Boring Logs and development of a Subsurface Profile;
• Performing geotechnical laboratory testing on representative soil samples;
• Performing a geotechnical engineering evaluation of the subsurface conditions with regard
to their suitability for the proposed construction;
• Provided recommendations regarding lateral earth pressure coefficients for the design of
below grade walls by others.
• Provided recommendations regarding the placement and compaction of fill materials
required to achieve site subgrades, including an assessment of the suitability of the on -site
soil for re -use as structural fill, and recommendations regarding rock excavation;
• Preparation of this geotechnical report by professional engineers.
Our scope of services did not include a survey of the boring locations, rock coring, quantity
estimates, preparation of plans or specifications, or the identification and evaluation of wetland
or other environmental aspects of the project site.
Stanley Martin Homes
F&R File No. 71ZO219
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Pleasant Green Connector Road Culvert
Revised March 9, 2022
2.0 PROJECT INFORMATION
2.1 Site Description
The project site is located on the southwest side of the Pleasant Green Subdivision in Albemarle
County, Virginia (See Site Location Plan, Drawing No. 1, Appendix 1). The new connector road is
planned to connect the roundabout on Alston Street in the Pleasant Green Subdivision with
Orchard Drive to the west. The project corridor is mostly wooded, but clearing has been
performed for a sanitary sewer line located to the south of the road. The new road will cross
Powells Creek near the midpoint between the two existing roads. The existing grades range from
approximately El 708 at Alston Street down to El 687 at Powells Creek and back up to El 710 at
Orchard Drive.
2.2 Proposed Construction
Project information was provided by email and included the "Pleasant Green Connector Road
Plan Set," 11 Sheets, by Collins Engineering, dated 12/8/21, and the "Pleasant Green —
Preliminary ConSpan Drawings-11-23-2021.pdf", which included 3 sheets by Contech Engineered
Solutions, LLC. We understand that the proposed roadway crossing of Powells Creek is planned
to consist of a single span arch culvert. The arch culvert is planned to consist of precast concrete,
with an approximate span of 43 feet, approximate length of 72 feet, and an approximate clear
rise of 8'-9". The soil cover measured at the middle of the arch will be approximately 5.5 feet or
less. The design will also include precast concrete wing walls with a maximum height of
approximately 12 feet. As indicated in the provided loading information, vertical loads of 32.4
kips per linear foot and horizontal loads of 23 kips per linear foot are anticipated at the base of
the arch culvert.
3.0 EXPLORATION PROCEDURES RHV: Is this for both
explorations combined?
3.1 Subsurface Exploration Please clarify.
The exploration program was performed on November 23 and 24, 2021, and consisted of th ree
soil test borings designated TB-01 through TB-03 and two hand auger excavations designated A-
01 through HA-02. An F&R geotechnical engineer was onsite to monitor drilling, log the b ngs
and perform visual classification of the recovered samples during the exploration pro am. In
January 2021, F&R performed a previous study in this location for evaluation of a triple box
culvert stream crossing. Two soil borings, designated B-01 and B-02 were pe med as part of
that study. The boring logs and laboratory testing performed during that a oration have been
incorporated into this report. were n e to e t s o e o low
existing grades. The hand auger excavations were extended to depths of 1 to 1.1 feet below the
existing grades before reaching refusal on cobbles. Boring TB-01 encountered auger refusal at
9.5 feet due to auger skewing. An offset boring, TB-01A was drilled approximately 5 feet south
Stanley Martin Homes
F&R File No. 71ZO219
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Revised March 9, 2022
n
of the original location. Boring TB-01A was extended 10 feet past the auger refusal depth of 27.5
feet with NQ rock coring techniques. The locations of the borings are shown on the attached
Boring Location Plan (Drawing No. 2, Appendix 1). The test boring locations were staked in the
field by the project surveyor. The elevations shown on the boring logs were copied from those
marked on the survey stakes. Given that some minor shifting of pre -staked locations may have
occurred during drilling, we recommend that the test boring locations and elevations shown on
the attached Boring Location Plans and Boring Logs be considered approximate.
The soil test borings were performed in accordance with generally accepted practice using a
track -mounted Diedrich D-50 rotary drill rig equipped with an automatic hammer. Hollow -stem
augers were advanced to pre -selected depths, the center plug was removed, and representative
soil samples were recovered with a standard split -spoon sampler (13/8 in. ID, 2 in. OD) in general
accordance with ASTM D 1586, the Standard Penetration Test. For these tests, a weight of 140
pounds was freely dropped from a height of 30 inches to drive the split -spoon sampler into the
soil. The number of blows required to drive the split -spoon sampler three consecutive 6-inch
increments was recorded, and the blows of the last two increments were summed to obtain the
Standard Penetration Resistance (N-value). The N-value provides a general indication of in -situ
soil conditions and has been correlated with certain engineering properties of soils.
Research has shown that the Standard Penetration Resistance (N-value) determined by
automatic hammer is different than the N-value determined by the safety hammer method.
Most corrections that are published in technical literature are based on the N-value determined
by the safety hammer method. This is commonly termed N6o as the rope and cathead with a
safety hammer delivers about 60 percent of the theoretical energy delivered by a 140-pound
hammer falling 30 inches. Several researchers have proposed correction factors for the use of
hammers other than the safety hammer. The correction is made by the following equation:
N60 = Nfield X CE
where Nfield is the value recorded in the field, and CE is the drill rod energy ratio for the hammer
used. The guidelines provided in the Performance and Use of the Standard Penetration Test in
Geotechnical Engineering Practice manual published by the Center for Geotechnical Practice and
Research at the Virginia Polytechnic Institute and State University recommend that a correction
factor (CE) be used to convert Nfield values to N6o values when using an automatic hammer. We
recommend that a correction factor (CE) of 1.3 be used to convert Nfield to N60 values.
Plotted N-values reported on Boring Logs are the actual, field -derived blow counts (Nfield). Drilling
notes on each Boring Log indicates whether penetration resistances presented on the Boring Log
were determined using automatic hammer or conventional hammer systems. Corrected N60
values were used for all analyses.
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F&R File No. 71Z0219
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n
The test borings were advanced through the soil overburden by soil drilling procedures to the
auger refusal materials were encountered. Rock coring was performed at boring TB-01 from the
auger refusal depth of 27.5 feet to the boring termination depth of 37.5 feet below the existing
grades. Rock coring was accomplished in general accordance with ASTM D 2113 using a 2-inch
nominal inside diameter diamond -impregnated drill attached to the end of a double -tube core
barrel. Rock core specimens were measured for recovery immediately upon retrieval, placed in
core boxes for protection, and transported to our laboratory for evaluation by our professional
staff. The rock core specimens were measured for Percent Recovery and Rock Quality
Designation (RQD) by a member of our professional staff. Percent Recovery is the ratio of the
recovered core length to the length of rock drilled, expressed by a percentage. RQD is the ratio
of the cumulative length of all pieces of rock greater than or equal to four inches to the total
amount drilled, expressed as a percent of the total amount drilled. The RQD value is related to
the soundness and quality of the rock mass and has been correlated with engineering properties
of rock. Qualitative descriptions of the rock cored were also developed and are included on the
boring logs. Subsurface water level readings were taken in each of the borings immediately upon
completion of the drilling process. Upon completion of drilling, the boreholes were backfilled
with auger cuttings (soil). Periodic observation of the boreholes should be performed to monitor
subsidence at the ground surface, as the borehole backfill could settle over time. Borings
performed in asphalt or concrete pavement were patched with non -shrink grout or asphalt cold
patch.
Representative portions of the split -spoon soil samples obtained throughout the exploration
program were placed in glass jars and transported to our laboratory. In the laboratory, the soil
samples were evaluated by a member of our engineering staff in general accordance with
techniques outlined in the visual -manual identification procedure (ASTM D 2488). The soil
descriptions and classifications discussed in this report and shown on the attached Boring Logs
are based on visual observation and should be considered approximate. A copy of the boring
logs are provided and classification procedures are further explained in Appendix II.
Split -spoon soil samples recovered on this project will be stored at F&R's office for a period of 60
days. After 60 days, the samples will be discarded unless prior notification is provided to us in
writing.
3.2 Laboratory Testing
Representative soil samples were subjected to Water Content (ASTM D 2216), Atterberg Limits
(ASTM C4318) and #200 Sieve Wash (ASTM D1140) testing to substantiate the visual
classifications and assist with the estimation of the soils' pertinent engineering properties. PH
and resistivity testing were also performed to estimate the soil's corrosive potential. Test results
are provided in Section 4.4 of this report
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F&R File No. 71ZO219
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Revised March 9, 2022
F&R
4.0 REGIONAL GEOLOGY & SUBSURFACE CONDITIONS
4.1 Regional Geology
The project site is located in the upland area of the Piedmont Plateau, at the western edge of the
Piedmont Physiographic Province, an area underlain by ancient metamorphic rocks. Information
obtained from the Geologic map of Virginia (1993) indicates that the project site is underlain by
Charnockite, a Plutonic Rock of Grenville Age. The virgin soils encountered in this area are the
residual product of in -place chemical and mechanical weathering of the parent bedrock
formation that underlies the site. These materials consist of SILT and CLAY soils near the surface
where soil weathering is more advanced, underlain by silty SAND and clayey SAND.
The boundary between soil and rock is often times not sharply defined. The transitional term
"Intermediate Geomaterial" is normally found overlying the parent bedrock. For engineering
purposes, IGM is described as broken and partially weathered rock with Standard Penetration
Resistance N-values greater than 50 blows per 6 inches.
Weathering is facilitated by fractures, joints and the presence of less resistant rock types.
Consequently, the profile of the IGM is often quite irregular, even over very short horizontal
distances. Also, it is not unusual to find lenses, layers, or zones of less resistant or more resistant
IGM, and boulders of hard rock within the soil mantle well above the general bedrock level.
4.2 Subsurface Conditions
4.2.1 General
The subsurface conditions discussed in the following paragraphs and those shown on the
attached Boring Logs and Subsurface Profile represent an estimate of the subsurface conditions
based on interpretation of the boring data using normally accepted geotechnical engineering
judgments. The transitions between different soil strata are usually less distinct than those
shown on the boring logs. Sometimes the relatively small sample obtained in the field is
insufficient to definitively describe the origin of the subsurface material. In these cases, we
qualify our origin descriptions with "possible" before the word describing the material's origin
(i.e. possible fill, etc.). Although individual soil test borings are representative of the subsurface
conditions at the boring locations on the dates shown, they are not necessarily indicative of
subsurface conditions at other locations or at other times. Data from the specific soil test borings
is shown on the attached Boring Logs in Appendix II.
Below the existing ground surface, the borings generally encountered surficial materials, alluvial
soils, residual soils, intermediate geomaterial, and auger refusal materials. These materials are
generally discussed in the following paragraphs.
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4.2.2 Surficial Materials
Surficial organic soils were encountered in each of the borings to depths of approximately 2 to 5
inches. Surficial organic soil is typically a dark -colored soil material containing roots, fibrous
matter, and/or other organic components, and is generally unsuitable for engineering purposes.
F&R has not performed any laboratory testing to determine the organic content or other
horticultural properties of the observed surficial organic soil materials. Therefore, the term
surficial organic soil is not intended to indicate a suitability for landscaping and/or other
purposes. The surficial organic soil depths provided in this report are based on driller
observations and should be considered approximate. We note that the transition from surficial
organic soil to underlying materials may be gradual, and therefore the observation and
measurement of surficial organic soil depths is subjective. Thicker layers of surficial organics
should be expected in wooded areas to account for the presence of root balls. Actual surficial
organic soil depths should be expected to vary.
4.2.3 Alluvial Soils
Alluvial soils, placed by moving water, were encountered in each boring, below the surficial
organics and extended to depths of 5 feet to 9.5 feet below existing grades. Sampled alluvium
consisted of Lean CLAY (CL), SILT (ML), clayey SAND (SC), silty SAND (SM), and silty GRAVEL (GM)
with varying amounts of sand and gravel. Sampled alluvium was brown, tan brown, light brown
and gray in color, with water contents visually characterized as moist to wet. The Standard
Penetration Test values (N-values) in the alluvium ranged from 3 bpf to 100+ bpf. The higher N-
values obtained in the alluvium layer are attributable to gravel and cobbles deposited within the
alluvial soils.
4.2.4 Residual Soils
Residual Soils, formed by the in -place weathering of the parent rock, were encountered below
the alluvial soils in borings TB-01A, TB-02, TB-03, and B-01 and extended to the intermediate
geomaterial layer. At boring TB-03 a layer of residual soils was encountered in the intermediate
geomaterial at a depth of 38 to 43 feet below existing grades. The residual soils were generally
described as sandy SILT (ML), or silty SAND (SM). The sampled residual soils were brown, light
brown, and tan, in color, with moisture contents visually characterized as wet. N-values in the
residual soils ranged from 2 bpf to 52 bpf.
4.2.5 Intermediate Geomaterial
Intermediate Geomaterial (IGM) is a transitional material between soil and rock which contains
the relic structure of the rock with very hard consistencies or very dense densities. IGM materials
were encountered in borings TB-01A, TB-02, TB-03, and B-01 below the residual soils at a depth
of depths of 18 feet to 38 feet below existing grades and extending to the auger refusal depth as
shown in the table in section 4.2.6. At boring TB-03 a less resistant layer of residual soils was
encountered within the IGM at a depth of 38 to 43 feet below existing grades. When sampled
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F&R
IGM was generally described as silty SAND (SM) with varying amounts of gravel. The sampled
IGM was brown gray or gray in color with moisture contents visually characterized as wet. The
N-values in the IGM ranged from 50/6 to 50/2.
4.2.6 Auger Refusal Materials
Auger refusal occurs when materials are encountered that cannot be penetrated by the soil auger
and is normally indicative of a very hard or very dense material, such as boulders, rock lenses,
rock pinnacles, or the upper surface of rock. Auger refusal was encountered in each of the
borings at depths ranging from 5.4 to 48.3 feet below existing grades as indicated in the table
below. The auger refusal conditions encountered at boring TB-01, B-02, and B-02A are likely due
to alluvial cobbles or boulders and are not expected to be indicative of the bedrock surface.
Auger refusal conditions with a Diedrich D-50 drill rig do not necessarily indicate conditions
impenetrable to other equipment. Auger refusal conditions will likely vary in unexplored areas
of the site.
Notes:
4.3
Boring
No.
Existing
Elevation
IGM Depth
(feet)
IGM
Elevation
Refusal Depth
(feet)
Refusal
Elevation
TB-01
690.9
9.5*
681.4
TB-01A
690.9
18
672.9
27.5
663.4
TB-02
689.9
38
651.1
48.3
640.8
TB-03
692.6
28**
664.6
43.2
649.4
B-01
693
22
671
22.2
670.8
B-02
691
5.4
685.6
B-02A
691
5.4
685.6
* Indicates boring terminated due to skewing augers,
** Indicated that a layer of soil was encountered within the IGM at this boring.
Subsurface Water
The test borings were monitored during and after drilling operations to obtain short-term
subsurface water information. Subsurface water was encountered at depths of 1.8 to 7 feet
below existing grades as shown in the following table.
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Boring
No.
Existing
Elevation
Subsurface Water
Depth (feet)
Subsurface Water
Elevation
TB-01
690.9
1.8
689.1
TB-01A
690.9
1.8
689.1
TB-02
689.9
2.0
687.9
TB-03
692.6
7.0
685.6
B-01
693
5
688
B-02
691
2.5
688.5
It is anticipated that the groundwater elevation should closely match that of the water level in
Powells Creek. It should be noted that the location of the subsurface water table could vary by
several feet because of seasonal fluctuations in precipitation, evaporation, surface water runoff,
local topography, and other factors not immediately apparent at the time of this exploration.
Normally, the highest subsurface water levels occur in the late winter and spring and lowest
levels occur in the late summer and fall.
4.4 Laboratory Test Results
As discussed in Section 3.2, laboratory testing was performed on selected soil samples collected
during our subsurface exploration. The results from the laboratory testing are included in the
following table.
Boring
No.
Sample Depth
(Feet)
Natural Water
Content (%)
Liquid Limit/
Plasticity Index
% Passing
No. 200 Sieve
LISCS
Class.
B-01
0-2
17.1
--
--
B-01
2-4
23.2
27/7
36.1
SM
B-01
4-6
21.1
--
--
B-01
6-8
40.6
B-01
8-10
26.4
B-01
13.5-15
21.1
B-01
18.5-20
30.0
B-02
0-2
19.3
--
--
B-02
2-4
21.7
42/18
52.1
CL
B-02
4-6
13.8
--
--
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Boring
No.
Sample Depth
(Feet)
Natural Water
Content (%)
Liquid Limit/
Plasticity Index
% Passing
No. 200 Sieve
LISCS
Class.
TB-01
0-2
21.0
TB-01
2-4
13.3
TB-01
6-8
21.3
TB-01
13-15
19.8
TB-01
18-20
16.4
TB-02
0-2
15.7
TB-02
2-4
16.9
TB-02
4-6
30.7
TB-02
6-8
26.8
NP/NP
25.0
SM
TB-02
13-15
24.7
TB-02
28-30
36.8
TB-02
38-40
25.6
TB-03
0-2
19.1
TB-03
2-4
15.1
TB-03
4-6
10.4
NP/NP
17.3
GM
TB-03
6-8
32.0
TB-03
8-10
36.3
TB-03
13-15
31.8
TB-03
18-20
30.2
TB-03
23-25
21.7
TB-03
28-30
16.8
TB-03
33-35
18.1
TB-03
38-40
23.2
HA-01
0-1
12.5
NP/NP
1.3
SP
PH and resistivity testing was performed on a composite sample collected at a depth of 4 to 6
feet below existing grades at boring B-01 to evaluate the potential corrosivity of the on -site
materials. The pH of the sample was 5.2 and the resistivity was 8,620 ohm -cm.
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RHV: A table of design soil
parameters should be
provided for the A -pile and
L-pile analyses in the
appendices.
5.0
RHV: Since this should
F be LRFD design, should
state "Factored" as
opposed to "Allowable".
GEOTECHNICAL DESIGN RECOMMENDATIONS
5.1 General
The following evaluations and recommendations are based on our observations atAsiar
interpretation of the field data obtained during this exploration, and our experience wisubsurface conditions and projects. Soil penetration data has been used to estimate a
bearing pressure and associated settlement using established correlations. Subsurface
conditions in unexplored locations may vary from those encountered. If the structure locations,
loadings, or elevations are changed, we should be notified and requested to confirm and, if
necessary, re-evaluate our recommendations. RHV: Since
this is LRFD
Determination of an appropriate foundation system for a given structure is dependent on the design, it
should state
proposed structural loads, soil conditions, and construction constraints such a i yto other "Factored
structures, etc. The subsurface exploration aids the geo engineer in determining the Bearing
Resistance".
soil stratum appropriate for
determination includes considerations with
gard to both!@K�able bearing capacrt nd compressibility of the soil strata. In addition, since
e method of construction greatly affects the soils intended for structural support, consideration
ust be given to the implementation of suitable methods of site preparation, fill compaction,
other aspects of construction, where applicable.
on the provided loading, shallow foundations are not feasible for sup e a
foundations. Therefore we recommend the use ot riven steelliR>and a pile cap
upport of the arch culvert. In order to provide consistent support and minimize differential
ettlement between the culvert and the wing walls, we recommend that the win walls are also
upported by driven steel piles and a pile cap. RHV: Is this the minimum resistance to meet the
factored axial load or is it the value provided to
5.2 Deep Foundations ConSpan to put on their drawings?
We understand that the proposed crossing is planned to consist of a prec st concrete arch culvert
h a span of approximately 43 feet and a clear rise of approximat 8'-9". The culvert will be
appro ' ately 72 feet long with concrete wing walls at each end hewing walls will have heights
of up to 1 eet. We recommend that the arch culvert an ing walls be supported by driven
steel piles. The commended pile designs for support he culvert is presented in the following
tables.
Factored
Substructure
Estimated 1
Minimum Tip
Pile Type
esistance
Unit
Tip Elevation
levation
(kips)
East
HIP 12x53
190
65 73
3
A
undation
est
HP 12x53
190
665-671
671
F ndatio
RHV: Given
the
variability of
the geology,
were
pre -bored,
rock
socketed
piles
evaluated?
RHV:
Where is
the
discussion
regarding
scour?
Was the
100 & 500
YR scour
evaluated
against
lateral
loading?
RHV: What is the bottom of
footing elevation? Based on
analyses in appendices it
appears to be EL. 684. How
long are these piles? Please
clarify.
RHV: Please clarify how the Min. RHV: If bottom of footing is potentially EL. oad Culvert
Tip Elevation was established. 684 ft, and the fixity depth is estimated to be irch 9, 2022
22 feet, how can the min tip EL. be 671 to
673 ft? Please clarify.
RHV: What is the assume pile
head fixity? Free, fixed? Based �n
on the output in the appendices it I�[`
appears to be "fixed".
Max. Max Max Shear
Subs cture eflection Fixity Moment Moment Max Shear Depth
Unit (in) pt ( Depth (kips) p
(ft-kip) (feet) (feet)
Ar Culvert
24 0
° RHV: Please clarify how the fixity depth was estimated. Can
this fixity depth be achieved without socketing the piles in the
weathered rock?
If the a owa e a eral loadcapacities indicated in the above a es are not sufficient to resist the
applied lateral loads, then battered piles could be utilized to resist the applied loads. The
allowable lateral load of the battered pile can be computed as the horizontal component of the
recommended allowable axial compressive capacity based on the geometry of the batter. The
piles should have a maximum batter of 1H:3V. j
The HP 12x53 piles should be ASTM A709
recommend that the ocations be ore i
50 steel piles equipped with pile points.
an
the
soils some of which contain gravels and cobbles that could be difficult to drive the piles though
The piles should have a minimum pile to pile spacing of at least 3 feet.
The piles should be driven to a driving resistance of 292.3 kips as determined by the pile dri
analyzer testing (PDA). The design factored resistance is based on piles driven to 292.3 kips
an applied resistance factor of 0.65 for PDA tested piles. We recommend a minimum of 1
pile be performed on either side of Powells Creek.
All of the piles should be driven in accordance with VDOT Road and Bridge Specifications 20
Section 403. Prior to pile driving, the Contractor should engage a Geotechnical Engineer
perform wave equation analyses in accordance with VDOT Road and Bridge Specifications 20
to evaluate the suitability of the contractor selected hammer and to establish the initial drivi
criterion. The Contractor sha prove shion data for the proposed pile drive
equipment. This analysis should be required prior to mobilizing the hamm
the job site. The contractor should also engage with a Geotechnical Engineer to provide PI
testing during driving.
The following comments are based on the results of the pH and resistivity testing and available
references regarding soil corrosion potential. A soil sample from the on -site borrow area was
tested for pH and resistivity, with results of 5.3 and 8,620 ohm -cm. The soils tested general)
exhibit characteristics associated with low corrosion potential. We note that the project
structural and civil designers and/or other applicable parties should also review the soil pH and
resistivity test results for their determination of whether any corrective or preventative actions
are required to protect foundations and other below -grade materials (such as pipes or other
buried steel) from corrosion.
RHV: What
is the pile
spacing
layout?
Piles on
ConSpan
drawings
appearto
be as close
as 3 feet. Is
p-multiplier
needed for
lateral pile
group
effect?
Stanley Martin Homes
F&R File No. 71Z0219
Page -11 -
Pleasant Green Connector Road Culvert
Revised March 9, 2022
RHV:
Briefly
clarify how
this value
was
estimated.
5.3 Lateral Earth Pressures
Earth pressures on walls below grade are influenced by structural design of the walls, conditions
of wall restraint, methods of construction and/or compaction, and the strength of the materials
being restrained. The most common conditions assumed for earth retaining wall design are the
active and at -rest conditions. Active conditions apply to relatively flexible earth retention
structures, such as freestanding walls, where some movement and rotation may occur to
mobilize soil shear strength. Walls that are rigidly restrained, such as basement, pit, pool and
tunnel walls, should be designed for the structure requiring the use of at -rest earth pressures.
A third condition, the passive state, represents the maximum possible pressure when a structure
is pushed against the soil, and is used in wall foundation design to help resist active or at -rest
pressures. Because significant wall movements are required to develop the passive pressure, the
passive earth pressure resistance factor (4)eP) of 0.5 should be used.
F&R recommends that VDOT No. 57 Stone be used as below grade wall backfill. The
recommended lateral earth pressure coefficients and equivalent fluid pressure parameters for
design of below grade walls using these materials are provided in the following table.
Lateral Earth
Equivalent Fluid
Soil Type
Base Friction
Coefficient
Pressure
Coefficient (k)
Unit Weight (yeq, pcf)
At -rest
Active
At -rest
Active
Passive
VDOT No. 57 Stone
0.34
0.36
0.22
41
25
300
A moist unit weight of 115 pcf for No. 57 Stone should be used for design calculations. The backfill
material should be extended a minimum distance of 0.5 times the wall height laterally from the
back face of the wall, or for a cantilevered wall, from the heel of the wall footing.
Our recommendations were given assuming that the ground surface above the wall is level. The
recommended equivalent fluid pressures were provided assuming that constantly functioning
drainage systems, consisting of crushed stone blanket drain and slotted 4 inch diameter PVC pipe,
are installed between walls and backfill to preventthe accidental buildup of hydrostatic pressures
and lateral stresses in excess of those stated. If a functioning drainage system is not installed,
then lateral earth pressures should be determined using the buoyant weight of the soil.
Hydrostatic pressures calculated with the unit weight of water (62.4 pcf) should be added to
these earth pressures to obtain the total stresses for design.
Heavy equipment should not operate within 5 feet of below grade walls to prevent lateral
pressures in excess of those cited. Adjacent footings or other surcharge loads located a short
distance outside below grade walls will also exert appreciable additional lateral pressures.
RHV:
Please
provide the
internal
friction
angle that
the earth
pressure
coefficients
are based
on. The
friction
angle
appears to
be 40
degrees,
we
recommend
38 degrees
for #57
stone
unless
there is lab
data to
support a
higher
value.
Stanley Martin Homes
F&R File No. 71Z0219
Page -12 -
Pleasant Green Connector Road Culvert
Revised March 9, 2022
Surcharge loads should be evaluated using the appropriate active or at -rest pressure coefficients
provided above. The effect of surcharge loads should be added to the recommended earth
pressures to determine total lateral stresses.
