HomeMy WebLinkAboutSDP200500019 Bond Release 2022-01-21 (4)Summary Report of Observations
Abington Crossing — Private Roads
Albemarle County, Virginia
F&R Project No. 71SO069
Prepared For:
Tribal Properties, LLC
1900 Lauderdale Drive
Richmond, Virginia 23238
C/o Mr. Kim Tingley
Prepared By:
Froehling & Robertson, Inc.
6181 Rockfish Gap Turnpike
Crozet, Virginia 23932-3330
August 31, 2015
Corporate HQ: 3015 Dumbarton Road Richmond, Virginia 23228 T 804.264.2701 F 804.264.1202 www.fandr.com
VIRGINIA • NORTH CAROLINA • SOUTH CAROLINA • MARYLAND • DISTRICT OF COLUMBIA
A Minority -Owned Business
FR❑EHLING & ROBERTSON, INC.
Engineering Stability Since 1881
6181 Rockfish Gap Turnpike
Crozet, Virginia 22932-3330
T 434.823.5154 1 F 434.823.4764
August 31, 2015
Tribal Properties, LLC
1900 Lauderdale Drive
Richmond, Virginia 23238
c/o Mr. Kim Tingley
Reference: Summary Report of Observations
Abington Crossing — Private Roads
Albemarle County, Virginia
F&R Project No. 71T0069
Dear Mr. Tingley:
The purpose of this report is to summarize the field observations and test results performed by Froehling
& Robertson, Inc. (F&R) in connection with the referenced project. Our services were performed in
general accordance with F&R Proposals No. 1471-213T (private) dated December 11, 2013, and No. 1471-
0048T (revl) dated May 27, 2014. The attached report presents our understanding of the project and
summarizes our test results and observations.
We have enjoyed working with you on this project, and please contact us if you have any questions
regarding this report or if we may be of further service.
Sincerely,
FROEHLING & ROBERTSON, INC.
Brendan L. Quirk, P.E. Clyde A. Simmons, III, P.E.
Staff Geotechnical Engineer Senior Engineer/Branch Manager
F:\Projects71S\71S0069 (Abington Crossing Pipe Repairs)\Albemarle Cc Summary report.doec
Corporate HQ: 3015 Dumbarton Road Richmond, Virginia 23228 T 804.264.2701 F 804,264.1202 www.fandr.com
VIRGINIA • NORTH CAROLINA • SOUTH CAROLINA • MARYLAND • DISTRICT OF COLUMBIA
A Minority -Owned Business
TABLE OF CONTENTS
SECTION PAGE
EXECUTIVE SUMMARY........................................................................................................... 2
1.0 LIMITED SUBSURFACE EXPLORATION AND SOILS TESTING ........................................... 3
2.0 STORM SEWER PIPE REPAIRS.......................................................................................5
3.0 POST CLEANING OBSERVATIONS................................................................................. 5
4.0 WALKTHROUGH INSPECTION OF SURFICIAL ASPHALTERROR! BOOKMARK NOT DEFINED.
5.0 CONTINUATION OF SERVICES...................................................................................... 6
APPENDICES
APPENDIX I
Abington Place — Private Roads Letter by F&R, dated January 29, 2014
APPENDIX II
Private Roads Repair List
APPENDIX III
"Storm Water System Cleaning Report" by RKM enviro clean, Inc., dated, July 30, 2015
Tribal Properties, LLC
F&R File No. 71SO069
Page - i -
Abington Crossing —Albemarle Co., Virginia
August 31, 2015
EXECUTIVE SUMMARY
This Executive Summary is provided as a brief overview of the project and is not intended to
replace more detailed information contained elsewhere in this report. As an overview, this
summary inherently omits details that could be very important to the proper application of the
report.
• In January, 2014, F&R collected thirteen (13) asphalt cores, designated C-1 through C-
13, from the private roadways at the Abington Crossing site. F&R recorded the asphalt
thickness and depth of the underlying subbase gravel at each cored location. Hand
auger borings were performed at each location and the soil cuttings extracted were
visually classified by a geotechnical engineer during field operations. Dynamic Cone
Penetrometer (DCP) testing was performed on the subgrade soils below the subbase
stone layers at each location at roughly 1 foot intervals. Some limited testing of the
concrete curb and gutter, using the Swiss rebound hammer at approximately 500 foot
intervals was performed. In addition, F&R walked the private drive lanes and noted
locations where significant alligator and/or tension cracks were evident.
• During the time period of October 2014 through June 2015, F&R performed site
observations of A.G. Dillard's field repairs to storm sewer pipes with respect to specific
deficient items noted by Albemarle County personnel. We understand that these items
were selected from the report entitled "Hollymead Towncenter", by Accumark, dated
12/16/2013, and "Hollymead Towncenter Push", by Accumark, dated 1/6/2014.
