ENG LETTER PREP'tRED 12/01/17, 13:53:39 INSPECTION TICKET PAGE 49
Harnett County INSPECTOR: IVR DATE 12/04/17
ADDRESS . : 10 SWAIN ST SUBDIV: OVERHILLS CREEK SCT 7 92LOT5
CONTRACTOR : WELLCO CONTRACTORS, INC. PHONE : (910) 436-3131
OWNER . . : WELLCO CONTRACTORS INC PHONE : (910) 436-3131
PARCEL . . : 01-0514-03- -0006- -08-
APPL NUMBER: 17-50042452 CP NEW RESIDENTIAL (SFD)
DIRECTIONS : T/S: 10/03/2017 04 :03 PM JBROCK ----
OVERHILLS CREEK #509
STRUCTURE: 000 000 39X35 48DR 3.58A SLAB W/ GARAGE & DECK
FLOOD ZONE ' FLOOD ZONE X
# BATHS 3.5 # BEDROOMS • 4000000.00
PROPOSED USE ' SFD SEPTIC - EXISTING' • SEWER
WATER SUPPLY ' COUNTY
PERMIT: CPSF 00 CP • SFD
REQUESTED INSP DESCRIPTION
TYP/SQ COMPLETED RESULT RESULTS/COMMENTS
B101 01 / ;fro -rj / RaBLDG FOOTING / TEMP SVC POLE VRU #: 003060680
'tel/ COMMENTS AND NOTES
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Geotechnical Engineering Services
Construction Material
._.. Civil Quality Control
Wellco Contractors 11/29/2017
P 0 Box 766
Spring Lake, NC 28390
Attention : Jason Welions
RE: Daily Field Report for 11/28/2017
Lot 508 Overhills Creek PO 214640 (CMT) Spring Lake, NC
Building & Earth Project No : RD170627
Ladies and Gentlemen:
On this date, representative(s) of Building & Earth were present to perform construction material
testing services at this project site. Our testing and observations for this date include the following:
FO-1 : Field Observations made on this date.
•DCPs and Hand Augers Passed
• Project Management Review Passed
ST-1 : In place field density testing was performed for Finished Subgrade Soils -Building. The field
density testing was performed in general accordance with ASTMD1556, using the results of field
one-point as compared to the laboratory proctors. One(1) in-place field density test was performed
on this date. The testing results indicate that in-place compaction and moisture content at the
location and depth tested meet or exceed the specified requirements outlined in the project plans
and specifications. For additional details of our testing, please refer to the attached Field Density
Test Report.
Closing
The testing and observations identified above have been reviewed by our project manager. If
you have questions regarding this information, please do not hesitate to contact us.
Respectfully Submitted,
Building & Earth Sciences, LLP
Enclosures : FO-1, ST-1
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Phoneeg 9103952085 Fax 920-292-2192
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11/28/2017
Field Observations Report
Project Name lot 508 Overhills Creek PO 214640(CMT) project Number: 80170627
Spring lake,NC
Client Name: Wellco Contractors Placements: F0-1
Contractor: Wellco Contractors Technician: Mark Baum
Monitoring. DCP
1 : DCPs and Hand Augers Passed
We arrived onsite to evaluate the building pad area for this residential lot. We understand the residence has been designed to be
supported on a monolithic slab foundation. Upon arrival, the contractor had not finished excavating the footings. Our evaluation as
documented in this report includes:
1) A visual description of the residential lot
21 Comments on any improvements that hat affect the foundations of the residence
3) Hand rod probing of the looting excavations
4) Performing Dynamic Cone Penetration(DCP)tests at representative locations
5) Soil Density tests on Ulf,if applicable.
Visual Description of the Lot'.
The lot is relatively flat. Building locations are referenced from the street looking at the front of the residence. Maximum relief across
the at is approximately 2 feet. Surface water runoff appears to drain lo the rear.
Comments on Improvements:
TM site has been stripped of surface cover and topsoil.It appears that 12 inches of topsoil has been removed from the building pad
area.
Structural fill has been placed at the site to level the building pad. Based on Our observations, we understand the pad has been cut
or filled according to the following:
Section------ Thickness of Cut or Fill
Left Front--------12-18 inches of fill
Left Rear---------12-18 inches of fill
Center---------12-16 inches of fill
Right Front---------12-18 inches of fill
Right Rear---------12-18 inches of fill
Future Footing Tests
Hand Rod Probing: Our representative performed hand rod probing of the surface of the building pad. Hand rod probing of the bearing
material generally showed an average penetration of approximately 2 inches.
DCP Testing: Our representative performed Dynamic Cone Penetration(DCP)testing in general accordance with ASTM STP-399 at
four representative locations to a depth of 36 inches. Our representative did not observe water within the DCP boreholes as noted
below.
The following information provides the results of our hand auger borings and DCP testing.
Test 1:Front Left
Color--USCS-
-
-
610 Spring Branch Road
Dunn,NC 28334 1<. ..f t/ 7Jr...
Phone 910 2 9 2-208 5 Fax 910-292 2192
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Paye 2 of 5
11128/2017
Field Observations Report
Project Name, Lot 508 Overhills Creek VO 214640(CMT) Project Number: RD170627
Spring Lake, NC
Client Name. Welico Contractors Placements: FO-1
Contractor' Welico Contractors Technician Mark Baum
Monitoring: DCV
------
---2'--15+—Orange ---CL--
---3'---.15+_-Orange ----CL
Test 2:Front Right
Color--USCS----
ESG—14—Orange --SC---
---
CL Test 3: Rear Right
--Depth—"N"--Soil Color—USCS
-- ESG-- 12.5--Orange--SC
CL----
-- ----
---J'---11.5--Brown---SM
Test 4:Rear Left
—Deplh--"N"---Son Color—USCS------
--ESG—13---Orange —SC-----
._-1'_--12.5---Tan----SM------
-_
---
Soil Density Testing:
Soil density testing was performed using the sand cone method of compaction in general accordance with ASTM D1556. The results
of our tests are attached as ST-1.
