20091345 Ver 1_More Info Received_20100401

SeSEPI
ENGINEERING GROUP
To: NCDENR-DWQ
Attention: Ian McMillan
2321 Crabtree Blvd.
Raleigh, NC 27604
Phone:
919-733-1786
From:
David Whittington
Subject:
Granville Medical Center
Date:
April 1, 2010
VIA:
Drop-off
SEPI Project and Task No.:
SC09.006.00
0 ? -13'-_5
LETTER OF TRANSMITTAL
SEPI Engineering Group, Inc.
1025 Wade Ave
Raleigh, NC 27605
Tel [phone]
Fax [phone]
Site/Civil Group
We are sending you:
? Shop Drawings ? Prints ® Plans ? Samples
? Specifications ? Copy of Letter ? Change Order ? Reports
? Checks
Copies Date Description
5 04-01-2010 Response letter, Exhibits 1-5, BMP supplements, & Geotechnical Report
5 01-29-2010 Full set of l 1x17 civil construction plans
1 04-01-2010 CD containinia full size exhibits and plan in PDF format
These are transmitted as indicated below:
® For Approval ? As Requested ? Approved as Noted ? Returned after Loan
® For Your Use ? Approved as ? Returned for ? Resubmit Copies for
Submitted Corrections Approval
? For Review and ? For Your File
Comment
Other u k v/
(C (ES
Comments: Mr. McMillan, APR - 1 2010
DENR - WATER WAUTY
Please hind the attached plans for the Granville Medical CKN+W43"49pow "
your review. Let me know if you have any comments or questions.
Thanks,
Signed: V / ?(AZX?/ --J Page:
1/1
SEPI
C ENGINEERING & CONSTRUCTION
April 1, 2010
Ian McMillan, Acting Supervisor
401 Oversight/Express Review Permitting Unit
NCDENR-Division of Water Quality
Re: Granville Medical Center-DWQProject # 09-1345
Mr. McMillan,
We are hereby responding to your requested additional needs for the above referenced
project. The requested BMP Supplement Forms and checklists for a level spreader and a sand
filter are included attached to this response. We are no longer proposing to utilize the
grassed swale as a BMP and, therefore, have not included a Supplement Form for it.
Based on the attached Nitrogen and Phosphorus calculations their export has actually been
reduced in the post-developed condition. The area where we are expanding the existing
parking lot has been defined at 5.43 Acres. We are adding 1.09 Acres of impervious parking
within this area. Since the existing impervious is grandfathered we are basically treating the
additional impervious with our proposed sand filter. By virtue of the site layout we are
actually treating some of the existing impervious as well thereby reducing the calculated
export below current levels.
A complete set of full-size civil plans are included along with the BMP exhibits to show the
full extent of easements and site impacts. If you have any questions or need additional
information, please do not hesitate to let us know.
Sincerely,
SEP i ing Construction` ?f?r?
D 1:/
illiam C. Piver, PE APR - 1 2010
Vice President, Site/Civil
DENR•WAM WAUTY
IAEII,MAND STORMWATER IWCH
1025 WADE AvENuE • RALEIGH, NC 27605 • TEL [phone]. FAX [phone] • SEPIENGINEERING.COM
Contents
Sand Filter Supplement & Checklist
Level Spreader Supplement & Checklist (incl. dated photograph)
Tar-Pamlico Nitrogen Export Worksheet
Sand Filter O & M Manual
Level Spreader O & M Manual
Geotechnical Report
Exhibit Sheets EXHB-1- EXHB-5
Permit Number:
(to be provided by DWQ)
? O?O? W A TF9OG
r
NCDENR `
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section III) and the I&M Agreement (Section IV)
f. PROJECT INFORMATION
Project name Granville Medical Center
Contact name Bill Piver, PE
Phone number 919-789-9977
Date March 31, 2010
Drainage area number 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area (A p) 51,400.00 ft2 OK
Impervious area 48,352.00 ft2
% Impervious (IA) 94.1% %
Design rainfall depth (RD) 1,00 in
Peak Flow Calculations
1-yr, 24-hr runoff depth 2.82 in
1 -yr, 24-hr intensity 0.12 in/hr
Pre-development 1-yr, 24-hr runoff ft3/sec
Post-development 1-yr, 24-hr runoff ft3/sec
Pre/Post 1-yr, 24-hr peak control ft3/sec
Storage Volume
Design volume (WQV) 3,855.00 ft3
Adjusted water quality volume (WQV Adi) 2,891.25 ft3
Volume contained in the sedimentation basin and on top of the sand filter 3,006.00
Top of sand filter/grate elevation 458 ft amsl
Weir elevation (between chambers) 458.5 ft amsl
Maximum head on the sedimentation basin and sand filter (h MaxFilter) 3.00 ft
Average head on the sedimentation basin and sand filter (h A) 1.50 ft
Runoff Coefficient (Rv) 0.90 (unitless)
Type of Sand Filter
Open sand filter? Y Y or N
SHWT elevation 458.00 ft amsl
Bottom of the sand filter elevation 455.00 ft amsl
Clearance (dSHWr) 2.00
Closed/pre-cast sand filter? N Y or N
SHWT elevation ft amsl
Bottom of the sand filter elevation ft amsl
Clearance (d SHWT)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground
structure (dspace)
OK
OK
OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 1 of 5
Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (A s)
Sedimentation basin/chamber depth
Sand Filter
Surface area of sand filter (A F)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (d F)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow-splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay (W SJ?
What is the depth of sand over the outlet pipe (dpipe)?
440.00 ft2 lJr\. IVICI W 1111111111U 111, UUL IIICY IIVtVU LU UU; II IU:ICQJCU LU
1.00 ft
IIIU:ICQJC JUIIdU V QICd.I IIW WIII AIJU IIIU [UclaC UIC
562.00 ft2 ,.....L,....?....L.:1:f.. i .. .........:...1.,, ,,,,:.._...,1,..,..... ,.....I:,..
456.00 ft amsl
454.50 ft amsl
1.50 ft
3.50 (ft/day)
15.00 in
ft3/sec
1.66 hours OK. Submit drainage calculations.
0.07 days
N Y or N Excess volume must bypass cell.
N Y or N Insufficient flow splitter.
Y Y or N OK
50.00 ft
Y Yor N OK
Y Yor N OK
Y Yor N OK
Y Y or N OK
y Y or N OK
10.00 ft OK
1.50 ft OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 2 of 5
Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the
agent may initial below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
Z CFa6-oZ 1, Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable), and
- Boundaries of drainage easement.
O?J CNLa-o'i, 2. Plan details (1" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Vegetative filter strip dimensions and slope (if SA waters),
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable), and
- Boundaries of drainage easement,
?Jl? ?Xt1s-off 3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
- Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
- Outlet pipe, and
- Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
0'-"J ,JLLUbFO 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
suPPL.6MC-' 5. Supporting calculations (including drainage calculations)
?, yr wA<p 6, Signed and notarized operation and maintenance (0&M) agreement
_N!? 7. A copy of the deed restrictions (if required).
Form SW401-Sand Filter-Rev.5 2009Sept17 Part III, Page 3 of 5
ARIWA
NCDENR
C'?O? W ATF9pG
y ?
>_ y
O <
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
I. PROJECT INFORMATION
Project name Granville Medical Center
Contact name Bill Piver, PE
Phone number 919-789-9977
Date February 4, 2010
Drainage area number 1
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Sand Filter
Drawdown flow from the BMP 2.50 cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
Where Does the Level SpreaderDischarge?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
fe Do not complete this section of the worksheet.
fe Do not complete this section of the worksheet.
% Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
cfs Do not complete this section of the worksheet,
min
in/hr Do not complete this section of the worksheet,
cfs Do not complete this section of the worksheet.
N (Y or N)
N (Y or N)
N (Y or N)
Y (Y or N) Please complete filter strip characterization below.
Onto a composite turf reinforment mat to prevent erosion below the level spreader
Do not complete this section of the worksheet
10.00 ft
10.00 ft
30.00 ft
50.00 ft
453.00 fmsl
440.00 fmsl
26.00 % Filter strip is too steep for a level spreader.
N (Y or N) OK
sq ft No forebay is needed.
44 ft/cfs
N (Y or N)
Y (Y or N)
N (Y or N)
2.50 cfs
N (Y or N) A bypass device is not needed.
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 3
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
cfs Do not complete this section of the worksheet
Do not complete this section of the worksheet
• w
------------
M
105.00 ft #VALUE!
N (Y or N)
(Y or N) Do not complete this section of the worksheet.
(Y or N) Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
B
1
M
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 3
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
E I-131 - 01- 1. Plans 0" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
- Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
C _-0 7- 2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
- Design at ultimate build-out.
?LI) EXf-I6 - D5 3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
- Upslope channel, and
Downslope filter fabric.
I'JcwDGb 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
8w' CP- 04 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
ON SJLGPLCAATAr 6. The supporting calculations.
i /VGLAAcD 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 3 of 3
Tar-Pamlico Stormwater Rule 15A NCAC 28.0258
Piedmont of the Tar-Pamlico River Basin:
Last Modified 4/1/2010
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
Project Name: GranvilleMedical Ceater
Date: 313112010
By: dm Checked By:

Directions (same for pre-development and post-development tables):
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- a nd post- tables for consistency (bottom of column (2)), and also for consistency will
the site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through th e site, offsite catchment area draining in mus
be included in the acreage values and treated.
Pre-development:

Type of Land Cover lre,t :SAL:* Fbrm?LI > AveLage EMC Colti nn Average E, 4 Columir .
ores 0.4b ± 831 of TN; Ln /L 2 3: 4 of TP j i rn, 2 3 6

Transportation impervious' 5.43 5.09 2.60 71.83 0.19 5.25
Roofimpervit us 5.09 1.95 0.00 0.11 0.00
'41 a n aged per vious
{lanlland+ear}?etl) 5.09 1.42 31.21 0.28 6.15
Managed pervious
{tt'opland) 5.09 4.23 0.00 1.23 0.00
Managed 1)CI'YiOUS
(pisturc) 5.09 2.04 0.00 0.62 0.00
Nvooded pervious 5.09 0.94 0.00 0.14 0.00
Fraction Iit ?crvioirsO 1
l -
0.56 T1 Loxd?ng
103.04 JP Loa diit
11
40
.
Total Area of Development = :.
f
9.75 TN Tzi . Caeff.
10.57 TP Exp.<Coeff
1
17
0 bl<1clyr) (lb/aclJ'r) :. .
Post-development:

Type Af)L andvver Area S 1V£ Formula Averai EPIC Colttrntt lvera<Ye [ tIC C"oluntt
acres) (0 46 f 8.31 of TNna L} 2 3 # af'Tl' (nix/l,} (2) _1) 6
Trai?Spor A Jon in) envious 6.02 2.60 102.00 0.19 7.45
Roof ii»l?crtitpt?s 6.02 1.95 0.00 0.11 0.00
Managed pertiions 6.02 1.42 27.60 0.28 5.44
Wbode l pervlaus 6.02 0.95 0.00 0.14 0.00
l retiozt Inipcrvious (I) _ 0.67 TN I aad?? 129.60 TP ?°
L 12
90
/VL /yr) .
`C'oral Area o£ l)evelo??ataent 9.75 TNXj Cae£€ 13.29 TP l X17. C oeffi 1
32
(11?%aelyr) Ih/ac .
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post-development nutrient
loading is below these levels, then no BMP is necessary. Otherwise, the next worksheet calculates
post-development TN and TP loadings after BMPs are installed.
Tar-Pamlico Stormwater Rule 15A NCAC 2B.0258
Piedmont of the Tar-Pamlico River Basin:
Last Modified 5/23/03
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Sand Filter 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 maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the sand filter.
- The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds
six inches.
- Once a year, sand media will be skimmed.
- The sand filter media will be replaced whenever it fails to function properly after maintenance.
The sand filter will be inspected quarterly 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 problem: How I will remediate the problem:
Entire BMP Trash/ debris is resent. Remove the trash/ debris.
Adjacent pavement (if Sediment is present on the Sweep or vacuum the sediment as soon as
applicable) pavement surface. possible.
Perimeter of sand filter Areas of bare soil and/or erosive Regrade the soil if necessary to remove the
gullies have formed. gully, and then plant a ground cover and
water until it is established. Provide lime
and a one-time fertilizer application.
Vegetation is too short or too long. Maintain vegetation at an appropriate
height.
Flow diversion structure The structure is clogged. Unclog the conveyance and dispose of any
sediment offsite.
The structure is damaged. Make any necessary repairs or replace if
damage is too large for repair.
Forebay or pretreatment area Sediment has accumulated to a Search for the source of the sediment and
depth of greater than six inches. remedy the problem if possible. Remove
the sediment and stabilize or dispose of it
in a location where it will not cause
impacts to streams or the BMP.
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. If
a pesticide is used, wipe it on the plants
rather than spraying.
Form SW401-Sand Filter O&M-Rev.4 2009Septl7 Page 1 of 3
BMP element: Potential problem: How I will remediate the problem:
Filter bed and underdrain Water is ponding on the surface for Check to see if the collector system is
collection system more than 24 hours after a storm. clogged and flush if necessary. If water
still ponds, remove the top few inches of
filter bed media and replace. If water still
ponds, then consult an expert.
Outlet device Clogging has occurred. Clean out the outlet device. Dispose of the
sediment offsite.
The outlet device is damaged Repair or replace the outlet device.
Receiving water Erosion or other signs of damage -
Contact the NC Division of Water Quality
have occurred at the outlet. 401 Oversight Unit at 919-733-1786.
Form SW401-Sand Filter O&M-Rev.4 2009Septl7 Page 2 of 3
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 party.
Project name: Granville Medical Center
BMP drainage area number:
Print name:Gerry Leighton
Title: Facilities Director
Address: 1010 College Street, Oxford, NC 27565
Phone: [phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
I, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this day of
, and acknowledge the due execution of the forgoing sand filter
maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 3 of 3
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
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 maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (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 problem: How I will remediate the problem:
The entire filter strip Trash/debris is present. Remove the trash/ debris.
system
The flow splitter device The flow sputter device is Unclog the conveyance and dispose
(if applicable) clogged. of an sediment off-site.
The flow sputter device is Make any necessary repairs or
damaged. replace if damage is too large for
repair.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3
BMP element: Potential problem: How I will remediate the problem:
The swale and the level The swale is clogged with Remove the sediment and dispose
lip sediment. of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it. water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo e of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish
the erosion control material.
The filter strip Grass is too short or too long Maintain grass at a height of
if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
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.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
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.
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality local Regional Office, or the
outlet. 401 Oversight Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 Of 3
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 party.
Project name:Granville Medical Center
BMP drainage area number:1
Print name:Gerry Leighton
Title: Facilities Director
Address: 1010 College Street Oxford NC 27565
Phone: [phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this
day of , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
SEAL
My commission expires
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
GEOTECHNICAL ENGINEERING REPORT
PROPOSED EMERGENCY DEPARTMENT EXPANSION
GRANVILLE MEDICAL CENTER
1010 COLLEGE STREET
OXFORD, NORTH CAROLINA
STEWART GEOTECHNICAL PROJECT NO. F9010.00
Stewart Engineering, Inc.
421 Fayetteville Street, Suite 400
Raleigh, NC 27601
T 919.380.8750
F 919.380.8752
GEOTECHNICAL ENGINEERING REPORT
PROPOSED EMERGENCY DEPARTMENT EXPANSION
Granville Medical Center
1010 College Street
Oxford, North Carolina
Stewart Geotechnical Project No.: F9010.00
Prepared For:
GRANVILLE MEDICAL CENTER
1010 College Street
Oxford, North Carolina 27565
June 12, 2009
S
STEWART
06-12-09
Donald W. Brdwn "Jr., PE, LEED AP
Geotechnical Engineering Manager
This report was peer reviewed by an independent consultant, Harold D. Pruitt, PE (NC License No. 9551).
TABLE OF CONTENTS
EXECUTIVE SUMMARY .................................................................................................................................1
PROJECT INFORMATION ..............................................................................................................................1
2.1 Work Authorization ........................................................................................................................2
2.2 Site Location and Description ......................................................................................................2
2.3 Project Understanding ...................................................................................................................2
2.4 Geologic Area Overview ................................................................................................................2
SUBSURFACE EXPLORATION ..................................................................................................................... 3
3.1 Field Testing .................................................................................................................................... 3
3.2 Exploration Results ........................................................................................................................ 3
3.2.1 Surface ................................................................................................ 3
3.2.2 Soil ..................................................................................................... 3
3.2.3 Groundwater ........................................................................................ 4
4 ENGINEERING ASSESSMENT AND RECOMMENDATIONS ....................................................................... 6
4.1 General Discussion ........................................................................................................................ 6
4.2 Foundation Recommendations .................................................................................................... 6
4.2.1 Grouted Helical Piers ............................................................................. 6
4.2.2 Spread Footings .................................................................................... 6
4.3 Slab-On-Grade Recommendations ............................................................................................. 7
4.4 Seismic Design Considerations ................................................................................................... 8
4.5 Retaining Walls ................................................................................................................................ 8
4.5.1 Basement Walls .................................................................................... 8
4.5.2 Landscape/Site Walls ............................................................................. 9
4.6 Shoring Considerations .................................................................................................................. 9
5 CONSTRUCTION CONSIDERATIONS .........................................................................................................10
5.1 Site Preparation ...........................................................................................................................10
5.2 Groundwater ..................................................................................................................................10
5.3 Structural Fill Selection, Placement and Compaction ...........................................................10
5.4 Foundation Evaluations ...............................................................................................................11
5.4.1 Grouted Helical Piers ............................................................................11
5.4.2 Spread Footings ...................................................................................11
Appendix
Figure 1 - Boring Location Diagram
Figure 2 - Civil Survey
Boring Logs
Figures 3 & 4 - Subsurface Profiles
Site Photographs
Seismic Design Values
1 EXECUTIVE SUMMARY
Stewart Engineering, Inc. (Stewart) has completed a geotechnical exploration at the site of the proposed
Emergency Department (ED) Expansion on the campus of Granville Medical Center in Oxford, North
Carolina. A summary of our findings, opinions and recommendations is provided below.
. .
F r of Borings 9
hs (ft) 16-24
Soil Types Encountered (USCS) ML, MH, CL, CH, SM
Old Fill (ft) 3-111/2 (all 9 borings)
Groundwater Elevation (ft) 453-458
Weathered Rock Elevation (ft) 4431/2-451 (2 borings)
Hard Rock Elevation (ft) 443-4511/2 (6 borings)
Seismic Site Characterization D
Recommended Foundation System Deep Foundation - Grouted Helical Piers
1. The old fill encountered appears to be
uncontrolled and poses a significant settlement
risk for conventional spread footings.
2. Numerous buried utilities in the area that may
Other Items of Note require relocation. Poorly compacted backfill in
the associated trenches is also expected.
3. Depending on final siting of the mechanical
room, its excavation may require underpinning
and/or shoring.
The owner/designer/contractor should not rely solely upon the summary table above. This report should
be read in its entirety prior to implementing the recommendations in the preparation of design and
construction documents. Stewart Engineering should be retained to perform sufficient services to
determine plan/specification compliance with the recommendations in this report.
2
Page 2
PROJECT INFORMATION
2.1 Work Authorization
The services discussed herein were proposed in a Stewart Engineering, Inc. proposal dated (revised) April
30, 2009 and authorized by Mr. Bruce Brooks of Granville Medical Center on May 20, 2009.
This report has been prepared for the exclusive use of Granville Medical Center and was completed in
general accordance with the industry standard of care using accepted geotechnical engineering practices.
2.2 Site Location and Description
The subject site is located on the Granville Medical Center campus at 1010 College Street in Oxford,
Granville County, North Carolina. More specifically the ED expansion site is located on the southeast (rear)
corner of the existing hospital building.
The southern portion of the expansion area is currently a grass-covered yard. The northern portion is
occupied by the ED entrance, access drive and patient drop-off area. The ground surface slopes gradually
downward from north to south through most of the proposed building footprint, but the slope increases at
the south end of the footprint. Relief within the proposed building footprint is about approximately 4-6 feet
according to the site survey provided by Granville Medical Center. A copy of this drawing is included in the
Appendix this report as Figure 2 for general reference.
Also shown on the provided drawing are numerous buried utilities and associated structures (manholes,
vaults, etc.) within the proposed expansion footprint. These include one water line with feeds to a hydrant
and into the hospital, seven sanitary sewer lines and five storm sewer lines. Also, during private utility
location, electrical service for the hospital exterior lighting was discovered near the ED entrance.
The existing building has a masonry veneer that is cracking and some of the windows were observed to be
racked, both of which are likely due to structural settlement. The portion of the existing facility that is
labeled "Future Lab" on the Boring Location Diagram (Figure 1 in the Appendix) includes a basement. The
provided as-built drawings by Wilkerson Associates indicate a basement finished floor elevation of 461.13
feet (Sheet S-1, dated May 16, 1992) and a first floor FFE of 471.80 feet (Sheet S-2, dated May 16, 1992)
for most recent hospital additions.
2.3 Project Understanding
It is our understanding that the proposed addition will consist of an L-shaped, single-story building with an
approximately 17,500 square foot footprint. The structure will consist of steel framing, concrete slab-on-
grade and brick veneer. The southern portion of the new addition, below the "Surgery Storage Expansion",
will include a small basement for additional mechanical space. The southern portion of the proposed
structure is also being designed to accommodate the addition of two additional floors. According to input
from Stewart's structural group, the maximum column load is estimated at 150 kips; however, the future
vertical expansion area will require foundations to support a maximum column load of 350 kips. Floor
loads will not exceed 100 pounds per square foot. The proposed expansion FFEs will match those of the
existing building, as mentioned in the preceding section of this report, resulting in up to about 31/2 feet of
fill in the southern portion of the expansion.
The information presented in this section was utilized in the geotechnical analysis. Therefore, if any of the
noted information is incorrect or has changed, please inform us so that we may amend the
recommendations presented in this report, if appropriate or necessary.
2.4 Geologic Area Overview
The project site is located within central Granville County, North Carolina, which lies within the Raleigh
Belt of the Piedmont Physiographic Province of the eastern United States. Review of the Geologic Map of
The Oxford Quadrangle, Granville and Vance Counties, North Carolina (compiled by Jarvis B. Hadley,
1974) indicates that the bedrock below the local area is characterized by medium-coarse- to fine-grained
hornblende gabbro-diorite and quartz diorite.
,AW
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3 SUBSURFACE EXPLORATION
3.1 Field Testing
The subsurface conditions at the site were evaluated with a total of nine soil test borings. The borings
were advanced to depths ranging from approximately 16 feet to 24 feet below the existing grade. All test
locations were marked in the field by Stewart Engineering using the provided site map and measuring
from the onsite features. A Boring Location Diagram (Figure 1), which indicates the approximate test
locations, is presented in the Appendix of this report.
Prior to drilling, Stewart contacted the North Carolina One-Call Center for the location and marking of
buried public utilities. As an added protection, a private utility locating firm was sub-contracted to check
for private utilities in the general vicinity of each boring. This was accomplished using geophysical
methods, with only utilities in the immediate area (possible conflicts) marked.
Soil test borings were advanced at this site utilizing a trailer-mounted CME 45 drilling rig. Drilling was
performed with 21/4-inch (I.D.), hollow-stemmed, continuous flight augers. All boring and sampling
operations were conducted in general compliance with ASTM D1586. At predetermined intervals, soil
samples were obtained with a split-barrel sampler (standard 2-inch O.D.). The sampler was rested on the
bottom of the borehole and driven to a penetration of 18 inches (or fraction thereof) with blows of a
manual 140-pound drop hammer falling 30 inches. Of the 18 inches, the number of hammer blows
required to achieve 6 inches of penetration is recorded for three consecutive segments. The sum of the
blow counts for the second and third 6-inch segment is termed the Standard Penetration Test (SPT)
resistance, or N-value.
The soil samples obtained during the drilling operation were placed in labeled containers and transported
to our lab where they were visually-manually classified and logged by a Professional Engineer. The Boring
Logs are included in the Appendix of this report. Unless otherwise requested, all samples will be disposed