• On August 10, 2015, F&R visited the site to verify the pipe cleaning worked performed
by RKM enviro clean, Inc., as stated in their "Storm Water System Cleaning Report"
dated, July 30, 2015. F&R observed the storm pipe between manhole structures 1131-
113, 9-9A, 21-21A, and 23-24.
Tribal Properties, LLC Abington Crossing —Albemarle Co., Virginia
F&R File No. 71SO069 August 31, 2015
1.0 Limited Subsurface Exploration and Soils Testing
During January 2014, F&R performed a limited subsurface exploration to provide information
on the existing conditions of the asphalt pavements, subgrades, and concrete curbing for the
private drive lanes at the above mentioned project site. We understand that the County of
Albemarle will utilize the information provided in F&R's report dated January 29, 2014, to help
formulate a decision on whether or not the existing road conditions are to be accepted into its
system.
For this exploration F&R collected thirteen (13) asphalt cores, designated C-1 through C-13, at
the approximately locations indicated on the Field Test Location Plan. F&R recorded the
asphalt thickness and depth of the underlying subbase gravel at each cored location. Hand
auger borings were performed at each location and the soil cuttings extracted were visually
classified by a geotechnical engineer during field operations. Dynamic Cone Penetrometer
(DCP) testing was performed on the subgrade soils below the subbase stone layers at each
location at roughly 1 foot intervals. The DCP is a device utilizing a 15 pound steel weight falling
20 inches to drive a cone with a diameter of 1.5 inches and height of 1.66 inches a distance of
1.75 inches into the ground. The number of hammer blows required to drive the cone three
successive 1.75 inch increments is recorded, and these blow counts provide a general indication
of in -situ soil conditions and has been correlated with certain engineering properties of soils.
Some limited testing of the concrete curb and gutter, using the Swiss rebound hammer at
approximately 500 foot intervals was performed. Individual test locations are indicated on the
attached Field Test Location Plan. The Swiss Hammer provides a rebound number, which is an
indication of the concrete surface hardness, and can be roughly correlated with concrete
strength. However, it should be understood that this method is not considered as reliable as
Windsor Probe testing, or testing concrete core samples. This method was chosen because it is
nondestructive and can be performed very rapidly.
In addition, F&R walked the private drive lanes and noted locations where significant alligator
and/or tension cracks were evident. These locations are also indicated on the attached location
plan.
Hand auger borings encountered existing fill materials below the subbase gravels at each test
location and shallow hand auger refusal on these materials was typical. Refusal was
experienced at the top of the subgrade fill materials (i.e. just below the subbase gravel layer) at
9 of the 13 test locations. Hand auger refusal was believed to have been experienced on coarse
gravel within fill materials. Recovered fill materials were generally described as brown, very
moist, silty SAND (SM) and sandy SILT (ML), with little gravel and mica. Although the presence
of coarse gravel within the fill materials is believed to have inflated the recorded DCP blow
counts to come extent, we still considered the encountered subgrade materials to be relatively
dense and firm.
Tribal Properties, LLC Abington Crossing —Albemarle Co., Virginia
F&R File No. 71SO069 August 31, 2015
The majority of the private roads and alley ways, based on our visual evaluation, appeared to
be in relatively good condition. The subsurface materials encountered at the test locations
were considered to be firm and stable, and suitable for flexible pavement support. However,
field measurements indicated that the asphalt layer at test locations C-3 and C-11, and the
subbase layer at C-7 and C-8, do not meet the specified design thicknesses. We noted that
cracking was not observed around C-7 and C-8, but significant cracking was observed around C-
3 and C-11.
Based on our visual evaluations and the subgrade materials encountered, we felt that the areas
of cracking indicated on the attached site plan were likely the result of insufficient asphalt
thickness. It was F&R's opinion that the cracked areas highlighted should be repaired, with the
repair consisting of removal of the cracked asphalt and gravel base as necessary to allow for
replacement with the required thickness of new asphalt. As a minimum, we recommended he
cracked areas be removed and replaced, and any other areas of insufficient asphalt thickness
which become evident during this process should also be removed and replaced. In addition,
we recommended that the exposed subgrades be probed by the geotechnical engineer to verify
that they are suitable for pavement support.
It was F&R's judgment that no remedial action is necessary at the two locations where the
gravel base did not meet thickness requirements (i.e. C-7 and C-8). At each of these locations a
thicker asphalt layout was present to compensate for the lesser gravel thickness.
The Swiss Hammer test results provided a few locations that correlated to a compressive
strength of less than the specified 3,000psi minimum. We recommended that these values be
reviewed by the civil engineer and Albemarle County to determine whether the concrete will
meet its intended function.
A complete copy of F&R's report for the above mentioned exploration is attached in Appendix I.
