20080367 Ver 1_More Info Received_20080801

OS- 0361
J USE ONLY
Date Received Fee Paid Permit Number
D Lguguwg
State of North Carolina
Department of Environment and Natural Resources A U G 1 . 2008
Division of Water Quality
DENR -WATER QUALITY
WETLANDS
STORMWATER MANAGEMENT PERMIT APPLICATION FORM D STORAIWATER BRANCH
This form may be photocopied for use as an original
L GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Smiles M, Inc. /Ken Gottfried
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Ken Gottfried
3. Mailing Address for person listed in item 2 above:
485 Private Drive
City:Sugar Grove StateNC Zip:28679
Phone: [phone] Fax: (828 ) 262-0054
Email:
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
HC BBO
5. Location of Project (street address):
City: County:Watauga Zip;
6. Directions to project (from nearest major intersection):
From Boone, go NW on Hwy 421 /321 site is on right just past Lonnie Henson Road
7. Latitude:36° 14' 28" N Longitude:810 4536" W of project
8. Contact person who can answer questions about the project:
Name:Richard Franklin, P.E. Telephone Number: (828 ) 320-8004
Email:atlDlan®conninc.com
IL PERMIT INFORMATION:
1. Specify whether project is (check one): ®New []Renewal []Modification
r.w....,. On7Tr 7n1 Ar-:-- no 1117 no n--- 1 ..PA
2. If this application is being submitted as the result of a renewal or modification to an existing permit; list the
existing permit number and its issue date (if known)3. Specify the type of project (check one):
QLow Density 11mgh Density (]Redevelop ®Gerwal Permit QUniversal SMP QOther
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
OCAMA Major ®Sedimentation/Erosion Control ®404/401 Permit ONPDES Stormwater
HL PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Run-off collected in catch basins and drainage pipes connected to a vamp station, pumped from station up to a
manifold that discharges into a biodetention area.
2. Stormwater runoff from this project drains to the Watauga River basin
3. Total Property Area: 3.83 acres 4. Total Wetlands Area: acres
5. 100" Wide Strip of Wetland Area: acres (not applicable if no wetlands exist on site)
6. Total Project Area-:2.34 acres 7. Project Built Upon Area: %
8. How many drainage areas does the project have? 1
9. Complete the following information for each drainage area. If there are more than two drainage areas m the
project, attach an additional sheet with the information for each area provided in the same format as below.
For high dens' r ' ts, com lefie the table with one drains a area for each en eered stormwater device.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name Brushy Fork
Stream Class & Index No. C, 8-15-10
Total Drainage Area (sf) 134,493
On-site Drainage Area (sf) 134,493
Off-site Drainage Area (sf) 0
Existing Impervious* Area (sf) 0
Proposed Im ous*Area (sf) 53,521
% Impervious* Area (total)
Impervious' Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings (sf) 13,200
On-site Streets (sf) 0
On-site Parking (sf) 37,791
On-site Sidewalks (sf) 2,530
Other on-site (sf) 0
Off-site (sf) 0
Total (sf): 53,521
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
'Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation. This is the area used to calculate percent project built upon area (BUA.).
r..._.... C."Jt T i n e v-_ : __ no o%P7 no T n „r
10. How was the off-site impervious area listed above derived? There is no off-site impervious area that drains
across the project, due to the rides line at the property.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of arty Iot. If lot sizes vary significantly, a table listing each lot
number, size and the allowable built upon area for each lot must be provided as an attachment. Forms can be
downloaded from httQ//h2o.enr.state.nc.us/su/bmp forms.htm - deed restrictions.
Form DRPC-1 High Density Commercial Subdivisions
Form DRPC-2 High Density Developments with Outparcels
Form DRPC-3 High Density Residential Subdivisions
Form DRPC-4 Low Density Commercial Subdivisions
Form DRPC 5 Low Density Residential Subdivisions
Form DRPC-6 Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above farm, that the covenants will be binding
on all parties and persons claiming under them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the State, and that they will be recorded prior to the
sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms. Forms can be downloaded from httpIlh2o.enr.state.nc.us/su/2mp forns.htm.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW401-Permeable Pavement
Low Density Supplement
Curb Outlet System Supplement
Off-Site System Supplement
Wet Detention Basin Supplement
Lifiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
r..._ 0 ini lnt Il n'?'i17 AO 71..--'f -rA
VL SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at http://h2o.enr.state.nc.us/su/msi maps.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form _L'?Jr
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if N/`I
required as per Part IV above) '--
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP O
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for LD)
payable to NCDENR Form SW401- 86relit`0-n
a .
• Calculations & detailed narrative description of st?ormwater treatment/management ?r L.L-?;Ur
• Copy of any applicable soils report • Two copies of plans and specifications (sealed, signed & dated), including- OF
--
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwaber control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section (ex. designing engineer or firm)
Designated agent (individual or firm):
Mailing Address:
City:
Phone: ( )
Email:
State: Zip:
Fax: ( }
VIII. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in General information, item 2) ? 1Qn ! ?, d
certify that the information included on this permit application form is, 10 the best of my knowledge, correct and
that the project will be construe in c rmance with the approved plans, that the required deed restrictions
nants will be recor , and that the proposed project complies with the requirements of 15A
and protecti;7),
NCAC 2H.1
Signature: Date: A/C)
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HCDEHR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This fam must be W d out, printed Iand stbnided.
The Required Items CiteoMlsf (Pat NI) must be p?infed, Iced out and #bnmw ala v with au of the required inbm won.
1. PROJECT INFORMATION
Project name HC BBQ
Contact name Richard J. Franklin, PE
Phone number 828-327-2621
Dole July 29, 2008
Drainage area number 1
N. DESIGN INFORMATION

Drainage area 70,612.00 fe
Impervious area 53,521.00 fe
Percent impervious 75.8% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
1-yr, 24-hr runoff depth 0.44 in
1-yr, 24-hr intensity 5.26 in/hr
Pre-development 1-yr, 24-hr peak flow 8.12 felSeC
Post-development 1-yr, 24-hr peak flow 12.99 fe/sec
Pre/Post 1-yr, 24-hr peak contra 4.87 fe/sec
Storage Volume: Non-SR Waters
Design volume 5,882.00 fe
Storage Volume: SR Waters
Pre-development 1-yr, 24-hr runoff fe
Post-development 1-yr, 24-hr runoff fe
Minimm volume required 0.00 fe
Volume provided fe
Cell Dimwalm
Ponding depth of water 9.00 inches OK
Ponding depth of water 0.75 ft
Surface area of the top of the Woretention cell 7843.00 fe OK
Length: 410.00 ft OK
Width: 19.00 ft OK
-or- Radius It
Soils Report Summary
Dmwdown time, ponded volume 4.50 hr OK
Drawdown time, to 24 inches below surface 12.00 hr OK
Drawdown time, total: 16.50 hr
In,Su soil
Sod permeability 0.75 irvbr OK
%dw media soil
Solt permeability 2.00 inihr OK
Sod composition
% Said (by weight) 86% OK
% Fines (by weight) 10% OK
?0 "r's?ention-Rev.3 Parts 1 and II. Design Summary, Page 1 or 3