of after 2 months.
3.2 Exploration Results
3.2.1 Surface
Borings B-4 and B-5 were performed in an existing sidewalk and therefore encountered concrete (4
inches) at the ground surface. The remainder of the borings encountered about 5 inches of topsoil
and root mat at the ground surface. Although not encountered in the borings, the general area also
includes mulch and landscaping vegetation in planter beds as well as asphalt pavement and the
associated stone base in the driveway.
3.2.2 Soil
The following is a subsurface description of a generalized nature, provided to highlight the major soil
strata encountered. The stratification of the subgrade materials illustrated on the boring logs
represents the conditions in the actual test locations; therefore, variations should be expected
between borings. Stratigraphy boundaries only represent the approximate depth/elevation of a noticed
material change, and the transition between material types is typically gradual. Furthermore, it is
often difficult to discern between clean fill soil and native material. The ground surface elevations
presented on the Boring Logs and/or referenced in this report were interpolated from provided
topographic information and should be considered approximate. Soils encountered included:
Fill - Fill soils were encountered in all nine borings to approximately 3 to 111/2 feet below the
existing grade. The fill generally consists of Clayey SILT (MH) and Clayey Sandy SILT (ML) with
lesser amounts of Silty Fat CLAY (CH). The fill also contains varying amounts of gravel and organic
material. The N-values within the fill are sporadic, ranging from 4 to 22 blows per foot with an
average of 11 blows per foot. Given the variation in subsurface conditions (soil type and
consistency), the fill appears to be uncontrolled.
Residuum - Residual (native) soils are the product of in-place physical and/or chemical
weathering of the parent bedrock. The residual soils, which underlie the fill soils, consist of stiff
Granville Medical Center ED Expansion
Oxford, North Carolina
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to very stiff Clayey SILT (MH), stiff to hard Sandy SILT (ML) and lesser amounts of very stiff
Silty Lean CLAY (CL) and Silty SAND (SM).
Partially Weathered Rock - Often times a transitional geo-material, referred to as Partially
Weathered Rock (PWR), is encountered between the overlying soil and bedrock or as suspended
layers/lenses within a soil mass. Partially Weathered rock is subdivided into two classes by the
N.C. State Building Code as follows:
• Soft Weathered Rock (SWR) - Defined as "broken or partially weathered rock with
standard penetration resistance (ASTM D1586) between 50 blows per six inches and
50 blows per inch". SWR was encountered in boring B-7 at an approximate elevation
of 451 feet.
• Hard Weathered Rock - Defined as "broken or partially weathered rock normally
having Standard Penetration resistances (ASTM D1586) in excess of 50 blows per
inch". HWR was encountered in boring B-3 just above the bedrock, at an approximate
elevation of 4431/2 feet.
Hard Rock - Hard rock is commonly defined by residual or native material of sufficient hardness to
refuse mechanical auger penetration. Hard rock was encountered in six of the nine borings. It
appears that the bedrock ranges from about elevation 443-4511/2 feet.
3.2.3 Groundwater
Groundwater measurements were attempted at the time of completion of drilling at each of the
borings performed at the site. Five of the nine holes were left open for 24 hours to obtain stabilized
groundwater readings. Following 24-hour measurements, the boreholes were backfilled with auger
cuttings (soil).
Groundwater was encountered in each of the five boreholes that remained open overnight, as shown
in the table below. Also shown in this table are the estimated groundwater depths for remaining four
borings that were backfilled prior to departure from the site. These depths are based on the depth of
the first wet soil sample in correlation to the surrounding groundwater table depths.
0-Hr GW 24-Hr GW Wet Soil GW
Boring
ft ft Depth, ft ft
B-1 Dry BF 131/2-15 13* 458*
SS-5
B-2 Dry BF 131/2-15 13* 457*
SS-5
B-3 Dry 14 131/2-15 14 453
SS-5
B-4 Dry BF 131/2-15 13* 457*
SS-5
B-5 Dry BF 131/2-15 13* 457*
SS-5
B-6 Dry 13 131/2-15 13 454
SS-5
B-7 Dry 13 131/2-15 13 456
SS-5
B-8 Dry 12 131/2-15 12 454
SS-5
B-9 Dry 12 131/2-15 12 456
SS-5
*These depths/elevations are estimated based on the depth to wet soil samples and groundwater depths
in the surrounding borings. BF=Backfilled
Avg
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The groundwater conditions represent the conditions at the time of the exploration. Fluctuations in
groundwater levels are common and should be expected. Common factors that influence groundwater
levels include, but are not limited to, soil stratification, climate/weather, nearby bodies of water (lakes,
ponds, etc.), underground springs, streams, rivers and surface water discharge. At the onset, as well as
continually throughout the construction process, the contractor should monitor groundwater levels if
determined to be detrimental to the project. Management of groundwater can significantly impact
construction procedures/practices, schedules and project budgets.
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4 ENGINEERING ASSESSMENT AND RECOMMENDATIONS
4.1 General Discussion
Based on the subsurface conditions encountered during the field exploration program, the construction
considerations discussed in Section 5 of this report and the estimated loads of the proposed structure,
it appears that the use of conventional spread footings over the old fill will result in excessive
settlement. This is due to the highly variable consistency/compaction and low strength of the old fill.
As such, the expansion will require the complete removal of the old fill or the use of a deep foundation
(helical pier) system. Given the quantity of the old fill that would require removal, we anticipate that a
helical pier system will be more economical, less disruptive to hospital daily operations and will require
less time.
4.2 Foundation Recommendations
4.2.1 Grouted Helical Piers
Based on the old fill across the entire site, we recommend using grouted helical piers installed into the
underlying residuum to support the structural loads imposed by the building. This will enable the loads
to be transfer to a deeper, more competent soil stratum. Helical piers are foundation elements
consisting of a steel shaft with one or more circular steel bearing plates (helixes), followed by steel
shaft extensions, that are advanced as a unit into the subgrade by mechanical twisting. Between each
extension, a lead displacement plate is also installed to ream the hole around the shaft and to pull
grout down into the hole. The installation equipment typically consists of a backhoe, skid-steer or
mini-excavator.
We recommend using helical piers with a minimum shaft diameter of 13/4-inches with an allowable
compression capacity of 45 kips using a F.O.S. of 2.0. The piers should be advanced through the fill
and into the residuum until the necessary torque is achieved to provide the 45 kip capacity. If
adequate torque is not achieved in the residual soils, then the piers will need to be extended to the
underlying weathered rock/rock, which is about 20-30 feet below the FFE of 471.80 ft. Typically when
helical piers are extended to rock, the piers are not able to achieve the predetermined torque and the
piers spin on top of the rock. Therefore, since this condition could be encountered, we advise that the
contractor include at least one static load test in the bid for capacity verification purposes. If the piers
do not reach the rock, the load test will not be needed and thus the owner should receive a credit. For
bidding purposes, we suggest that pricing be based on 25-foot piers with an add-deduct price for
variations in installation depths (typically per extension).
Total settlement of a foundation system supported by helical piers bearing on the weathered rock or
rock is expected to be less than 1 inch. Please note that helical piers provide negligible lateral load
resistance; therefore, lateral foundation loads should be resisted using battered piers or passive soil
pressure around the pile caps.
4.2.2 Spread Footings
After reviewing the provided project information presented earlier in this report and the subsurface
conditions encountered, it has been determined that the use of conventional spread footings will result in
excessive total and differential settlements. As such, the use of a spread foundation system will require
the complete removal of the existing fill. Since this fill extends below the adjacent (existing) foundations,
removal of the fill will be very difficult and require extensive shoring and underpinning of the existing
construction. These factors will likely make this option less economically attractive when compared to the
helical pier system discussed above; however, we are providing it as a potential option for pricing and cost
comparison if so desired.
Provided that the old fill is completely removed from within the expansion footprint and replaced with
compacted structural fill as discussed later in this report, we recommended that an allowable net soil
bearing pressure of 2,500 pounds per square foot (psf) be used for the design of building foundations. This
bearing capacity should be used to determine the foundation sizes for the final loading condition (i.e. after
S Granville Medical Center ED Expansion
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the future two-story vertical expansion). The allowable bearing pressure should include dead load plus
sustained live load. Basement foundations that are to be covered with backfill should also be designed to
account for the soil loading. For bearing and frost depth considerations, we recommend that all
foundations bear at least 18 inches below the surrounding finished grade.
Based on the recommended bearing capacity and a maximum column load of 150 kips, post-
construction settlement for the proposed single-story expansion is expected to be on the order of 1/2-
inch. Differential settlements within the proposed single-story expansion are expected to range up to
1/4-inch over a typical 40-foot span. However, upon addition of the two future floors, additional
settlements will be realized by the structure. We estimate that the reported maximum column load of
350 kips (total after vertical expansion) will result in an additional '/z-inch of total settlement and
about another 1/4-inch of additional differential settlement.
Please note that since the existing building has been in place for about 12 years, we expect that its
foundation soils have likely undergone primary consolidation/settlement and thus any settlement of
the new building will be differential to the older construction. As such, building connection details
should accommodate for the anticipated movement. In addition, several of the proposed footings will
be located near (behind) the existing basement wall and thus this new loading should be properly
analyzed during the design phase.
Soil forces may be used to resist both uplift and sliding of the footings. Soil adjacent to the footing will
provide passive resistance to lateral movement, while the soil at the footing base will also provide
resistance to lateral movement via friction. We recommend a passive earth pressure coefficient (Kp) of
2.77 and an ultimate friction coefficient (d) of 0.30 for foundation design. We recommend that a safety
factor of at least 1.5 be used to determine the soil's allowable passive resistance and the soil's allowable
friction. We also recommend using a moist unit weight of 120 pcf to compute the soil mass weight. The
volume of the soil mass for uplift may be calculated by assuming that it extends 30 degrees (from vertical)
from the top perimeter edge of the footing to the ground surface.
4.3 Slab-On-Grade Recommendations
Based on the conditions encountered at this site, we expect that the existing fill will provide adequate
support for the proposed slab-on-grade. In the slab design, we recommend placing a stone layer
below the slab to provide uniform support and to provide a capillary break from the subgrade soils.
We recommend using Aggregate Base Course (ABC) stone or an open-graded crushed stone (e.g. No.
57 stone); however, it is our experience that open-graded crushed stone can collect water during
periods of rain and cause saturation and softening of the subgrade soils prior to placement of the floor
slab. Therefore, construction sequencing/timing, and the season in which the stone is placed, should
be taken into consideration. Prior to stone placement, the slab support soils should be evaluated to
check stability and soil conditions.
The design of the concrete slab-on-grade should be based on Westergaard's modulus of subgrade
reaction (k). We estimate the soil k-value to be about 100 pci for the near surface soils encountered
at this site; however, the placement of the above-mentioned stone base will increase the modulus
depending on its thickness. We recommend placing 4 to 6 inches of stone beneath the slab-on-grade
and using the following corresponding k-values during design, often referred to as keff• If the floor slab
design is sensitive to K, we recommend performing plate load testing in accordance with ASTM D1196
to allow refinement of the provided k-values.
We also recommend the installation of a vapor retarded/barrier below the addition slabs as a measure
of protection against water vapor intrusion. Even in the absence of groundwater, water vapors in the
soil can rise and collect just below the slab. This buildup of moisture typically leads to moisture
transmission through the slab and could damage flooring and/or cause elevated moisture levels within
AW, J Granville Medical Center ED Expansion
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Page 8
the structure. To reduce such, we recommend considering the use of a vapor retarder meeting ASTM
E-1745. The vapor barrier should be installed per the ACI guidelines (ACI 302.2R) and ASTM E-1643.
It is important to point out that cracking of concrete is normal and should be expected. Proper jointing of
slabs is paramount in the control of cracking. The American Concrete Institute (ACI) recommends a
maximum panel size (in feet) equal to approximately three times the thickness of the slab (in inches) in
both directions. Controlling the water-cement ratio of the concrete, particularly after batching, and
including fiber reinforcement in the mix can also help reduce shrinkage cracking.
4.4 Seismic Design Considerations
Per the 2009 N.C. State Building Code, a locally amended adoption of the 2006 International Building
Code (IBC), the design of a structure must consider dynamic forces resulting from seismic events,
regardless of their likelihood of occurrence. As part of a generalized procedure to estimate seismic
forces, the code assigns a Seismic Site Classification (letter designation of Class A through F) based
on the subgrade soil/rock conditions within the upper 100 feet of the ground surface at the subject
site.
Based on the SPT N-values recorded from the soil test borings, the subject site is consistent with a
Seismic Site Class "D". The corresponding Mapped Acceleration Values (Ss & S1), Site Coefficients (Fa
& Fv), Adjusted Spectral Accelerations (SMs & SM1) and Design Spectral Accelerations (SDs & SD1)
are included in the Appendix of this report. These values are based on the NEHRP (2003) values and
obtained via the on-line U.S. Geologic Survey (USGS) Ground Motion Parameter Calculator located at
http://earthquake.uscis.gov/research/hazmaps/`desicin.
The following paragraphs briefly discuss our qualitative assessments of the other seismic-related issues.
Detailed quantitative analyses for these items were not included in our Scope of Work and are not
considered necessary at this time given the development plans and the subsurface conditions
encountered.
Liquefaction Hazard - Risk level is low - The soils encountered were of sufficient fines
content and density to render them not readily liquefiable.
Slope Stability - Risk level is low - Based on the presumed grading, significant cut and fill
slopes are not planned for construction.
Surface Rupture - Risk is low - No known active faults underlie the site.
4.5 Retaining Walls
4.5.1 Basement Walls
The onsite lean SILTS (ML) and Silty SANDS (SM) are typically suitable for use as basement wall backfill.
We do not recommend the use of soils that have high clay contents, such as the MH-, CL-, or CH-soil. Soil
should be compacted to the degree specified later in this report, yet extreme care should be given to
compaction efforts behind retaining walls as to not to exert excessive lateral stress on the wall. Fill placed
within 5 feet of the wall should be placed in 6-inch loose lifts and compacted with lightweight tampers
such as a sled tamp, jumping-jack or a small walk-behind roller.
Basement walls should have sufficient drainage to alleviate hydrostatic pressure. This may consist of No.
57 stone encased in filter fabric (nonwoven) or a composite drain board, either of which should be
connected to the necessary piping to transport any collected water away from the rear of the retaining
wall. This may require the discharging into the existing storm sewer system. Also, where waterproofing of
basement walls is specified, adequate protection of the waterproofing material should be provided to
prevent damage during backfilling operations.
Since basement walls are rigid and stationary (restrained from deflection and/or translation), we
recommend the use of the at-rest earth pressure coefficient (ko). In the absence of the laboratory test
data necessary to determine the typical retaining wall design parameters, which was not included in our
scope, we are providing the following estimates for the soils encountered at the site.
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F:Materiza I Internal
Friction
Angle% ?
Moist Unit
Weight, y Earth Pr
Coeffi
Active essure
cients
At-Rest
Condition