6.0 GEOTECHNICAL CONSTRUCTION RECOMMENDATIONS
6.1 Site Preparation
Before proceeding with construction, existing footings, utilities, concrete and crushed stone, and
other deleterious non -soil materials (if any) should be stripped or removed from the proposed
construction area. Attention should be given to these areas to ensure all unsuitable material is
removed prior to continuing with construction. During the site preparation operations, positive
surface drainage should be maintained to prevent the accumulation of water. Existing
underground utilities should be re-routed to locations a minimum of 10 feet outside of any
proposed structure footings or abandoned in place with flowable fill. Prior to fill placement, the
subgrades to receive backfill should be evaluated by the geotechnical engineer. Additional
requirements for earthwork construction is included in Section 303 of the VDOT Road and Bridge
Specifications 2020.
6.2 Excavation Conditions
Auger refusal conditions were encountered in boring TB-01, B-02, and B-02A at depths of 5.4 to
9.5 feet below existing grades. The shallow auger refusal at these locations are likely attributed
to alluvial gravel, cobbles and boulders encountered well above the general bedrock elevation.
As such, we anticipate that difficult excavations in alluvial materials, could be encountered, but
bedrock is not expected.
6.3 Foundation Construction
Excavations for footings should be made in such a way as to provide working surfaces that are
firm and free of loose, soft, wet, or otherwise disturbed soils. Foundation concrete should not
be placed on frozen or saturated subgrades. If such materials are allowed to remain below
foundations, settlements will increase. Foundation excavations should be concreted as soon as
practical after they are excavated. If an excavation is left open for an extended period, a thin
mat of lean concrete or a layer of VDOT no. 57 stone should be placed over the bottom to
minimize damage to the bearing surface from weather or construction activities and to facilitate
dewatering. Water should not be allowed to pond in any excavation.
Stanley Martin Homes
F&R File No. 71ZO219
Page - 13 -
Pleasant Green Connector Road Culvert
Revised March 9, 2022
RHV: Consider �O D
revising. Qc1R_
6.4 Structu I Fill Placement and Compaction
Fill material for ay consist of the non -organic on -site soils, or an off -site borrow having a
classification of CL or more granular. Controlled structural fill should be free of boulders, organic
matter, debris, or other deleterious materials, should have a maximum particle size of no greater
than 4 inches, and should have a maximum dry density, as determined by the standard proctor
test (VTM-1), of at least 90 pcf. As previously mentioned in Section 5.5, additional restrictions
will apply for the backfill materials behind below grade walls. Additional requirements for fill
placement and compaction are included in Section 303 of the VDOT Road and Bridge
Specifications 2020.
Based on our visual classifications and the laboratory test results, we anticipate that the on -site
soils should serve satisfactorily as fill provided that the moisture contents can be maintained
within acceptable limits. The on -site soils are considered moisture sensitive and may be difficult
to work with when they are wet of the optimum moisture content. Based on our visual
examination and the laboratory test results, the soil samples were above their anticipated
moisture content. Therefore, drying of the on -site soils should be anticipated.
Predicated on the boring and laboratory results, and the recommendations provided above, the
best time for construction of the structural fills and compacted subgrades would be during the
warmer, drier months of the year, such as from late April through early October. During this time
frame, on -site soils that are wet of optimum can usually be dried to near optimum levels with
relatively little effort. If grading is performed during the colder, wetter months of the year, such
as late October through early April, and suitable dry materials are not available on -site, then off -
site drier borrow sources will likely be necessary.
Fill materials should be placed in horizontal lifts with a maximum loose lift thickness of 8 inche
New fill should be adequately keyed into stripped and scarified subgrade soils. The fill
compacted to at least 95 percent of the material's maximum dry density as d mined by th
standard Proctor method (VTM-1). In confined areas, portable compa ' equipment and thi
lifts of 3 to 4 inches may be required to achieve specified degree compaction. Excessively we
or
content range of plus or minus 3
moisture
for both drying and wetting of fill soils.
recommend
points of the material's
on site during earthwork
Where construction traffic or weather has disturbed the subgrade, the upper 8 inches of soils
intended for structural support should be scarified and re -compacted. Field density tests to
determine the degree of compaction should be performed on each lift of fill, with a minimum of
two tests per lift.
RHV:
Suggest
following the
requirements
of Section
303 of the
VDOT R&B
spec.
Stanley Martin Homes
F&R File No. 71Z0219
Page -14-
Pleasant Green Connector Road Culvert
Revised March 9, 2022
n
6.5 Surface Water/Groundwater Control
Subsurface water for the purposes of this report is defined as water encountered below the
existing ground surface. Based on the subsurface water readings obtained during our exploration
program, we anticipate that subsurface water will be encountered during excavation for the
foundation of the single span arch culvert and some dewatering should be anticipated. In
addition, the contractor should be prepared to dewater should water levels vary from those
encountered during the drilling program. Fluctuations in subsurface water levels and soil
moisture can be anticipated with changes in precipitation, runoff, and season.
An important aspect to consider during development of this site is surface water control. During
the construction, we recommend that steps be taken to enhance surface flow away from any
excavations and promote rapid clearing of rainfall and runoff water following rain events. It
should be incumbent on the contractor to maintain favorable site drainage during construction
to reduce deterioration of otherwise stable subgrades.
6.6 Temporary Excavation Recommendations
Mass excavations and other excavations required for construction of this project must be
performed in accordance with the United States Department of Labor, Occupational Safety and
Health Administration (OSHA) guidelines (29 CFR 1926, Subpart P, Excavations) or other
applicable jurisdictional codes for permissible temporary side -slope ratios and/or shoring
requirements. The OSHA guidelines require daily inspections of excavations, adjacent areas and
protective systems by a "competent person" for evidence of situations that could result in cave-
ins, indications of failure of a protective system, or other hazardous conditions. All excavated
soils, equipment, building supplies, etc., should be placed away from the edges of the excavation
at a distance equaling or exceeding the depth of the excavation. F&R cautions that the actual
excavation slopes will need to be evaluated frequently each day by the "competent person" and
flatter slopes or the use of shoring may be required to maintain a safe excavation depending
upon excavation specific circumstances. The contractor is responsible for providing the
"competent person" and all aspects of site excavation safety. F&R can evaluate specific
excavation slope situations if we are informed and requested by the owner, designer or
contractor's "competent person".
Stanley Martin Homes
F&R File No. 71Z0219
Page - 15 -
Pleasant Green Connector Road Culvert
Revised March 9, 2022
F&R
7.0 CONTINUATION OF SERVICES
We recommend that we be given the opportunity to review the foundation plan, grading plan,
and project specifications when construction documents approach completion. This review
evaluates whether the recommendations and comments provided herein have been understood
and properly implemented. We also recommend that Froehling & Robertson, Inc. be retained
for professional and construction materials testing services during construction of the project.
Our continued involvement on the project helps provide continuity for proper implementation
of the recommendations discussed herein.
The Geotechnical Engineer of Record should be retained to monitor and test earthwork activities,
and subgrade preparations for foundations, excavations and floor slabs. It should be noted that
the actual soil conditions at the various subgrade levels and footing bearing grades will vary
across this site and thus the presence of the Geotechnical Engineer and/or his representative
during construction will serve to validate the subsurface conditions and recommendations
presented in this report. We recommend that F&R be employed to monitor the earthwork and
foundation construction, and to report that the recommendations contained in this report are
completed in a satisfactory manner. Our involvement on the project will aid in the proper
implementation of the recommendations discussed herein. The following is a recommended
scope of services:
• Review of project plans and construction specifications to verify that the
recommendations presented in this report have been properly interpreted and
implemented;
• Observe all foundation excavations and footing bearing grades for compliance with the
geotechnical recommendations.
• Observe and test bedding material and backfill for the box culvert.
These services are not included in our current scope of services and can be rendered for an
additional cost.
Stanley Martin Homes
F&R File No. 71ZO219
Page - 16 -
Pleasant Green Connector Road Culvert
Revised March 9, 2022
8.0 LIMITATIONS
This report has been prepared for the exclusive use of Stanley Martin Homes or their agent, for
specific application to the Pleasant Green Connector Road Culvert project, in accordance with
generally accepted soil and foundation engineering practices. No other warranty, express or
implied, is made. Our evaluations and recommendations are based on design information
furnished to us; the data obtained from the previously described subsurface exploration
program, and generally accepted geotechnical engineering practice. The evaluations and
recommendations do not reflect variations in subsurface conditions which could exist
intermediate of the boring locations or in unexplored areas of the site. Should such variations
become apparent during construction, it will be necessary to re-evaluate our recommendations
based upon on -site observations of the conditions.
There are important limitations to this and all geotechnical studies. Some of these limitations
are discussed in the information prepared by GBA, which is included in Appendix III. We ask that
you please review this GBA information.
Regardless of the thoroughness of a subsurface exploration, there is the possibility that
conditions between borings will differ from those at the boring locations, that conditions are not
as anticipated by the designers, or that the construction process has altered the soil conditions.
Therefore, experienced geotechnical engineers should evaluate earthwork, pavement, and
foundation construction to verify that the conditions anticipated in design actually exist.
Otherwise, we assume no responsibility for construction compliance with the design concepts,
specifications, or recommendations.
In the event that changes are made in the design or location of the proposed structure, the
recommendations presented in the report shall not be considered valid unless the changes are
reviewed by our firm and conclusions of this report modified and/or verified in writing. If this
report is copied or transmitted to a third party, it must be copied or transmitted in its entirety,
including text, attachments, and enclosures. Interpretations based on only a part of this report
may not be valid.
Stanley Martin Homes
F&R File No. 71ZO219
Page - 17 -
Pleasant Green Connector Road Culvert
Revised March 9, 2022
APPENDIX I
FROEHLING & ROBERTSON, INC.
Engineering Stability Since 1881
IF K 6185 Rockfish Gap Turnpike
Crozet, Virginia 22932-3330
T 434.823.5154 1 F 434.823.4764
Site Location Plan
Client: Stanley Martin Homes
Project: Pleasant Green Connector Road Culvert
F&R Project No. 71Z0219
Date: Dec. 2021 1 Scale: No Scale I Drawing No.: 1
^,•& MADE LINEN • r I TMP o5600-oo oonl5oo SEE SHEET 8 / RESIDUE LAND F40M
TMP o5SC0-oo-oC-oolop 11.854 aC. PLEASANT GREEN PHASE I SUBDIVISION
'o390ac.. i DB 4856, PG 582 PROPOSED 1o'WIDE GREENWAY TO BE COMBINED WITH
,D'B 4,1Cy PG 2 27 / - TRAIL & EASEMENT. SEE SHEET 7 TMP 056A2-oi-oD-026w
EXISTING STREA (TYP. 8 FOR REMAINDER OF PROPOSED /
GREENWAYTRAIL&EASEMENT.
000
l
/ 0
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SM P oSSC TT -Do-a E LLC 00 / 1
TMPo55Co-o3-0o-000A1 00
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085117, PG 677
TMP 55C-03-A1 PROPERTY LIMITS �00 EXISTING too -YEAR FLOODPLAIN PER HEC-RAS ANALYSIS
COINCIDES WITH PROPOSE O PERFORMED BY COLLINS ENGINEERING IN APRIL 2o19 (TYP.)
VARIABLE WIDTH GREENWAY ESMT. o I 7 I/ I
1 0 l PROPOSED aoo-YEAR FLOODPLAIN PER HEC-RAS ANALYSIIS _
1 0 ` PERFORMED BY COLLINS ENGINEERING IN APRIL 2019(TYP.) r
PROPOSEDy WIDECDFgIFTE T[fEWAIX iO PROPOSED VDOTSTD.EC-1, CLASS I RIPRAP WITH A
QIINT EDAEDNGOLCM .3-We O 1
NITNIN SVEW TINGMLKRAV.NM O TYPE B INSTALLATION TO BE INSTALLED BETWEE 1
conC soEwuxroconnEa lnro 0 THE PROPOSED WIN�i WALLS FOR INLET PROTECTION
PROPOSFllC MDF MLtniIaF SIDFWALk..A I
1 PROPOSED 3e WING WALLS WITH A a- SKEW MEETING MINIMUM VDOT STANDARDS. SEE SHEET SA FOR HA-01 PROPOSE
VDOT STD. DIMENSIONS & DETAILS, AND ATTACHED CONTECH DRAWINGS FOR SITE SPECI FIC DESIGN,
1 F
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r.TO TIE INTO PROPOSED-,'_ - VDOT STD. DIMENSIONS & DETAILS, AND ATTACHEDCONTECH DRAWINGS FOR SITE SPECIFIC DESIGN.
SEE
PUBLIC VDOT RJW - i _i0� - ' -
PROPOSED VDOT STD. ES-1 BELOW STIR. Cl LI`_ - O / \ FOI
10 SEE SNEETSA FOR DIMENSIONS &DEAI HA-02 - pl 0
0-01 PROPOSED PUBLIC VDOT RIGHT -OF -WA
PROPOSED VDOT STD.EC-1, CLASS I RIPRAP
WITH A TYPE B INSTALLATIONTO SERVE A Boring Legend
OUTLET PROTECTION (L=6o', W=6o', D=a) I W 0" 0 0
STORM EWER PROPOSECPWITH
PLEASANTGREEN- PHASE I FINAL SITE PLAN
0'S AM BUFFER (TYP.) j .0 CIO i.
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GRAPHIC 0 BIO-n LTER PROPOSED WITH PLEASANT
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Borings performed in January 2021 for
MR Project No. 71Z0001
Borings performed in November 2021 for
MR Project No. 71ZO219
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APPENDIX II
KEY TO BORING LOG SOIL CLASSIFICATION
Particle Size and Proportion
Verbal descriptions are assigned to each soil sample or stratum based on estimates of the
particle size of each component of the soil and the percentage of each component of the soil.
Particle Size
Proportion
Descri tive Terms
Descriptive Terms
Soil Component
Particle Size
Component
Term
Percentage
Boulder
> 12 inch
Major
Uppercase Letters
>50%
Cobble
3 — 12 inch
(e.g., SAND, CLAY)
Gravel -Coarse
1/4 - 3 inch
-Fine
#4 - 3/4 inch
Secondary
Adjective
20%-50%
Sand -Coarse
#10 - #4
(e.g. sandy, clayey)
-Medium
#40 - # 10
-Fine
#200 - 440
Minor
Some
15%-25%
Silt(non-cohesive)<#200
Little
5%-15%
Clay (cohesive)
<#200
Trace
0%-5%
Notes:
1. Particle size is designated by U.S. Standard Sieve Sizes
2. Because of the small size of the split spoon sampler relative to the size of gravel, the true percentage of gravel may
not be accurately estimated.
Density or Consistency
The standard penetration resistance values (N-values are used to describe the density of
coarse -grained soils (GRAVEL, SAND) or the consistency of fine-grained soils (SILT, CLAY).
Sandy silts of very low plasticity may be assigned a density instead of a consistency.
DENSITY
CONSISTENCY
Term
N-Value
Term
N-Value
Very Loose
0-4
Very Soft
0-1
Loose
5 — 10
Soft
2-4
Medium -Dense
11— 30
Medium Stiff
5-8
Dense
31— 50
Stiff
9 — 15
Very Dense
> 50
Very Stiff
16 — 30
Hard
>30
Notes:
1. The N-value is the number of blows of a 140 lb. hammer freely falling 30 inches required to drive a standard split -
spoon sampler (2.0 in. O.D., 1-3/8 in. I.D.) 12 inches into the soil after properly seating the sampler 6 inches.
2. When encountered, gravel may increase the N-value of the standard penetration test and may not accurately
represent the in -situ density or consistency of the soil sampled.
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
ASTM Designation: D 2487
(Based on Unified Soil Classification System)
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests"
Soil Classification
Group Symbol
Group Name
COARSE -GRAINED
Gravels
Clean Gravels
Cu a and 15 Cc53`
GW
Well graded gravel`
SOILS
More than 50%
Less than 5%fines`
Cu<4 and/or 1>Cc>3
GP
Poorly graded gravel
More than 50%
coarse fraction
Gravels with Fines
Fines classify as MIL or MH
GM
Silty gravel r'1,H
retained on No. 200
retaining on No. 4
More than 12 %fines`
Fines classify as CL or CH
Clayey gravel ' '
GC
sieve
sieve
Sands
Clean Sands
Cu t 6 and 15 Cc 53 r
SW
Well -graded sand'
50% or more of
Less than 5%fines°
Cu<6 and/or 1>Cc>3r
SP
Poorly graded sand'
coarse fraction
Sands with Fines
Fines classify as MIL or MH
SM
Siltysand "
passes No.4 sieve
More than 12%fines°
Fines classify as CL or CH
SC
Clayey sand°'"''
FINE-GRAINED SOILS
Silts and Clays
Inorganic
PI> 7 and plots on or above
Lean clay'
CL
50% or more passes
Liquid Limit less than
"A" line'
the No. 200 sieve
50
PI <4 or plots below "A" line'
MIL
slit""'
Organic
Liquid limit- ovendried<0.75
Organic clay"'`'°''"
OL
Organic silt' '
Liquid limit - not dried
Silts and Clays
Inorganic
PI plots on or above "A" line
CH
Fat clayK "m
Liquid Limit 50 or
PI plots below "A" line
MH
Elastic silt""'"'
more
Organic
Liquid limit- ovendried<0.75
Organic clay
Liquid limit - not dried
OH
Organic silt
HIGHLY ORGANIC SOILS Primarily organic matter, dark in color, and organic odor
PT
Peat
A
Based on the material passing the 3-in (75 mm) sieve
E
Cu=D60/010 Cc= (030)�/(010a060)
J
If Atterberg limits plot in hatched area, soils is a CL-ML,
8
If field sample contained cobbles or boulders, or both,
add
F
If soil contains 2 15% sand, add "with sand" to the
silty clay
"with cobbles or boulders, or both" to group name.
group name
K
If soil contains 15 to 29%plus No. 200, add "with sand" or
C
Gravels with 5 to12% fines require dual symbols:
G
If fines classify as CL-NI use dual symbol GC -GM, or
"with gravel," whichever is predominant
G W-GM well -graded gravel with silt
SC-SM
L
If soil contains 2 30% plus No. 200, predominantly sand,
GW-GC well -graded gravel with clay
H if fines are organic, add "with organic fines" to the
add "sandy" to group name
GP -GM poorly graded gravel with silt
group name
M
If sail contains 2 30%plus Na. 200, predominantly gravel,
GP -GC poorly graded gravel with clay
D
Sands with 5 to 12%fines require dual symbols:
If soil contains 215%gravel, add "with gravel" to
add "gravelly" to group name
N
SW-SM well -graded sand with silt
group name
PI 2 4 and plots on or above "A" line
SW -SC well -graded sand with clay
O
PI < 0 or plots below "A"line
SP-SM poorly graded sand with silt
P
PI plots on or above "A" line
SP-SC poorly graded sand with clay
° PI plots below "A" line
0
SIEVE ANALYSIS
Screen (in) Sieve No.
1.5 % 4 10 10 40 W 100 200
MIMIMM
I
10 1 0.1 0.01
Panicle a..1.1
Cu = D60/DIO = (3/0.2) =15
Cc = (D30)'/(D10a060) = (0.62)/(0.2'3) = 0.6
For classification of fine-grained soils and fine-grained fraction of coarse -grained soils:
W
50
40
Plasticity Index IN)
30
20
30
0
0
10 20 30 40 50 0 70 90 90 100 110
Liquid Limit ILL)
Equation of "A" line: Horizontal at PI = 4 to LL= 22.5, then PI = 0.73'(IL-20)
Equation of "U" line: vertical at ILL =16 to PI = 7, then PI = 0.9'(LL-8)
SOIL CLASSIFICATION CHART
MAJOR DIVISIONS
SYMBOLS TYPICAL
GRAPH LETTER DESCRIPTIONS
GRAVEL
AND
CLEAN
GRAVELS
I'. .06.
61w.:
GW
WELL -GRADED GRAVELS, GRAVEL -
SAND MIXTURES, LITTLE OR NO
FINES
GRAVELLY
SOILS
(LITTLE OR NO FINES)
oQ°
o DOo D
O 00
GP
POORLY -GRADED GRAVELS,
GRAVEL - SAND MIXTURES, LITTLE
OR NO FINES
COARSE
GRAINED
SOILS
MORE THAN 50%
OF COARSE
FRACTION
GRAVELS WITH
FINES
D
3
0
°c
01
D
O
GM
SILTY GRAVELS, GRAVEL -SAND -
SILT MIXTURES
RETAINED ON NO.
4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
GC
CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES
MORE THAN 50%
OF MATERIAL IS
SAND
AND
CLEAN SANDS
SW
WELL -GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
�:
SIP
POORLY -GRADED SANDS,
GRAVELLY SAND, LITTLE OR NO
FINES
LARGER THAN
NO. 200SIEVE
SIZE
SANDY
SOILS
(LITTLE OR NO FINES)
SANDS WITH
FINES
S.M
SILTY SANDS, SAND - SILT
MIXTURES
MORE THAN 50%
OF COARSE
FRACTION
PASSING ON NO.
4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
SC
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS AND VERY FINE
ML
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
CL
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY
CLAYS, LEAN CLAYS
FINE
GRAINED
SOILS
SILTS
AND LIQUID LIMIT
CLAYS LESS THAN 50
— —
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50%
OF MATERIAL IS
SMALLER THAN
NO. 200 SIEVE
MH
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SILTY SOILS
SIZE
SILTS
AND LIQUID LIMIT
CLAYS GREATER THAN 50
CH
INORGANIC CLAYS OF HIGH
PLASTICITY
OH
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
EXISTING FILL
FILL
EXISTING FILL MATERIALS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
Key to Boring Log Rock Classification
Classification of rock is based on the following characteristics: color, weathering, discontinuities, attitude, grain size, voids,
hardness, strength, density, water conditions, rock type, RQD, and RMR.
Weathering
Term
Symbol
Description
Fresh
-I
F
Rock fresh, no visible signs of decomposition, or discoloration, crystals are bright.
Very Slight
VS
Rock generally fresh, joints stained, some joints may show clay or calcite coating.
Slightly
WS
Slight discoloration inwards from openings.
Moderately
WM
Discoloration throughout. Weaker minerals decomposed. Strength somewhat less than fresh
rock but cores cannot be broken by hand or scraped by knife. Texture preserved. Joints may
contain clay.
Highly
WH
Most minerals some what decomposed. Specimens can be broken by hand with effort or
shaved with knife. Core stones present in rock mass. Texture becoming indistinct but fabric
reserved.
Completely
WC
Minerals decomposed to soil but fabric and structure preserved (saprolite). Speciments easily
crumbled or penetrated.
Residual Soil
RS
Advanced state of decomposition resulting in plastic soils. Rock Fabric and structure
completely destroyed.
Discontinuities
Spacing
Banding, Bedding
and Foliation
Faults, Joints
and Fractures
RMR
Feet
Metric
Greater than 6.0 feet
Greater than 181cm
Very Thick
Very Wide
30
2.0 - 6.0 feet
60.4 — 181cm
Thick
Wide
25
8 - 24 inches
20.3 — 60.4cm
Medium
Moderately close
20
2.5 - 8 inches
6.3 — 20.3cm
Thin
Close
10
3/n - 2.5 inches
1.9 — 6.3cm
Very Thin
Very Close
5
Spacing
Lamination, Foliation, or
Cleavage
%. - 3/a inch
0.5 — 1.9cm
Intense
Extremely Close
0
Less than''/a inch
Less than 0.5cm
Very Intense
' Spacing is the perpendicular distance between discontinuities.
Type of Discontinuity
Term
Condition
Joint
A fracture along which no movement
has occurred
Bedding Plane
A natural plane dividing sedimentary
rock layers
Shear Plane
A fracture along which some movement
has occurred
Fault
A zone of fractured rock containing one
or more shear plane and areas of gouge
Rock Grain Size
Attitude / Influence
Term
Existing Angle
Horizontal
00
- 50
Low Angle
50
- 350
Moderate Angle
350
- 550
High Angle
550
- 850
Vertical
850
- 900
Igneous and Metamorphic Rocks
Sedimentary Rocks
Coarse Grained
Diameter > 5 rum
Coarse Grained
Diameter > 2 mm
Medium Grained
limn - 5 mm
Medium Grained
0.06 min - 2 min
Fine Grained
< 1 min
Fine Grained
0.002 min - 0.06 min
Glassy
Grains not visible with unaided eye
Very Fine Grained
Grains not visible with unaided eye
Voids Ground Water Conditions Estimated Density
Term
Size of Void
Pit
< 6 min 1/4 inch
Vug
6 mm — 50 min (2
inches
Cavity
50 min — 0.6 in (2 feet)
Cave
> 0.6 in (2 feet)
General
Condition
RMR
Completely Dry
10
Moist
7
Water Under
Moderate Pressure
4
Severe Water
Pressure
0
Field Test
Definition
Description
Very High
D > 25 kN/m3
High
23.5 <— D < 25 kN/m3
Moderate
22 < D < 23.5 kN/m3
(range of concrete)
Low
20.5 <— D < 22 kN/m3
Very Low
D < 20.5 kN/m3
behaves like soil
Hardness
Field Test
Description
Strength
RMR
Material crumbles under moderate
Moldable by hand; can be gouged with
PSI = < 500
Very Soft
blow with sharp end of pick and
knife blade, unconfined compressive
mn/mz = ( < 1.25)
0
can be peeled with a knife.
strength: . < 5 MPa behaves like soil
Can just be scraped or peeled with
Geological hammer makes craters, can be
PSI = 500 to 1,500
Soft
knife.
cut with knife blade, unconfined
mn/mz = 1.25 — 5.0
1
compressive strength: 5 <— q, < 20 MPa
Moderately
Grooves to 5mm can be excavated
Geological hammer makes dents' can be
PSI = 1,500 to 3,500
Hard
with sharp blow of geologist pick.
scratched with knife blade; unconfined
mn/mz = 5.0 — 12.5
2
coin ressive strength: 20 <— � < 50 MPa
Cannot be scraped or peeled with
Geological hammer makes pits; cannot be
PSI = 3,500 to 7,250
4
Hard
knife, hand-held specimen can be
scratched with knife blade, unconfined
mn/m2 = 12.5 — 50
broken with single moderate blow
compressive strength: 50 <— q, < 100 MPa
with pick.