Phosphorus IrWex (P4ndex)
Basin EhrvatkM
Temporary pod elevation
Planting elewallon (top of the mulch)
Bottom of the CON
Flaming
Depth of mulch
SHWT elevation
Are underdrains being installed? Y (Y or N)
Now many dean out pies are beirg installed? 8
What factor of satiety is used for $U*V the underdrains? (See 200
BIrIP Manual Section 123.6)
Additional distacroe between to bottom of the planting media oral 1 It
the bottom of the cell to acwurd for underdr"
Bottom of the cell required 2817251rrrsl
Ow"M from bottom to SHWT 6.25ft
Type of bioretendon cd Wow Y to only one of the two Mining
")
Is its a grassed cell? N (Y or N)
Is this a cell with treeslsbnrbs? Y (Y or N)
Plaaft Plan
Number of tree spedes 3
Number of dtinrb speaes 3
Number otterbaoeous groundwoer spades 3
AddN3ona1 hfamwtion
Does volume in excess of due design volum bypass the
Y
(Y or N)
biweterbin cd?
Does volme in excess of the design volume flow ems ly distributed Y (Y or N)
through a vagete ad tiller.
What is the length of the vegetated Wa? 1004
Does ft design use a level spreader to evenly distribute IoW N (Y or N)
Is the 9MP located at least 30 feet from surface waters (50 feet I Y
(Y or N)
SA waters)?
Is the BMP locale, at least 100 fast from wader supply wells? Y (Y or N)
Are the vegetated side A4= equal W or less than 3.1? Y (Y or N)
Is the BW located in a recorded drainage easement: with a Y (Y or N)
recorded access easement m a public Right of Way (ROW)?
Inlet veloc ky (from treatment system) 10.004%W
Is the area surround ig the tall likely to undergo dwelopment in the
future? N (Y or N)
Are the slopes training to the bioreferidon tat greater than 20%? N (Y or N)
Is tha drainage area permanently sbhilized? Y (Y or N)
Prebeahrm t Used
(Indicate Type Used with an W in the shaded ceIQ
Crawl and grass
(111nshes gravel followed by 3.5 ft of grass)
Grassed Swale
Forebay x
20 (uniNess) Imu fident P4rKlex
OK
OK
OK
OK
OK
2820.00f O
2519.25fmsi
2817.25 frrisl
200ft
3.00kches
2811.00 tmsl
OK
.»..«».....« IbDecravidod[wDWOr
FALSE
FALSE
OK
OK
OK
OK
OK
Show how flow Is evenly disM6uted.
OK
OK
OK
OK
Insulkw t W& velocity unless energy dissipa 'rag devices are being
used
OK
OK
OK
OK

Ao be woNded 6Y owc.u
4% Or" = should be -3516
% Organic (by weight}
Total: 100%

Plane md'icate the page or plan sitect numbers where da supponirg documenistion can be found An incomplete grbei W page will
tesuit to a request for addMonal infitt shim TW will delay final review and q*rw*W ofdw project. kM6at in the space provided to
indicate the following design requ amoft have been ma It the applicant has designated an spent, ft agent trap in" below. N a
reQwreerat his acct been met, aUacb ANWA Alan.
Paget Plan
tnit'uds Sheet
1. Pbm (1' - 0 orfager) dare enflre site showbF
- Design at Amato build."
- Off-site drainage (if applicd tej,
- palpated drainage basins (mdude Rational C eoeRrcierd per basin).
- cell dmensions.
- Pmt splent,
- tigh saw bypass syeb m.
- Maintenenoe access.
Proposed drainage easement and public 40 d WW OM
-Clean out pipe lawns.
- Overflow devict and
- Boundaries of drainage easement-
2. Plan details (1'= SY or larger) for the Mwelen>an cell showng:
-Cell dmensions
- ProUeabtwtt sfBlettt,
- High flow bAMS system,
- Maintenance access
- Recorded drainage agaamett and puMiic right of way (RM4
-Dar at Amate %Md•out
- Ofl- "dr*gp (d awllc"W
- Clean out pipe bcations.
- Ovdpow devioe and
- Boundaries of drainage easement.
3 3. Section view of toe Woreterlion cell (1" = ZY or larger} showing:
- Side slopes. 3:1 or lower
- Unft*ain System (ff apptic*K and . ddt do* 9 media
- Bimetention cell layers (grand level and elope pre-h90M.t p? dq^ m
depth, washed sand, VAu fabric (or choking stone if applicaMel $57 done, undoftins (i applical le).
SHWT level(s), and wMflow sindurel
4. A soil repod that it based upon an aclral field kwastigob% sail ba tgs, and h dbafe tests. The
mains of the soil report must be verified in the field by OM by compleag b submitting the soil
mvesdgation request farm. County sail maps are rat an soceptakite source of sod intormation. All
elevations shall be in feet mean see level gimsq. Results d soft tests of both the planting sol and the in
6W toil rust include:
- Soil pem echo l' y.
- Son cornposiion (% send. %tines, % Oman* and
- P4ndvL
5. A debited planting plan (V = ZA' or IMM ptepmed by a q WWW individual showing:
- A variety of tenable species.
- Sites, specirg and locations of piaMings,
-Total guantihr of each type of piant sPt
- A planting dell,
- The Source nursery for the plants, and
- FerliSepr aid watering tem*anrrsds to ut*M vggalt tint.
3 6. A comftctien sequeioe that Shows hM66 bioretWW oat a ba protected tronr as*"" anti the
entice drartape area is stabr7med.
7. The supporting calculations (indudng underdrain celrWOorrs, I app> >le)•
& A copy of the signed and ndtadzed opaatiai and maidstraaoe (061 agreemait
9.A copy of ft deed reshicbmi (I regtiioed).
Permit Number: 0 S - O 3ko )
(to be provided by DWQ)
Drainage Area Number.
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element. Potential bleats: How I will reinediate the problem:
The entire BMP Trash/debris is resent Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or swale _applicable)- sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
applicable).

BMP element: Potential problems: How I will remediate the problem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
gullies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/wires (which
six months after planting. can kill the tree if not removed .
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil best shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil best and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with -- ew lantin media.