Tribal Properties, LLC Abington Crossing —Albemarle Co., Virginia
F&R File No. 71SO069 August 31, 2015
2.0 Storm Sewer Pipe Repairs
In the spring of 2014 Mr. Tingley approached F&R with a copy of the report entitled "Hollymead
Towncenter", by Accumark, dated 12/16/2013, and "Hollymead Towncenter Push", by
Accumark, dated 1/6/2015, which chronicled the interior condition of the storm sewer pipes
using a remote camera. We were informed that Mr. Tingley had reviewed the Accumark
reports in collaboration with Albemarle County personnel, at which time the county
representative made hand written notes on the pages of the reports indicating which specific
items needed to be addressed. A.G. Dillard was scheduled to mobilize to the site and address
the items identified by Albemarle County, and F&R was requested to observe their work and
document the repairs.
F&R reviewed the Accumark report and compiled a list of the specific items Albemarle County
had identified. The list was provided to A.G. Dillard and Mr. Tingley for review, and A.G. Dillard
replied with a revised copy indicating which items they agreed to address in the field. During
the time period of October 2014 through June 2015, F&R performed site observations of A.G.
Dillard's field repairs and updated the aforementioned project list once the repairs were
completed. A.G. Dillard's repair work generally consisted of excavating down to expose the
existing pipe, hand patch cracks, pipe fractures, and/or broken collars using Rapid Set cement,
pouring a concrete collar around the patch work, or completely replace the existing pipe, and
backfilling up to original grade with controlled and compacted fill. Areas located in the
roadways were backfilled with compacted VDOT 21A and capped with asphalt.
A complete copy of the public roads repair list is attached in Appendix II.
3.0 Post Cleaning Observations
On August 10, 2015, an F&R Staff Engineer was onsite as scheduled to observe the condition of
the storm sewer pipes between the following manhole structures: 1131-16, 9-9A, 21-20A, and
23-24. We understood from the Storm Water System Cleaning Report by RKM enviro clean,
Inc., dated 7/30/15, that the aforementioned storm sewer pipes were cleaned using a Cusco
Wet/Dry Vac and a SE Rodder truck. F&R was requested to visit the site and verify that loose
organic debris and/or trash had been removed from the locations noted in the RKM enviro
clean, Inc., report.
While onsite F&R removed the manhole hole covers at each location and used a flash light to
observe the interior of the pipes to evaluate their condition. The pipes were found to be
generally clear of foreign materials (i.e. soil, leaves, trash, etc.) and appeared clear of any
obstructions. Pictures were attempted to document the pipes' interior condition; however, the
images were considered to be of poor quality and provided little to no clarity.
A complete copy of the RKM enviro clean, Inc., report is attached in Appendix II.
Tribal Properties, LLC Abington Crossing —Albemarle Co., Virginia
F&R File No. 71SO069 August 31, 2015
5.0 Continuation of Services
We recommend that Froehling & Robertson, Inc. be retained for professional and construction
materials testing services if additional repair work or new construction of the project is found to
be warranted. Our continued involvement on the project helps provide continuity for proper
implementation of any further repairs or construction considered necessary.
If additional site work is scheduled we recommend F&R be allowed to review of project plans
and construction specifications, and observe all field work to verify compliance with VDOT
requirements. We have enjoyed working with you on this project, and please contact us if you
have any questions regarding this report or if we may be of further service.
Tribal Properties, LLC Abington Crossing —Albemarle Co., Virginia
F&R File No. 71SO069 August 31, 2015
APPENDIX I
Tribal Properties, LLC Abington Crossing —Albemarle Co., Virginia
F&R File No. 71SO069 August 31, 2015
SINCE FROEHLING & ROBERTSON, INC.
CEngineering Stability Since 1881
r 6181 Rockfish Gap Turnpike
1 Crozet, Virginia 22932-3330
T 434.823.51541 F 434.823.4764
1861
F&R Record Number 7111-3072 January 29, 2014
Tribal Properties, LLC
1900 Lauderdale Drive, A-120
Richmond, Virginia 23238
c/o: Mr. Kim Tingley kim0145@gmail.com
Re: Abington Place — Phase I and II — Private Roads
Charlottesville, Virginia
Dear Mr. Tingley:
F&R has completed the requested limited subsurface exploration for the referenced project site in
accordance with F&R Proposal No. 1471-213T (private) dated December 11, 2013. F&R's understanding
of the project was developed from our discussions and site meeting with you, and our review of the
provided site layout drawings by Dominion Development Resources dated 3/21/07.
Project Information
F&R was requested to perform this limited subsurface exploration to provide information on the existing
conditions of the asphalt pavements, subgrades, and concrete curbing for the private drive lanes at the
above mentioned project site. We understand the County of Albemarle will utilize the information
provided herein to help formulate a decision on whether or not the existing road conditions are to be
accepted into its system.