PSI = 7,250 to 14,500
7
mn/mz = 50 — 100
Hand-held specimen breaks with
Geological hammer rebounds, can be
PSI = 14,500 to 29,000
12
Very Hard
hammer end of pick under more
chipped with heavy hammer blows,
mn/mz = 100 — 200
than one blow.
unconfined compressive strength:
>100 MPa
Extremely
Many blows with a geologic
PSI => 29,000
Hard
hammer required to break intact
mn/mz = > 200
15
specimen.
Rock Ouality Designation (ROD)
Rock Quality
Designation',
Rock Mass
Description
90 - 100
Excellent
20
75 - 90
Good
17
50 - 75
Fair
13
25-50
Poor
8
< 25
Very Poor
3
Rock Mass Rating
Class
Description of
Rock Mass
RMR Sum of
Rating
Increments
I
Very Good Rock
81 - 100
I1
Good Rock
60 - 80
III
Fair Rock
41 - 60
IV
Poor Rock
21 - 40
V
Very Poor Rock
0-20
RQD is the ratio of the cumulative length of all pieces of rock greater than or equal to four inches to the total length drilled,
expressed as a percentage.
Rock Mass Rating for Increments for Joint Conditions
Description
RMR
Very rough surface of limited extent, hard wall rock
25
Slightly rough surfaces: aperture less than lmm, hard wall rock
20
Slightly rough surfaces: aperture less than Imm' soft wall rock
12
Smooth surfaces, OR gouge filling 1-5mm thick, OR aperture of 1-5mm, joints extend more than several meters
6
Open joints filled with more than 5mm of gouge, OR open more than 5mm; joints extend more than several meters
0
F: geoword/xgeo... /April/ Rock Classification with RMR
PROJECT #: 71 ZO219
TB-01
LOCATION: Albemarle County, Virginia
PAGE 1 OF 1
VDOTSTATION:
STRUCTURE: CULVERT
12+80 OFFSET: 35' L
Vor urIa F' apag4mentl fTian=-ti don
LATITUDE: 38.0707980 N LONGITUDE: 78.707584° W
SURFACE ELEVATION: 690.9 It COORD. DATUM: NAD 83
FIELD
DATA
Date(s) Drilled: 11/24/21 - 11/24/21
LAB
DATA
Drilling Method(s): HSA
SOIL
ROCK
SPT Method: Automatic
e
DIP
A
_
W
J
_
W
Other Test(s):
z
W
o
Z
W
J
Zffi
o
W
Driller: H. Roberts
o
z
0�
z
<
.
F
°o
o
w
¢ w
a
w
J
w
x
¢
K
a
m
it
GROUND WATER
w
y~�
<
¢
w
03
Ow
I-ii
a
F
W=
O
p
2 STABILIZED AT 1.8 fi AFTER 2 HOURS
b
a
U
2
FIELD DESCRIPTION OF STRATA
LL
PI
Q:
690
2 2
55
0.0 / 690.9
Sulficial Organics TOPSOIL
21.0
2
4 2
22.
0.2 / 690.7
688
3 6
25
Alluvium, Brown, Fine to Medium, SILTY SAND, Little Gravel,
13.3
8
4
Very Loose, Moist SM
4.
686
1231
38
2.0 / 688.9
1314
Alluvium, Brown, Fine to Medium, SILTY SAND, Little Gravel,
3
6
Loose, Wet SM
684
4
69
4.0 / Same, Dense
21.3
6.0 / 684.9
7.1
50/3
5
3
7.75
50/4
63
X 8
Alluvium, Light Brown, Fine to Medium, CLAYEY SAND, Some
682
B
8.Gravel,
Medium Dense, Wet SC
8.0 / Same, Dense
Auger Refusal at 9.5 Feet due to Skewing
REMARKS: Rig Type: D50.
PAGE 1 OF 1
TB-01
Copyright M1, Commonwealth l Virginia
PROJECT #: 71ZO219
TB-01 A
LOCATION: Albemarle County, Virginia
PAGE 1 OF 1
VDOTSTATION:
STRUCTURE: CULVERT
12+80 OFFSET: 30' L
VorSurIa F' apag4mentl fTian=-ti don
LATITUDE: 38.0707940 N LONGITUDE: 78.7075800 W
SURFACE ELEVATION: 690.9 It COORD. DATUM: NAD 83
FIELD
DATA
Date(s) Drilled: 11/24/21 - 11/24/21
LAB
DATA
Drilling Method(s): HSA
SOIL
ROCK
SPT Method: Automatic
e
DIP
A
_
W
J
_
W
Other Test(s):
z
W
o
Z
W
J
Zffi
o
W
Driller: H. Roberts
o
z
0�
z
<
.
F
°o
o
w
¢ w
a
w
J
w
x
¢
K
a
GROUNDWATER
w
y~�
<
¢
03
Ow
I-ii
a
F
W=
O
w
p
2 STABILIZED AT 1.8 it AFTER 2 HOURS
b
a
FIELD DESCRIPTION OF STRATA
LL
PI
0.0 / 690.9
690
Auger Probe to 13 Feet
2
4
6
685
8
10
680
12
6
1416
13
13.0 / 677.9
14
75
Residuum, Brown, Fine, SILTY SAND, Medium Dense, Wet
19.8
23
15
SM
16
675
18
13 23
73
18
16.4
` °
18.0 / 672.9
50/6
1e 5
IGM, Brown, Fine to Medium, SILTY SAND, Very Dense, Wet
20
SM
670
22
27 50/2
71
24
223
3.7
26
665
'£
28
27.5
27.5 / 663.4
'
Bedrock, Moderately weathered, Hard, Light Brown,
CHARNOCKITE, Highly Fractured GNS
30
76
55
660
32
32.5
32.5 / 658.4
34
Bedrock, Moderately to Highly weathered, Hard, Light Brown,
CHARNOCKITE, Highly to Very Highly Fractured GNS
55
8
i
36
655
37.5
Boring Terminated at 37.5 Feet
REMARKS: Rig Type: D50.
PAGE 1 OF 1
TB-01 A
Copyright M1, Commonwealth l Virginia
PROJECT #: 71 ZO219
TB-02
LOCATION: Albemarle County, Virginia
PAGE 1 OF 2
VDOTSTATION:
STRUCTURE: CULVERT
12+75 OFFSET: 35'R
VurpurIa Fuapag4mentl f Tialn='1i?.don
LATITUDE: 38.0706450 N LONGITUDE: 78.707433° W
SURFACE ELEVATION: 689.1 It COORD. DATUM: NAD 83
FIELD
DATA
Date(s) Drilled: 11/23/21 - 11/23/21
LAB
DATA
Drilling Method(s): HSA
SOIL
ROCK
SPT Method: Automatic
�?
o
D,1K,0
A
W
Z
Other Test(s):
Z
W
o
Z Z
W
W
o
w
Driller: H. Roberts
Z
o
o
�Z
F
Logger: M. DuBois
w
Z Q
f
J
t
x�
a
a
aGROUND
o
❑
w
z
O
WATER
w
ww<
owa
W=
O
a
w
p❑
2 STABILIZED AT 2.0 ft AFTER 2 HOURS
i5
m
Z
a
LL
FIELD DESCRIPTION OF STRATA
LL
PI
5
0.0 / 689.1
4
35
Surficial Organics, TOPSOIL
15.7
2 I
IF
1p8 8
2
0.5/688.6
12
40
Alluvium, Brown, Fine, SANDY SILT, Little Gravel, Stiff,
16,9
4
685
12 19
a
Moist MIL
2.0 / 687.1
Alluvium, Brown, Fine to Medium, SILTY SAND, Little
34 7
Sp
�z.
30.7
6
2 a
6
Gravel, Medium Dense, Wet SM
2 4
70
5.0 / 684.1
26.8
25.0
8
6
8
+ RESIDUUM, Brown, Fine to Medium, SILTY SAND,
2
1
Trace Gravel, Medium Dense, Wet SM
680
1
85
: ��
6.0 / Same, Loose
10
1
10
Td.
8.0 / Same, Very Loose
12
3
5
13�
` 13.0 / Same, Medium Dense
'
14
675
g
75
24.7
13
is
16
18
4
18
670
9 18
70
20
22
20
si
22
3
15
23.0 / Same, Dense
24
665
75
t
26
25
26
28
4
7
28
28.0 / Same, Medium Dense
660
11
100
36.8
30
10
30
32
14242g
33
`'''
33.0 / Same, Very Dense
34
655
90
29
38
36
38
27 50/4
75
38
25.6
"
38.0 / 651.1
650
38.8
IGM, Gray, Fine to Medium, SILTY SAND, Trace Gravel,
40
REMARKS: Rig Type: D50.
PAGE I OF 2
TB-02
Copyright M1, Commonwealth l Virginia
PROJECT #: 71 ZO219
TB-02
LOCATION: Albemarle County, Virginia
PAGE 2 OF 2
VDOTSTATION:
STRUCTURE: CULVERT
12+75 OFFSET: 35'R
VrpurIa fiv": 0ofimnrtoll nV lialn='1i?.don
LATITUDE: 38.0706450 N LONGITUDE: 78.707433° W
SURFACE ELEVATION: 689.1 It COORD. DATUM: NAD 83
FIELD
DATA
Date(s) Drilled: 11/23/21 - 11/23/21
LAB
DATA
Drilling Method(s): HSA
SOIL
ROCK
SPT Method: Automatic
�?
o
DIPe
W
W
Z
Other Test(s):
Z
W
Z Z
w
W
o
SODriller:
H. Roberts
Z
o
o
�Zx�
Logger: M. DuBois
w ❑
J
F
oi
aF
aoGROUND
aF
o
ga
wZ
z
Ot
WATER
w
ww<
ow
W=
O
w
a
p❑
2 STABILIZED AT 2.0 ft AFTER 2 HOURS
(5
m
Z
a
LL
FIELD DESCRIPTION OF STRATA
LL
PI
Very Dense, Wet SM
42
44 50/3
86,
44
645
46
48
50/3
67
S 48
Auger Refusal at 48.3 Feet
48.3
REMARKS: Rig Type: D50.
PAGE 2 OF 2
TB-02
Copyright M1, Commonwealth l Virginia
PROJECT #: 71 ZO219
TB-03
LOCATION: Albemarle County, Virginia
PAGE 1 OF 2
VDOTSTATION:
STRUCTURE: CULVERT
13+45 OFFSET: 0'
VorpurIa T:an=:tiE.don
LATITUDE: 38.7080290 N LONGITUDE: 78.707388° W
SURFACE ELEVATION: 692.6It COORD. DATUM: NAD 83
FIELD
DATA
Date(s) Drilled: 11/23/21 - 11/23/21
LAB
DATA
Drilling Method(s): HSA
SOIL
ROCK
SPT Method: Automatic
�?
o
DIP
e
W
W
Z
Other Test(s):
Z
W
o
Z Z
W
W
o
W
Driller: H. Roberts
Z
o
oi
�Zx�
Logger: M. DuBois
w ❑
J
F
aF
oGROUND
aF
o
ga
wZ
z
Ot
WATER
w
ww<
w
W=
O
ao
p
❑
2 STABILIZED AT 7.0 8 AFTER 2 HOURS
i5
m
Z
a
LL
FIELD DESCRIPTION OF STRATA
LL
PI
1
0.0 / 692.6
2
60
Sulficial Organics TOPSOIL
19.1
2
690
6 6
16
2
0.4 / 6921
2333
50
Alluvium, Brown, Fine, SANDY SILT (ML), Soft, Moist
15.1
4
7
4
ML
Alluvium, Brown, SILTY GRAVEL, Some Sand, Dense,
23 t14
39
10.4
17.3
6
1
5.68
Wet GM
6.0 / 686.6
2 1
100
?
32.0
8
685
5
8
Residuum, Light Brown, Fine, SILTY SAND, Very Loose,
2 2'x`
Wet SM
2
100
36.3
10
3
10
12
680
2
13
13.0 / 679.6
14
3 3
100
RESIDUUM, Brown, Fine, SANDY SILT, Firm, Wet ML
31.8
8
15
16
18
675
4
6
18
18.0 / 674.6
10
75
Residuum, Brown, Fine, SILTY SAND, Little Gravel,
30.2
20
13
20
Medium Dense, Wet SM
22
? g
670
3
24
8 14
80
21.7
21
25
26
28
665
50/5
50
E 28
28.4
16.8
28.0 / 664.6
'
IGM, Brown, Fine to Medium, SILTY SAND, Very Dense,
30
Wet SM
32
660
12 50/3
63
3
18.1
34
8
36
c$
38
655
9
1511
38
,.,
38.0 / 654.6
55
Residuum, Brown, Fine, SILTY SAND, Medium Dense,
23.2
40
1
41
REMARKS: Rig Type: D50.
PAGE I OF 2
TB-03
Copyright M1, Commonwealth l Virginia
PROJECT #: 71 ZO219
TB-03
LOCATION: Albemarle County, Virginia
PAGE 2 OF 2
VDOTSTATION:
STRUCTURE: CULVERT
13+45 OFFSET: 0'
VorpurIa T:an=:ti don
LATITUDE: 38.7080290 N LONGITUDE: 78.707388° W
SURFACE ELEVATION: 692.6It COORD. DATUM: NAD 83
FIELD
DATA
Date(s) Drilled: 11/23/21 - 11/23/21
LAB
DATA
Drilling Method(s): HSA
SOIL
ROCK
SPT Method: Automatic
�?
o
DIP
e
W
Z
Other Test(s):
z
W
z
o
Z
W
W
W
o
wo
Driller: H. Roberts
z
o
'
ZQ
FLogger:
M. DuBois
w ❑
J
F
J
x�
aF
oa
o
wZ
O
zm
GROUND WATER
w
ww<
Ow
a
W =
O
a
p
❑
2 STABILIZED AT 7.0 fl AFTER 2 HOURS
(5
Z
a
LL
FIELD DESCRIPTION OF STRATA
ILL
PI
Wet SM
42
650
50/2
43
E
43.0 / 649.6
43.2
IGM, Brown, Fine to Medium, SILTY SAND, Trace
Gravel, Very Dense, Wet SM
Auger Refusal at 43.2 Feet
REMARKS: Rig Type: D50.
PAGE 2 OF 2
TB-03
Copyright M1, Commonwealth l Virginia
PROJECT M 71Z0001
B-01
LOCATION: Albemarle County, Virginia
PAGE 1 OF 1
V
XYDOTSTATION:
STRUCTURE: BOX CULVERT
STA 13+28 OFFSET: 55 right
la Daparurlent oPTranaporfa8on
NORTHING: ft Easting: It
SURFACE ELEVATION: 693.0 It COORD. DATUM:
FIELD
DATA
Date(s) Drilled: 1/7/2021 - 1/7/2021
LAB
DATA
Drilling Method(s): Hollow Stem Auger
SOIL
ROCK
SPT Method: Automatic Hammer
�?
o
DIP
Z
Z
Other Test(s):
Z
z
z
o
Z z
¢
W
A
o
w
Driller: SDS
o
z
z
>
ja
a
m
J
Logger: E. McTa art
99 99
❑
U
°
w
❑
>
J
ZQw
F
o
>
it
pz
0
a
X
o
F
p
❑
-
3
W
z
o
GROUND WATER
W
X
w W 2
m
M
Q
W
c
p W
V FIRST ENCOUNTERED AT 5.0 ft DEPTH
a
W=
J
s
a
�❑
a
W
a
o
LL
FIELD DESCRIPTION OF STRATA
LL
PI
2„
z.
0.0 / 693.0
1
Surficel Organics TOPSOIL
171
0.3 / 692.7
2
2
1
2
AlluviumBrown, Fir1e, SILTY SAND, Trace Gravel, Very
2
Loose, Moist (SM) SM
690
1
50/2
27
7
23.2
36.1
2.0 / 691.0
5.17
AlluviumBrown, Fine to Medium, SILTY SAND, Little
4
4
Gravel, Very Loose, Wet (SM) SM
3.0/690.0
9
1212
AI/uviumBrown, SILTY GRAVEL, Little Sand, Very
21.1
50/1
542
Dense, Wet (GM) GM
4.0 / 689.0
g
6
-
2
p. AlluviumBrown, Fine to Medium, SILTY SAND, Some
1
Gravel, Very Dense, Moist (SM) SM
40.6
6.0 / 687.0
1
„
8
685
2ResiduumBrown,
Fine, SILTY SAND, Trace Gravel,
6
Loose, Moist (SM) SM
2
26.4
8.0 / 685.0
4
ResiduumBrown and Tan, Fine, SILTY SAND, Very
10
4
10
Loose, Wet (SM) SM
12
680
14
3
13.5
Same, Medium Dense
6
21.1
12
15
16
18
675
2
16.5
Same, Loose
1
30.0
20
3
20
22
50/2
22H
22.17
22.0 / 671.0
/GMGray, Fine, SILTY GRAVEL, contains sand, Very
Dense, Wet (GM) GM
Auger Refusal at 2.2.2 Feet
REMARKS: Rig Type: Diedrich D50.
PAGE 1 OF 1
B-01
Copyright 2021, Commonwealth l Virginia
PROJECTM 71Z0001
B_02
LOCATION: Albemarle County, Virginia
PAGE 1 OF 1
V
XYDOTSTATION:
STRUCTURE: BOX CULVERT
STA 13+35 OFFSET: 38 left
la Dapadnlent oPTranaporfation
NORTHING: ft Easting: It
SURFACE ELEVATION: 691.0 It COORD. DATUM:
FIELD
DATA
Date(s) Drilled: 1/7-1/7
LAB
DATA
Drilling Method(s): Hollow Stem Auger
SOIL
ROCK
SPT Method: Automatic Hammer
�?
o
DIP
Z
Z
Other Test(s):
Z
z
z
o
Z z
¢
W
A
o
w
Driller: SDS
o
z
z
_
<om
>
?
>
>
ja
<
m
J
Logger: E. McTa art
99 99
❑
U
°
w
❑
>
J
ZQw
F 2
°
2
it
oz
a
�
o�
F
0
❑
-
3
W
�
z
o
GROUND WATER
W
to W 2
<
<
w
003
O W
Y FIRST ENCOUNTERED AT 2.5 ft DEPTH
a
W=
x
s
W
X❑
a
W
a
o
2
LL
FIELD DESCRIPTION OF STRATA
LL
PI
0.5
2
0.0 / 691.0
1.0
690
2
Surftcal Organics TOPSOIL
19.3
0.3 / 690.7
1.5
2
2
2
AlluviumTan Brown, Fine, SANDY SILT,Soft, Moist (ML)
2.
2
ML
2.0 / 689.0
3.0
688
42
18
21.7
52.1
3.5
3
AlluviumTan Brown, Fine, SANDY LEAN CLAY, Firm,
4.0
5
a
Wet (CL) CL
4.0 / 687.0
4.5
5
5.0
686
1012
AlluviumGray, SILTY GRAVEL, Medium Dense, Wet
13.8
(GM) GM
Auger Refusal at 5.4 Feet
13
6
REMARKS: Rig Type: Diedrich D50.
PAGE 1 OF 1
B-02
Copynght M1, Commonwealth l Virginia
M
Hand Auger Logs
Hand Auger HA-01
0-1.2 feet Brown, Wet, Poorly Graded SAND (SP) with Gravel and Trace Silt
1.2 feet Hand auger refusal due to cobbles and sloughing material
Two other attempts were made to advance the hand auger excavation, but
reached refusal at approximately the same depth.
Test Pit TP-02
0-1 feet Brown, Wet, Poorly Graded SAND (SP) with Gravel and Trace Silt
1 foot Hand auger refusal due to cobbles and sloughing material
Two other attempts were made to advance the hand auger excavation, but
reached refusal at approximately the same depth.
Hand augers performed on 11/23/2021 by M. DuBois.
r roO&Robertson, Inc.
Crozet rozet zel Office
6185 Rockfish Gap Turnpike
Crozet, VA 22932
Phone: 434.823.5154 www.FandR.com
Client: Stanley Martin Homes CC:
11710 Plaza America Drive
Reston, VA 20190
Material Test Report
Report No: MAT:7121-10122-S02
Issue No: 1
Project: 9 Pleasant
Pleasant Green Connector Road Culvert
Alston Street Reviewed By: DuBois Matthew E
Crozet, VA 22932 Review Date: 12/10/2021
Sample Details
Sample ID
7121-10122-S02
Date Sampled
11/24/2021
Specification
Full Set of Sieves
Location
TB-02 (6.0'-8.0')
Particle Size Distribution
� ira.q
}}T
w{
1°t
r
A}
n:
at
,
sf
R 91
P2a
SM
COBBLES
GRAVEL
SAND
FINES (27.4%)
°
Coarse
Fine
Coarse
Medium
Fine
Silt Clay
(0.0%)
(0.0%)
(2.0%)
(7.8/0)
(24.5/0)
(38.3/°)
Sample Descripti
Brown, Silty SAND with Trace Gravel
Grading: ASTM
D 6913
Date Tested:
12/7/2021
Tested By:
Khaterzai Ahmad R
Sieve Size
%Passing Limits
Sin
100
2'/in
100
tin
100
1'/yin
100
tin
100
'/.in
100
''/in
100
3/8in
100
No.4
98
No.B
92
No.10
90
No.16
84
No.30
72
No.40
66
No.50
58
No. 100
40
No.200
27
Finer 75pm
25.0
D85: 1.2885
D60: 0.3273 D50: 0.2205
D30: 0.0880
D15: N/A D10: N/A
Form No: 1e909, Report No: NIAT:7121-10122502 02000-2021 QESTLab by SpeclydQEST rom Page 1 of 2
�/� A Crozet Off &Robertson, Inc.
`xJCK Crozet Office
6185 Rockfish Gap Turnpike
Crozet, VA 22932
Phone: 434.823.5154 www.FandR.com
Material Test Report
Client: Stanley Martin Homes CC:
Report No: MAT:7121-10122-S02
11710 Plaza America Drive
Issue No: t
Reston, VA 20190
n
Project: 9
Pleasant
Pleasant Green Connector Road Culvert
Alston Street
Reviewed By: DuBois Matthew E
Crozet, VA 22932
Review Date: 1211012021
Sample Details
Sample ID 7121-10122-S02
Date Sampled 11/24/2021
Specification Full Set of Sieves
Location TB-02 (6.0'-8.0')
Other Test Results
Description Method
Result Limits
Water Content (°/n) ASTM D 2216
26.8
Method
B
Tested By
Khaterzai Ahmad R
Date Tested
12/7/2021
Method ASTM D 6913
Sample Obtained While
Oven -Dried
Group Name
Group Symbol
Composite Sieving Used
No
Dispersion Method
Dispersant by hand
Prior Testing
mm
N/A
The results provided herein relate only to the items inspected anNor tested. This report shall not be reproduced, except in full, without the prior written approval of F&R.
Form No: 18909, Report No: IMT:7121-10122-S02 p 2000-2021 QESTLab by SpectmQEST rom Page 2 of 2
r roO&Robertson, Inc.
Crozet rozet zel Office
6185 Rockfish Gap Turnpike
Crozet, VA 22932
Phone: 434.823.5154 www.FandR.com
Client: Stanley Martin Homes CC:
11710 Plaza America Drive
Reston, VA 20190
Material Test Report
Report No: MAT:7121-10122-S03
Issue No: 1
Project: 9 Pleasant
Pleasant Green Connector Road Culvert
Alston Street Reviewed By: DuBois Matthew E
Crozet, VA 22932 Review Date: 12/10/2021
Sample Details
Sample ID
7121-10122-S03
Date Sampled
11/24/2021
Specification
Full Set of Sieves
Location
TB-03 (4.0'-6.0')
Particle Size Distribution
� ira.q
r
a.
e•
x�
P2a R 91
era
COBBLES
GRAVEL
SAND
FINES (17.8%)
°
Coarse
Fine
Coarse
Medium
Fine
Silt Clay
(0.0%)
(76.4/0)
(35.2/0)
(9.2/0)
(12.7/0)
(8.9/0)
Sample Description:
Brown, Silty GRAVEL with Sand
Grading: ASTM
D 6913
Date Tested:
12/7/2021
Tested By:
Khaterzai Ahmad R
Sieve Size
%Passing Limits
Sin
100
2'/in
100
tin
100
1'/yin
100
tin
84
'/.in
84
''/in
68
3/8in
62
No.4
48
No.B
41
No.10
39
No.16
34
No.30
29
No.40
26
No.50
24
No. 100
24
No.200
18
Finer 75pm
17.3
D85: 25.6416 D60: 8.6044 D50: 5.2444
D30: 0.6869
D15: N/A D10: N/A
Form No: 1e909, Report No: NIAT:7121-10122503 02000-2021 QESTLab by SpeclydQEST rom Page 1 of 2
�/� A Crozet Off &Robertson, Inc.
`xJCK Crozet Office
6185 Rockfish Gap Turnpike
Crozet, VA 22932
Phone: 434.823.5154 www.FandR.com
Material Test Report
Client: Stanley Martin Homes CC:
Report No: MAT:7121-10122-S03
11710 Plaza America Drive
Issue No: t
Reston, VA 20190
Project: 9
n
Pleasant Green Connector Road Culvert
Pleasant
Alston Street
Reviewed By: DuBois Matthew E
Crozet, VA 22932
Review Date: 1211012021
Sample Details
Sample ID 7121-10122-S03
Date Sampled 11/24/2021
Specification Full Set of Sieves
Location TB-03 (4.0'-6.0')
Other Test Results
Description Method
Result Limits
Water Content (°/n) ASTM D 2216
10.4
Method
B
Tested By
Khaterzai Ahmad R
Date Tested
12/7/2021
Method ASTM D 6913
Method A
Sample Obtained While
Oven -Dried
Group Name
Brown, silty GRAVEL
Group Symbol
GM
Composite Sieving Used
No
Dispersion Method
Dispersant by hand
Prior Testing
mm
N/A
The results provided herein relate only to the items inspected anNor tested. This report shall not be reproduced, except in full, without the prior written approval of F&R.
Form No: 18909, Report No: IMT:7121-10122-S03 02000-2021 QESTLab by SpectmQEST rom Page 2 of 2
r roO&Robertson, Inc.