BMP element: Potential problems: How I will remediate the problem:
The underdrain system Clogging has occurred. Wash out the underdrain system.
if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
L'-- QTUAAI ?:,..,..,.,....:,.., nXIN D..., 2 D..-- Z ..f A
•
Permit Number.
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible parry.
Project name:HC BBQ
BMP drainage area number: 1
Print name•Ken Gottfried
Title:Owner
Note: The legally responsible party should not be a homeowners association unless more than 50019 of
the lots have been sold and a resident of the subdivision has been named the president.
I, I W o n? QS , a Notary Public for the State of
W orb _ r O 1!! JO , County of r ld vole-LI , do hereby certify that
L r,
710 -CT_
ned personally appeared before me this
day of J UI C4 -- , 2 vD?, and acknowledge the due execution of the
forgoing bio lion maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires 9" 2 /" 08
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4
Address:485 Private Drive, Sugar Grove, NC 28679
eC-?
Report of Subsurface Exploration
and Ceotechuical Engineering Evaluation
Proposed Commercial Buildings
US Highways 3211421
Boone, North Carolina
Prepared For.
David R. Jones Architecture
PO Box 1247
Boone, North Carolina 28607
By:
L Squared Engineering, PLLC
174 Buzzards Place
Lake Lure, North Carolina 28746
October 15. 2007
L2
L Squared Engineering, PLLC
174 Buzzards Place, Lake Lure, NC 28746: 828-625-1533
Randy Jones, AIA
David R Jones Architecture
PO Box 1247
Boone, North Carolina 28607
Subject: Report of Subsurface Exploration
and Geotechnical Engineering Evaluation
Proposed Commercial Buildings US MOWay 321/421
Boone, North Carolina
Dear Mr. Jones:
October 15, 2007
The purpose of this report is to present the results of the subsurface exploration program and
geotechnical engineering evaluation undertaken by L Squared Engineering, PLLC (LSE) in
connection with the above referenced project. The attached report presents the understanding of
the project, reviews the exploration procedures, describes existing site and general subsurface
conditions, and presents evaluations and recommendations related to the proposed construction.
I have enjoyed worldng with you on this project, and am prepared to assist you with the
recommended quality assumuce monitoring and testing services during construction- Please
coact LSE ""_
9,S• questions regarding this report or if I may be of further service.
Sin 1
L Q
Geotechnical
TABLE OF CONTENTS
SECTION PAGE
1.0 INTRODUCTION .........».»».»....».....»»»»»»»»»..»..........»........»..».»....1
1.1 PROJECT INFORMATION ».» .1
1.2 SCOPE OF SERVICES
2.0 SUBSURFACE EXPLORATION PROCEDURES
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 SrrE D$scRne77ox
3.2 REGIONAL GEOLOGY
.»..»...»»».». »».»»»..,».
3.3 SUBSURFACE CoNDrI70NS ,».,»»,»»»»»»..»».... 4
3.3.1 General 5
3.3.2 Surface Materials
»
3.33 Alluvium »...».. 6