SM .

30

130
Ka
0.33 ,
ko
0.50
ML 28 120 0.36 0.53
MH 24 120 0.42 0.59
#57 Stone 38 100 0.24 0.38
Note: Passive parameters for retaining wall foundation design should use the criteria in Section 4.1.1
of this report
*Effective condition. No cohesion recommended by NCMA orAASHTO MSE wall guidelines. **Retained
zone only (i.e. not to be used for backfill in the reinforced zone).
Values assume level backfill and no account for seismic (earthquake) forces.
4.5.2 Landscape/Site Walls
The National Concrete Masonry Association (NCMA) recommends that mechanically-stabilized earthen
(MSE) wall backfill within the reinforced (geogrid) zone have a maximum on 35 percent fines (material
passing the #200 sieve). This criterion limits wall backfill to sand or other granular material. Therefore,
readily available soils at this site are not likely to be suitable for MSE wall construction using the NCMA
recommendations. However, it has been our past experience that low elasticity SILTS (ML) similar to those
encountered onsite are often used during wall construction, but such a decision must be made by wall
designer and the appropriate soil strength parameters should be incorporated into the wall design.
For cantilevered or free-standing walls that are allowed to move without top restraint, we recommend the
use of the active earth pressure coefficient (ka) and the other pertinent parameters in the above table.
However, if the wall is movement-critical and minimal wall deflection is required, the at-rest (ko) earth
pressure coefficient should be used in the design.
In the design of MSE retaining walls, we suggest the incorporation of a chimney drain at the rear end of
the geogrid (at the face of the retained soil), as well as a blanket drain at the bottom of the wall, to reduce
hydrostatic pressures on the wall. This may consist of No. 57 stone encased in filter fabric (nonwoven) or
a composite drain board, either of which should be daylighted. Furthermore, the designer should verify
acceptable global stability and settlement in addition to the standard internal stability analysis.
4.6 Shoring Considerations
The proposed mechanical room will be excavated near, and possibly adjacent to, the existing Imaging
Unit and Surgery Unit foundations. This excavation is expected to extend about 9 feet below the
adjacent foundation. If so, temporary shoring and/or underpinning will be necessary. Assuming that
the owner selects the helical pier foundation system, helical piers can also be used to provide shoring
and underpinning support if needed. If not, other such systems like sheet piling, pile-and-lagging, jet-
grouting, and/or mini-piles can be used for these functions. Temporary underpinning and shoring
designs are typically design-build functions performed for the contractor based on the anticipated
construction approach (i.e. means and methods).
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5 CONSTRUCTION CONSIDERATIONS
5.1 Site Preparation
Initially, all topsoil, vegetation, pavement, demolition debris and any other unsatisfactory/deleterious
materials should be removed from the proposed areas scheduled for site development for a lateral
distance of at least 5 feet beyond the limits of new construction. If poorly compacted utility trench
backfill is encountered, it should be removed and replaced to sufficient depth as determined at the time of
testing.
After stripping in the areas to receive fill, we recommend that the near-surface soils be assessed by means
of proofrolling. This should be performed prior to fill placement or other construction and in the presence
of the owner's testing agency. We recommend proofrolling with a loaded, tandem-axle dump truck with
repeated passes over the subject area. The area should also be assessed with a probe rod to identify
isolated soft areas that need repair prior to filling operations. Deficient areas should be repaired as
recommended by the owner's testing agency.
The onsite silts will be moisture sensitive and will likely become unstable due to the presence of excess
moisture (water) and construction traffic loading. Therefore proper site drainage should be maintained
during earthwork operations. If not, the accumulation of water will result in construction delays. Common
approaches to reduce wet weather delays include grading the area so that surface water flows away from
the site, sealing the surface with a smooth-drum roller at the end of each day or prior to precipitation
events, lime/cement treating critical areas to resist water penetration and/or forming temporary ditches,
swales, berms or other surface water diversion features.
5.2 Groundwater
Given that groundwater was encountered at a depth of about 5 feet below the assumed mechanical room
FFE, we do not anticipate that groundwater will significantly impact the proposed construction. However,
pockets of perched water may be encountered during site excavations that will require pumping from a
sump point. A perched water condition is most likely to be encountered in the fill mass.
5.3 Structural Fill Selection, Placement and Compaction
Any material utilized as structural fill should not contain rocks greater than 3 inches in diameter or
greater than 25% retained on the 3/4-inch sieve. Structural fill material should not contain more than
4% (by weight) of organic matter or other deleterious material. Structural fill should possess a
Maximum Dry Density (MDD) of 95 pounds per cubic foot (pcf) or greater as determined by the
Standard Proctor Compaction Test (ASTM D698). It is preferable for the Plasticity Index (PI) of
structural fill soil to not exceed 25 and the Liquid Limit (LL) not exceed 50, as determined by
Atterberg Limit testing (ASTM D4318). This corresponds to Unified Soil Classification System (USCS)
soil designations of SM, ML, and some CL and SC in this region.
In order to utilize the onsite elastic silts (MH), which do not meet the above criteria, such material can
be used at depth of 4+ feet below the finished grade inside the proposed building footprint plus an
additional 10 feet beyond the building perimeter. In proposed pavement areas, these materials can be
used to 18 inches below finished subgrade elevation.
Fill material required to establish subgrade elevations should be placed in 8-inch thick (or less) loose lifts.
Fill soils should be compacted to the values shown in the following table, as determined by the Standard
Proctor Compaction Test (ASTM D698). The moisture content of the controlled fill should be maintained
within f30/o of the material's optimum moisture content as determined by the Standard Proctor
Compaction Test; however, slight deviation from this can sometimes be tolerated depending on the
grading plan. Such deviation should be considered by the engineer representing the
owner's/contractor's material testing firm. Some moisture conditioning of fill soils may be necessary
prior to placement, of which drying during the "wet season" always proves to be the most challenging.
Granville Medical Center ED Expansion
S Oxford, North Carolina
Page 11
Building Pad 1 98
Sidewalks, Utility Pads, 95
Pavement etc.
Non-Structural Areas 90
Note: Compaction effort of utility backfill should be based on
placement location.
It is recommended that the placement and compaction of structural fill be monitored by an independent
testing agency working for the owner. We recommend that compaction testing be performed at the
following rates:
• Building Pad - 1 test per lift per 2,000 square feet of fill placed (minimum)
• Parking Lot - 1 test per lift per 5,000 square feet of fill placed (minimum)
• Trench backfill - 1 test per lift per 100 feet of trench backfill (minimum)
5.4 Foundation Evaluations
5.4.1 Grouted Helical Piers
Helical pier installation should be performed by an experienced contractor with properly suited equipment
and tooling. The contractor shall provide the most suitable pier, taking into account the subsurface
conditions discussed in this report, and establish the required torque value to achieve the design capacity.
This information should be submitted to the Geotechnical Engineer for review at least 2 weeks before
mobilizing to the site.
The contractor's installation equipment should be in good working order and have a pressure or torque
gauge to monitor resistance as the pier is advanced into the subgrade. If a pressure gauge is used, it shall
be calibrated to the applied torque with proper documentation of the calibration proved to the inspector for
review; however, to confirm the field torque correlations, we recommend using a shear pin torque limiter
for the first 10 piers (minimum). The torque should be monitored and recorded for each pier on a full-time
basis by the owner's testing agency. At minimum, this monitoring should document pier placement, pier
type, installation equipment/method, torque applied at termination, termination/tip elevation, cut-off
elevation, grouting operations and any obstruction or subsurface anomalies encountered. Connection
details relating to the pile cap connection should also be checked during pile cap steel inspection. The
grout used in the piers should be sampled and tested to verify compressive strength.
5.4.2 Spread Footings
Following the removal of the old fill and establishing the finished subgrade, should this approach be
implemented, footing excavations should be performed using bucket with a flat cutting edge (no
teeth) to reduce disturbance of the exposed bearing soil. Once excavated, the footings should be
cleaned of loose material and protected from disturbance. This includes protection surface water run-
off and freezing. If water is allowed to accumulate within a footing excavation and soften the bearing
soils, or if the bearing soils are allowed to freeze, the deficient soils should be removed from the
excavation and rechecked by the testing firm prior to concrete placement. When concrete cannot be
placed immediately, we recommend placing a mud-mat to protect the bearing soil, but only following
the footing evaluation.
Foundation bearing materials, and sometimes slab support soils, should be checked during construction to
verify satisfactory bearing conditions, materials and strength. We recommend using a 1/2-inch diameter, T-
handled probe rod for an overall qualitative assessment throughout the foundation excavations, followed
by strategically-placed hand auger borings and Dynamic Cone Penetrometer (DCP) testing for quantitative
evaluation. Such testing should be completed prior to stone, steel or concrete placement. Unsuitable soil
detected during this evaluation should be repaired as directed by the owner's testing agency.
AOL S' Granville Medical Center ED Expansion
Oxford, North Carolina
Page 12
Based on the fill conditions encountered, undercutting and replacement should be expected in the areas of
borings B-5, B-9 and adjacent to the existing basement walls. Replacement is recommended to consist of
compacted fill soil or compacted aggregate base course (ABC) stone. The use of No. 57 stone should only
be considered for shallow interior applications due to the stone's ability to collect water and soften the
subgrade. Use of No. 57 stone as a backfill material should not be permitted without the approval of the
owner's testing agency.
Granville Medical Center ED Expansion
`7 Oxford, North Carolina
BORING LOCATION DIAGRAM
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STEWART BORING NUMBER B-1
421 Fayetteville St., Suite 400 PAGE 1 OF 1
S
Raleigh, North Carolina 27601
C
Telephone: [phone]
Fax: [phone]
CLIENT GRANVILLE MEDICAL CENTER PROJECT NAME EMERGENCY DEPARTMENT EXPANSION
PROJECT NUMBER F9010.00 PROJECT LOCATION OXFORD, NORTH CAROLINA
DATE STARTED 6/3/09 COMPLETED 6/2/09 GROUND ELEVATION 471 ft BORING DEPTH 20 ft
DRILLING CONTRACTOR CAROLINA DRILLING 0-HR GWL DRY STAB. GWL BF CAVE-IN
DRILLING METHOD HSA AUGER SIZE 2.25 NOTES:
DRILL RIG CME 45 HAMMER TYPE MANUAL
LOGGED BY DWB
A SPT N-VALUE (BPF) A
J
m
v
tZ
0
10 20 30 40 50 60 70 80 90
p w j PL MC LL
_
Cl)
Q
J :E
U
J
10 20 30 40 50 60 70 80 90
LU _ Q z a- _j p > ? FINES CONTENT (%) ?
Cf) MATERIAL DESCRIPTION
p W (n 06 U fn 10 U Z 10 20 30 40 50 60 70 80 90
0
4 OL Q "' -TO SOIL 470.6
.