Crozet rozet zel Office
6185 Rockfish Gap Turnpike
Crozet, VA 22932
Phone: 434.823.5154 www.FandR.com
Material Test Report
Client: Stanley Martin Homes CC: Report No: MAT:7121-10122-S01
11710 Plaza America Drive Issue No: t
Reston, VA 20190 n
Project: 9 Pleasant
Pleasant Green Connector Road Culvert
Alston Street Reviewed By: DuBois Matthew E
Crozet, VA 22932 Review Date: 12/8/2021
Sample Details
Sample ID
7121-10122-S01
Date Sampled
11/24/2021
Specification
Full Set of Sieves
Location
HA-01 (0-1.0')
Particle Size Distribution
� ira.q
T
i
1
,
sf
2 a R A
P l
er1a
COBBLES
GRAVEL
SAND
FINES (1.6%)
o
Coarse
Fine
Coarse
Medi um
Fine
Silt
Clay
(0.0%)
(71.2/0)
(22.6/0)
(18.5/0)
(32.9/0)
(13.3/0)
Sample Descripti
Brown, Poorly Graded SAND with Gravel and Trace Silt
Grading: ASTM
D 6913
Date Tested:
12/7/2021
Tested By:
Khaterzai Ahmad R
Sieve Size
%Passing Limits
Sin
100
2'/in
100
tin
100
1'/yin
100
tin
93
'/.in
89
''/in
82
3/8in
77
No.4
66
No.B
52
No.10
48
No.16
36
No.30
21
No.40
15
No.50
9
No. 100
3
No.200
2
Finer 75pm
1.3
D85: 14.9569 D60: 3.5197 D50: 2.1726
D30:0.9003
D15: 0.4250 D10: 0.3179
Cu: 11.07
Cc: 0.72
Form No: 1e909, Report No: MAT:7121-10122501 p 2000-2021 QESTLab by SpeclydQEST rom Page 1 of 2
�/� A Crozet Off &Robertson, Inc.
`xJCK Crozet Office
6185 Rockfish Gap Turnpike
Crozet, VA 22932
Phone: 434.823.5154 www.FandR.com
Material Test Report
Client: Stanley Martin Homes CC:
Report No: MAT:7121-10122-S01
11710 Plaza America Drive
Issue No: t
Reston, VA 20190
Project: 9
n
Pleasant Green Connector Road Culvert
Pleasant
Alston Street
Reviewed By: DuBois Matthew E
Crozet, VA 22932
Review Date: 12/8/2021
Sample Details
Sample ID 7121-10122-S01
Date Sampled 11/24/2021
Specification Full Set of Sieves
Location HA-01 (0-1.0')
Other Test Results
Description Method
Result Limits
Water Content (°/n) ASTM D 2216
12.5
Method
B
Tested By
Khaterzai Ahmad R
Date Tested
12/7/2021
Method ASTM D 6913
Method A
Sample Obtained While
Oven -Dried
Group Name
Brown, well -graded SAND with some gravel
Group Symbol
SW
Composite Sieving Used
No
Dispersion Method
Dispersant by hand
Prior Testing
mm
N/A
The results provided herein relate only to the items inspected anNor tested. This report shall not be reproduced, except in full, without the prior written approval of F&R.
Form No: 18909, Report No: IMT:7121-10122-S01 p 2000-2021 QESTLab by SpectmQEST rom Page 2 of 2
APPENDIX III
— Geolechnicol-Engineeping Report —,
The Geoprofessional Business Association (GBA)
has prepared this advisory to help you - assumedly
a client representative - interpret and apply this
geotechnical-engineering report as effectively
as possible. In that way, clients can benefit from
a lowered exposure to the subsurface problems
that, for decades, have been a principal cause of
construction delays, cost overruns, claims, and
disputes. If you have questions or want more
information about any of the issues discussed below,
contact your GBA-member geotechnical engineer.
Active involvement in the Geoprofessional Business
Association exposes geotechnical engineers to a
wide array of risk -confrontation techniques that can
be of genuine benefit for everyone involved with a
construction project.
Geotechnical-Engineering Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific
needs of their clients. A geotechnical-engineering study conducted
for a given civil engineer will not likely meet the needs of a civil -
works constructor or even a different civil engineer. Because each
geotechnical-engineering study is unique, each geotechnical-
engineering report is unique, prepared solely for the client. Those who
rely on a geotechnical-engineering report prepared for a different client
can be seriously misled. No one except authorized client representatives
should rely on this geotechnical-engineering report without first
conferring with the geotechnical engineer who prepared it. And no one
- not even you - should apply this report for any purpose or project except
the one originally contemplated.
Read this Report in Full
Costly problems have occurred because those relying on a geotechnical-
engineering report did not read it in its entirety. Do not rely on an
executive summary. Do not read selected elements only. Read this report
in full.
You Need to Inform Your Geotechnical Engineer
about Change
Your geotechnical engineer considered unique, project -specific factors
when designing the study behind this report and developing the
confirmation -dependent recommendations the report conveys. A few
typical factors include:
• the client's goals, objectives, budget, schedule, and
risk -management preferences;
• the general nature of the structure involved, its size,
configuration, and performance criteria;
• the structure's location and orientation on the site; and
• other planned or existing site improvements, such as
retaining walls, access roads, parking lots, and
underground utilities.
Typical changes that could erode the reliability of this report include
those that affect:
• the site's size or shape;
• the function of the proposed structure, as when it's
changed from a parking garage to an office building, or
from a light -industrial plant to a refrigerated warehouse;
• the elevation, configuration, location, orientation, or
weight of the proposed structure;
• the composition of the design team; or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes - even minor ones - and request an assessment of their
impact. The geotechnical engineer who prepared this report cannot accept
responsibility or liability for problems that arise because the geotechnical
engineer was not informed about developments the engineer otherwise
would have considered.
This Report May Not Be Reliable
Do not rely on this report if your geotechnical engineer prepared it:
• for a different client;
• for a different project;
• for a different site (that may or may not include all or a
portion of the original site); or
• before important events occurred at the site or adjacent
to it; e.g., man-made events like construction or
environmental remediation, or natural events like floods,
droughts, earthquakes, or groundwater fluctuations.
Note, too, that it could be unwise to rely on a geotechnical-engineering
report whose reliability may have been affected by the passage of time,
because of factors like changed subsurface conditions; new or modified
codes, standards, or regulations; or new techniques or tools. If your
geotechnical engineer has not indicated an apply -by" date on the report,
ask what it should be, and, in general, if you are the least bit uncertain
about the continued reliability of this report, contact your geotechnical
engineer before applying it. A minor amount of additional testing or
analysis - if any is required at all - could prevent major problems.
Most of the "Findings" Related in This Report Are
Professional Opinions
Before construction begins, geotechnical engineers explore a site's
subsurface through various sampling and testing procedures.
Geotechnical engineers can observe actual subsurface conditions only at
those specific locations where sampling and testing were performed. The
data derived from that sampling and testing were reviewed by your
geotechnical engineer, who then applied professional judgment to
form opinions about subsurface conditions throughout the site. Actual
sitewide-subsurface conditions may differ - maybe significantly - from
those indicated in this report. Confront that risk by retaining your
geotechnical engineer to serve on the design team from project start to
project finish, so the individual can provide informed guidance quickly,
whenever needed.
This Report's Recommendations Are
Confirmation -Dependent
The recommendations included in this report - including any options
or alternatives - are confirmation -dependent. In other words, they are
not final, because the geotechnical engineer who developed them relied
heavily on judgment and opinion to do so. Your geotechnical engineer
can finalize the recommendations only after observing actual subsurface
conditions revealed during construction. If through observation your
geotechnical engineer confirms that the conditions assumed to exist
actually do exist, the recommendations can be relied upon, assuming
no other changes have occurred. The geotechnical engineer who prepared
this report cannot assume responsibility or liabilityfor confirmation -
dependent recommendations if you fail to retain that engineer to perform
construction observation.
This Report Could Be Misinterpreted
Other design professionals' misinterpretation of geotechnical-
engineering reports has resulted in costly problems. Confront that risk
by having your geotechnical engineer serve as a full-time member of the
design team, to:
• confer with other design -team members,
• help develop specifications,
• review pertinent elements of other design professionals'
plans and specifications, and
• be on hand quickly whenever geotechnical-engineering
guidance is needed.
You should also confront the risk of constructors misinterpreting this
report. Do so by retaining your geotechnical engineer to participate in
prebid and preconstruction conferences and to perform construction
observation.
Give Constructors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can shift
unanticipated -subsurface -conditions liability to constructors by limiting
the information they provide for bid preparation. To help prevent
the costly, contentious problems this practice has caused, include the
complete geotechnical-engineering report, along with any attachments
or appendices, with your contract documents, but be certain to note
conspicuously that you've included the material for informational
purposes only. To avoid misunderstanding, you may also want to note
that "informational purposes" means constructors have no right to rely
on the interpretations, opinions, conclusions, or recommendations in
the report, but they may rely on the factual data relative to the specific
times, locations, and depths/elevations referenced. Be certain that
constructors know they may learn about specific project requirements,
including options selected from the report, only from the design
drawings and specifications. Remind constructors that they may
perform their own studies if they want to, and be sure to allow enough
time to permit them to do so. Only then might you be in a position
to give constructors the information available to you, while requiring
them to at least share some of the financial responsibilities stemming
from unanticipated conditions. Conducting prebid and preconstruction
conferences can also be valuable in this respect.
Read Responsibility Provisions Closely
Some client representatives, design professionals, and constructors do
not realize that geotechnical engineering is far less exact than other
engineering disciplines. That lack of understanding has nurtured
unrealistic expectations that have resulted in disappointments, delays,
cost overruns, claims, and disputes. To confront that risk, geotedmical
engineers commonly include explanatory provisions in their reports.
Sometimes labeled "limitations;' many of these provisions indicate
where geotechnical engineers responsibilities begin and end, to help
others recognize their own responsibilities and risks. Read these
provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The personnel, equipment, and techniques used to perform an
environmental study - e.g., a "phase -one" or "phase -two" environmental
site assessment - differ significantly from those used to perform
a geotechnical-engineering study. For that reason, a geotechnical-
engineering report does not usually relate any environmental findings,
conclusions, or recommendations; e.g., about the likelihood of
encountering underground storage tanks or regulated contaminants.
Unanticipated subsurface environmental problems have led to project
failures. If you have not yet obtained your own environmental
information, ask your geotechnical consultant for risk -management
guidance. As a general rule, do not rely on an environmental report
prepared for a different client, site, or project, or that is more than six
months old.
Obtain Professional Assistance to Deal with Moisture
Infiltration and Mold
While your geotechnical engineer may have addressed groundwater,
water infiltration, or similar issues in this report, none of the engineer's
services were designed, conducted, or intended to prevent uncontrolled
migration of moisture - including water vapor - from the soil through
building slabs and walls and into the building interior, where it can
cause mold growth and material -performance deficiencies. Accordingly,
proper implementation of the geotechnical engineer's recommendations
will not of itself be sufficient to prevent moisture infiltration. Confront
the risk of moisture infiltration by including building -envelope or mold
specialists on the design team. Geotechnical engineers are not building -
envelope or mold specialists.
GEOPROFESSIONAL
BUSINESS
&RA ASSOCIATION
Telephone: 301/565-2733
e-mail: info@geoprofessional.org www.geoprofessional.org
Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly
prohibited, except with Gags specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written pern Isom
ofGBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element ofa report of any
kind. Any other for, individual, or other entity that so uses this document without being a GBA member could be committing negligent
APPENDIX IV
71ZO219
Pleasant Green Culvert
Calculations
RHV: It appears
the weathered
rock stratum is
being modeled as
a "sand" in the
Apile analysis,
and a "clay" in the
L-pile analysis.
Please clarify why
this is being done.
SINCE
�FROEHLING & ROBERTSON, INC
kol.
Engineering • Environmental a Geotechnical
eel
RHV: Please complete
this information. MEET N0. OF
JOB DATE
COMPUTATIONS FOR Lcrn > v / i� %dcF t CHI®
RHV: Can't read what this
says. Apile input file says
42 degrees. Is this friction
angle or cohesion?
Please clarify.
RHV: Hard to read, assuming
this says EL. 654. CIr does
this say E50 = 0.004? Please
clarify.
RHV: Is this upstream or
downstream? Foundation
East/west? Please clarify.
Forth No. 502
Revised 05/2008
1
upstream HP12X53.ap7o
APILE for Windows, Version 2015.7.7
Serial Number : 293783516
A Program for Analyzing the Axial Capacity
and Short-term Settlement of Driven Piles
under Axial Loading.
(c) Copyright ENSOFT, Inc., 1987-2015
All Rights Reserved
RHV: Personal
preference but may
want to suggest the
filing the analysis in a
folder that matches
the project name.
This program is licensed to
Froehling & Robertson, Inc.
Richmond, Virginia
Path to file locations C:\Users\CWang\Desktop edestrian Bridge Cabarrus Co
Name of input data file upstream HP12X53.ap7d
Name of output file upstream HP12X53.ap7o
Name of plot output file upstream HP12X53.ap7p
Time and Date of Analysis
Date: January 19, 2022 Time: 09:12:07
*********************
* INPUT INFORMATION
*********************
Pleasant Green Culvert Upstream HP 12X53
DESIGNER : CW
JOB NUMBER : 71ZG219
METHOD FOR UNIT LOAD TRANSFERS :
- FHWA (Federal Highway Administration)
Unfactored Unit Side Friction and Unit Side Resistance are used.
COMPUTATION METHOD(S) FOR PILE CAPACITY
- FHWA (Federal Highway Administration)
TYPE OF LOADING
- COMPRESSION
PILE TYPE :
H-Pile/Steel Pile
Page 1
upstream HP12X53.ap7o
DATA FOR AXIAL STIFFNESS :
MODULUS OF ELASTICITY = 0.300E+08 PSI
CROSS SECTION AREA = 15.50 IN2
NONCIRCULAR PILE PROPERTIES
- TOTAL PILE LENGTH, TL =
22.00
FT.
- PILE STICKUP LENGTH, PSL =
0.00
FT.
- ZERO FRICTION LENGTH, ZFL =
0.00
FT.
- PERIMETER OF PILE =
48.00
IN.
- TIP AREA OF PILE =
15.50
IN2
- INCREMENT OF PILE LENGTH
USED IN COMPUTATION =
1.00
FT.
SOIL INFORMATIONS :
LATERAL EFFECTIVE FRICTION BEARING
SOIL EARTH UNIT ANGLE CAPACITY
DEPTH TYPE PRESSURE WEIGHT DEGREES FACTOR
FT. LB/CF
0.00 SAND 0.00 53.00 29.00 0.00
4.00 SAND 0.00 53.00 29.00 0.00
4.00 SAND 0.00 58.00 32.00 0.00
12.00 SAND 0.00 58.00 32.00 0.00
12.00 SAND 0.00 100.00 42.00 0.00
30.00 SAND 0.00 100.00 42.00 0.00
MAXIMUM MAXIMUM UNDISTURB REMOLDED
UNIT UNIT SHEAR SHEAR BLOW UNIT SKIN UNIT END
FRICTION BEARING STRENGTH STRENGTH COUNT FRICTION BEARING
KSF KSF KSF KSF KSF KSF
0.10E+0S* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
* MAXIMUM UNIT FRICTION AND/OR MAXIMUM UNIT BEARING
WERE SET TO BE 0.10E+08 BECAUSE THE USER DOES NOT
PLAN TO LIMIT THE COMPUTED DATA.
LRFD FACTOR LRFD FACTOR
ON UNIT ON UNIT
DEPTH FRICTION BEARING
FT.
0.00 1.000 1.000
4.00 1.000 1.000
4.00 1.000 1.000
12.00 1.000 1.000
12.00 1.000 1.000
30.00 1.000 1.000
1
Page 2
upstream HP12X53.ap7o
* COMPUTATION RESULT *
* FED. HWY. METHOD *
PILE
TOTAL SKIN
END
ULTIMATE
PENETRATION
FRICTION
BEARING
CAPACITY
FT.
KIP
KIP
KIP
0.00
0.0
0.0
0.0
1.00
0.0
0.1
0.1
2.00
0.1
0.2
0.3
3.00
0.3
0.3
0.6
4.00
0.5
0.5
1.0
5.00
0.8
0.7
1.5
6.00
1.2
0.9
2.1
7.00
1.7
1.1
2.8
8.00
2.3
1.2
3.5
9.00
3.0
1.4
4.4
10.00
3.8
1.5
5.3
11.00
4.6
4.7
9.3
..,�- 12:00
5.5
8.7
1
14.00
9.6
17.8
27.4
15.00
12.3
19.8
32.1
16.00
15.3
21.9
37.2
17.00
18.6
23.9
42.5
18.00
22.3
25.9
48.2
19.00
26.2
28.0
54.1
20.00
30.4
30.0
60.4
21.00
34.9
32.0
66.9
22.00
39.6
34.1
73.7
NOTES:
- AN ASTERISK IS PLACED IN THE END -BEARING COLUMN
IF THE TIP RESISTANCE IS CONTROLLED BY THE FRICTION
OF SOIL PLUG INSIDE AN OPEN-ENDED PIPE PILE.
Page 3
RHV: Hand calcs say that
the pile refuses at a depth
of 12 feet? Is this
determined by the
subsequent WEAP
analyses? How is the
Nominal and Factored
axial resistance being
determined?
WEAP Parameter Calculation
Bent #: Pleasant Green Upstream
Toe Quake Shaft Quake
Pile Type: HP 12X53 0.10 1 0.10
Subsurface Conditions: I Loose/Softor Submerged
La er #
Top
Bottom
Navg
Soil Type
Shaft Damping
1
684.5
680.0
4
Sand
0.20
2
680.0
672.0
17
Sand
0.18
3
Sand
4
Sand
5
Sand
6
Sand
7
8
Toe Damping
0.19 0.15
Froehling & Robertson, Inc.
Upstream HP12X53
i
JVV L
400 1
300 1
_r-
200 f 8
r�
100 4
0 0
40 80 120 160 200 240
Blow Count (bl/ft)
r7
u
6
2 Y
0
rn
I
I
19-Jan-2022
GRLWEAP Version 2010
DELMAAGG^D 12232_T
Ram Weight
2.82 kips
Efficiency
0.800
Pressure
1640 (100%) psi
Helmet Weight
1.90 kips
Hammer Cushion
60155 kips/in
COR of H.C.
0.800
Skin Quake
0.100 in
Toe Quake
0.100 in
Skin Damping
0.100 sec/ft
Toe Damping
0.150 sec/ft
Pile Length
15.00 ft
Pile Penetration
13.00 ft
Pile Top Area
15.50 in2
Skin Friction
Pile Model
Distribution
Res. Shaft = 2 %
(Proportional)
Froehling & Robertson, Inc.
Upstream HP12X53
19-Jan-2022
GRLWEAP Version 2010
Maximum
Maximum
Ultimate
Compression
Tension
Blow
Capacity
Stress
Stress
Count
Stroke
. Energy
kips
ksi
ksi
bl/ft
ft
kips-ft
50.0
17.41
0.05
6.9
5.37
15.17
100.0
21.70
0.06
16.2
6.64
13.09
150.0
26.34
0.08
27.5
7.57
12.33
200.0
31.68
0.10
39.7
8.11
11.95
250.0
35.87
0.21
51.8
8.53
11.89
300.0
9 9.11
n 38
AR 9
A A2
12.01
047-�)
043c
34
\✓
� 350
400.0
. 8
46.80
0.50
0.58
83.7
103.2
R
9.29
9.72
12.37
12.82
450.0
50.04
1
125.4
10.21
13.39
RHV: It appears that the
design resistance is being
back calculated to meet
or exceed the design
loading then the
appropriate blow count is
being analyzed to meet
this NAR. This analysis
above shows that the pile
can be driven to the
required NAR, and not
over stress the piles,
however, it is not to be
used in lieu of a
geotechnical or structural
resistance pile design. If
driven to refusal on rock
then check Table 1 in
Chapter 23 of the VDOT
Bridge Design manual to
verify there is enough
g e ote ch n i ca I/stru ctu ra I
resistance available.
However, it appears that
the piles are being driven
to weathered rock and not
hard rock. Please clarify.
RHV: Driveability analysis
should also be performed
and output provided as a
function of pile depth.
Froehling & Robertson, Inc.
North End
10
7)
100
80
.y
v
60
U)
0
N
40
i
i
20
0 40 80 120 160 200 240
Blow Count (bl/ft)
C
11
.i.
2 $
0
DELMAG D 12-32
Ram Weight
Efficiency
Pressure
Helmet Weight
Hammer Cushion
COR of H.C.
Skin Quake
Toe Quake
Skin Damping
Toe Damping
Pile Length
Pile Penetration
Pile Top Area
Pile Model
19-Jan-2022
GRLWEAP Version 2010
2.82 kips
0.800
1640 (100%) psi
1.90 kips
60155 kips/in
0.800
0.100 in
0.100 in
0.190 sec/ft
----O:'t5Q-sec%ft
15.00 It
13.00 ft
15.50 in2
Skin Friction
Distribution
Res. Shaft = 2 %
(Proportional)
Ultimate
Capacity
kips
Maximum Maximum
Compression Tension
Stress Stress
ksi ksi
RHV: one sheet says "upstream", the other says
"North End". Please clarify if they are intended to
be the same Foundation.
19-Jan-2022
GRLWEAP Version 2010
Blow
Count Stroke Energy
bl/ft ft kips-ft
100.0
21.74
0.06
16.3
6.65
13.09
150.0
26.33
0.08
27.6
7.58
12.36
200.0
31.71
0.10
40.1
8.12
11.91
250.0
35.81
0.21
52.2
8.54
11.87
300.0
39.11
0.38
66.5
8.93
12.04
320.0
40.51 c¢S
0.44
--,73.7
9.02
12.08
350.0
-TZ798
0.51
84.9
9.29
12.32
400.0
46.63
0.60
104.5
9.72
12.80
450.0
49.79
1.30
127.4
10.21
13.35
500.0
52.86
2.37
157.0
10.64
13.87
SINCE
F& FROEHLING & ROBERTSON, INC.
6Engineering* Environmental • Geotechnical
OO
IBBI
RF
ap
Ap
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JOB/Plof/iL'1: U"rcyit
COMPUTATIONS FOR
SHEET NO. OF
DATE
BY CHI®
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i
Form No. 502
Revised 05I2008
1
downstream HP12X53.ap7o
APILE for Windows, Version 2015.7.7
Serial Number : 293783516
A Program for Analyzing the Axial Capacity
and Short-term Settlement of Driven Piles
under Axial Loading.
(c) Copyright ENSOFT, Inc., 1987-2015
All Rights Reserved
This program is licensed to RHV: See previous
Comm
Froehling & Robertson, Inc.
Richmond, Virginia
Path to file locations C:\Users\CWang\Deskto estrian Bridge Cabarrus
Name of input data file downstream HP12X53.ap7d
Name of output file downstream HP12X53.ap7o
Name of plot output file downstream HP12X53.ap7p
Time and Date of Analysis
-------------------------------------------
Date: January 20, 2022 Time: 09:04:39
* INPUT INFORMATION
Pleasant Green Culvert Downstream
DESIGNER : CW
JOB NUMBER : 71ZO219
METHOD FOR UNIT LOAD TRANSFERS :
- FHWA (Federal Highway Administration)
Unfactored Unit Side Friction and Unit Side Resistance are used.
COMPUTATION METHOD(S) FOR PILE CAPACITY :
- FHWA (Federal Highway Administration)
TYPE OF LOADING
- COMPRESSION
PILE TYPE :
H-Pile/Steel Pile
Page 1
downstream HP12X53.ap7o
DATA FOR AXIAL STIFFNESS :
MODULUS OF ELASTICITY = 0.300E+08 PSI
CROSS SECTION AREA = 15.50 IN2
NONCIRCULAR PILE PROPERTIES :
- TOTAL PILE LENGTH, TL =
34.00
FT.
- PILE STICKUP LENGTH, PSL =
0.00
FT.
- ZERO FRICTION LENGTH, ZFL =
0.00
FT.
- PERIMETER OF PILE =
48.00
IN.
- TIP AREA OF PILE =
15.50
IN2
- INCREMENT OF PILE LENGTH
USED IN COMPUTATION =
1.00
FT.
SOIL INFORMATIONS :
LATERAL EFFECTIVE FRICTION BEARING
SOIL EARTH UNIT ANGLE CAPACITY
DEPTH TYPE PRESSURE WEIGHT DEGREES FACTOR
FT. LB/CF
0.00 SAND 0.06 63.00 36.00 6.00
1.00 SAND 0.00 63.00 36.00 0.00
1.00 SAND 0.00 53.00 29.00 0.00
8.00 SAND 0.00 53.00 29.00 0.00
8.00 SAND 0.00 58.00 31.00 0.00
13.00 SAND 0.00 58.00 31.00 0.00
13.00 SAND 0.00 63.00 35.00 0.00
18.00 SAND 0.00 63.00 35.00 0.00
18.00 SAND 0.00 63.60 39.00 0.00
23.00 SAND 0.00 63.00 39.00 0.00
23.00 SAND 0.00 58.00 32.00 0.00
28.00 SAND 0.00 58.00 32.00 0.00
28.00 SAND 0.00 63.00 41.00 0.00
33.00 SAND 0.00 63.00 41.00 0.00
33.00 SAND 0.00 100.00 42.00 0.00
40.00 SAND 0.00 100.00 42.00 0.00
MAXIMUM MAXIMUM UNDISTURB REMOLDED
UNIT UNIT SHEAR SHEAR BLOW UNIT SKIN UNIT END
FRICTION BEARING STRENGTH STRENGTH COUNT FRICTION BEARING
KSF KSF KSF KSF KSF KSF
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* B.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.B0 0.00 0.00 0.60 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.06 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.60
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
0.10E+08* 0.10E+08* 0.00 0.00 0.00 0.00 0.00
Page 2
downstream HP12X53.ap7o
* MAXIMUM UNIT FRICTION AND/OR MAXIMUM UNIT BEARING
WERE SET TO BE 0.10E+08 BECAUSE THE USER DOES NOT
PLAN TO LIMIT THE COMPUTED DATA.
LRFD FACTOR
LRFD FACTOR
ON UNIT
ON UNIT
DEPTH
FRICTION
BEARING
FT.
