20061376 Ver 1_Report_20060926 (2)

NOVARTIS VACCINES & DIAGNOSTICS
USFCC
HOLLY SPRINGS, NC
SOIL REPORT,
SLOPE STABILITY ANALYSIS
AND
SPECIFICATION
Jacobs Job No.
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SEPTEMBER 22, 2006 11JACOBS
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REPORT OF
SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING EVALUATION
PROPOSED NOVARTIS FACILITY
HOLLY SPRINGS, NORTH CAROLINA
F&R PROJECT NO. H66-098G
Prepared For:
TOWN OF HOLLY SPRINGS
128 S. Main Street
Holly Springs, North Carolina 27540
Prepared By:
FROEHLING & ROBERTSON, INC.
310 Hubert Street
Raleigh, North Carolina 27603
Phone: [phone] • Fax: [phone]
September 19, 2006
SINCE
6 FROEHLING & ROBERTSON, INC.
w GEOTECHNICAL • ENVIRONMENTAL* MATERIALS
aj ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
310 HUBERT STREET • RALEIGH, NC 27603
O PHONE: [phone] • FAX: [phone]
1881 WEB SITE: www.FandR.com
September 19, 2006
Mr. Daniel Weeks
Town of Holly Springs
128 S. Main Street
Holly Springs, North Carolina 27540
Re: Subsurface Exploration and Geotechnical Engineering Evluation
Proposed Novartis Facility
Holly Springs, North Carolina
F&R Project No. H66-098G
Dear Mr. Weeks:
Froehling and Robertson, Inc. (F&R) has completed a subsurface exploration and geotechnical
engineering evaluation for the proposed Novartis Facility located in Holly Springs, North
Carolina. This work was performed in general accordance with F&R's proposal No. 0766-035G
(revised) dated July 26, 2006. This report contains a description of the project information
provided to F&R, a discussion of the general subsurface conditions revealed during the
subsurface exploration and geotechnical engineering recommendations for the proposed project.
Please contact us if you have any questions regarding this report or if you need additional services.
Sincerely,
FROEHLING & ROBERTSON, INC.
Dgially elgnad by Dan Scheeler
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ON: F cn•Den Scne•N
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Daniel K. Schaefer, P.E.
Raleigh Branch Manager
Digitally signed by Michael
Scadett
DIN: cn=Michael Scadett, c=1
o=Froehling and Robertson,
emall=M$[e-mail]
Date: 2006.09.20 17:17:23
-04'00'
Michael J. Scarlett, P.E.
Engineering Services Manager
HEADQUARTERS: 3015 DUMBARTON ROAD • BOX 27524 • RICHMOND, VA 23261-7524
TELEPHONE: [phone] • FAX' [phone]
BRANCHES: ASHEVILLE, NC • BALTIMORE, MD . CHARLOTTE, NC • CHESAPEAKE, VA
CROZET, VA FAYETTEVILLE, NC FREDERICKSBURG, VA • GREENVILLE, SC
HICKORY, NC RALEIGH, NC • ROANOKE, VA • STERLING, VA
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TABLE OF CONTENTS
PAGE
1.0 PURPOSE AND SCOPE OF SERVICES ...........................................................................1
1.1 Purpose of Study .......................................................................................................1
1.2 Scope of Services ......................................................................................................1
2.0 PROJECT INFORMATION ................................................................................................1
2.1 Site Location .............................................................................................................1
2.2 Proposed Construction .............................................................................................2
3.0 EXPLORATION PROCEDURES .......................................................................................2
3.1 Field .......................................................................................................................2
3.2 Laboratory .................................................................................................................3
4.0 SITE & SUBSURFACE CONDITIONS ............................................................................4
4.1 Site Conditions ..........................................................................................................4
4.2 Regional Geology .....................................................................................................4
4.3 Subsurface Conditions ..............................................................................................4
4.4 Groundwater Conditions ..........................................................................................6
5.0 ENGINEERING EVALUATION & RECOMMENDATIONS ........................................6
5.1 General Development Recommendations .............................................................6
5.2 Site Preparation ........................................................................................................6
5.3 Structural Fill Placement and Compaction ............................................................8
5.4 Cut and Fill Slopes ...................................................................................................9
5.5 Temorary Excavations .......................................................................................... 10
5.6 Foundations ........................................................................................................... 10
5.7 Floor Slabs ............................................................................................................. 12
5.8 Laterally Loaded Walls ........................................................................................ 12
5.9 Seismic Design Criteria ........................................................................................ 14
5.10 Pavements .............................................................................................................. 14
5.11 Corrosion Potential ............................................................................................... 16
6.0 CONSTRUCTION QUALITY CONTROLL ..................................................................... 17
7.0 LIMITATIONS .................................................................................................................. 18
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APPENDIX A ASFE PHAMPLET
SITE VICINTY PLAN, FIGURE NO. 1
BORING LOCATION PLAN, FIGURE NO. 2
SUBSURFACE PROFILE, FIGURES 3-9
APPENDIX B KEY TO SOIL CLASSIFICATION CHART
BORING LOGS
APPENDIX C LABORATORY TEST RESULTS
SLOPE STABILITY
SLOPE DESIGN/CONSTRUCTION RECOMMENDATIONS
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F&R
1.0 PURPOSE AND SCOPE OF SERVICES
1.1 PURPOSE OF STUDY
The purpose of the preliminary subsurface exploration was to explore the subsurface conditions by
performing thirty-seven moderately-spaced soil test borings and provide geotechnical engineering
recommendations regarding the suitability of the site for the proposed development.
1.2 SCOPE OF SERVICES
F&R's scope of services included the following:
• Description of the proposed construction;
• Description of the regional geology;
• Descriptions of the site subsurface conditions including the preparation of typed Boring Logs
and Subsurface Profiles;
• Descriptions of the site groundwater conditions and recommendations for management of
groundwater during construction and the life of the structure and pavements;
• Site preparation and earthwork construction recommendations including evaluation of site
soils for use as structural fill, and soil compaction requirements for fill and backfill;
• Foundation recommendations including evaluation of different foundation systems, design
parameters (e.g., frost penetration depths/effects, bearing capacity, bearing elevation, seismic site
classification), total and differential settlement estimates and construction procedures;
• Lateral earth pressure design parameters and recommendations for design of below grade
walls including backfill and drainage recommendations;
• Recommendations for temporary and permanent slopes stability;
• Pavement design and construction recommendations;
• Recommendations for quality control and materials testing.
2.0 PROJECT INFORMATION
2.1 SITE LOCATION
The site is located west of NC Highway 55 Bypass and southwest of the end of Thomas Mill
Road in Holly Springs, North Carolina (see Site Vicinity Map, Figure 1 in Appendix A).
Town of ffo!/V Springs I F&R Project No. H66-098G
Proposed Novarlis FnciNry, floNv Springs, NC Seplember 19, 2006
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2.2 PROPOSED CONSTRUCTION
F&R understands that the proposed development will consist of constructing 7 buildings with
associated parking and drive areas. Support structures such as a tank farm/utility yard and pipe
racks are planned as well. The buildings will be steel framed with slab-on-grade construction
(specific information regarding the proposed buildings is tabulated below) with a planned Finished
Floor Elevation (FFE) of 340 feet. Typical wall loads will range from 3 to 6 kips per linear foot
and first floor loads are on the order of 400 psf. We anticipate that there will be retaining walls
associated with loading dock areas and pits, however, no other walls were identified. Two
steepened slopes are planned to the north and south side of the project site and we assume other
slopes will be constructed. Once final grading plans are available, we would like an opportunity
to review them with respect to our recommendations. We anticipate that maximum cut and fills
across the site are not anticipated to exceed ± 20 to 30 feet from existing grades.
Structure No. of Stories Max. Column Load (kips)
Bulk Manufacturing Bid. 4 1,400
Fill Finish Building 2 375
Packaging Building 1 85
Warehouse Building 1 205
Facility Operations Building 1 275
Admin. / QO Building 3 470
Spine 1 100
The recommendations in this report apply to the structures that will be built initially in Phase 1.
We recommend that additional borings be performed in the vicinity of the future buildings
planned in this phase as well as for Phases 2 and 3 prior to design of structures in those areas.
3.0 EXPLORATION PROCEDURES
3.1 FIELD
Thirty-seven (37) soil test borings (B-1 through B-36 and boring B-21A) were advanced as part of
this exploration (see boring locations on Figure No. 2 in Appendix A). The test borings were
advanced to depths ranging from approximately 10 to 53.5 feet below the existing ground surface.
Representatives of Bass Nixon and Kennedy established the boring locations in the field by
surveying and provided the ground surface elevations at each of the boring locations.
Town of Holly Springs 2 F&R Project No. II66-098G
Proposed Novar7is Facility, Holly bjnrings, NC September l 9, 2006
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The test borings were advanced by an ATV mounted drill rig using 2-1/4" inside diameter (I.D.)
hollow stem augers for borehole stabilization. Representative soil samples were obtained using a
standard two-inch outside diameter (O.D.) split barrel sampler in general accordance with ASTM
D 1586, Penetration Test and Split-Barrel Sampling of Soils (Standard Penetration Test). The
number of blows required to drive the split barrel sampler three consecutive 6-inch increments is
recorded and the blows of the last two 6-inch increments are added to obtain the Standard
Penetration Test (SPT) N-values representing the penetration resistance of the soil. Standard
Penetration Tests were performed almost continuously to a depth of 10 feet and at a nominal
interval of approximately 5 feet thereafter. Water level measurements were attempted at the
termination of drilling and at select locations after a 24-hour stabilization period. The borings
were backfilled with auger cuttings.
A representative portion of the soil was obtained from each SPT sample, sealed in an eight-ounce
glass jar, labeled and transported to our laboratory for final classification and analysis by a
geotechnical engineer. The soil samples were classified in general accordance with the Unified Soil
Classification System (USCS), using visual-manual identification procedures (ASTM D 2488). A
Boring Log for each test boring is presented in Appendix B. Subsurface profiles, Figures 3 through
9, are located in Appendix A.
3.2 LABORATORY
Several soil samples were subjected to routine geotechnical index testing consisting of moisture
content, grain size distribution and Atterberg Limits determinations. Standard Proctor
compaction and California Bearing Ratio (CBR) testing was performed on four bulk samples
obtained to aid in pavement design. Triaxial testing was performed on two undisturbed samples
and one remolded sample to aid in evaluation of proposed slopes. Additional laboratory tests
were performed to evaluate the resistivity and corrosion potential of the on-site soils. The
purpose of the laboratory testing was to aid in our classification of the soil samples and
development of engineering recommendations. The laboratory testing was performed in general
accordance with applicable ASTM standards, and the results are included in Appendix C.
Town oJHolly Springs 3 F&R Project No. II66-098G
Proposed Nonm•tis Facility, Holly Springs, NC September 19, 2006
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4.0 SITE & SUBSURFACE CONDITIONS
4.1 SITE CONDITIONS
The project site is approximately 160 acres in size (approximately 1/4 to 1/3 will be used for
Phase I) and is light to heavily wooded with pine and hardwood trees. Immediately prior to
drilling, the Phase I portion of the site was timbered. The higher elevations generally occur in
the central portion of the site (approximate elevation 359) and descends in all directions. Wet
weather drainage features are located on the east and west sides of the Phase I area and drain
towards the south and there is a creek located to the north of Phase I. There is approximately 50
feet of relief across the Phase I portion of the site.
4.2 REGIONAL GEOLOGY
The project area is located in the Deep River Triassic Basin (Chatham Group) consisting of
Triassic Age deposits. The deposits consist of maroon to gray arkosic sandstones, siltstones,
shales, and fanglomerates. The Triassic Deposits typically dip to the southeast at approximately
15° and are bounded on the southeast by the Jonesboro fault. Triassic deposits are frequently
intruded by diabase dikes (hard rock formations), although none were encountered in our borings.
Rock outcrops were not present at or in the immediate vicinity of the project site.
It should be noted that it is always a possibility that excavations may encounter diabase dikes
(which may require blasting or jack hammering for removal), even though we did not encounter
diabase in our borings.
4.3 SUBSURFACE CONDITIONS
Subsurface conditions, as indicated by the borings, generally consist of organic laden soils and
rootmat underlain by Triassic soils. The Triassic soils are sedimentary deposits formed from the
weathering, water transport and consolidation of the bordering residual soils. Triassic soils
generally transition with depth into Partially Weathered Rock (PWR).
Strata breaks designated on the Boring Logs and Subsurface Profiles represent approximate
boundaries between soil types. The actual transition from one soil type to another may be gradual
or occur between soil samples. General subsurface conditions encountered during our subsurface
exploration are described below. For more detailed soil descriptions and stratifications at the
Town ofxolly Springs 4 F&R Project No. H66-098G
Proposed Novnrris Fnrility, !lolly Springs, NC September 19, 2006
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boring locations, the attached "Boring Logs" and "Subsurface Profiles" should be reviewed.
Surface: An organic laden soil layer of approximately 2 to 6 inches in thickness was observed at
many of the boring locations. The organic laden soils generally consist of silty sand and sandy silt
with rootmat. Organic laden soils were observed in the vicinity of most of the borings but is not
noted on the boring logs due to surficial disturbance (timbering) at most of boring locations or the
borings were located within dirt/gravel roads. Based on our past experience, the organic laden soil
layer thickness can vary dramatically in wooded areas. We estimate stripping depths to be
between 6 to 12 inches thick and in isolated areas may reach as much as 24 inches.
Triassic Soils: Underlying the organic laden soils and at the surface at the boring locations that
were disturbed or in dirt roads, Triassic soils were encountered. The Triassic soils generally
consist of firm to very hard sandy silt, clayey silt, sandy clay (USCS - ML & CL) and loose to
very dense clayey sand and silty sand (USCS - SC & SM). At isolated areas, high plastic clays
and silts were observed (USCS CH& MH) in the upper 10 feet of the soil profile. Borings B-3,
B-16 through B-24, B-26, B-28, B-30 and B-36 were terminated in the Triassic deposit at depths
ranging between 10 and 30 feet below the existing ground surface. Standard Penetration
Resistances (N-values) obtained in the Triassic deposit ranged from 4 to 80 blows per foot (bpf).
The moisture condition of the soils was observed to be dry to moist.
Partially Weathered Rock: Partially Weathered Rock (PWR) was encountered at depths
ranging from approximately 3 to 35 feet below the existing ground surface. PWR is defined as
soils exhibiting N-values in excess of 100 blows per foot (bpf) or harder than 50 blows per 6
inches. Standard Penetration resistances (N-values) obtained in the PWR ranged from 50 blows
per 4 inches of penetration to 50 blows per 2 inches of penetration. These borings were
terminated in PWR at depths ranging from 12 to 53.5 feet below the existing ground surface.
Borings B-8 through B-15, B-21A, B-25, B-27, B-29 and B-33 were terminated in PWR upon
auger refusal at depths ranging from 12 to 53.5 feet below the existing ground surface. Auger
refusal is defined as material that could not be penetrated with the drill rig equipment used on the
project. Auger refusal material may consist of large boulders, rock ledges, lenses, seams or the
top of bedrock. Core drilling techniques would be required to evaluate the character and
continuity of the refusal material.
Town ofHolly Springs 5 F&R Project No. H66-0986
Proposed Novartis Facility, Holly Springs, NC September /9, 2006
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4.4 GROUNDWATER CONDITIONS
In general, a majority of soils recovered from the test borings were dry to moist. Groundwater
was not encountered in the test borings immediately after drilling (IAD) or after a 24-hour period
except in boring B-9 where water was observed at a depth of 38 feet. We do not anticipate that
groundwater will be encountered within the proposed cut depths. The borings were backfilled
with auger cuttings.
It should be noted that groundwater elevations vary depending upon seasonal factors such as
precipitation and temperature. Due to the shallow depth that PWR was encountered and the
presence of relatively impermeable silts and clays, perched water conditions should be anticipated
following rain events and during seasonally wet periods. As such, groundwater conditions at other
times may vary or be different from those described in this report.
5.0 ENGINEERING EVALUATION & RECOMMENDATIONS
5.1 GENERAL DEVELOPMENT CONSIDERATIONS
The conclusions and recommendations contained in this report are based upon the data obtained
from the 37 test borings performed, laboratory testing, our past experience with similar type soils
and information provided regarding the proposed development. It is our opinion that the
subsurface conditions encountered on the project site project site are suitable for the proposed
development provided the recommendations presented in subsequent sections of this report are
followed throughout the design and construction phases of this project. If structural loading,
geometry, alignment or elevation of the structures differ from those outlined herein, or if the
conditions encountered during construction differ from those encountered at the soil test borings
performed by F&R, then F&R requests the opportunity to review the recommendations presented
herein based on the new information and make any necessary changes.
5.2 SITE PREPARATION
After clearing and grubbing, the entire building and pavement areas should be stripped of all
organic laden soils, high plasticity near-surface soils (if encountered), trash, debris and other
organic materials to a minimum of 10 feet beyond the structural and pavement limits including
beneath proposed slopes. Upon the completion of the stripping operations, the exposed subgrade
Town of Flolly Springs 6 F&R Project No. 1166-098G
Proposed Novartis Facility, MIN Springs, NC September l9, 2006
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in areas to receive fill should be proofrolled with a loaded dump truck or similar pneumatic tired
vehicle with a minimum loaded weight of 20 tons. The geotechnical engineer or his/her
qualified representative should observe the proofrolling operation. Any areas that deflect, rut or
pump excessively during the proofrolling or fail to improve sufficiently after successive passes
they should be repaired as directed by the geotechnical engineer. Methods of repair may include
scarifying, drying and re-compacting, undercutting and replacement with approved structural fill,
and the use of geo-grid or other geotextile stabilization methods. After excavation of the site has
been completed, the exposed subgrade in cut areas should also be proofrolled. F&R
recommends that site grades be maintained to promote surface drainage away from structural and
paved areas and to reduce the potential for ponding water. Should the exposed subgrade soils
become excessively wet, our geotechnical engineer should be consulted for guidance.
Proofrolling should not be performed on saturated or frozen subgrades, or during inclement
weather conditions.
Based on the results of the soil test borings, we anticipate loose to very dense and stiff to very
hard Triassic soils will be encountered during general site grading as well as installation of
foundations and utilities for the proposed structures and parking and drive areas. We anticipate
that these soils can be excavated using pans, scrapers, backhoes and front-end loaders. It is also
anticipated that PWR or very hard materials will be encountered during site grading, foundation
construction or utility installation. The extent of PWR will depend on final site grades. Thirty of
the borings encountered PWR at depths varying from 3 to 35 feet below the surface.
Heavy excavating equipment with ripping tools (e.g., D-8 dozer with single shank ripper) is
typically effective in removing the softer PWR (i.e., PWR with SPT blow counts of 50/3" to 50/6")
during mass grading activities. Removal of harder PWR (i.e., PWR with SPT blow counts of 50/1"
to 50/3") during mass grading in open areas will not likely be possible with ripping equipment and
may require hammering, chipping or blasting. Removal of PWR from confined excavations (e.g.,
utility or foundation excavations) is typically more difficult than from large open mass excavations.
Removal of softer PWR, (i.e., PWR with N-values of (50/3" to 50/6") from confined excavations
(e.g., utility excavations) may be possible using a large track hoe (e.g., CAT 330 with rock teeth);
however, excavation will likely be slow and light blasting is typically performed to pre-loosen the
Town ojHolly Springs 7 F&R Project No. H66-0986
Proposed Novartis Facility. Holly Springs, NC September l 9, 2006
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PWR. Removal of harder PWR, (i.e., PWR with N-values of 50/0" to 50/3") in confined
excavations will likely require blasting. The speed and ease of PWR excavation will depend upon
the equipment utilized, experience of the equipment operators and geologic structure of the PWR. It
should be noted that areas of difficult excavation materials might exist intermediate of the test
boring locations.
5.3 STRUCTURAL FILL PLACEMENT AND COMPACTION
Based on the results of our soil test borings, the on-site Triassic soils (ML, CL, SC and SM) may be
used as structural fill, providing these soils are at a moisture content that allow for "proper"
placement and compaction as recommended in this report. Material to be used as structural fill
should be tested prior to its use, to evaluate its suitability and compaction characteristics. If blasting
is required and the larger pieces of Triassic rock cannot be crushed with on-site compaction
equipment, then a rock crusher will need to be brought to the site. The crushed material should not
exceed 3 inches in size and should not contain more than 20 percent by volume particles greater
than 2 inches. The remaining soil portion of the crushed material shall have a gradation similar to
the over burden soils that are excavatable. Structural fill should be free of organic material and
other deleterious material.
In general, soils comprising the following ASTM classifications and having a Plasticity Index (PI)
of less than 25 can be used for structural fill: GW (well-graded gravels), GP (poorly-graded
gravels), GM (silty gravels), GC (clayey gravels), SW (well-graded sands or gravelly sands),
SP (poorly-graded sands or gravelly sands), SC (clayey sands), SM (silty sands), CL (sandy or lean
clays), or ML (sandy silts). Soils of high plasticity (CH clays & MH silts) should be used in non-
structural areas or in deep fills (greater than 5 feet) in parking and drive areas.
Representative samples of each engineered fill material should be returned to our laboratory and
tested to establish the material's moisture-density characteristics including, maximum dry density,
optimum moisture content, and plasticity index. Results from these tests will be utilized during
quality control of the structural fill and to determine if the full material meets project specification
requirements. Backfill in structural areas should contain no more than 5 percent (by weight) of
organic material and should have a standard Proctor maximum dry density not less than 90 pounds
per cubic foot as determined by ASTM U 698. Soils not meeting these criteria may be used in
Town of Holly Springs 8 F&R Project No. H66-098G
Proposed Novartis Facilitv, Holly Springs, NC September 19, 2006
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landscaped or non-structural areas.
The overburden soils on this site consist predominantly low to moderately plasticity silts and clays.
Based on our past experience, these soil types are generally considered to be fair to well suited for
use as structural fill material. However, these soils have sufficient silt and clay content to render
them moisture sensitive. These soil types can become unstable during normal construction traffic
and activities when wet. Ideally, earthwork operations should be performed during the seasonally
drier months (typically May to October) when the weather will generally be more conducive to
controlling and modifying the moisture content of the on-site soils. However, we understand that
earthwork construction may begin in October 2006 and extend through the seasonally wet times of
the year (typically November to April) which may result in difficulties in properly placing and
compacting the on-site soils, soft subgrade conditions, and possible undercutting in excess than
would otherwise be expected.
Once fill placement begins, F&R's personnel should perform field density tests to document the
degree of compaction obtained in the field by the contractor. Fill material should be placed in loose
lifts not exceeding 8 inches in thickness. The moisture content of the fill soils should be within
f3 percent of the fill's optimum moisture content. The in-place dry density of the compacted fill
should be at least 95 percent of soil's maximum dry density as determined by ASTM D 698, unless
otherwise specified. However, the upper 12 inches of finished subgrades within structural and
paved areas should be compacted to 100 percent of the same index. Monitoring of site preparation,
including fill placement and density testing by our engineering technician, is essential in verifying
that adequate compaction is being achieved by the contractor.
5.4 CUT AND FILL SLOPES
In general, permanent project slopes should be designed at 3 horizontal to 1 vertical (3H:1 V) or
flatter. Steeper slopes may require reinforcement for stability purposes. The tops and bases of all
slopes should be located a minimum of 10 feet from structural limits. The fill slopes should be
adequately compacted, as outlined in this report, and all slopes should be seeded and maintained
after construction. If sloughing or erosion occurs, the use of a vegetation mat or geotextile and large
stone may be required to stabilize the slopes. A Swale or ditch should be constructed near the top of
slopes to redirect surficial runoff away from the slope face.
Town ofHolly Springs 9 FUR Project No. 1166-098G
Proposer) Novartis Facility, Holly Springs, NC September 19, 2006
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It is F&R's understanding that 211:1 V slopes are being considered on the north and south side of the
project site and may have a maximum height of 27 feet. F&R has evaluated a 30-foot high 211:1 V
fill slope (north side of site) using on-site soils and soil strength parameters derived from triaxial
testing. Based on slope stability analyses (see Appendix C for analysis), a minimum factor of safety
of 1.6 was derived and geotextile reinforcement is not required to maintain stability. F&R has
provided a wrapped face design to reduce the potential for erosion of the slope face and possible
sloughing. The design and construction recommendations are included in Appendix C.
5.5 TEMPORARY EXCAVATIONS
Mass excavations and other excavations required for construction of this project must be performed
in accordance with the United States Department of Labor, Occupational Safety and Health
Administration (OSHA) guidelines (29 CFR 1926, Subpart P, Excavations) or other applicable
jurisdictional codes for permissible temporary side-slope ratios and/or shoring requirements. The
OSHA guidelines require daily inspections of excavations, adjacent areas and protective systems by
a "competent person" for evidence of situations that could result in cave-ins, indications of failure of
a protective system, or other hazardous conditions. All excavated soils, equipment, building
supplies, etc., should be placed away from the edges of the excavation at a distance equaling or
exceeding the depth of the excavation.
5.6 FOUNDATIONS
Based on the results of our soil test borings, the proposed structures can be supported on the low-
plasticity undisturbed Triassic soils or on newly placed structural fill, provided the
recommendations outlined in this report are implemented. A net allowable bearing pressure of up to
3,000 pounds per square foot (pso can be used for design of the foundations bearing on the
low-plasticity undisturbed Triassic soils, or on structural fill compacted to at least 95 percent of its
Standard Proctor Maximum Dry Density (ASTM D 698). If the foundation bearing elevation for
the Bulk Manufacturing Building #1 and the Finish/Fill Building #1 can be lowered to at least
elevation 335 feet, then a net allowable bearing pressure of 4,000 psf may be used for design of
those two structures. Some undercutting may be required in some of the foundation excavations if
incompetent bearing soils are encountered. Should a mat foundation system be chosen for support,
a modulus of subgrade reaction of 20 pci should be used for the bearing soils in conjunction with
Town of Holly Springs 10 F&R Project No. H66-098G
Proposed Novnrtis Facilitv, Holly Springs, NC September 19, 2006
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the above net allowable bearing pressures.
Exterior foundations should extend to a minimum depth of 18 inches below external grade for frost
protection. Deeper embedment depths may be required if unsuitable subgrade bearing material is
encountered once foundation construction begins. In addition, regardless of loading, continuous
wall and column footings should have minimum widths of 24 and 36 inches, respectively.
Adequately spaced control joints should be incorporated in the design of footings and masonry
walls at locations where any transition occurs between cut and fill areas. Other design
considerations should be dictated by building loads and local building code requirements.
Triassic soils are characteristically very susceptible to deterioration when exposed to the elements.
The foundation-bearing surface should be level or suitable benched and free of loose soil, ponded
water, and debris. If the bearing soils are softened by surface water intrusion or exposure, the
softened soils must be removed from the foundation excavation bottom immediately prior to
placement of concrete. Foundation excavations should be maintained in a dry condition throughout
the foundation construction process.
We recommend that the bearing surfaces be evaluated by F&R's geotechnical staff professional
prior to foundation installation. This evaluation may consist of performing hand auger borings with
Dynamic Cone Penetrometer (DCP) testing equipment or other suitable methods. Unsuitable soils
detected during this evaluation should be undercut as directed by our geotechnical engineer.
If the foundation excavations remain open for long periods of time, or during inclement weather, re-
evaluation of the subgrade materials by our geotechnical staff professional should be performed
prior to steel, concrete, or stone placement. We recommend that individual foundations be
concreted as soon after the evaluation as possible to minimize potential disturbance of the bearing
soils. If it becomes apparent that the foundation bearing soils will be exposed to inclement weather,
we recommend that the footings are over excavated 2 to 4 inches and a "mud seal" of lean concrete
is poured over the surface of the bearing material to prevent entry of rainfall and runoff water.
Based on the general stratigraphy in the proposed structural areas, our past experience with similar
projects, and the anticipated magnitude of the structural loads, F&R has estimated that maximum
total settlement of the proposed buildings will be less than approximately 1 to 1 '/4 inches and
differential settlements to be on the order of '/2 to'/4 inches if the recommendations presented herein
Town ofllolly.Springs I I F&R Project No. H66-098G
Proposed Novnrtis I acilirv, Holly Springs, NC September 19, 2006
rCCRiMcr
;c.
are implemented and followed. Variations in the consistency of the soil will contribute to some
differential settlement of the foundations.
5.7 FLOOR SLABS
The building ground floors may be designed as a slab-on-grade. We recommend that a modulus
of subgrade reaction (k) of 175 pounds per cubic inch (pci) be used for slab design (structural
slabs should use k=20 pci). The subgrade soils for support of floor slabs should be prepared as
outlined in previous sections of this report. Utility and other construction excavations performed
in the prepared floor slab subgrade should be backfilled in accordance with previously
referenced structural fill criteria to aid in providing uniform floor support. The floor slab should
be supported on at least 4 inches of NCDOT No. 57 washed stone to provide a uniformly well-
compacted material immediately beneath the slab. All floor slabs should be underlain by a vapor
barrier to reduce the potential for floor slab dampness; all vapor barrier construction should be
performed in accordance with applicable ACI guidelines. Floor slab design and construction
should incorporate isolation joints around columns, utility penetrations, and along bearing walls
to allow for differential movement to occur without damage to the floor.
5.8 LATERALLY LOADED WALLS
It is our understanding that, laterally loaded dock retaining walls and pits are planned for this
project; however, all wall locations were not available at the time of this report. It is F&R's
understanding that these walls will be conventional cantilever walls constructed of cast-in-place
concrete.
Foundation construction for the retaining walls should be in accordance with the previous
foundation recommendations. The proposed cantilever retaining walls should be designed such
that the maximum foundation edge pressure does not exceed the previously recommended
allowable bearing capacity of 3,000 psf.
The composition of the cut soils on this site varies considerably. F&R recommends that the
retaining walls be backfilled with silty/clayey sand (SM and SC soils) or low plasticity sandy silts
and clays (CL and MI, soils). F&R does not recommend that the retaining walls be backfilled
Town of Holly Spriggs 12 F&R Project No. H66-098G
Proposed Novartis raciliry, Hollv Springs, NC September 19, 2006
IIFCf
F&R
with highly plastic clays or silts (CH and MH soils).
Laterally loaded walls that are permitted to rotate at the top, such as free-standing walls, may be
designed to resist active earth pressures using an active earth pressure coefficient (Ka) of 0.35.
F&R recommends that an active earth pressure EFW of 42 pcf be used in design if above
recommended soils are used for wall backfill. For sliding resistance along the base of the
foundation, a friction factor (tan 6) of 0.30 should be utilized. For cases where passive earth
pressure resisting forces are present, a passive earth pressure coefficient (Kp) of 1.35 can be used
in design where foundation faces bear directly against undisturbed stiff native soils or well
compacted structural fill; this coefficient incorporates a factor of safety of 2.0 to limit the amount
of movement needed to mobilize the passive resistance. Assuming an in-situ density of
approximately 110 pcf for native undisturbed soils, the passive earth pressure EFW would be 162
pcf. If the walls are not permitted to rotate at the top (like basement walls), Then the at rest earth
pressure coefficient (K,,) of 0.5 should be used resulting in an EFW of 60 pcf.
Lateral earth pressures arising from surcharge loading, foundations in the backfill zone,
earthquake loading and groundwater should be added to the above soil earth pressures to
determine the total lateral earth pressure, which the walls must resist. In addition, transient loads
imposed on the walls by construction equipment during backfilling should be taken into account
during design.
Compaction of backfill behind the walls should be on the order of 95 percent of the standard
Proctor maximum dry density in structural areas. In non-structural areas, backfill compaction
can be reduced to 92 percent. Excessive compaction may cause damage to the walls. Walls
should be adequately braced during compaction of the wall backfill. Heavy compaction
equipment should not be allowed within 5 feet of the walls.
We recommend that laterally loaded walls be provided with a drainage system to maintain the wall
backfill in a drained condition at all times such that the walls are not subject to hydrostatic
pressures. We recommend that a one-foot wide zone of free draining washed stone be constructed
adjacent to the back of the walls and extend down to a foundation drain (perforated drain pipe). A
geotextile filter fabric (Mirafi 140N or equivalent) should be placed between the washed stone
Town of Holly Springs 13 F&R Project No. H66-0986
Proposed Novartis Facility, Holly Springs, NC September 19, 2006
;tINCf
y..
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drainage layer and the remaining backfill material. The foundation drain should be positively
graded to allow drainage of any water that may collect in the wall backfill. An alternative to using
a stone drainage layer would be to use a geo-composite drainage material such as Miradrain 6000.
The drainage material should extend along the full height of the wall and down to the foundation
drain.
5.9 SEISMIC DESIGN CRITERIA
F&R has evaluated the data obtained from the soil test borings performed with regard to the
International Building Code (IBC) for assignment of Seismic Site Classification of this site. A
weighted average of the conditions in the upper 100 feet of the site was performed with the
assumption that hard to very hard and dense to very dense soils (50 < N < 100 blows per foot or
better) are present below the depth of our exploration. Based upon the subsurface conditions
encountered and proposed grades, The Bulk Manufacturing Building #1, Fill/Finish Building #1 and
the Lab immediately north of those two structures has an IBC Site Classification of C and all
remaining structures have a Site Classification of D.
5.10 PAVEMENTS
Subgrade preparation in paved areas should also be performed as outlined in previous sections of
this report, including proofrolling of subgrade and base course materials. Exposed pavement
subgrades should be re-compacted to at least 100 percent of the standard Proctor maximum dry
density just prior to base stone placement.
To provide a better estimate of soil subgrade support, four representative bulk samples of near-
surface soil were obtained from the project site and subjected to standard Proctor and CBR
testing (see laboratory testing results in Appendix Q. The samples consisted of low plasticity
silts and clays with varying amounts of sand (USCS - CL and ML soils). Typical published CBR
values for these materials range from 5 to 15. It has been F&R's experience that CBR values of
less than 5 to 8 are typical in this area for these soils types. The laboratory testing indicated CBR
values of 0.2 to 4.9, which is in the lower range of values for these soil types. Based on the
results of the laboratory testing and our experience with similar soils on many projects, F&R
recommends that a CBR value of 3 be used for pavement design.
Town of Holly Springs 14 F&R Project No. 1166-098(:
Proposed Novartis Facility, Holly Springs, NC September 19, 2006
51MCf
1??1
For the purpose of evaluating the proposed pavement sections on the project, a traffic volume
equal to approximately 87.5 daily 18-kip equivalent single axle loads (ESALs) was used for the
site roads, which is based on a traffic volume of 50 trucks per day per lane (AASHTO H20-S16
tandem axle loads). A traffic volume of 1 ESAL was used for the parking lots, which is based on
1000 cars per day and no truck traffic. As requested, F&R's pavement design evaluation was
based on a 10-year design life. Based on the traffic volume and design life information provided
by Jacobs and subgrade support conditions, we recommend the following flexible pavement
sections over a prepared subgrade:
ASPHALT PAVEMENT DESIGN
NCDOT