0
0, FILL - RED-BROWN, CLAYEY SANDY SILT & SANDY CLAYEY SILT - MOIST
ML 0
0 0
0 SS 5 9 13 22

3.0 0 0
468.0
:..:...: ...:...:...:...:...
............
RESIDUUM - STIFF TO VERY STIFF, TAN, FINE TO MEDIUM SANDY SILT - MOIST TO
SLIGHTLY WET
2 7 10 12 22
SS
3 8 6 8 14
:. ...:...:...:.....:...:...:...
SS

568

14
...:...:...:
...: .:...:...:........
4

5 5 10 10 20
17.5 453.5
VERY STIFF, TAN AND BROWN, MICACEOUS, SANDY SILT WITH WEATHERED ROCK
FRAGMENTS - SLIGHTLY WET
ML
SS
6
5 7 11
18 ....... .......
20.0 451.0
BORING TERMINATED
Note: SPT Blow Counts are per 6 inches ofpenetrahon unless otherwise noted.
STEWART BORING NUMBER B-2
421 Fayetteville St., Suite 400
S
Raleigh, North Carolina 27601 PAGE 1 OF 1
Telephone: [phone]
Fax: [phone]
CLIENT GRANVILLE MEDICAL CENTER PROJECT NAME EMERGENCY DEPARTMENT EXPANSION
PROJECT NUMBER F9010.00 PROJECT LOCATION OXFORD, NORTH CAROLINA
DATE STARTED 6/3/09 COMPLETED 6/3/09 GROUND ELEVATION 470 ft BORING DEPTH 18.5 ft
DRILLING CONTRACTOR CAROLINA DRILLING 0-HR GWL DRY STAB. GWL BF CAVE-IN
DRILLING METHOD HSA AUGER SIZE 2.25 NOTES:
DRILL RIG CME 45 HAMMER TYPE MANUAL
LOGGED BY DWB
A SPT N-VALUE (BPF) A
m F W
EL
p
a
10 20 W 40 50 W 70 W 90
O w j w PL MC LL

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(D
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3: 3:
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>
? FINES CONTENT (%) El
0 Z) W (n o25 (0 U) 00 U Z 10 20 30 40 50 60 70 80 90
0.4 OL TOPSOIL 4 .6
FILL - BROWN, CLAYEY SANDY SILT - MOIST
ML SS 9 8 7 15
3.0 467.0
:. .....................
:...:...:...
RESIDUUM - VERY STIFF, TAN SILTY LEAN CLAY - MOIST

CL

2S

6 8 11 ............
........... ....... .:.....
19
5.5 464.5
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SS
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...:...:...:...

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5 7 19 23 42

18.5
451.5
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2510" ...:...:...:...:...:...:...:...:... .

100
AUGER REFUSAL 6
Note: SPT Blow Counts are per 6 inches of penetration unless otherwise noted.
STEWART BORING NUMBER B-3
421 Fayetteville St., Suite 400
PAGE 1 OF 1
S
Raleigh, North Carolina 27601
C
Telephone: [phone]
Fax: [phone]
CLIENT GRANVILLE MEDICAL CENTER PROJECT NAME EMERGENCY DEPARTMENT EXPANSION
PROJECT NUMBER F9010.00 PROJECT LOCATION OXFORD, NORTH CAROLINA
DATE STARTED 6/2/09 COMPLETED 6/2/09 GROUND ELEVATION 467 ft BORING DEPTH 24.1 ft
DRILLING CONTRACTOR CAROLINA DRILLING 0-HR GWL DRY STAB. GWL 14 ft CAVE-IN
DRILLING METHOD HSA AUGER SIZE 2.25 NOTES:
DRILL RIG CME 45 HAMMER TYPE MANUAL
LOGGED BY DWB
J A SPT N-VALUE (BPF) A
m w
a 0 a 10 20 30 40 50 60 70 80 90
2 0 I}-
ui w PL MC LL

2 >_
cf)

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a U w ? Z
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O j p FINES CONTENT (%) ?
w MATERIAL DESCRIPTION w < m
a
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c
n z
10 20 30 40 50 60 70 80 90
0.4 OL = • TOPSOIL 466.6

00 FILL - RED-BROWN, SANDY CLAYEY SILT - MOIST
SS 445 9

MH
>00

SLIGHTLY WET FROM -3-6 FEET ...................................
...

00 SS
2
323
5 ...:.....:...:...:...:...:...:
6.0 461.0 :...:...:...:...:..: :...:...
RESIDUUM - STIFF, BROWN, CLAYEY SILT WITH BLUE-GRAY CLAY SEAMS -
MOIST TO SLIGHTLY WET SS 4 4 6 10
3 ....... .......
SS
4
346
10 ............:....... :...:...:.......
MH :...:...:...:...:...:...:...:...
14.0 453.0 1 '
STIFF TO VERY STIFF, TAN AND GRAY, SANDY SILT WITH WEATHERED ROCK 5S 6 8 7 15
FRAGMENTS - SLIGHTLY WET
ML
6 3 8 13 21

23.5
443.5 ......................................
24 GM WEATHER ED ROCK - SAMPLED AS CLAYEY SILTY GRAVEL (ROCK 442 9 SS
7 27 50/1" 100
:
.
.
:
.
.
FFRAG
MENTS) .
...
..
...
...
...
..
R REFUSAL

Note: JI'I Clow (:ousts are pert inches of penetratton unless otherwise noted.