33.4 Residual SoOs »..........«».».........»..6

3.35 Soffflkrd Weathered Rock (SWR/AWR) 6
-

33.6 Rehisal Material 6
?
33.7 Subsurface Water . 6

4.0 PRELIMINARY DESIGN RECOMMENDATIONS 7
4.1 GENERAL

4.2
FOUNDAUON DESIGN »»..»..?.7

4.3
FommnoN SETTLEMENT 8

4.4
SLAB oN-GRADE 8
..
» 9
5.0 CONSTRUCTION RECOhffd ENDATIONS .

5.1 SITE PREPARATION 10
5.2 CommoLLM SmucruRAL FU L
.....11
5.3 FOUNDA-nON CONSTRUCTION 12
5.4 SUBSURFACE WATER CONDITIONS 13
5.5 TEMFoRARY ExCAvATION STABILITY ......... 14
6.0 CONTINUATION OF SERVICES ...»..»..,,.».,. ..........................14
7.0 LIMITATIONS 15
-I%-- 4VI/M/KI {471f {7({{?(/{ f
October 15,2007
WHfghww321/421
ii Boone, NC
, NC
APPENDICES
APPENDIX A
ASFE Information about Geotechnical Reports
Boring Location Plan (Figure No. 1)
Site Location Plan (Figure No. 2)
APPENDIX B
Soil Classification Chart
Boring Logs (7)
Proposed Commeriatl &" W
USHigMva)w 3211421 October 1.5. 2007
Hi Boone. NC
L2
1.0 INTRODUCTION
1.1 Proms Information
The under ;standing of the project has been developed on the basis of information provided by
David R. Jones ArebtectuM a preliminary site plan prepared by Atlantic Plan Engman and
experience with simmitlar types of construction. The site for proposed construction of two new
commercial buildings are to be constructed on the northern side of US Highways 321/421 just
west of Lonnie Henson Drive Road m Watauga County, NC. One of the commercial buildings is
to be used as a restaurant and will be on the order of 60 feet square in plan and is closest to
Lonnie Henson Drive. The second building, will be approximately 200 feet long and 60 feet
wide with its long axis in ge=W alit with the proposed restaurant and starts
approximately 15 to 20 feet west. Both buildings are to be constructed near the base of an
upslope that is behind the location of the proposed buildings as looking firm US Highways
321/421.
At the time of this report definitive information regarding strcetiral loads for perimeter walls and
interior columns was not available. Based on experience with similar types of construction it is
anticipated that wall loading will not exceed 3 kips per foot and imtenor column loads will not
exceed 75 kips for one or two story buildings.
Site grading may be required, however, the extent of site grading was not determined at the time
of this report. 4
1.2 Scope of Services
The purposes of involvement on this project were as follows: 1) provide general descriptions of
the sum sod conditions encountered by the borings, 2) provide foundation design
recommendations, 3) provide recommendations for subgrade preparation, and 4) comment on
geotechnicxcl aspects of the proposed construction. In order to accomplish the above objectives, the
following scope of services were performed:
1) Visited the site to observe existing surface conditions and feadmes, and mark
boring 111)11: ioO s.
CISHwa}?s 31/421 A 1 Odaber 1n5, 200C
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2) Executed a subsurface exploration consisting of drilling seven (7) soil test
borings to a depth of appudmately 15 Beet below the existing ground surface.
3) Evaluated the findings of the m bsnface exploration and data relative to
proposed fiture work.
4) Prepared this wntten report summarizing the geotechnical engineering work on
the project, providing desa dons of the subsurface conditions encountered,
providing kundation design criteria, and discussing geotechnical related
aspects of the proposed construction.
The geotechnical scope of services did not include a survey of boring locations and elevations,
quantity estimates, preparation of plans or specifications, detention pond considerations,
pavement analysis, design of concrete slabs-oa grade, or the identification and evaluation of
environmental or floodway aspects of the project site.
2.0 SUBSURFACE EXPLORATION PROCEDURES
The subsurface exploration program consisted of drilling seven soil test borings (designated B-1
through B-7). Borings B-1 through B-2 were performed at or near the eastern corners of the
building intended for a restaurant, borings B-3 and B-4 were performed at or near the_area
between the Proposed two buildings, boring B-5 was performed at or near the center of the long
building and borings B-6 and B-7 were performed at or near the western end of the long
building, as indicated on the attacIbed Boring Location Plan, Figure 1 contained in Appendix A.
The borings were performed on October 10, 2007. The boring locations were determined in the
field by L Squared Engineering, PLLC (LSE) personnel estimating the locations of the proposed
building corners from known points within and near the site. In consideration of the methods
used in their determination, the soil test boring locations shown on the attached Boring Location
Plan should be considered approximate.
The soil test borings were performed in accordance with gwerally accepted practice using a
track mounted CME 45 rotary drill rig. Hollow stem augers were advanced to pre selected
depths, and eve soil samples were recovered with a standard split-spoon sampler
without the inner liner in general accordance with ASTM Standards. Utilizing a manually or
Proposed Comnafed Bte"np 0aaber 15.2007
US Htghwaps 3211421 2 Boom, NC
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automatically actuated hammer, the split spoon sampler was driven into the soil by freely
dropping a weight of 140 pounds from a height of 30 inches. T'. he number of blows required to
drive the split spoon sampler three consecutive 6-mch increments is recorded, and the blows of
the last two ium=en s are summed to obtain the Standard Penetration Resistance (N-value).
The N -value provides a general indication of is situ soil conditions and has been correlated with
certain engineering properties of soils.
In some soils, it is not always practical to drive the split spoon sampler the full three consecutive
6-mch increments. Whenever more than 50 blows are required to drive the sampler over a 6-
inch increment, or the sampler is observed not to penetrate after 50 blows, the condition is called
split-spoon refusal. Split spoon refusal conditions may occur because of obstructions or very
dense or very hard materials are being tested. When, split spoon refusal occurs, often little or no
sample is recovered. The SPT N -value for split spoon refusal conditions is typically estimated
as greater than 100 blows per foot (bpf). Where the sampler is observed not to penetrate after 50
blows, the N-value is reported as 5010". Otherwise, the depth of penetration after 50 blows is
reported in inches, i.e. 506", 5012," etc. It is important to now that very soft soils may incur no
blows of the hammer to advance the split-spoon sampler for penetration distances of 6 inches or
more. When the weight of hammer alone is sufficient to advance the sampler a distance of 6
inches or more it is designated as weight of hammer (w.o.h).
The soil test borings were advanced through the soil overburden to depths of approximately 15
feet below the existing ground surface. Subsurface water level
readings were taken in 'each of
the borings immediately upon completion of the soil
drilling process. Upon completion of soil
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 will settle over time.
Representative portions of the split spoon soil samples obtained throughout the exploration.
program were placed in &m jam Each sample was transported to our Lake Lure, NC office and
evaluated by our professional stafL The soil samples were evaluated in general accordance with
techniques outlined in the visual-manual identification. procedure (ASTM D2488) using the
Unified Soil Classification System, The soil descriptions and classifications discussed in this
Ortobsr IS, 2007
USlighwajw321/421 3 Boone, NC
L
report, and shown on the attached Boring Logs are based on the visual classifications and should
be considered approximate. Copies of the Boring Logs are provided in the attached Appendix B.
Split-spoon soil samples recovered on this project will be stored at LSE's office for a period of
sixty days. After sixty days, the samples will be discarded unless prior notification is provided in
writing to retain the samples.
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Description
The general site location for the proposed construction of two commercial buildings is bounded
by US Highways 321/421 to the south, Lonnie Henson Drive to the east, an existing up slope to
the north and a demolished barn to the west. The site slopes gently downward from Lonnie
Henson Drive toward the am of the demolished barn and gently downward from the area at the
rear of the Property near the existing up slope toward a creek identified as Brushy Creek on the
US Department of Agriculture Valle Cruds Quadrangle Map. Brushy Creek flows in a generally
westerly direction and is located between US Highways 321/421 and the location of proposed
construction
The area for proposed construction is generally covered with tall grass and brush. It is important
to note that there are two drainage ditches on the property. One of the ditches starts near Lonnie
Henson Drive and advances toward Brushy Creek. The other is at and near the base of the up
slope at the rear of the property and extends for almost the entire length of the area of proposed
cons action.
3.2 Regional Geology
Based on the review of the Geologic Map of North Carolina (Brown, 1985), the project site is
located in the Blue Ridge Physiographic Province of North Carolina. Steep mountainous ridges
and narrow valleys characterize the Blue Ridge Belt Based upon available geologic literature