NCDOT
Asphalt NCDOT
NCDOT

TRAFFIC CONDITION Asphalt Concrete Concrete Asphalt ABC Stone Total
Concrete Binder,
Base, Type Base Thickness
Surface Type
B25.OB Course
I19.OB
Light Duty
2.5"* - - 8" 10.5„
(car parking lots, no truck traffic)
Heavy Duty
2"* 3.5" 3" 8" 16.5"
(roads with truck traffic)
* Use NCDOT Asphalt surface type SF9.5A for Light Duty and S9.513 for Heavy Duty
The geotechnical investigation requirements provided by Jacobs requested that the geotechnical
engineer identify areas that would require soil stabilization to improve the CBR, if the CBR is 4
or less. Since the borings were relatively widely spaced and the specific subgrade conditions are
not known at this time, it is F&R's opinion that a majority of the on-site soils will on average
have CBR values of less than 4. In this area, pavement subgrade stabilization could be
performed by lime or cement stabilization of the tipper 8 inches of the subgrade. The method of
stabilization (cement or lime) should be determined once the specific subgrade materials are
known. If pavement subgrade stabilization is pursued, F&R can provide revised pavement
section designs.
We recommend that rigid concrete pavement be utilized in loading dock areas, dumpster areas or
other area subjected to concentrated loading. The concrete pavement should consist of at least 7
Town of Holly Springs 15 FAR Project No. H66-0986
Proposed Novartis Facility, Holly Springs, NC September 19, 2006
SIMCI
1tt1
inches of 4,000 psi air-entrained concrete overlying a 6 inch thick base course of compacted
ABC stone.
We emphasize that good base course drainage is essential for successful pavement performance.
The ABC stone should be maintained in a drained condition at all times. Water build-up in the
base course could result in premature failures. Proper drainage may be aided by grading the site
such that surface water is directed away from pavements and construction of swales adjacent to
pavements. All pavements should be graded such that surface water is directed towards the outer
limits of the paved area or to catch basins located such that surface water does not remain on the
pavement.
Flexible asphalt pavements, concrete pavements, and bases should be constructed in accordance
with the guidelines of the latest applicable North Carolina Department of Transportation
Standard Specifications for Roads and Structures. Materials, weather limitations, placement and
compaction are specified under appropriate sections of this publication. Concrete pavement
design and construction should be in accordance with applicable American Concrete Institute
(ACI) guidelines.
5.11 CORROSION POTENTIAL
F&R performed a preliminary evaluation of soil corrosivity at this project site with respect to
potential effect on underground utilities and concrete. F&R subjected four representative soils
samples to pH, Chloride, Resistivity and Sulfate analysis. The results are presented in the following
table and are included in Appendix C.
Town of Flolly Springs 16 Fc4 R Project No. H66-098(;
Proposer) Novnrtis Facility, Holly Springs, NC September 19, 2006
,INC(
?n
t111
Boring Sample
Depth
(feet) Chloride
(ppm) pH Resistivity
(ohm-cm) Sulfate (ppm)
B-5 3-4.5 31 4.45 41,800 70
B-8 23.5 - 25 16 5.35 67,900 86
B-21A 3-4.5 18 4.51 64,900 105
B-25 1.5 - 3 22 4.86 90,600 62
AVERAGE 22 4.79 66,300 81
Based on the results of the laboratory testing and comparison with the 10-point scale to
determine the corrosion potential to steel pipe (as presented in the Handbook of Ductile Iron
Pipe), it does not appear that corrosion protection is necessary for underground steel piping at the
project site. This is based primarily on the relatively neutral pH, high resistivity and good
overall site drainage that will be present at the site. Based on the relatively low sulfate
concentrations and comparison with PCA guidelines, the soils on this site appear to pose a low
risk for sulfate attack of buried concrete. Overall, it is F&R's opinion that this site has a low
potential for corrosion of buried utilities and concrete. It should be noted that F&R evaluation
does not consider stray electrical currents or certain industrial processes that could affect soils
corrosivity potential.
6.0 CONSTRUCTION QUALITY CONTROL
As previously discussed, the Geotechnical Engineer of record should be retained to monitor and test
earthwork activities, and subgrade preparations for foundations, floor slabs and pavements. It
should be noted that the actual soil conditions at the various subgrade levels and footing bearing
grades will vary across this site and thus the presence of the Geotechnical Engineer and/or his
representative during construction will serve to validate the subsurface conditions and
recommendations presented in this report. We also stress the importance of conducting hand auger
and DCP testing in the footing excavations in order to confirm the anticipated subsurface conditions
and define footings that should be undercut and repaired as outlined in this report.
Town ofHolly Springs 17 F81R Project No. 1166-0986
Proposed Novartis Facility, Holly Springs, NC September 19, 2006
SIMC(
I ? 1
We recommend that F&R be employed to monitor the earthwork and foundation construction, and
to report that the recommendations contained in this report are completed in a satisfactory manner.
Our continued involvement on the project will aid in the proper implementation of the
recommendations discussed herein. The following is a recommended scope of services:
• Review of project plans and construction specifications to verify that the recommendations
presented in this report have been properly interpreted and implemented;
• Observe the earthwork process to document that subsurface conditions encountered during
construction are consistent with the conditions anticipated in this report;
• Observe the subgrade conditions before placing structural fill including proofroll observations;
• Observe the placement and compaction of any structural fill and backfill, and perform
laboratory and field compaction testing of the fill;
• Observe all foundation excavations and footing bearing grades for compliance with the
recommended design soil bearing capacity.
7.0 LIMITATIONS
This report has been prepared for the exclusive use of The Town of Holly Springs for specific
application to the referenced project in accordance with generally accepted soil and foundation
engineering practices. No other warranty, expressed or implied, is made. These conclusions and
recommendations do not reflect variations in subsurface conditions that could exist intermediate
of the boring locations or in unexplored areas of the site. Should such variations become
apparent during construction, we reserve the right to re-evaluate our conclusions and
recommendations based upon on-site observations of the conditions. In the event changes are
made in the proposed construction, the recommendations presented in this report shall not be
considered valid unless reviewed by our firm and conclusions of this report modified or verified
in writing.
Town offlolly Springs 18 F&R Project No. H66-0986
Proposed Novartis Facility, Holly Springs, NC September l9, 2006
SI?CY.
Q:
feel
APPENDIX A
ASFE PAMPHLET
SITEVICINTY PLAN, FIGURE NO.1
BORING LOCATION PLAN, FIGURE NO.2
SUBSURFACE PROFILES, FIGURES 3-9
Geolechnical Engineering Report
Geotechnical Services Are PaMoMed for
SpeCMC Perposes, Persons, and Pr@JeM
Geotechnical engineers structure their services to meet the spe-
clfie needs of their clients. A geotechnical engineering study con-
ducted for a civil engineer may not fulfill the needs of a oonstruc-
tion contractor or even another civil engineer. Because each geot-
echnical engineering study is unique, each geotechnioal engl-
neering report Is unique, prepared solely for the client. No one
except you should rely on your geotechnical engineering report
without first conferring with the geotechnicat engineer who pre-
pared It And no one-not even you--should apply the report for
any purpose or project except the one originally contemplated.
Read the Hip Report
Serious problems have occurred because those relying on a
geotechnical engineering report did not read it all. Do not rely
on an executive summary. Do not read selected elements only.
A 6eoteewtlcal E"neering Report Is Based on
A Unllm Het of Miect-Speclllc Factors
Geotechnk:al engineers consider a number of unique, project-spe-
cifio factors when establishing the scope of a study. Typical factors
include: the client's goals, objectives, and risk management pref-
erences; the general nature of the stricture Involved, Ra size, and
oonfiguration; the location of the structure on the site; and other
planned or existing site Irnprovements, such as access roads,
parking lots, and underground utilities. Unless the geotechnical
engineer who conducted the study specifically Indicates other-
wise, do not rely on a geotechnical engineering report that was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before Important project changes were made.
Typical changes that can erode the reliability of an existing
geotechnical engineering report include those that affect:
• the function of the proposed structure, as when
It's changed from a parking garage to an office
building, or from a light industrial plant to a
refrigerated warehouse,
• elevation, configuration, location, orientation, or
weight of the proposed structure,
• composition of the design team, or
• project ownership.
As a general rule, always inform your geotechnical engineer
of project changes-even minor ones--and request an
assessment of their Impact. Geotechnical engineers cannot
accept responsibility or liability for problems that occur
because their reports do not consider developments of which
they were not informed.
Subsurface CondMons Can Change
A geotechnical engineering report is based on conditions that
existed at the time the study was performed. Do not rey on a
geotechnical engineering report whose adequacy may have
been affected by: the passage of time; by man-made events,
such as construction on or adjacent to the site; or by natural
events, such as floods, earthquakes, or groundwater fluctua-
tions. Always contact the geotechnical engineer before apply-
ing the report to determine if it Is still reliable. A minor amount
of additional testing or analysis could prevent major problems.
Most Gootechnical Findings Ape
Professional Dplnlans
Site exploration identifies subsurface conditions only at those
points where subsurface tests are conducted or samples are
taken. Geotechnical engineers review field and laboratory data
and then apply their professional judgment to render an opinion
about subsurface conditions throughout the site. Actual sub-
surface conditions may differ-sometimes slgnifleantly-from
those Indicated in your report. Retaining the geotechnlcal engi-
neer who developed your report to provide construction obser-
vation Is the most effective method of managing the risks asso-
ciated with unanticipated conditions.
A i MPTs Recommudatlons Are Not Real
Do not overrey on the construction recommendations Included
in your report. Those recommendations are not final, because
geotechnlcal engineers develop them principally from judgment
and opinion. Geotechnical engineers can finalize their recom-
mendations only by observing actual subsurface conditions
revealed during construction. The geotechnical engineer who
dew1oped ytwr report cannot assume responsibility or liability for
the report's recommendations If that engineer does not perform
constrction observation.
A Gootechnical Enginwing Report is 8ubleet
To Msinterpretation
Other design team members' misinterpretation of geotechnical
engineering reports has resulted in costly problems. Lower
that risk by having your geotechnlcal engineer confer with
appropriate members of the design team after submitting the
report. Also retain your geotechnlcal engineer to review perti-
nent elements of the design team's plans and specifications.
Contractors can also misinterpret a geotechnical engineering
report. Reduce that risk by having your geotechnical engineer
participate In prebid and preconstruction conferences, and by
providing construction observation.
00 Not Redraw the lEnglneer's Logs
Geotechnical engineers prepare final boring and testing logs
based upon their Interpretation of field logs and laboratory
data. To prevent errors or omissions, the logs Included In a
geotechnical engineering report should never be redrawn for
klcluslon In architectural or other design drawings. Only photo-
graphic or electronic reproduction Is acceptable, but recognize
that separating fogs from the report can elevate risk.
Give contractors a complete
Report and Mance
Some owners and design professionals mistakenly believe they
can make contractors liable for unanticipated subsurface condi-
tions by Ilmldng what they provide for bid preparation. To help
prevent costly problems, give contractors the complete geoteeh-
nical engineering report, bid preface it with a dearly written let-
ter of transmittal. In that letter, advise contractors that the report
was not prepared for purposes of bid development and that the
report's accuracy is limited; encourage them to confer with the
geotechnical engineer who prepared the report (a modest fee
may be required) and/or to conduct additional study to obtain
the specific types of information they need or prefer. A prebid
conference can also be valuable. Be sure contractors how suM
client time to perform additional study. Only then might you be In
a position to give contractors the best information available to
you, whle requiring them to at least share some of the financial
responsibilities stemming from unanticipated conditions.
Read ResponAfaty Provisions closely
Some clients, design professionals, and contractors do not
recognize that geotechnical engineering is far less exact than
other engineering disciplines. This lack of understanding has
created unrealistic expectations that have led to disappoint-
ments, claims, and disputes. To help reduce such risks, geot-
echnical engineers commonly include a variety of explanatory
provisions In their reports. Sometimes labeled "limitations",
many of these provisions indicate where geotechnlcal engi-
neers responsibilities begin and end, to help others recognize
their own responsibilities and risks. Read these provisions
closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoonvhamnentaf concerns Are Not covered
The equipment, techniques, and personnel used to perform a
geoenvlronmental study differ significantly from those used to
perform a geotechnical study. For that reason, a geotechnical
engineering report does not usually relate any geoenvironmerv
tal findings, conclusions, or recommendations; e g., about the
likelihood of encountering underground storage tanks or rep
lated contaminants. Unanticipated environmental problems have
led to numerous protect failures. if you have not yet obtalned
your own geoenvironmental information, ask your geotechnical
consultant for risk management guidance. Do not rely on an
environmental report prepared for someone else.
Rely on Year Geotwftkal "now for
Additional Assistance
Membership In ASFE exposes geotechnical engineers to a wide
array of risk management techniques that can be of genuine ben-
efit for everyone Involved with a construction project. Confer with
your ASFE-member geotechnktai engineer for more Information.
F E
8811 Colesville Rood Suite G106 Sliver Sprtnq, MO 20910
Telephone: [phone] Fcloslrnlte: 301-11119.2017
emoll:lnfoeasfe.org www.ado.org
CopoW 2000 by ASFE, inc. Unless ASFE grants written permission to do so, dupllcetlon of this document by any means whstsom( is expressly prohlbited.
He4iss of the wordhg in this document, In whole or in part, also Is expressly prohibited, and may be done only with the express permleelon of ASFE or for purposes
of review or scholarly research.
0GER1000.10M

0
SITE VICINITY MAP
• """ FROEHLING & RORERTSON,INC• CLIENT: Town of Holly Springs
GEOTECIINICA'', EI'IVIFONMENTAE • MATERIALS PROJECT: NovortiS
F ENGINEERS • 4ABORAroRIE5
'OVER ONE HUNDRED rEAR5 Of SERVICE' LOCATION: Holly `print's, Woke C
310 Hubert 4SireAt 41j n RplPIgh,NC 21603
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wM
y ?

a
Z

.
t
,
a
U

q
LA
;r
N V1 Z 4C Q C
P N v1
N
U] '
U
z
;r
on

? a o
CD
h 3 ry

x -c
C
?
0 N
L
5 > ?.
4
F? Z r
O
I
F U C
N N I? N `O
N a, ? ?
W w ` F
U x .7 0
m
Q
I
w V W 4!
x
U
k. a ?
co
rt
x W N
U.
ca 0 0
u w
W g0
00 Q
0
oe>.LLI
ad
Z CE
z
w
45 w ,
W:t
'
iK
n n JUZO
°
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i
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v
i v
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?q w O
1L
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I??I `NOI.LNA'J IJ

SING!
APPENDIX B
KEY TO SOIL CLASSIFICATION CHART
BORING LOGS
BIN CIE
F&R
KEY TO SOIL CLASSIFICATION
Correlation of Penetration Resistance with
Relative Densihy and Consistency
Sands and Gravels Silts and Clavs
No. of Relative No. of Relative
Blows, N Density Blows, N Density
0- 4 Very loose 0- 2 Very soft
4-10 Loose 2- 4 Soft
10 - 30 Medium dense 4- 4 Fintt
30 - 50 Dense 8- 15 Stiff
Over 50 Very dense 15 - 30 Very stiff
30 - 50 Hard
Over 50 Very hard
Particle Size Identification
_Unified Classification System
Boulders: Diameter exceeds 8 inches
Cobbles: 3 to 8 inches diameter
Gravel: Coarse - 3114 to 3 inches diameter
Fine - 4.76 mm to 314 inch diameter
Sand: Coarse - 2.0 mm to 4.76 mm diameter
Medium - 0.42 ntm to 2.0 mm diameter
Fine - 0.074 mm to 042 mm diameter
Silt and Clay: Less than 0.07 min (particles cannot be seen with naked eye)
Modifiers
The modifiers provide our estimate of the amount of silt, clay or sand size particles in the soil
sample.
Approximate
Content Modifiers
5% Trace
5°,i, to 12Slightly silty. sh"hily clavev,
slightly sandy
12" 4> to 30 Silty, clayey, sandy
30'%, to 50°%: Very silty, very clayey, very
sandy
Field Moisture
Description
Saturated; usually liquid: very wet, usually
Crom below the groUndwaler table
Wei: Semisolid: requu-CS drying to attain
optimum moisture
hoist: Solid: at or near optimum itwisture
Dry: Requires additional water to attain
optimum moisture
UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)
MAJOR DIVISION TYPICAL NAMES
GW Wellgraded grovels
GRAVELS
CLEAN GRAVEL
More than 50Y (little or no fines) . GP Poorly graded grovels
f
rse
o
coa
froction larder GM Silty gravels
than No. 4 sieve GRAVELS
with fines cc Clayey gravels
'
' • SW Well graded sands
SANDS CLEAN SAND ?

More than 50Y. (little or no fines)
SP
Poorly graded sands

of coarse
froction smaller
•

SM
Silty sands,
than No. 4 sieve SAND .' ,'. sand/silt mixtures
with fines Clayey sands,
SC sand/clay mixtures
Inorganic sifts, sandy
ML and cloyey silts with
slightly plasticity
SILTS AND CLAYS Sandy or silty cloys
Liquid Limit is less than 50 CL of law to medium
plasticit
I II + OL Urganic silts of low
plasticity
Inorganic silts,
MH sandy micoceous or
clayey elastic silts
SILTS AND CLAYS Inorganic clays of
Liquid Limit is greater than 50 CH high plasticity,
fat clays
Organic clays of
OH medium to high
plasticity
Peat and other highly
HIGHLY ORGANIC SOILS PT organic soils
PWR (Partially
Weathered Rock)
Rock
MISCELLANEOUS Asphalt
MATERIALS -
ABC Stone

o • 4 ' Concrete

Topsoil
SINCE
BORING LOG / FROEHLIN G & ROBERTSON, INC.
F4 GEOTECNNICAL • ENVIRONMENTAL • MATERIALS
1
Q( F-NGINEERS • LABORATORIES
OVER ONE HUNDRED YEARS OF SERME'
Report No . H66-098_ , a II_ [)ate August 2006
('hem. T_ own Of H011%, Springs _
_--
Project. Novartis, Holly Springs, Wake County, NC
Boring moo. B-1 (I of l) ji pi l,` 20.0' vie% 354.Oft f Lnr,uon: -
l ypc nl' ITunne 2.25" ID HSA Started: 8/7/06
Cumpleted: 8/7/06 Drdlcr. Webb/Lunsford
_
I)I:S(•RII'IION OI; \1A'lL•.ILIALS
f1:?auun Drplh ' S;un,lc ple
I L)e
lh -
IN V`i
Itl'\t
\RKS
_ - IClax?ilicaUOn) _- p
Blow. 'leetl / I'l
:
(Ill o\\ S/ I'll
NATIVE SOILS: Medium dense, dr), tan/light I 1-17-1? GI2OI
IND\VATER DAT.%:
3i2.5 I.5 - . \,browu. silt fine SAND ISM). with tinegravel,
_
l.j
30 _
0 Hrs.: Dry/caved Q<• 14
Q'
Loose, moist. orange/bro%\n. clayey tine SAND (SC(. S .
j ; 3.0 9
349
5 4
5) --
. .
Stitt. moist, reddish brown tan, sandy SILT t:\•II.1. 4-7 7 4.5
7
348,0 6.0 - with tine.t,,myel. 6.0
Stilfto verv hard, dlr. gray, fine sandy SILT (N)L), 14
with fine gravel.
1 8
5
16-27-37 . 64
10
(1
, .
5
340 13
5 -
. .
AL LY WEATHERED ROCK: snm1)led as
17-28-50,4" 13.5
50/4"
brown/purple, clayey SILT. - 14.8
[
50-4„ 18.5 50/4
334.0 20-0
Borine terminated at 20.0 feet,
cl
Numhrr 17thlo,%I r.yuu:d li? a tan Ill muhunuu, h•nun,cl Ill tII,plnp ;o•' a, dfixc Li 1 .7i" I> .,plil- rrn n v,unplcr in lucccs.n:6" uu,cn,rm. llit ice
ofdle w.cond mill ihuli mcremr1111 o1'pcncuali"n 11 Irln,Cll lhr Sulrnl,lnl I'ru:lr;n ,ln I ra nluc ?"
BORING LOG
Report No H66-098
SINCE
FROEHLING & ROBERTSON, INC.
e GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
JVS,` ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
t U B r Date' August 2006
client. Town of Holly Springs
I'ro,)ect: Novartis, Holly Springs, Wilke Count', NC -- ?^
I Boring No B-2 (1 of 1) i)c?ljt 15.(1' l lcv. 345.6ftt
?Locauon --
_
J)pe or Baring 2.25" 11) HSA s wwd 8/10/06 ('ompleted: 8/10/06 nl;uer Webb/Lunsford
DI SCRII "(ION OF AL1('TRIALS Sample sample
N Valor -
Blc.ation Dr th
P (Classllicutton)
Rlo,v.
Deptht)
fe
e

Ihh \s ft)

Kl V1,Utf;S

4 NATI\,'E SOILS: Medium dense. dry, lieht 7-('-7 0.0 UROUNDWA'1'ER DA 1'A:
344
-
I
-
5
1
wnf
ra
fine SAND (SM)
-
br
silt
with
otlet
&
13
'
, . / g
\
y.
y
,
o
ro
s 7-8-10 1.5 0 Flrs.: Dry/caved ?u e.0
\lirie gravel.
342.6 3.0 Very still. dry, line sanity ('1.,1Y (C.), with fine 3-8-10 ?'G 1 S

41
1
5 "ravel.
.
3 4.
_ Very stiff. moist, reddish brwm griy. sandy Sll-'f 5-32-36 d'? I g
Mt.. 6
0
I lard to very hard. dry to moist. reddish brown gray. .

clayey Sli,f (tilt.). 48

18-27-29 4'S 56
- 111.(1
2
1 5
1 -
33
. 3
_ --
PARTIALLY WFATHERF.D ROCK: sampled as 19-X14-50 `-1' 13.5
50/4"
330
6 I ?
0 oon%bl
ck
'e
ma
cl
SILT 1
.
. ,
y
r
a
a
. - --

i Boring terminated at 15.0 feet.
Y

1
I

t

.t `

i

I 4
1
i
I i
i
?41%mhcr ul h1o „ rclµun•d lijr,t 140 Ili au1111a0( h.mima dioppm L ?tl" In dm c '" O 1) . 1 ;7; I U ;1,III-ya on amplrr in <ucce?,iA c o" mcrcmcnl, fhr ,11111
of Il,, ?k!omd and Ihrrd no Clan - ,,I Pc Ild r'dwo I, Ierm,(I l!1C 1?tnminrd I'CnctrmIon Ic,t Salt Rc "N"
BORING LOG
SINGE
FROEHLING & ROBERTSON, INC.
e n GEOTECHNICAL - ENVIRONMENTAL • MATERIALS
8c ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
Report. No 1166-098 Inat Date. Auenst 2006
ihcnr Town of Molly Springs --
yimcCt Novartis, Holly Springs, Wake County, NC

15.0'
Boring No --8-3 (=Of,)
Ho: 330.8ft f
_` I ocaurm.
bpe of l3onm_ 2.25" 1D HSA titartcd 8/9/06 ('omplclcd 8/9/06
FIC,atton Depth DES( KIP'I'ION (tl t`1:i'I:I21A1 5
t0asAlwnlionl "sample D5pth
Blow; (lea)
"). ROM WLAT: Medium dens e, dry, grapllight brown, 1-14-9
39
3 1
5 re SAND ($M) with line gravel
. . .
ATIVF. SOILS: Stiff, dry, orange brown, sandy IO 13-1a
327.8 3.U t LAY (L ), with fine to coarse travel.
9
I I 3.0
326
3 4
5 oranoe'" rayAan mottled, fine sandv G-
-
. . `i''
ery stiff moist. maroon, sandy SILT (ML), with 6

ne gravel.
F .0
6-9-10 8.5
10.0
317.3
315.8
s
I 13.5
5.0
fi-8-18-2 7 13.5
Htu'd, ntoisl, maroon, clayey _SILT (h•lL).
Borin-, terminated at 15.0 feet.
*Numbcr oI hlmw rcyuircrl Ior a 1,10 Ib ;uuonrau ImIll ocr drohhinc ar' w dnu '" 11 [ r. I 7j" I I i ,p
ul'the ,ec.,ul'l and third Inclement, ,I 1wiw(I:luon I, letIlIcll the .st'lud,ud Pelmralloll ILst ? aluc
1)rdlcr Webb/Lunsford
-\ Value
(hlu„i% fT--- REMARKS
(iKOt!NI)WATER DA'tA:
0 Hrs.: Dry caved 4i) 7.5'
23 1 11
26
20
19
19
45
i
i
i
n•,(tnlm trampler n? w?xr,.i?e h" in.rcmrnt, 1lle sum
BORING LOG
5111 CE
FROEHLING & ROBERTSON, INC,
Q GEOTECHNICAL • ENVIRONMENTAL - MATERIALS
/V?•` ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
Rclnlrt No : H66-098 `--- _ tee 1 Datc -August 2006 -- -
clwar Town of Holly Springs _
Crolcct Novartis, Holly Springs, Wake County. N_C' ------_? -- - J - -- _- ^--
Bonug No B-4 (l of l) 1101 ij' _" 30.0I;Ics 339.3ft t L oi?;,t;on: --
IspcoiBorln-: 2.25" tl) HSA Stated 8/9/06 _ completed 819106 D_NIQr WebblLunsford
I:Ir\ aUim Doll It1;5C'lllt'fI1)h OI' N1,> 1'I'.R1A1.5 • ti:nnple Sampl.t h y Value -
Dep
las:ilicaut»t1 Molls t??l) 1 thlnt\ s/ tt) RF1v1ARKS
fN.A OOTNI \T: Loose. dry'• reddish Mown, silt}' SAND ? S-5
GROUNDWATER DATA:
337.8 1.5 N'1), wwithline e=l & rootlets. [.5 10 0 Iles.: l.)ry/caved (?i t6.0'
SOILS: Stif, mist, reddish brown, fine 336.3 3.0 ndv CLAY ?Lwiih rootlets. 53.0 12
R1IAI.I.Y WEATHERED RUCK: sampled as 3.9
aroon. sandy clayey SIL1. 50/5" 3'1 50/5°
I -

321.8 13.5 -
319.3 20.0 -
309.-3
s
i
1 30.0
Very hard, dry. maroou'uray. line to coarse sandv
SILT INIL), with title to worse gravel.
PARTIALLY WPATHERFE) ROCK: sampled is
maroon. sandy SILT.
Horin- lernnnated at 30.0 feel.
50;4." R.5
X0/4"
--.;2-4 8 13.5 80
- 15.0

-27 35 13.5 62
--- 20.0
-50 3" 23.5 50/31,
,4
2). 3 I 50/-1„
I
-L 1 ?_ 1 1 I
"Numlivr Ili hlm\\ roganu.l fill -1 .1.1 14( 011 mil-mtaUr hammer droplnn 111" to rig I.: 1 I) I i"I D a ltt-;pours ,;uuhl?r at ;uec ;:1 e i"nrrcmcnl; I hr ,um
III 111e ;rrrnlil mul Mud inlrcrnents of poi,nvl.In I. termed tltc SLuld:atl Prnclr,mon Icat \;1h1r
BORING LOG
ltcportN,,r,. H66-098
Item. Town of Holly Springs
Project Novartis, Holly Springs, Wake County, NC
B 5 l otal - --
Boring No - (I of 1) L!, 11 30.0 I In. 333.5ft t I oattiun
1 tpc of Boring: 2.25" ID HSA Started 8/10/06 Completed 8/10/06 vriho Webb/Lunsford
lac?:uiun I)cplh
U1.tiC'It1Y'1'N)\ OF NfA'1'f i21Al.S
(Classification

T
lampla

lilotts
sumplc
lhpth
I rF,•ti
iN Value

fblun,<? lit
-
RI: N1.\RKS
NATIVE 5011 S N4edium dense. moi,i, dark
332.0 I .i \brownrt rar_silty SAND (S(yl) with fine -ravel.
Verv stiff, moist, dark gray, fine sandy SILT (NIL),
330,5 3.U with root fra menu. _
329 0 q 5 . StifT, moist. orange/tan, sandy silty (LAY (Ct.). _
Vcn stiff, moist, maroon. sand} SILT lMl,l.
327.E 6.0 -- Medium dense. dry to moist, ntaroon'fray'brown
-?' :I mottled. silly fine it, medium SAND (5\1'
3'_0,0 -
1 13.5
PARTIALLl' WHATHERED ROUE: sar
maroon, clayey S11, 1'.
_ _ GROUNDWATER DATA
L5 13 0 11rs.- IM 'caved (ir) 24.0'
;q 16
4.5
14
6.0
2K
30
' 1 50/3"
'I so/s° 1
51 50/3"
303.5 ? 3(1.0
Boring terminated at 30.0 feet
1 5011 "
x
I
i
d lm a IJI) Ih amwmauc hanunct dloppntg, 30" to dl I? c I) . 137>" 1 1) >plit->pvon ampler m lucc,:-i%c o' mcrcnicnt, 1 he un)
ul'Ihc x'0110 and thud increntau. ol'peactrduun IN (kLIIWd th,• tilandurd f'cimr,ttwo I :<t ?aluc. "N"
oINCE
FRDEHLING & RDBERTSDN, INC.
GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
tee. _ Date: Auoust2006
BORING LOG
SINCE
FROEHLING & ROBERTSON, INC.
(®R GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS - LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
Report No H66-098 180 1 Date: August 2006
client- Town of Holly Springs -
Proiect. Novartis, Holly Springs, Wake County, NC
Boring No B-6 (1 of 1) Uet tit 45Glc, 354.7ft t
I ueouorr.
-
IYpeot'fiorutg 2.25" ID HSA Clarlcd: 8/9/06 L'otnpletcd 8/9/06
Elevation Depth _
DESCRIPI'10N 01 MM 11R1At.S
' • Sample ?mr
1C
latitiificahonl filuws Icii
NATIVE SOILS Loose to medium dense, dry, light ?> 5
brown/tan
silly tine SAND (SM)
with line
rav
l &
.
,
g
e
rootlets.

7-q
5
I
2
351 3
5
.
-350 0 .
i - - --
Stiff moist, reddish brown- fine sandy CLAY (Cfl>, 4-5-7

with line gravel.
3-5-6 4
?ledium dense, moist, n,arulm!binck!white mottled
,
silly fine SAND ISM). _ 6
,46.2 -1 8.5
336.2 ? 18.5
=1
z
y
Stiff to very hard, dry to moist, nrtroon$lack. . clayev
SILT (NIL).
P.AR'r1AI.LY \VF.A,rHERE;D ROCK: sampled as
maroon, clavev SILT .
8.5
10.0
13,5
15.0
r)I,ltcr Webb/Luusford
N Valuc Rl'1,1ARKS
(blows/ I.t)
I 1 GR0UNDWATER DATA:
0 I Irs.: Dry!caved u, 38.0'
16
12
Il
10
80
504„ 18.5 50/4"

23
50;3„ .5
50/3

28.5 50/I°

??1;1_ 33.5 50/1„

10 1„ 38.5
50i I "

i
5-0v- ?
3i.5

5U/0"
309.7 i 45.0 - --- -- -- ----- -- -; -- - --- ---- - ---
Borirr_ terminated al 45.0 rect.
\t11111M "I him„ raptacd I m a lam Ih ataomatic hannnel droppnm ;U" In dmc I) ID '11111-,1'00 11 sampler m surer<snr (," 11mements I'hc Sun,
of the ,,wmd . and th,rd incrcmciit? of pcmrlrauun a t. rntcd the St,lndatd I'coctr,ilunt I C;t Nalue. "N",
SINCE
BORING LOG o
Rpm No . H66-098 BB I
FROEHLING & ROBERTSON, INC.
GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
Dntc. August 2006
client. 1 own of Holly springs
Prcnect ENovartis, Holly Springs, Wake County, NC

Rornng No -13-7 (1 of 1) Total
De th 40.0'
1 ie% 349.0f1 t Lucauum
r%peol Itonng. 2.25" 11) HSA _ slmted 8/8/06 _ Completed 8/8/06 Driller Webb/Lunsford
I:leA anon Depth DFSCRIPTIO\'' OF MA I i'.RIALS ` Sample Sample
Uc
dt N Value
k1
(Classllication)
p
(hlow.s/ 11)
:MARKti

347
5

5
1 -IT
NATIVE SOILS: Loose, cry, tan'light brown, silty
ti
S
N
2-4-2
GROUNDWATER DATA:
. . ne
A
D Sh1), with rootlets R fine ravel. 9_? l l.5 6 0 Hrs.: Dryi'caved I%) 22
5'
Medium dense, dry. Ian. silty fine SAND (SM)
with .
346.0 +.0 ,
fine t
l
o eoarsc grave
. _ I I
10
1 I .i.0 13
Very stiff to hard, dry to moist_
' .
-
tanlorange:
gray/red dish brown mottled, clayey SILT 18-15-20 4.5 21
(NIU with fine gravel.
6.0

-
35 I
340
5 8
5
. . -
1 lard, dry, maroon, clayey SILT (NIL). 12-18-26
8.5
44
339
0 10
0 --'
. . - - 10.0
PARTIALLY WEATI IGRF.D ROCK: sampled as
maroon, sandy SILT, with fine to coarse gravel.

50/5" 13'5 50/5

- 18.5
50/3"

'i5-50/4"
243 '.-
50/4

X0,0„ 1 28.5 50/0„
50'I i.3.J
5011
"
I
38.s 50/0'
309.0 40.0 - -- -' - -----? --- -

?

i

I
Boring terminated at 10.0 Ieet.