Iddw
STEWART BORING NUMBER B,4
421 Fayetteville St., Suite 400
PAGE 1 OF 1
Raleigh, North Carolina 27601
CS
Telephone: [phone]
Fax: [phone]
CLIENT GRANVILLE MEDICAL CENTER PROJECT NAME EMERGENCY DEPARTMENT EXPANSION
PROJECT NUMBER F9010.00 PROJECT LOCATION OXFORD. NORTH CAROLINA
DATE STARTED 6/3/09 COMPLETED 6/3/09 GROUND ELEVATION 470 ft BORING DEPTH 20 ft
DRILLING CONTRACTOR CAROLINA DRILLING 0-HR GWL DRY STAB. GWL BF CAVE-IN
DRILLING METHOD HSA AUGER SIZE 2.25 NOTES:
DRILL RIG CME 45 HAMMER TYPE MANUAL
LOGGED BY DWB
J - A SPT N-VALUE (BPF) A
O = Lu
?
0
10 20 30 40 50 60 70 80 90
p [if w
w PL MC LL
2 fn Q J m U H
Z J 10 20 30 40 50 60 0 80 90
EL a) MATERIAL DESCRIPTION J EL
Q z 3: a _j O ? ? FINES CONTENT (%) ?
? w cn 06 (D U) co L) z 10 20 30 40 50 60 70 80 90
0
3 ' 4: CONCRETE (SIDEWALK) 46A 7
.
FILL - BROWN AND TAN, SANDY SILT WITH SOME SMALL GRAVEL - MOIST
ML SS 3 3 4 7

3.5
466.5 ......................................
RESIDUUM - STIFF TO VERY STIFF, TAN, FINE SANDY SILT - MOIST TO SLIGHTLY
:
:
:
WET SS
2
7 10 11
21 ...
...
...
..........................
SS
3 799 18
...... ....... ........ ........ .......
4 556 11
ML
INTERMITTED, GRAY, FINE SAND INTRUSIONS FROM -13-16 FEET
5 898 17
6 8 10 10 20
20.01 1 11 11 450.0
BORING TERMINATED
wore: srv crow uounts are per o mcnes of penemoon unless ornerwse noted.
STEWART BORING NUMBER B-5
421 Fayetteville St., Suite 400 PAGE 1 OF 1
Raleigh, North Carolina 27601
CS
Telephone: [phone]
Fax: [phone]
CLIENT GRANVILLE MEDICAL CENTER PROJECT NAME EMERGENCY DEPARTMENT EXPANSION
PROJECT NUMBER F9010.00 PROJECT LOCATION OXFORD, NORTH CAROLINA
DATE STARTED 6/3/09 COMPLETED 6/3/09 GROUND ELEVATION 470 ft BORING DEPTH 21 ft
DRILLING CONTRACTOR CAROLINA DRILLING 0-HR GWL DRY STAB. GWL BF CAVE-IN
DRILLING METHOD HSA AUGER SIZE 2.25 NOTES:
DRILL RIG CME 45 HAMMER TYPE MANUAL
LOGGED BY DWB
v A SPT N-VALUE (BPF) A
0
00 v w
tZ
Of

W -
a
10 20 30 40 50 60 70 80 90
O
U)
w PL MC LL
2 Q w
? 2E U Z J 10 20 3030 40 50 60 80 90
uj ? MATERIAL DESCRIPTION W < z 3: IL m 0 Z ? FINES CONTENT (%) ?
(D Cf) 10 20 30 40 50 60 70 80 90
0.3, -2L- CONCRETE (SIDEWALK) 46P 7
FILL - BROWN AND TAN, SANDY SILTY CLAY WITH SMALL GRAVEL AND TRACE
:
00
00, TO SOME ORGANICS - WET -
CH 00
00 SS 1 2 2 4
3.0 . 467.0
00
00,
00 FILL - BROWN AND TAN, SANDY CLAYEY SILT WITH SMALL GRAVEL - WET

00 SS

2

234

7 :...:...:...:.........:...:...:.
MH 00
00

66.0
. 00
83
,
464.0

RESIDUUM -VERY STIFF TO HARD, RED TO BROWN-TAN, SANDY CLAYEY SILT -
3S
50/6"
100 .
MOIST TO SLIGHTLY WET
THIN (-1.51N.) ROCK SEAM AT -6 FEET = °• • • .. • • = • • •. • • •
SS
4
12 14 13
27 ............:......:...:...:.......
MH
INTERMITTED THIN ROCK LAYERS/SEAMS BELOW -13 FEET
SS

5

17 22 16

38
:...:.
........ :...:...:...:..:.......
17.5 452.5
HARD, TAN AND OLIVE-GRAY SANDY SILT - SLIGHTLY WET

ML
6
17 19 26
45 ...:...:...:...:....... ....... ........
21.0, 1 449.0 SS 25/0" 100
AUGER REFUSAL 7
Note: SPT Blow Counts are per 6 inches of penetrah'on unless otherwise noted.
STEWART BORING NUMBER B-6
ILS 421 Fayetteville St., Suite 400
Raleigh, North Carolina 27601 PAGE 1 OF 1
Telephone: [phone]
Fax: [phone]
CLIENT GRANVILLE MEDICAL CENTER PROJECT NAME EMERGENCY DEPARTMENT EXPANSION
PROJECT NUMBER F9010.00 PROJECT LOCATION OXFORD, NORTH CAROLINA
DATE STARTED 6/2/09 COMPLETED 6/2/09 GROUND ELEVATION 467 ft BORING DEPTH 16 ft
DRILLING CONTRACTOR CAROLINA DRILLING 0-HR GWL DRY STAB. GWL 13 ft CAVE-IN
DRILLING METHOD HSA AUGER SIZE 2.25 NOTES:
DRILL RIG CME 45 HAMMER TYPE MANUAL
LOGGED BY DWB
-i Z'
A SPT N-VALUE (BPF) A
w
IL w a 10 20 30 40 50 60 70 80 90
o Z ? [if
w w

>
w PL MC LL

_ cf)

co
Q w
co
J
EL
U
~
Z
J
10 20 30w m w 90
w co MATERIAL DESCRIPTION -j ¢ Z a -j O > 0 FINES CONTENT (%) ?
0 Z) w (n 06 (D (n m U Z 10 20 30 40 50 60 70 80 90
0.4 OL jOPSOIL 466.
FILL - RED AND BROWN, SANDY CLAYEY SILT - MOIST
MH SS
1
5 8 8
16
3.0 464.0
......_ ..............._...
FILL - BROWN SANDY SILT WITH ROOTLETS AND SMALL ROCK FRAGMENTS -
MOIST

ML
2S
877
14 ...:...:...:...:....... ....:...:.......
5.5 461.5
RESIDUUM - STIFF, BROWN AND TAN, SANDY CLAYEY SILT WITH SOME CLAY
:
:
:
:
:
:
:
:
:
SEAMS - MOIST ..
...
...
...
...
...
...
...
...
SS
3 567 13
....... ........

MH
4S
356
11 ...:...:...:...:.......:...:...:.....
13.0 454.0 1 .
.
.
.
.
.
.
.
DENSE, GRAY, SILTY SAND WITH ROCK FRAGMENTS AND RED CLAY SEAMS - .....
...
...
...
...
...
...
SLIGHTLY WET

SM

. '.

'•, :

: SS

5

5 16 23

39
.:...:...
..:...:...:..:.......
16.0 451.0 SS 25/0" 100
AUGER REFUSAL 6
STEWART BORING NUMBER B-7
(s: 421 Fayetteville St., Suite 400 PAGE 1 OF 1
Raleigh, North Carolina 27601
Telephone: [phone]
Fax: [phone]
CLIENT GRANVILLE MEDICAL CENTER PROJECT NAME EMERGENCY DEPARTMENT EXPANSION
PROJECT NUMBER F9010.00 PROJECT LOCATION OXFORD, NORTH CAROLINA
DATE STARTED 6/2/09 COMPLETED 6/2/09 GROUND ELEVATION 469 ft BORING DEPTH 18.9 ft
DRILLING CONTRACTOR CAROLINA DRILLING 0-HR GWL DRY STAB. GWL 13 ft CAVE-IN
DRILLING METHOD HSA AUGER SIZE 2.25 NOTES:
DRILL RIG CME 45 HAMMER TYPE MANUAL
LOGGED BY DWB

2

w
? _j

}

U)
Z)

ATERIAL DESCRIPTION

p

Q
J
w w
d
I}- w
LU
CL Co
Q Z
fn 06 v

U

3:
0

o
Z
a _j O
(n M U
a

w
J
>
Z A SPT N-VALUE (BPF) A
10 20 30 40 50 60 70 80 90
PL MC LL

10 20 3070 80 90
El FINES CONTENT (%) El
10 20 30 40 50 60 70 80 90
0.4 OL TOPSOIL 468.6
FILL - RED AND TAN, CLAYEY SANDY SILT - MOIST

ML 00
00
SS
4 8 6
14
00
00,

33.0
. 00
92
466.0
PO?N
>00
1>00 FILL - RED AND BROWN, SANDY CLAYEY SILT WITH SOME GRAVEL - MOIST
1>00 SS

2

3 8 9

17 :. ...:...:........
:...:...:...:.
MH

6.0 >00
463.0
RESIDUUM - VERY STIFF TO STIFF, RED-BROWN AND TAN, SANDY CLAYEY SILT -
MOIST SS 6 7 9 16
3 :. .:..... .........:....:...:.......

MH
4
458
13 ...........
13.0 456.0 1
DENSE, GRAY, SILTY SAND WITH ROCK FRAGMENTS AND RED CLAY SEAMS - WET
5 5 12 23 35
SM
18.0 :.: 451.0
...:...:...:.
:
:
:

GC
SOFT WEATHERED ROCK - SAMPLED AS CLAYEY GRAVEL (ROCK FRAGMENTS) ..
...
...
..
18.9 450.1 rXI SS 50/5' 100
c STEWART BORING NUMBER B-8
421 Fayetteville St., Suite 400
Raleigh, North Carolina 27601 PAGE 1 OF 1
Telephone: [phone]
Fax: [phone]
CLIENT GRANVILLE MEDICAL CENTER PROJECT NAME EMERGENCY DEPARTMENT EXPANSION
PROJECT NUMBER F9010.00 PROJECT LOCATION OXFORD, NORTH CAROLINA
DATE STARTED 6/2/09 COMPLETED 6/2/09 GROUND ELEVATION 466 ft BORING DEPTH 21 ft
DRILLING CONTRACTOR CAROLINA DRILLING 0-HR GWL DRY STAB. GWL 12 ft CAVE-IN
DRILLING METHOD HSA AUGER SIZE 2.25 NOTES:
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STEWART BORING NUMBER B-9
,AW S' 421 Fayetteville St., Suite 400 PAGE 1 OF 1
Raleigh, North Carolina 27601
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CLIENT GRANVILLE MEDICAL CENTER PROJECT NAME EMERGENCY DEPARTMENT EXPANSION
PROJECT NUMBER F9010.00 PROJECT LOCATION OXFORD, NORTH CAROLINA
DATE STARTED 6/2/09 COMPLETED 6/2/09 GROUND ELEVATION 468 ft BORING DEPTH 21 ft
DRILLING CONTRACTOR CAROLINA DRILLING 0-HR GWL DRY STAB. GWL 12 ft CAVE-IN
DRILLING METHOD HSA AUGER SIZE 2.25 NOTES:
DRILL RIG CME 45 HAMMER TYPE MANUAL
LOGGED BY DWB

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Photograph #2: View of existing building, looking northwest. Boring B-6 (white flag) in view.

rnotograpn view looking north-northwest, boring B-6 (white flag) in view.
ED entrance and stairwell to basement mechanical area in the background.
IVLVUI UPI I %-IuZAC-UN view yr CracKing masonry shown in Photograph #4.
Photograph #6: View of cracking masonry along the outside of the Imaging Unit (proposed
Surgery Storage Expansion area).
SEISMIC DESIGN VALUES
2003 NEHRP SEISMIC DESIGN PROVISIONS
Latitude = 36.325945
Longitude = -78.593023
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0,Fv = 1.0
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 0.179 (Ss, Site Class B)
1.0 0.071 (S1, Site Class B)
Spectral Response Accelerations SMs and SM1
SMs = Fa x Ss and SM1 =FvxS1
Site Class D - Fa = 1.6,Fv = 2.4
Period Sa
(sec) (g)
0.2 0.286 (SMs, Site Class D)
1.0 0.171 (SM1, Site Class D)
Design Spectral Response Accelerations SDs and SD1
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Site Class D - Fa = 1.6 Fv = 2.4
Period Sa
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0.2 0.191 (SDs, Site Class D)
1.0 0.114 (SD1, Site Class D)
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LEGEND