Exploration Procedures
F&R collected thirteen (13) asphalt cores, designated C-1 through C-13, at the approximately locations
indicated on the Field Test Location Plan. F&R recorded the asphalt thickness and depth of the underlying
subbase gravel at each cored location. Hand auger borings were performed at each location and the soil
cuttings extracted were visually classified by a geotechnical engineer during field operations. Dynamic
Cone Penetrometer (DCP) testing was performed on the subgrade soils below the subbase stone layers at
each location at roughly 1 foot intervals. The DCP is a device utilizing a 15 pound steel weight falling 20
inches to drive a cone with a diameter of 1.5 inches and height of 1.66 inches a distance of 1.75 inches
into the ground. The number of hammer blows required to drive the cone three successive 1.75 inch
increments is recorded, and these blow counts provide a general indication of in -situ soil conditions and
has been correlated with certain engineering properties of soils.
Corporate HQ: 3015 Dumbarton Road Richmond, Virginia 23228 T 804.264.2701 F 804.264.1202 www.fandr.com
VIRGINIA • NORTH CAROLINA • SOUTH CAROLINA • MARYLAND • DISTRICT OF COLUMBIA
A Minority -Owned Business
Some limited testing of the concrete curb and gutter, using the Swiss rebound hammer at approximately
500 foot intervals was performed. Individual test locations are indicated on the attached Field Test
Location Plan. The Swiss Hammer provides a rebound number, which is an indication of the concrete
surface hardness, and can be roughly correlated with concrete strength. However, it should be
understood that this method is not considered as reliable as Windsor Probe testing, or testing concrete
core samples. This method was chosen because it is nondestructive and can be performed very rapidly.
In addition, F&R walked the private drive lanes and noted locations where significant alligator and/or
tension cracks were evident. These locations are also indicated on the attached location plan.
Exploration Results
Hand auger borings encountered existing fill materials below the subbase gravels at each test location and
shallow hand auger refusal on these materials was typical. Refusal was experienced at the top of the
subgrade fill materials (i.e. just below the subbase gravel layer) at 9 of the 13 test locations. Hand auger
refusal was believed to have been experienced on coarse gravel within fill materials. Recovered fill
materials were generally described as brown, very moist, silty SAND (SM) and sandy SILT (ML), with little
gravel and mica. Although the presence of coarse gravel within the fill materials is believed to have
inflated the recorded DCP blow counts to come extent, we still considered the encountered subgrade
materials to be relatively dense and firm. The field Pavement Subgrade — DCP Reports for each test
location is attached and a summary of each location is detailed in the table below.
Test
No.
Road Designation
Aspalt
Thickness
(inch)
Subbase Gravel
Thickness (inch)
Design Aspalt
Thickness (inch)
Design Subbase
Gravel Thickness
(inch)
C-1
Aldersgate Way
2
9
2
8
C-2
Aldersgate Way
2.25
12.5
2
8
C-3
Aldersgate Way
0.88*
16
2
8
C-4
Private Alley
3.5
10
2
6
C-5
Private Alley
3.5
14
2
6
C-6
Abington Drive
2
7
2
6
C-7
Abington Drive
3
4**
2
6
C-8
Abington Drive
2.5
5.5**
2
6
C-9
Private Alley
2.88
6.5
2
6
C-10
Private Alley
3
1 6
2
6
C-11
Private Alley
0.88*
10
2
6
C-12
Private Alley
2.25
7
2
6
C-13
Private Alley
2.75
8.5
2
6
* Asphalt thickness was measured to be less than the design thickness
** Subbase gravel thickness measured to be less than the design thickness
Tribal Properties, LLC Abington Place — Phase I and 11— Private — Charlottesville, VA
71R-3072 2 January 29, 2014
fit
Upon completion of the asphalt and subsurface testing, Swiss Hammer testing was performed on the
existing curb and gutter concrete bordering the private roads and alley ways. The results of the Swiss
Hammer testing are provided in the table below.
Test No.
Rebound No.
Correlated Concrete
Strength (psi)
1
30
3500
2
28
3200
3
24
2500*
4
24
2500*
5
20
2000*
6
31
3800
7
31
3800
8
26
2800*
9
29
3400
10
32
4000
11
26
2800*
12
32
4000
Test No.
Rebound No.
Correlated Concrete
Strength (psi)
13
30
3500
14
26
2800*
15
32
4000
16
21
2100*
17
27
3000
18
29
3400
19
29
3400
20
31
3800
21
26
2800*
22
28
3200
23
30
3500
*Swiss Hammer result correlated to a strength below the specified 3,000psi
Laboratory Results
Representative subgrade soil samples were subjected to Water Content (ASTM D 2216), #200 Sieve Wash
(ASTM D 1140), and Atterberg Limits (ASTM D 4318) testing to substantiate the visual classifications and
assist with the estimation of the soils' pertinent engineering properties. The results are shown in the
table below.
Boring
No.