I - --

I - - - -- -
\'. . , 6.., ,.1 '1.1...... .,.., . : •... ,L._.. i i.. u.- __._. . -.- ____.:. _ - .- -_. ? ... -l
Ci
s
.., . 111 . I-I -- in;ioc n.umncr uml,pm.! ,n w um e () 1) 1 I:" 1 1> ,pln-eluxm :•:unplcr in >ucce"n c h" mcremem., I'he .:um
01•111e'Ctr1111 .niJ Ihlnl mcrenleltl, nl'penelra,von i? trrmril the ?Lnnlarl PcIloraatlon I c,I \ ,,h,c. "N"
BORING LOG
SINCE
FROEHLING & ROBERTSON, INC.
GEOTECHNICAL - ENVIRONMENTAL - MATERIALS
ENGINEERS - LABORATORIES
OVER ONE HUNDRED YEARS OF SERVICE"
Report No . H66-tI9A - , B B1 D.nc August 2006
then( Town of Holly Springs _
Pro{ecr Novurtis, Holly Springs, Waite County, NC
Ronne ?r(, B-8 (1 of 2) -53.0' ie% 357.0ft t
rNlieorlRonm-2.25"11)HSA til;ut,d: 8/8/06 c'olt?
-- r?rsclzm i 1(I\ ()r `tA rrlttAl s
lilc?;wun l)eplh
tVeiy ATIVE SOILS: Medium dctise, dry, tan orange,
35.5 1.5 lty fine SAND (S I, with rootlets & fineravel.
ery stiff, dry, reddish brown, cla%e?' SILT (ML),
351.0 3.0 fine gravel. edium dewe. Elm tan/oran e, sill' fine SAND
352.5 4' rootlets & line to coarse gravel.
351 0 h U ery stiff. moist, reddish brown, silty CLAY (CH).
still', moist. maroon, claw. SILT (MI.).
332.0 -) 25.0 ~b,
PARTIALLY WF..ATHERF.D ROCK: Sampled as
reddish brown, clayey fine to medium SAND, with
fine irtvel.
Luuutorr
tcd 8/8/06 urtl)er Webb Lnnsford
Sample Sample N Value
tSlu,?. llepth (bkms/ lit REMARKS
(lcet )
CiROLINDWATER DATA:
10•0-12 1.5 13 0 Hrs.: Dry 'caved 4P 25.0'
5-?-7 3.0 21
10-7-11 4'S
6.0
10.0
8 12-18 13.5
-- 15.0
7-10-14 1 R.?
2D 0
1'.27
23.5
25.0
13-SOi?' 28.5
12
18
15
30
-14
49
50/2'•
50/2"
'I _ --):-- 38.5 410/511
e _-
-
rr
-- - --
`Numhcr „1 hlu,ts rc,iuurJ lia ? I Jlt Its ,n,n?niatic h;uninrr Jn,phnm at" u, duve ,_ U f) I ' ! U. ailil-tih,,nn ?;?.urplri ui wcce>stt ?? 6" nt?rrnuni. l Iii •,uni
ul Ilse wwod ind third Incrcmcnt. of pol,CU;ut,?n is termed the "ImId'ud Penclr;alwi 1k:,( ,;duc. "V"
BORING LOG
SIN(;E
FROEHLING & ROBERTSON, INC.
GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE
Report No. H66-098 IPIS I
chcnl Town of Holly Springs --- _-?- -_ ? - -
Proiect Novartis, Holly Springs, Wake County, NC
Timing No B-8 (2 of 2" '1' t_ 53.0' Elev. 3157.0ft -`--, I.ucauon--
'I'rpeol'Bonng: 2.25" ID HSA_ Siarlcd 8/8/06 Compacted 8/8/06
(tiamplr
DF.sC'RIP'1.10N OF KIAIIA0ALS So.. r T,
Elc%auorl Dcpll, Ocrib
(C'la,.ificauunl Tlilw. 1lect)
304.0 ? 53.0
I
ti
I
j,
C
"Numhcr of hlull> I etILHn
of the ,rcund ;md IIIITLI ill'
,huger refusal R boring terminated at 53.0 feel.
Daw August 2006
Driller. Webb/Lunsford
N Value RLMARKS
(blows, 11)
II
d for ;t I40 Ih alilnln.da h;unmcr dropping 311" to di I\? ," 1> I) 1 17i" 1 1). >plil-,Ixwn swmplor m ,uc .,nc ((, incl.ntcnt Th sul,i
:rcmcnls of pCnrlroUuo r, lk:mwd l'nc tilandard I'Cnaraion 1 C;I value °r\..
BORING LOG
keporl No. 1166-098
,IrJ( E
F FROEHLING & ROBERTSON, INC.
GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
tae I-- Da(e: August 2006
cucut: I oven of nouy -,)prtngS
Prulect. Novartis. Holly Springs, Wake County, NC
13oring No B-9 (I Of 2) Total
$3
5r lilct
D
357
0R t
-
.
.
.
epth
Location.
' YPe of Boring- 2.25" 11) HSA Started 8/7/06 ('nmplow: 8/7/06 Drill
Driller Webb/Lunsford
Elevation Depth MSCRIPI [(-).N 01' \4A I ERIALS " Simple plc N Value
(11 1 ical loll) [tlot?. Depth
(feet) (blows/ ft) RG\gARKS
NATIVE SC)ILS: Louse
moist
dark gra
/brown 3-3-4

355
5
I
S ,
.
y
,
il
f GROUNDWATER DATA:
. . s
t
ine SAND (SNI). with fine gavel & rootlets. 1
5 7 0 11
'
Stiff, moist. orange, clayey SILT (h1L1. - 3-5-6 . rs.: 38.0
3-3-5 '3'0 11
5
352 4
5
. . -
i 4.5
St
ll. moist, reddish brown, fine sandy CLAY (CH). 2-6-8 8

6.0
- 14
348
5 8
5 -
. .
iff
.5
8

St
. moist. maroon, slightly clayey SILT (NIL).
5-7
-8
15

10.0
343
5 13
5
. . -
Still', moist, maroon;grav. clayey SILT (ML), with
5 F 5 13.5
1 I
342.0 15.0 line gravel.

Very hard, dry to moist. maroon, clayey sandy SILT 15.0
(ML).
10-20-34 18.5 54
0
37 20
0 --
. . -
'
' 30.0
PARTIALLY `y
F.A I
HERF.D ROCK: sampled as
mar oW9ray'%%hite'black, sandy SIL'T'.
35-50%G, 23.5
50/6"
?4.5
17-IS-50;0" -8.5 50/0"
{ 29.5
Soil" - 3_i.5
50/1 „

-.
;I„ .38.5
50,
-- ?0/ I it
313
5 43
5
. . - ----- ----- ----
4' S
= PARTI.M.I.Y WEAL TIERED ROCK! sampled as _ 50
- 5U/1"
- tttaruut, clayey SILT.
i
INN,
IN,

8.5

0/0'

I

Y
J
i
x
x
„ C•i• ", ,,... ., wp01 !14!iL :.immct tuohhtm_ w to once U 1) 1 ;1," 1 1) plil-'; p:.un .,.unplcr to succcs;i%r 6" maemenl? I he :nm
of the wcond and third tnc rentem? of penetrimon t< Icnncd the .St.utdard Pcnelralioll ] C,t t aluc. "N"
BORING LOG
Rcport No.: H66-095
SIN( E
FROEHLING $ ROBERTSON, INC.
F GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
R ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
aa, Date August 2006
client Town of Holly Springs
-
Prolccr Novartis, Holly Springs, Wake County, NC

Boring No.. F3-9 (2 of 2)
I )ct lh 53.5' _
Illcv 357.0ft t
Location. - '
.1 vpc of lit,rmg 2.25" TT) HSA 1?turtca 8/7/06 C•omplcted 8/7106 Drina- Webb/Lunsfosd
Elcvaliun Depth l)FSl'R?1'Tli)\OF.MATERIALS *SantpIc SOMPle
T)c
th
N Va?uc
REMARKS
It lacs,lir;uion) ?91u??s p
Ilccll thlin?sr fil
l
5 3
5 -
303. .
5
r -
--
Auger refusal & boring terminated at >3.5 teet. -

I
I

1

1

I
I
' \umhcr ul hh„",cyu,red fur a 110 Ih au00111,lt han,mei ditypp v 30" lo driNc 2" t I t 1 +7; 1 1, SPIn-111()01) .anyiler ,o -ucccsne (," mcrtmcnta The <un)
of the ?cautd ,1),d thud mcrcmcnt, 0f pcnelrau ,n ,s Icnucd the Slondnrd Pcncunnun l eJ ,llu "'\
BORING LOG
Report No.: H66-098
SINCE
F FROEHLING & ROBERTSON, INC.
Q GEOTECHNICAL • ENVIRONMENTAL - MATERIALS
a ENGINEERS • LABORATORIES
OVER ONE HUNDRED YEARS OF SERVICE"
I99, r),te. August 2006
client. Town of Holly Springs
Proiccl. Novurtis, Holly Springs, Wake County, NC
Boring-No.: B-111 (1 of 1) l1)c ii, 33.5' r.lcv: 355.6ft f I.ucauon '-- _
- - -
1'ypc of BwIng* 2.25" ID USA Started: 819/06 Completed 819106
Driller: Webb/Lunsrord
' -
_
DFSC RIPIION OF NIA CP.RIALS
T-- S:Imple N Valor
t le,;uiuu I)eplh
I)epth
kH%1;\RKS
'
Iblo,+s. It)
Iosslllcatun,) I3)r,Irs
(l
fleet)

NIA] IVF SOILS: Firm, moist, brown tan, clayey
4 4 t - -
GROUNDWATER DATA:
354.1 1.5 SILT ( 1L)• 1.5 8 0 1lrs
: Dry/caved !i-t) 31
0'

352
6
3
0 Stiff. moist, brown, clayey S1LI (NIL). (''6 .
.
, .
, Ver`. ;tiff. moist, orange brown, cinyey SILT (ML). 6-7-9 ' 0 I'
1
351 4
5 - -
. .
Slift. moist. maroon, clayey sandy SILT (NIL). with 3-4-6 4.5
16
349
6 6
0 tine uravel
. . • _ 6.0
Stiff. moist, reddish brown, clayey i.1LT (N1I.), with 10
veins of,black silt.

4-5-6 8.5 11
l r).0
=1
1
342 13
5
. .
Still, moist, maroon/gray, clayey SILT (Nit,). with
5 6-0 13.5

I
tine eravei -
. 15.0
i
-3-4 18.5 7
'
335.6 20.0 ' 20.q
PARTIALLY ?V
EATI IERED ROC'h: sampled as
maroon, clayey SII.T.

500„ ;.?
i 50/0"
38
.5
332
1 33
E - - - --- -
. . Auger refusal K boring terminated at 33.5 feet. !
I
i
I
i

I
I
I I
I

""umUct ail 111 N, ie,Jmwd Im N 140 Ih aulommii hammer drVppm' 2 .t0- In dmC '' ( ) I ) . 1 37i" 1 1) sphl-poo, ,ampk!r H :HCCr<snC (," inercmcnls 'I'hc .un,
of the ,ct and and third moci cn(s „I penetration t5 termed the Standard Pv,wtra(w,i I c,t , :aluc "N"
BORING LOG
SINCE
FROEHLING & ROBERTSON, INC.
Q GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
a ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
Report No H66-098 Dote: August 2006
c'hent Town of Holly Springs
Project: Novartis, Holly Springs, Wake County, NC

Boring No Total
13-I1 (1 of l) DCellr 20.51
I346.0ft f
t.oeauou:
1) pe of Ronne 2.25" 1D HSA rtitaned 8/8/06 Completed. R/R/06

EilevaUOn
_._
UcpOl u1-SCR[l1I ON (A NIATLKIALS

-, _• _ItItIS?I(Il'i1110n) . Sample

lilo\\;C Sample
Depth
(reel)
N:1TiVF, SOILS: Loose, moist, light brown Ian. silty 1--33-3 0.0
344.5 1.5 tine SAND (W). with finegravel 8 decaved root • 1,5
?ravrncntS. 1 a
343.0 3.0 Stitt; wet, maroun. sandy clayey SILT (NIL). J 3-5-6 3.0
341
5 5
4 Stiff. moist. brown orange. clayey sandy SILT (MI.).
. , Vern titiff, moist. orange/gray, clayey SILT (ML).
8-10-13
1'S
II with fine gravel 6.0
337.5 8.5
336.0 10.0
319.5 1 26.S -
y
Very dense, moist, reddish brown, silty fine to
medium SAND (SM), w•ilh fine Gravel.
PARTIALLY WEATHERED ROCK: sampled as
reddish brown, sandy SILT.
Aul,cr refusal & boring terminated at 26.5 feet.
Driller. Webb/Lunsford
N Value REMARKS
(blows, Itl
6
7
11
23
11-?3-3\I 8'S 67
- - 10.0
'.-1(i-50/2 13.5 50,,.I
-.- 14.7

50:1" 18.5 50/1,,

23.5 -Solo"
GR011NDWA'rFR DATA:
0 Hrs.: Dry/caved 13.5'
Numhcr of hlo\,. Ieyuucd lur a 140I1,;im matte ImiIn t .r Jtuq,pm dm0 ?" t t I I I ;7?" I I) ;phksj Don xunplcr m rti 0. nc 6" mcrrmenls I hr ,urn
of the .econd and 1111Id Inclclucnt, of penetrqu,o Iti termed 1110 Standard Penenaaon I e,t \ Glue "\"
BORING LOG
kcpun No H66-098
I?cG-cnt' Town of Holly Springs
,-' frc,lcct Nv artis, Holly Springs, Wake Conutr, N(7
SINGE
FROEHLING & ROBERTSON, INC.
GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
aa, - ---, u,nc August 2006
Bonog No B-12 (I of l) uc`17.5' tclc? ?- -352.Oft f
-_ ?-
LOCJUUn.
'l epe of I;oriop 2.25" 11) HSA Started: 817/06 Complelcd 8/7/06 I)riller Webb/Lunsford
hlevallon Depth t)FS(: Rlt't 1ON (A- MA"1 I:RIALS ' Samptc Sample
N Vulue -
I(la»ilic;tuoo
_ )
Blo,?s Depth
fleet)
(blot,'sr Il RGMARKS
l
NATIVE SOILS: A•IcJium dense. dry. orangcrtan -5 6

350.5
1.5 ,
SANn GR OUNDWATER DATA
r
ense. dr
y. orange, silty fine SAKD (SM) 7-6 15 0 Hrs.: Dry!eaved (ir 24.3'
349.1 3.0 ,
ei.
G
; 0
347 S j st. rddh own, silty ('LA(CH), with -7
l. 4.5
Very still, moist, reddish brown/eray'white/tan
mottled. line sandy clayev SILT (ML). Willi fine b 0
gravel. 19
343
5 8
5
. . _
Very, stiff, moist, maroon, clayey SILT (ML).
5-7-1 1 8.5
18

10.0
t
338.5 13.5
Stiff, moist, reddish brown/gray''w•hite'black mottled, 4-546 11
sandy clayev SILT (NIL).
1 0

j 3-5-7 18.5 12

30.0
-i

4-5-7 23.5 12
1
, 35.0
323
5 28
5
. . -
PARTIALLY WEATHERED RC)Ch: sampled as
1 `? SOiS" _'8.5
50/5"
maroon, clayev Sll, F, -- 19,9

_
i
33.5

50/5" I
,

E
I 50/2"
i
-
0 ,(y --
4;.5

50.0"

304.5
47.5 -- ?
---- --- --- ---- - -` I

Au'cr reh,Sal R boring terminated at 47.5 feet. ) ---- --- -
_ ---

-..., ........- ....... ..... Z. ;M': ,,gamier urdppnii 111 ui dn??: ' ( ) I ) , 1 .;7i' 1 1 i ph,-y an, .,nnhlr, u, .(,,L -nr nlercnx- I h? ,um
of the wcraul anti 11111d muancut, of pmctndnm Is 10r,n%:c) d)r'tanJard I'cnctr,¢uut tcS1 %aluc "h"
BORING LOG
wri No H66-098
SINCE
c FROEHLING & ROBERTSON, INC.
f & GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS Of SERVICE"
e s, Date: August 2006
Client Town of Holly springs _
hrOicct: Novartis, Holly Springs, Wake County, NC -
Boring Nil. F3-13 (1 of l) i)o1lh 39.(I' jli!,,-?v 358.(lft ? Location
2.25" 11) F1SA Sr8/7/06 Con,plcted: 8/7/06
D SCIM"HON 01: MATERIALS ? ` %imple n111P
Elr,:(tinn Depth
iClassllic.niopl Mims (leet
- I _ d t •Itv line 3"3-; r
356.5 ? 1.5
353.5 d 4.5
338.0 -! 20,0
334.5 23.5
}
NA I LVC SOILS. .005e, I}, orange, an, sl
SAND (SM), ,vith fine to coarse gravel, laree root ,
fi:t?+ment in spoon.
Firm. moist, reddish brOwn, Clayey Sill' (NIL), with 3-
lartte quartz fragment in spoon. _
StilTto very stiff, moist, reddish brown gray. Clayey 7•
SILT 0,11,), with tine to coarse gravel. r-
Stiff, dry, maroon. clayey SILT Wl,. -
PARTI•ILLY WEATHERF.I.) RO('K: sampled as
maroon. clayey SILT.
Driller Webb/Lunsford
1 Value RI-MARKS
(hlow"i a)
I.5
3.0
4,5
6.0
I GROUNDWATER DATA
6 0 Hrs.: Dry/caved (6) 22.3'
7
14
16
13
9
?7 8.5
)0.0
4 5 13.5
15.0
5 6 18.5
- 20.0
50/3" 23.5
--4 8.5
_
JI 33.5
50/3"
50/5"
50/3"
319.0 39.0 -- - ?- -
Auger refusal d boring terminated at 39.0 feet.
i
I
I
?Nun,herof hill,",rr? --- -- --1) -I ----
µnreJ lin a 140 Ih aulumnlic h;nnn,rr Jmpl»n ill" it, dme ?" O U I ;7LU ,pl,t-,pour .auiplrr m .;uccess,? r 6" iniremCnh 1 he >uln
n1'Ibe <ecund Mid thud u1Clenlen11 01 peaetC,L,a1 f, tcrlllCd the Slaudard P,?110TM lilt I I*cm \,Ilue. "N"
SINGE
BORING LOG GEOTECHECHNI C • AL - N ROBERTSON, INC.
R ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
iZeport No H66-098 Date August 2006
Chou Town of Holl. Springs
Protect NDVartis, Hnlh' Springs, Wake County, NC -'- -
- --
Horinc No B-1 1 _ (1 of 1) --II)eplll 32.0' ra.? 359.0ft t l.o?.+uon
I) pe of Boring 2.25" Ill HSA Started 8/10/06 completed: 8/10/06 Drillcr Webb/1,unsford
DI:SCRil"I III IN UP N1 ,M I I RI,%LS - • timttplr Seanpte N Value,
Ilevatum Uepth
IClas>ificnuonl Hl0%%s Ctlt Iblinvsi Ill RLV1ARKti
- I feet l
NATIVE: SOILS: Medium dense, city, gray, silty lime T 7 6 Ci ROUNDW4, MR DA'I A:
357.5 I .5 SAID SM ,with line gavel & rootlets. _ c 1.5 11 0 Hr:.: I)ry.cived 1& 24.5'
Very stiff. dry to moist, orange, silty (A-Ay 356.0 3.0 - - - 3.0 17
Vcry stiff. dry, reddish brown, sandy SILT (Nil.). F 12
354.5 4.5 with tine, travel.
_ 5 4.5
Stiff to very still, moist. reddish brownrtat>'gra? ; 8 20
I mottled, fine to medium sandy SILT (till..), with line 6.0
gravel. F 13
4-6-7 8.5
349.0 10.0 - _ 10.0
Slif . moist, reddish brown/tan, clayey. SILT (ML).
344.0 ? 15.0
339.0 d 20.0
327.0 d 32,0 -
Verv hard, dry, maroon, clayey SILT (ML).
PARTIALLY WEATHERED RUCK: sampled as
maroon..,aod SIL.T.
\uger refusal & boring terminated at 32.0 feet.
I
i i
- I I ' I
J '
` "Ntimher tit' HIT i retl„? ItI lot t I lu Ih automatic h,untncr dropIunt n" t„ dr n (i D I ,7>>" - - I -- -
op pmt D splu-,pron 1,,,mplcr to ... ecc>sne h" incrcntcnk 'I he ,unt
of the sewnd on d third mercment, of pcnetrumi, a mmcd tl,c Stand:uJ l'enclruunt'fe>t A tic. "N".
13
+.-, I
15.0
18.5
65
20.0
23.5
24.4 50/5„
28.5 10,1„
SINCE
BORING LOG FROEHLING & ROBERTSON, INC.
R GEOTECHNICAL • ENVIRONMENTAL - MATERIALS
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
Report No H66-098 _ lost ' Date: August 2006
Cunt Town of Holl y Springs ? -
Project. Novartis, Holly Springs, Wake County
NC
,
--
Boring No. 13-15
p L0'
(I of 1) t)cet`Ilt
I•.lev: 3S4.lft t -- ---
Locattun,
l pc of t3oru,r 2.2;'? ID HSA start d: 8/10/06 co »hLtr _
d 8/10/06 Driller: Webb/Luusford
I1rt;lUun Ileptl, DISC'RIP"I'ION OF MA'I'FRIALS ' S;nttpl- ,S:tmPlr N Vctluc

- (C'lasilicauonl Rlo r,

- Dcptlt
(feet) (blotti,/ fl) RFMARKS
ROO I'NIAT: Loose dry, ,
rapbrown
silty fine 4-4-5

352.(1
1.5 ,
,
SAND SN1 with linegravel, roots & 4rass.
-
1
5
9 CROI ND',VATER DATA:
'
NATIVE SOILS: Stiff, moist
reddish brown
tine 5-7-8 . 0 I lrs.: Dr,icaved (i) 26.5
351. I 3.U ,
,
;andv CLAY(CL)
with fine gravel & rootlets 3
0
,
.
Stiff. moist. reddish brown/orange/white tnottled, 4.7 .8 . 15
sandy clayey SILT 0 IL1- with tine gravel. 3.5_8
4.5
345.6
340.6
335.6
329.1
Very stitt: moisl, white' inl, brown mottled, clayey
- . ? 8.5 -111 p `
SILT (NIL).
{ 13.5
1 18.5
Stiff. moist, reddish bro\%wtan, clayey SILT (ML),
Stiff, moist, maroon%gray/brown tnottled, clayey
sandy SII..T (1It.). with fine gravel.
i
25.0 - -
PARTIALLY WEA 1'IIERED ROCK: sampled as
- maroon, clayey SILT.
6-8-
6.0
13
8.5
1(i
! 0.0
4-h-? 13.5 11
I 15.0

4 6 G 18.5 12
-- 311.0

i-50!5" 23'1
50/5"
24.4
50i
320.1 -
34.11 -- - --
Auger rcfrlsal & boring terminated at 34.0 feet,
28,5
SU/5"
"Numhcr n l sic yumd Ior a 140 1 h aulor,taUC IIan11LtL•r dhul,ping 30" h dm. (t Ii . I ?" 111 1,111 -;ptwn sampler to tiucccs>i,e 6" mucincoI, I hc..im
nl'the second and third tnctrntcii[, of penetr,u un Is tcrnicd the Ntand;vd PcmAl Ica \alu,: "N"
SINCE
BORING LOG / FROEHLING & ROBERTSON, INC.
IFO GEOTECHNICAL - ENVIRONMENTAL • MATERIALS
a ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
Report Na: H66-098 , a e t pate- August 2006
client. Town of Holly Springs - -
Project: Nov'artis, Holly Springs, Wake County, NC
Horinu No: B-16 (1 of 1) I)e )tl+ 30.0' I ley 342.6ft f _) Location,
1' f0 224'IIII H
}pe o onnp SA Blamed 8/10/06 Compl eted: 8/10/ 06 Driller: Webb/Lunsfortl
Elevation Dcpth ) KSC'RIPI Ii1N 01: MATERIAL. * sample _
san)plc Vahre
e --
(Classilication) Iiluvvs

- Deplh
fect
) INlu+vs;
rt) REMARKS

341.1
1.5 NA 11%'F SOILS: Medium dense, dry, dark
Way'brown. silty fine SAND (SS1)
with roots & fine 3' _

12 _
GROUNDWATER D.N'I'A
.
\uI coarse ?r:+vcl. 5.6.8 1.5 0 Hrs.: Dry-caved rqr 22.0'
3;9.6 3.(1 ,Stiff, tno!;I.reddish brown, sandy silty CLAY (CL?, -x-7-7 - 3.0 14
338 1 a Stiff. moist. reddish brown/tan/gray mottlcd, clayey
SII.Tj\ IL)
m 3.3 G 4.5 14
Stlf.
oist to wet, reddish bn»vn/grayiNlack/pink

molded. clayey SILT (NIL), with fine gravel. ?) 0
I
2.3.4 3.5 7
10.0
5 13.5 9
- 15.n
324.1 18.5
Hard. moist, reddish brown, sandy SILT (ML). with 4 15 -'S 40
fine to coarse oravel.
fill
31 ).1 2 3.5 23.5
PAR I IALLY WEATHERED ROCK: sampled as ?? 5" 50/5"
3 1 7.6 25.Q maroon, clayey SILT. 24.4
- I lard, [Hoist. reddish brown. sandy SILT (.ML).
I 9__B__2 28.5 35
312.6 30.0 - -
Florin- terminated at 30.0 Feet.
'L
I ?
t I ?
i
I
i
'?unlhcr „I'blut?, rciluircJ liu a I In Ih ,wa,m;inc h:ma)irr dn,ppme :n" in ?1rnr ?' I , I) . I +7?' 1 I1 ht-.pnun sampler m ?ucec..;nr r," iucrcmmnt% I he aun
`P
ul'thc ,ec,md and Third mcrcm, nh oI'l,cnctraj i„n < tim,erl ih„ .NIml,lartl I'omraimn 1-i ?;,luc. "N"
atmcc
BORING LOG FROEHLING & ROBERTSON, INC.
Q GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
OVER ONE HUNDRED YEARS OF SERVICE"
Repttn vo. 1166-098 _- - - _ 881 P;iw August 2006
Client Town of Holly Springs
no,lecl. r.ovarus, trolly Nprtngs, Wake County, NC
Hornig No. B-17 (1 of 1) iic i11, 30.0' I ie%, -- -
[- ? 344.o1•t t _LFuc:tnnn
f\ pcoflionn?, 2.25" IA H1A -?S,:,rl.d: 8/8/06 Completed. 8/8/06 Dr Webb/Lunsford
D SCRIPI'IONUI M\1'ERIALS ?ti;nttAc Sam le alue
1-le kauon Depth I 1)cpih It l'\I.1RKti
Ilectl (w", I))
N:1T1VF. SOILS: Medium dense, dry, gray, silty fine 2-8-10 C,ROUNM\'ATFR DATA:
342.5 1.5 SAND (SNI). with fine to coarse gravel & root F y - 1.5 18 0 Hrs.: Dry ca\cd ci 2.0'
lra mcntS. _ J
341.0 10 _ Medium dense, dry, orange/tan, silty fine SANE) ? 3.0
G-10-14 16
SJ•1), with root fracments.
Very stiff to hard, moist. orange.tan, clayey SILT 1-28 4.5
(ML). with tine orm el. 24
I
i - 6.0
49
335.1 8.5 -- 5 7-17 _i 8.5 24
Very stiff. moist, reddish brown, clayey SILT ONIH).
10.0
330.
13.5
Firm to verv Stiff, moist to wet, -
maruun'white-Black!grav mottled. clayey SILT (N•11,).
with line to coarse gravel.
3 5-4 13.5 9
15.0
-3-4 18.5 7
30.0
I -
319.0 25.0-
314.0 30.0 -
PARTIALLY WF.A'I'11ERED ROCK: sampled as
marooni'gray white mottled, sandy clayey SILT.
[coring terminated at 30.0 feet.
9.9? ?3.5 13
25.0
r
f
i
r 3R.i
' 50'5°1 5(I/5"
- I - -
- I
i
\unthrr I hlrn : ; ;iµturd liu ;t Idl? III :nilnmauc 11,111111 1o, tlny,pur= :0" In dm: (I [) , I ? 7?" 1 1).Pl1t-,poi111 ;ony,lcr u, •ttc c ,i,r '' utcrcin nl. Ilte >unt
ol'the ucunJ .utJ thud uxtcntrnt, of pcn,u:unm is Icrnlcd the `;Imi lud I'cnctr,woji Ic,l %Anc "\"
BORING LOG
SINCE
FROEHLING & ROBERTSON, INC.
Q GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
OVER ONE HUNDRED YEARS OF SERVICE"
Report No) H66-098 ,sei Date: August 2006
client Town of Holly Springs -
(InoIect. Novartis, Holly Springs, Wake Count', NC
Goring No. 11-18 -- (1 off) Ilet,ilh 40.0' 1:1ev 355.3ft f - r f.ucation -
2 544 U
lNPCOF r; otu,g- 2. 1 HSA Started NAM() Completed 8/9/06 I)rillcr Webb/[
unsford
Flevation Depth ULSCRIP HON ()I M,A'I'L.RIALS ` San, le Sample ,
(Classilica(ton) Lilo%% 1)cptl, (110 s 11 ) 16IN1ARKS

35 3.8 -
1.5 NATIVE SOILS: Loose, dry', light brown%tan, silty
tine SAND (SCI I, with fine to coarse ;ravel & '-4-6 (.
10 GROUNDWATER DATA:

gootlets. y r
8) I? 1.5 o Hrs.: Dry/caved it? 2fi.0'
352.3 3.0 Verystiff, moist, reddish brown. silty CLAY (CL),
A 6-7_5 3.0
witli _fine to coarse travel.
'
Firm to still
, moist. maroon;white/grwlan mottled. =1-3-5 4.5

fine sandy clayey SIL'I (kIL), with fine to coarse I ,

gravel. ---- - (,,11
8
8.5
10
10.0 ,
T ( 11.5 9
15.0
18.51 11
20.0 14
330.3 •
322.3 -
4.4.6 .-_ '3.S I I (I
25.0 \'erv still, dry to moist, maroon, clayey SILT (ML). 25.0 j
310 _._...
PARTIALLY WE.ATI IF.RED ROCK: st
maroon, clayey SILT.
I
T6 T
315.E 10.11
c Boring terminated at 40-0 1?
z
y
\unthcr ul'hlm„ r.?:yuaed I'm a 1401h au tot auc Itimimcr,looppin,• X11"1
('01W ;l:cund and 111 rd Increment, ol'peneUatnm 4- IClmed tlrc tiI,mklmd Penetraulm 1,:%[ value.
218.5
0.0
BORING LOG
;iri_C
FROEHLING & ROBERTSON, INC.
(®R GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
OVER ONE HUNDRED YEARS OF SERVICE"
Report No H66-098 188 1 , fate August 2006
t.'hCnt Town of Holly Springs
Prolcrt Novartis, /lolly Springs, Wake County, NC
Boring No B-19 (1 of l) f)c?illt 39.0' Ficv: 353.Oft t Location
I vpv of 13orrng. 2.25 Ill 113A Started: _8_/8/06Completed 8/8/06 Dotter. Webb/Lunsford
Elevation
Depth I)ESCRIP I JON Of \1 %TFRIALS • Samplc Sample N Value -- ---

t( lassilicatiou)
dlcros ttepth
ttccU
(Mows It) REMARKS
- _
NATIVf? SOIt.S: Stiff, ntaist, reddish brown, silty 6_q_(,"-
GROUNDWATER DATA

CLAY (CH)
with rootlets
10 :
.
.
10-9-13 1.5 0 f Irs.: Drv caved (ii) 78.5'
350
0 3
0
. .
Stiff In very stiff, moist. reddish -?, 8 3.0
brown'-ray/white/black moltled
fine sand
ch
e
_ .
y
g
y
SILT (\41,), with fine t4ravel.
t)-Io-I7 ; 5
14
6.0
22
8.5
16
10.0
323.0 -1 30.0-4
318.0 d 35.0
Hard, moist, maroon. clayey SILT (ML).
PARTIALLY WEATHERED ROCK: sampled as
maroon, clavey SILT.
Z-3-5 13.5 8

15.0

-4-5 18.5 9
- 20.0

3-5-6 ?3.5 Il
250

G-6-8 ?8.7
14

30.0

9-IG-20 33.5
36
--- 35.0
314.(1 34.0 - ----- - SO S" gi
Oho ....-
Bi>rin? terminated ,it 39.0 feet. _
L
' \untl,Cr „f hlmts reyutiCd tia It I ID lh nnlnmaud h;InlmCI hopping ;t)" In tJrkc '_" (1 1). 1 3'1 l) .IdJt-.pours tiampicr In 11LICdc„n r H!," ,nU P,l)Pm; I he ;t1m
utlhC iecuud Ltd thml mcremcnt. of licimramm i< ICrmcd the Slandant Prnrtrutitvl I of \,Ilm, "N"
BORING LOG
Report No _ H66-098
SINCE
FROEHLING & ROBERTSON, INC.
e GEOTECHNICAL - ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: August 2006
cheer.I own or aouy zsprtngs - -
Project. Novartis, Holly Springs, Wake County, NC
(luring yu 13-2U (1 of I)I IkIl 11 20.01 lace. -3311811
* Location - -
Iypeoilimmn 2.2-" 11) HSA cloned; 8/10/06 Completed 8/10/06 Driller. Webb/Lunsford
HeN,111on Ue,lh
I f)f.SCRIPI"10NUI NIAILRIALS "Sample Sample
Depth NValue
REMARKS
(clacstlicauon)
---• Lllmms (Icct) hlowlll)

330
3 _
1
5
' ROOTNIAT: Lorne, dry, dark brown/gray, silty fine
\ND
S
S`I
h ti
i (iROL;ND\VATFR DATA:
. . ,
. ,
.r
(
). \?
t
ne to coarse gravcl, ? I 5 6 0 1Its
icaved 14
: Dr
0'
NATIVE SOILS: Loose. moist, brown, silty fine 3-4-5 .
.
y
8
328 3
0 -
. . SAND 6M), with fine erayel R rootlets. -6-5
3 3.0 9
3
327 t
? 5lif1. moist. reddish brown tan, clayey SILT (ML).
. .
very cuff, moist, tray. fine sandy SILT (?9L). 3-7- 10 3'5 Il
32$
8
.
Stiff to very stiff. moist. d:)rk brwmiltan./gray mottled, 6.0

sandy clayey S)L"f IML), with Fine gravel. 17

5-6-8 8.5 14
- --

I 10.0
318
3 13
j -
. . -
"
` " 13.5
p
PARTIALLY WEA1
HF:Rha ROCK: sampled d as I2-50'5 30, "
maroon. clayey SILT. 13.-1

?7_50,4„ Is.S 50/4„
311
8 20
0
.
I

i

f .