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LEGEND � SURVEY NOTES:
BOUNDARY LINE
RIGHT-OF-WAY ^ / VERTICAL 88 CONTROL HORIZONTAL
AROLINATSTTATE PLANE COORDINATES
NAD 83(NSRS 2007)
THIS MAP IS A RESULT OF A SURVEY OF AN EXISTING BUILDING OR OTHER STRUCTURE
RAILROAD RIGHT-OF-WAY `I SUCH AS A NATURAL FEATURE OR WATERCOURSE. THIS IS NOT A BOUNDARY SURVEY.
U ^ THIS MAP IS EXEMPT FROM NCGS 47-30, AND IS NOT TO BE RECORDED
® — — — LOT UNE v �� -- NOTES
1) HORIZONTAL AND VERTICAL CONTROL BASED ON GPS POINTS SET ON SITE UTILIZING VRS.
-- - -
` --- EXISTING CONTOUR MAJOR 2) ALL DISTANCES ARE HORIZONTAL GROUND DISTANCES UNLESS OTHERWISE NOTED.
d a 3) NO BOUNDARY WORK PERFORMED DURING THIS SURVEY.
4
---- - - --- ---- EXISTING CONTOUR MINOR )
/ /y' + \ ALL LOCATIONS OF UNDERGROUND UTILITIES SHOWN HEREON ARE BASED ON ABOVE
EXISTING ROAD/SIDEWALK EASEMENT ® �I�l i ' ' / GR APPURTENANCES AS WELL AS CONSTRUCTION AND SURVEY DRAWINGS PROVIDED
GROUND A URTEN
' � �i/ ��� �' j l`� - BY OWNER, AS WELL AS DRAWINGS PROVIDED BY GRANVILLE HEALTH SERVICES.
/6es/ % ' % i \ LOCATIONS OF UNDERGROUND NON-VISIBLE UTILITIES/STRUCTURES MAY VARY FROM
— c> STORM SEWER PIPE
Q ^% LOCATIONS SHOWN HEREON. ADDITIONAL BURIED UTILITIES/ STRUCTURES MAY BE
��jo Asphalt ENCOUNTERED. NO EXCAVATIONS WERE MADE DURING THE PROCESS OF THIS SURVEY TO
❑ CATCH BASIN '%j /n°r' Parking LOCATE BURIED UTILITIES/STRUCTURES. NO SUE LOCATIONS DONE AT THIS TIME.
5) THIS MAP IS SUBJECT TO ANY FACTS THAT MAY BE DISCLOSED BY A FULL AND
SANITARY SEWER MANHOLE e z i '' "'"`
Lot ACCURATE TITLE SEARCH.
�; i / i h i/ !Antenna ~' 6) THIS PLAT IS SUBJECT TO ANY EASEMENTS, AGREEMENTS, OR RIGHTS-OF-WAY OF RECORD
C / AMBULANCE 3 +° PRIOR TO DATE OF THIS PLAT, WHICH WAS NOT VISIBLE AT THE TIME OF INSPECTION.
SANITARY SEWER CLEAN OUT
O Y "~
ONE BUILDING
SANITARY SEWER LINE {{ 7) THIS MAP NOT SUBMITTED TO OR APPROVED BY ANY PLANNING AGENCY.
8) ALL BEARINGS ARE GRID BEARINGS UNLESS OTHERWISE NOTED.
�� \/ STORY 1040 t METAL Z 9) WITH THE EXCEPTION OF EASEMENTS, ALL LINES NOT SURVEYED ARE CLEARLY MARKED BY
W— w WATER LINE BRICK '\ CARPORT 5 DASHED LINES.
4 - �- :- �` j' \\ \ 10) PRECISION = 1 : 10,000+
11) PROPERTY LOCATED IS NOT IN A FLOOD ZONE, AS SHOWN ON FIRM MAP 3720191300J,
D4 WATER VALVE / �'%, /� \ y d a? AMBULANCE PANEL If 1913, EFFECTIVE APRIL 16, 2007, ALSO FIRM MAP 3720192300J, PANEL # 1923,
�-� PARKING EFFECTIVE APRIL 16, 2007.
0 FIRE HYDRANT`�1, SHED 12) EASEMENT WIDTHS NOT KNOWN AT THIS DATE FOR UTILITY LINES, IF ANY.
'/' 13) LOCATIONS OF ALL FINISH FLOOR ELEVATIONS TAKEN INSIDE ENTRANCE(S).
W WA TER METERj i / j / 14) SCALE FACTOR: 0.99998354
❑t ELECTRIC BOX/VAULT \ 4/
Utilities:
LANDSCAPE LIGHT
p�o+ c 4>S +a I Time Warner Cable -[phone]
POWER POLE ��
..._ ��� ; j - > ° � � i , + Progress Energy - [phone]
a� a� _ Public Service Company of NC - [phone]
- GUY WIRE / \�
-- vw vw — UNDERGROUND POWER LINES /Tdp=4 x.131 ' i{ +k� "�� + A
h°. / nv(16)=4 39' I f j'\\` j / / Asphalt / i ! NCOL - [phone]
/ O 6 / _.f._ Inv(out)=471. 7' Parking !
-wv, ---\Nv OVERHEAD POWER LINES Z? I Embarq - [phone]
!.
�O -'' ` '/ f t`\ {� / / Lot
/ x % Oxford Water Works -
[phone]
© COMMUNICATION MANHOLE
o CROSSWALK SIGNAL / �`.,\
/ Ex. YI %I' f i "� Asphalt
Top=474.60' % Parkin
i.
o a nv In 473.67 z
G GAS SIGN / (tom �� / O= \�
/ !� h ! �i'v +a Inv(Out)=473.48, s� Y' Lot
9
G\J
D4 GAS VALVE a° 9 do / j' -
_
g ❑ GAS METER._ ... /
w
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—uc —uc UNDERGROUND CABLE LINE
J - T" 4
\ To FH Ex. SSMH nv(1nn)467.58'
r , - }
' - / lev-475 92 Top=471.43' Inv(Out)=467.41'
t t UNDERGROUND TELEPHONE LINE / \ \, ,�", Asphalt \ ( \ '
// tia 1 ° \ \ BRANTWOOD 3 E nv(In)=465.44'
+° �', %. L \ �ti ' NURSING HOME nv(Out)=465.20'
UNDERGROUND OXYGEN LINE a —
r * y ' \ � /:. Parkin, \ .�•.> 4,. PVC �� i '�' \ \\r o I 1
\ (NOT SHOO -
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-- Parking
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°
5 RCTREE
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4. SHRUB ONE
2 „
STORY
NpBRICK
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9
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Vo
/ Ex. S
/ Top= 7C
In n)=
NOTES:
1. SITE IS LOCATED WITH IN THE TAR PAMLICO
RIVER BAISIN.
VICINITY MAP: NOT TO SCALE
QUADRANGLE MAP: NOT TO SCALE
R& '
�qi\i rv�P�" j �- p \ •/ `� b2°�{ / _ `�� Ih`° I �� a� / l r r .\ \��-._- rte' A
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-kh-----
00
5
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ut)=453.48
J
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Top 458.40' TO Ex.
Ex-\ 455 -- — -
n Inv(In)N=452.40' ��B Inv(In)N=453.10' + �o Top=458.O�TC.) — /�
'�- Inv(In)W=451.85' Tom• Inv(1n)W=450. ahs Inv(In)=454.40' - Granville County, N.C. _
S nv In S-453.46' PK Nail In nv{Out)=450.70' nv(Out}=453.72' I Oxfor-d--Orphanage Ex. SSMH
�. nv(0)t -451.72' Granville Medical Center Top=446.47 �c
8"
( )- orner of Concrete Grand Lodge of N.C. Inv(In)N=436.13' A
Deed Book__ Page
Elev=457.45' --IInv(In)W=435.85'
Inv(Out)=435.55'
0� Ex. SSMH r
Ex. FES '
nv=459.62~O Z O• Tap=458.13' I 2„ VCp
' G N Inv(In)=455.62' Ex, SSMH
Inv(Out)=455.58' I Top=447.62'
SOILS MAP: NOT TO SCALE
SCALE 0 25 50
SCALE: 1" = 50'
FreemanWhIte
8845 Red Oak Blvd.
Charlotte, NC 28217-5593
704.523.2230 phone
704.523.2235 fax
S - -Pi
ENGINEERING & CoNSIRUCl (DN
RALEIGH, NORTH CAROLINA
9 1 9. 7 8 9. 9 9 7 7
1025 Wade Ave. Raleigh, NO 27605
CHARLOTTE, NORTH CAROLINA
7 0 4. 7 1 4. 4 8 80
www.sepiengineering.com
infoOsepiengineering. com
Granville
H EALTH SYSTEM
Quality Care... Close To Honze
Granville Medical Center
1010 College St.
Oxford, NC 27565
Oxford, NC
project number
■ 8500200
date
■ 22 JANUARY 2010
seals \`\IllCA Ro
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ESS/
SEAL =
7490 =
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SEAL
C-2197
N.C•
OC 2010 B
Y trrnl11,j1
FreemanWhite, Inc.
drawn by
checked by
■
addenda / revisions
THIS DRAWING REFLECTS ALL CHANGES
PREVIOUSLY MADE ON THIS SHEET. VERIFY
THAT PREVIOUS CHANGES HAVE BEEN
INCORPORATED INTO THE CONTRACT BEFORE
PROCEEDING WITH ANY WORK NOT
SPECIFICALLY REFERENCED BY THIS REVISION.
N.C.D.E,N.R.
DWQ - REVIEW
BUFFERZONE IMPACT
EXHIBIT DRAWING
sheet number
Q EXHB-01