Natural Water
Content (%)
Liquid Limit/
Plasticity Index
% Passing
No. 200 Sieve
USCS
Class.
C-3
21.8
41/13
41.4
SM
C-4
13.8
34/8
26.8
SM
C-10
11.2
28/6
29.7
SM
C-13
24.7
47/14
52.7
ML
Tribal Properties, LLC Abington Place — Phase 1 and 11— Private —Charlottesville, VA
71R-3072 3 January 29, 2014
Analysis/Recommendations
The majority of the private roads and alley ways, based on our visual evaluation, appeared to be in
relatively good condition. The subsurface materials encountered at the test locations were considered to
be firm and stable, and suitable for flexible pavement support. However, field measurements indicate
that the asphalt layer at test locations C-3 and C-11, and the subbase layer at C-7 and C-8, do not meet the
specified design thicknesses. We note that cracking was not observed around C-7 and C-8, but significant
cracking was noted around C-3 and C-11.
Based on our visual evaluations and the subgrade materials encountered, we feel the areas of cracking
indicated on the attached site plan is likely the result of insufficient asphalt thickness. It is F&R's opinion
that the cracked areas highlighted should be repaired, with the repair consisting of removal of the cracked
asphalt and gravel base as necessary to allow for replacement with the required thickness of new asphalt.
As a minimum, we recommend he cracked areas be removed and replaced, and any other areas of
insufficient asphalt thickness which become evident during this process should also be removed and
replaced. In addition, the exposed subgrades should be probed by the geotechnical engineer to verify
that they are suitable for pavement support.
It is F&R's judgment that no remedial action is necessary at the two locations where the gravel base did
not meet thickness requirements (i.e. C-7 and C-8). At each of these locations a thicker asphalt layout was
present to compensate for the lesser gravel thickness.
The Swiss Hammer test results provided a few locations that correlated to a compressive strength of less
than the specified 3,000psi minimum. We recommend that these values be reviewed by the civil engineer
and Albemarle County to determine whether the concrete will meet its intended function.
Tribal Properties, LLC Abington Place — Phase I and 11— Private — Charlottesville, VA
71R-3072 4 January 29, 2014
Closing
F&R appreciates the opportunity to provide consultation on this project. If you have any further questions
concerning the information contained in this letter, or if we can be of further assistance to you, please
contact us.
Respectfully yours,
FROEHLING & ROBERTSON, INC.
BRENDAN L. QUIRK
Lic. No.050602
�. /-.29- /Li
Brendan L. Quirk, P.E.
Staff Engineer
Attachments:. Field Test Location Plan
Pavement Subgrade - DCP Reports
Clyde A. Simmons III, P.E.
Senior Engineer
Tribal Properties, LLC Abington Place — Phase I and ll — Private — Charlottesville, VA
71R-3072 5 January 29, 2014
PAVEMENT SUBGRADE INSPECTION REPORT
Project: Abington Place Phase I & II — Private Roads Lot No:
Client: Tribal Properties Date (on -site): 12/30/13
F&R Representative: C. Annentrout/ J. Yeago Project No.: 71R3072
DYNAMIC CONE PENETRATION TESTS (ASTMSpecial Technical Publication No. 399)
Core
No.
Asphalt Thickness
inches
Test
Depth'
Sample
Blowsz
Visual Description of Subsurface Soils:
1
2
0
30+
9 inches of crushed stone subbase. Experienced hand
auger refusal on surface of subgrade materials.
2
2 1 /4
0
30+
12.5 inches of crushed stone subbase. Experienced hand
auger refusal on surface of subgrade materials.
3
7/8
0
10
15
30
16 inches of crushed stone subbase. Subsurface materials
consisted of brown silty SAND (SM), with little gravel and
mica. Experienced hand auger refusal at 20 inches below
top of asphalt.
4
3 Yz
0
6
10
20
10 inches of crushed stone subbase. Subsurface materials
consisted of brown silty SAND (SM), with little gravel and
mica. Experienced hand auger refusal at 26 inches below
top of asphalt.
-1
8
12
13
' Depth Below Top of Existing Subgrade Materials
2 Blows Per 1.75-inch Increment Following Initial Seating
The Soil descriptions and classifications indicated above are based on visual observation and should be considered approximate. Subsurface
conditions in unexplored locations may vary from these encountered and noted above.
PAVEMENT SUBGRADE INSPECTION REPORT
Project: Abington Place Phase I & II — Private Roads Lot No:
Client: Tribal Properties Date (on -site): 12/30/13
F&R Representative: C. Annentrout/ J. Yeago Project No.: 71R3072
DYNAMIC CONE PENETRATION TESTS (ASTMSpecial Technical Publication No. 399)
Core
No.
Asphalt Thickness
inches
Test
Depth'
Sample
Blowsz
Visual Description of Subsurface Soils:
5
3 '/z
0
30+
14 inches of crushed stone subbase. Experienced hand
auger refusal on surface of subgrade materials.