I Boring tenninated at 20.0 feet.

I

i

I

1
'Number of hlim i required for a 140 Ih autumauk: hammer droppmg ,(1" lu dri, c 21, O 1) , 1 17;" 1,1) split- 1,min s,miplcr in Ineir:>n c h" 111MI) enk I he ,11111
of the,ccond ?nd third mcrement: otpcnrlraunn N Termed the St md;ird Peimmoon lest \aluc. "N"
BORING LOG
SINCE
FROEHUNG & ROBERTSON, INC.
GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS - LABORATORIES
OVER ONE HUNDRED YEARS OF SERVECE"
Report No H66-098 1881 Date, August 2006
Client Town of Holly Springs
Ptolecr Novau•tis, Holly Springs, Wake County, NC
lioring No B-21 (1 of 1) De ih 30.0' Flcv 3411. 2ft _k
I u?,uwu
1yp, oFl3urine. 2.25" ID HSA ----- started 8/9/06 ComplClCd: 8/9/06 I)rillcr. «'t bb/Lunsford
l et;uiun 1)ESCRIFFI )N OF MA II RIALS * tinntplc S;unl'Ic N Valuc
I)eplh %!1h
tl'lassilic;rtion) _ Rlow.,
p fbh?,?s t)) REMARKS
---- ... I tL•rt I
NATIVE SOILS: klcdium dense, dry, light brown, 1 8-8 C.l CiRMNDWATCR D.ATA:
343.7 - 1.5 -y line S AND (S.Vf), with fine la 16 0 Hrs.; Dry!cn'etl (i) 1 i.0'
tlets & wood friLaments. 3`12.2 3.0 dium dense, dry, tan, silty fine SAND (Sfvt)- with 10-3.0 340 7 4 5 to coarse travel. - -
Verv stiff, drv, tan/orange, clay!. SILT' `1.5 23
331).2 6.0 Stiff, moist, maroon.browniorm, mottled. clayey
%SILl-04L). with fine .gavel. 6.0
_
Stiff to very still; moist, reddish brown'gray, clayey 15
SILT (lull,). -
6-12-6 8'S
1 28
- 10.0
3.11.7 13.5 13.5
Very stiff, moist, maroon. clayey SILT (III.). 5-12-I8 30
15.0
326.7 18.5 18.5
Very stiff, moist. ntan)on.',,ray!whiteiblack mottled. 4-8-13 21 I
- I sandy clayey SILT (ML), with fine gravel. 20.0
I
321.7 23.5 -
PARTIALLY WPATHF.RF.0 ROCK: sampled as 32-50/4" ?' 5014"
maroon, clayey SILT. -4 3
i
16-50%S" ?81 5015"
3 1.5.2 30.0
Boring terminated at 30.0 feet.
l
X
'Numhcr ui
,,titre secor
I
I
I
i
hll,n.. r: yrur?l for n t all 11, -mwmaliC h;muncr dropping .n' In dn,r ' I > l) . 1371"II I) ,p... _ nn ;ampler m .ucccs,n C o" mcrcmrnh
d and d ira m<rcnlrr.u of pcncnaunn N ICrmCll the ?I;mmanl Pcnctmoon 1 c>t %:IIuC. "?"
SINCE
BORING LOG FROEHLING & ROBERTSON, INC.
R GEOTECHNICAL - ENVIRONMENTAL • MATERIALS
ENGINEERS - LABORATORIES
OVER ONE HUNDRED YEARS OF SERVICE"
Report `u.. H66-098 I)nie August 2006
Client. 'Fawn of Holly Springs -_ -?
Pro)CCt. Novartis, Holly Springs, Wake County, NC
Boring No : 13-21 A?(l P Dc t11t 24.0' tilry. 337.1 A f Lorwon
Type of Ilortng 2.25" 1D
HSA Started. _ 8/9/06 completed: 8/9/06 Driller Webb/Lunsford
L'levatiou Depth DLSC'RIP'flON OP MATERIALS ' Sample Sample
D
h N Value
(Classification) f3futc, ept

IfeC) (blows/ to
RE:`1.•11ZKti
.. _ _.
NATIVE. SOILS: Very loose, dry, light brown, silty I-2-2 GROUNDIVATE R

335.6
1
5
line SANL) L
'M)
with f nr to coarse t ravel &
4 DATA:
. .
,
roots..-/-
Fi
d t 3 1.6 0 Hrs.: Dry/caved (;n) 19.0'

- rm,
ry, orange, clayey SILT(NIL) , with fine -
334.1 3.0 gavel

32
6

4
5 .
Very softm
, oist, reddish brown, clavcv SILT (AIL). 5-6-II 3.0 S
. .
Stiff, moist, ntaroon•'bruwn/gray/white mottled, fine
5-7-7 4.5
17
331.1 6.0 sandy SILT (ML), slightly clayey
with fine to coarse
,
ravel. 6.0
14
Very hard, moist. maroon gray'white mottled, sandy
SILT (ML), slightly clayey, very rocky. 8
5
1- ;- . 54
_..-_ ...._ 10.0
323
6 13
5 ---
. .
PARTIALLY WEA MERED RO(.'K: sampled as /5'
50 13.5
i0/j^
marocm. Andy SILT. _

50i$ 18.5
50/5"

313
1 24
0 --
. .
?u , refusal & boring terminated at 24.p feet.
i
i 1

I -- -
i
I

I

I
j
i
I

?
i
I
I

"nwubcr ul hl,,,(: r
ul
1 I
IaO lb
,p
, r a
e
MM(nn:alC IlFtlnII)CF thnppnic fu dyne ±73. 11) ,pl at-, u„m v11
1 •r III
- ("
P
, un
of the xruml 10d thuJ in.irmcnh ul'lmnclralion IN tcrntrJ the ?landwd I'rn.•traUOn Ic,l "N" ucce" %C unrrntcnls. I hr;t
SINCE
BORING LOG FROEHLING & ROBERTSON, INC.
Q GEOTECHNICAL • ENVIRONMENTAL - MATERIALS
a ENGINEERS • LABORATORIES
OVER ONE HUNDRED YEARS OF SERWCE"
Report No.' H66-098 „q. uale August 2006
('Rent Town of Holh• Springs
Project Novartis, HoHy Springs, Wake County, NC _
13ormg, ;\u B-22 (I of 1)l j)C`ilt 20.0 rlr% -- 33l.Oft Lor;roan.
-r 1'r3 2 25" Ip two
--
gip,. „ nrrrtg. _ A Staricd. R/K/06 ('ompleted 8/8/06 DnAcr_Webb/Lunsford
Iloatlon Depth I)1 S('1211''IION OF MA'I I-R(ALS ' Sample tialltple \ Value
- IC Lrssitiaalon) E31o,?; I)Iptlr (hlot?;r fi) RCM RK.S
NATIVE, SC)II.S: %'cry loose. dry, "ra r'brown
silty
Y
'
'

332.5
1 .? .
flnc SAND (SM1i). with fine envcl & rootlets.

I (iRUI NDw ATE;R DA
T
A:
'
Soft, moist, tan'arange, fine sandy C1.,4Y (C'1 D. 2-3-4 i I (I Hrs.: Dry kaved (a' 13.0
331.0 - 3.0 3
0

Firm, moist, reddish brown/gray, clove) SI1. I' (NI1.).
4-7-10 . 7
6-12-14 4.5 ?
331.0 1 10.0
314.0 d 20.0
_I
r
L
PARTIALLY WEATHERED ROCK. sampled as
reddish Mown, clayev 511."1'.
Boring terminated at 30,0 feet.
I,
6.0
26
11.1-I?•Zll 8.5 32
10.0
50/3.,... 13.51
13.5
JUi3"
- - -- - ?- L----
*Vumhcr ut hl,„,: ralunr,l l,rr I-Io lb aulnnutue h:unmr, dnq,pm_ ;tt" lo dm e " (r 1) . I I I) :pln-;rnnn a;unplcr 111 tjC :_j,C ," mirrntrtn • I h, mu
ul the .ccunrl .ntd thnd inL:icnhltl> o11•e1CINIOW1 1. Irn„c,! 11"r ?I:u,d;trd I'rnclr lion Icsl ,:du. "N"
BORING LOG
Report No. H66-098
SINCE
FROEHLING & ROBERTSON, INC.
Q GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
JY?` ENGINEERS • LABORATORIES
OVER ONE HUNDRED YEARS OF SERVICE"
a 3 I Datc August 2006
C•Iicnl 'Vown of Holly Springs
Project. Novartis, Holly Springs, Wake County, NC
Boring No. B-23 {1 of 1) 1),tih 20.0' lacy 327.Oft f Ll,cauoll
Type of Bonng 2.25" Ill HSA starlc(: 8/_8/06 Completed 8/8/06 Driller:
Webb/Lunsford
_
Eleyauon Depth DESCRIPTION Ul- MATERIALS + Sample Sample N Value
De
th
RI:ti1
S

p
ARK
(Classification) I tcet)
(blows; 11)
(111x;:;

325
5
1
5 NATIvf SDit_S Loose, dry, light brownl1an, silty
ti
SAND 2-3-4 GRCIUNDWATER DATA:
. . ne
S?tl. with rootlets & fine gravel. _ 1.5 7 0 (-{l's
; D '
av
r
d 'rA 10
'
Loose, dry. orange/tan, silty fine SAND (Slit). with 4-4-6 c
,
.5
e
y=
324•O 3.0 rootlets R tole gravel. 3.0
10
3?? 5 1 Very stiff, moist, reddish brown/gray, clayey SILT 5-8-11
- (.\1L). 5 12-19 4.5 19
Very stiff to hard. do Io moist. maroon, clayey SILT

(ty1L). ___•_? _ 6.0
31

K 10-1 . 8.5 23

I- 10.0

312
5
14
5 9-29-50/4„ 11.5
J0: 4..
. . PAR'TIAL1.1' WEA'I HE;RFA) ROCK: sampled as -- I 4.8
maroon, clayey SILT.
50113:,-- I8.5 50/3,.
307
0 20
t)
.

I . Boring terminated at 20.0 feet.

i
I

:x t\Iltll ll.•f lit

111.,..: r..... ? i
I
. r...
I
l I... 1 Ill 11. ................ 1.....-... _ ._- ?...? .... -'-
:z
cj
....__ .... „ '. .. ................. rruuuu? ur vlrl rln? i,r Ill UI'INc c1 I1. I i h" I I) phlll->hVlrll 58111p11'r In <lll'CCi>I\?' lUl'fl????'???\. I Ile >111II
utthe <ec m
vd anJ 111111, ul.reulcnl. 411 I,enelrluun a lcrrned the 1?1.mdard Pencoatlon lest Valor "N"
BORING LOG
Report No H66-098
SINCE
FROEHLING & ROBERTSON, INC.
84 GEOTECHNICAL ENVIRONMENTAL • MATERIALS
ENGIN -ERS LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
I e e t Dale August 2006
c'licnt Town of Holly Springs
llto).:ct:_Novartis_, -Holly Springs, Wake County, NC
Ronns No. B-21 (t of 1) 1? jiih I O.n' 1"Ie? 335
8ft f L
cat
.
ion
o
Type ul't3unng 2,25" ID HSA Started: 8/9/06 Completed: 8/9/06 Driller. Webb/Lunsford

Elevation
Depth U SCRIPI WN ()I NIA I LRI;\I.S

' • .Sm)iplc 'i Plc
Lkplh N Value
RIWARKS
?? ^_ 1(
las?ilicaliun) Bltms Itcel) (bluwsi Itl

3
4
3

1
5 NATIVE SOILS: Soft. dry, tan/gray, fine sandy SILT

11 2-2-2 0.0
GROUI\UW;ITGR DATA:
.
3 . .?.
v - 1
5 4 0 H
s
D
i
d i
'

332
_
3
Firm, moist, oran,,e;'hruwn. clayey SILT (Mi.). with
; 4
-
.
r
.:
cave
ry
f 4.0
.8 .0 ?rootlets• ! , i4 3.0 7
331
3 4 ; Very stiff. moist. orange/tan/reddish brown mottled,
.
c!a e SILT Nit.). -
6-7-12

4.5

26
Very stiff to hard, moist, maroon purple. clayey SILT

(ML). 6.0
- to

325
8

10
0 6-16-18 8.5
3.7
. . Boring terminated at 10.0 feet.

1
I
I

I

i
I
I
I
''Numhe..II hl-1,.. 1.
•• --- -
i Y.. . i-......-.. L_
--
----
z
l
C
i
=L
_ _ ....., ,.,, n;,hh,ng ., w urns I I I I ;.. I D sl>lu-tiprtun :,mtplrr m •ucc.,.i c b" incremcntn I hr soot
J Il:e ecolid and third mcremvilk ol'p nw(rauon I, Icrntcd tiro ,'t:tn.larj pelictralnnt •1 e,I v;tlue "`t"
BORING LOG
SINCE
FROEHLING & ROBERTSON, INC.
R GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS - LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
Report No H66-098 - I a e l Dte
--- August 2006
client Tov'?,n of Holly Springs
Prtilco Novartis, Holly Springs, Wake County, NC:

I l)etall) 33.01 1ilct 327.2ft t
Boring,, No. 11-25 (1 of 1)
Location
fypc of goring; 2.25" 1D HSA_.. Sl,lrtcd: 8/10/06 Completed 8/10/06
-
- T S.ul,hlc samf
lac.'tNwn Dcpd1 DESCRIPTU)N 01 MA I TRIALS
(( kmiticationl Hllltvs Dept
Sfeet
NATIVL SOILS: Stiff. dry. brown/,rav, fine sandy _
3-) 5 .
335.7 1.5 SIL I' i ML)
with root fragments & fine to coarse
,

??iaVl'I. 7-9-9
)
3242 3.0 Very stiff, dry to moist. reddish brown, sandy silty
' 5-9-11
CI,Ati
(cf.).
Very stiff. moist, reddish brown/white/,-r s, tan 3-7-10 4
321
2 0
6 mottled cla ev SILT (N,IL).
.
? ,
Very stiff' moist, reddish hrrnvn, sandy clayey SII,T G
(ML), with root fragments.
!T111 8.5
10.0
313.7 13.5
F?I( iff. moist to wet, reddish brownhuray'lan'pink
312,2 15.0 attl_ed, sandy SILT (till..), with line to coarse t:
era hard. dry, maroon purple./gray, clayey SII.
tt-1.
30 3.7 a 23.5 -
PARTIALLY WKAI I-IFAWD RUCK: sampled as
nr,iloon/purple/gray. clayey
Driller: Webb/Lunsford
N Valuc REMARKS _---
(blows, li)
d GR0UNDWATE:R DATA:
0 Firs.: Dry/caved u: 23.0-
18
20
17
24
4-5-8 1?.5
13
I i.0
12 23-34 ! 18'5 57
20.0
Ic,-50/5" ,3'S 50/5"
4.4
13-30-50.
of v;al & boring terminated at 33.0 feet.

Y
J
r
?8 5 50/5"
'\uIllbel-ol hit,
utlomauc II,I111111Cr lll'Jpf,lnr t,I din , U I) I ,7>" LI) split-,peon "Irlht?r III .uccca,lcr h" Irnrrment, I he >mn
01' the <rcurnl nml Ihlnl nltnnlcnh nl pcnetratinn iti irnnr;I till' G,uld.1n d I'rnrlr,lul,n fcsl aluc. 'ti"
BORING LOG
Repon No, H66-098
cheer Town of Holly Springs
Project. Novartis, Holly Springs, Wake County, NC
sI r1cL
FROEHLING & ROBERTSON, INC.
GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS • LABORATORIES
OVER ONE HUNDRED YEARS OF SERVICE"
1881 Date: August 2006
[luring No B-26 Q Of 1) Dc 111 25.0' I'.Icv 337.2ft t Vowtion'
Type ufDormg: 2.25" 1D HSA started' 8/8/06 Completed' 8/9/06 Driller. Webb/Lunsford

on
Depll) l)ESC'ItIPTION OF NIA 11RIALS
' ' San)ple S:unpic
De
th N Value
REMARK

-
---
_ (C
1aaslticalloul ___
131oas p
feet)
lblutvs/ R) S
F NATIVE SOILS: Loose, dry, tart/light brown, silty 2-3-4 CiROI;ND?'ATER DATA
3335.7
1.5
rael K I00?Ietti
7 :
g
.
Stiff, dry. orange/brown, fine sandy SIL'I (NIL), with 4-8 I.5 0 Hrs.: Dry'caved (17.0'
.2 3.0 fine gravel. / 3
5
7 3 0 12
o
7
332
4
5 Stiff, moist, reddish brown. clayey' SILT (ML),
_ --- -- - W- -
-
. .
Stiff, moist, reddish brown, clayey SIL'I"" (ML), with ?_? 8 4.5 ?
I.
tine gravel, --
6.0
15
328.7 5 -
8
. I lard, moist, maroon. clayey SILT (`1L), with fine 18-24 8 5 42
- gravel.
10.0
323
7 13
5
. .
PARTIALLY W LA'I HERE:D RUCK; sampled as 50/5" 13.5
5015"
322.2 15.0- maroon, SILT.
Very still, dry to moist, nutroon/brown/gray, white
mottled, sandy clayey SILT (ML). with fine eravel.
. I
7.8_,2
18.5
2U
--- 20.0

9-10-18 ?3
28
312.2 25.0--
Boring terminated at 25.0 feet.
I -" ? -
1
I
i
I
i

I

?

"Vuulher of
hln(c, rcuuurl
l tin ,i I lu 111;11,1 nn,:uu• h:v„i„•.. •1.,..,..,?,,, .1.,,.., n
- •• -
----
?I
A
V
_................... .....rr..._ " ,•, ,L _ ., . .1,10-Spkmn auiplvr in ,ucC",Ikc o nMcments the sunl
01,111C ?ecolid and Ihlnl utc%ownts ul pcnelr;WUn 1< termed (11C SIMILI (t Ncnclroumi I c,1 \{I11c. "•N"
?IVC[
BORING LOG ?Q
Report No.: H66-098 B81
FROERLING & ROBERTSON, INC.
GEOTECHNICAL • ENVIRONMENTAL - MATERIALS
ENGINEERS - LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
Date August 2006
client Town of Holly Springs
rrol.ct Noyartis, Holh. Springs, Wukc County, NC
Boring No B-27 (I of t) jiriih 14.0' [acv. - 330.1ft f Location'
type of Boring 2.25" ID HSA Started 8110/06 Completed 8/10/06 Driller Webb/Lunsford

filc?:aion
Dcpth DESCRIP 110N OF n1A I-FRIALS

(l laesilirdion) • Satnplc

[31mv.e TT'glc
Ucptlt
epil K Value

Ihlon:./ 1'U
RFA1AIZfa

328.6
1.5 NATIVE. SO]I.S: Vcn, stiff. dry, tan/orange, fine to
,medium sandy C? AY ((A.), with fine gravel. 9-9-1 1
1
5
20 GROU ND11 Al'ER DATA:
0 H
D
d
'

327.1
3.0 _
Very stiff. dry. dark brown gray. fine to medium
sandy C'LA1' c( 8 `T-10 ° . rs.:
c tve
ct 8.0
n
1.
PARTIALLY WEATI IERE 50/5" 3.0 21
I) ROCK: sampled as
m;,roun'gray/white mottled, sandy SILT.
40.50/3"
4.5

5015"
50/3 "
47-50%3„ 8.5 50/3"
316
1 14
0
. .

I
1

II

I

I
Auger refusal & boring tenninated at 14,0 feet.

I _

I
Y
C
.. 1
L
r
Vumhcr III hlo%N; required 16r a 1 In Ih autlln,attc hammer dropping
I}lit-;peon ;;unpler m ,u«c„n c n' nxremenls 'fhc ;um
0 t 11 e ;eunul ;u,d tlunl utcrrmrnl; 0 t prneu.lUlnu is termed the titanJ:ud Peuetr:nnm Te,t ,,due "N"'
BORING LOG
Report No.. H66-098
^.I IJL I,
FROEHLING & ROBERTSON, INC.
GEOTECHNICAL ? ENVIRONMENTAL • MATERIALS
R ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
ee, Dalc. August 2006
Chem. Town of Holly Springs
1'niicet Novartis, Holly Springs, Wake County, NC
Boring No, B-28 (1 of 1
) Ibtal 20.0'
Uc lth i.le? 1-- ------ ---
325.8ft f I ocauon
Tvpc of Burine 215" ID HSA Started. 8/9/06 Completed 8/9/06 uriucr Webb/Lunsford

Flevatxm
Depth l)I'SCRIP CA IN CH 11r\ fLRLA1 S • ti;ullplc Sample
I)c
tll N Value 1
ItLk1:1KIrS
(tla,atication) 131o?u (tce
l) (hlows/11)

3
1
5 NATI\T SOILS: Niediunl dense, dn'• light
b
-'ra
ti
S
il
ND
S 7-6-6 0.0 GROUNDWATER DATA:
324. . rown
ns:
n. s
ty
(
A
NI), with fine to coarse 4-5-7 1.5 12 0 Hrs.: DrN`caved ill, 14.0'
gravel- rootlets.
322
8 0)
3 Al
di
i
i
c
. - c
mn d
sc. mo
t
st, reddish brown, clayey SAND 5-8-9 3.0 12
'¢ . A. %-.Ith title uravC1.
.,
r
--
stiff
moist
oran
'
ddi
h b
l ---
- 5
?
,
,
ge
re
grav
s
rown, c
ayey }-4-5 . 17
with tine -,ravel. -
-

Firm to very stiff. moist, reddish brown gray/black, - 6.0
clmev SILT (ML). with lint gravel. 9

3-4-4 8.5 8

10.(1

3-5-7 I;,S
12

15.0

7-7-9 18.5 16
305
8 20
0
. .

1

a
I
I3orinn terminated at 20.0 feet. I
) 0.0

I

i
1

I

'

f i
z
IN 1111ID l ell MIMS rellUnell Im o 1111 Ih Lit It' IIII111It 111111111[I III III'I)11) ?n" IN Jrl\, '' ' t 1 I1 1 I I1 .Illu -,piu n ,amlllcr to ,ucec.elrr h" uxremeul I Ile .um
(4111c .rcomt ind third umemem, ill hrnilr l om I, Icnncd the tilomLvd P, imrnnun 1,:,l \.dur \"
BORING LOG
Report No.: 1166-098 __--
Chem. Town of Holly Springs
Proicu Novartis, Holly Springs, Wake Countv, NC
SINCE
FROEHLING & ROBERTSON, INC.
e GEOTECHNICAL - ENVIRONMENTAL • MATERIALS
JV?•` ENGINEERS • LABORATORIES
OVER ONE HUNDRED YEARS OF SERVICE
1881 Dale- August 2006

Boring No B-29 (1 of Ill 1) tlh 18.0' I:Icy 319.Oft f
-- I
INpcoit3orwg 2.25"IDHSA Started. 8/10/06 Con,plctcd: 8/10!06 Driller Webb/Lunsford
DI SCRIP'1 ION 01 %1A'I I RIAI S ' Sample Sample N Value
flevat,on Depth Dep(h RI-MARKS
-- fClass,licauo„) L31o„s tectl Iblu,?si tU
' NA 1'I Vl•: SOILS: Kiediun, dense. dry, light 17-3-3 0.0 GROUNDWATER DATA:
317.j 1.5 brown/gray. silty tine SAND (S,l), with fine to -3-7-8-- I.5 0 Hrs.: Dryicavcd 4? 13.5'
coarse rock fras menu, grass R rootlets.
316.0 3.0 - Stiff, moist, light brown, fine sandy silty CLAY 8-7- 3.0 1 j
CL).
Stiff, moist. tan'orange/reddish brown mottled. 7-8.10 4.5
14
313
0 0
6 cl ` -"SILT NIl.l. 1
. .
Very stiff. moist. maroon. clayey SILT (ML.). --- 6.0
18
-1I)-'13-1? 8.5 24

10.0
305
3 13
5
. .
' "
!
" 13.5
PART (ALLY WEATI IERED ROC
h: sampled as 50'4
16-17- 50
4
- i
maro
l
ilt
SAN
purp
on
e, s
y
D. 14.8
301
0 18
0
. .
Atwer refusal & boring terminated at 18.0 feet. -.--

1

I

I I

I

I
YI
J
1
..,??„ci vi i,n..,. ,cynu cu „n d i it, n, aolUn,;,,IC Il;ll,,il,il Ur,,, 1111, I- IU UII\? !- (1 ) I-, ?,.
I I !- ) ,p ,I-,pu,nl ,;nnplcr u, wcccsrvr (," Incrrnlcnh I hr .uln
nf(he IeWnd .,nd Thud mcrcnwill, ,l'I,crlclrmi„n 1, ICnncd Ihc')LIRIard PCIMrW„n I C,I',.dur "N"
BORING LOG
r Rc-pail No H66-098 _
SINCE
FROEHLINQ & ROBERTSON, INC.
Q GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
a ENGINEERS • LABORATORIES
OVER ONE HUNDRED YEARS OF SERVICE"
1 B B I Date: August 2006
k ncm a ijiver 01 riully ,;3 UL S
Prq)Lm Novartis, Holly Springs, Wake County, NC
Boring No B-30 (1 Of 1) D?itllt 20.0' f.tev _ 306.7ft } Locution.
l'%pe of Boring 2.25" IU HSA
I _.? `
Started, 8/9/06 Completed: 8/9/06
Driller: Webb/Lunsford
tile) amill [),pth I)FSC ftlP'I Il1N OI. MA I FRIAI S ' Sample SMI)Ple
De
th N Value
REMARK
(Classification)
?- Blows p
IcM) (blows/ (I S
)

305
2
I
5 NATIVE SOILS: Medium dense, dry, orangertan,
il 5-5 7 GROUNDWATER DATA:
. . s
ty line SAND (S I), with large rock fragments & 1 $ 12 0
!
'
rootlets. .. K g I 1 Hrs.: ury
rtvcd Ct_z, 9,0
303.7 3.0 still' moist, reddish brown, silty CLAY (CL • ?.0 2(?
2
302 4
5 SS
Stiff, moist, maroon, clayev SILT (Mi.). _7 7
. . Stiff. moist, maroon, tine sandy SILT (NIL), wish 4-4-7 4.5
14
veins of black silt.
0
I1
X57 3'? 12
_
10.0
293
2 5
13 --- -
. .
INledium dense, moist, maroon, silty fine to medium
4-7 s ) 3.5
} i
SAND (Sk1).
15.0
288
2 - 18
5
. .
\ ery stiff, dry, maroon, clayey SILT (ML).
6-12-18 I8.
30
286
7 20
0
. . ?gy
? -? -
Ctorinl, terminated at 20.0 feet.
i

I.
t

I
I
1
" \un1h.'r „I hhi,t s rCLIL . ed ltieri r lI to Ih .wtorn:we IlIt111111rr iGnnnioo :41, .%. .. , ,. i ??: • ,
J
L'
C?
- ,Inn-,tx,nn sanyller m succc,.nr n" 111crcntents. 'I he ,11111
offhe:rr„nd ,tad thud meremems of•1lrnclrolon 1, termed the SI;uldanl Prnru.uton Irst ?lur "?"
BORING LOG
Report No. H66-098
SINCE
FROEHLING & ROBERTSON, INC.
GEOTECHNICAL - ENVIRONMENTAL • MATERIALS
ENGINEERS - LABORATORIES
OVER ONE HUNDRED YEARS OF SERVICE"
leas Date August 2006
Client. Town of Holly Springs
Project Novartis, Holly Springs, Wake County, NC--
Boring. No. B-31 (1 of 1) j?o1 th 20.0' kle%. 303.31't t Loratiott
INpe of lionng. 2.25" ID HSA Swrtrd 8/11/06 Completed 8/11/U6 Driller Webb/Lunsford
rlev;hint, Depth
I>l'.SCRIPTION UI- MA'I'l-RIALS
' Simple
Sample
1
N Value

K
(Classification) ylJNS 1 1 (hluw,t al 1?t,?Ill<s

1
8

1
5 - NATIVE SOILS: Very stiff, dry, dark brow-n.grny.

fi 6-8-10 0,0
GROt:ND\VA fFR DATA:
.
30 . ne s?rni? SIL f ?MLLwith roots & fine _ray 1. 12
12
14 I,; Is 0 Ht.: Dry/caved 14
5
V cry stiff, dry, orange/tan, clayey SILT (!?11,)- with -
- .
300
3 - 3.0 rootlets & ti
l
, ne rave
.
11
13 3.0 ,b

Very stilt; dry, reddish brown, tine sandy CLAY -
-16
-
(CL), with fine to coarse gravel. g_ 11.13 4.5 ?q

6,0

1 24
294
8 8
5 4 . _.._..._-.. .__......_?
. . Ve hard, dry, maroon, clayey sandy SILT' (ML). 57

10.0
289
8 13
5
. .
•
.
' I 3.5
PARTIALLY WEA
I
IIERED RUCK: sampled as 36-50/5
maroon, clayey SILT. 14,4

50/2" 18.5 50/2"
283
3 20
0
. .
i
i Bolin!, terminated at 20.0 feet.

?

I I
I
c
a
xi
SIN.) •C! „, lcyancu u"r a ; W m aumnuutc nanmici Jtnhlun_ ;V•' It, Jn\,c '" U 1). 1 37i- 1 17 ,phi-anon e:unplrr m <uecc,snc G" mcr moms. l he ,um
nl•thc ,ccond and thud litrrrmcnt, (11 pen.•IraUtnt is telmcd the tit;wdmd Peneir,won f c,t \aluc "N„
BORING LOG
Report No. H66-098
SINCE
FROEHLING & ROBERTSON, INC.
O GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
a ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
test Date August 2006
Client: Town of Holly Springs
Project. Novartis, Holly Springs, Wake County, NC
liorin, No: B-32 (l of II pot tlh 20.0' I{k? 318.3 ft
1)pe of Ronnp 2.25" ID HSA
I

-started 8/11/06 Crimpleied 8/11/06

Urillcr Webb/Lunsfor(1

I'.Icvation
I)rpth DLSCRIP) )ON 01' NIA1-IiRIA) S

' * .Sara )c
P -sample

De
th
N Value

RI?h1
kK
_ ((
lassificationl Hlolls p (hloa;l fi i\
S
N.41'FvJ SOILS: Firm. dry, light brown/gray, tine 3-3-; 0.0
GR(7lJNUWA'I'Eft DATA

316.8
1.5
sand SILTi?'IL1. frith line gravel
S :
.
Stiff t
. 5 S 1.5 0 Firs.: Dry/caved (d 13.0'
o very
stiff, moist, reddish brown, sandy CLAY
(CI
)
with
tl
t
3
.
.
roo
e
s. 8-I I-10 .0 12
313
8 4
5 ---
. . - -
?'?
Vety stiff, moist, maroon, clayey SILT (%IL). 10-11-13 11

GA
24
309
8 8
5
. . --

PARTIALLY WEATHERED kOCK: sampled as
31)-i0'4_

85
:

0/4"
maroon, clayey sandy SILT. y
T

50/4" 13.5 50/4"

I ?.5
298
3 20
0
.

I . Boring lerminated at 20.0 feet. --'?
I

I

I i

i
I
I
!

I
"\ulnhcr nl 'hl, n. ?,•???„?.,. I I I In -------it a H
L
S
-- •"I""•" "" "" ""'+++?'+?+.+++? i+,+++?uic+ uR,hl,u 1r: ,+? 'O llrl\? _ l+ U. I i1? I I) -hill-?hU1111 h;1;11111Ci 111?11111'?:I\C 6- IllcrenlCI11S I Ill' Qltll
oFthc ,cruud ,old Ilurd ulcl?nlent< ul'pcnclratilln IS Icnn.•d the tit.nldald I tnclr,uion Tc>I ?;Iluc. "N"
SINCE
BARING LOG FROEHLING & ROBERTSON, INC.
GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS - LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
Reporl No. H66-098 _ 9 s I Date August 2006
client Town of Holly Springs
I'r(,,ccr Novartis, Holly Springs, Wake County, NC
Boring Nu.: B-33
(1 of I) 12
0'
Dept Flev 299
4f
f - --
- .
h .
t I ocauon
Iype of Boring. 2.25" ID HSA ?mrtcd. 8/11/06 Completed 8/11/06 Driller: Wcbb/Lunsforcl
flcvatton Ihplh t)liS('RII''I'll)N (1F IvtAl'GRIAI.S _- 1 • tiamplc sal"Ple value
_ _ (C'la.:iticanonl Blows Depth
11eet) Iblow's' It )' RrW?fik?
NA1'IVL SOILS: Firnt to stiff, dry, tan/light brown 2-4-5
,
fine sandy SILT IMU
9 GROUNDWATER bA t

3-4-4 1.5
0 Hrs.: Dry./caved !ii; 7.0'
295.4 4.0 12-34-5u:2 " 3.0 8
PARTIALLI' WEATHERED ROCK: sampled as - 1:4
oran
c'brown
sand
SILT 50/3 50/2
g
.
y
.
50/3"
SU/U" 8.5
237.4 12.0 -
-
refusal & boring terminated at 12.0 feet.
I
1
I
I

I
I
i

j

i
1

_.
'Vunthcr uf I
I
hlo?(. a:nn,,1 r.,. 1-ui 1F. _ - -----
1

,
....„.,,: ui„1,I,n c ", IA, urn e -, v u.. 1 c ;," I I t ti In=: u,,,n ;am filer ut were, a c 6" Increments
ofllte ,ccon(1 :utJ 1hi a muivuenU: u(pcnctruum n IcrmL:d the S1a111aN I'encl anun'I'c l ,slue. "N" I { I I'he .u1n
siNrE
BORING LOG FROEHLING & ROBERTSON, INC.
O GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
a ENGINEERS - LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
Report No H66-098 _ t e a _ Date. August 2006
clitmi. Town of Holly Springs
Lllruject Nosartis, Holly Springs, Wake County, NC
Bonne No 8-34 (1 of 1) I)c;ih 20.0' I lee 319.7ft f Location:
f,peol'Bormg: 2.25" ID HSA Started 8/9/06 Completed 8/9/06 nnller Webb/Lunsford

I ICN ation
Depth DI?SC•RIP I-ION OF MA I LRIAI S

'
' S;unplc
arttPlc
Depth
N Valor

f2Gh1
\RKS
IC
lassilication)
liloas i feet)
IblowS! III)

;
NATIVE SOILS: Loose. dry, gray/brown, silty fine l ' -'
GROUNDWA'T'ER llATA

318
2
I.5
SAND ISNf), with fine Ir tvcl & large wood
4 :
.
f 3 1.5 0 I Irs.: my/caved (®r 15.5'

0 ra meats. _ _?
316.7 3. Firm, dry, orange brown. elastic SIL I' (Ml l), with -7-g 1.0
foollels.
Stiff to very stiff, moist, maroon'gray, clayey SILK _."5.$g-jq- 4•5
(ML). 15
(,.11
27
31 1
2 8
S
, . 8.5
PARTIALLY WEA I I IF•RED ROCK: sampled as 50/5"
maroon, sandy SILT.