and maps, the project site is underlain by Biothe Granitic Gneiss.
Proposed Canerkal Al"W US Highways 3211421 4 October 1S, 20
Boon, NC
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The boundary between soil and rock is not clearly defined. The transitional zone, termed as "soft
to hard weathered rock', is normally found overlying the parent bedrock. Aaording to the 2006
NC Building Code, soft weathered rock (SWR) is defined as material with Standard Penetration
Tests CN) vahres between 50 blows for 1 to 5 inches of penetration and hard weathered rock
MWR) is defined as materials with "N" values in excess of 50 blows for 1 inch of penetration.
Weathering of the parent bedrock is &cilitated by fib, joints and by the presence of less
resistant rock types. Consequently, the profile of the weathered rock and had rock is quite
irregular and erratic, even over short horizontal distances. Commonly, lenses and boulders of
hard rock and zones of weathered rock can be encountered within the soil mantle, well above the
general bedrock level. Also, the rock structure governs groundwater movement and may affect
rock weathering more than mineral dissolution kinetics. In some areas, weathering has resulted
in a structueless soil termed residuum or -residual soil". In general, a gradual downward
lithological and textural change from residuum to weathered rock to bedrock exists.
33 Subsurface Conditions
33.1 General
The subsurface conditions discussed in the following paragraphs and those shown on the
attached Boring Logs represent an estimate of the subsurface conditions based on interpretation
of the boring daft 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 definitely describe
the origin of the subsurface material. In these cases, the origin descriptions may include the term
`Possible" before the word describing the material's origin (Le. possible fill, possible residuum,
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 borings are shown on the attached
Boring Logs in Appendix B.
Below the existing ground, swfiwe, the borings gay encountered alluvial, residual soils
weathered rock and materials that incurred auger refusal. These materials are generally
discussed in the i
Proposed COwm& icai
US Highways 3211421
5
Odober 15.2007
Boone, NC
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3.31 Surfaee Materials
The suuface material encountered at all soil test borings was comprised of grass and root mat
along with organic laden soil to a depth of approximately 6 inches from the ground surface. At
some locations gravel was also mixed in with the organic laces soil. It is important to note that
the type and depths of the encountered surface materials may vary significantly between boring
locations and at other unexplored areas of the site.
333 Alluvium
Alluvium is comprised of alluvial deposits resulting from the natural siltation process from
bodies of water, either still or in motion. Alluvium was encountered at all soil test borings,
except at boring B-2, to depths of 5 feet below the existing ground surface. The alluvial soils are
characterised as very soft to soft sandy silt (ML) material within 2 to 3 feet of the ground surface
and loose to medium dense silty sand (SM) below the very soft to soft silt to approximately 5
feet, where encountered.
3.3.4 Residual Soils
Residual soils were encountered beneath the alluvial soils and from the ground surface at boring
B-2. Residual soils are characterized as medium dense to dense silty sand (SK.
3.3.5 Soft/Hard Weathered Rock (SWRMWR)
A zone of soft weathered rock material was enncountered beneath the residual soils and alluvial
soils at all soil test ?`
borings at depths ranging from 2 to 10 feet below the existing ground
surface, depending on locations. The material was sampled as silty sands (SM) with N-values
that ranged from 5011" to 5016".
3.3.6 Refusal Material
Material sufficiently dense to hard enough to cause refusal of our drilling equipment was
encountered during our sum exploration. Auger refusal occurs when materials are
encountered that cannot be penettVed by the soil auger and drilling equipment used and is
normally indicative of a very hard or very dense material, such as boulders, rock lenses,
pinnacles, impenetrable debris within fill, or the upper surface of bedrock. Auger refusal was
encountered in the soil test borings listed in the following table at depths ranging from
approximately 2 V2 to 11 V2 feet below the ground surface.
Proposed Cmmw-kd $r"W Octobff US Highways 3211421 6 1S, 20
Boone, NC
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Auger refusal discussed herein is based on conditions impeetcable to our drilling equipment
(CME 45). Auger refusal conditions with a C1vIE 45 do not necessarily indicate conditions
impenetrable to other equipment. Auger refusal conditions may exist intermediate of the boring
locations or in unexplored areas of the site. Core drilling procedures are required to penetrate
refusal materials, and determine their characteristic and continuity. Rock coring was not
included in the scope of work for this report
The rock encountered may be large boulders that armored a previously existing creek channel at
some time in the geologic past, massive boulder formations from subsurface bedrock and/or
bedrock.
3.3.7 Subsurface Water
Sum water measurements were taken at all soil test borings at the time the borings were
performed. Measurable subsurface water was encountered at all soil test borings at the time they
were performed at depths varying from 2 feet to 3 % feet below the existing ground surface. It
is important to note that 13aetuations in subsurface water levels and soil moisture can be
anticipated with changes in precipitation, run-ofd and season.
4.0 PRELIII+IINARY DESIGN RECOMWENDATIONS
4.1 General
The following evaluations and recommendations are based on information provided,
observations made at the site, interpretation of the field data obtained during this explorq ion, and
experience with similar subsurface conditions and projects.
Determination of an appropriate foundation system for a given structure is dependent on the
proposed structural loads, soil conditions, and construction constraints such as proximity to other
structures, etc. The subsuuface exploration aids the geotiechnical engineer in determining the soil
stratum appropriate for struchual support. This deterna?inatian includes considerations with
regard to both allowable bearing capacity and compressibiUly of the soil strata In addition,
since the method of construction greatly affects the soils intended for structural support,
consideration must be given to the impleentatioa of suitable methods of site preparation, fill
compaction, and other aspects of construction.
Proposed Cmnw4 and AsddF w Odober 15,2W7
US Highways 3211421 7 Boone NC
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Based on the data obtained from this subsurface exploration the encountered upper layer of
alluvial silty soil is not capable of providing adequate *Wftd support, Experience indicates
that existing fill with N-values of 8 bpf or more can generally provide 2,000 pounds per square
foot (pst) bearing opacity and the N -values encountered in these materials is substantially below
that
4.2 Foundation Design
Where building foundations and are supported by approved residual soil, approved existing
alluvium at depths greater than 3 feet below the existing ground surface with N -values of 8 bpf
or greater or on approved adequately placed and compwW strwanal fill it is recommended that
foundations be designed using a bearing capacity of 2,000 pounds per square foot, provided
recommendations in other sections of this report are followed. Foundations should bear at a
depth of at least 30 inches below the surrounding finished grade in order to help reduce the
effects of frost penetration.
43 Foundation Settlement
Settlement analyses were performed on the basis of structural assumptions discussed in the
project information section of this report and the data obtained from this subsurface exploration.
Actual settlements experienced by structures and the time required for these soils to settle will be
influenced by undetected variations in subsurface conditions, actual struchnsl loads, final
grading plans and quality of foundation construction.
Laboratory testing was not performed to determine the consolidation characteristics of the in
place soil at this site. Settlement (consolidation) will be primarily contingent upon the
characteristics of subgrade soil and structural loading. The estimate of settlement is based upon
the understanding of project information provided and assumptions that the structures will be
placed on approved existing fill and/or residual soil in accordance with further recommendations
presented in this report.
It is important to note that the estimates for settlement are predicated on foundations bearing on
existing fill and/or residual soils. The total settlement of individual pier footings sustaining 20
kip loads will be on the order of 1 inch. Differential settlement will be on the order of /2 to % of
PrWond Ca ricd BrdldiW October 1S, 2007
USHiAhwaw 3211421 8 Boone, NC
L
the total settlement. Variations in the consistency of subsurface soil, the variation of foundation
location and extent of foundation excavations may comb ute to some additional settlement and
differen . settlements of foundations.
4.4 Slab-on-Grade
Based on the proximity of ground water to the existing ground surface it is recommended that
consideration be given to not using slabs-on grade and constructing an above grade floor with