6
2
0
30+
7 inches of crushed stone subbase. Experienced hand
auger refusal on surface of subgrade materials.
3
0
30+
4 inches of crushed stone subbase. Experienced hand
auger refusal on surface of subgrade materials.
8
2 '/z
0
30+
5.5 inches of crushed stone subbase. Experienced hand
auger refusal on surface of subgrade materials.
' Depth Below Top of Existing Subgrade Materials
2 Blows Per 1.75-inch Increment Following Initial Seating
The Soil descriptions and classifications indicated above are based on visual observation and should be considered approximate. Subsurface
conditions in unexplored locations may vary from these encountered and noted above.
PAVEMENT SUBGRADE INSPECTION REPORT
Project: Abington Place Phase I & II — Private Roads Lot No:
Client: Tribal Properties Date (on -site): 12/31/13
F&R Representative: C. Annentrout/ J. Yeago Project No.: 71R3072
DYNAMIC CONE PENETRATION TESTS (ASTMSpecial Technical Publication No. 399)
Core
No.
Asphalt Thickness
inches
Test
Depth'
Sample
Blows2
Visual Description of Subsurface Soils:
9
2 7/8
0
30+
6.5 inches of crushed stone subbase. Experienced hand
auger refusal on surface of subgrade materials.
10
3
0
8
12
16
6 inches of crushed stone subbase. Subsurface materials
consisted of brown silty -clayey SAND (SC-SM), with little
gravel. Experienced hand auger refusal at 24 inches below
top of asphalt.
-1
7
6
6
11
7/$
0
30+
10 inches of crushed stone subbase. Experienced hand
auger refusal on surface of subgrade materials.
12
2 '/4
0
30+
7 inches of crushed stone subbase. Experienced hand
auger refusal on surface of subgrade materials.
' Depth Below Top of Existing Subgrade Materials
2 Blows Per 1.75-inch Increment Following Initial Seating
The Soil descriptions and classifications indicated above are based on visual observation and should be considered approximate. Subsurface
conditions in unexplored locations may vary from these encountered and noted above.
J I N C L
F&R
0
1881
PAVEMENT SUBGRADE INSPECTION REPORT
Project: Abington Place Phase I & II — Private Roads Lot No:
Client: Tribal Properties Date (on -site): 12/31/13
F&R Representative: C. Annentrout/ J. Yeago Project No.: 71R3072
DYNAMIC CONE PENETRATION TESTS (ASTMSpecial Technical Publication No. 399)
Core
No.
Asphalt Thickness
inches
Test
Depth'
Sample
Blows2
Visual Description of Subsurface Soils:
13
2 %a
0
10
10
10
8.5 inches of crushed stone subbase. Subsurface materials
consisted of reddish brown sandy SILT (ML) with little
gravel. Experienced hand auger refusal at 24 inches below
top of asphalt
-'
5
7
7
' Depth Below Top of Existing Subgrade Materials
2 Blows Per 1.75-inch Increment Following Initial Seating
The Soil descriptions and classifications indicated above are based on visual observation and should be considered approximate. Subsurface
conditions in unexplored locations may vary from these encountered and noted above.
APPENDIX II
Tribal Properties, LLC Abington Crossing —Albemarle Co., Virginia
F&R File No. 71SO069 August 31, 2015
A.G. Dillard
Accumark
County Hand Written
Adressed
Item #
Accumark Report Comments
Agreed
Notes
Report Page #
Comments
(Y/N)
(Y/N)
1
41
Survey Abandoned
Flush line- repair as necessary
N
N
2
43
Water Level, Sag in pipe, 5% of cross sectional area
Repair as necessary
N
N
3
46
Photo 10_2A: 60.5ft, water level, Sag in pipe, 30%of cross sectional
Sag, repair as necessary
N
N
area
Q
49
Photo 11_7A: 158.81ft, Water Level, Sag in pipe, 15%of cross sectional
Sag
y
Y
Sag, pipe rebedded in compacted 23A
area
5
52
Photo 12_2A: 37.06ft, Deposits Settled Other, 5% of cross sectional
Repair collar
y
Y
Debris Seperated Joint. Joint coupling repaired.
area, at 06 o'clock, within 8 inches of joint: YES
6
55
Photo 13_2A: 10.39h, Deposits Settled Other, 5% of cross sectional
Repair collar
y
Y
Debris Seperated Joint. Joint coupling repaired.
area, at 06 o'clock, within 8 inches of joint: YES
7
59
Photo 15_3A: 76.59ft, Water Level, Sag in pipe, 5% of cross sectional
Sag
N
N
area
Collapse; new loft joint and exterior coupling
$
62
Photo 16_8A: 121.25ft, Survey Abandoned
Repair
y
repaired. Concretecurband asphaltdriveway
patch replaced.