0.00
1.000
1.000
1.00
1.000
1.000
1.06
1.000
1.000
8.00
1.000
1.000
8.00
1.000
1.000
13.00
1.000
1.000
13.00
1.600
1.000
18.00
1.000
1.000
18.00
1.000
1.000
23.00
1.000
1.000
23.00
1.000
1.000
28.00
1.000
1.000
28.00
1.000
1.000
33.00
1.000
1.000
33.00
1.000
1.000
40.00
1.000
1.000
* COMPUTATION RESULT
* FED. HWY. METHOD
PILE
TOTAL SKIN
END
ULTIMATE
PENETRATION
FRICTION
BEARING
CAPACITY
FT.
KIP
KIP
KIP
0.00
0.0
0.1
0.1
1.00
0.1
0.1
0.2
2.00
0.2
0.2
0.4
3.00
0.4
0.3
0.6
4.00
0.6
0.4
0.9
5.00
0.8
0.4
1.3
6.00
1.2
0.5
1.7
7.00
1.6
0.7
2.3
8.00
2.0
0.9
2.9
9.00
2.6
1.1
3.7
10.00
3.3
- 1.3
4.5
11.00
4.0
1.4
5.4
12.00
4.9
2.0
6.8
13.00
5.8
2.6
8.4
14.00
7.0
3.3
10.3
15.00
8.4
4.0
12.4
16.00
10.0
4.3
14.3
17.00
11.7
6.1
17.8
18.00
13.6
8.2
21.7
19.00
16.0
10.4
26.3
20.00
19.0
12.5
31.5
21.00
22.2
13.2
35.3
22.00
25.5
11.1
36.7
23.00
29.0
8.7
37.7
Page 3
downstream HP12X53.ap7o
24.00
31.8
6.1
37.9
25.00
33.9
3.6
37.5
26.00
36.0
3.6
39.6
27.00
38.3
9.3
47.6
28.00
40.6
15.9
56.5
29.00
44.2
22.8
67.0
30.00
49.3
29.3
78.6
31.00
54.6
30.4
84.9
33.3
_
34.Be 71.5 40.2 111.7 RHV: Hand calcs say that
the pile refuses at a depth
NOTES: of 32 feet? Is this
- AN ASTERISK IS PLACED IN THE END -BEARING COLUMN determined by the
IF THE TIP RESISTANCE IS CONTROLLED BY THE FRICTION subsequent WEAP
OF SOIL PLUG INSIDE AN OPEN-ENDED PIPE PILE. analyses? HOW is the
Nominal and Factored
axial resistance being
determined?
* COMPUTE LOAD -DISTRIBUTION AND LOAD -SETTLEMENT
* CURVES FOR AXIAL LOADING
Page 4
WEAP Parameter Calculation
Bent #: Pleasant Green Downstream
Toe Quake Shaft Quake
Pile Type: HP 12X53 0.10 1 0.10
Subsurface Conditions: I Loose/Softor Submerged
Layer #
Top
Bottom
Navg
Soil Type
Shaft Damping
1
683.0
676.0
4
Sand
0.20
2
676.0
671.0
13
Sand
0.18
3
671.0
666.0
27
Sand
0.15
4
666.0
661.0
42
Sand
0.12
5
661.0
1 656.0
18
1 Sand
0.18
6
656.0
651.0
52
Sand
0.10
7
8
Toe Damping
0.16 0.15
Froehling & Robertson, Inc. 19-Jan-2022
Downstream GRLWEAP Version 2010
50
ELMAG D 12-32
50
Ram Weight 2.82 kips
Efficiency 0.800
Pressure 1640 (100%) psi
Y 40
40
y
lq
Helmet Weight 1.90 kips
y
Hammer Cushion 60155 kips/in
m
COR of H.C. 0.800
Skin Quake 0.100 in
m 30
'-
30
U)
m
w
Toe Quake 0.100 in
E
Skin Damping 0.160 sec/ft
Toe Damping 0.150 sec/ft
20
o
20
U
j
Pile Length 35.00 ft
Pile Penetration 33.00 ft
Pile Top Area 15.50 in2
10
10
Skin Friction
Pile Model Distribution
0
0
1000
—
20
800
a
16
Y
U
�
a 600
12 Y
0
E
400
8
i
200
4
0 0
0 100 200 300 400 500 600
Res. Shaft = 19 %
Blow Count (bl/ft)
(Proportional)
SINCE
�w FROENLING Rt ROSERTSON, INC.
�VG� Engineering® Environmental • Geotechnical
Iasi
RHV: See previous
comments on "North End"
soil model.
. _ SHEET Ho. of
aaE
FOR p)AK/,-r tf /s wrv+ /.// /dOIL BY CHI®
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Forth No. 502
Revised 05/2008
LPile for Windows, Version 2018-10.003
Analysis of Individual Piles and Drilled Shafts
Subjected to Lateral Loading Using the p-y Method
0 1985-2018 by Ensoft, Inc.
All Rights Reserved
This copy of LPile is being used by:
fnr
fnr
Serial Number of Security Device: 293783516
This copy of LPile is licensed for exclusive use by:
Froehling & Robertson, Inc., Ric
Use of this program by any entity other than Froehling & Robertson, Inc., Ric
is a violation of the software license agreement.
-------------------------------------------------------------- ----------------
Files Used for Analysis
--------------------------------------------------------------------------------
Path to file locations:
\Users\cwang\71Z-0219\Lpile\
Name of input data file:
Lateral Loads Upstream.lpl0
Name of output report file:
Lateral Loads Upstream.1pl0
Name of plot output file:
Lateral Loads Upstream.1pl0
Name of runtime message file:
Lateral Loads Upstream.lpl0
Qom;
RHV: What about the effects of scour?
L-pile analysis should be performed
using the 100 Yr scour elevation for
Service and Strength Loading. 500 YR
scour should be checked for the
Extreme loading event.
Date and Time of Analysis
Date: January 20, 2022
-----------------------------------------------
Problem Title
-----------------------------------------------
Project Name: Pleasant Green Culvert
Job Number: 71ZO219
Client: Stanley Martin Homes
Engineer: CW
Time: 10:56:34
Description: Lateral North Side HP12X53
______________________________________________ ________
Program Options and Settings
--------------------------------------------------------------------------------
Computational Options:
- Use unfactored loads in computations (conventional analysis)
Engineering Units Used for Data Input and Computations:
- US Customary System Units (pounds, feet, inches)
Analysis Control Options:
- Maximum number of iterations allowed = 500
- Deflection tolerance for convergence = 1.0000E-05 in
- Maximum allowable deflection = 100.0000 in
- Number of pile increments = 100
Loading Type and Number of Cycles of Loading:
- Static loading specified
Use of p-y modification factors for p-y curves not selected
Analysis uses layering correction (Method of Georgiadis)
No distributed lateral loads are entered
Loading by lateral soil movements acting on pile not selected
Input of shear resistance at the pile tip not selected
Computation of pile -head foundation stiffness matrix not selected
Push -over analysis of pile not selected
Buckling analysis of pile not selected
Output Options:
- Output files use decimal points to denote decimal symbols.
- Values of pile -head deflection, bending moment, shear force, and
soil reaction are printed for full length of pile.
- Printing Increment (nodal spacing of output points) = 1
- No p-y curves to be computed and reported for user -specified depths
- Print using wide report formats
Pile Structural Properties and Geometry
Number of pile sections defined = 1
Total length of pile = 13.000 ft
Depth of ground surface below top of pile = 0.0000 ft
Pile diameters used for p-y curve computations are defined using 2 points.
p-y curves are computed using pile diameter values interpolated with depth over
the length of the pile. A summary of values of pile diameter vs. depth follows.
Depth Below
Pile
Point
Pile Head
Diameter
No.
feet
inches
__i__
______ 00 -�
12.0450
2
133.0000
12.0450
Input
Structural Propertieg
for Pile Sections:
Pile Section No. 1:
Section 1 is an elastic pile
Cross -sectional Shape
Length of section
Flange Width
Section Depth
Flange Thickness
Web Thickness
Section Area
Moment of Inertia
Elastic Modulus
= Strong H-Pile
13.000000 ft
12.045000 in
11.780000 in
0.435000 in
0.435000 in
15.225000 sq. in
384.429664 in-4
= 30000000. psi
----------------------------------------------------------
Ground Slope and Pile Batter Angles
----------------------------------------------------------
Ground Slope Angle = 0.000 degrees
0.000 radians
Pile Batter Angle = 0.000 degrees
0.000 radians
-----------------------------------------------------------------
Soil and Rock Layering Information
-----------------------------------------------------------------
The soil profile is modelled using 3 layers
Layer 1 is sand, p-y criteria by Reese et al., 1974
Distance
from top of pile to top of layer
=
0.0000 ft
Distance
from top of pile to bottom of layer
= 4.000000
ft
Effective unit weight at top of layer
= 53.000000
pcf
Effective unit weight at bottom of layer
= 53.000000
pcf
Friction
angle at top of layer
= 29.000000
deg.
Friction
angle at bottom of layer
= 29.000000
deg.
Subgrade
k at top of layer
= 20.000000
pci
Subgrade
k at bottom of layer
= 20.000000
pci
Layer 2 is sand, p-y criteria by Reese et al., 1974
Distance
from top of
pile to top of layer
= 4.000000
ft
Distance
from top of
pile to bottom of layer
= 12.000000
ft
Effective
unit weight
at top of layer
= 58.000000
pcf
Effective
unit weight
at bottom of layer
= 58.000000
pcf
Friction
angle at top
of layer
= 32.000000
deg.
Friction
angle at bottom
of layer
= 32.000000
deg.
Subgrade
k at top of
layer
= 60.000000
pci
Subgrade
k at bottom
of layer
= 60.000000
pci
Layer 3 is stiff clay with water -induced erosion
Distance from top of
pile to top of layer
= 12.000000
ft
Distance from top of
pile to bottom of layer
= 30.000000
ft
Effective unit weight
at top of layer
= 100.000000
pcf
Effective unit weight
at bottom of layer
= 100.000000
pcf
Undrained cohesion at
top of layer
=
5000.
psf
Undrained cohesion at
bottom of layer
=
5000.
psf
Epsilon-50 at top of
layer
= 0.004000
Epsilon-50 at bottom
of layer
= 0.004000
Subgrade k at top of
layer
= 125.000000
pci
Subgrade k at bottom
of layer
= 125.000000
pci
RHV: What about the effect
of the pre -bore? How is that
accounted for in this design
analysis? Please clarify.
(Depth of the lowest soil layer extends 17.000 ft below the pile tip)
Summary of Input Soil Properties
Layer
Soil Type
Layer Effective
Undrained
Angle of
E50
Layer
Name
Depth Unit Wt.
Cohesion
Friction
or
kpy
Num.
(p-y Curve Type)
ft pcf
psf
deg.
krm
pci
1
Sand
0.00 53.0000
--
29.0000
--
20.0000
(Reese, et al.)
4.0000 53.0000
--
29.0000
--
20.0000
2
Sand
4.0000 58.0000
--
32.0000
--
60.0000
(Reese, et al.)
12.0000 58.0000
--
32.0000
--
60.0000
3
Stiff Clay
12.0000 100.0000
5000.
--
0.00400
125.0000
with Free Water
30.0000 100.0000
5000.
--
0.00400
125.0000
--------------------------------------------------------------------------------
RHV:Ifthe pile head
Static Loading Type
lateral movement criteria
--------
--------------------------
is 0.5 inch, why wasn't the
analysis performed with a
Static
loading criteria were used when computing p-y curves
for all
analyses.
0.5-inch threshold?
----------------------------------------------------------
Pile-head Loading and Pile -head Fixi
-------------------
onditions
Number
of loads specified = 1
oa
Load Conditi
Condition
Axial Thrust
Compute
Top y
No.
Type 1
2
Force, lbs
vs. Pile
Length
-----
_ 1
------_-----------------
2 V - 20000.
-----------------------
�� 0.0000
----------------
in/in
190000.
---------------
No
V = shear force applied normal to pile axis
M = bending moment applied to pile head
y = lateral deflection normal to pile axis
S = pile slope relative to original pile batter angle
R = rotational stiffness applied to pile head
Values of top y vs. pile lengths can be computed only for load types with
specified shear loading (Load Types 1, 2, and 3).
Thrust force is assumed to be acting axially for all pile batter angles.
-----------------------------------------------------------------------
Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness
Axial thrust force values were determined from pile -head loading conditions
Number of Pile Sections Analyzed = 1
Pile Section No. 1:
-------------------
Moment-curvature properties were derived from elastic section properties
---------------------------------------------------------------------
Layering Correction Equivalent Depths of Soil & Rock Layers
---------------------------------------------------------------------
RHV: Is this Service
Loading? Is it Strength
Loading? Please clarify.
Top of Equivalent
Layer Top Depth Same Layer Layer is F0 F1
Layer Below Below Type As Rock or Integral Integral
No. Pile Head Grnd Surf Layer is Below for Layer for Layer
ft ft Above Rock Layer lbs lbs
------------------------- ---------- --------
1 0.00 0.00 N.A. No 0.00 3585.
2 4.0000 3.5709 Yes No 3585. 64813.
3 12.0000 166.1070 No No 68398. N.A.
Notes: The F0 integral of Layer n+1 equals the sum of the F0 and F1 integrals
for Layer n. Layering correction equivalent depths are computed only
for soil types with both shallow -depth and deep -depth expressions for
peak lateral load transfer. These soil types are soft and stiff clays,
non -liquefied sands, and cemented c-phi soil. RHV: Is this specified
by the structural
designer? Please
----------------------------------------------- clarify.
Computed Values of Pile Loading and Deflection
for Lateral Loading for Load Case Number 1
------------------------------------------------------------- -----
RHV: Please provide
Pile -head conditions are Shear and Pile -head Rotation (Loading Type 2) graphical output of
Shear force at pile head = 20000.0 s deflection, moment, and
Rotation of pile head = 0.000E+0 radians shear.
Axial load at pile head = 1900 .0 lbs
Zero slope far this load indicates fixed -head conditions
Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib.
X y Moment Force S Stress Stiffness p Es*h Lat. Load
feet inches -� � lbs radians psi* in-lb-2 Winch Winch Winch
---------- ----"__--- 1------------ - --------- ---_------ ---------- ----------
0�@0, 0.4813 -1 578. 20000. 0.00 33982. 1.15E+10 0.00 0.00 0.00
0.1300 01 1341350. 19997. 1.84E-04 33493. 1.15E+10 4.3599 14.1370 0.00
0.2600 0.4807-1310090. 19986. -3.63E-04 33003. 1.15E+10-9.1228 29.6070 0.00
0.3900 0.4800-1279779. 19968. -5.38E-04 32513. 1.15E+10-14.2177 46.2096 0.00
0.5200 0.4790-1247461. 19942. -7.09E-04 32022. 1.15E+10-19.5678 63.7277 0.00
0.6500 0.4778-1216141. 19907. -8.75E-04 31532. 1.15E+10-25.0570 81.8159 0.00
0.7800 0.4763-1184833. 19863.-0.00104 31041. 1.15E+10-30.6349 100.3426 0.00
0.9100 0.4745-1153552. 19811.-0.00120 30551. 1.15E+10-36.2264 119.0935 0.00
1.0400 0.4725-1122313. 19750.-0.00135 30062. 1.15E+10-41.7855 137.9467 0.00
1.1700 0.4703-1091132. 19681.-0.00150 29573. 1.15E+10-47.3074 156.9147 0.00
1.3000 0.4679-1060020. 19603.-0.00165 29086. 1.15E+10-52.6589 175.5816 0.00
1.4300 0.4652-1028995. 19517.-0.00179 28600. 1.15E+10-57.7691 193.7295 0.00
1.5600 0.4623-998069. 19423.-0.00192 28115. 1.15E+10-62.8424 212.0628 0.00
1.6900 0.4592-967257. 19321.-0.00206 27633. 1.15E+10-68.0371 231.1453 0.00
1.8200 0.4559-936570. 19211.-0.00219 27152. 1.15E+10-72.9602 249.6704 0.00
1.9500 0.4524-906024. 19093.-0.00231 26673. 1.15E+10-77.5548 267.4511 0.00
2.0800 0.4487-875631. 18969.-0.00243 26197. 1.15E+10-81.7218 284.1446 0.00
2.2100 0.4448-845401. 18938.-0.00255 25724. 1.15E+10-85.5898 300.1920 0.00
2.3400 0.4407-815345. 18702.-0.00266 25253. 1.15E+10-88.9930 315.0048 0.00
2.4700 0.4365-785473. 18561.-0.00277 24785. 1.15E+10-91.8828 328.3887 0.00
2.6000 0.4321-755794. 18415.-0.00287 24320. 1.15E+10-95.3427 344.2242 0.00
2.7300 0.4275-726316. 18264.-0.00297 23858. 1.15E+10-98.8996 360.8373 0.00
2.8600 0.4228-697050. 18107.-0.00307 23400. 1.15E+10-102.0292 376.4427 0.00
2.9900 0.4180-668004. 17946.-0.00316 22944. 1.15E+10-104.7233 390.8754 0.00
3,1200 0.4130-639186. 17779.-0.00325 22493. 1.15E+10-108.9741 411.6665 0.00
3.2500 0.4078-610608. 17605.-0.00333 22045. 1.15E+10 113.3878 433.7338 0.00
3.3800 0.4026-582281. 17425.-0.00341 21602. 1.15E+10-117.5621 455.5823 0.00
3.5100 0.3972-554217. 17239.-0.00349 21162. 1.15E+10-121.4682 477.1040 0.00
3.6400 0.3917-526426. 17047.-0.00356 20727. 1.15E+10-125.0768 498.1820 0.00
3.7700 0.3860-498919. 16849.-0.00363 20296. 1.15E+10-128.3585 518.6895 0.00
3.9000 0.3803-471704. 16646.-0.00370 19869. 1.15E+10-131.2837 538.4896 0.00
4.0300 0.3745-444789. 16425.-0.00376 19448. 1.15E+10-151.9953 633.1313 0.00
4.1600
0.3686
-418227.
16185.
-0.00382
19031.
1.15E+10
-156.4248
662.0365
0.00
4.2900
0.3626
-392029.
15938.
-0.00387
18621.
1.15E+10
-160.3859
690.0376
0.00
4.4200
0.3565
-366205.
15685.
-0.00393
18216.
1.15E+10
-163.8366
716.9145
0.00
4.5500
0.3503
-340765.
15424.
-0.00397
17818.
1.15E+10
-170.1921
757.8235
0.00
4.6800
0.3441
-315726.
15153.
-0.00402
17426.
1.15E+10
-177.2051
803.3456
0.00
4.8100
0.3378
-291105,
14872.
-0.00406
17040.
1.15E+10
-184.1161
850.2443
0.00
4.9400
0.3314
-266920.
14579.
-0.00410
16661.
1.15E+10
-190.9062
898.5228
0.00
5.0700
0.3250
-243190.
14276.
-0.00413
16289.
1.15E+10
-197.5564
948.1839
0.00
5.2000
0.3186
-219931.
13963.
-0.00416
15925.
1.15E+10
-204.0477
999.2299
0.00
5.3300
0.3120
-197159.
13640.
-0.00419
15568.
1.15E+10
-210.3612
1052.
0.00
5.4600
0.3055
-174891.
13307.
-0.00422
15219.
1.15E+10
-216.5811
1106.
0.00
5.5900
0.2989
-153144.
12963.
-0.00424
14879.
1.15E+10
-223.6542
1167.
0.00
5.7200
0.2923
-131934.
12609.
-0.00426
14546.
1.15E+10
-230.6289
1231.
0.00
5.8500
0.2856
-111281.
12244.
-0.00427
14223.
1.15E+10
-237.4941
1297.
0.00
5.9800
0.2789
-91201.
11868.
-0.00429
13908.
1.15E+10
-244.2391
1366.
0.00
6.1100
0.2722
-71712.
11482.
-0.00430
13603.
1.15E+10
-250.8532
1437.
0.00
6.2400
0.2655
-52830.
11085.
-0.00431
13307.
1.15E+10
-257.3264
1512.
0.00
6.3700
0.2588
-34572.
10679.
-0.00431
13021.
1.15E+10
-263.6487
1589.
0.00
6.5000
0.2521
-16955.
10263.
-0.00432
12745.
1.15E+10
-269.8105
1670.
0.00
6.6300
0.2453
6.3153
9837.
-0.00432
12480.
1.15E+10
-275.8026
1754.
0.00
6.7600
0.2386
16296.
9403.
-0.00432
12735.
1.15E+10
-281.6159
1841.
0.00
6.8900
0.2319
31901.
8959.
-0.00431
12979.
1.15E+10
-287.2418
1933.
0.00
7.0200
0.2251
46805.
8506.
-0.00431
13213.
1.15E+10
-292.6719
2028.
0.00
7.1500
0.2184
60994.
8046.
-0.00430
13435.
1.15E+10
-297.8981
2128.
0.00
7.2800
0.2117
74457.
7577.
-0.00429
13646.
1.15E+10
-302.9126
2232.
0.00
7.4100
0.2050
87179.
7101.
-0.00428
13845.
1.15E+10
-307.7078
2341.
0.00
7.5400
0.1984
99149.
6617.
-0.00427
14033.
1.15E+10
-312.2713
2456.
0.00
7.6700
0.1917
110355.
6127.
-0.00425
14208.
1.15E+10
-316.5319
2576.
0.00
7.8000
0.1851
120796.
5630.
-0.00424
14372.
1.15E+10
-320.4540
2701.
0.00
7.9300
0.1785
130432.
5127.
-0.00422
14523.
1.15E+10
-324.0179
2832.
0.00
8.0600
0.1719
139285.
4619.
-0.00420
14662.
1.15E+10
-327.2032
2969.
0.00
8.1900
0.1654
147336.
4107.
-0.00418
14788.
1.15E+10
-329.9883
3113.
0.00
8.3200
0.1589
154578.
3590.
-0.00416
14901.
1.15E+10
-332.3508
3263.
0.00
8.4500
0.1524
161005.
3070.
-0.00414
15002.
1.15E+10
-334.2670
3422.
0.00
8.5800
0.1460
166612.
2548.
-0.00412
15090.
1.15E+10
-335.7120
3588.
0.00
8.7100
0.1396
171395.
2023.
-0.00410
15165.
1.15E+10
-336.6592
3763.
0.00
8.8400
0.1332
175352.
1498.
-0.00407
15227.
1.15E+10
-337.0801
3948.
0.00
8.9700
0.1268
178482.
971.8881
-0.00405
15276.
1.15E+10
-336.9444
4144.
0.00
9.1000
0.1205
180785.
446.8205
-0.00402
15312.
1.15E+10
-336.2192
4351.
0.00
9.2300
0.1143
182262.
-76.6283
-0.00400
15335.
1.15E+10
-334.8689
4571.
0.00
9.3600
0.1081
182917.
-597.4525
-0.00398
15345.
1.15E+10
-332.8544
4805.
0.00
9.4900
0.1019
192754.
-1115.
-0.00395
15343.
1.15E+10
-330.1329
5055.
0.00
9.6200
0.09574
181781.
-1627.
-0.00393
15327.
1.15E+10
-326.6567
5322.
0.00
9.7500
0.08964
180006.
-2133.
-0.00390
15299.
1.15E+10
-322.3727
5610.
0.00
9.8800
0.08357
177439.
-2632.
-0.00388
15259.
1.15E+10
-317.2209
5922.
0.00
10.0100
0.07754
174092.
-3122.
-0.00385
15207.
1.15E+10
-311.1331
6260.
0.00
10.1400
0.07155
169982,
-3602.
-0.00383
15142.
1.15E+10
-304.0306
6629.
0.00
10.2700
0.06559
165125.
-4070.
-0.00381
15066.
1.15E+10
-295.8218
7036.
0.00
10.4000
0.05967
159541.
-4524.
-0.00379
14979.
1.15E+10
-286.3981
7488.
0.00
10.5300
0.05378
153254.
-4962.
-0.00376
14880.
1.15E+10
-275.6289
7995.
0.00
10.6600
0.04792
146290.
-5393.
-0.00374
14771.
1.15E+10
-263.3538
8573.
0.00
10.7900
0.04210
138680.
-5783.
-0.00372
14652.
1.15E+10
-249.3707
9241.
0.00
10.9200
0.03630
130456.
-6159.
-0.00371
14523.
1.15E+10
-233.4168
10031.
0.00
11.0500
0.03053
121660.
-6509.
-0.00369
14385.
1.15E+10
-215.1366
10992.
0.00
11.1800
0.02479
112335.
-6828.
-0.00367
14239.
1.15E+10
-194.0220
12210.
0.00
11.3100
0.01907
102534.
-7101.
-0.00366
14096.
1.15E+10
-155.2894
12703.
0.00
11.4400
0.01337
92350.
-7308.
-0.00365
13926.
1.15E+10
-110.1436
12849.
0.00
11.5700
0.00769
81895.
-7444.
-0.00363
13762.
1.15E+10
-64.0935
12995.
0.00
11.7000
0.00203
71280.
-7507.
-0.00362
13596.
1.15E+10
-17.1261
13141.
0.00
00
-0.
60621.
-7496.
-0.00362
13429.
1.15E+10
30.7730
13287.
0.00
11.960
-0.00925
50035.
-7410.
-0.00361
13263.
1.15E+10
79.6188
13433.
0.00
12.0900
- 87
39640.
-7138.
-0.00360
13100.
1.15E+10
269.6400
28291.
0.00
12.22130
-0.02048
29899.
-6635.
-0.00360
12948.
1.15E+10
375.4470
28595.
0.00
12.3500
-0.02609
21
-5965.
-0.00359
12810.
1.15E+10
483.3267
28899.
0.00
12.4800
-0.03169
13419.
5.
-0).00359
12690.
1.15E+10
593.3102
29203.
0.00
12.6100
-0.03729
7210.
-4112.
.00359
12592.
1.15E+10
705.4254
29507.
0.00
12.7400
-0.04289
2718.
-2922.
-0.0
12522.
1.15E+10
819.6958
29812.
0.00
12.8700
-0.04849
219.7341
-1553.
-0.00359
483.
1.15E+10
936.1388
30116.
0.00
13.0000
-0.05409
0.00
0.00
-0.00359
1 479.
1.15E+10
1055.
15210.