crawl space below. As an alternative the site can be raised with imported fill material in order to
raise the building pad areas at least 3 feet above the level of the existing ground surl!==
provided recommendations in other sections of this report are followed.
If construction of floor slabs is to be utilized they should be designed as a slab-on-grade
supported by approved prepared subgrade with installed structural fill. - This will be required as
the near surface very soft to soft alluvial soils are recommended for removal. This should be
accomplished in association with recommendations for foundations indicated in Section 4.1 of
this report. Slab-on-grade support is contingent upon successful completion of the subgrade
evaluation process as described in Section 5.1 (Site Preparation) of this report. The floor slab
should be supported on at least 10 inches of aggregate base course (ABC) stone to provide a
uniform well-compacted material immediately beneath the slab. The ABC should be compacted
to at least 98% of its maximum dry density as determined by the Standard Proctor Test, ASTM
Procedure D 698. Utility or other construction excavations in the prepared floor subgrade should
be backfilled to a controlled fill criterion to provide uniform slab support.
Typical practice for slab-on-grade design is to provide a k -value based on published correlations
with soil types. Such correlations are based on empirical data from plate load tests. The plate
load test sufficiently models typical floor loads that exert stresses on the order of 3 to 5 feet.
Based on the results of the published correlations for residual sandy silt (MI,), it is estimated that
a design modulus of subgrade reaction (k) of 150 pci is appropriate for floor slab design
calculations, provided the 12-inch subbase (2 inches fine aggregate and 10 inches coarse
aggregate), as described above, is utilized.
hwondCowneriod B+dt W
USHighwax 321/421 9 October IS. ZO
Bogie, NC
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5.0 CONSTRUCTION RECOMMENDATIONS
5.1 Site Preparation
In general it is recommended that all vegetation, organic laden soil and very soft to soft alluvial
soil be removed from areas of construction to a perimeter of at least 5 feet beyond proposed
construction limits. Removal of very soft to soft near surface materials should be anticipated
throughout the site except for in the areas at and near boring B-2. Any existing utility lines
within the proposed construction limits should be disconnected from their source with service
lines removed to at least 10 feet beyond limits of constriction.
Upon completion of the recommended site preparation, the LSE geotechnical engineer should
evaluate the newly exposed soil subgrade. This evaluation may be performed by proofrolling
with a loaded tandem axle dump truck or similar piece of pneumatic tired equipment and/or
another method as selected by the geotechnical engineer. The purpose of this evaluation is to
determine if there is any significant areas of structurally unsuitable soil remaining and to provide
recommendations for any additional subgrade preparation that may be necessary prior to
foundation, concrete slab and/or fill placement.
It should be anticipated that additional unsuitable materials will be observed during ..the
evaluation of the newly exposed subgmde. If they are detected the geotechnical engineer may
provide additional recommendations for preparing the newly exposed subgrade with the use of
stone ballast in conjunction with geosynthetic materials. Additionally, the sidek of the
excavations may require being covered with geotextile fabric equivalent to Whafi 14ON in order
to help prevent the migration of fill into the soft soil exposed in the excavation sidewalls.. Due to
the nature of this site including ground water conditions the potential exists that the entire
building pad areas for both buildings may need to be prepared with a layer of geotextile fabric
prior to backfilling.
During all construction procedures grading should be performed in such a manner as to not allow
standing wafter and to keep storm water runoff from entering the construction area. This may
require gang the excavation to one or more locations where sumps are dug and continuous
t'roposea Gonweiscal Beil&W October 15, 2007
USIBghwMa 3211421 to
Baone. NC
L2
pimping of collected water. Additional recommendations regarding control of subsurface water
are presented in section 5.4 of this report.
In addition it is recommended that the two areas where the existing ditches are be properly
prepared to receive fill, as well. It should be anticipated that the existing soils within the bottom
and in proximity to the ditches would be moisture laden and soft These materials should ibe
undercut to suitable materials as well. Since these areas could not be accessed by the drill rig the
depths to suitable material is not kriown and should be confirmed by the geotechnical engineer at
the time of construction or by excavating test pits prior to construction.
5.2 Controlled Structiu al Fill
Where required, and for utility excavation backfill, controlled structural fill placement should Ibe
performed in accordance with the following recommendations. Controlled structural fill may !be
"
constructed using the non-organic soils having a classification of ML or SM as defined by the
Unified Soil Classification System. Other materials may be suitable for use as controlled
structural fill material and should be individually evaluated by the geotechnical engineer.
Controlled structural fill should be free of boulders, organic matter, debris, or other deleteriqus
materials and should have a maximum particle size no greater than 3 inches. Fill soils ; in
structural areas should not contain more than five percent (by weight) organic material, have a
plasticity index (PI) greater than 15, or have a maximum dry density less than 90 pounds per
cubic foot. Existing on site soil may be used if they can be prepared in accordance with the
recommendations presented within this report section.
Fill materials should be placed in horizontal lifts with a maximum thickness of 10 inches I e
measure. New 811 should be adequately keyed into stripped and scarified subgrade soils ad
should, where applicable, be benched into the existing slopes. During fill operations, positive
surface drainage should be maintained to prevent the accumulation of water: This may require
the grading the fill placement toward and include the installation of a sump from which
accumulated water is pumped. It is recommended that An ctural fill be compacted to at least 98
percent of its Standard Proctor maximum dry density. It is recommended that all compacted fill
be placed at moisture contents in the range of ±3% of the materials optimum moisture content
Proposed Coeo»v*& Bmfl bW Oaober 15, 2W
Ml ighwmw 3211421 11 Boone. NC
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In confined areas such as within foundations and piers, utility trenches, portable compaction
equipment such as jumping jacks or Ramex self propelled sheep's foot compactors and thin lifts
of 3 to 4 inches may be required to achieve specified degrees of compaction.
Due to the proximity of ground water to the existing ground surface it may be necessary to place
clean uniformly graded #.67 stone over the installed geotextile fabric recommended in Section
5.1 of this report to a level at least foot above the existing ground water level. The stone should
be placed in one-foot thick lifts with each lift subjected to at least 3 but no more than 5 passes
with a vibratory compaction plate, The stone would then be covered with another layer of
geotextile fabric and soil fill placed on the geotextile fabric in a manner consistent with
recommendations in this section of the report. It is strongly suggested that consideration be
given to raising the building pad levels to at least 2 feet above the existing ground surface using
stone/structural fill as recommended here-in.
It is recommended that the contractor have equipment on site during earthwork for both drying
and wetting of fill soils to meet the above compaction/moisture requirements. Moisture control
may be difficult during winter months or extended periods of rain. Attempts to work the soils
when wet can be expected to result in deterioration of otherwise suitable soil conditions, or
previously placed and properly compacted fill, 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. Each lift of fill should be tested in order to confirm that the
recommended degree of compaction is attained.
5.3 Foundation Constriction
Where shallow spread footings are to be used and after previous recommendations for site
Preparation and fill Plat have been performed foundation construction can commence once
all foundation subgrades have been observed, evaluated, and verified for the design bearing
pressure by the geotechnical engineer after fonning but prior to reinforcement steel placement.
If low consistency soils are encountered during foundation construction, localized undercutting
and/or in place stabilization of foundation subgrades may be required. The actual need for, and
Alo? Commerkal Bu",
USIBghwap 3211421 12 October IS, 21107
Boo, NC
L2
extent of, undercutting should be based on field observations made by the geotechnical engineer
at the time of construction
Excavations for footings should be made in such a way as to provide bearing surfaces that are
firm and fine of loose, soft, wet, or otherwise disturbed soils. Foundation concrete should not be