50/4"

40-50!2" 18.5 50/2„
299.7 20.0 ----

I
1 Boring terminated at 20.0 feer.
I
I
__-
Y
L
JI
"•"•"'" t"????' ?"? .? ??'/ ?1',11111II Ilillll IIiI1111I1er 11111 ; 1111!' 11 to r)rl\l ?? t) ?) •? - - ? ? _?
sp a-<poon ;anlplcr m suecrssn ?' h' nurrmrnls The ;um
okhc second and thind incrcnrcot; )( 11citcuation n tanned the 1;I,111kI d i'cnrrration I e,t , olur.` N"
BORING LOG
Report No. H66-098
SINCE
FROENLING & ROBERTSON, INC.
Q GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
a ENGINEERS - LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
`I ea f Date. August 2006
c pent. To„ n of 11011v Springs -?
Project- Novartis, Holly Springs, Wake C'ount', NC
--
Boring No B-3 5 (1 of l) Depth 20.0' Elrv
314.8ft t Lutatiun --
f}pcof Miring. 2.25" ID HSA Started 8/10/06 Compleled- 8/10/06 Driller: Webb/Lunsfortl
filcvatiun Deplh DESCRIP'( ION OF NIA I TRIALS
(Classification) ' ample
Bkms Sample
DI
( Feet) N Value
(hlow's/ R)
RLMARKS

313.3
1.5 NATIVE SOILS: Loose. dry, tan/light brown. silty
fine SAND (5,M), with fine to coarse gravel 5-5-5
10 GRUUND\V;\TER DATA:

311
3

3
0 .
Still, dry, tan/rcd, sandy SILT (MFI).
-- 2 1.> 0 Hrs.: Dry/caved (n) 14.0'
.
310
3 .
_
4
5 V em, hard. drv• maroon, elastic SILT (N1H ). 18-21-31 3.0 13
. . Very hard, dry, gray;maroon• clayey SILT (NIL). with
coarse rock fragments. 74-27-30 4 $?

306
3

8
5 6.0
.57
. .

-
Dense, dry, maroon/gray white. silty fine to medium
SAND (SM)' -Z7
20-20-27 8.5
47

301
3
13
5 10.0
. .
Hurd, dry. maroon. clayey SILT (fit91.).
14-20-23 1?
4;

2963
18
5 15.0
. -
4- PARTIALLY WEATHERED, ROCK: samplas
50/5"
13.5
5015"
294.8 20.0 maroon, clavcv SILT.

t Boring terminated at 20.0 feet.

I

\umh
F
hh
i
- f
cr u ?<< requfrcJ I fr a (-l
) Ih autnmauc h:unmrf Jm ui_• ±U'
?'
pp 'Ill LIYI\l' - () D l
17 'If)
?nll -

f ?nii,r rr i -

nl. ------------

-
;I
?I
ii
?I
tilt, NtN VIM cl
I ... ... .... .....g.... IIIt,11111
0110 1 Inclimrltt; cl penrlrWlln IN ltnrn'J Ihi titonJ.uJ PcnelraUOn Ir>I N aiuc "V"
BORING LOG
Report No. H66-098
31NCE
FROEHLING & ROBERTSON, INC.
Q GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
/V?`• ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
1 s a I Date: August 2006
Client I own 01 Hotly springs _
prq)ccC Novartis, Holly Springs, Wake County, NC
Boring No. B-36 (1 of 1) 1,01,11 20.0' Fie,
322.3ft f
I JiII WII
1) pr of Bonug 2,25" ID HSA Started 8/9/06 Completed. 8/9/06 Ordler Webb/Lunsford
hlevation Depth lAiSC'RII''I'IDN OF MA'i'1iR1:1LS
1C'la ?ilirthJnl • Sample

131J%%` Salllplc
Depth
Ifecu N Vallle

(blow,; It)
REMARKS

320.8
1.5 - ROO'rMAT: Stiff, dry. ray'lighl brown, fine sandy
SILT (SM)
with fine gravel 24-6
10 GROUNDWATER DATA:

3
310

3
0 ,
.
NATIVE SOILS: Stiff. dry. or nge/brown, fine sandy
7"7'$ 1.> 0 Hrs.: Dry/caved rill 14.0'
. . CLAY CL). 3.0 15
Very stiff, dry to moist, reddish brown.-gray, clayey 6-7-14
SI1.T(ML)• 7-9-14 4.5 21

- 6.0
23
7-9-12 &.5 21
10.0
11-19-41 13.5 60

303
8
18
5 15.0
. .
Hard, moist, maroon, fine to medium sandy SILT
? 19-?1-21
18.5
42
302.3 20.0 4L).
t,
Boring terminated at 20.0 feet.

I

I

I
I
0
x
J
1
_.... _ ................1,,, .. „ u .mm?uau? nnnlllx'r Ur0O11111g it) tJ (Irl%c ' (I I) 1 ; %',- 1 1) :rlik rJJn 5amplcr ill ;11LeCC;I%e h" In?rcroent. fllc .urn
JI the ?ccond and Ilurd merement; 0fre1)Ctr71I111n tx Icrmcd the tiumdmd Pencuarlon I e<t %alue "N"
.
SINCI
1 e e I "'.
APPENDIX C
LABORATORY RESULTS
SLOPE STABILITY
SLOPE DESIGN/CONSTRUCTION
RECOMMENDATIONS
SINGE
11111 •`
KEY TO SOIL CLASSIFICATION
Correlation of Penetration Resistance with
Relative Density and Consistency
NN?
Sands and Gravels Silts and Clays
No. of Relative No. of
Blows, N Densi Blows, N
0- 4 Very loose 0- 2
4-10 Loose 2- 4
10 - 30 Medium dense 4- 8
30 - 50 Dense 8-15
Over 50 Very dense 15 - 30
30 - 50
Over 50
Particle Size Identification
(Unified Classification System)
Boulders: Diameter exceeds 8 inches
Cobbles: 3 to 8 inches diameter
Gravel: Coarse - 3/4 to 3 inches diameter
Fine - 4.76 mm to 3/4 inch diameter
Sand: Coarse - 2.0 mm to 4.76 mm diameter
Medium - 0.42 mm to 2.0 mm diameter
Fine - 0.074 mm to 0.42 mm diameter
Relative
Densi
Very soft
Soft
Firm
Stiff
Very stiff
Hard
Very hard
Silt and Clay: Less than 0.07 mm (particles cannot be seen with naked eye)
Modifiers
The modifiers provide our estimate of the amount of silt, clay or sand size particles in the soil sample.
Approximate
Content Modifiers
5 5%: Trace
5% to 12%: Slightly silty, slightly clayey,
slightly sandy
12% to 30%: Silty, clayey, sandy
30% to 50%: Very silty, very clayey, very
Field Moisture
Description
Saturated: Usually liquid; very wet, usually
from below the groundwater table
Wet: Semisolid; requires drying to attain
optimum moisture
Moist: Solid; at or near optimum moisture
Dry: Requires additional water to attain
optimum moisture
sincr
111'
SPLIT SPOON SAMPLING
The borings were made in accordance with ASTM Specifications D-1586. The borings were advanced
using either hollow stem augers or the rotary drill method using a bentonite slung. The drill method
employed depends upon the subsurface conditions and our experience in the general area. After cleaning
all loose cuttings from the boring, the soil is sampled with a split barrel sampler. The sampler is driven to a
depth of 18 inches or to a blow count of 100 blows with a 140-pound hammer falling 30 inches. The
number of blows required for driving each 6-inch increment is recorded. The first 6-inch increment is
required to seat the sampler below the disturbed zone, the second and third increments are added to yield
blows per foot. This value is the standard penetration resistance, N. This is recorded on the attached logs
of borings per each 6-inch increment of penetration. The "N" value, when properly evaluated, is an index to
the in-place density strength and foundation support capacity.
Representative portions of each soil sample, obtained from the split tube sampler, were placed in glass jars,
sealed and transported to our Raleigh, North Carolina laboratory. The soils are classified in accordance
with ASTM Specification D-2488, "Visual--Manual Classification of Soils for Engineering Purposes",
based on the Unified Classification System. The Unified Group Symbol is shown on the logs for each
distinct stratum, and is described briefly on the attached chart.
e l N C [
O'n
leas
SPLIT SPOON SAMPLING
The borings were made in accordance with ASTM Specifications D-1586. The borings were
advanced using eilhcr hollow stem augers or the rotary drill method using a bentonitc slurry. The
drill method employed depends upon the subsurface conditions and our experience in the general
area. After cleaning all loose cuttings from the boring, the soil is sampled with a split barrel
sampler. The sampler is driven to a depth of 18 inches or to a blow count of 100 blows with a 140-
pound hammer falling 30 inches. The number of blows required for driving each 6-inch increment
is recorded. The first 6-inch increment is required to seat the sampler below the disturbed zone, the
second and third increments are added to vield blows per loot. This value is the standard
penelrahon resistance. N. This is recorded on the attached logs of borings per each 6-inch
increment of penetration. The "N" value, when properly evaluated, is an index to the in-place
density strength and foundation support capacity.
Representative portions of each soil sample, obtained from the split lubc sampler, were placed in
glass jars, scaled and transported to our Raleigh, North Carolina laboratory. The soils are classified
in acconlauce with ASTM Specification D-2488, "Visual--Manual Classification of Soils for
Engineering Purposes", based on the Unified Classification System. The Unified Group Symbol is
shown on the logs for cacti distinct stratum, and is described briefly on the attached chart.
SI NCL
F&R
IeePARTICLE SIZE ANALYSIS OF SOILS
Purpose: The grain size data are often used to aid in the classification of soils and in the estimation
of properties such as permeability, compressibility and strength.
Procedure: The test samples can be prepared using either tine dry method or wet method as
described in the various references. After preparation, the test can be divided into two parts, the
cletermination Of the Size and distribution of the coarse fraction and the determination of the size
distribution of the fines. The division between the two tests is the No. 200 sieve. The coarse
fraction is tested using the sieve method whereas the fines are tested using, the hydromeler method.
If both tests are performed, the test is referred to as the combined malysis.
In the sieve analysis of the coarse fraction, the soil is passed through a series of sieves, and the
weight relained on each sieve is dcterniined. The distribution of weights is then computed and the
percent passing is plotted for display.
In the hydrometer method, the particle size is determined by Stoke's equation. The soil is mixed in
a hcavv slurry and the rate of sedimentation is measured with hydrometer. This data can then be
reduced to a distribution ofparticle site and percent liner as in the sieve analysis.
References: ASTM Specification D 421-58, "Dry Preparation of Soil Samples for
Particle Sire Analysis and Determination of Soil Constants."
ASTM Spccification D 422-63, "Standard Method for Particle Size Analysis
of Soils."
ASTM Specification D 2217-66, "Standard N-lethod for Wet Preparation o1'
Soil Samples for Particle Size Analysis and Deternnination of Soil
Constants."
S I N C E
F&R
ATTERBERG LIMITS
Purpose: Atterberg limits tests (liquid and plastic limits) are perlonned to determine the soil
classification and plasticity properties of the soil specimen. 'T'hese properties can he
correlated with approximate values for compressibility, strength, shrinkage (swell) and
pcrmcabili ly,
Procedure: The liquid limit of a soil is the water content. expressed as a percentage of the
weight of the oven dry soil, at the boundary between the liquid and plastic states. The plastic
limit is the \vater content expressed as a percentage of the weight of the oven dry soil, at the
boundary between the plastic and semi-solid states. The difference between these two values
is the Plasticity Index (PI).
The liquid limit is determined by obtaining the water content at which the soil will flow under
a specitied dy7lamlc force. The soil is wetted, placed in a special liquid limit device and
grooved into two halves. The device is then dropped a specified distance 25 times. The
liquid limit is defined as the water content at which the two halves will flow together over a
specified distance.
The plastic limit is dctcritnined by obtainingI the water content at which the soil can be rolled
into thin threads by hand, on a ground-Mass or non-absorbent paper. The plastic limit is
defined as the moisture content at which the soil cannot lie rolled into threads smaller than
1 /8 inch in diameter.
Reference: ASTM Specification D 4318-84, "Standard Tcst method for Liquid
Limit. Plastic I.imit and Plasticity Index of Soils."
a I N C 1
F&R
MOISTURF CONTENT
Purpose: The purpose of the moisture content test is to determine what percentage of the
weight of a given soil is water as opposed to the weight of solid particles of the soil sample.
This percentage in the case of in-situ soils indicates the extent to which the soil in question is
saturated. For controlled till placement the moisture content is critical in achieving
maximum compaction.
Procedure: A sample of soil is weighed in the %vet condition, then placed in a drying oven
and is dried to constant weight. The dry weight is then determined. The moisture content in
percent is the ratio of the weight of moisture to the weight of dry soil multiplied by 100,
Reference: ASTM Specification D 2216, "Standard Method of Laboratory
Determination of Moisture Content of Soil.
SINCE
F&R
tBBt
MOISTURE-DENSITY (STANDARD)
Purpose. The moisture-density relationship of a given soil is determined using a specified
compactive effort, to provide a standard unit weight against which achieved field compaction
can be compared. The maximum dry unit weight obtained in this test is considered 100
percent of the standard Proctor density that can be obtained in a given soil.
Procedure: The standard Proctor test is performed on representative selected soil samples.
The prepared soil is compacted in a cylindrical mold (with collar attached) in three equal
layers to give a total compacted depth of about 5 inches. Each layer is compacted by
uniformly distributed blows from a sliding weight rammcr (5.5 pounds with 12-inch free
fall). The moisture content is increased about 2% and the above procedure is repeated until
there is a decrease or no change in the wet unit ??cight. The maximum unit weight obtained
is determined and the corresponding moisture content (optimum moisture) is noted.
Reference: ASTM Specification D-698, "Standard Methods of Test for Moisture-
Density Relations of Soils Using 5.5 lb. (2.5 Kg) Rammer and 12-inch
(304.8 mm) Drop."
Si NCE
F&R
ae?
UNDISTURBED SAMPLING
Under certain circumstances some soils require rather precise laboratory testing. Samples
taken by split spoon are adequate for visual classification, but arc not sufficiently intact For
quantitative laboratory testing. Relatively undisturbed samples are obtained by forcing
Sections of O.D., 16 gauge steel tubing (thin-wall or Shelby tubing) into the soil at desired
sampling levels. This sampling procedure is described by ASTM D-1587, "Standard Method
for Thin-Walled Tube Sampling of Soils."
When undisturbed samples are indicated in the drilling operation, the sampler is introduced in
the bore hole and hydraulically forced into the soil a distance of approximately 2 feet. The
tube is rotated to shear the sample and then is withdrawn. The sample is scaled in the tube
with wax, labeled, and shipped intact to our Raleigh, North Carolina laboratory.
Samples are removed from the tube by a hydraulically operated extrusion press, measured,
sampled for moisture, and subjected to the appropriate test sequence.
SI MC[
F&R
eeTRIAXIAL TEST
Purpose: The triaxial test is perl'ornied to determine the angle of internal friction (0), cohesion and
shear strength of cohesive soils.
Procedure: Triaxial tests on undisturbed soils samples may be:
I ) unconsolidated undrained, "W' 2) consolidated undrained, "CU", or 3) consolidated drained,
"CD". The type of test performed is selected to best represent the field conditions. Back pressure
to cnsurc complete saturation and pore water pressure readings may also be taken in order to
determine the effective stresses and angle of shear resistance, ?.
For example, a "CU" test with pore pressure would consist of preparing at least three undisturbed
sampics from a 3" O.D. Shelby tube. Each sample is placed in the triaxial chamber and saturated
by confining with an all-around pressure cr3. After saturation is complete, the specimen is
consolidated at a selected confining pressure. Once the specimen has consolidated under the
confining pressure, the axial load is applied until the sample is sheared. [Pore pressure readings are
recorded as the axial load is applied.] The a, pressure is increased for each specimen and the test
results arc represented by a plot of shear stress versus axial stress (Mole Circle Diagram).
The testing procedure is similar for the other two test methods; however, the actual procedures
differ as the name ofthe test method implies.
References: Engineering Properties of Soils and Their Measurements, by Joseph E.
Bowles, McGraw-1-1ill Book Company.
The Measurement of Soil Properties in the Triaxial 'l'est by Bishop and
Henkel, 2nd Edition 1962, Edward Arnold Publishers Ltd., 25 Hill Street,
London WJX8LL.
ASTM Specification D 2850-70, "Standard Metbod of Test for Uncon-
solidatcd, Undrained Strcn-th ofCohcsivc Soils in Tdaxial Compression."
S I N C E
F&R
eo
CALIFORNIA BEARING RATIO
Purpose: The California Bearing Ratio test is performed on subgrade, subbase and base course
materials to provide supporting values of various roadway materials which can be used as a basis
for pavement design.
Procedure: A sample of the subgrade soil is compacted in a cylindrical mold to the density and
moisture anticipated in actual construction. Cohesive soils are allowed to soak, immersed in %vatcr
for )G hours. By means of a hydraulic jack, it penetration "needle" is forced into sample at a
controlled rate. Load values and corresponding, strain or deformation are noted. The ratios of the
load values in pounds per square inch at 0.1 inch and 0.2 inch penetration respectively arc
compared to the standard loads of 1000 and 1500 pounds per square inch respectively. (The latter
are those loads required to produce the same penetration in a compacted limestone sample.) The
CSR in percent is the ratio of the loads at 0.1 penetration multiplied by 100.
Reference: ASTM Specification D 1883-07, "Standard Method of Test fior Bearing
Ratio of Laboratory-Compacted Soils." v
140 COMPACTION TEST REPORT
DATE: 9,1 x/2006
PROJECT NO.: 1166-093
130 PROJECT: \ovartis

120
100% SATU RATION CURVES
FOR SPEC. GRAY. EQUAL TO:
2.8

- 2.7
~
u 110 `lr 2
6
CL .

•N
c
at
v
L
0 100

90

80

70
0 5 10 15 20 25 30 35 40
Water content, %
No. LOCATION AND DESCRIPTION TEST SPECIFICATION

UI Location: Boren, B-1 ASTM D 6198-00a Method 1.4 Standard
Rcdchsh-Brown, Sandv Lcan Clay. Rcici%'cd on 08%0712006
¦ 02 Location: Boring B-2 - STN1 1) 698-00a Method A Standard
Rcdchsh•Brown, Lean Clay Rcccncd on 08 I 1 2001.)
i
03 Location: Boring B- -
Reciddlsh-Brossn, Silt with Saud. Recencd on 0811 2006 --
i \STNI 1) 698-00a Nicthod B Standard

• I
04
Location: Boring B-24 -
---?
S r l D ()98-0 tilethod A Standard
Oa-
Reddish-Brown. Silt \sith Sand. Recci\cd on 08 11;2006 ?
?i -
05 Location: Boring B-14 AS'PN,I n 698-00a tilethod A Standard
Orange-Br,mn, Silt with Sand. Rccci\ ed 08:21 1 2006
No. USCS LL PI NAT. MOIST. OVERSIZE No.200 MAX, DRY DEN. OPT. MOIST.
• (il CL 30 1.1 11.7 ",o-,V8 m. 3.9 I 53,' 123.1 pcf 111.01.
¦ 1) ('I. 18 14 12.7
\0.4
- SQ, I 1 14 > pct -- 1 „),,i, -
• 0 , 11 t. 41 _
I l
17.0 1,w-3 R m -2.5 Iii
ct 13
6
• 04 `91. 18 ZO 2?.2 \i,.4 ' 80 p
U7
' ?cf
1 -
13 ti ';h
._
• I1, Nd1. 4- 16 23.1 Ao 1 3 1 7,S.1 pcf --- 18.0 "•0
Proctor No.
_ CGlIGVI Ita F'o oflOr oTnn? . .,`. r.,r..?v ,w -1 1 VVI?1 11?1V.

U S SIEVE OPENING IN INCHES I U S SIEVE NUMBERS HYDROMETER
A 7
6 3 3 4 -3/8 4 B " 14 ° 20 - 40 0 60 00 140 tw
100
95
90
85 - -
80
75
70
65 ---
x
60 TI-_ _2
m 55
Z 50 -
1--- 45
z _
W
L) 40
w
EL
35
30
25
15
10 -
5 -
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES _ GRAVEL
_7 SAND SILT OR CLAY
coarse fine coarse medium -?--Fine
Boring No. Depth Classification LL PL PI
1 01 at 0.0 Reddish-Brown. SANDY LEAN CLAY (CL) 36 23 13
M B-2 -at 0.0 Reddish-Brown, LEAN CLAY (CL) 38 24 14
B-24 at 0.0 _ Reddish-Brown, SILT with SAND (ML) ---? -48 28 20
r B-3 at 0.0 Reddish Brown, SANDY SILT (ML) 41 I 27 14
Boring No. Depth 0100 DSO
• 01 at _ 0.0 37,5 0.254
m B-2 at _ 00 25 -- - -- --
A I B-24 at 00 25 -- --- -
* B-3 at 0.0 25 0.081
SINCE
FROEHLING & ROBERTSON, INC.
GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
R ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
Cc I Cu
D30 D10 %Gravel %oSand %Silt J %Clay
11 2 35.6 53.2
2.2 8.7 89.1
2.2 17.2 80.6
--- --- --6.4 34,1 ?. ---59.5 ---
GRAIN SIZE DISTRIBUTION
rReport No H66-098 -
II Client: Town of Holly Springs
Project: Novartis
Location: Holly Springs, Wake County, NC
60 ? zel
5
P
L
A
S 4
T
1
C
T 3
1
Y
I
N 2
D
E
X
1
20 40 60 80 100
LIQUID LIMIT
Boring No. Depth LL PL PI Fines Classification % Natural Moisture Content
• 01 at 0.0 36 23 13 53 SANDY LEAN CLAY (CL),{A-6}
m B-10 at 60 36 33 3 51 SANDY SILT (ML),{A-4}
A B-12 at 10.0 35 28 7 69 SANDY SILT (ML),{A-4}
,t B-14 at 0.0 47 31 16 78 SILT with SAND (ML),{A-7-5}
O B-19 at 1.5 82 35 47 88 FAT CLAY (CH),{A-7-5)
0 B-2 at 0.0 38 24 14 89 LEAN CLAY (CL),{A-6}
0 B-22 at 3.0 54 28 26 80 FAT CLAY with SAND (CH),{A-7-6}
0 B-24 at 0.0 48 28 20 81 SILT with SAND (ML),{A-7-6)
® B-24 at 6.0 33 27 6 86 SILT (ML),{A-4)
® B-26 at 10.0 40 31 9 64 SANDY SILT (ML),{A-4}
? B-3 at 0.0 41 27 14 59 SANDY SILT (ML),(A-7-6)
9 B-31 at 4.5 42 22 20 77 LEAN CLAY with SAND (CL),{A-7-6}
0 B-34 at 1 0 NP NP NP 44 SILTY SAND with GRAVEL (SM),{A-4}
B-34 at 2.9 59 33 26 96 ELASTIC SILT (MH),{A-7-5}
C3 B-35 at 30 57 32 25 66 SANDY ELASTIC SILT (MH),{A-7-5}
¦ B-5 at 3.0 NP NP NP 63 SANDY SILT (ML),(A-4)
? B 6 at 3.0 55 29 26 73 FAT CLAY with SAND (CH).{A-7-6}
NEE. ATTERBERG L_IMIT_T RESULTS_
FROEHLING & ROBERTSON, INC. Report No.c H66-098
.Yi GEOTECHNICAL • ENVIRONMENTAL • MATERIALS
ENGINEERS - LABORATORIES Client: Town of Holly Springs
"OVER ONE HUNDRED YEARS OF SERVICE" Project: Novartis
Location: Holly Springs. Wake County, NC
Date: Au us 200
1
??
CH

- -
• per
i

CL-ML 0 ?
ML
MH
m 0
Froehling & Robertson s.
Consolidated Undrained Triaxial Test (ASTM D4767)
{ !' Effective Stt'esS at Maximum Deviator Stress Criterion
r

„ i
i
n I

i
15.0

r

r
1
0.0
0.0 l S.U 10.0 45.0
' Normal Stress (psi)
t
a

:J
f3
c
i
. -Spcumcn .l
_speeimen n
-Stweimen C
. ° °'rmiunt lore
Deviator Stress vs.
Axial Strain Specimen
Initial A B C
40.0 kVater Content ('%) 29.6 25.3 25.1
Dry Density ( st) 85.4 97.8 94.0
35.0 Saturation ('%. 83.8 97.2 87.4
Void Ratio 0.932 0.689 0.757
30.0 Diameter in 2.830 2.828 2.819
C 5
0 Height (in) 6.062 4.575 5.886
. Specific Gravity 2.65 2.65 2.65
n 20.0 Li uid Limit 39 39 39
`o Plastic Limit 37 37 37
R 15.0 Before Shear A B C:
c
IU
O B-Value 100.0 99.0 99.0
. Water Content '%. 27.0 23.9 21.8
5.0 Dry Density ( )ct) 85.5 97.8 94.0
Saturation ('%. 100.0 100.0 100.0
0.0 Void Ratio 0.716 0.632 0.576
OA 10.0 200 30 .0 Confining Press. (psi) 7.0 16.5 24.2

i
l S
i
A
' Back Press. (psi) 56.6 56.3 55.1
a
x
tra
n (
?,) Strain Rate (in/min) 0.0010 (1.001(1 0.0010
Maximium Deviator Stress Criterion After Shear A B C
C (psi) 3.6 a'1 at Failure(psi) 23.96 50.01 50.63
C' (psi) 2.1 a'3 at Failure (psi) 6.60 13.80 16.10
0 (de) 19.9
4)' (deg) 27.8
Project: Novartis
Location: B-33
Project Number: H60-095 N/A N/A NiA N!A
Boring Number; B-33
Sample Number:
Depth: 2.41' - 2.92'
Sample Type: l Indi.sturbed Failurc Photographs
Description: Reddish-Dark Brown, Sandy Silt
Test "type Consolidated Undralned
Remarks ht L
CU Triaxial Test - Results Page 1 of 2 H66-098 (Novartis B 33).HSD
Froehlinq & Robertson
a
Consolidated Undrained Triaxial'fest (ASTNI D4767)
Effective Stress at :Maximum Deviator Stress Criterion
l
:J tO.U
t ^ l:
i
(' f
_ li.(I
V
t
0.0
n
i'
1
1
^--,tipa•imcn 13 t,
I:u,gcnl Linc t!
i QO I 4; 0 300 4i.0 60.0 ?> 0
Normal Stress (psi)
i ,
i -
I: 1
I:
'l
i
'J

Deviator Stress vs.
Axial Strain Specimen
Initial A B
50 0 Water Content 26.1 14.6
Dry Density ( sn 95.02 105.30
45.0 Saturation (11% 93.53 68.76
40.0 Void Ratio 0.738 0.568

U
0 3S Diameter (in) 2.881 2.874
. 1lei ht (in) 5.988 5.943
30.0 Specific Gravity 2.65 2.05
Y, 25.0
y Liquid Limit 59 i9

21)
0 Plastic limit 33 33
. Before Shear A B
c 15.0
c B-Value 91).00 95.00
10.0 Water Content ("/. 24.5 12.8
Drv Density ( cf) 95.10 105.34
5.0
Saturation ('%,)
100.00
100.00
0
0 V
id R
i 0
. o
at
o fi50 0.339
0. 0 10.0 20.0 30 .0 Confining Press. (psi) 7.8 22.5

A
i
l Back Press. (psi) 51.6 51.5
x
a
Strain Strain Rate (in/min) 0,0010 0.0010
,vlaximfum Deviator Stress Criterion After Shear A B
C (psi) 2.6 o' I at Failure (psi) 29.19 72.82
C' (psi) 3. I a'3 at Failure (psi) 8.00 25.70
0 (dc) 27.8
fl' ((Icg) 25.0
Project: NOVARIIS
Location: Borlng
Project Number: 1166-09S N!A N i A V.A VA
Boring Number: B-34
Sample Number: of
Depth: 2.42' - 92'
Sample Type: I:ndislmbed Failure Photographs
Description: I.IhI Brown, Elasuc Silt (M[f)
Pest T-,pe Consolidated Undiamed
Remarks
CU Triaxial Test - Results Page 1 of 2 H66-098 (Novartis).HSD
Froehiing & Robertson
j. Consolidated Undrained Triaxial Test (ASTM D4767)
j
Effective Stress at Maximum Deviator Stress Criterion
;a

15.0
L
R
L'
0.0
15.0 300 45.0
\ormil Stress (psi)
cc I
1
:J

40.0
v
35.0
30.0
c
- 75,(1

1 'J r 20.0
L
c
15.0
-' 10.0
i 5.0
00
Deviator Stress vs.
Axial Strain
V
* - - Specimen ;\
-Specimen R
-Specimen C
an'tcnl 1.1111'
Initial A B C
Water Content ('%1) 19.9 19.9 199
D Density (psi) 101.14 101.46 102.00
Saturation ('%.) 83.0 53.6 84.8
Void Ratio 0.632 0.627 0.619
Diameter in 2-864 2.563 2.861
tlei ht (in) 5.563 5.850 >.550
Specific Gravity 2.65 2.65 2.65
Liquid Limit 47 47 47
Plastic Limit 31 31 31
Before Shear A B C
B-Value 99.0 99.0 98.0
Water Content ('%. 18.4 17.8 16.0
Dry Density ( ei) 101.2 101.5 103.1
Saturation (°/6) 1(1(1.0 10)1.0 100.0
Void Ratio 0 487 0 477 0 47;
3
0.0 10.0 20.0 30.0
Confining Press. (psi)
7.4
16.0
33.3

' Back Press. (psi) 71.7 71.4 71.0
%,)
Axial Strain ( Strain Rate (in/min) Rolllll 11.00111 0.001(1
Maximium Deviator Stress Criterion After Shear A B C
C (psi) 4.4 a' I at Failure (psi) 28.20 39.16 51.67
C' (psi) I.1 n'3 at Failure (psi) 9.50 13.91) 18.20
t) (dc) 18.2
0' (deg) 26 8
J
i u
CU Triaxial Test - Results Page 1 of 2 H66-098 (Novartis B-14).HSD

80
60
40
Novartis 2:1 Slope
c:lapps?gstableTbranch 661novartis total.pl2 Run By: ECH 9/1812006 11:44AM
tt FS Soil Soil Total Saturated Cohesion Friction Piez. Load Value
a 2.151 Desc Type Unit Wt- Unit Wt. Intercept Angle Surface 1 1 240 p,1
b 2.167 No. (pcf) (pcf) (psf) (deg) No.
c 2.219 Fill 1 122.0 122.0 600.0 18.0 W1
d 2.229 Silt 2 120.0 120.0 3500 28.0 W1
e 2 352
f 2.419
g 2.455
n 2.509
2.518 i
j 2.521
2
20
--- -•

0
0 20 40 60 80 100 120
GSTABL7 v.2 FSmin=2.151
Safety Factors Are Calculated By The Modified Bishop Method
GSTABL 7
a
1
?g bd ?i

Novartis 2:1 Slope
80 c:lapps\gstable7\branch 661novartis eff.p12 Run By: ECH 9118/2006 11:42AM
# FS Soil Soil Total Saturated Conesion Friction Piez, Load Value
a 1.616 Desc. Type Unit Wt. Unit Wt. Intercept Angle Surface 1.1 24u i
h 1.635 No. (pcf) (pcf) (psf) (deg) No.
c 1.671 Fill 1 122.0 122.0 150.0 27.0 W1
d 1.680 Silt 2 120.0 120.0 4000 25.0 W1
e 1.691
f 1 714
g 1.760
h 1.760
i 1.805 h
60 j 1.820

40

i ?