0.00
RHV: Depth to pile fixity (and estimation of minimum pile tip elevation based on lateral analysis) is conservatively take as the
second crossing of the "zero" deflection axis under service loading conditions. Another option is the maximum deflection after the
first crossing of the "zero" deflection axis provided the deflection curve starts going back towards zero. This analysis does not
appear to be deep enough to complete this evaluation. Please clarify.
* The above values of total stress are combined axial and bending stresses.
Output Summary for Load Case No. 1:
Pile -head deflection =
Computed slope at pile head =
Maximum bending moment =
Maximum shear force =
Depth of maximum bending moment =
Depth of maximum shear force =
Number of iterations =
Number of zero deflection points =
0.48125472 inches
0.000000 radians
-1372578. inch-lbs
20000. lbs
0.000000 feet below pile head
0.000000 feet below pile head
12
1
Summary of Pile -head Responses for Conventional Analyses
Definitions of Pile -head Loading Conditions:
Load Type 1: Load 1 = Shear, V, lbs, and Load 2 = Moment, M, in-lbs
Load Type 2: Load 1 = Shear, V, lbs, and Load 2 = Slope, S, radians
Load Type 3: Load i = Shear, V, lbs, and Load 2 = Rot. Stiffness, R, in-lbs/rad.
Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs
Load Type 5: Load i = Top Deflection, y, inches, and Load 2 = Slope, S, radians
Load Load Load Axial Pile -head Pile -head M ear Max Momen
Case Type Pile -head Type Pile -head Loading Deflection Rotation in Pile in Pile
No. 1 Load 1 2 Load 2 lbs inches radians lbs in-lbs
____ ____ __________ __________ __________ __________ __________
1 v, lb 20000. S, rad 0.00 190000. 0.4813 0.00 20000.-1372576.
-2-ok
Maximum pile- ei}-ddeflection = 0.4812547241 inches 1\
Maximum pile -head rotation =-0.0000000000 radians =-0.000000 deg. \
The analysis ended normally.
RHV: If this is
developed under
strength loading
conditions, it should
be verified that the
structural
capacity/resistance of
the pile is sufficient.
LPile for Windows, Version 2018-10.003
Analysis of Individual Piles and Drilled Shafts
Subjected to Lateral Loading Using the p-y Method
0 1985-2018 by Ensoft, Inc.
All Rights Reserved
This copy of LPile is being used by:
fnr
fnr
Serial Number of Security Device: 293783516
This copy of LPile is licensed for exclusive use by:
Froehling & Robertson, Inc., Ric
Use of this program by any entity other than Froehling & Robertson, Inc., Ric
is a violation of the software license agreement.
Path to file locations:
\Users\cwang\71Z-0219\Lpile\
Name of input data file:
Lateral Loads Upstream.1pl0
Name of output report file:
Lateral Loads Upstream.lpl0
Name of plot output file:
Lateral Loads Upstream.lpl0
Name of runtime message file:
Lateral Loads Upstream.1pl0
---------------------------------------------------
Files Used for Analysis
RHV: Same comments as Strong
Axis Upstream.
--------------------------- ____________-_____
Date and Time of Analysis
----------------------------------------------------------------------
Date: January 20, 2022 Time: 10:59:24
----------------------------------------------
Problem Title
----------------------------------------------
Project Name: Pleasant Green Culvert
Job Number: 71ZO219
Client: Stanley Martin Homes
Engineer: CW
Description: Lateral North Side HP12X53
Program Options and Settings
------------------------------------------------------
Computational Options:
- Use unfactored loads in computations (conventional analysis)
Engineering Units Used for Data Input and Computations:
- US Customary System Units (pounds, feet, inches)
Analysis Control Options:
- Maximum number of iterations allowed = 500
- Deflection tolerance for convergence = 1.0000E-05 in
- Maximum allowable deflection = 100.0000 in
- Number of pile increments = 100
Loading Type and Number of Cycles of Loading:
- Static loading specified
- Use of p-y modification factors for p-y curves not selected
- Analysis uses layering correction (Method of Georgiadis)
- No distributed lateral loads are entered
- Loading by lateral soil movements acting on pile not selected
- Input of shear resistance at the pile tip not selected
- Computation of pile -head foundation stiffness matrix not selected
- Push -over analysis of pile not selected
- Buckling analysis of pile not selected
Output Options:
- Output files use decimal points to denote decimal symbols.
- Values of pile -head deflection, bending moment, shear force, and
soil reaction are printed for full length of pile.
- Printing Increment (nodal spacing of output points) = 1
- No p-y curves to be computed and reported for user -specified depths
- Print using wide report formats
------------------------------------------------------ — --
Pile Structural Properties and Geometry
------------------------------------------------------------
Number of pile sections defined = 1
Total length of pile = 13.000 ft
Depth of ground surface below top of pile = 0.0000 ft
Pile diameters used for p-y curve computations are defined using 2 points.
p-y curves are computed using pile diameter values interpolated with depth over
the length of the pile. A summary of values of pile diameter vs. depth follows.
Depth Below
Pile
Point
Pile Head
Diameter
No.
feet
inches
-----
1
-------------
0.000
-------------
11.7800
2
13.000
11.7800
Input Structural Properties for Pile Sections:
----------------------------------------------
Pile Section No. 1:
Section 1 is an elastic pile
Cross -sectional Shape
Length of section
Flange Width
Section Depth
Flange Thickness
Web Thickness
Section Area
Moment of Inertia
Elastic Modulus
= Weak H-Pile
= 13.000000 ft
= 12.045000 in
= 11.780000 in
= 0.435000 in
= 0.435000 in
= 15.225000 sq. in
= 126.769528 in-4
30000000. psi
Ground Slope and Pile Batter Angles
Ground Slope Angle = 0.000 degrees
= 0.000 radians
Pile Batter Angle = 0.000 degrees
= 0.000 radians
-------------------------------------------- -_---------
Soil and Rock Layering Information
--------------------------------------------------------------------------------
The soil profile is modelled using 3 layers
Layer 1 is sand, p-y criteria by Reese et al., 1974
Distance
from top of pile to top of layer
=
0.0000
ft
Distance
from top of pile to bottom of layer
= 4.000000
ft
Effective
unit weight at top of layer
= 53.000000
pcf
Effective
unit weight at bottom of layer
= 53.000000
pcf
Friction
angle at top of layer
= 29.000000
deg.
Friction
angle at bottom of layer
= 29.000000
deg.
Subgrade
k at top of layer
= 20.000000
pci
Subgrade
k at bottom of layer
= 20.000000
pci
Layer 2 is sand, p-y criteria by Reese et al., 1974
Distance
from top of pile to top of layer
= 4.000000
ft
Distance
from top of pile to bottom of layer
= 12.000000
ft
Effective unit weight at top of layer
= 58.000000
pcf
Effective unit weight at bottom of layer
= 58.000000
pcf
Friction
angle at top of layer
= 32.000000
deg.
Friction
angle at bottom of layer
= 32.000000
deg.
Subgrade
k at top of layer
= 60.000000
pci
Subgrade
k at bottom of layer
= 60.000000
pci
Layer 3 is stiff clay with water -induced erosion
Distance from top of
pile to top of layer
= 12.000000
ft
Distance from top of
pile to bottom of layer
= 30.000000
ft
Effective unit weight
at top of layer
= 100.000000
pcf
Effective unit weight
at bottom of layer
= 100.000000
pcf
Undrained cohesion at
top of layer
=
5000.
psf
Undrained cohesion at
bottom of layer
=
5000.
psf
Epsilon-50 at top of
layer
= 0.004000
Epsilon-50 at bottom
of layer
= 0.004000
Subgrade k at top of
layer
= 125.000000
pci
Subgrade k at bottom
of layer
= 125.000000
pci
(Depth of the lowest soil layer extends 17.000 ft below the pile tip)
Summary of Input Soil Properties
Layer
Soil Type
Layer
Effective
Undrained
Angle of
E50
Layer
Name
Depth
Unit Wt.
Cohesion
Friction
or
kpy
Num.
(p-y Curve Type)
ft
pcf
psf
deg.
krm
pci
----------
-----
1
-------------------
Sand
----------
0.00
----------
53.0000
----------
--
----------
29.0000
----------
--
20.0000
(Reese, et al.)
4.0000
53.0000
--
29.0000
--
20.0000
2
Sand
4.0000
58.0000
--
32,0000
--
60.0000
(Reese, et al.)
12.0000
58.0000
--
32.0000
--
60.0000
3
Stiff Clay
12.0000
100.0000
5000.
--
0.00400
125.0000
with Free Water
30.0000
100.0000
5000.
--
0.00400
125.0000
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
Static Loading
Type
Static loading criteria were used when computing p-y curves for all analyses.
-----------------------------------------------------------------
Pile-head Loading and Pile -head Fixity Conditions
-----------------------------------------------------------------
Number of loads specified = 1
Load Load Condition Condition Axial Thrust Compute Top y
No. Type 1 2 Force, lbs vs. Pile Length
----- ------------------------------------------------------------------------------
1 2 V = 13000. lbs S = 0.0000 in/in 190000. No
V = shear force applied normal to pile axis
M = bending moment applied to pile head
y = lateral deflection normal to pile axis
S = pile slope relative to original pile batter angle
R = rotational stiffness applied to pile head
Values of top y vs. pile lengths can be computed only for load types with
specified shear loading (Load Types 1, 2, and 3).
Thrust force is assumed to be acting axially for all pile batter angles.
----------------------------------------------------------------------------
Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness
----------------------------------------------------------------------------
Axial thrust force values were determined from pile -head loading conditions
Number of Pile Sections Analyzed = 1
Pile Section No. 1:
-------------------
Moment-curvature properties were derived from elastic section properties
----------------------------------------------------------------------
Layering Correction Equivalent Depths of Soil & Rock Layers
----------------------------------------------------------------------
Top of Equivalent
Layer Top Depth Same Layer Layer is F0 F1
Layer Below Below Type As Rock or Integral Integral
No. Pile Head Grnd Surf Layer is Below for Layer for Layer
ft ft Above Rock Layer lbs lbs
-----------------------------------------------------------------
1 0.00 0.00 N.A. No 0.00 3506.
2 4.0000 3.5732 Yes No 3506. 64647.
3 12.0000 167.6634 No No 68153. N.A.
Notes: The F0 integral of Layer n+1 equals the sum of the F0 and F1 integrals
for Layer n. Layering correction equivalent depths are computed only
for soil types with both shallow -depth and deep -depth expressions for
peak lateral load transfer. These soil types are soft and stiff clays,
non -liquefied sands, and cemented c-phi soil.
--------------------------------------------------------------------------------
Computed Values of Pile Loading and Deflection
for Lateral Loading for Load Case Number 1
--------------------------------------------------------------------------------
Pile-head conditions are Shear and Pile -head Rotation (Loading Type 2)
Shear force at pile head = 13000.0 lbs
Rotation of pile head = 0.000E+00 radians
Axial load at pile head = 190000.0 lbs
(Zero slope for this load indicates fixed -head conditions)
Depth
Deflect.
Bending
Shear
Slope
X
y
Moment
Force
S
feet
inches
in-lbs
lbs
radians
-------
0.00
--------------------
0.4631
----------
-689290.
13000.
----------
0.00
0.1300
0.4629
-668968.
12997.
-2.79E-04
0.2600
0.4622
-648575.
12986.
-5.49E-04
0.3900
0.4612
-628125.
12969.
-8.11E-04
0.5200
0.4597
-607633.
12943.
-0.00106
0.6500
0.4578
-587113.
12909.
-0.00131
0.7800
0.4556
-566582.
12866.
-0.00155
0.9100
0.4530
-546055.
12815.
-0.00177
1.0400
0.4501
-525548.
12755.
-0.00199
1.1700
0.4468
-505077.
12687.
-0.00221
1.3000
0.4432
-484657.
12611.
-0.00241
1.4300
0.4393
-464303.
12527.
-0.00260
1.5600
0.4351
-444030.
12435.
-0.00279
1.6900
0.4306
-423851.
12337.
-0.00297
1.8200
0.4258
-403780.
12231.
-0.00314
1.9500
0.4208
-383831.
12119.
-0.00330
2.0800
0.4155
-364014.
12001.
-0.00345
2.2100
0.4100
-344341.
11878.
-0.00360
2.3400
0.4043
-324823.
11749.
-0.00373
2.4700
0.3984
-305470.
11617.
-0.00386
2.6000
0.3923
-286288.
11480.
-0.00398
2.7300
0.3859
-267289.
11338.
-0.00410
2.8600
0.3795
-248483.
11193.
-0.00420
2.9900
0.3728
-229876.
11043.
-0.00430
3.1200
0.3660
-211478.
10888.
-0.00439
3.2500
0.3591
-193300.
10728.
-0.00448
3.3800
0.3521
-175352.
10563.
-0.00455
3.5100
0.3449
-157645.
10393.
-0.00462
3.6400
0.3377
-140188.
10219.
-0.00468
3.7700
0.3303
-122988.
10041.
-0.00473
3.9000
0.3229
-106053.
9861.
-0.00478
4.0300
0.3154
-89387.
9665.
-0.00482
Total
Bending
Soil
Res.
Soil
Spr.
Distrib.
Stress
Stiffness
p
Es*h
Lat. Load
psi*
in-lb-2
Winch
Winch
----------
Winch
----------
44505.
----------
3.80E+09
----------
0.00
0.00
----------
0.00
43561.
3.80E+09
-4.2687
14.3865
0.00
42614.
3.80E+09
-8.9388
30.1681
0.00
41664.
3.80E+09
-13.9377
47.1477
0.00
40711.
3.80E+09
-19.1835
65.0998
0.00
39758.
3.80E+09
-24.5640
83.6961
0.00
38804.
3.80E+09
-30.0247
102.8029
0.00
37850.
3.80E+09
-35.4890
122.2077
0.00
36898.
3.80E+09
-40.9270
141.8551
0.00
35946.
3.80E+09
-46.3008
161.6585
0.00
34998.
3.80E+09
-51.4899
181.2371
0.00
34052.
3.80E+09
-56.2641
199.8050
0.00
33110.
3.80E+09
-61.0032
218.7302
0.00
32173.
3.80E+09
-65.6261
237.7609
0.00
31240.
3.80E+09
-69.8815
256.0107
0.00
30313.
3.80E+09
-73.7103
273.2605
0.00
29392.
3.80E+09
-77.4561
290.7877
0.00
28478.
3.80E+09
-80.7942
307.3889
0.00
27572.
3.80E+09
-83.6351
322.7002
0.00
26672.
3.80E+09
-86.1074
337.1846
0.00
25781.
3.80E+09
-89.3698
355.4238
0.00
24898.
3.80E+09
-92.2133
372.7263
0.00
24025.
3.80E+09
-94.5990
388.8979
0.00
23160.
3.80E+09
-97.2510
406.9186
0.00
22305.
3.80E+09
-100.9971
430.4263
0.00
21461.
3.80E+09
-104.4558
453.7451
0.00
20627.
3.80E+09
-107.5956
476.7349
0.00
19804.
3.80E+09
-110.3847
499.2405
0.00
18993.
3.80E+09
-112.7916
521.0899
0.00
18194.
3.80E+09
-114.7845
542.0916
0.00
17407.
3.80E+09
-116.3318
562.0336
0.00
16633.
3.80E+09
-135.5043
670.2155
0.00
4.1600
0.3079
-73041.
9451.
-0.00486
15873.
3.80E+09
-139.1766
700.1955
0.00
4.2900
0.3003
-57022.
9234.
-0.00488
15129.
3.80E+09
-140.2626
728.7508
0.00
4.4200
0.2926
-41337.
9012.
-0.00490
14400.
3.80E+09
-143.8325
766.7941
0.00
4.5500
0.2850
-25998.
8784.
-0.00492
13687.
3.80E+09
-149.1397
816.4616
0.00
4.6800
0.2773
-11018.
8547.
-0.00492
12991.
3.80E+09
-154.2709
867.9351
0.00
4.8100
0.2696
3588.
8303.
-0.00492
12646.
3.80E+09
-159.2084
921.2435
0.00
4.9400
0.2619
17806.
8051.
-0.00492
13307.
3.80E+09
-163.9351
976.4154
0.00
5.0700
0.2542
31622.
7791.
-0.00491
13949.
3.80E+09
-169.4344
1033.
0.00
5.2000
0.2466
45025.
7525.
-0.00489
14571.
3.80E+09
-172.6903
1092.
0.00
5.3300
0.2390
58002.
7253.
-0.00487
15174.
3.80E+09
-176.6874
1153.
0.00
5.4600
0.2314
70543.
6973.
-0.00485
15757.
3.80E+09
-181.6014
1224.
0.00
5.5900
0.2239
82632.
6686.
-0.00482
16319.
3.80E+09
-186.4228
1299.
0.00
5.7200
0.2164
94258.
6392.
-0.00478
16859.
3.80E+09
-191.0996
1378.
0.00
5.8500
0.2089
105408.
6090.
-0.00474
17377.
3.80E+09
-195.6272
1461.
0.00
5.9800
0.2016
116068.
5781.
-0.00469
17872.
3.80E+09
-200.0019
1548.
0.00
6.1100
0.1943
126228.
5466.
-0.00464
18344.
3.80E+09
-204.2178
1640.
0.00
6.2400
0.1871
135875.
5144.
-0.00459
18793.
3.80E+09
-208.2228
1736.
0.00
6.3700
0.1800
144999.
4817.
-0.00453
19216.
3.80E+09
-211.9885
1837.
0.00
6.5000
0.1730
153590.
4483.
-0.00447
19616.
3.80E+09
-215.5037
1944.
0.00
6.6300
0.1660
161637.
4145.
-0.00441
19990.
3.80E+09
-218.7572
2055.
0.00
6.7600
0.1592
169133.
3801.
-0.00434
20338.
3.80E+09
-221.7383
2173.
0.00
6.8900
0.1525
176068.
3453.
-0.00427
20660.
3.80E+09
-224.4365
2296.
0.00
7.0200
0.1459
182436.
3101.
-0.00419
20956.
3.80E+09
-226.8415
2426.
0.00
7.1500
0.1394
188229.
2745.
-0.00412
21225.
3.80E+09
-228.9435
2562.
0.00
7.2800
0.1330
193443.
2387.
-0.00404
21467.
3.80E+09
-230.7327
2705.
0.00
7.4100
0.1268
198071.
2026.
-0.00396
21682.
3.80E+09
-232.1995
2857.
0.00
7.5400
0.1207
202110.
1663.
-0.00398
21870.
3.80E+09
-233.3345
3016.
0.00
7.6700
0.1147
205557.
1298.
-0.00379
22030.
3.80E+09
-234.1283
3184.
0.00
7.8000
0.1089
208409.
932.4606
-0.00371
22163.
3.80E+09
-234.5715
3362.
0.00
7.9300
0.1031
210665.
566.4642
-0.00362
22267.
3.80E+09
-234.6546
3549.
0.00
8.0600
0.09755
212324.
200.6266
-0.00354
22345.
3.80E+09
-234.3680
3748.
0.00
8.1900
0.09210
213387.
-164.4676
-0.00345
22394.
3.80E+09
-233.7015
3958.
0.00
8.3200
0.08679
213855.
-528.2178
-0.00336
22416.
3.80E+09
-232.6448
4182.
0.00
S.4500
0.08161
213732.
-890.0063
-0.00327
22410.
3.80E+09
-231.1866
4419.
0.06
8.5800
0.07658
213019.
-1249.
-0.00319
22377.
3.80E+09
-229.3149
4672.
0.00
8.7100
0.07167
211723.
-1605.
-0.00310
22317.
3.80E+09
-227.0165
4941.
0.00
8.8400
0.06691
209848.
-1957.
-0.00301
22229.
3.80E+09
-224.2767
5229.
0.00
8.9700
0.06228
207402.
-2305.
-0.00293
22116.
3.80E+09
-221.0791
5538.
0.00
9.1000
0.05778
204393.
-2647.
-0.00284
21976.
3.80E+09
-217.4048
5870.
0.00
9.2300
0.05341
200830.
-2982.
-0.00276
21810.
3.80E+09
-213.2323
6228.
0.00
9.3600
0.04917
196723.
-3311.
-0.00268
21620.
3.80E+09
-208.5361
6616.
0.00
9.4900
0.04505
192086.
-3633.
-0.00260
21404.
3.80E+09
-203.2863
7039.
0.00
9.6200
0.04106
186930.
-3945.
-0.00252
21165.
3.80E+09
-197.4472
7501.
0.00
9.7500
0.03719
181270.
-4248.
-0.00244
20902.
3.80E+09
-190.9757
8011.
0.00
9.8800
0.03343
175125.
-4541.
-0.00237
20616.
3.80E+09
-183.8187
8577.
0.00
10.0100
0.02979
169510.
-4821.
-0.00230
20309.
3.80E+09
-175.9106
9212.
0.00
10.1400
0.02626
161447.
-5089.
-0.00223
19981.
3.80E+09
-167.1682
9933.
0.00
10.2700
0.02282
153957.
-5342.
-0.00217
19633.
3.80E+09
-157.4841
10765.
0.00
10.4000
0.01949
146066.
-5579.
-0.00211
19266.
3.80E+09
-145.9298
11681.
0.00
10.5300
0.01625
137801.
-5789.
-0.00205
18882.
3.80E+09
-123.1853
11827.
0.00
10.6600
0.01310
129220.
-5963.
-0.00199
18483.
3.80E+09
-100.5111
11973.
0.00
10.7900
0.01003
120379.
-6102.
-0.00194
18073.
3.80E+09
-77.8891
12119.
0.00
10.9200
0.00703
111333.
-6206.
-0.00190
17652.
3.80E+09
-55.2982
12265.
0.00
11.0500
0.00411
102140.
-6275.
-0.00185
17225.
3.80E+09
-32.7138
12411.
0.00
11.1800
0.00126
92854.
-6308.
-0.00181
16794.
3.80E+09
-10.1086
12557.
0.00
11.3100
-0.00154
83532.
-6306.
-0.00178
16361.
3.80E+09
12.5474
12703.
0.00
11.4400
-0.00428
74231.
-6269.
-0.00174
15928.
3.80E+09
35.2866
12849.
0.00
11.5700
-0.00698
65007.
-6196.
-0.00171
15500.
3.80E+09
58.1437
12995.
0.00
11.7000
-0.00963
55916.
-6087.
-0.00169
15077.
3.80E+09
81.1549
13141.
0.00
11.8300
-0.01225
47016.
-5943.
-0.00167
14664.
3.80E+09
104.3582
13287.
0.00
11.9600
-0.01484
38364.
-5762.
-0.00165
14262.
3.80E+09
127.7926
13433.
0.00
12.0900
-0.01740
30029.
-5416.
-0.00164
13874.
3.80E+09
315.6205
28291.
0.00
12.2200
-0.01995
22438.
-4884.
-0.00163
13522.
3.80E+09
365.6541
28595.
0.00
12.3500
-0.02248
15744.
-4274.
-0.00162
13211.
3.80E+09
416.4141
28899.
0.00
12.4800
-0.02500
10062.
-3584.
-0.00161
12947.
3.80E+09
467.9722
29203.
0.00
12.6100
-0.02751
5517.
-2814.
-0.00161
12736.
3.80E+09
520.3913
29507.
0.00
12.7400
-0.03002
2238.
-1960.
-0.00161
12583.
3.80E+09
573.7232
29812.
0.00
12.8700
-0.03253
354.8006
-1023.
-0.00161
12496.
3.80E+09
628.0065
30116.
0.00
13.0000
-0.03504
0.00
0.00
-0.00161
12479.
3.80E+09
683.2636
15210.
0.00
* The above values of total stress are combined axial and bending stresses.
Output Summary for Load Case No. 1:
Pile -head deflection =
Computed slope at pile head =
Maximum bending moment =
Maximum shear force =
Depth of maximum bending moment =
Depth of maximum shear force =
Number of iterations =
Number of zero deflection points =
0.46309772 inches
0.000000 radians
-689290. inch-lbs
13000. lbs
0.000000 feet below pile head
0.000000 feet below pile head
12
1
____________________________________________________________________
Summary of Pile -head Responses for Conventional Analyses
____________________________________________________________________
Definitions of Pile -head Loading Conditions:
Load Type 1: Load 1 = Shear, V, lbs, and Load 2 = Moment, M, in-lbs
Load Type 2: Load 1 = Shear, V, lbs, and Load 2 = Slope, S, radians
Load Type 3: Load 1 = Shear, V, lbs, and Load 2 = Rot. Stiffness, R, in-lbs/rad.
Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs
Load Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = Slope, S, radians
Load
Load Load
Axial
Pile -head Pile -head
Max Shear
Max Moment
Case
Type Pile -head Type Pile -head
Loading
Deflection Rotation
in Pile
in Pile
No.
1 Load 1 2 Load 2
lbs
inches radians
lbs
in-lbs
___ ______ __________
----------
---------- ----------
__________
1
V, lb 000. S, red 0.00
190000.
0.4631 0.00
13000.
-689290.
Maximum pile -head deflection = @ .4630977185
inches
/p
Maximum pile -head rotation = 0.0000000000
radians =
0.000000 deg.'
The analysis ended normally.
RHV: See previous comments.
FROEHLING & ROBERTSON, INC.
Engineering o Environmental • Geotechnical
Z"'Wa G e5pwb43 SHEET NO. OF
/ QL �
JOB kln<( eor (jYeer
COMPUTATIONS FOR lit121k " gy CHKp
Form No, 502
Revised 0512008
LPile for Windows, Version 2018-10.003
Analysis of Individual Piles and Drilled Shafts
Subjected to Lateral Loading Using the p-y Method
0 1985-2018 by Ensoft, Inc.
All Rights Reserved
This copy of LPile is being used by:
fnr
fnr
Serial Number of Security Device: 293783516
This copy of -Pile is licensed for exclusive use by:
Froehling & Robertson, Inc., Ric
Use of this program by any entity other than Froehling & Robertson, Inc., Ric
is a violation of the software license agreement.
----------------------------------------------------------
Files Used for Analysis
----------------------------------------------------------
Path to file locations:
\Users\cwang\71Z-0219\Lpile\
Name of input data file:
Lateral Loads downstream.1pl0
Name of output report file:
Lateral Loads downstream.lpl0
Name of plot output file:
Lateral Loads downstream.1pl0
Name of runtime message file:
Lateral Loads downstream.1pl0
RHV: See previous L-pile Comments.