placed on frozen or saturated subgrade& 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 and approved by the geotechnical engineer. If an excavation is
left open for an extended period, a thin mat of lean concrete should be placed over the bottom to
mintm. damage to the bearing surface from weather or construction activities. Water should
not be allowed to pond in any excavation or formed areas. It is recommended that all bearing
surfaces be evaluated by LSE's geotechnical mgiixw using hand auger/cone penetrometer
testing equipment or other suitable methods prior to fill or concrete plat emenL Any unsuitable
material detected during this evaluation should be undercut as directed by the geotechnical
engineer.
5.4 Subsurface Water Conditions
Subsurface water (ground water) for the purposes of this report is defined as water encountered
below the existing ground surface. Based on the subsurface water conditions encountered during
the exploration program, it should be anticipated that subsurface water would be encountered
during anticipated earthwork at the site. It is recommended that the level of subsurface water be
maintained at a level of at least 3 feet below the working levels of the site. Typically, this can be
achieved by using ditches and digging sumps in conjunction with the use of pumps. It may be
necessary to have pumps operate on a 244x= per day basis. Site dewing is usually the
requirement of the contractor as an issue of means and methods.
It should also be anticipated that the subsurface water levels will fluctuate and may rise due to
season and periods of wet weather and/or snow melt. Consideration should also be given to
protecting the construction area from significant rises in the creek level during stormy weather at
the location of the site and in the overall drainage area of Brushy Creek.
Proposed Co iod Ba0AW Octobber 15, 2007
US Highways 3211421 13
Boone, NC
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5.5 Temporary Excavation Stability
For anticipated excavations, shoring, bracing or flattening (laying back) of the slopes may be
required to obtain a safe working environment Excavations should be sloped or shored in
accordance with local, state and federal regulations, including OSHA. (CFR Part 1926)
excavation trench safety standards. It is recommended that all excavated soils be placed away
from the edges of the excavation at a distance equaling or exceeding the depth of the excavation.
In addition, surface runoff water should be diverted away from the crest of the excavated slopes
to prevent erosion and sloughing.
Localized areas of soft or unsuitable soils not detected by the borings or in unexplored areas may
be encountered once construction begins. Vertical cuts in these soils may be unstable and may
present a significant hazard because they can fail without warning. Therefore, temporary
construction slopes greater than 5 feet high should not be steeper than one horizontal to one
vertical (1H: 1V) and excavated material should not be placed within 10 feet of the crest of any
excavated slope.
Unbraced excavations may experience some minor localized instability (Le, sloughing). To
reduce potential sloughing, excavated slopes should be covered with plastic for protection from
rainfall and moisture changes. It should be emphasized that continuous observations by
contractor knowledgeable personnel be performed during trenching or excavation operations at
the site.
6.0 CONTINUATION OF SERVICES
It is recommended that LSE be given the opportunity to review the final foundation plan, grading
plan, and project specifications when construction documents approach completion. Review of
plans, whether intermediate or final, evaluates whether the recommendations and comments
provided herein have been understood and properly imple tied. Based on this review, LSE's
engineer may recommend additional laboratory and/or testing be performed prior to
implementing the planned won. It is also recommended that L Squared Engineeaing,
PLLC be retained for professional and construction materials testing services during construction
Proposed Ca Octobw 15. 2007
US Highways 3211421 14 Boone, NC
L2
of the project. This continued involvement on the project helps provide continuity for proper
implementation of the recommendations discussed herein.
7.0 MWATIONS
This report has been prepared for the exclusive use of David R Jones Architecture and their
agents, for specific application to the proposed construction of the two commemiai buildings on
US Highways 321/421 near Lonnie Henson Drive in Boone, NC in accordance with generally
accepted soil and foundation engineering practices. No other warranty, express or implied, is
made. The recommendations are based on design information provided and assumed; the field
data obtained from the previously described subsurface exploration program, and generally
accepted geotechnical engineering practice. The preliminary recommendations do not reflect
variations in sum 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 these recommendations based upon on-site observations of the
conditions.
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 condition.
Therefore, experienced geotechnical Viers should evaluate earthwork and foundation
construction to verify that the conditions anticipated in design actually exist, Otherwise, LSE
1
assumes no responsibility for construction compliance with the design concepts, specifications,
or recommendations.
In the event that changes are made to the overall intent of this project, the recommendations
presented in the report shall not be considered valid unless the changes are reviewed by this film
and modified and/or verified in writing. If this report is copied or transmitted to a third pasty, it
must be copied or transmitted in its entirety, including text, attachments, and enclosures.
There are important limitations to this and all geotech ucal studies. Some of these limitations are
discussed in the information prepared by ASM which is included in Appendix A of this report.
?rgwwd Co n October 15, 2007
US HWmap 3211421 15 Boom, NC
L
It is asked that you please review this information and contact me should you have any
questions.
proposed Cowl Bufb October 15. 2007
US Higkwa a 3211421 16 Boone, NC
APPENDIX A
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tlafr clft A p*dtnid errgkueerkp sk dy mrdrrcied fora dvit wqg
roar may not US the needs Of a Mftft contractor or even ad w
CMI engineer Berme each gededrritxl engkueM Judy is unique, each
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one WCO You sfaudd rely on your paobdrrical ertgkueerkg MpM wgW
first w* ft Will Na peoledrtkai enpw who prepared N And w as
- rat evenyew -SMM apply the report for $N Murpooe or Project
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engkaerkg repot did not read It all Do not rely on an exec rim arnmary
Do not read selected eWnerds only.
not primed for your project,
not prepared for the spasc site explored or
competed betas important tnged dnarges were made
Typical do w [bat can node Na rerrabuwiy at an exiling pede mw
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APPENDIX B
CLASSIFICATION OF SOEIS
FOR ENGRUERING PURPOSES
Per ASTM D 2487-92
(Based an Unified Soil t llcation System)
Soil Description: t onsistency/Re latiye Density, Color, Secondary Soil Type BASIC SOIL TYPE, Supplemental
Soil Type, Moisture, Miscellaneous comments- (Group Symbol)
Ex. Loose, brown, fine to medium, silty SAND, trace of gravel, moist (SM)
Consistency/Relative Density - a measuQanew of in-situ consistency or density of cohesive or cohesionless soils, .
respectively, based upon Standard Penetration Testing blow counts (N) per AST M D 1586
Color - visual inspection of soil appearance.
5econdarv Soil Tym - adjective for the BASIC SOIL TYPE describing material making up greater than 12% but
less then 50% of the primary soil type by weight. For sands this also includes a description of grain size (fine,
medium or coarse).
BASIC SOIL TYPE - primary constituent of sample; material making up greater than 50% of the sample by
weight. Material is classified by grain Sint and material properties.
Suopieme utary Soil Tvoe - a description of any other material that may be mixed with the BASIC SOIL ME,
Qualifying two are based on the percentage of the supplementary soil type In the sample by weight.
Moisture - description of the is situ moisture content of the sample (dry, moist or wet)
Miscellaneous Comments - anything observed in the sample or in the field that does not fit intro the above
categories but should be noted (odor, etc.).
CONSlSTET1CYlRZE ATM DMM
COMMMM SOILS COHESIVE W SIJPPLBMSNTAL T1 M _
SLT IN+SIIT1 SPr sun ALII+YIIdG TBRMS
N VALUES RELITIVBDFNSITY N-VAUM SnMGM CONSWtNCY I'StCENTAG>i
DE9CRIpTOR. $Y WEIGHT
0-4 VERY LOOSE TRACE 1-109r
0-2 BELOW 230 VERY SOFT LrPILB 10-2091
5-10 LOOSE 3-4 250-500 SOFT SOME 20.35%
11-30 MEDIUM DBN,S& 5-8 5011- 100D MEDIUM STIFF AND 35-M%
3I-50 DBNSB 9.16 1,000 - 000 STIFF
> 50 VERY DENSE 17-32 000 - 4AO- VERY STUT
>32 OVER 4 000 HARD
i
BORING LOG
Client: Jones Architecture Project: Commercial Bunt '
Location: US Hi wa 321/421 at Lonnie Henson Drive
Boring No..B-1 Total Depth: 11.5 Surface Elev.: at
grade Water Level (0 hrs):
2.5 feet
Type of Boring: hsa : CUE45 Started: 10/9/07 Co etsd: lO7/10/07
Depth Description Sampling Blows per Comments
Interval Increment N
ft
Alluvium: Medium
dense gray silty sand 1.0 to 2.5 3 7 13 20 Wet sample
with gravel
3.5 to 5.0 8 14 11 25 Wet sample
5ft
Residual: Dense
multicolor brown and 6.0 to 7.5 8 24 26 50
gray silty fine to coarse
sand with gravel
transitioning to SWR