Collapse; new loft joint and exterior coupling
9
69
Photo 19_3A: 34.36ft, Collapse Pipe Sewer, 40%
Repair
Y
y
repaired. Concrete curb and asphalt driveway
patch replaced.
10
73
Photo 21_4A: 58.72ft, Water Level, Sag in pipe, 30%of cross sectional
Sag
y
"Called for 24" HOPE interior coupling repair but
area
upon excavation of pipe no damage was found"
11
77
Photo 22_7A: 37.09ft, Fracture Circumferential, from 11 to 12 o'clock,
Repair
Y
30" HOPE intetior coupling repaired. Damaged
within 8 inches of joint: YES
areas sealed with spray foam sealant.
12
$2
Photo 24_2A: 134.98ft, Obstacles Pipe Material, 20%of cross sectional
Remove
Y
Y
Obstacle removed
area, from 10 to 02 o'clock
Photo 25_25A: 186.04ft, Surface Reinforcement Visible at 12 o'clock,
Area surrounding RCP was excavated to allow full
13
91
within 8 inches of joint: YES
y
concrete coverage. Hole was filled with plastic.
Concrete collar poured.
Area surrounding the point of interest was
14
91
Photo 25_26A: 186.04ft, Hole, at 08 o'clock, within 8 inches of joint:
y
excavated to fully expose the in -situ pipe. The
YES
fracture was hand patched with Rapid Set cement
and enclosed with a poured concrete collar.
15
104
Photo 30_3A: 12.94ft, Broken Soil Visible, from 31 to 01 o'clock, within
Repair
Y
15" HOPE exterior coupling repaired. Concrete
8 inches of joint: YES
sidewalk replaced.
16
108
Photo 32_4A: 4.17ft, Deposits Settled Other, 20%of Cross Sectional
Flush
Y
N
Cleaned by RKM enviro clean, Inc.
area, form 04 to 08 o'clock, within 8 inches of joint: NO
17
142
Photo 47_3A: 6.26ft, Joint Offset Large
Repair
y
18" HOPE exterior coupling repaired.
Photo 49_2A: 16.12ft, Infiltration Runner, at 07 o'clock, within 8 inches
Existing pipe removed, new 30ft joint and exterior
1$
147
ofjoint: NO
Check repair as necessary
Y
Y
coupling repaired. Concrete curb and asphalt
driveway patch replaced.
19
149
Photo 50_3A: 4.59ft, Fracture Circumferential, from 01 to 05 o'clock,
Repair
Y
Y
18" HDPE, Structure 13 to outfall pipe; pipe
within 8 inches of joint: NO
damaged at end. Replaced entire pipe.
20
149
Photo 50_4A: 9.64h, Joint Separated Medium
Repair
Y
Y
18" HDPE, Structure 13 to outfall pipe; pipe
damaged at end. Replaced entire pipe.
21
150
Photo 50_7A: 18.08ft, Fracture Circumferential, from 11 to 01 o'clock,
Y
Y
18" HDPE, Structure 13 to outfall pipe; pipe
within 8 inches of joint: NO
damaged at end. Replaced entire pipe.
Photo 52_2A: 34.77ft, Fracture Circumferential, from 12 to 01 o'clock,
30" HDPE, 34ft from outlet structure; interior
22
154
within 8 inches of joint: NO
Collar?
Y
damage. Interior coupling repaired. Damaged
areas sealed with spray foam sealant.
23
156
Photo 53_2A: 12.88ft, Broken at 12 o'clock, within 8 inches of joint:
Repair
Y
Y
18" HDPE, Structure 13 to outfall pipe; pipe
YES
damaged at end. Replaced entire pipe.
24
156
Photo 53_3A: 16.85ft, Broken, at 06 o'clock, within 8 inches of joint:
Repair
Y
Y
18" HDPE, Structure 13 to outfall pipe; pipe
YES
damaged at end. Replaced entire pipe.
25
167
Photo 53_5A: 25.1ft, loin[ Separated Large
Repair
Y
Y
18" HDPE, Structure 13 to outfall pipe; pipe
damaged at end. Replaced entire pipe.
26
163
Photo 56_3A: 15.75ft, Fracture Circumferential, from 11 to 12 o'clock,
Repair
N
N
within 8 inches of joint: YES
27
16$
Photo 5832.77h, Joint Offset large
Repair
Y
Y
HDPE exterior coupling repaired. Concrete sidewalk
replaced.
replaced.
28
1$0
Photo 62_5A: 303.21ft, Tap Break -In Intruding, at 30 o'clock, 4", 4",
Repair
Y
Y
Intruding pipe cut flush with receiving pipe.
within 8 inches of joint: NO
29
182
Photo 63_5A: 8.83ft, Survey Abandoned
Flush
Y
N
Cleaned by RKM enviro clean, Inc.