i ~ 1 ~ l _ _ - ! rl ~ ~ OVERFLO I LEGEND ~ , - e ~ asr-' ~ r / \ ~ ----1i1 .458.00 BUFFER IMPACT AREA asa.oo
~ . ~ ~ - ~ ~ K ~ . ~~h~ M1 ~ ~ ( 453.40 - - BOUNDARY LINE .w - ~ + / - ~ ~ 453.40 - - ~ ~ ~ ~ ZONE 2 BUFFER: 7.031 SF (0.16 AC) - - ~
- F-WAY ~ ~ ~ ~ HAMBE RicHr o ~ T; ~ ~ -
ZONE 1 BUFFER; 5,903 SF (0.14 AC) ~
RAILROAD RIGHT OF-WAY ~ ,i ~ ~i i ~ ~ ~ ; ~ ` ~ ~ D 1ER, - e~. / _ ~ " ~ STREAM IMPACT AREA '
LOT LINE ~~P` , 45a . ~ ~ 60 LF PIPE = 240 SF (0.01 AC)
~j-(~~ EXISTING CONTOUR MAJOR ~ ~ , , _ i~
.i- _ _ _ Opp / ~ _ _ - _ _ - _.--455 .454.5 _1 _ EXISTING CONTOUR MINOR ~ ~ ' . t - - ~ SITE DATA 8845 Red Oak Blvd.
_ / ~ - - -BUFFER ' _ - / EXISTING IMPERVIOUS: 8.75 AC Charlotte, NC 28217 5593
- - - - - - - - - - - W K EASEMENT ~ . , ~ - _ - 450 ~ EXISTING ROAD/SIDE AL / _ ~ ~
-v STORM SEWER PIPE ~ ~ ~ i ~ ~ ~3 ~ti ~ ~ - - - r 704.523.2230 ass II~~ PROPOSED IMPERVIOUS: 9.76 AC phone ~ ~ 704.523.2235 fax
1 ? CATCH BASIN ~ : ~ ~ • - ~ j ~ ^ 1~ EXISTING PERVIOUS: 6.28 AC
_ , - - - _ - ~ _ - i _ ~ _ - " _ ~ PROPOSED PERVIOUS: 5.27 AC n - ~r
S SANITARY SEWER MANHOLE ~ - - _ ~ - - ~ ~ i - ~ ~ ~ ' i a - - - ~ ~ as - - _
ITARY SEWER CLEAN OUT ' oa°aOOO o a f~!)itc-h---~-~ ~ ~ ~ i ~ ~ ~ r- a ao o a TOp_-~ a~ aao! X~X~kkX~kX~ ZONE 2 PERMANENT IMPACT:
\ 1~ II SAC" 1 C 0 0 OOaO / _ qA - _ ANITARY SEWER LINE ~ ~ ~ °aa°aaaaoa~=~_-_-__ _ - _ ----TtP oE=Dt' . ~ • o\ j rOp a)9' of ZONE 1 PERMANENT IMPACT: )~GIlVEERTNG&CON5IRUCTION
- - ~ - ZONE 2 TEMPOI -w -w WATER LINE - Gravel Walk - _ _ -ZONE 2 TEMPORARY ~~tch
- - ~ CONSTRUCTION l ~~,--455- V'`----,_` ~ ;.m.~ GRADING 1680 CONSTRUCTION IMPACT FOR RALEIGH, NORTH CAROUNA GRADING 1680 SF 9 1 9. 7 8 9. 9 9 7 7
D4 WATER VALVE - ' ~ 1025 Wade Ave. Raleigh, NC 27605
FIRE HYDRANT tiro CHARLOTTE, NORTH CAROLINA
WATER METER 704,714.4680 www.sepiengineerfng.com
info0eepiengineering.com
o ELECTRIC BOX/VAULT EN~AR D BUFE I CT -GRADING
LANDSCAPE LIGHT SCALE: 1" = 40'
POWER POLE Granville
- - ~ GUY WIRE ~ c. ZONE 2 TEMPORARY HEALTH SYSTEM Quality.Care...Close To Home
w c ZONE 2 PERMANENT BUFFER ZONE 2 TEMPORARY v
UNDERGROUND POWER LINES CONSTRUCTION IMPACT FROM HOSPITAL DRIVE ACCESS IMPACT FROM UTILITIES 165 CONSTRUCTION IMPACT FROM GranVIlle MedlCal Center UTILITIES 1,681 sF. 1010 College St.
- -°vw°-- --°wv~--- OVERHEAD POWER LINES 350 SF. SF.
8~'~ P COMMUNICATION MANHOLE 6~'qd 0. .0. O '0' Oxford, NC 27565
~~P CROSSWALK SIGNAL ~~P
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N Op OOp o GAS SIG p0 p 1, ~o
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a - - g GAS LINE 9 - ' - _ _ _ _ ADDITION,
-uc -uc UNDERGROUND CABLE LINE 1
- - t - t - UNDERGROUND TELEPHONE LINE - - ~ BOILER
op of Ditch M M M , _ _ YGEN LINE ~ ~ M /1 r:: o°oogo8a°o°8 Top of Ditch
UNDERGROUND OX I Top of Ditc 'S h ~'5 ~ o°o0°00°00°0°0°00° G E N E RATO R ° _ Top of Ditch
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ZONE 2 PERMANENT BUFFER ZONE 1 PERMANENT BUFFER ZONE 1 TEMPORARY SHRUB IMPACT FROM HOSPITAL IMPACT FROM HOSPITAL CONSTRUCTION IMPACT FROM ZONE 2 PERMANENT BUFFER CONSTRUC110NRMPACT FROM RELATED
IMPACT FROM UTILITIES 460 UTIUTES 1,8x2 sF. PROJECTS
X FENCE DRIVE ACCESS 4,263 SF. DRIVE ACCESS 6,411 SF. HOSPITAL DRIVE ACCESS 717 SF. SF.
e BUFFER
ENLARC~D BUFFER IMPACT P - - PROP. CURB AND GUTTER ENLARGED BUFFER I PACT P - tmLmES Oxford NC
SCALE: i" = 40' SCALE: 1" = 40' ~
~a~~ CATCH BASIN DRAINAGE AREA
465 PROP. CONTOUR MAJOR
464 PROP. CONTOUR MINOR ~ - P~` ! ~ "6. Ir,,, ~ ~ 4~~ ~ ~ ~oR G . ~ BRICK ~t 11 Gos valve ; . 5 1~ P~ 1 @ V o ~ ,Ifl t .Z, A 1 '1 ~ project number .d
-PROP. STORM SEWER j & Piping , e`~0D ~C ~,0 A G ~ ~ ~ 475 _ , . - ~ ~ ' I~ ~ ¦ $500200
~ ¦ PROP. STORM INLETS '~e: ~ m „ S~OR ~~G ~ `a y. , , V 009 A ~~t, ~,4~'~ r~, , r' ^1
~ PROP. STORM INLETS i n~~ ~ ~ t . 5 ~ ~ ~ j ~ date
M M PROP. WATER LINE / ~58~~. ~ ~ ( ~ I _ ',~~.o. ~'u.~~~' ~ r ~ ' ~ ~ ~ ~ ~
BFP PROP. BACKFLOW PREVENTER ~ ~ ~ ~ ~ 22 JANUARY 2010 - - ~ ~ ~ J ~ ~
PROP. WATER METER ~ ~ ~ r ~ ~ k.+>~ ~ i ~ 3~~ _ O/ 4d Y-qt% I / 7 ~ i a / 7 / ~ ~ / l ~
HY RANT ~0 s~ ~ \ , , ~ ~ , PROP, FIRE D 4 ~ ~ 4n ~ _.~U , S ~ _ ~ ~ ~ - - a~2 i~ ~ ~ ~ Seals ~~~~nulliirrr r~ / ~ CA Rp
PROP. WATER LINE GATE VALVE ~ ~ ! ~ - - _ce- ~o~ ,
W ~ ° ti ~ ~ - " 0.24 Ac ~ PROP. SANITARY SE ER ~ , ~ ~ _ > -h73~ ~ ~ i` ~ / ; ~ ~~FESSlp,~~ 9 1 r
~ C.0. PROP. SANITARY SEWER CLEAN OUT a , ' ~ ~ ~ v-~ ~ _ - ~ ~ ,4~z--`" 47 ~ ~+i,
a ,1 ~ _ PROP. SANITARY SEWER MANHOLE Mr ~ '0 - " ~ - I ~ / l( ` ~ / % i / - ~ SEAL l a1o ~ I / / ~ = 7490 =
~a. - ~ - ~ / _ --hi~~-~ PROP. SILT FENCE h ; ' ti . a. w.w,w„u . w..~, i ~ r~~e ~ ~ / ~ ~ ! / ~ FN
PROP. FUEL LINE s ~ j ~ o ALL.. ~ ` ~ ~ 4~0 ~ / I ~ - y'o Ex~~~,a, ~ ~ I / % ~ ~1NE
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ur _ _n.__-_~~_._-- PROP. OXYGEN \ p ~ ~ ~Z38~M. _rvivm Uib iiuiu/rrri•i ~~io i n /v na.7 iv i viii r i !i ~ ~n.uf~;v~ ~ ~ ~ ~ ~ ~ ~rr~~lnnll~~~~~
~ '0 8~ 13181' ! CB / PROP. HIGH PRESSURE STEAM _ GRANVILLE FAMILY - 0.03 AC' / ~ ~ ~ Concre`ke ~ ~ ` 0.03 AC ~nc~te ~ ~ ~ ~
MEDICINE, P.A. ~ ~ PROP. PUMP CONDENSATE `--46°~ ~ ` ~`G g f ~ - --fl~elic~c pt~r p I.~ ~ f ~,.o. a t i ~ ~ ~ '~°,~""""'~T1d ' a~ ~ O ~~~b.~'?~,. ~n ~ ~ i ~1111I11117f!
~ ~ GRANVILLE MEDICAL CENTER ~ SUITE 1012 1~ Op PROP. ACID NEUTRALIZATION ~ 1010 COLLEGE ST + ' v;;
SRL o MULII-LEVEL BRICK BUILDING ~ ~ PROP. SECONDARY ROOF DRAIN k~ ~ l
A ~ ~ . ~vnn ~ ,B,G PROP. FIRE DEPARTMENT CONNECTION ~ , , 2z~; ay'~~~' Ex. rave Rd. QL ~ ~ I ~ ~ (Width ties ~ V F
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% Parking s ~ a ~ 65 ~ Lot ~ 4,.83 ~ ` ~
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~ ~ / / - addenda/revisions
- ~ / J
- `'~-~-.~5~-'''\/ ~ ~ ~ - ° " NO NAME DATE RI .4sa.oa
~ - A \ w ~ - , . I ~ ~ ~ ro ~ I 453.40
i ~ - J ~ % ~ - MENTATION _ ~ J _ ~ ~ `~CHAMB
~ i ~ F 5 ~ / . CB 2 : j A ~ ~ \ ~ ~N;'A ~ € ~ ~ ~ 1 i' D T~ - 1
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% ~ a ~ j~°~-~ -~-MA ~ ~ ~ ~ , - ~ ~ ~ THIS DRAWING REFLECTS ALL CHANGES
, a" ~ _ _ - - ~ _ / i' PREVIOUSLY MADE ON THIS SHEET. VERIFY _ _ _ _
~ ~ ~ - i - IW~ r- - ~ ~ _ - ~ - - _ - s / ~ ' - - l ~ i - _ / ~ o-y : - ~ _ ~ ~ _ NCORPORATED INTON HE CONTRACT BEFORE ~V~ j ~ n ~ ~ ~ ~ ~ \ ' - - PROCEEDING WITH ANY WORK NOT
- ..t - °°°o°oaaa o Top_ of-DitC-tt----` _ ,1 ~ ~ n ~ . ~ - _ - 0 0 0000 i - , , ~ ~ "~--ss2~- \ i%~ a4o SPECIFICALLY REFERENCEDBYTHISREVISION.
-M M M M - - , ~ - ~z ~ ~ o 0 oa o RIP-RE1P 14 X25 X2 - ~ ' ~ 9/
- - C ~ Gravel Walk ~ = I P o., iti=h ~ ,~s94°~ °p °f p~fch N.C.D.E.N.R.
' ~ \ _.4as- - _ _ DWQ REVIEW
~ FLARED END SECTION - INV: 449.50
~ 60 lF 48" RCP ZONE BUFFER IMPACT
® a 1.2.570 EXHIBIT DRAWING
EX. FES TO BE REMOVED AND
REPLACED WITH YARD INLET
TOP: 455.00 sheet number
ENLARGE BUFFER IMPACT PLAN -ME PLAN INV IN: 448.96 SCALE 0 20 40
SCALE: 1" = 40' INV OUT: 448.76 03
I CIO _ ® EXHB-02
SCALE, t - 40 l.-