loft 8.5 to 10.0 10 14 50/4
Auger refusal at 11.5
feet
13.5 to
15.0
15 ft

BORING LOG
Client: Jones Architecture Project Commercial Boil '
Location: US Highwa 321/421 at Lonnie H awn Drive
Boring No.:B-2 Total Depth: 3 feet Surface Elev.: at
Orade Water Level (0 hrs):
2.5 feet
Type of Boring: hsa Equipu CME45 Started: 10/9/07 Completed:
10/10/07
Depth Description Sampling
Interval
(ft) Blows per
Increment
N comments
Residual: Medium
dense gray and brown
silty sand with gravel 1.0 to 2.5 3 5 12 18
Au
er refusal at 3 feet

5ft g 3.5 tU 5.0

BORING LOG
Client: Jones Awhiteetm Pr Ject; Commercial Boil '
Location: US Hi wa 321/421 at Lonnie H enson Drive
Boring No.: B-3 Total Depth: 5 fret Surfac a IIev.: at
grade Water Level (0 hrs):
3 feet
Type of Boring: hsa Equipt.: CME45 Started: 10/09/07 Completed:
10/10/07
Depth Description Sampling Blows per comments
Interval Increment N
(ft)
Alluvium: very soft 1.0 to 2.5 0 0 0 woh Moist sample
gray and brown sandy
silt
Residual: dense
multicolor brown silty 3.5 to 5.0 18 5015
sand transitioning to
5 ft SWR
Auger refusal at 5 feet
Boring offset twice with
auger refusal at 3 Y2 and
3 feet

BORING LOG
Client: Jones Architecture Project Commercial Buildings
1AC8ti0n: US wa 321/421 at Lonnie Henson Drive
Boring No.: B-4 Total Depth: 4 feet Surface Elev.: at
grade Water Level (0 hrs):
3 feet
Type of Bo ' hsa Equipu CU E45 Started:10/10/07 leted:16/10/07
Depth Description Sampling
Interval
ft Blows per
Increment
N comments
Alluvium: Very soft
sandy silt with gravel 1.0 to 2.5 0 0 0 woh Wet sample
\Residual: very dense

white and gray silty fine
to coarse sand to SWR 3.5 to 5.0 501
3
5 ft Auger refusal at 4 feet
Offset boring with auger
refusal at 3 feet

BORING LOG
Client: Jones Architecture Pr Ject: Commercial Byi*&Jings
Location: US wa 321/421 at Lonnie Henson Drive
Boring No.: B-5 Total Depth: 7 feet Surface Elev.: at
grade Water Level (0 hrs):
3 feet
Type of Boring: hsa : CME45 Starbed:10/10/07 Completed: 10/10/07
Depth Description Sampling
Interval
ft Blows per
increment
N Comments
Alluvium: Soft gray and
brown sandy silt 1.0 to 2.5 0 1 3 4 Wet sample

5 .ft Alluvium: Very dense
brown silty fine to
coarse sand with gravel 3.5 to 5.0 16 24 36 60
Residual: Very dense
multicolor brown silty
sand to SWR 6.0 to 7.5 17 18 5011
Auger refusal at 7 feet
loft

BORING LOG
Client Jones Architecture Project: Commercial Buildings
Location: US Hi wa 321/421 at Lonnie Henson Drive
Boring No.: B-6 Total Depth: 7 feet
I
grade Surface Elev.: at
Water Level (0 hrs):
3.5 feet
Type of Bonin hsa Equipu CME45 Storied-.10/10/07 Com leted:l0/10/07
Depth Description Sampling Blows per Comments
Interval Increment N
ft
Alluvium: very soft 1.0 to 2.5 1 1 1 2 Moist sample
brown and gray sandy
silt with gravel
Alluvium- medium 3.5 to 5.0 6 8 15 23 Wet sample
dense brown and gray
5 ft silty sand
Residual: very dense
multicolor brown silty 6.0 to 7.5 5015 Wet sample
fine to coarse sand
Auger rdinsal at 7 feet

loft 8.5 to 10.0

BORING LOG
Client: Jones Architecture Project Commercial Buildings
Location: US wa 321/421 at Lonnie Henson Drive
Boring No.: B-7 Total Depth: 5
feet Surface Elev.: at
Wade Water Level (0 hrs):
3 feet
Type of Boring: hsa EquipL : CME45 Started:10/10107 Co eted:l0/10/07
Depth Dawription Sampling
Interval Blows per
Increment
N Comments
ft
Alluvium: medium 1.0 to 2S 3 6 8 14 Wet sample
dense brown and gray
silty sand
Residual: dense 3.5 to 5.0 12 50/3
multicolor brown silty
5 ft fine to coarse sand
transitioning to SWR
Auger refusal at 5 V2
feet 6.0 to 7.5
loft