Date and Time of Analysis
--------------------------------------------------------------------------------
Date: January 20, 2022 Time: 11:54:03
---------------------------------- _______-______
Problem Title
Project Name: Pleasant Green Culvert
Job Number: 71ZO219
Client: Stanley Martin Homes
Engineer: CW
Description: Lateral Downstream Strong Axis
Program Options and Settings
Computational Options:
- Use unfactored loads in computations (conventional analysis)
Engineering Units Used for Data Input and Computations:
- US Customary System Units (pounds, feet, inches)
Analysis Control Options:
- Maximum number of iterations allowed = 500
- Deflection tolerance for convergence = 1.0000E-05 in
- Maximum allowable deflection = 100.0000 in
- Number of pile increments = 100
Loading Type and Number of Cycles of Loading:
- Static loading specified
- Use of p-y modification factors for P-y curves not selected
- Analysis uses layering correction (Method of Georgiadis)
- No distributed lateral loads are entered
- Loading by lateral soil movements acting on pile not selected
- Input of shear resistance at the pile tip not selected
- Computation of pile -head foundation stiffness matrix not selected
- Push -over analysis of pile not selected
- Buckling analysis of pile not selected
Output Options:
- Output files use decimal points to denote decimal symbols.
- Values of pile -head deflection, bending moment, shear force, and
soil reaction are printed for full length of pile.
- Printing Increment (nodal spacing of output points) = 1
- No p-y curves to be computed and reported for user -specified depths
- Print using wide report formats
-----------------------------------------------------------
Pile Structural Properties and Geometry
-----------------------------------------------------------
Number of pile sections defined = 1
Total length of pile = 23.000 ft
Depth of ground surface below top of pile = 0.0000 ft
Pile diameters used for p-y curve computations are defined using 2 points.
p-y curves are computed using pile diameter values interpolated with depth over
the length of the pile. A summary of values of pile diameter vs. depth follows.
Depth Below
Pile
Point
Pile Head
Diameter
No.
feet
inches
-----
1
-------------
0.000
-----------
12.0450
2
23.000
12.0450
Input Structural Properties for Pile Sections:
----------------------------------------------
Pile Section No. 1:
Section 1 is an elastic pile
Cross -sectional Shape
Length of section
Flange width
Section Depth
Flange Thickness
Web Thickness
Section Area
Moment of Inertia
Elastic Modulus
= Strong H-Pile
= 23.000000 ft
12.045000 in
= 11.780000 in
0.435000 in
0.435000 in
15.225000 sq. in
384.429664 inA4
30000000. psi
Ground Slope and Pile Batter Angles
Ground Slope Angle = 0.000 degrees
0.000 radians
Pile Batter Angle = 0.000 degrees
0.000 radians
--------------------------------------------------------------------------------
Soil and Rock Layering Information
--------------------------------------------------------------------------------
The soil profile is modelled using 8 layers
Layer 1 is sand, p-y criteria by Reese et al., 1974
Distance
from top of pile to top of layer
=
0.0000
ft
Distance
from top of pile to bottom of layer
= 1.000000
ft
Effective
unit weight at top of layer
= 63.000000
pcf
Effective
unit weight at bottom of layer
= 63.000000
pcf
Friction
angle at top of layer
= 36.000000
deg.
Friction
angle at bottom of layer
= 36.000000
deg.
Subgrade
k at top of layer
= 60.000000
pci
Subgrade
k at bottom of layer
= 60.000000
pci
Layer 2 is sand, p-y criteria by Reese et al., 1974
Distance
from top of pile to top of layer
= 1.000000
ft
Distance
from top of pile to bottom of layer
= 8.000000
ft
Effective unit weight at top of layer
= 53.000000
pcf
Effective unit weight at bottom of layer
= 53.000000
pcf
Friction
angle at top of layer
= 29.000000
deg.
Friction
angle at bottom of layer
= 29.000000
deg.
Subgrade
k at top of layer
= 20.000000
pci
Subgrade
k at bottom of layer
= 20.000000
pci
Layer 3 is sand, p-y criteria by Reese et al., 1974
Distance
from top of pile to top of layer
= 8.000000
ft
Distance
from top of pile to bottom of layer
= 13.000000
ft
Effective unit weight at top of layer
= 58.000000
pcf
Effective unit weight at bottom of layer
= 58.000000
pcf
Friction
angle at top of layer
= 31.000000
deg.
Friction
angle at bottom of layer
= 31.000000
deg.
Subgrade
k at top of layer
= 60.000000
pci
Subgrade
k at bottom of layer
= 60.000000
pci
Layer 4 is sand, p-y criteria by Reese et al., 1974
Distance
from top of pile to top of layer
= 13.000000
ft
Distance
from top of pile to bottom of layer
= 18.000000
ft
Effective unit weight at top of layer
= 63.000000
pcf
Effective unit weight at bottom of layer
= 63.000000
pcf
Friction
angle at top of layer
= 35.000000
deg.
Friction
angle at bottom of layer
= 35.000000
deg.
Subgrade
k at top of layer
= 60.000000
pci
Subgrade
k at bottom of layer
= 60.000000
pci
Layer 5 is sand, p-y criteria by Reese et al., 1974
Distance
from top of pile to top of layer
= 18.000000
ft
Distance
from top of pile to bottom of layer
= 23.000000
ft
Effective unit weight at top of layer
= 63.000000
pcf
Effective unit weight at bottom of layer
= 63.000000
pcf
Friction
angle at top of layer
= 39.000000
deg.
Friction
angle at bottom of layer
= 39.000000
deg.
Subgrade
k at top of layer
= 125.000000
pci
Subgrade
k at bottom of layer
= 125.000000
pci
Layer 6 is sand, p-y criteria by Reese et al., 1974
Distance
from top of
pile to top of layer
= 23.000000
ft
Distance
from top of
pile to bottom of layer
= 28.000000
ft
Effective
unit weight
at top of layer
= 58.000000
pcf
Effective
unit weight
at bottom of layer
= 58.000000
pcf
Friction
angle at top
of layer
= 32.000000
deg.
Friction
angle at bottom
of layer
= 32.000000
deg.
Subgrade
k at top of
layer
= 60.000000
pci
Subgrade
k at bottom
of layer
= 60.000000
pci
Layer 7 is sand, p-y criteria by Reese et al., 1974
Distance
from top of pile to top of layer
= 28.000000
ft
Distance
from top of pile to bottom of layer
= 33.000000
ft
Effective unit weight at top of layer
= 63.000000
pcf
Effective unit weight at bottom of layer
= 63.000000
pcf
Friction
angle at top of layer
= 41.000000
deg.
Friction
angle at bottom of layer
= 41.000000
deg.
Subgrade
k at top of layer
= 125.000000
pci
Subgrade
k at bottom of layer
= 125.000000
pci
Layer 8 is stiff clay with water -induced erosion
Distance from top of pile to top of layer
= 33.000000
ft
Distance from top of pile to bottom of layer
= 40.000000
ft
Effective unit weight at top of layer
= 100.000000
pcf
Effective unit weight at bottom of layer
= 100.000000
pcf
Undrained cohesion at top of layer
=
5000.
psf
Undrained cohesion at bottom of layer
=
5000.
psf
Epsilon-50 at top of layer
= 0.004000
Epsilon-50 at bottom of layer
= 0.004000
Subgrade k at top of layer
= 125.000000
pci
Subgrade k at bottom of layer
= 125.000000
pci
(Depth of the lowest soil layer extends 17.000 ft below the pile tip)
--------------------------------------------------------
Summary of Input Soil Properties
Layer
Soil Type
Layer
Effective
Undrained
Angle of
E50
Layer
Name
Depth
Unit Wt.
Cohesion
Friction
or
kpy
Num.
__
(p-y Curve Type)
_
ft
----------
pcf
psf
deg.
krm
pci
1
Sand
0.00
63.0000
__________
--
__________
36.0000
__________
--
----------
60.0000
(Reese, et al.)
1.0000
63.0000
--
36.0000
--
60.0000
2
Sand
1.0000
53.0000
--
29.0000
--
20.0000
(Reese, et al.)
8.0000
53.0000
--
29.0000
--
20.0000
3
Sand
8.0000
58.0000
--
31.0000
--
60.0000
(Reese, et al.)
13.0000
58.0000
--
31.0000
--
60.0000
4
Sand
13.0000
63.0000
--
35.0000
--
60.0000
(Reese, et al.)
18.0000
63.0000
--
35.0000
--
60.0000
5
Sand
18.0000
63.0000
--
39.0000
--
125.0000
(Reese, et al.)
23.0000
63.0000
--
39.0000
--
125.0000
6
Sand
23.0000
58.0000
--
32.0000
--
60.0000
(Reese, et al.)
28.0000
58.0000
--
32.0000
--
60.0000
7
Sand
28.0000
63.0000
--
41.0000
--
125.0000
(Reese, et al.)
33.0000
63.0000
--
41.0000
--
125.0000
8
Stiff Clay
33.0000
100.0000
5000.
--
0.00400
125.0000
with Free Water
40.0000
100.0000
5000.
--
0.00400
125.0000
Static Loading Type
Static loading criteria were used when computing p-y curves for all analyses.
-----------------------------------------
Pile -head Loading and Pile -head Fixity Conditions
-----------------------------------------------------------------
Number of loads specified = 1
Load Load Condition Condition Axial Thrust Compute Top y
No. Type 1 2 Force, lbs vs. Pile Length
----- ---- ------ ----------------------- __ ___________----
1 2 V = 24000. lbs 5 = 0.0000 in/in 190000. No
V = shear force applied normal to pile axis
M = bending moment applied to pile head
y = lateral deflection normal to pile axis
S = pile slope relative to original pile batter angle
R = rotational stiffness applied to pile head
Values of top y vs. pile lengths can be computed only for load types with
specified shear loading (Load Types 1, 2, and 3).
Thrust force is assumed to be acting axially for all pile batter angles.
__________________ __-_--_----_______
Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness
----------------------------------------------------------------------------
Axial thrust force values were determined from pile -head loading conditions
Number of Pile Sections Analyzed = 1
Pile Section No. 1:
-------------------
Moment-curvature properties were derived from elastic section properties
---------------------------------------------------
Layering Correction Equivalent Depths of Soil & Rock Layers
Top of Equivalent
Layer Top Depth Same Layer Layer is F0 F1
Layer Below Below Type As Rock or Integral Integral
No. Pile Head Grnd Surf Layer is Below for Layer for Layer
ft ft Above Rock Layer lbs lbs
-----------------------------------------------------------------
1 0.00 0.00 N.A. No 0.00 417.4679
2 1.0000 1.2343 Yes No 417.4679 20533.
3 8.0000 7.8063 Yes No 20951. 62025.
4 13.0000 11.3384 Yes No 82976. 156023.
5 18.0000 14.4239 Yes No 238999. 331600.
6 23.0000 23.0000 No No 570599. 0.00
7 28.0000 28.0000 No No 0.00 0.00
8 33.0000 33.0000 No No 0.00 N.A.
Notes: The F0 integral of Layer n+1 equals the sum of the F0 and F1 integrals
for Layer n. Layering correction equivalent depths are computed only
for soil types with both shallow -depth and deep -depth expressions for
peak lateral load transfer. These soil types are soft and stiff clays,
non -liquefied sands, and cemented c-phi soil.
--------------------------------------------------------------------------------
Computed Values of Pile Loading and Deflection
for Lateral Loading for Load Case Number 1
--------------------------------------------------------------------------------
Pile-head conditions are Shear and Pile -head Rotation (Loading Type 2)
Shear force at pile head = 24000.0 lbs
Rotation of pile head = 0.000E+00 radians
Axial load at pile head = 190000.0 lbs
(Zero slope for this load indicates fixed -head conditions)
Depth
Deflect.
Bending
Shear
Slope
Total
Bending
Soil
Res.
Soil Spr.
Distrib.
X
y
Moment
Force
S
Stress
Stiffness
p
Es*h
Lat. Load
feet
inches
in-lbs
lbs
radians
psi*
in-lb^2
lb/inch
lb/inch
lb/inch
-------
0.00
----------
0.4623
----------
-1484719.
----------
24000.
----------
0.00
----------
35739.
----------
1.15E+10
----------
0.00
----------
0.00
----------
0.00
0.2300
0.4618
-1418386.
23981.
-3.47E-04
34700.
1.15E+10
-14.0283
83.8347
0.00
0.4600
0.4604
-1351982.
23919.
-6.79E-04
33660.
1.15E+10
-30.8919
195.1957
0.00
0.6900
0.4581
-1285643.
23808.
-9.94E-04
32620.
1.15E+10
-49.5651
299.6295
0.00
0.9200
0.4549
-1219521.
23644.
-0.00129
31585.
1.15E+10
-69.1266
419.3890
0.00
1.1500
0.4509
-1153772.
23459.
-0.00158
30555.
1.15E+10
-65.1420
398.6982
0.00
1.3800
0.4462
-1088374.
23267.
-0.00185
29530.
1.15E+10
-73.4832
454.5247
0.00
1.6100
0.4408
-1023400.
23053.
-0.00210
28512.
1.15E+10
-81.4729
510.1828
0.00
1.8400
0.4346
-958918.
22819.
-0.00234
27502.
1.15E+10
-88.4158
561.4703
0.00
2.0700
0.4279
-894989.
22566.
-0.00256
26500.
1.15E+10
-94.5335
609.8115
0.00
2.3000
0.4205
-831668.
22299.
-0.00276
25508.
1.15E+10
-99.3534
652.1158
0.00
2.5300
0.4126
-768999.
22016.
-0.00296
24527.
1.15E+10
-105.2980
704.3765
0.00
2.7600
0.4042
-707036.
21720.
-0.00313
23556.
1.15E+10
-109.8793
750.3226
0.00
2.9900
0.3953
-645822.
21406.
-0.00329
22597.
1.15E+10
-117.2677
818.7652
0.00
3.2200
0.3860
-585419.
21073.
-0.00344
21651.
1.15E+10
-124.1764
887.9074
0.00
3.4500
0.3763
-525889.
20722.
-0.00358
20718.
1.15E+10
-130.1312
954.4562
0.00
3.6800
0.3663
-467284.
20356.
-0.00369
19800.
1.15E+10
-134.9682
1017.
0.60
3.9100
0.3559
-409649.
19974.
-0.00380
18897.
1.15E+10
-142.0049
1101.
0.00
4.1400
0.3453
-353044.
19569.
-0.00389
18010.
1.15E+10
-151.2633
1209.
0.00
4.3700
0.3344
-297547.
19139.
-0.00397
17141.
1.15E+10
-160.2153
1322.
0.00
4.6000
0.3234
-243233.
18685.
-0.00403
16290.
1.15E+10
-168.7886
1441.
0.00
4.8300
0.3122
-190174.
18208.
-0.00408
15459.
1.15E+10
-177.2198
1567.
0.00
5.0600
0.3008
-138442.
17706.
-0.00412
14648.
1.15E+10
-186.5616
1712.
0.00
5.2900
0.2894
-88113.
17178.
-0.00415
13860.
1.15E+10
-195.6475
1866.
0.00
5.5200
0.2779
-39264.
16626.
-0.00417
13095.
1.15E+10
-204.4425
2030.
0.00
5.7500
0.2664
8033.
16050.
-0.00417
12605.
1.15E+10
-212.9152
2206.
0.00
5.9800
0.2549
53707.
15451.
-0.00416
13321.
1.15E+10
-221.0380
2393.
6.2100
0.2434
97691.
14831.
-0.00414
14010.
1.15E+10
-228.7872
2594.
6.4400
0.2320
139919.
14189.
-0.00412
14671.
1.15E+10
-236.1432
2809.
6.6700
0.2207
180331.
13528.
-0.00408
15305.
1.15E+10
-243.0908
3040.
6.9000
0.2095
218869.
12848.
-0.00403
15908.
1.15E+10
-249.6189
3288.
7.1300
0.1985
255478,
12150.
-0.00397
16482.
1.15E+10
-255.7168
3556.
7.3600
0.1876
290107,
11437.
-0.00391
17024.
1.15E+10
-261.2503
3844.
7.5900
0.1769
322709.
10709.
-0.00383
17535.
1.15E+10
-266.1290
4152.
7.8200
0.1664
353243.
9969.
-0.00375
18013.
1.15E+10
-270.3191
4483.
8.0500
0.1562
381674.
9191.
-0.00367
18459.
1.15E+10
-293.1799
5181.
8.2800
0.1462
407824.
8376.
-0.00357
18868.
1.15E+10
-297.6838
5620.
8.5100
0.1365
431655.
7549.
-0.00347
19242.
1.15E+10
-301.3045
6094.
8.7400
0.1270
453136.
6714.
-0.00337
19578.
1.15E+10
-304.0079
6606.
8.9700
0.1179
472245.
5872.
-0.00325
19878.
1.15E+10
-305.7632
7159.
9.2000
0.1091
488965.
5027.
-0.00314
20140.
1.15E+10
-306.5435
7758.
9.4300
0.1006
503289.
4182.
-0.00302
20364.
1.15E+10
-306.3249
8408.
9.6600
0.09239
515217.
3338.
-0.00290
20551.
1.15E+10
-305.0873
9114.
9.8900
0.08456
524755.
2499.
-0.00277
20700.
1.15E+10
-302.8138
9894.
10.1200
0.07707
531921.
1668.
-0.00265
20813.
1.15E+10
-299.4911
10725.
10.3500
0.06994
536739.
847.3547
-0.00252
20988.
1.15E+10
-295.1085
11646.
10.5800
0.06316
539241.
40.3766
-0.00239
20927.
1.15E+10
-289.6582
12657.
10.8100
0.05674
539470.
-750.0774
-0.00226
20931.
1.15E+10
-283.1346
13772.
11.0400
0.05067
537474.
-1521.
-0.00213
20900.
1.15E+10
-275.5337
15007.
11.2700
0.04496
533311.
-2270.
-0.00201
20834.
1.15E+10
-266.8521
16380.
11.5000
0.03961
527049.
-2993.
-0.00188
20736.
1.15E+10
-257.0859
17915.
11.7300
0.03460
518762.
-3687.
-0.00175
20606.
1.15E+10
-246.2290
19643.
11.9600
0.02993
508534.
-4350.
-0.00163
20446.
1.15E+10
-234.2707
21604.
12.1900
0.02560
496458.
-4979.
-0.00151
20257.
1.15E+10
-221.1922
23849.
12.4200
0.02159
482635.
-5551.
-0.00139
20040.
1.15E+10
-193.1079
24681.
12.6500
0.01791
467280.
-6042.
-0.00128
19800.
1.15E+10
-163.1242
25138.
12.8800
0.01453
450624.
-6453.
-0.00117
19539.
1.15E+10
-134.7823
25595.
13.1100
0.01146
432985.
-6788.
-0.00106
19261.
1.15E+10
-109,1319
26052.
13.3400
0.00866
414268.
-7052.
-9.62E-04
18969.
1.15E+10
-83.2081
26509.
13.5700
0.00614
394964.
-7250.
-8.65E-04
18667.
1.15E+10
-60,0329
26966.
13.8000
0.00389
375154.
-7386.
-7.73E-04
18357.
1.15E+10
-38.6156
27423.
14.0300
0.00188
355003.
-7466.
-6.86E-04
18041.
1.15E+10
-18.9535
27880.
14.2600
1.01E-04
334663.
-7493.
-6.03E-04
17722.
1.15E+10
-1.0332
28337.
14.4900
-0.00145
314273.
-7474.
-5.26E-04
17403.
1.15E+10
15.1690
28795.
14.7200
-0.00280
293959.
-7412.
-4.53E-04
17085.
1.15E+10
29.6861
29252.
14.9500
-0.00395
273834.
-7312.
-3.85E-04
16769.
1.15E+10
42.5594
29709.
15.1800
-0.00493
253999,
-7179.
-3.22E-04
16459.
1.15E+10
53.8377
30166.
15.4100
-0.00573
234542.
-7017.
-2.63E-04
16154.
1.15E+10
63.5765
30623.
15.6400
-0.00638
215540.
-6830.
-2.09E-04
15856.
1.15E+10
71.8371
31080.
15.8700
-0.00689
197059.
-6623.
-1.60E-04
15567.
1.15E+10
78.6860
31537.
16.1000
-0.00726
179152.
-6398.
-1.15E-04
15286.
1.15E+10
84.1941
31994.
16.3300
-0.00752
161864.
-6160.
-7.43E-05
15015.
1.15E+10
88.4356
32451.
16.5600
-0.00767
145229.
-5911.
-3.75E-05
14755.
1.15E+10
91.4880
32908.
16.7900
-0.00773
129273.
-5656.
-4.68E-06
14505.
1.15E+10
93.4309
33365.
17.0200
-0.00770
114012.
-5397.
2.44E-05
14266.
1.15E+10
94.3459
33822.
17.2500
-0.00759
99456.
-5137.
5.00E-05
14038.
1.15E+10
94.3158
34279.
17.4800
-0.00742
85606.
-4878.
7.21E-05
13821.
1.15E+10
93.4241
34736.
17.7100
-0.00720
72457.
-4622.
9.10E-05
13615.
1.15E+10
91.7548
35193.
17.9400
-0.00692
59997.
-4372.
1.07E-04
13419.
1.15E+10
89.3920
35650.
18.1700
-0.00661
48211.
-4000.
1.20E-04
13235.
1.15E+10
180.0411
75224.
18.4000
-0.00626
37791.
-3513.
1.30E-04
13072.
1.15E+10
172.7527
76176.
18.6300
-0.00589
28681.
-3048.
1.38E-04
12929.
1.15E+10
164.5275
77128.
18.8600
-0.00550
20822.
-2606.
1.44E-04
12806.
1.15E+10
155.5100
78080.
19.0900
-0.00509
14144.
-2190.
1.48E-04
12701.
1.15E+10
145.8292
79033.
19.3200
-0.00468
8575.
-1802.
1.51E-04
12614.
1.15E+10
135.5987
79985.
19.5500
-0.00426
4039.
-1442.
1.52E-04
12543.
1.15E+10
124.9167
80937.
19.7800
-0.00384
452.9974
-1113.
1.53E-04
12487.
1.15E+10
113.8662
81889.
20.0100
-0.00342
-2265.
-814.3520
1.53E-04
12515.
1.15E+10
102.5155
82841.
20.2400
-0.00299
-4202.
-547.4125
1.52E-04
12545.
1.15E+10
90.9189
83794.
20.4700
-0.00258
-5446.
-312.7625
1.51E-04
12565.
1.15E+10
79.1173
84746.
20.7000
-0.00216
-6087.
-110.9291
1.49E-04
12575.
1.15E+10
67.1388
85698.
20.9300
-0.00175
-6215.
57.6235
1.48E-04
12577.
1.15E+10
55.0007
86650.
21.16
- .00135
-5924.
192.4638
1.46E-04
12572.
1.15E+10
42.7097
87602.
21.3900
- .43E-0
-5307.
293.1674
1.45E-04
12563.
1.15E+10
30.2639
88555.
21 6200
4
-8
3 �9aa
1 44E-04
12549.
1.15E+10
17.6542
89507.
RHV: Depth to pile fixity (and estimation of minimum pile tip elevation based on lateral analysis) is conservatively taken as the
second crossing of the "zero' deflection axis under service loading conditions. Which is what appears to have been reported in the
report narrative as "Fixity Depth = 22 feet). Please clarify.
21.8500
-1.48E-04
-3474.
390.3718
1.43E-04
12534.
1.15E+10
4.8657
90459.
0.00
22.0800
2.45E-04
-2453.
385.8810
1.42E-04
12518.
1.15E+10
-8.1199
91411.
0.00
22.3100
6.37E-04
-1494,
345.2498
1.42E-04
12503.
1.15E+10
-21.3229
92363.
0.00
22.5400
0.00103
-696.2070
267.8511
1.42E-04
12490.
1.15E+10
-34.7631
93316.
0.00
22.7700
0.00142
-163.5495
153.0070
1.41E-04
12482.
1.15E+10
-48.4573
94268.
0.00
23.0000
0.00181
0.00
0.00
1.41E-04
12479.
1.15E+10
-62.4173
47610.
0.00
* The above values of total stress are combined axial and bending stresses.
Output Summary for Load Case No. 1:
Pile -head deflection =
Computed slope at pile head =
Maximum bending moment =
Maximum shear force =
Depth of maximum bending moment =
Depth of maximum shear force =
Number of iterations =
Number of zero deflection points =
0.46232920 inches
0.000000 radians
-1484719. inch-lbs
24000. lbs
0.000000 feet below pile head
0.000000 feet below pile head
10
2
_______________________________________________
Summary of Pile -head Responses for Conventional Analyses
--------------------------------------------------------------------------------
Definitions of Pile -head Loading Conditions:
Load Type 1: Load 1 = Shear, V, lbs, and Load 2 = Moment, M, in-lbs
Load Type 2: Load 1 = Shear, V, lbs, and Load 2 = Slope, S, radians
Load Type 3: Load 1 = Shear, V, lbs, and Load 2 = Rot. Stiffness, R, in-lbs/rad.
Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs
Load Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = Slope, 5, radians
Load Load Load Axial Pile -head Pile -head Max Shear Max Moment
Case Type Pile -head Type Pile -head Loading Deflection Rotation in Pile in Pile
No. 1 Load 1 2 Load 2 lbs inches radians lbs in-lbs
___ _ __________ __________ __________ __________ __________ __________ __________
1 V, lb 24000. S, rad 0.00 190000. 0.4623 0.00 24000. 1484719.
Maximum pile -head deflection = 0.4623292043 inches
Maximum pile -head rotation =-0.0000000000 radians =-0.000000 deg.
The analysis ended normally.
-Pile for Windows, Version 2018-10.003
Analysis of Individual Piles and Drilled Shafts
Subjected to Lateral Loading Using the p-y Method
0 1985-2018 by Ensoft, Inc.
All Rights Reserved
This copy of -Pile is being used by:
fnr
fnr
Serial Number of Security Device: 293783516
This copy of LPile is licensed for exclusive use by:
Froehling & Robertson, Inc., Ric
Use of this program by any entity other than Froehling & Robertson, Inc., Ric
is a violation of the software license agreement.