30
184
Photo 64_3A: 149.12ft, Deposits Settled Compacted, 5%of Cross
Flush
N
N
Sectional area, at 06 o'clock, within 8 inches of joint: NO
APPENDIX III
Tribal Properties, LLC Abington Crossing —Albemarle Co., Virginia
F&R File No. 71SO069 August 31, 2015
STORM WATER SYSTEM CLEANING
REPORT
Submitted to:
TRIBAL PROPEF
C/O WILLIAM L. JEFFRIES, JR
1700 BAYBERRY COURT, SUITE 103
RICHMOND, VA. 23226
Prepared for:
CLEMENT KIM TINGLEY
525 GROVE AVENUE
CHARLOTTESVILLE, VA 22902
30 July 2015
30 July 2015
Clement Kim Tingley,
525 Grove Avenue
Charlottesville, VA. 22902
To Mr. Clement Kim Tingley,
Enclosed please find the Storm Water Cleaning Report. The report details technical services and
findings for the cleaning operations for the Abington Place Subdivision, 1439 Timberwood Blvd.
Charlottesville, VA. On July 22 through 23 2015.
If you have any question concerning this report, or if we can be of further assistance, please
contact our office at (540) 463-4855
Respectfully Submitted,
Richard Mast
General Manager
TABLE OF CONTENTS
TRANSMITTAL LETTER.......................................................................ii
TABLE OF CONTENTS ...... ... ...... ... ...... ... ...... ... ...... ... ...... ... ...... ... ........... iii
PROJECT OVERVIEW..........................................................................iv
1.0 STORM WATER CLEANING
1.1 SITE LOCATION AND DESCRIPTION ...... ... ... ......... ......... ............. v
1.2 FIELD ACTIVITIES
2.0 SITE CHECK
2.1 SOIL SAMPLING AND CHEMICAL ANALYSIS ......... ......... ............ vi
3.0 CONCLUSIONS
3.1 CONCLUSIONS AND RECOMMENDATIONS...............................vii
4.0 LIMITATIONS
4.1 LIMITATIONS........................................................................ vii
LIST OF TABLES:
Table 3 Chemical Analysis Results
LIST OF APPENDICES:
Appendix I - Figure 1
Proiect Overview
As standard procedure by RKM Enviroclean, Inc. (RKM) the following Storm Water Cleaning
report has been completed for the operations located at the Abington Place Subdivision
RKM EnviroClean, Inc. (EnviroClean) was contracted by Mr. Clement Kim Tingley of Easy
Living Homes to clean debris from parts of storm system located at 1439 Timberwood Blvd.
Charlottesville, Virginia.
RKM mobilized to site and completed operations.
No testing of soils or debris were taken during this incident as evident in Index 2.0
STORM WATER SYSTEM
1.1 SITE LOCATION AND DESCRIPTION
The subject property is located at 1439 Timberwood Boulevard Charlottesville, VA. Sections of
lines to be cleaned were identified using a report issued by Accumark Subsurface Utility
Services on 12/16/2013.
1.2 Field Activities
On 22 July 2015 RKM Enviroclean (RKM) personnel responded to said site to begin cleaning
activities.
Utilizing a Cusco Wet/Dry Vac and a SE Rudder truck cleaning began. Per the ----report the
rudder line was placed in up flow manholes and continued to the corresponding down flow
manholes. The vac unit suction hose was placed in the up flow manholes and retrieved debris
removed by the rodder line. (Appendix I) This process was used on all manholes and lines
described. The debris removed were typical of this type of system and included items such as
sols, stone, brick & concrete pieces.
The manholes and lines cleaned were as follows:
Manhole #1131— 113
#9-9A
#19E-19D
#21-21A
#23-24
#26.1-26
#27-28
On 23 July 2015 all activities were finished and RKM demobilized from the scene.
2.0
t.YGl� I1 .Y\u1U111Uof\►L1ZNso I a LVA10W W.110%\WL.W
No Samples taken
Table 3: Chemical Analysis Results March 4, 2010
Sample I.D. Sample Type/ Depth TPH m** DRO
Below Method Detection Limit
** Parts per million (mg/kg)
3.0 CONCLUSIONS & RECOMMENDATIONS
RKM has no recommendations for this site.
Limitatinns
Our professional services have been performed, our findings obtained, and our recommendations
prepared in accordance with customary principles and practices in the fields of geology and
environmental science. This warranty is in lieu of all other warranties either expressed or
implied. This company is not responsible for the independent conclusions, opinions, or
recommendations made by others based on the field exploration and laboratory test data present
in this report.
The work performed in conjunction with this assessment and the data developed are intended as
a description of available information at the dates and locations given. This report does not
warrant against future operation or conditions, nor does it warrant against operations or
conditions present of a type or at a location not investigated.
Appendix I