2 2
20
0
0
GSTABL7,
20 40 60 80
GSTABL7 v.2 FSmin=1.616
Safety Factors Are Calculated By The Modified Bishop Method
a
i-- )
cPbj I
100

120
FROEHLING & ROBERTSON, INC
GEOTECHNICAL * ENVIRONMENTAL a MATERIALS
ENGINEERS • LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
CERTIFICATE OF ANALYSIS
September 07, 2006
LAB#: 0608744
CLIENT: F&R Raleigh
310 Hubert St.
Raleigh NC, 27603-2302
Michael Sabodish
PROJECT: Novartls
PROJECT NO.: H66-098
SAMPLED BY:
RECEIVED: 08/30/06
Results to follow.
aj--n(? 6J??4
Audrey N. Brubeck
Manager Analytical Laboratory Services
HEADQUARTERS: 3015 UI.iMDAPTGN RC,+O. FOX • R,: IIMC NOVA 23.2;1 712?
FE_-- -NriAO4. 6K-2101• fAX I COA, 261. 202.-F.,, UH-,
Pauc I Of 9
EN'Ih,(;+fI?iNSrIP,INI?ORINKIN(: W:?'FF Oat •.?
BRANCHES. A3HE'II;. F Nl; . 3_L-IN PE 1.IC. CI-APL7, 7E, NC_ ..rF:;a:EF /E '!, N`It fH f.1140,.INA O?:NP . <'.
CROZET N!'..VPEZFRICK'AJURC VA _.1H:]I.INAOHFI; 9301Ul JI A*J]U7??
:;?EFNV'IIF '.,f,.hl;;Y?1TY NCO -.LEICH NC.HC1r NCKE VA.:.TEPI.II,'., VA MAP'•L4NO DRINHINC WATER-279
FaR
Lan ID: 0608744-01 (soil)
Client ID: B-2 IA 3.0-4.5
Sampled Date/lime: 8/29/06 0:00
1'uge _' 15
(hunt
•lnnlyle Ile:ul( I.nnd l:nils Plcp:nad Analyzed Method Anah I \olca
NlAleriAhs Testing
Chloride 18 ppm 9:5.06 000 9'SnG 000 \\\1.11(11'"11 \T
P11 4,51 SU 9506 0(lO 95;0(, POO \\5111O1'89 \l
RMiStlN lly' 64900 ohm-cm G(16 0W 9,6:06 (100 In llnuac AI"
Sulfate 18S 1
ppm
9a:06 G 181
1) 5.06 0 00
\ \v u u 1 'wt
AT

La 1) 1D: 0608744-02 (Soil)
Client ID: R-25 1.5-3.0
Sampled Da+teffime: 8/29/16 0:00
1'apc ; of 5
? iuam
?-Ilimllylc Rcwl( Lunn Lmta Prepa:ed :\oahled McThod .\Oales1 Voles
Materials Testing
Chloride 22 ppm 9/5.06 000 9.606 000 AASI 11'01'291 \1
1111 4.86 ski 91-06 0 00 9: 5:06 0 00 \As l 11'0 1'289 A I
liesislici(y 9116111) uhnt-cm 9'6:06 0.00 06, n6 0W In llouso \I
Sulfole 62 1 ppm N:5 O6 (100 015;06 0 (n) AASI[TO FN() \T
R
;NC= •aa.
Lab ID: 0608744-04 (Soil)
Client ID: Il-5 3.0-4.5
Sampled DatefFime: 8/29/06 0:00
Patic 5 ?•1':
Qumit
\mal)te Ilc.ull Luuil Units Prcpmcd AOalyied \lelhnl \ualvsl Nutcs
Materials Testing
Chloride 31 PPM O. h(16 0 00 9:5:06 0.00 AAA H PU 1791 A I
pll 4.45 sit 9. sr06 nW 9.51)6 000 A\4HI'O 1249 q1
Iirsistivily 41800 ohM-un 96:06 0 00 96 66 0 00
In 11 use
V
tiulfate 70 I PPM 9:x;06 nom 9.5:06 0.60 AA SI1101,9tt At
Notes and Definitions
mg I - 1111111gtcmus tier Leer
Im mlerogtmmi per I ner
m?6g milligram,1wrAilvpa
.u stamdaiduni 1.
HOL Bel"', the r?u:mlllauun L.nnu
FAR
Lan ID: 0008744-03 (Soil)
Client ID: H-8 23.5-25
Sampled DaterTime: 8/29/06 0:110
P;,ye I id's
p,?„t
nalyle Ife,iull Lima LmI, Piapmed Anuhled Mcfl,ol Analvsl Nine,
Materials 7•estiog
Chloride 16 ppnl 95;06 00o 1) .W, 0.00 AASI11'0T291 \'t
AI
1
i.JS
su
96 06 n:IRI
?h5:(le Onn
.\ASII'f0"1?39
:\I
Itestdieih 679110 Ohm-cm 9:606 0 b41 W6 (10 n (q) In I10-e 4'f
sulfrlc 86 I ppm 1). -06 000 o; 5; Or, OVn .\A\IIfOTP)o AT
Client: town of Holly Springs
Project: Novartis
8i21 /2006
Soil Resistivity Data Sheet
R-1 moist silticlay R-2 moist sand R-3 moist sand
R - Measured Resistance r - RrsistiX'ity
A - (ft) 5 10 20 0 40
Formula 957.5*R 1915*R 3830*R 5745*R 7660*R
Area I R 102.5 32.8 9.2 3.5 1.7 Average R 29.9
Ana 1 r 98,143 8 62,812.0 35,236.0 20,107.5 13,022.0 A%eraee r 45.864.3
Area Z R 30.0 5.5 1.1 0.5 03 Average R 7.5
Arca 2 r 28,725.0 10,532.5 4,213.0 2,872.5 2.298.0 Avera e r 9,728.2
Area 3 R 62.0 13.4 2.8 1.6 0.8 Avera<ge R 16.1
Area 3 r 59, 365.0 25,661.0 10,724.0 9,192.0 6,125.0 Avcrazle r 22,214.0
Avefaac R fur Site 17.8
Average r for Site (olun-cm) 25,935.5
FROEHLING & ROBERTSON
California Bearing Ratio (CBR)
Load Penetration Curve
250.0

e
e ,.

200.0 O

,
r'

C
a e
o'
c 150.0 ,' • Specimen A

V ° -•--Specimen B

e
.:
-t Specimen C
O

100
0 ?
°
°
° Specimen D
.
? , °
o
O
lL e' o
o
°
s' o
°

50.0 ? o
°

•
0.0
0.000 0.100 0.200 0.300 0.400 0.500
Penetration (in)
CBR Results
Results B-1 B-2 B-3 B-24 Average
0.1 in Pen. 4.5 0.2 2.9 2.9 2.6
0.2 in Pen. 6.5 0.3 4.4 3.6 3.7
Moisture % 12.2 13.8 15.4 22.6 16,0
Dens (pcf) 122.8 114.3 117.3 102.5 114.2
Project n orma on
Project Num H66-098 Sample Location
Project NOVARTIS Specimen A Boring B-1
Date 08/18/2006 Specimen B Boring B-2
Client Town Of Holly Springs S ecimen C Boring B-3
Specimen D Boring B-24
No. Soil Description Max. D Den O ptimum Moisture
B-1 Reddish-Brown, Sandy Lean Clay 123.3 10.0
B-2 Reddish-Brown, Lean Clay 114.5 12.9
B-3 Reddish-Brown, Silt with Sand 115.7 13.6
B-24 Reddish-Brown, Silt with Sand 107.2 18.5

CBR Test - Results Page 1 of 1 H66-098 (Novartis).HSD
TYPICAL CONSTRUCTION SEQUENCE
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STEP 3 STEP 6
F-72' MIN.
MIRAMESH FACE WRAP
7.5' I
MELDED WIRE BASKET
WRAP FACE BASKET DETAIL
NTS
o?
WIRE MES MIRAMESHr. GR REINFORCEMENT
BASKET FACING FACE WRAP
T
LENGTH
3'
VEGETATION
1.5
WRAPPED FACE REINFORCED STEEPENED 2:1 SLOPE FACE CROSS SECTION
NTS
•
•
•

365 South Holland Drive
Pendergrass, GA 30567
Tel: [phone]
Fax: [phone]
www.mirafi.com
1
•
Mirafi® MMESH
C?
Mirafi® MMESH is composed of green high-tenacity monofilament polypropylene yams that
are woven together to produce an open mesh biaxial geotextile. Mirafi® MMESH is
specifically designed for secondary reinforcement and surface erosion protection for
steepened slope and retaining wall applications. Mirafi® MMESH allows for vegetation
growth, while holding back soil at the face.
In wrapping the face of a retaining wall with Mirafi® MMESH, removable facing supports
(e.g. wooden forms) or left-in-place welded wire mesh forms are typically used. The
recommended maximum vertical spacing between lagers of Mirafi® MMESH is 18 inches
(450 mm). The following figure shows a typical Mirafi MMESH vegetated wall/slope.
0
Facing Details for Wrapped-Face Construction
E MIRA MESH GR WRAP AT FACE
WIRE MESH FACING---_
OR TEMPORARY FORMWORK MIRAMESH GR
VEGETATION- -PRIMARY REINFORCEMENT
Vegetated Vertical Steps with Welded Wire Mesh or Wooden Formwork
In assessing these two facia options, there are several considerations. For instance, using
a wire mesh face support will typically result in higher material costs, yet lower labor costs
than using temporary wooden formwork. However, the wire mesh may provide additional
long-term face protection from ultraviolet light degradation and potential vandalism.
Further, the use of temporary wooden formwork will require access from the exterior of the
slope/wall face in order to insert and remove forms.
Inspection
The owner or the owner's engineer is responsible for certifying that the contractor meets all
the requirements of the specification, including material submittals and proper installation
of the geosynthetic reinforcements. The Contractor shall check the geosynthetic upon
delivery to ensure that the proper material has been received during all periods of
shipment and storage.
All geosynthetic materials shall be protected from temperatures greater than 1400F, and all
deleterious material that might otherwise become affixed to the geosynthetic and adversely
affect its performance.
Site Preparation
The foundation soil shall be excavated to the line and grades as shown on the construction
drawings or as directed by the Project Engineer. Over-excavated areas shall be filled with
compacted backfill material as per project specifications or as directed by the Engineer.
As a minimum, foundation soil shall be proof rolled and level prior to backfill and
geosynthetic placement. This exercise should be performed prior to each subsequent
geosynthetic layer installed.
Placement of Drainage Materials
Perforated schedule 40 or equivalent pipe, surrounded in drain rock, and wrapped in
geotextile, may be placed at the base of the wall/slope as shown on the Construction
Drawings. The pipe shall be laid at a minimum longitudinal gradient of 1 %. The pipe shall
be connected to the specified outlets with T-connectors. Outlet pipes, which pass through
the base of the wall facia, shall be wrapped with a geotextile to prevent loss of infill
materials. Outlet pipes shall be connected to the site drainage system or discharged in front
of the wall in a manner that will not cause surface erosion. Compact all fill placed against
the drainage system.
Placement of Welded Wire Mesh Facia
Place the wire baskets adjacent to one another at the elevation shown on the plans. Ties
may be used to keep wire baskets aligned. Note: the first two vertical rows of welded wire
baskets may be pushed forward during compaction of the backfill (It may be necessary to
adjust their setback or install vertical braces along the proposed alignment of the wall facia
at a minimum spacing of 60 inches center to center).
Geosynthetic Reinforcement Placement
The geosynthetic reinforcement (Miragrid of Mirafi® PET fabric) shall be laid at the proper
elevation and orientation as shown on the construction drawings or as directed by the
Engineer. Correct orientation of the geosynthetic shall be verified by Contractor. The
geosynthetic shall be cut to length as shown on the construction drawings using a razor
knife, scissors, sharp knife, or equivalent.
The geosynthetic reinforcement leading edge shall be placed up to the front of the welded
wire mesh form and tensioned by hand until taut, free of wrinkles and lying flat. Adjacent
geosynthetic panels, in the case of 100 percent coverage in plan view, should be butted up
to one another, as necessary to ensure 100 percent coverage, unless otherwise specified
on the construction drawings. The geosynthetic reinforcement and Mirafi® MMESH may
need to be slit (perpendicular to the wall face) to stagger the wire basket support struts.
Geosynthetic panels may be secured in-place with staples, pins, sand bags, or backfill as
required by fill properties, fill placement procedures, or weather conditions, or as directed
by the Engineer.
The geosynthetic may not be overlapped or connected mechanically to form splices in the
primary strength direction. Single panel lengths are required in the primary strength
direction. Therefore the geosynthetic should be installed in one continuous piece with the
primary strength direction extending the full length of the reinforced area. No overlapping is
required between adjacent rolls unless specified by the Engineer.
4
Mirafi® MMESH Placement
Install Mirafi® MMESH parallel to the wall/slope face, or as directed by the project
engineer. Place the Mirafi® MMESH GR against the inside front face of welded wire mesh
form with 4' of embedment. When placing the Mirafi® MMESH, drape the geotextile over
the wire face, allowing for the required wrap embedment (typically 25). Install the
reinforcing struts at 24 inch center to center (typical).
i- -- -
-- 2.5'-- -- -
--STRUT BRACE
WIRE MESH-- A
BASKET FACING I 1.5'
INFILL SOILS
MIRAMESH GR-
is -
When the fill soil has been placed and compacted to the elevation of the next welded wire
form, the Mirafi® MMESH shall be laid back on top of the compacted soil, pulled taut and
secured with compacted soil. Place geosynthetic reinforcement from the facia to the
required embedment length. Slide the next welded wire facia unit into place against the
prongs (optional) of the lower unit.
P
WIRE MESH
BASKET FACING
REINFORCEMENT
MIRAMESH GR - -
5
Place only the amount of geosynthetic required for immediately pending work to prevent
undue damage. After a layer of geosynthetic has been placed, the succeeding layer of soil
shall be placed, compacted and prepared as appropriate. After the specified soil layer has
been placed, the next geosynthetic layer and/or facing unit shall be installed. Mirafi®
MMESH should be seeded/vegetated as recommended by the project engineer.
Fill Placement
Fill should be placed in 6-8 inch thick lifts near the face of the wire baskets and then
proceed toward the tails of the Mirafi® MMESH and Geosynthetic reinforcement to help
tension the grid/fabric.
Backfill material shall be compacted to a minimum 90% modified proctor or as directed by
the project engineer. Backfill shall be placed, spread and compacted in such a manner as
to minimize the development of wrinkles in and/or movement of the geosynthetic. Backfill
shall also be placed in such a manner as to minimize the disturbance and/or the
misalignment of the wall facing. A minimum fill thickness of 6 inches is required prior to
the operation of tracked vehicles over the geosynthetic.
Turning of tracked vehicles should be kept to a minimum to prevent tracks from displacing
the fill and damaging the geosynthetic. Rubber tired equipment may pass over the
geosynthetic reinforcement at low speeds, less than 5 mph. Sudden braking and sharp
turns shall be avoided. Any geosynthetic damaged during installation shall be replaced by
the Contractor.
Backfill within 3 ft. of the wall/slope face will typically be compacted with hand equipment.
Density tests shall be made every lift or as directed by the Project Engineer. Backfill shall
be graded away from the wall crest and rolled at the end of each work day to prevent the
freezing and/or the ponding of water on the surface of the reinforced soil mass. The site
shall be maintained to prevent the flow of water from adjacent areas from entering the wall
area from overtopping the retaining wall during construction and after the completion of the
wall.
Seed Placement While Backfilling
Mirafi® MMESH is manufactured with an open weave that holds soil in, but allows
vegetation to grow through it. A mix of seed (optional if hydroseeding) and topsoil be
placed directly against the Mirafi® MMESH fabric face for each lift, as shown below.
6
TOPSOIL TO EDGE OF _
UPPER BASKET FACING
?I
SEEDED TOPSOIL
(OPTIONAL)
WIRE MESH----
BASKET FACING ?I
I'
MIRAMESH GR
STRUT BRACE
1
INFILL SOILS
Hydroseeding/ Hydromulching Wall Face
To vegetate the wall by hydroseeding, the welded wire baskets should be set back with a
4" (typical) offset at each lift, as shown below. This results in an overall batter of 780.
Each 4" shelf will create a flat surface for vegetative growth. The face should be
hydroseeded during the local growing season. The face should be watered prior to
hydroseeding. An irrigation system and maintenance program may be needed -
depending on local climate and environmental conditions.
MIRAMESH GR WRAP AT FACE
WIRE MESH FACING-
OR TEMPORARY FORMWORK
MIRAMES MESH GR
VEGETATION -_ PRIMARY REINFORCEMENT
Seed Selection
7
Seed performs best when planted during spring or early autumn.
Three general climate zones are shown below. Areas in the cool climate zone use cool
season grasses. Areas in the warm climate zone use warm climate grasses. The
transition zones typically use a mixture of both cool and warm season grasses, but
generally favor cool climate grasses more. Local suppliers generally have excellent
knowledge of seed selection for their local climate and environment.
WARM CLIMATE ZONE
The table below shows some common seed choices.
WARM SEASON 11 COOL SEASON
Buffalo Bentarass
Centipede II Bluearass II
Common Bermuda II Fine Fescue 11
rid Bermuda
St Augustine Tall Fescue
Tall Fescue
Zoysia

•

Live Br
Live branch cuttings or rooted woody stem cuttings of
with the Mirafi® MMESH /wire mesh facia. Live bra
diameter and placed between Mirafi® MMESH layer
should only be harvested while the dormant. Inst
performed between the fall and early spring, while the
should be stored in a cool moist area that is well shy
sun). Choosing the correct species for a given environ
success. In wet environments, willows are very SL
species perform better. In dry climates, a watering s'
native and non-native species of plants.
is that root easily may be used
cuttings should be %" to 1" in
shown below. Live cuttings
on of live cuttings should be
ings are still dormant. Cuttings
(never store cuttings in direct
t is very important for long-term
;sful. In dry climates, upland
n may be required to vegetate

LIVE BRANCH CUTTINGS-
PROTRUDE FROM WALL
Live Staking
Lam- - -_.-
i
PRIMARY REINFORCEMENT
Live staking may be performed with the Mirafi® MMESH /wire mesh facia. Live stakes are
woody stem cuttings of plants that root easily. Live stakes should be taken while a plant is
dormant (before spring) and planted directly into the face of the wall/slope. Live stakes
should be spaced 2 - T apart in all directions. Installation of live stakings should be
performed between the fall and early spring, while the plants are still dormant. Live staking
should be performed only in very moist environments or with plants known to survive in the
local environment.
Mirafi® MMESH install (01/05)
10
"MEW, TRI/ENVIRONMENTAL, INC.
A Texas Researcl? Intemahbnal Company
Germination Enhancement Testing
of
Slope Facing
Geosynthetics
January 2005
Submitted to:
Mirafi Construction Products
365 South Holland Drive
Pendergrass, Georgia 30567
Submitted by:
TRI/Environmental, Inc.
9063 Bee Caves Road
Austin, TX 78733
c
C. Joel Sprague
Project Manager
TRI/ENVIRONMENTAL, INC.
A Texas Rssearch 1rMeme ona! Company
January 21, 2005
Mr. John Henderson
Mirafi Construction Products
365 South Holland Drive
Pendergrass, Georgia 30567 ([e-mail])
RE: Germination Enhancement Testing of Slope Facing Geosynthetics
(Log # E2213-33-08 & E2193-34-07)
Dear John:
TRI appreciates the opportunity to provide testing services, including preparing and testing
vegetated facing systems composed of various products and welded wire facing. Following is a
summary of the testing strategy employed and a review of the test results.
STRATEGY
A bench-scale performance-related index test has been developed by the Erosion Cotnrol
Technology Council (ECTC) to examine the ability of a rolled erosion control product (RECP) to
enhance seed germination and initial vegetation growth. TRI has modified the test method for
near-vertical slope facing systems while generally following soil and seed preparation and
exposure condition conditions in the original test method.
TESTING APPROACH
The lab constructed 18" tall x 24" wide facing sections following the schematic below. Three
replicate boxes were constructed for each facing system. The boxes were maintained in an
environment of 72°F & 45%RH and watered weekly. Vegetative density measurements were
made at 30 and 60 days. Facing materials were installed with the cross-machine direction yarns
or ribs in the vertical direction directly up against the basket. When used with an erosion control
blanket, facing material was installed against the wire basket face with the erosion control
blanket between the soil and the grid.
Shelf
Box of "Contained" Soil Light Source
Vegetation
Welded Wire Fram on Face
Shelf
Schematic of Test Set-up
9063 Bee Caves Road / Austin, TX 78733 / 512-263-2101 / FAX [phone] / 800-880-TEST

SUMMARY OF TEST DETAILS AND RESULTS:
Soil Used: Topsoil
Compactio 85 pcf
Moisture: 38%
Mirafi - Facing Germination Enhancement
January 21, 2005
2
Number of seeds: 252
Section area: 6.5 x 12 in
3 0 days 60 da s
# of total # of total
stalks averag # of stalks averag # of average total
Secti per e # of stal per e # of stal bioma biomass bioma
Material on section stalks ks section stalks ks ss () ss (g)
Seed 1 19 of 20 19 of 20 `
Germination 2 18 of 20 , r. 18 of 20
Calibration 3 19 of 20 19 of 20
0.111
1 27 27 7
0.118 11
0.5
Control 2 22 34 102 33 38 113 0.1705
5
0.281
3 53 53
7
0.074
1 57 44
4
0.071
HP 370 2 43 42 127 34 33 98 0
0583 0
175
. .
0.029
3 27 20
4
0.333
1 53 53 2
BasXgrid 11
12
0
1
54
3
with double 2 77 63 190 79 65 195 . 4 0.4516 .
net straw 9
0.409
3 60 63
3
0.597
1 88 94
7
Miramesh
87
262
93
279
0.522
0.6586 1975
.
GR 2 72 83 9
2
3 102 102 0.856
CONCLUSIONS:
Please note that the results presented are based on the testing strategy described and carried out
herein and do not purport to represent actual field behavior. If you have any questions
concerning the results or conclusions, please call me at 864/242-2220. Thank you for the
opportunity to help you in this research effort.
Very truly yours,
TRI/ENVIRONMENTAL, INC.
A Texas Reaeamh tramatronat Company

C. Joel Sprague, Sr. Engineer
TR /Environmental, Inc.
xc: Sam Allen; Jarrett Nelson
9063 Bee Craves Road / Austin, TX 78733 / 512-263-2101 / FAX [phone] / 800-880-TF.ST

•
E
APPENDIX
PICTURES
Mirafi - Facing Germination Enhancement
Jannuary 21, 2005
Al
9063 Bee Caves Road / Austin, TX 78733 / 512-263-2101 / FAX [phone] / 800-880-TEST
Control
12' x 300'
CARY, NC_
st `' M ?it'::3

RDU PHOTO TENSAR SLOPE
CONSUMER SQUARE
CHARLOTTE, NC 30' TALL

ir.
TENCATE MIRA
Mirafi® MMESH Installation Guidelines
For Vegetated Walls/Slopes
365 South Holland Drive
Pendergrass, GA 30567
Tel: [phone]
Fax: [phone]
www.mirafi.com

#t i _ I
Mirafi® MMESH
Introduction
Mirafi® MMESH is composed of green high-tenacity monofilament polypropylene yarns that
are woven together to produce an open mesh biaxial geotextile. Mirafi® MMESH is
specifically designed for secondary reinforcement and surface erosion protection for
steepened slope and retaining wall applications. Mirafi® MMESH allows for vegetation
growth, while holding back soil at the face.
In wrapping the face of a retaining wall with Mirafi® MMESH, removable facing supports
(e.g. wooden forms) or left-in-place welded wire mesh forms are typically used. The
recommended maximum vertical spacing between lagers of Mirafi® MMESH is 18 inches
(450 mm). The following figure shows a typical Mirafi MMESH vegetated wall/slope.
2
Facing Details for Wrapped-Face Construction
WIRE MESH FACING
OR TEMPORARY FORMWORK
VEGETATION

i
MIRAMESH GR WRAP AT FACE
MIRAMESH GR
PRIMARY REINFORCEMENT
Vegetated Vertical Steps with Welded Wire Mesh or Wooden Formwork
In assessing these two facia options, there are several considerations. For instance, using
a wire mesh face support will typically result in higher material costs, yet lower labor costs
than using temporary wooden formwork. However, the wire mesh may provide additional
long-term face protection from ultraviolet light degradation and potential vandalism.
Further, the use of temporary wooden formwork will require access from the exterior of the
slope/wall face in order to insert and remove forms.
Inspection
The owner or the owner's engineer is responsible for certifying that the contractor meets all
the requirements of the specification, including material submittals and proper installation
of the geosynthetic reinforcements. The Contractor shall check the geosynthetic upon
delivery to ensure that the proper material has been received during all periods of
shipment and storage.
All geosynthetic materials shall be protected from temperatures greater than 140°F, and all
deleterious material that might otherwise become affixed to the geosynthetic and adversely
affect its performance.
Site Preparation
The foundation soil shall be excavated to the line and grades as shown on the construction
drawings or as directed by the Project Engineer. Over-excavated areas shall be filled with
compacted backfill material as per project specifications or as directed by the Engineer.
3
As a minimum, foundation soil shall be proof rolled and level prior to backfill and
geosynthetic placement. This exercise should be performed prior to each subsequent
geosynthetic layer installed.
Placement of Drainage Materials
Perforated schedule 40 or equivalent pipe, surrounded in drain rock, and wrapped in
geotextile, may be placed at the base of the wall/slope as shown on the Construction
Drawings. The pipe shall be laid at a minimum longitudinal gradient of 1 %. The pipe shall
be connected to the specified outlets with T-connectors. Outlet pipes, which pass through
the base of the wall facia, shall be wrapped with a geotextile to prevent loss of infill
materials. Outlet pipes shall be connected to the site drainage system or discharged in front
of the wall in a manner that will not cause surface erosion. Compact all fill placed against
the drainage system.
Placement of Welded Wire Mesh Facia
Place the wire baskets adjacent to one another at the elevation shown on the plans. Ties
may be used to keep wire baskets aligned. Note: the first two vertical rows of welded wire
baskets may be pushed forward during compaction of the backfill (It may be necessary to
adjust their setback or install vertical braces along the proposed alignment of the wall facia
at a minimum spacing of 60 inches center to center).
Geosynthetic Reinforcement Placement
The geosynthetic reinforcement (Miragrid of Mirafi® PET fabric) shall be laid at the proper
elevation and orientation as shown on the construction drawings or as directed by the
Engineer. Correct orientation of the geosynthetic shall be verified by Contractor. The
geosynthetic shall be cut to length as shown on the construction drawings using a razor
knife, scissors, sharp knife, or equivalent.
The geosynthetic reinforcement leading edge shall be placed up to the front of the welded
wire mesh form and tensioned by hand until taut, free of wrinkles and lying flat. Adjacent
geosynthetic panels, in the case of 100 percent coverage in plan view, should be butted up
to one another, as necessary to ensure 100 percent coverage, unless otherwise specified
on the construction drawings. The geosynthetic reinforcement and Mirafi® MMESH may
need to be slit (perpendicular to the wall face) to stagger the wire basket support struts.
Geosynthetic panels may be secured in-place with staples, pins, sand bags, or backfill as
required by fill properties, fill placement procedures, or weather conditions, or as directed
by the Engineer.
The geosynthetic may not be overlapped or connected mechanically to form splices in the
primary strength direction. Single panel lengths are required in the primary strength
direction. Therefore the geosynthetic should be installed in one continuous piece with the
primary strength direction extending the full length of the reinforced area. No overlapping is
required between adjacent rolls unless specified by the Engineer.
4
Mirafi® MMESH Placement
Install Mirafi® MMESH parallel to the wall/slope face, or as directed by the project
engineer. Place the Mirafi® MMESH GR against the inside front face of welded wire mesh
form with 4' of embedment. When placing the Mirafi® MMESH, drape the geotextile over
the wire face, allowing for the required wrap embedment (typically 2.5'). Install the
reinforcing struts at 24 inch center to center (typical).
2.5'
1
STRUT BRACE
WIRE MESH A
BASKET FACING 1.5'
INFILL SOILS
V, V
MIRAMESH GR
4'
When the fill soil has been placed and compacted to the elevation of the next welded wire
form, the Mirafi® MMESH shall be laid back on top of the compacted soil, pulled taut and
secured with compacted soil. Place geosynthetic reinforcement from the facia to the
required embedment length. Slide the next welded wire facia unit into place against the
prongs (optional) of the lower unit.
WIRE MESH
BASKET FACING
MIRAMESH GR
01
REINFORCEMENT

5
Place only the amount of geosynthetic required for immediately pending work to prevent
undue damage. After a layer of geosynthetic has been placed, the succeeding layer of soil
shall be placed, compacted and prepared as appropriate. After the specified soil layer has
been placed, the next geosynthetic layer and/or facing unit shall be installed. Mirafi®
MMESH should be seeded/vegetated as recommended by the project engineer.
Fill Placement
Fill should be placed in 6-8 inch thick lifts near the face of the wire baskets and then
proceed toward the tails of the Mirafi® MMESH and Geosynthetic reinforcement to help
tension the grid/fabric.
Backfill material shall be compacted to a minimum 90% modified proctor or as directed by
the project engineer. Backfill shall be placed, spread and compacted in such a manner as
to minimize the development of wrinkles in and/or movement of the geosynthetic. Backfill
shall also be placed in such a manner as to minimize the disturbance and/or the
misalignment of the wall facing. A minimum fill thickness of 6 inches is required prior to
the operation of tracked vehicles over the geosynthetic.
Turning of tracked vehicles should be kept to a minimum to prevent tracks from displacing
the fill and damaging the geosynthetic. Rubber tired equipment may pass over the
geosynthetic reinforcement at low speeds, less than 5 mph. Sudden braking and sharp
turns shall be avoided. Any geosynthetic damaged during installation shall be replaced by
the Contractor.
Backfill within 3 ft. of the wall/slope face will typically be compacted with hand equipment.
Density tests shall be made every lift or as directed by the Project Engineer. Backfill shall
be graded away from the wall crest and rolled at the end of each work day to prevent the
freezing and/or the ponding of water on the surface of the reinforced soil mass. The site
shall be maintained to prevent the flow of water from adjacent areas from entering the wall
area from overtopping the retaining wall during construction and after the completion of the
wall.
Seed Placement While Backfilling
Mirafi® MMESH is manufactured with an open weave that holds soil in, but allows
vegetation to grow through it. A mix of seed (optional if hydroseeding) and topsoil be
placed directly against the Mirafi® MMESH fabric face for each lift, as shown below.
6
TOPSOIL TO EDGE OF
UPPER BASKET FACING
SEEDED TOPSOIL
(OPTIONAL)
WIRE MESH STRUT BRACE
BASKET FACING
i
INFILL SOILS
MIRAMESH GR
Hvdroseedina/ Hvdromulchina Wall Face
I
To vegetate the wall by hydroseeding, the welded wire baskets should be set back with a
4" (typical) offset at each lift, as shown below. This results in an overall batter of 780
.
Each 4" shelf will create a flat surface for vegetative growth. The face should be
hydroseeded during the local growing season. The face should be watered prior to
hydroseeding. An irrigation system and maintenance program may be needed -
depending on local climate and environmental conditions.
WIRE MESH FACING
OR TEMPORARY FORMWORK
VEGETATION

Seed Selection
(- MIRAMESH GR WRAP AT FACE
MIRAMESH GR
` PRIMARY REINFORCEMENT

7
Seed performs best when planted during spring or early autumn.
Three general climate zones are shown below. Areas in the cool climate zone use cool
season grasses. Areas in the warm climate zone use warm climate grasses. The
transition zones typically use a mixture of both cool and warm season grasses, but
generally favor cool climate grasses more. Local suppliers generally have excellent
knowledge of seed selection for their local climate and environment.
WARM CLIMATE ZONE
The table below shows some common seed choices.
8
Live Branch Cuttings
Live branch cuttings or rooted woody stem cuttings of plants that root easily may be used
with the Mirafi® MMESH /wire mesh facia. Live branch cuttings should be '/2" to 1" in
diameter and placed between Mirafi® MMESH layers, as shown below. Live cuttings
should only be harvested while the dormant. Installation of live cuttings should be
performed between the fall and early spring, while the cuttings are still dormant. Cuttings
should be stored in a cool moist area that is well shaded (never store cuttings in direct
sun). Choosing the correct species for a given environment is very important for long-term
success. In wet environments, willows are very successful. In dry climates, upland
species perform better. In dry climates, a watering system may be required to vegetate
native and non-native species of plants.
LIVE BRANCH CUTTINGS
PROTRUDE FROM WALL
` PRIMARY REINFORCEMENT
I
L-
Live Staking
Live staking may be performed with the Mirafi® MMESH /wire mesh facia. Live stakes are
woody stem cuttings of plants that root easily. Live stakes should be taken while a plant is
dormant (before spring) and planted directly into the face of the wall/slope. Live stakes
should be spaced 2 - 3' apart in all directions. Installation of live stakings should be
performed between the fall and early spring, while the plants are still dormant. Live staking
should be performed only in very moist environments or with plants known to survive in the
local environment.
Mirafi®MMESH install (01/05)
10
Prepared for:
NOVARTIS VACCINES & DIAGNOSTICS
USFCC
HOLLY SPRINGS, NORTH CAROLINA
Best Management Pond
Wet Detention Pond
Design Calculations
JA COBS PROJECT NO. 22CO1103
SEPTEMBER 22, 2006
m JACOBS
Submitted by:
Jacobs Group Inc.
Raleigh Operations
111 Corning Road, Suite 200
Cary, North Carolina 27518
919-859-5000 919-859-5151 Fax
Jacobs Group Inc.
Cincinnati Operations
1880 Waycross Road
Cincinnati, Ohio 45240
513-595-7500 513-595-7860 Fax
NOVARTIS VACCINES & DIAGNOSTICS
USFCC
HOLLY SPRINGS, NC
BEST MANAGEMENT POND
WET DETENTION POND
DESIGN CALCULATIONS
Jacobs Job No. 22COl 103
SEPTEMBER 22, 2006
04
ll'JACOBS
IJE
PROJECT USFCC
CALCULATION COVER SHEET
JOB NO 22CO1103 DEPARTMENT Civil
CLIENT Novarits Vaccines & Diagnostics CALC. NO. Multiple
SUBJECT BMP Wet Detention Pond - Outlet, Emergency Spillway, Sed Basin, Discharge Apron
ORIGINATOR Ed Kubrin DATE 9/06
CHECKER Va
DATE 9/06
PURPOSE OF ISSUANCE
REV
NO. PAGES DESCRIPTION ORIG. DATE CHKD. DATE APRV. DATE
A Issued for Permitting and
Information

COMMENTS: These calculations are in support of an application for a 401 Certification to the North Carolina
Division of Water Quality. The calculations are as follows:
Calc #2, BMP Wet Detention Pond
Calc #1, Wet Detention Pond:
Note Section D, Calc #1, Pond Outlet Structure and Emergeny Spillway
Calc #4, Sediment Basin
Calc #7, Outlet Protection
Note that Calc #1 was prepared using Bentley Pondpack software.
Reference Dwgs: Jacobs Dwg Nos. 00-C-30-99-11, 12, 20,21,22
Calc Cover-BMP Wet Detention Multiple.DOC 02/19/96
i
JEi CALCULATION COVER SHEET
PROJECT USFCC JOB NO. 22CO1103 DEPARTMENT Civil
CLIENT Novartis Vaccines & Diagnostics CALC. NO. C-2
SUBJECT BMP Wet Detention Pond
ORIGINATOR Ed Kubrin DATE 9/20/06
CHECKER Vance Holt/Tim Horstman DATE 9/20/06
`?????uitorrr
o•o??ssio. vY
• • 3'?
- ?? SEAL
` Q?• -
''?•, ?A NCE : ?'?
PURPOSE OF ISSUANCE
REV
NO. PAGES DESCRIPTION ORIG. DATE CHKD. DATE APRV. DATE
A 13 Issued for Permitting and
Information