Results:
Based on our observations and test results, the newly placed fill/existing soils appear to be suitable to provide support for the floor
slab and footings, provided the floor slab has a loading of less than 150 pounds per square foot, and the footings have a design
bearing capacity of 2,000,or less.
Recommendations:
To minimize the potential for future softening of the bearing materials due to water infiltration, the surface soils should be protected
from construction traffic and inclement weather. The construction of the footings and structure should commence without delay.
In the event that the subgrade soils become wei, or otherwise compromised from their current conditionshould be observed and
retested as necessary by Building and Earth Sciences.
510 Spring Brandt Road % 9 1
Dunn.NC 28334
Phone 91D-292-2085 Fax 910-292-2192 IiFi1
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Page 3 of 5
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11128/2017
Field Observations Report
Project Name: Lot 508 Overhills Creek PO 214640(CMT) Project Number. RO170627
Spring Lake, NC
Client Name: Wellco Contractors Placementu. F0-1
Contractor: Wellco Contractors Technician. Mark Baum
Monitoring. OCP
We note that our testing was isolated to the upper 3 feet of the soil profile from the finished subgrade elevation as observed on this
date. As such,we cannot be aware of any soil or groundwater conditions below this depth that could adversely affect the support of
the new construction. If additional information is required.please contact our office
2: Project Management Review Passed
Our client has authorized Building 8 Earth Sciences to perform an evaluation of the prepared building pad for this project We
understand that the structure will have a monolithic slab-on-grade floor system that will have foundations and a floor slab that will
be supported by the newly placed structural fill soils. It appears that between 1 and 2 feel of structural fill soils have been placed to
achieve the desired grades.The intent of our testing was to determine if the newly placed structural fill soils are adequate to provide
a bearing capacity of 2.000 psi for the foundations, and have been compacted to 95%to support the floor slab for the new structure.
Our evaluation included hand rod probing, advancing hand auger borings with OCPs and performing a density test on the surface.
Based upon our hand rod probing the newly placed soils are firm and resistant to significant penetration. Hand auger borings were
then advanced at 4 selected location across the building envelope to determine the consistency of the below grade soils.At 12-inch
Increments in the hand auger boring,to a depth of 3 feet,Dynamic Cone Penetrometer(OCP)Testing was performed in accordance
with ASTM STP-399.With proper evaluation,OCP Testing can be correlated to both bearing capacity and percent compaction.Based
upon the results of this testing.the below grade soils that will support the foundations and floor slab are acceptable.
While on site,our representative also performed in place density testing to confirm compaction of the surface soils. Our testing was
performed using the sand cone method in general accordance with ASTM D-1556.Our results were compared to an in-field proctor
that was performed in general accordance with ASTM D-698. Based upon our tests results,the soils have been properly compacted
at the surface.
It is important to note that our testing was isolated to the upper 3 feet. As such, we are not able to comment upon the settlement
characteristics of deeper soils. Additionally, inclement weather (rain or snow), as well as construction traffic across the pad, can
compromise the stability and support characteristics of the surface soils.If the surface soils become compromised,it will be necessary
to return to the site for re-testing.This decision should be executed by your onsite Quality Control and Superintendents.
610 Spring Branch Road
Phone 9142934 A/r'' rt to�'c
Phone 91tif& Fax 930292-2192
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Test Date: 11/28/2017
BUILDING & EARTHST-1 Field Technician Mark Baum
Tests requested by N/R
c.a,m,ir.c m+.W.�.4�,ie .,rro...n e.r..,..,r Results provided to N/R
Report of Field Density Testing
Project Name: Lot 508 Overhills Creek PO 214640(CMT)
Amoient temperature: 50-70
Spring Lake, NC
Project Number: 50170627 Weather: Partly Cloudy
Project Location. Spring Lake,NC Wind Conditions. Breezy
Client' Wellco Contractors Results Provided To: N/R
Contractor Wellco Contractors Superintendent. N/R
Notes: 1 Test location by technician
2 Elevation by Technician
3 Fill/backfill placed prior to technician arriving
Design &Specification Data
Moisture
Area ID AreagDesai tion Depth(it) Test Method %Com action Range
P P
Mm Max
FSG-BldgFinished Sub rade Soils -Building0.0-2 0 1 ASTM D-698 95% 1 -100 1. 10.0
Laboratory Proctors
Maximum Dry Optimum
Proctor ID Description of Material USCS/AASHTO Density(Pd) Moisture
Content 1%)
2413 I sandy silty clay i CL-ML 112.8 13.2%
Density Test Data
Test ' IDs Test Location Hey Den tYlpcq Moisture CompactionResult
Iproctor Type
Finished Suogi ade Soils Budding Front lett
1 F5G-Bldg 2413 ASTMD1S56 corner FSG 1067 99 95% PASS
L - I FTright 15 FT back
[quiement Used Standard Counts. Density
Last Calibration. Moisture
610 Spring Branch Road (<:; .: ) /
DLnn,NC 28339 'i'i(LG Ai',Ti.
Phone 910.2922085 Fax 910-292-2192
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