---------------------------------------------------
Files Used for Analysis
______________________ -------__-------_-----------
Path to file locations:
\Users\cwang\71Z-0219\Lpile\
Name of input data file:
Lateral Loads downstream weak axis.1pl0
Name of output report file:
Lateral Loads downstream weak axis.1pl0
Name of plot output file:
Lateral Loads downstream weak axis.1pl0
Name of runtime message file:
Lateral Loads downstream weak axis.lpl0
Date and Time of Analysis
-----------------------------------------------------
RHV: See previous L-pile Comments.
Date: January 20, 2022 Time: 12:12:45
-----------------------------------------------
Problem Title
-----------------------------------------------
Project Name: Pleasant Green Culvert
Job Number: 71ZO219
Client: Stanley Martin Homes
Engineer: CW
Description: Lateral Downstream Weak Axis
Program Options and Settings
Computational Options:
- Use unfactored loads in computations (conventional analysis)
Engineering Units Used for Data Input and Computations:
- US Customary System Units (pounds, feet, inches)
Analysis Control Options:
- Maximum number of iterations allowed = 500
- Deflection tolerance for convergence = 1.0000E-05 in
- Maximum allowable deflection = 100.0000 in
- Number of pile increments = 100
Loading Type and Number of Cycles of Loading:
- Static loading specified
- Use of p-y modification factors for p-y curves not selected
- Analysis uses layering correction (Method of Georgiadis)
- No distributed lateral loads are entered
- Loading by lateral soil movements acting on pile not selected
- Input of shear resistance at the pile tip not selected
- Computation of pile -head foundation stiffness matrix not selected
- Push -over analysis of pile not selected
- Buckling analysis of pile not selected
Output Options:
- Output files use decimal points to denote decimal symbols.
- Values of pile -head deflection, bending moment, shear force, and
soil reaction are printed for full length of pile.
- Printing Increment (nodal spacing of output points) = 1
- No p-y curves to be computed and reported for user -specified depths
- Print using wide report formats
-----------------------------------------------------------
Pile Structural Properties and Geometry
-----------------------------------------------------------
Number of pile sections defined = 1
Total length of pile = 21.000 ft
Depth of ground surface below top of pile = 0.0000 ft
Pile diameters used for p-y curve computations are defined using 2 points.
p-y curves are computed using pile diameter values interpolated with depth over
the length of the pile. A summary of values of pile diameter vs. depth follows.
Depth Below
Pile
Point
Pile Head
Diameter
No.
feet
inches
-----
1
_____________
0.000
---___---_-
11.7800
2
21.000
11.7800
Input Structural Properties for Pile Sections:
----------------------------------------------
Pile Section No. 1:
Section 1 is an elastic pile
Cross -sectional Shape
Length of section
Flange Width
Section Depth
Flange Thickness
Web Thickness
Section Area
Moment of Inertia
Elastic Modulus
= Weak H-Pile
= 21.000000 ft
= 12.045000 in
= 11.780000 in
= 0.435000 in
0.435000 in
15.225000 sq. in
126.769528 in^4
= 30000000. psi
Ground Slope and Pile Batter Angles
----------------------------------------------------------
Ground Slope Angle = 0.000 degrees
0.000 radians
Pile Batter Angle = 0.000 degrees
= 0.000 radians
--------------------------------------------------------------------------------
Soil and Rock Layering Information
--------------------------------------------------------------------------------
The soil profile is modelled using 8 layers
Layer 1 is sand, p-y criteria by Reese et al., 1974
Distance
from top of pile to top of layer
=
0.0000
ft
Distance
from top of pile to bottom of layer
= 1.000000
ft
Effective unit weight at top of layer
= 63.000000
pcf
Effective unit weight at bottom of layer
= 63.000000
pcf
Friction
angle at top of layer
= 36.000000
deg.
Friction
angle at bottom of layer
= 36.000000
deg.
Subgrade
k at top of layer
= 60.000000
pci
Subgrade
k at bottom of layer
= 60.000000
pci
Layer 2 is sand, p-y criteria by Reese et al., 1974
Distance
from top of pile to top of layer
= 1.000000
ft
Distance
from top of pile to bottom of layer
= 8.000000
ft
Effective unit weight at top of layer
= 53.000000
pcf
Effective unit weight at bottom of layer
= 53.000000
pcf
Friction
angle at top of layer
= 29.000000
deg.
Friction
angle at bottom of layer
= 29.000000
deg.
Subgrade
k at top of layer
= 20.000000
pci
Subgrade
k at bottom of layer
= 20.000000
pci
Layer 3 is sand, p-y criteria by Reese et al., 1974
Distance
from top of pile to top of layer
= 8.000000
ft
Distance
from top of pile to bottom of layer
= 13.000000
ft
Effective unit weight at top of layer
= 58.000000
pcf
Effective unit weight at bottom of layer
= 58.000000
pcf
Friction
angle at top of layer
= 31.000000
deg.
Friction
angle at bottom of layer
= 31.000000
deg.
Subgrade
k at top of layer
= 60.000000
pci
Subgrade
k at bottom of layer
= 60.000000
pci
Layer 4 is sand, p-y criteria by Reese et al., 1974
Distance
from top of pile to top of layer
= 13.000000
ft
Distance
from top of pile to bottom of layer
= 18.000000
ft
Effective
unit weight at top of layer
= 63.000000
pcf
Effective
unit weight at bottom of layer
= 63.000000
pcf
Friction
angle at top of layer
= 35.000000
deg.
Friction
angle at bottom of layer
= 35.000000
deg.
Subgrade
k at top of layer
= 60.000000
pci
Subgrade
k at bottom of layer
= 60.000000
pci
Layer 5 is sand, p-y criteria by Reese et al., 1974
Distance
from top of pile to top of layer
= 18.000000
ft
Distance
from top of pile to bottom of layer
= 23.000000
ft
Effective
unit weight at top of layer
= 63.000000
pcf
Effective
unit weight at bottom of layer
= 63.000000
pcf
Friction
angle at top of layer
= 39.000000
deg.
Friction
angle at bottom of layer
= 39.000000
deg.
Subgrade
k at top of layer
= 125.000000
pci
Subgrade
k at bottom of layer
= 125.000000
pci
Layer 6 is sand, p-y criteria by Reese et al., 1974
Distance
from top of
pile to top of layer
= 23.000000
ft
Distance
from top of
pile to bottom of layer
= 29.000000
ft
Effective
unit weight
at top of layer
= 58.000000
pcf
Effective
unit weight
at bottom of layer
= 58.000000
pcf
Friction
angle at top
of layer
= 32.000000
deg.
Friction
angle at bottom
of layer
= 32.000000
deg.
Subgrade
k at top of
layer
= 60.000000
pci
Subgrade
k at bottom
of layer
= 60.000000
pci
Layer 7 is sand, p-y criteria by Reese et al., 1974
Distance
from top of pile to top of layer
= 28.000000
ft
Distance
from top of pile to bottom of layer
= 33.000000
ft
Effective unit weight at top of layer
= 63.000000
pcf
Effective unit weight at bottom of layer
= 63.000000
pcf
Friction
angle at top of layer
= 41.000000
deg.
Friction
angle at bottom of layer
= 41.000000
deg.
Subgrade
k at top of layer
= 125.000000
pci
Subgrade
k at bottom of layer
= 125.000000
pci
Layer 8 is stiff clay with water -induced erosion
Distance from top of pile to top of layer
= 33.000000
ft
Distance from top of pile to bottom of layer
= 40.000000
ft
Effective unit weight at top of layer
= 100.000000
pcf
Effective unit weight at bottom of layer
= 100.000000
pcf
Undrained cohesion at top of layer
=
5000.
psf
Undrained cohesion at bottom of layer
=
5000.
psf
Epsilon -SO at top of layer
= 0.004000
Epsilon-50 at bottom of layer
= 0.004000
Subgrade k at top of layer
= 125.000000
pci
Subgrade k at bottom of layer
= 125.000000
pci
(Depth of the lowest soil layer extends 19.000 ft below the pile tip)
Summary of Input Soil Properties
Layer
Soil Type
Layer
Effective
Undrained
Angle
of
E50
Layer
Name
Depth
Unit Wt.
Cohesion
Friction
or
kpy
Num.
(p-y Curve Type)
ft
pcf
----------
psf
deg.
krm
pci
-----
1
-------------------
Sand
----------
0.00
63.0000
----------
--
----------
36.0000
----------
--
----------
60.0000
(Reese, et al.)
1.0000
63.0000
--
36.0000
--
60.0000
2
Sand
1.0000
53.0000
--
29.0000
--
20.0000
(Reese, et al.)
8.0000
53.0000
--
29.0000
--
20.0000
3
Sand
8.0000
58.0000
--
31.0000
--
60.0000
(Reese, et al.)
13.0000
58.0000
--
31.0000
--
60.0000
4
Sand
13.0000
63.0000
--
35.0000
--
60.0000
(Reese, et al.)
18.0000
63.0000
--
35.0000
--
60.0000
5
Sand
18.0000
63.0000
--
39.0000
--
125.0000
(Reese, et al.)
23.0000
63.0000
--
39.0000
--
125.0000
6
Sand
23.0000
58.0000
--
32.0000
--
60.0000
(Reese, et al.)
28.0000
58.0000
--
32.0000
--
60.0000
7
Sand
28.0000
63.0000
--
41.0000
--
125.0000
(Reese, et al.)
33.0000
63.0000
--
41.0000
--
125.0000
8
Stiff Clay
33.0000
100.0000
5000.
--
0.00400
125.0000
with Free Water
40.0000
100.0000
5000.
--
0.00400
125.0000
Static Loading Type
Static loading criteria were used when computing p-y curves for all analyses.
--------------------------------------------------------------------------------
Pile-head Loading and Pile -head Fixity Conditions
--------------------------------------------------------------------------------
Number of loads specified = 1
Load Load Condition Condition Axial Thrust Compute Top y
No. Type 1 2 Force, lbs vs. Pile Length
1 2 V = 13000. lbs S = 0.0000 in/in 190000. No
V = shear force applied normal to pile axis
M = bending moment applied to pile head
y = lateral deflection normal to pile axis
S = pile slope relative to original pile batter angle
R = rotational stiffness applied to pile head
Values of top y vs. pile lengths can be computed only for load types with
specified shear loading (Load Types 1, 2, and 3).
Thrust force is assumed to be acting axially for all pile batter angles.
-----------------------------------------------------------------------
Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness
-----------------------------------------------------------------------
Axial thrust force values were determined from pile -head loading conditions
Number of Pile Sections Analyzed = 1
Pile Section No. 1:
-------------------
Moment-curvature properties were derived from elastic section properties
-----------------------------------------------------------
Layering Correction Equivalent Depths of Soil & Rock Layers
Top of Equivalent
Layer Top Depth Same Layer Layer is F0 F1
Layer Below Below Type As Rock or Integral Integral
No. Pile Head Grnd Surf Layer is Below for Layer for Layer
ft ft Above Rock Layer lbs lbs
-----------------------------------------------------------------
1 0.00 0.00 N.A. No 0.00 409.5781
2 1.0000 1.2353 Yes No 409.5781 20393.
3 8.0000 7.8076 Yes No 20802. 61884.
4 13.0000 11.3403 Yes No 82687. 155804.
5 18.0000 14.4261 Yes No 238490. 175080.
6 23.0000 23.0000 No No 413570. 0.00
7 28.0000 28.0000 No No 0.00 0.00
8 33.0000 33.0000 No No 0.00 N.A.
Notes: The F0 integral of Layer n+1 equals the sum of the F0 and F1 integrals
for Layer n. Layering correction equivalent depths are computed only
for soil types with both shallow -depth and deep -depth expressions for
peak lateral load transfer. These soil types are soft and stiff clays,
non -liquefied sands, and cemented c-phi soil.
----------------------------------------------------------------------------
Computed Values of Pile Loading and Deflection
for Lateral Loading for Load Case Number 1
----------------------------------------------------------------------------
Pile-head conditions are Shear and Pile -head Rotation (Loading Type 2)
Shear force at pile head = 13000.0 lbs
Rotation of pile head = 0.000E+00 radians
Axial load at pile head = 190000.0 lbs
(Zero slope for this load indicates fixed -head conditions)
Depth
Deflect.
Bending
Shear
X
y
Moment
Force
feet
inches
in-lbs
lbs
-------
0.00
--------------------
0.4143
----------
-657321.
13000.
0.2100
0.4137
-624457.
12985.
0.4200
0.4121
-591472.
12936.
0.6300
0.4096
-558466.
12850.
0.8400
0.4060
-525552.
12723.
1.0500
0.4017
-492843.
12576.
1.2660
0.3964
-460343.
12423.
1.4700
0.3905
-428104.
12252.
1.6800
0.3838
-396182.
12066.
1.8900
0.3764
-364624.
11864.
2.1000
0.3684
-333474.
11651.
2.3100
0.3599
-302771.
11427.
2.5200
0.3509
-272548.
11193.
2.7300
0.3414
-242841.
10950.
2.9400
0.3315
-213681.
10695.
3.1500
0.3213
-185111.
10428.
3.3600
0.3107
-157169.
10151.
3.5700
0.2999
-129888.
9866.
3.7800
0.2889
-103293.
9573.
3.9900
0.2777
-77415.
9267.
4.2000
0.2663
-52303.
8946.
4.4100
0.2549
-28002.
8611.
4.6200
0.2434
-4554.
8262.
4.8300
0.2319
18000.
7900.
5.0400
0.2205
39620.
7524.
5.2500
0.2091
60260.
7134.
Slope
Total
Bending
Soil
Res.
Soil Spr.
Distrib.
S
Stress
Stiffness
p
Es*h
Lat. Load
radians
----------
psi*
in-lb^2
----------
Winch
----------
Winch
Winch
----------
0.00
43020.
3.80E+09
0.00
----------
0.00
----------
0.00
-4.25E-04
41493.
3.80E+09
-12.0769
73.5605
0.00
-8.28E-04
39961.
3.80E+09
-26.4252
161.5777
0.00
-0.00121
38427.
3.80E+09
-42.2395
259.9012
0.00
-0.00157
36898.
3.80E+09
-58.7328
364.5110
0.00
-0.00191
35379.
3.80E+09
-57.3649
359.9119
0.00
-0.00222
33868.
3.80E+09
-64.2195
408.2153
0.00
-0.00252
32370.
3.80E+09
-71.1755
459.3621
0.00
-0.00279
30887.
3.80E+09
-77.1544
506.6374
0.00
-0.00304
29421.
3.80E+09
-82.5388
552.5879
0.00
-0.00327
27973.
3.80E+09
-86.8699
594.1591
0.00
-0.00348
26547.
3.80E+09
-90.8359
635.9970
0.00
-0.00367
25143.
3.80E+09
-94.9449
681.8714
0.00
-0.00384
23762.
3.80E+09
-98.1614
724.5545
0.00
-0.00400
22408.
3.80E+09
-103.6012
787.5183
0.00
-0.00413
21080.
3.80E+09
-108.2181
848.8482
0.00
-0.00424
19782.
3.80E+09
-111.8802
907.3844
0.00
-0.00434
18514.
3.80E+09
-114.4554
961.7539
0.00
-0.00441
17279.
3.80E+09
-118.1502
1031.
0.00
-0.00447
16076.
3.80E+09
-124.4351
1129.
0.00
-0.00452
14910.
3.80E+09
-130.3383
1233.
0.00
-0.00454
13781.
3.80E+09
-135.8067
1343.
0.00
-0.00455
12691.
3.80E+09
-140.7901
1457.
0.00
-0.00455
13316.
3.80E+09
-146.4452
1591.
0.00
-0.00453
14320.
3.80E+09
-152.1870
1739.
0.00
-0.00450
15279.
3.80E+09
-157.6270
1899.
0.00
5.4600
0.1978
79880.
6730.
-0.00445
16191.
3.80E+09
-162.7525
2073.
0.00
5.6700
0.1867
98441.
6314.
-0.00439
17053.
3.80E+09
-167.5042
2261.
0.00
5.8800
0.1757
115907.
5886.
-0.00432
17865.
3.80E+09
-171.7759
2464.
0.00
6.0900
0.1649
132246.
5449.
-0.00424
18624.
3.80E+09
-175.5333
2682.
0.00
6.3000
0.1543
147428.
5002.
-0.00415
19329.
3.80E+09
-178.7453
2918.
0.00
6.5100
0.1440
161428.
4549.
-0.00404
19980.
3.80E+09
-181.3831
3174.
0.00
6.7200
0.1340
174225.
4089.
-0.00393
20574.
3.80E+09
-183.4205
3450.
0.00
6.9300
0.1242
185902.
3625.
-0.00381
21112.
3.80E+09
-184.8337
3750.
0.00
7.1400
0.1148
196146.
3158.
-0.00369
21593.
3.80E+09
-185.6012
4076.
0.00
7.3500
0.1056
205249.
2690.
-0.00355
22016.
3.80E+09
-185.7046
4430.
0.00
7.5600
0.09685
213108.
2235.
-0.00341
22381.
3.80E+09
-175.7305
4572.
0.00
7.7700
0.08843
219783.
1806.
-0.00327
22691.
3.80E+09
-164.8994
4699.
0.00
7.9800
0.08037
225342.
1404.
-0.00312
22949.
3.80E+09
-153.9219
4826.
0.00
8.1900
0.07269
229851.
967.6190
-0.00297
23159.
3.80E+09
-192.5493
6676.
0.00
8.4000
0.06539
233065.
485.8736
-0.00282
23308.
3.80E+09
-189.7883
7314.
0.00
8.6100
0.05848
235000.
12.1623
-0.00266
23398.
3.80E+09
-186.1731
8023.
0.00
8.8200
0.05196
235677.
-451.3536
-0.00251
23430.
3.80E+09
-181.6967
8812.
0.00
9.0300
0.04584
235127.
-902.4969
-0.00235
23404.
3.80E+09
-176.3536
9696.
0.00
9.2400
0.04011
233381.
-1339.
-0.00220
23323.
3.80E+09
-170.1388
10690.
0.00
9.4500
0.03476
230481.
-1759.
-0.00204
23188.
3.80E+09
-163.0466
11819.
0.00
9.6600
0.02981
226473.
-2160.
-0.00189
23002.
3.80E+09
-155.0684
13110.
0.00
9.8700
0.02523
221408.
-2539.
-0.00174
22767.
3.80E+09
-146.1897
14602.
0.00
10.0800
0.02102
215344.
-2895.
-0.00160
22485.
3.80E+09
-136.3857
16350.
0.00
10.2900
0.01717
208346.
-3225.
-0.00146
22160.
3.80E+09
-125.6138
18434.
0.00
10.5000
0.01367
200485.
-3514.
-0.00132
21794.
3.80E+09
-103.3510
19051.
0.00
10.7100
0.01050
191903.
-3746.
-0.00119
21396.
3.80E+09
-81.0016
19432.
0.00
10.9200
0.00766
182746.
-3924.
-0.00107
20970.
3.80E+09
-60.2141
19813.
0.00
11.1300
0.00512
173149.
-4052.
-9.51E-04
20524.
3.80E+09
-41.0113
20194.
0.00
11.3400
0.00287
163236.
-4133.
-8.39E-04
20064.
3.80E+09
-23.4009
20575.
0.00
11.5500
8.87E-04
153123.
-4172.
-7.35E-04
19594.
3.80E+09
-7.3762
20956.
0.00
11.7600
-8.36E-04
142914.
-4172.
-6.37E-04
19120.
3.80E+09
7.0820
21337.
0.00
11.9700
-0.00232
132705.
-4138.
-5.45E-04
18645.
3.80E+09
20.0047
21718.
0.00
12.1800
-0.00358
122581.
-4073.
-4.61E-04
18175.
3.80E+09
31.4330
22099.
0.00
12.3900
-0.00464
112618.
-3981.
-3.83E-04
17712.
3.80E+09
41.4175
22480.
0.00
12.6000
-0.00551
102882.
-3866.
-3.11E-04
17260.
3.80E+09
50.0160
22861.
0.00
12.8100
-0.00621
93431.
-3731.
-2.46E-04
16820.
3.80E+09
57.2932
23242.
0.00
13.0200
-0.00675
84314.
-3579.
-1.87E-04
16397.
3.80E+09
63.3192
23623.
0.00
13.2300
-0.00716
75573.
-3413.
-1.34E-04
15991.
3.80E+09
68.1682
24005.
0.00
13.4400
-0.00743
67240.
-3237.
-8.71E-05
15604.
3.80E+09
71.9176
24386.
0.06
13.6500
-0.00760
59343.
-3052.
-4.52E-05
15237.
3.80E+09
74.6469
24767.
0.00
13.8600
-0.00766
51901.
-2862.
-8.31E-06
14891.
3.80E+09
76.4367
25148.
0.00
14.0700
-0.00764
44928.
-2668.
2.38E-05
14567.
3.80E+09
77.3680
25529.
0.00
14.2800
-6.00754
38432.
-2473.
5.14E-05
14265.
3.80E+09
77.5213
25910.
0.00
14.4900
-0.00738
32416.
-2278.
7.49E-05
13986.
3.80E+09
76.9755
26291.
0.00
14.7000
-0.00716
26879.
-2086.
9.45E-05
13728.
3.80E+09
75.8080
26672.
0.00
14.9100
-0.00690
21814.
-1897.
1.11E-04
13493.
3.80E+09
74.0934
27053.
0.00
15.1200
-0.00660
17214.
-1713.
1.24E-04
13279.
3.80E+09
71.9035
27434.
0.00
15.3300
-0.00628
13064.
-1535.
1.34E-04
13086.
3.80E+09
69.3065
27815.
0.00
15.5400
-0.00593
9350.
-1364.
1.41E-04
12914.
3.80E+09
66.3669
28196.
0.00
15.7500
-0.00557
6055.
-1201.
1.46E-04
12761.
3.80E+09
63.1452
28577.
0.00
15.9600
-0.00520
3159.
-1046.
1.49E-04
12626.
3.80E+09
59.6975
28958.
0.00
16.1700
-0.00482
640.8946
-900.0186
1.50E-04
12509.
3.80E+09
56.0754
29339.
0.00
16.3800
-0.00444
-1521.
-763.4325
1.50E-04
12550.
3.80E+09
52.3263
29720.
0.00
16.5960
-0,00406
-3351.
-636.4007
1.49E-04
12635.
3.80E+09
48.4926
30101.
0.00
16.8000
-0.00369
-4871.
-519.0879
1.46E-04
12706.
3.80E+09
44.6127
30482.
0.00
17.0100
-0,00332
-6106.
-411.5688
1.42E-04
12763.
3.80E+09
40.7200
30863.
0.00
17.2200
-0.00297
-7081.
-313.8385
1.38E-04
12808.
3.80E+09
36.8438
31244.
0.00
17.4300
-0.00263
-7820.
-225.8237
1.33E-04
12843.
3.80E+09
33.0092
31625.
0.00
17.6400
-0.00230
-8347.
-147.3932
1.28E-04
12867.
3.80E+09
29.2372
32006.
0.00
17.8500
-0.00199
-8685.
-78.3674
1.22E-04
12883.
3.80E+09
25.5451
32387.
0.00
18.0600
-0.00169
-8858.
11.4291
1.16E-04
12891.
3.80E+09
45.7219
68267.
0.00
18.2700
-0.00140
-8739.
117.4748
1.10E-04
12885.
3.80E+09
38.4413
69061.
0.00
18.4800
-0.00113
-8372.
205.4567
1.05E-04
12868.
3.80E+09
31.3856
69854.
0.00
18.6900
-8.76E-04
-7803.
275.9373
9.92E-05
12842.
3.80E+09
24.5514
70648.
0.00
18.9000
-6.32E-04
-7076.
329.4574
9.43E-05
12808.
3.80E+09
17.9249
71442.
0.00
19.1100
-4.01E-04
-6233.
366.5125
8.99E-05
12769.
3.80E+09
11.4839
72236.
0.00
19.3200
-1.79E-04
-5315.
387.5322
8.60E-05
12726.
3.80E+09
5.1984
73030.
0.00
19.5300
3.30E-05
-4362.
392.8646
8.28E-05
12682.
3.80E+09
-0.9664
73823.
0.00
19.7400
2.38E-04
-3414.
382.7649
8.03E-05
12638.
3.80E+09
-7.0493
74617.
0.00
19.9500
4.37E-04
-2510.
357.3894
7.83E-05
12596.
3.80E+09
-13.0908
75411.
0.DO
20.1600
6.33E-04
-1688.
316.7888
7.69E-05
12558.
3.80E+09
-19.1312
76205.
0.00
20.3700
8.25E-04
-987.0176
260.9210
7.60E-05
12525.
3.80E+09
-25.2084
76999.
0.00
20.5800
0.00102
-445.7760
189.6499
7.55E-05
12500.
3.80E+09
-31.3559
77792.
0.00
20.7900
0.00121
-103.5157
102.7650
7.54E-05
12484.
3.80E+09
-37.6004
78586.
0.00
21.0000
0.00140
0.00
0.00
7.53E-05
12479.
3.80E+09
-43.9591
39690.
0.00
* The above values of total stress are combined axial and bending stresses.
Output Summary for Load Case No. 1:
Pile -head deflection =
Computed slope at pile head =
Maximum bending moment =
Maximum shear force =
Depth of maximum bending moment =
Depth of maximum shear force =
Number of iterations =
Number of zero deflection points =
0.41427299 inches
0.000000 radians
-657321. inch-lbs
13000. lbs
0.000000 feet below pile head
0.000000 feet below pile head
10
2
--------------------------------------------------------------------
Summary of Pile -head Responses for Conventional Analyses
--------------------------------------------------------------------
Definitions of Pile -head Loading Conditions:
Load Type 1: Load 1 = Shear, V, lbs, and Load 2 = Moment, M, in-lbs
Load Type 2: Load 1 = Shear, V, lbs, and Load 2 = Slope, S, radians
Load Type 3: Load 1 = Shear, V, lbs, and Load 2 = Rot. Stiffness, R, in-lbs/rad.
Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs
Load Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = Slope, S, radians
Load Load Load Axial Pile -head Pile -head Max Shear Max Moment
Case Type Pile -head Type Pile -head Loading Deflection Rotation in Pile in Pile
No. 1 Load 1 2 Load 2 lbs inches radians lbs in-lbs
1 V, 1b 13000 S, rad 0.00 190000. 0.4143 0.00 13000.-657321.
Maximum pile -head deflection G 4J1�427 898 inches Gl1.� i�-
Maximum pile -head rotation = . 00000 radians = 0.000000 deg.
The analysis ended normally.