COMMENTS: These calculations are in support of an application for a 401 Certification to the North Carolina
Division of Water Quality.
Reference Dwgs: Jacobs Dwg Nos. 00-C-30-99-20, 21, 22
Calc Cover-BMP Wet Detention.DOC 02/19/96
VVatel- duality Narrative
Project: Novartis USFC('
Location: Town of Holly Springs, N. C.
Date: September 22, 2006
Introduction
The purpose of this project is to construct a Pharmaceutical manufacturing facility on a
site located in Holly Springs NC.The facility will produce a flu vaccine. The project will
impact an existing wetlands and perennial streams. The impacts will be less than 1 acre of
wetland and 300 LF of stream. 17 acres of impervious area will be created. A 401permit
has been applied for. As a condition of approval from DWQ a Best Management Practice
(BMP) wet detention pond is proposed to remove 85% of the TSS and to provide
nitrogen reduction. This narrative and calculations support the design of the BMP pond
and the associated erosion control measures
Site Description
At present the site is a wooded area in a rolling terrain. Two perennial streams exist on
the site, one in the North and one in the South. The south stream drains into Thomas Mill
pond and the North proceeds off site eventually draining into Harris Reservoir. Drainage
patterns at the site go to both of these streams.
Erosion Control Measures
The facility being constructed will consist of the following buildings on an 82 tract of
land:
• Bulk Manufacturing Building
• Fill Finish/ Packaging Building
• Warehouse Building
• Facility Operations Building
• Administration/Quality Operations Building
• Yard area for utilities, recycling and trash
• Roads, parking, dock aprons and guard house
• Connector Spine
These buildings create 17 acres of impervious area. Approximately 48 acres of area will
be disturbed and graded. 31 acres will be grass open space. 34 acres, both to the North
and South, will remain wooded and be protected undisturbed open space. Erosion control
measures will be used to keep sediment out of the existing perennial stream. Silt fences,
sediment traps, construction entrances, tree protection fences, and later a sediment basin
will be used. New flow patterns will direct flow into the sediment basin. At completion of
rough grading construction, areas will be seeded, all roads will be gravel covered, and
storm inlet protection will be installed. New flow patterns and storm sewers will direct
flow to the sediment basin. At completion of construction sediment will be removed and
properly disposed of at the sediment basin. The sediment basin will then become the wet
detention pond with water quality control. This pond will also be used to control peak
discharges to predeveloped conditions.
?Il
Desip,n Requirements
The following design requirements (taken from NCDI:NR Manual of Stormwater Best
Management Practices, dated April 1999) were used to size the proposed BMP pond:
• Permanent pool using Table 1.1 using a pond depth of 6 It. and an impervious of
65% for a full site build out.
• Forebay sized to 20% of the permanent pool volume.
• Temporary pool sized for the 1 inch of rainfall (65% impervious area).
• A 4 inch orifice on a floating skimmer was selected to detain temporary volume
for 4 to 5 days.
• A gabion rock berm will separate the forebay area.
• The pond will also be used to store peak attenuation storage for the 2 yr and the
10 yr storm event.
Plantinp,s at the Pond
At the completion of the grading phase of the stormwater pond construction, erosion
control matting and seeding of a herbaceous ground cover inside the pond should be
conducted to prevent erosion. Once the seeding has taken hold, tree and shrub species
should be installed. The shrubs should be planted on 8-foot centers and the trees should
be planted on 12-foot centers, resulting in a plant density of approximately 1,000 stems
per acre. These plantings are to be installed from the edge of the littoral zone uphill to
the top of the pond structure. A minimum of three species of trees and three species of
shrubs should be utilized to insure minimally adequate plant diversity; however, five
species from both the trees and shrubs categories is highly recommended.
Approximately three shrubs should be planted for every tree, so there should be a shrub
to tree ratio of 3:1. Proportions of specific species to be planted will be based on
availability at time of installation. The size of the plants during installation is important,
tree and shrub species purchased in three-gallon pots is preferable (especially for the tree
species); however, a minimum of one-gallon containers should be used when acquiring
all plants from a nursery. The relatively mature size requirements will help ensure
survivability, as well as, give some assurance that the plants are of size enough to readily
contribute to the bioretention process. The plant material layout should resemble a
random and natural placement of plants rather than a standard landscaped approach with
trees and shrubs in rows. More specific information concerning preparation, installation,
fertilization, and stabilization will be included in contractor specifications. Below is a list
of recommended trees and shrubs appropriate for use for this stormwater pond.
Trees
red maple (Ater rubrum)
eastern red cedar (Juniperus virginiana)
sweet gum (Liguidambar st'vraciflua)
sycamore (Platanus occidentalis)
willow oak (Quercusnhcllos)
black gum (Nyssa sylvatica)
Shrubs
inkberry (Ilex glabra)
spicebush (Lindera banzoin)
arrow-wood (Viburnum dentatum)
sweet pepperbush (Clethra alnifolia)
wax-myrtle (Mvrica cerifera)
silky dogwood (Corpus amomum)
`t I } r

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3. General
a. Basin shape should minimize dead storage areas and short circuiting. Length to width
ratios should be 3:1 or greater. (Barfield, et al., 1981, pp. 426-429; Florida DEP, 1982,
pg. 6-289).
b. If the basin is used as a sediment trap during construction, all sediment deposited during
construction must be removed before normal operation begins.
Aquatic vegetation should be included for a wetland type detention basin (Maryland
DNR, March 1987; Schueler, 1987, Chapter 4 and 9). A minimum ten foot wide shallow
sloped shelf is needed at the edge of the basin for safety and to provide appropriate
conditions for aquatic vegetation (Schueler, 1987). This shelf should be sloped 6:1 or
flatter and extend to a depth of 2 feet below the surface of the permanent pool (Shaver
and Maxted, DNREC, 1994). A list of suitable wetland species and propagation
techniques are provided in Schueler (1987) and Maryland DNR (1987).
d. An emergency drain (with a pipe sized to drain the pond in less than 24 hours) should be
installed in all ponds to allow access for riser repairs and sediment removal (Schueler,
1987).
Table 1.1 Surface Area to Drainage Area Ratio For Permanent Pool Sizing For 85% Pollutant
Removal Efficiency in the Piedmont
% Impervious Pen-nanent Pool Denth (feet)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0-59 0-49 0-43 035 0.31 0-129 026
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Notes: Numbers given in the body of the table are given in percentages.
Coastal SA/DA ratios can be obtained from the local DWQ Regional Office.
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Holly Springs, N. C.
Wet Detention Pond Calculations
Perm and Temp Pool Volumes
Elevation (FT)
314j
315
1. Volume available of 62,803 CF is greater than volume required of 60,392 CF.
i
2. Elevation 314 FT is the water quality permanent pool elevation.
3. Elevation 316.75 FT is the temporary water quality pool elevation for a 1" storm.
------------- ---- --
- -- - - -
Notes: - ?-- -
316.75;
Totals
4. Elevation 308 FT is the bottom of the permanent pool.
5. Surface area available at elev 314 FT is 18,988 SF which is greater than the surface required of 18,831 SF.
Faircloth Skimmcr-- 1401(1 di;.;; 1 m,L. tier Sediment Sst,ir.
Page 1 of 2
Price list
Effective April 17, 2006
Please note price change effective April 17, 2006. This is the first Increase In skimmer cm
years. The current price of materials has risen significantly In the past 6 months, and we have
cottage industry to a business with increased overhead. We appreciate your ongoing t
Size Price * Shipping Shipping Descriptlon
Surcharge k= of Surcharge test
Mississippi River of Mississippi
River
2" $490.00 Included in price. $13 Drains approximately 3,283
Skimmer cu. ft In 24 hrs., 6,566 cu. ft
basin approximately 48'x 4
or 22,982 cu. ft in
7 days.
2-112" $595.00 Included in price. $14 Drains approximately 5,600
Skimmer cu. ft in 24 hrs., 11,000 cu.
48 hrs. (a basin approximat
66'x 66'x 4' deep), or 38,54
cu. ft In 7 days.
3" $720.00 Included in price. $17 Drains approximately 8,500
Skimmer cu. ft In 24 hrs., 17,000 cu.
48 hrs. (a basin approximat
4' deep) or 59,500 cubic
feet in 7 days.
IF $996.00 Included in price. $23 Drains approximately 18,26
Skimmer cu. ft. In 24 hrs., 36,534 cu.
In 2 days, (a basin
approximately 95'x 95'x 5'
deep), or 127,869 cu. ft In'
days.
5" $1,480.00 Extra charge - Extra charge - Drains approximately 32,83
ISkimmer example: about example: about cu. ft in 24 hrs., 65,664 cu.
$110 shipping $130 shipping 2 days, or 229,824 cu. ft in
charge to PA charge to CA, days.
$2,200.00 Extra charge- Extra charge - Drains approximately 51,84
Skimmer example: about example: about cu. It In 24 hrs., 103,680 cu
$130 shipping $265 shipping in 2 days, or 362,880 cu. ft
charge to PA charge to CA 7 days.
5% Discount if paid within 30 days. See M.anuallor detailed specifications
Does not include pipe for the barrel,
available locally at plumping dealers.
Prices and specifications subject to change without notice.
IMPORTANT NOTES
Prices include shipping EXCEPT for the 5" ind 6" skimmers, which must be shipped by truck.
The skimmer size (for example 4" skimmer") is the maximum size of the orifice for that model.
can be made smaller using the supplied plug ;ind cutter to adjust the flow rate to drain the vole
particular basin in the required time.
Flow rates are the maximum with the orifice wide open.
Flow rates given assume no additional flow into the basin after the storm (such as base flow)
restrictions at the outlet (for example, submerged outlet).
Approximate sediment basin size given as examples assumes 2:1 interior side slopes.
The skimmer includes the float, inlet with vent, rope, orifice plug and cutter, and flexible joint.
DOES NOT INCLUDE pipe for the barrel or arm between the inlet and flexible joint, which is E
7
http://www.fairclothskiininer.cotn/sizesprices.litml 6/22/2006

Determining. Orifice Size
for the
Faircloth Skimmer
March 2005
Important note: The orifice sizing chart in the Pennsylvania
Erosion Control Manual DOES NOT APPLY to Faircloth Skimmers.
It will give the wrong size skimmer. Please use the information
below to choose the size skimmer required for the basin volume
and the orifice size.
Determining the orifice required to drain the sediment basin in the required time involves:
#1, determining the size skimmer required based on the volume of the sediment basin IQ
drained and the maximum capacity of the particular skimmer with the orifice wide
open; and #2, then determining the radius of the orifice by dividing the volume of the
basin to the drained by a factor for the number of days to drain the basin, which gives
the required area of the orifice, then calculating the orifice radius using Area = ?L rZ and
solving for r. The cutter can be adjusted to that radius and the orifice cut in the
plastic plug that fits into the inlet.
1. Approximate skimmer maximum capacities based on the typical draw down
requirements, which can vary between States and jurisdictions and watersheds.
If one skimmer does not provide enough capacity, multiple skimmers can be
used to drain the basin. Multiply the 24-hour figure by the number of days
needed.
2" skimmer
with a 2" head
2 W skimmer:
with a 2" head
3,283 cubic feet in 24 hours
6,566 cubic feet in 2 days
22,982 cubic feet in 7 days
5,500 cubic feet in 24 hours
11,000 cubic feet in 2 days
38,500 cubic feet in 7 days
3" skimmer: 9,774 cubic feet in 24 hours
with a 3" head 19,547 cubic feet in 2 days
68,415 cubic feet in 7 days
4" skimmer: 18,267 cubic feet in 24 hours
with a 3.3" head 36,534 cubic feet in 2 days
127,869 cubic feet in 7 days
5" skimmer: 32,832 cubic feet in 24 hours
with a 4" head 65,664 cubic feet in 2 days
229,824 cubic feet in 7 days

6" skimmer: 51,840 cubic feet in 24 hours
with a 5" head 103,680 cubic feet in 2 days
362,880 cubic feet in 7 days
2. Factors (in cubic feet of flow per square inch of opening through a round orifice
for the draw down times shown) to use in determining the orifice radius for a
particular basin volume to be drained. This quick method works because the
orifice is centered and has a constant head.
An alternative method is to use the orifice equation with the head for a particular
skimmer shown on the previous page and determine the required orifice to give
the required flow for the volume and draw down time.
2" skimmer: 1,123 to drain the basin in 24 hours
2,246 to drain the basin in 2 days
7,861 to drain the basin in 7 days
2'/z" skimmer: 1,144 to drain the basin in 24 hours
2,304 to drain the basin in 2 days
8,064 to drain the basin in 7 days
3" skimmer: 1,382 to drain the basin in 24 hours
2,765 to drain the basin in 2 days
9,677 to drain the basin in 7 days
4" skimmer: 1,454 to drain the basin in 24 hours
2,909 to drain the basin in 2 days
10,178 to drain the basin in 7 days
5" skimmer: 1,642 to drain the basin in 24 hours
3,283 to drain the basin in 2 days
11,491 to drain the basin in 7 days
6" skimmer: 1,814 to drain the basin in 24 hours
3,628 to drain the basin in 2 days
12,701 to drain the basin in 7 days
The size skimmer necessary for the sediment basin and the required orifice
radius for the skimmer should be shown on the sediment and erosion control
plan for each basin. During the skimmer installation the required orifice can be
cut in the plastic plug using the supplied cutter and installed in the skimmer using
the instructions with the skimmer.
The plan review and enforcement authority may require the calculations showing
that the skimmer used can drain the basin in the required time.
J. W. Faircloth & Son, Inc.
Post Office Box 757
412-A Buttonwood Drive
Hillsborough, North Carolina 27278
Telephone [phone]
FAX [phone]
Revised 2-2-01; 3-3-05
WET [WETLAND] DETENTION BASIN OPERATION AND MAINZ ENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [wetland] detention basin, pretreatment
4cluding forebays and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads `? C2 feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.]
When the permanent pool depth reads
be removed.
4-G feet in the forebay [and micro-pool], the sediment shall
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 9i `? l?
Sediment llv moval El. ?1"vi_
Bottom E vation '&A 4
FOREBAY
75% _
Sediment Removal Elevation 75%
-------------------------------------------- -------
Rnttnm Rpvatinn ?i. J 1 1950/"/
MAIN POND
Page] of 2
5. kemove cattails ana otrici irciiac. Ous wetiana punts whci they cover 50% of the basin surface. These
plants shall be encourauedi is !'?_v, along the vegetaleri shelf and forebay berm.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Wetland plants should be encouraged to grow in the marsh areas.]
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
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.
Print name: `?Auh y-l }t"t`x. t i
Title:
Address: 1?C Ht> E'er 1 M & L ILL =MPs jy i lll-e, j GA WJOS
Phon
Signs
4ate:
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, Judie M. Wart- , a Notary Public for the State of -ra14 fermi a
County of Alameda do hereby certify that Stephen Tnhngnn
personally appeared before me this 20th day of September , 20n6 , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
JUDIE M. WARE
V COMM. S 1506556
SEAL Q NOTARY PUBLIC-CALIFORNIA 0
MEDA jjGU9TYO
ply commission expires COMM
Page 2 of 2
Project No. DWQ_ 00 he provitl('(i h) DIVO)
DIVISION OF WATEIZ Qt ALITY - 401 WET DETENTION BASIN WORKSnEXv
DWQ Stornwater Mana?(gement Plan Re% ir\\:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifican ns showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT INFORMATION (please complete the following information):
Project Name : NOVAe2 j 1, ?? r C L
Contact Person: O -D ky01i2,I,•,! /VArtd?_ CL Phone Number: (?li?i) $5?f Xo3?
For projects with multiple basins, specify \vhich basin this worksheet applies to: Ot4,9 a4J1,.{ onlL?Y
Basin Bottom Elevation ft.
Permanent Pool Elevation I c ft.
Temporary Pool Elevation _ 2t-7; ft.
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Permanent Pool Surface Area I S q gsq. ft. (water surface area at permanent pool elevation)
Drainage Area I ac. (on-site and off-site drainage to the basin)
Impervious Area (7 • C ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume h,0674 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 62 8.0Zi cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 2093 cu. ft.
SA/DA used (• G5 (surface area to drainage area ratio)
Diameter of Orifice in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. Ifa requirement has not been met, attach an explanation of
why.
Applicants Initials
W14 The temporary pool controls runoff from the 1 inch storm event.
CK The basin length to width ratio is greater than 3:1.
ID K The basin side slopes are no steeper than 3:1.
6) K A submerged and vegetated perimeter shelf at less than 6:1 is provided.
J K Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
IV y. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
fi14 The temporary pool draws down in 2 to 5 days.
Wk. The forebay volume is approximately equal to 20% of the total basin volume.
6A Sediment storage is provided in the pernanent pool.
4A Access is provided for maintenance.
Wk. A minimum 30-foot vegetative filter is provided at the outlet.
_ fylk A site specific operation and maintenance (O&M) plan is provided.
PV? A vegetation management/mowing schedule is provided in the O&M plan.
H/y, -Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storn event.
IA7V ' A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
??Id-- A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page I of I
jJE
PROJECT USFCC
CALCULAT ION COVER SHEET
JOB NO. 22C01103 DEPARTMENT Civil
CLIENT Novarits Vaccines & Diagnostics CALC. NO. C-1
SUBJECT BMP Wet Detention Pond - Stormwater Quantities, Outlet, and Emergencv Spillway
ORIGINATOR Ed Kubrin DATE 9/06
CHECKER Mark Smith DATE 9/06
`??ttlttf(tt;[[r
\? lyye' ,•{• •y`? ?, ??
%. le,
PURPOSE OF ISSUANCE
REV
NO. PAGES DESCRIPTION ORIG. DATE CHKD. DATE APRV. DATE
A 125 Issued for Permitting and
Information

COMMENTS: These calculations are in support of an application for a 401 Certification to the North Carolina
Division of Water Quality.
Note that these calculations were prepared using Bentley Pondpack software.
Reference Dwgs: Jacobs Dwg Nos. 00-C-30-99-11, 12, 20, 21, 22
Calc Cover-BMP Pondpack Calc-OUtIet.DOC; Emergency Spill.DOC 02/19/96
Calculation #l
Wet Detention Pond
Stormwater Ouantity Control
Table of Contents
Section Description
A Input Summary
B Drainage Area I
C Drainage Area 2,3
D Pond Outlet Structure/
Emergency Spillway
Appendix A Pre & Post Conditions Maps
Wet Detention Pond Plan
Appendix B Soils Map
Vegetative Analysis Map
i
Project: Novartis USFCC
Location: TBD
Date: 7/16/2006
Subject: Site Land Use
Predeveloped Land Use Type B Soil
Land Use Designation
Drainage Area Total Area A B
C D
DA1 18.6 18.6
DA2 23.3 23.3
DA3 29.5 29.5
Acres 71.4 0 0 71.4 0 0 0
Post Developed Land Use
Drainage Area Total Area
Type B Soil
Land Use Designation
A B C
DA-1a 8.8 0.5 2 6.3
DA-2a 15 8.8 6.2
DA-3a 23 10 3 10
DA-(1,2,3)b 26.2 8.7 17.5
Acres 73 28 22.5 22.5
Land Use Legend
A Grass "Good"
B Pavement/Buildings
C Woods "Good"
71.4
73
Novartis
22COI 16S
July 2006
Pre Developed Drainage Areas
2 yr P= 3.6
Drainage Area Designation: DA-1
Total Length: 1770
Drainage Area: 17 Acres
Flow Type
Sheet flow
Shallow flow
Channelflow
Channelflow
Travel
Distance Slope Wetted Perimeter Flow Area
Mannino'- "n" (ft.) ift/ft) (feet) (sa. ft.)
0.4 200 0.07
240 0.12
0.06 630 0.05 80 180
0.06 1140 0.014 80 180
2210
Drainage Area Designation: DA-2
Total Length: 1730
Drainage Area: 23.3 Acres
Flow Type
Sheet flow
Shallow flow
Shallow flow
Channel flow
Travel
Distance Slope Wetted Perimeter Flow Area
Manninn's "n" (ft_) /ft/ftl /feet) /sn. ft.)
0.4 200 0.08
330 0.055
350 0.011
0.06 850 0.052 80 180
1730
Drainage Area Designation: DA-3
Total Length: 1690
Drainage Area: 29.5 Acres
Flow Type
Sheet flow
Shallow flow
Channel flow
Channel flow
Channel flow
Travel
Distance Slope Wetted Perimeter Flow Area
Mannina's "n" (ft.) (ft/ft) (feet) (so. ft.)
0.4 200 0.05
125 0.16
0.06 660 0.05 80 180
0.06 410 0.02 80 180
0.06 295 0.047 80 180
1690
Novartis
22COl16S
July 2006
Post Developed Drainage Areas
2 yr P= 3.6
Drainage Area Designation: DA-1a
Total Length: 1480 LF
Drainage Area: 9.2 Acres
Flow Type
Sheet flow
Channel flow (existing)
Channel flow (existing)
Travel
Distance Slope Wetted Perimeter Flow Area
Mannino's "n" Ift.l fft/ftl /feed /cn_ ft_1
0.24 200 0.10
0.06 230 0.053 80 180
0.06 1270 0.013 80 180
1 /UU
Drainage Area Designation: DA-2a
Total Length: 1150'
Drainage Area: 9.3 Acres
Flow Type
Sheet flow
Shallow flow
Channel flow (existing)
Travel
Distance Slope Wetted Perimeter Flow Area
Manninn'c "n" /ft _1 Ift/ftl /faafl tan ft 1
0.24 200 0.01
675 0.01
0.06 700 0.052 80 180
1575
Drainage Area Designation: DA-3a
Total Length: 1790
Drainage Area: 23 Acres
Flow Type
Sheet flow
Shallow flow
Channel flow (new)
Culvert
Channel flow (new)
Existing channel
Travel
Distance Slope Wetted Perimeter Flow Area
Manninn'c "n" IftI /ft/ftl /faafl /on ft 1
0.4 200 0.05
125 0.16
0.06 660 0.05 80 180
0.009 100 0.0075 9.5 7
0.06 410 0.02 80 180
0.06 295 0.047 80 180
IfVU
Drainage Area Designation: DA-(1,2,3)b
Total Length: 1130
Drainage Area: 28.3 Acres
Flow Type
Sheet flow
Shallow flow
HDPE Culvert
Travel
Distance Slope Wetted Perimeter Flow Area
Manninn'c "n" /ft 1 /fflftl /faafl /an H %
0.24 200 0.0075
50 0.0075
0.009 1720 0.008 9.5 7
IU(U
Project: Novartis USFCC
Location: TBD
Date: 7/16/2006
Subject: Reach Route DA3 to Outlet
Calculate "time translation" to convey water down Perennial Stream to common Outlet
Flow Area Wet Perimeter Hydraulic Radius R Slope S Manninas N
104 64 1.625 0.01 0.06
Velocity V fps Time hr
3.44 0.10
Length ft
1260
V=1.49'(R^0.67)-(S^0.5)/N
T=L/(V'3600)
Job File: I : ACIVIL\POND PACK\PRFDF'.\;1 ] CPF;I`-v I PPV,,'
Rain Dir: I : \CIVIL\PONDPACK\FRL:Di:"\L.:,ci '-:
JOB TITLE
Project Date: 9/19/2006
Project Engineer: Ed Kubrin
Project Title: Novartis Holly Springs
Project Comments:
Predeveloped Conditions and Discharge from 2, 10 & 100 yr storm
events in Drainage Area #1
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley Pond Pack (10.00.023.00) 7:54 AM 9/21/2006

Out DA 1
0=
DA1

Hydrogi :I-
DA1 Pie100
50
40.
30
U
v
3
0
20': E'I
10
.r-rte=- --_ --i-------- -- --
10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hrs)
DA1 Pre 2
DA1 Pre 10
- `' DA1 Pre100
Joh pile: I : AC:[VI7,APorl"! I C; i- DAi. I I
Rain Dir: I: ACIV IL\PONDI'ACI'.,,I 1,i,DLVELOPED`,'
JOB TITLE
--------------------
--------------------
Project Date: 9/19/2006
Project Engineer: Ed Kubrin
Project Title: Novartis Holly Springs
Project Comments:
Predeveloped Conditions and Discharge from 2, 10 & 100 yr storm
events in Drainage Area #1
S/N: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 7:29 AM 9/21/2006
Job File: I : ACIVIL\POND PACK\PRE- PF?7FI , II'I `J-PF, 2,_i . ri,v!
Rain Dir: I:\CIVIL\PONDPACK\FREDEVELoP'D\
*******r************** MASTER SUMMARY **+*******************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Holly Springs NC Design Stcrms ...................... 2.01
********************** TC CALCULATIONS *********************
DA1 ............. Tc Calcs ........................... 3.01
*****************+**** ON CALCULATIONS ****************+****
DA1 ............. Runoff CN-Area ..................... 4.01
******************** RUNOFF HYDROGRAPHS ********************
Unit Hyd. Equations ................ 5.01
DA1 ............. Pre 2
Unit Hyd. Summary .................. 5.03
DA1 ............. Pre 10
Unit Hyd. Summary .................. 5.04
DA1 ............. Pre100
Unit Hyd. Summary .................. 5.05
SIN: 68YXYWGYMXBD
Bentley PondPack (10.00.023.00)
4:17 PM
Bentley Systems, Inc.
9/20/2006
Ta}-] e of Contents
i
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Ho11y Springs NC
Total
Depth Rainfall
Return Event in Type RNF ID
------------
Pre 2 ------
3.6000 ----------------
Synthetic Curve ----------------
TypeII 24hr
Pre 10 5.2800 Synthetic Curve TypeII 24hr
Pre100 8.0000 Synthetic Curve TypeII 24hr
MASTED NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)

4 Return HYG Vol
ode ID
----------- Type
---- ---- Event
------ ac-ft Trun
----------
DA1 AREA 2 .589
DA1 AREA 10 1.740
DAl AREA 100 4.315
*OUT DA1 JCT 2 .589
*OUT DA1 JCT 10 1.740
*OUT DAl JCT 100 4.315
Qpeak
hrs
12.2700
12.2100
12.1600
12.2700
12.2100
12.1600
Max
Qpeak Max WSEL Pond Storage
cfs ft ac-ft
-------- -------- ------------
3.38
15.49
44.44
3.38
15.49
44.44
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 4:17 PM 9/20/2006
Type.... Master Network Summary
Name.... Watershed
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDI`:l.ppw
P?..._ ..r'.
Title... Project Date: 7/19/2006
Project Engineer: Ed Kubrin
Project Title: Aardvark Holly Springs
Project Comments:
Predeveloped Conditions and Discharge from 2, 10 6
100 yr storm events in Drainage Area $1
DESIGN STORMS SUMMARY
Design Storm File,ID =
Storm Tag Name = Pre 2
Holly Springs NC
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.2800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.0000 in
Duration Multiplier = i
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 4:17 PM 9/20/2006
TypF.... Des??u, Stormy ? 2.01
Name.... Holly Springs Nv
Fi.le.... I:\CIVIL\PONDPACK\PBEDEVELOPED\PREDAl.ppw
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .4000
Hydraulic Length 200.00 ft
2yr, 24hr P 3.6000 in
Slope .070000 ft/ft
Avg.Velocity .16 ft/sec
Segment #1 Time: .3559 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 240.00 ft
Slope .120000 ft/ft
Unpaved
Avg.Velocity 5.59 ft/sec
Segment #2 Time: .0119 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 180.0000 sq.ft
Wetted Perimeter 80.00 ft
Hydraulic Radius 2.25 ft
Slope .050000 ft/ft
Mannings n .0600
Hydraulic Length 630.00 ft
Avg.Velocity 9.53 ft/sec
Segment #3 Time: .0184 hrs
------------------------------------------------------------------------
S/N: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 4:17 PM 9/20/2006
Type.... Tc Calcs
Name.... DA1
File.... L•\CIVIL\PONDPACK\PREDEVEI,OPED\PREDAI.ppw
I (,
Segment #4: Tc: TR-55 Channel
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
Avg.Velocity
180.0000 sq.f.t
80.00 ft
2.25 ft
.014000 ft/ft
.0600
1140.00 ft
5.05 ft/sec
Segment #4 Time: .0628 hrs
------------------------------------------------------------------------
Total Tc: .4490 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley Pond Pack (10.00.023.00) 4:17 PM 9/20/2006
Type.... Tc CalcF
Name.... DAl
File.... I:\CIVIL\PONDPACI<\PI:EDEVELOPED\PREDAl.ppw
i auE 3.02
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
_=== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)*40.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow lenath, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, t'
_=== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 4:17 PM 9/20/2006
Type.... Tc Calcs
Name.... DA1
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA1.ppw
___= SCS Channel Flow ____________
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0. 5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R
Aq
Wp
V
Sf
n
Tc
Lf
Hydraulic radius
Flow area, sq.ft.
Wetted perimeter, ft
Velocity, ft/sec
Slope, ft/ft
Mannings n
Time of concentration, hrs
Flow length, ft
?-
S/N: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 4:17 PM 9/20/2006
'Pyp(-- Tc Ca I c.`_ aC- _s . 04
Name.... DAi
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC %UC CN
-------------------------------- ---- ---------- ----- ----- ------
Woods - good 55 18.600 55.00
COMPOSITE AREA & WEIGHTED CN - 18.600 55.00 (55)
...........................................................................
...........................................................................
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 4:17 PM 9/20/2006
Type.... Runoff CN-Area
Name.... DA1
paac- .'_-' I
SCS UNIT HYDROGRAPH METHOD
(Computational Notes)
DEFINITION OF TERMS: ------------------
At = Total area (acres): At = Ai+Ap
Ai = Impervious area (acres)
Ap = Pervious area (acres)
CNi = Runoff curve number for impervious area
CNp = Runoff curve number for pervious area
fLoss = f loss constant infiltration (depth/time)
gKs = Saturated Hydraulic Conductivity (depth/time)
Md = Volumetric Moisture Deficit
Psi = Capillary Suction (length)
hK = Horton Infiltration Decay Rate (time^-1)
fo = Initial Infiltration Rate (depth/time)
fc = Ultimate(capacity)Infiltration Rate (depth/time)
Ia = Initial Abstraction (length)
dt = Computational increment (duration of unit excess rainfall)
Default dt is smallest value of 0.1333Tc, rtm, and th
(Smallest dt is then adjusted to match up with Tp)
?JDdt = User specified override computational main time increment
(only used if UDdt is => .1333Tc)
D(t) = Point on distribution curve (fraction of P) for time step t
K = 2 / (1 + (Tr/Tp)): default K = 0.75: (for Tr/Tp = 1.67)
Ks = Hydrograph shape factor ,
= Unit Conversions * K:
_ ((1hr/3600sec) * (lft/12in) * ((5280ft)**2/sq.mi)) * K
Default Ks = 645.333 * 0.75 = 484
Lag = Lag time from center of excess runoff (dt) to Tp: Lag = 0.6Tc
P = Total precipitation depth, inches
Pa(t) = Accumulated rainfall at time step t
Pi(t) = Incremental rainfall at time step t
qp = Peak discharge (cfs) for lin. runoff, for lhr, for 1 sq.mi.
_ (Ks * A * Q) / Tp (where Q = lin. runoff, A=sq.mi.)
Qu(t) = Unit hydrograph ordinate (cfs) at time step t
Q(t) = Final hydrograph ordinate (cfs) at time step t
Rai(t)= Accumulated runoff (inches) at time step t for impervious area
Rap(t)= Accumulated runoff (inches) at time step t for pervious area
Rii(t)= Incremental runoff (inches) at time step t for impervious area
Rip(t)= Incremental runoff (inches) at time step t for pervious area
R(t) = Incremental weighted total runoff (inches)
Rtm = Time increment for rainfall table
Si = S for impervious area: Si = (1000/CNi) - 10
Sp = S for pervious area: Sp = (10001CNp) - 10
t = Time step (row) number
Tc = Time of concentration
Tb = Time (hrs) of entire unit hydrograph: Tb = Tp + Tr
Tp = Time (hrs) to peak of a unit hydrograph: Tp = (dt/2) + Lag
Tr = Time (hrs) of receding limb of unit hydrograph: Tr = ratio of Tp
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 4:17 PM 9/20/2006
Tvpc .... Uni t Hyd . Eqn: 'r.qF . 01
Name....
File.... I:ACIVIL\PONDPACK \PREDEVELOPED\PREDAI.ppw
ksi
SCS UNIT HYDROGRAPH METHOD
(Computational Notes)
PRECIPITATION: -----------------------------------------------------------
Column (1): Time for time step t
Column (2): D(t) = Point on distribution curve for time step t
Column (3): Pi(t) = Pa(t) - Pa(t-1): Col.(9) - Preceding Col.(9)
Column (9): Pa(t) = D(t) x P: Col.(2) x P
PERVIOUS AREA RUNOFF (using SCS Runoff CN Method) -------------------------
Column (5): Rap(t) = l,ccumulated pervious runoff for time step t
If (Pa(t) is <= 0.2Sp) then use: Rap(t) = 0.0
If (Pa(t) is > 0.2Sp) then use:
Rap(t) = (Col.(4)-0.2Sp)**2 / (Col.(4)+0.8Sp)
Column (6): Rip(t) = Incremental pervious runoff for time step t
Rip(t) = Rap(t) - Rap(t-1)
Rip(t) = Col.(5) for current row - Col.(5) for preceding row.
IMPERVIOUS AREA RUNOFF ---------------------------------------------------
Column (7 & 8)... Did not specify to use impervious areas.
INCREMENTAL WEIGHTED RUNOFF: ---------------------------------------------
Column (9): R(t) = (Ap/At) x Rip(t) + (Ai/At) x Rii(t)
R(t) _ (Ap/At) x Col.(6) -+ (Ai/At) x Col.(8)
SCS UNIT HYDROGRAPH METHOD: ----------------------------------------------
Column (10): Q(t) is computed with the SCS unit hydrograph method
using Ro and Quo.
SIN: 68YXYWGYMXBD
Bentley PondPack (10.00.023.00)
4 :17 PM
Bentley Systems, Inc.
9/20/2006
Type.... Unit Hyd. Equati.on.°
Name....
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA] ppw
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration
Rain Dir
Rain File -ID
Unit Hyd Type
HYG Dir
HYG File - ID
Tc
Drainage Area
24.0000 hrs Rain Depth = 3.6000 in
I:\CIVIL\PONDPACK\PREDEVELOPED\
- TypeII 24hr
Default Curvilinear
I:\CIVIL\PONDPACK\PREDEVELOPED\
- DAl Pre 2
.4490 hrs
18.600 acres Runoff CN= 55
---------------------------------------------
Computational Time Increment = .05987 hrs
Computed Peak Time - 12.2724 hrs
Computed Peak Flow = 3.39 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.2702 hrs
Peak Flow, Interpolated Output = 3.38 cfs
DRAINAGE AREA
ID:DA1
CN = 55
Area = 18.600 acres
S = 8.1818 in
0.2S = 1.6364 in
Cumulative Runoff
-------------------
.3801 in
.589 ac-ft
HYG Volume... .589 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .44899 hrs (ID: DA1)
Computational Incr, Tm = .05987 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 46.94 cfs
Unit peak time Tp = .29933 hrs
Unit receding limb, Tr = 1.19730 hrs
Total unit time, Tb = 1.49663 hrs
SIN: 68YXYWGYMXBD
Bentley PondPack (10.00.023.00)
4:17 PM
Bentley Systems, Inc.
9/20/2006
Type.... Unit Hyd. Summr-- irlce x.03
Name.... DAI jI Event: 2 yr
File.... I:\CIVI L\PONDPACK\PPEDEVELOFE D\PRE DAl.ppw
Storm... TypeII 24hr Tag: Pre 2
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration
Rain Dir
Rain File -ID
Unit Hyd Type
HYG Dir
HYG File - ID
Tc
Drainage Area
24.0000 hrs Rain Depth = 5.2800 in
1:\CIVIL\PONDPACK\PREDEVELOPED\
- TypeII 24hr
Default Curvilinear
I:\CIVIL\PONDPACK\PREDEVELOPED\
- DAI Pre 10
.4490 hrs
x8.600 acres Runoff CN= 55
Computational Time Increment = .05987 hrs
Computed Peak Time = 12.2125 hrs
Computed Peak Flow = 15.51 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.2102 hrs
Peak Flow, Interpolated Output = 15.49 cfs
DRAINAGE AREA
ID:DA1
CN = 55
Area = 18.600 acres
S = 8.1818 in
0.2S = 1.6364 in
Cumulative Runoff
--------------------
1.1227 in
1.740 ac-ft
HYG Volume... 1.740 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .44899 hrs (ID: DA1)
Computational Incr, Tm = .05987 hrs = 0.20000 Tp
Unit Hyd. Shape Factor
K = 483.43/645.333, K
Receding/Rising, Tr/Tp
Unit peak, qp
Unit peak time Tp
Unit receding limb, Tr
Total unit time, Tb
483.432 (37.46% under rising limb)
,7491 (also, K = 2/(1+(Tr/Tp))
1.6698 (solved from K = .7491)
46.94 cfs
.29933 hrs
1.19730 hrs
1.49663 hrs

SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 4:17 PM 9/20/2006
Type.... Unit Hyd. Summary Pr;
Name.... DA1 'Pao: Pre 1G Event: U yr
File.... 1:\CIVIL\PONDPACK\PREDEVELOPED\PREDAl.ppw
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration
Rain Dir
Rain File -ID
Unit Hyd Type
HYG Dir
HYG File - ID
Tc
Drainage Area
24.0000 hrs Rain Depth = 8.0000 in
I:\CIVIL\PONDPACK\PREDEVELOPED\
- TypeII 24hr
Default Curvilinear
I:\CIVIL\PONDPACK\PREDEVELOPED\
- DAI Pre100
.4490 hrs
18.600 acres Runoff CN= 55
Computational Time Increment = .05987 hrs
Computed Peak Time = 12.1526 hrs
Computed Peak Flow = 44.53 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output 12.1602 hrs
Peak Flow, Interpolated Output = 44.44 cfs
DRAINAGE AREA
ID: Di
CN = 55
Area = 18.600 acres
S = 8.1818 in
0.2S = 1.6364 in
Cumulative Runoff
------------------
2.7841 in
4.315 ac-ft
HYG Volume... 4.315 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .44899 hrs (ID: DA1)
Computational Incr, Tm = .05987 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 46.94 cfs
unit peak time Tp = .29933 hrs
Unit receding limb, Tr = 1.19730 hrs
Total unit time, Tb = 1.49663 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 4:17 PM 9/20/2006
Job F11e: I: ACIVI1 \PON'2P1.: r ! "F'4i'LC?P}'??\POSTDF.7 7 ' 1
Rain Dir: 1: ACIV IL\PONGi i,LVELOi EI)'\

JOB TITLE
Project Date: 9/20/2006
Project Engineer: Ed Kubrin
Project Title: Novartis Holly Springs
Project Comments:
Post developed conditions and discharge for 2, 10, & 100 yr storm
events in Drainage Area #1. Post developed discharge volume is
less than predeveloped discharge volume.
Post developed DA01 is reduced in size. Impervious area added to
DA1,2,3b and routed through Pond DA 123.
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 7:53 AM 9/21/2006
Hydiogiapl,
OUTDAIA DPV10(1
40-
30
I
w
U
3 20i
0
LL
10
0
8 9 10 11
12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
OUTDAIA Dev 2
OUTDAIA Dev 10
OUTDAI A Dev100

PondMakei Design Wi,. ,fr
Pre Dev Pre Dev Post Devi Post Total Estimated Interp. W.S. Freeboard
Return
i
Peak
Volume
Peak
Volume
Storage
Elev.
Depth
i Event (cfs) (ac-ft) (cfs) (ac-ft) (ac-ft) (ft) (ft)
2 3.3848 0.58907 7.1140 0.59033 0.00000 0.0000 FAIL
10 15.4947 1.74009 17.9517 1.35117 0.00000 0.0000 FAIL
j 100 44.4352 4.31524 39.1488 2.85569 0.00000 0.0000 FAIL
Job File: I : ACIVIIAPOND PACK\Pff"Al Pi 11.1!i; "I
Rain Dir: I: \CIVIL\PONDPACK\POST DEVEL,UP[:I_)\
JOB TITLE
--------------------------
--------------------------
Project Date: 7/20/2006
Project Engineer: Ed Kubri.n
Project Title: Aardvark Holly Springs
Project Comments:
Post developed conditions and discharge for 2, 10, & 100 yr storm
events in Drainage Area #1. Post developed discharge volume is
less than predeveloped discharge volume.
Post developed DA#1 is reduced in size. Impervious area added to
DA1,2,3b and routed through Pond DA 123.
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:19 PM 9/20/2006
Jo'r. hie: 1: AC1V1L\I'OI@'
Rain Dir: I: ACIVIL\PONUI i.(.??<\k DEVELOPED\
44,
++++*+++***++*++++++++ MASTER SUMMARY *****++++*++++**++*+*+
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY ********+**********
Holly Springs NC Design Storms ...................... 2.01
++++++++++++++++++++++ TC CALCULATIONS **++++*+*+++++++++*++
DATA............ Tc Calcs ........................... 3.01
++++*+*+**+*++++++++++ CN CALCULATIONS ***+****++++*+*++++++
DATA............ Runoff CN-Area ..................... 4.01
+*+*++*++++++**++++ RUNOFF HYDROGRAPHS **+*+*++++++**+**+++
Unit Hyd. Equations ................ 5.01
DATA............
DAlA............
DATA............
Dev 2
Unit Hyd. Summary .................. 5.03
Dev 10
Unit Hyd. Summary .................. 5.04
Dev100
Unit Hyd. Summary .................. 5.05
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:19 PM 9/20/2006
Table of Contents
I
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Holly Springs NC
Total
Depth Rainfall
Return Event in Type RNF ID
------------
Dev 2 ------
3.6000 ----------------
Synthetic Curve ----------------
TypeII 24hr
Dev 10 5.2800 Synthetic Curve TypeII 24hr
Dev100 8.0000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event
----- ac-ft Trun
---------- -- hrs
-------- cfs ft ac-ft
------- -------- -------------
-----------
DAlA ------ ----
AREA -
2 .590 12.0900 7.11
DATA AREA 10 1.351 12.0800 17.95
DATA AREA 100 2.856 12.0500 39.15
*OUTDA1A JCT 2 .590 12.0900 7.11
*OUTDAlA JCT 10 1.351 12.0800 17.95
*OUTDAlA JCT 100 2.856 12.0500 39.15
PONDDAIA IN POND 2 .590 12.0900 7.11
PONDDAIA IN POND 10 1.351 12.0800 17.95
PONDDAlA IN POND 100 2.856 12.0500 39.15
PONDDAIA OUT POND 2 .590 12.0900 7.11
PONDDAlA OUT POND 10 1.351 12.0800 17.95
PONDDAlA OUT POND 100 2.856 12.0500 39.15
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:19 PM 9/20/2006
TyJ .... Mater Nei wo11 ^n r ?,ur- . 0]
Name.... Watershed
File.... I:ACIVIL\P0NDPACK\P0ST DL;VELOPED\POSTDAla.ppw
Title... Project Date: 7/20/2006
Project Engineer: Ed Kubrin
Project Title: Aardvark Holly Springs
Project Comments:
Post developed conditions and discharge for 2, 10, &
100 yr storm events in Drainage Area #l. Post
developed discharge volume is less than predeveloped
discharge volume.
Post developed DA#l i.s reduced in size. Impervious
area added to DA1,2,3b and routed through Pond DA 123.
DESIGN STORMS SUMMARY
Design Storm File,ID =
Storm Tag Name = Dev 2
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Holly Springs NC
Synthetic Storm TypeII 24hr
2 yr
3.6000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.2800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:19 PM 9/20/2006
Type.... Design Storms
Name.... Holly Springs NC
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDAla.ppw

........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 3.6000 in
Slope .100000 ft/ft
Avg.Velocity .27 ft/sec
Segment #1 Time: .2051 hrs
-----------------------------------------------------------------------
Segment #2:' Tc: TR-55 Channel
Flow Area 180.0000
Wetted Perimeter 80.00
Hydraulic Radius 2.25
Slope .052000
Mannings n .0600
Hydraulic Length 230.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 9.72 ft/sec
Segment #2 Time: .0066 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 180.0000 sq.ft
Wetted Perimeter 80.00 ft
Hydraulic Radius 2.25 ft
Slope .013000 ft/ft
Mannings n .0600
Hydraulic Length 1270.00 ft
Avg.Velocity 4.86 ft/sec
Segment #3 Time: .0726 hrs
------------------------------------------------------------------------
S/N: 68YXYWGYMXBD
Bentley PondPack (10.00.023.00)
5:19 PM
Bentley Systems, Inc.
9/20/2006

Type.... Tc Ca Ic
Name.... DA1A
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDAla.ppw
...Ol
-------------------------
-------------------------
Total Tc: .2842 hrs
-------------------------
S/N: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:19 PM 9/20/2006
Type.... Tc Ca]_cs
Name.... DAM
File.... I:\CIVIL\PONDPACK\POST DEVELCPED\POSTDAla.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow ==°---------------------------- --------------
-------------------------
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4) )
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
==== SCS Channel Flow _----------- _________
R = Aq / Wp
V = (1.99 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R
Aq
Wp
V
Sf
n
Tc
Lf
Hydraulic radius
Flow area, sq.ft.
Wetted perimeter, ft
Velocity, ft/sec
Slope, ft/ft
Mannings n
Time of concentration, hrs
Flow length, ft
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:19 PM 9/20/2006
TYpc.... Tc Cal cs Faa?- ?i.03
Name.... DATA
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres `,C %UC CN
-------------------------------- -
Open space (Lawns,parks etc.) - Goo ---
61 ---------
.500 ----- ----- ------
61.00
Impervious Areas - Paved parking to 98 2.000 98.00
Woods - good 55 6.300 55.00
COMPOSITE AREA & WEIGHTED CN ---
....................................
....................................
....
.... 8.800
..........
..........
............
............ 65.11 (65)
.............
.............
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:19 PM 9/20/2006
Type.... Runoff CN-Area
Name.... DATA
Paa( .(1
SCS UNIT HYDROGRAPH METHOD
(Computational Notes)
DEFINITION OF TERMS: ------------------------------------------------
At = Total area (acres): At = Ai+Ap
Ai = Impervious area (acres)
Ap = Pervious area (acres)
CNi = Runoff curve number for impervious area
CNp = Runoff curve number for pervious area
fLoss = f loss constant infiltration (depth/time)
gKs = Saturated Hydraulic Conductivity (depth/time)
Md = Volumetric Moisture Deficit
Psi = Capillary Suction (length)
hK = Horton Infiltration Decay Rate (time^-1)
fo = Initial Infiltration Rate (depth/time)
fe = Ultimate(capacity)Infiltration Rate (depth/time)
Ia = Initial Abstraction (length)
dt = Computational increment (duration of unit excess rainfall)
Default dt is smallest value of 0.1333Tc, rtm, and th
(Smallest dt is then adjusted to match up with Tp)
UDdt = User specified override computational main time increment
(only used if UDdt is => .1333Tc)
D(t) = Point on distribution curve (fraction of P) for time step t
K = 2 / (1 + (Tr/Tp)): default K = 0.75: (for Tr/Tp = 1.67)
Ks = Hydrograph shape factor
= Unit Conversions * K:
= ((lhr/3600sec) * (lft/12in) * ((5280ft)**2/sq.mi)) * K
Default Ks = 645.333 * 0.75 = 484
Lag = Lag time from center of excess runoff (dt) to Tp: Lag = 0.6Tc
P = Total precipitation depth, inches
Pa(t) = Accumulated rainfall at time step t
Pi(t) = Incremental rainfall at time step t
qp = Peak discharge (cfs) for lin. runoff, for lhr, for 1 sq.mi.
= (Ks * A * Q) / Tp (where Q = lin. runoff, A=sq.mi.)
Qu(t) = Unit hydrograph ordinate (cfs) at time step t
Q(t) = Final hydrograph ordinate (cfs) at time step t
Rai(t)= Accumulated runoff (inches) at time step t for impervious area
Rap(t)= Accumulated runoff (inches) at time step t for pervious area
Rii(t)= Incremental runoff (inches) at time step t for impervious area
Rip(t)= Incremental runoff (inches) at time step t for pervious area
R(t) = Incremental weighted total runoff (inches)
Rtm = Time increment for rainfall table
Si = S for impervious area: Si = (1000/CNi) - 10
Sp = S for pervious area: Sp = (1000/CNp) - 10
t = Time step (row) number
Tc = Time of concentration
Tb = Time (hrs) of entire unit hydrograph: Tb = Tp + Tr
Tp = Time (hrs) to peak of a unit hydrograph: Tp = (dt/2) + Lag
Tr = Time (hrs) of receding limb of unit hydrograph: Tr = ratio of Tp
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:19 PM 9/20/2006
Type:.... Unit HY6. Ect:, - -. cE _:.01
Name....
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDAIa.ppw

SCS UNIT HYDROGRAPH METHOD
(Computational Notes)
PRECIPITATION: -----------------------------------------------------------
Column (1): Time for time step t
Column (2): D(t) = Point on distribution curve for time step t
Column (3): Pi(t) = Pa(t) - Pa(t-1): Col.(4) - Preceding Col.(4)
Column (9): Pa(t) = D(t) x P: Col.(2) x P
PERVIOUS AREA RUNOFF (using SCS Runoff CN Method) ------------------------
Column (5): Rap(t) = Accumulated pervious runoff for time step t
If (Pa(t) is <= 0.2Sp) then use: Rap(t) = 0.0
If (Pa(t) is % 0.2Sp) then use:
Rap(t) = (Col.(4)-0.2Sp)" 2 / (Col.(4)-i0.8Sp)
Column (6): Rip(t) = Incremental pervious runoff for time step t
Rip(t) = Rap(t) - Rap(t-1)
Rip(t) = Col.(5) for current row - Col.(5) for preceding row.
IMPERVIOUS AREA RUNOFF ---------------------------------------------------
Column (7 & 8)... Did not specify to use impervious areas.
INCREMENTAL WEIGHTED RUNOFF: ---------------------------------------------
Column (9): R(t) = (Ap/At) x Rip(t) + (Ai/At) x Rii(t)
R(t) = (Ap/At) x Col.(6) + (Ai/At) x Col-(8)
SCS UNIT HYDROGRAPH METHOD: ----------------------------------------------
Column (10): Q(t) is computed with the SCS unit hydrograph method
using Ro and Quo.
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:19 PM 9/20/2006
Type.... Unit Hyd. Equatio;s Pace
Name....
File.... I:\CIVIL\PONDPACK\POST DEVEL0PED\POSTDA1a.ppw
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration
Rain Dir
Rain File -ID
Unit Hyd Type
HYG Di r
HYG File - ID
To
Drainage Area
24.0000 hrs Rain Depth = 3.6000 ir.
I:\CIVIIAPONDPACK\POST DEVELOPED\
- TypeII 24hr
Default Curvilinear
I:\CIVIL\PONDPACK\POST DEVELOPED\
- DAIA Dev 2
.2842 hrs
8.800 acres Runoff CN= 65
Computational Time Increment = .03790 hrs
Computed Peak Time = 12.0888 hrs
Computed Peak Flow = 7.12 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.0902 hrs
Peak Flow, Interpolated Output = 7.11 cfs
-------------------=------------------------
--------------------------------------------
DRAINAGE AREA
ID:DAIA
CN = 65
Area = 8.800 acres
S = 5.3846 in
0.2S = 1.0769 in
Cumulative Runoff
-------------------
.8050 in
.590 ac-ft
HYG Volume... .590 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .28422 hrs (ID: DATA)
Computational Incr, Tm = .03790 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 35.08 cfs
Unit peak time Tp = .18948 hrs
Unit receding limb, Tr = .75792 hrs
Total unit time, Tb = .94740 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:19 PM 9/20/2006
Type ... _ Uni t Hyd. ?:um7-; }?cc- 03
Name.... DATA ;r.c: UCV 2 Event: 2 yr
File.... I:ACIVIL\PONDPACI'DEVELOPED\POSTDAla.ppw
Storm... TypeII 24hr Tag: Lie':
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 5.2800 in
Rain Dir = 1:\CIVIL\PONDPACK\POST DEVELOPED\
Rain File -11) = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Di.r = 1:\CIVIL\PONDPACK\POST DEVELOPED\
HYG File - ID = - DATA Dev 10
Tc = .2842 hrs
Drainage Area = 8.800 acres Runoff CN= 65
Computational Time Increment = .03790 hrs
Computed Peak Time = 12.0888 hrs
Computed Peak Flow = 17.99 cfs
Time Increment for HYG File - .0100 hrs
Peak Time, Interpolated Output = 12.0802 hrs
Peak Flow, Interpolated Output = 17.95 cfs
------------
DRAINAGE AREA
ID:DAIA
CN = 65
Area = 8.800 acres
S = 5.3846 in
0.2S = 1.0769 in
Cumulative Runoff
--------------------
1.8426 in
1.351 ac-ft
HYG Volume... 1.351 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .28422 hrs (ID: DATA)
Computational Incr, Tm = .03790 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 35.08 cfs
Unit peak time Tp = .18948 hrs
Unit receding limb, Tr = .75792 hrs
Total unit time, Tb = .94740 hrs
r
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:19 PM 9/20/2006
Type.... Unit Hyd. Summary Pao(- " (-
Name.... DATA Tag: Dev i( Event: 10 yr
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDAla.ppw
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 8.0000 in
Rain Dir = I:\CIVIL\PONDPACK\POST DEVELOPED\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default- Curvilinear
HYG Dir = I:\CIVIL\PONDPACK\POST DEVELOPED\
HYG File - ID = - DATA Dev100
Tc = .2842 hrs
Drainage Area = 8.800 acres Runoff CN= 65
Computational Time Increment = .03790 hrs
Computed Peak Time = 12.0509 hrs
Computed Peak Flow = 39.19 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.0502 hrs
Peak Flow, Interpolated Output = 39.15 cfs
--------------------------------------------
--------------------------------------------
DRAINAGE AREA
ID:DAlA
CN = 65
Area = 8.800 acres
S = 5.3846 in
0.2S = 1.0769 in
Cumulative Runoff
-------------------
3.8942 in
2.856 ac-ft
HYG Volume... 2.856 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .28422 hrs (ID: DATA)
Computational Incr, Tm = .03790 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 35.08 cfs
Unit peak time Tp = .18948 hrs
Unit receding limb, Tr = .75792 hrs
Total unit time, Tb = .94740 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:19 PM 9/20/2006
4- i p
Section C
Cale #1 Drainage Area 2,3
Job File: I : ACIVIL\PONDPACK\PPFDF` !-! "I! r' I -- . 1111W
Rain Dir: I: \CIVIL\PONDPACK\PRIsGE'vL.Lt0i 1,1,?
JOB TITLE
--------------------------
--------------------------
Project Date: 7/12/2006
Project Engineer: Ed Kubrin
Project Title: Aardvark Holly Springs
Project Comments:
Predeveloped conditions and discharge from 2,10,&100 yr. storm
events in Drainage Area #2 and #3.
SIN: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
? a
D 2
3
N
v
A do Reach 10
Out 10 Junc 10
U
3
0
LL
Hydiogi?;i i
OUT 10 PION
140
120
100
80
60
40
20
0
10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hrs)
OUT 10 Pre 2
OUT 10 Pre 10
- OUT 10 Pre100
Tab](, of Contents
*tt****r*******+****** MASTER SUMMARY *+********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Holly Springs NC Design Storms ...................... 2.01
********************** TC CALCULATIONS *+**.************a***
DA2 ............. Tc Calcs ........................... 3.01
DA3 ............. Tc Calcs ........................... 3.05
********************** CN CALCULATIONS *********************
DA2 ............. Runoff CN-Area ..................... 4.01
DA3 ............. Runoff CN-Area ..................... 4.02
******************** RUNOFF HYDROGRAPHS ********************
Unit Hyd. Equations ................ 5.01
DA2 ............. Pre 10
Unit Hyd. Summary .................. 5.03
DA2 ............. Pre100
Unit Hyd. Summary .................. 5.04
r
SIN: 68YXYWGYMXBD
PondPack (10.00.016.00)
4:28 PM
Jacobs Engineering Group
8/8/2006
Table of Contents
DA3 ............. Pre 2
Unit Hyd. Summary .................. 5.05
DA3 ............. Pre 10
Unit Hyd. Summary .................. 5.06
DA3 ............. Pre100
Unit Hyd. Summary .................. 5.07
SIN: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Type.... Master Networ! 1'a ac 7.01
Name.... Watershed
File.... I:\CIVIL\PONDPACK\PRE;DEVELOPED\PREDA2&3.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: 1-lolly Springs NC
Total
Depth Rainfall
Return Event in Type RNF ID
------------
Pre 2 ------
3.6000 -----------------
Synthetic Curve ----------------
Typell 24hr
Pre 10 5.2800 Synthetic Curve TypeII 24hr
Pre100 8.0000 Synthetic Curve TypeIl 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node-Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID
-----
-- Type
---- ---- Event
------ ac-ft Trun
--
----
DA2
AREA
2 ----------
.738
DA2 AREA 10 2.180
DA2 AREA 100 5.406
DA3 AREA 2 .934
DA3 AREA 10 2.760
DA3 AREA 100 6.844
JUNC 10 JCT 2 .934
JUNC 10 JCT 10 2.760
JUNC 10 JCT 100 6.844
*CUT 10 JCT 2 1.672
*OUT 10 JCT 10 4.940
*OUT 10 JCT 100 12.250

Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
--------- cfs ft ac-ft
-------- -

12.2400 ------- ------------
4.30
12.1800 19.77
12.1700 56.69
12.2600 5.30
12.2000 24.26
12.1900 69.70
12.2600 5.30
12.2000 24.26
12.1900 69.70
12.3000 9.20
12.2400 41.93
12.2300 121.53
SIN: 68YXYWGYMXBD
PondPack (10.00.016.00)
4:28 PM
Jacobs Engineering Group
8/8/2006
Type.... Design Storms P?,o .0
Name.... Holly Springs NC
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA2&3.ppw
Title... Project Date: 7/12/2006
Project Engineer: Ed Kubrin
Project Title: Aardvark Holly Springs
Project Comments:
Predeveloped conditions and discharge from 2,10,&100
yr. storm events in Drainage Area #2 and #3.
DESIGN STORMS SUMMARY
Design Storm File,ID = Holly Springs NC
Storm Tag Name = Pre 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.2800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Type.... Tc Calcs Paac 3.01
Nance.... DA2
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA2&3.ppw
..................................................
TIME OF CONCENTRATION CALCULATOR
Segment 41: To: TR-55 Sheet
Mannings n .4000
Hydraulic Length 200.00 ft
2yr, 24hr P 3.6000 in
Slope .080000 ft/ft
Avg.Velocity .16 ft/sec
Segment #1 Time: .3374 hrs
-------------------------------------------------------------------------
Segment #2: To: TR-55 Shallow
Hydraulic Length 300.00 ft
Slope .055000 ft/ft
Unpaved
Avg.Velocity 3.78 ft/sec
Segment #2 Time: .0220 hrs
-------- ---------------------------------------------------------------
Segment #3: To: TR-55 Shallow
Hydraulic Length 350.00 ft
Slope .011000 ft/ft
Unpaved
Avg.Velocity 1.69 ft/sec
Segment #3 Time: .0575 hrs
------------------------------------------------------------------------
S/N: 68YXYWGYMXBD
PondPack (10.00.016.00)
4:28 PM
Jacobs Engineering Group
8/8/2006
Type.... Tc Calcs
Name.... DA2
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA2&3.ppw
P?.(i( ' . o_%
Segment #4: Tc: TR-55 Channel
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
Avg.Velocity
9.72 ft/sec
Segment #4 Time: .0243 hrs
-------------------------------------------------------------------------
-------------------------
Total Tc: .4912 hrs
-------------------------
-------------------------
180.0000 sq.ft
80.00 ft
2.25 ft
.052000 ft/ft
.0600
850.00 ft
SIN: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Type.... Tc Calcs Phoe 3.03 15
i
Name.... DA2
File.... I:\CIVIL\POND PACK\PPFDEVELOPED\PREDA263.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow =_-- ________-=__
Tc = (.007 * ((n * Lf.)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope,
___= SCS TR-55 Shallow Concentrated Flow --- =====
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Type.... Tc Calcs
Name.... DA2
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREi?A253.ppw

___= SCS Channel Flow ---------
R = Aq / Wp
V = (1.99 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600se(-,/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted pei i:neter, ft
V = Velocity, ft/sec
Sf = Slope, ft r
n = Mannings i.
Tc = Time of (-? .?ntration, hr.-,
Lf = Flow ler. ft
SIN: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Type.... Tc Ca Ics
Name.... DA3
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA2&3.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .4000
Hydraulic Length 200.00 ft
2yr, 24hr P 3.6000 in
Slope .050000 ft/ft
Avg.Velocity .14 ft/sec
Segment #1 Time: .4072 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 125.00 ft
Slope .160000 ft/ft
Unpaved
Avg.Velocity 6.45 ft/sec
Segment #2 Time: .0054 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 180.0000 sq.ft
Wetted Perimeter 80.00 ft
Hydraulic Radius 2.25 ft
Slope .050000 ft/ft
Mannings n .0600
Hydraulic Length 660.00 ft
Avg.Velocity 9.53 ft/sec
Segment #3 Time: .0192 hrs
------------------------------------------------------------------------
S/N: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Type.... Tc Calcs
Name.... DA3
File.... I:\CIVIL\PONDPACK\PF.EDEVELOPED\PREDA2&3.ppw
1',-. 3.06
Segment #4: Tc: TR-55 Channel
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
180.0000 sq.ft
80.00 ft
2.25 ft
.020000 ft/ft
.0600
410.00 ft
Avg.Velocity 6.03 ft/sec
Segment 04 Time: .0189 hrs
--------------------------------------------------------------
Segment #5: Tc: TR-55 Channel
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
Avg.Velocity
9.24 ft/sec
Segment #5 Time: .0089 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .4596 hrs
-------------------------
-------------------------
S/N: 68YXYWGYMXBD
PondPack (10.00.016.00)
180.0000 sq.ft
80.00 ft
2.25 ft
.047000 ft/ft
.0600
295.00 ft
4:28 PM
Jacobs Engineering Group
8/8/2006
Type.... Tc Calcs
Name.... DA3
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA2&3.ppw
Page -.07
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4) )
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
___= SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Type.... Tc Ca]c:
Name.... DA3
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA2&3.ppw
Page 3.08 5?' /I ?
___= SCS Channel Flow __________________________________________________
R = Aq / Wp
V = (1.99 * (R**(2/3)) * (Sf**-0.5)) / n
To = (Lf / V) / (3600sec/hr)
Where: R
Aq
Wp
V
Sf
n
To
Lt
Hydraulic radius
Flow area, sq.ft.
Wetted perimeter, ft
Velocity, ft/sec
Slope, ft/ft
Mannings n
Time of concentration, hrs
Flow length, ft
Lj
SIN: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Type.... Runoff CN-Area
Name.... DA2
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA2&3.ppw
Fam x:.07
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC %UC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - good 55 23.300 55.00
COMPOSITE AREA & WEIGHTED CN ---> 23.300 55.00 (55)
...........................................................................
...........................................................................
S/N: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.400) 4:28 PM 8/8/2406
Type.... Runoff CN-Arr
Namu.... DA
Page 4.02
7 bf: , ,
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C oUC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - good 55 29.500 55.00
COMPOSITE AREA & WEIGHTED CN -- > 29.500 55.00 (55)
...........................................................................
...........................................................................
S/N: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Type.... Unit Hyd. Equation=
Name....
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA263.ppw
Pao, _ . ('1
SCS UNIT HYDROGRAPH METHOD
(Computational Notes)
DEFINITION OF TERMS: -----------------------------------------------
At = Total area (acres): At - Ai+Ap
Ai = Impervious area (acres)
Ap = Pervious area (acres)
CNi = Runoff curve number for impervious area
CNp = Runoff curve number for pervious area
fLoss = f loss constant infiltration (depth/time)
gKs = Saturated Hydraulic Conductivity (depth/time)
Md = Volumetric Moisture Deficit
Psi = Capillary Suction (length)
hK = Horton Infiltration Decay Rate (time^-1)
fo = Initial Infiltration Rate (depth/time)
fc = Ultimate(capacity)Infiltration Rate (depth/time)
Ia = Initial Abstraction (length)
dt = Computational increment (duration of unit excess rainfall)
Default dt is smallest value of 0.1333Tc, rtm, and th
(Smallest dt is then adjusted to match up with Tp)
UDdt = User specified override computational main time increment
(only used if UDdt is => .1333Tc)
D(t) = Point on distribution curve (fraction of P) for time step t
K = 2 / (1 + (Tr/Tp)): default K = 0.75: (for Tr/Tp = 1.67)
Ks = Hydrograph shape factor
= Unit Conversions * K:
= ((1hr/3600sec) * (lft/12in) * ((5280ft)**2/sq.mi)) * K
Default Ks = 645.333 * 0.75 = 484
Lag = Lag time from center of excess runoff (dt) to Tp: Lag = 0.6Tc
P = Total precipitation depth, inches
Pa(t) = Accumulated rainfall at time step t
Pi(t) = Incremental rainfall at time step t
qp = Peak discharge (cfs) for lin. runoff, for lhr, for 1 sq.mi.
= (Ks * A * Q) / Tp (where Q = lin. runoff, A=sq.mi.)
Qu(t) = Unit hydrograph ordinate (cfs) at time step t
Q(t) = Final hydrograph ordinate (cfs) at time step t
Rai(t)= Accumulated runoff (inches) at time step t for impervious area
Rap(t)= Accumulated runoff (inches) at time step t for pervious area
Rii(t)= Incremental runoff (inches) at time step t for impervious area
Rip(t)= Incremental runoff (inches) at time step t for pervious area
R(t) = Incremental weighted total runoff (inches)
Rtm = Time increment for rainfall table
Si = S for impervious area: Si = (1000/CNi) - 10
Sp = S for pervious area: Sp = (1000/CNp) - 10
t = Time step (row) number
Tc = Time of concentration
Tb = Time (hrs) of entire unit hydrograph: Tb = Tp + Tr
Tp = Time (hrs) to peak of a unit hydrograph: Tp = (dt/2) + Lag
Tr = Time (hrs) of receding limb of unit hydrograph: Tr = ratio of Tp
SIN: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Type.... Unit Hyd. Equations Page 5.02
Name....
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA2&3.ppw
SCS UNIT HYDROGRAPH METHOD
(Computational Notes)
PRECIPITATION: -----------------------------------------------------------
Column (1): Time for time step t
Column (2): D(t) = Point on distribution curve for time step t
Column (3): Pi(t) = Pa(t) - Pa(t-1): Col.(4) - Preceding Col.(4)
Column (4): Pa(t) = D(t) x P: Col.(2) x P
PERVIOUS AREA RUNOFF (using SCS Runoff CN Method) ------------------------
Column (5): Rap(t) = Accumulated pervious runoff for time step t
If (Pa(t) is <= 0.2Sp) then use: Rap(t) = 0.0
If (Pa(t) is > 0.2Sp) then use:
Rap(t) = (Col.(4)-0.2Sp)**2 / (Col.(4)+0.8Sp)
Column (6): Rip(t) = Incremental pervious runoff for time step t
Rip(t) = Rap(t) - Rap(t-1)
Rip(t) = Col-(5) for current row - Col.(5) for preceding row.
IMPERVIOUS AREA RUNOFF ---------------------------------------------------
Column (7 & 8)... Did not specify to use impervious areas.
INCREMENTAL WEIGHTED RUNOFF: ---------------------------------------------
Column (9): R(t) = (Ap/At) x Rip(t) + (Ai/At) x Rii(t)
R(t) = (Ap/At) x Col.(6) + (Ai/At) x Col.(8)
SCS UNIT HYDROGRAPH METHOD: ----------------------------------------------
Column (10): Q(t) is computed with the SCS unit hydrograph method
using Ro and Quo.
SIN: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Type.... Unit Hyd. Summary Page 5.03 -,
Name.... DA2 Tag: Pre 10 Event: 10 yr
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA2&3.ppw
Storm... TypeII 24hr Tag: Pre 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 5.2800 in
Rain Dir = I:\CIVIL\PONDPACK\PREDEVELOPED\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = I:\CIVIL\PONDPACK\PREDEVELOPED\
HYG File - ID = - DA2 Pre 10
Tc = .4412 hrs
Drainage Area = 23.300 acres Runoff CN= 55
--------------------------------------------
--------------------------------------------
Computational Time Increment = .05883 hrs
Computed Peak Time - 12.1768 hrs
Computed Peak Flow = 19.80 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.1802 hrs
Peak Flow, Interpolated Output = 19.77 cfs
--------------------------------------------
---------------------------------------------
DRAINAGE AREA
ID: DA2
CN = 55
Area = 23.300 acres
S = 8.1818 in
0.2S = 1.6364 in
Cumulative Runoff
-------------------
1.1227 in
2.180 ac-ft
HYG Volume... 2.180 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .44119 hrs (ID: DA2)
Computational Incr, Tm = .05883 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 59.84 cfs
Unit peak time Tp = .29413 hrs
Unit receding limb, Tr = 1.17650 hrs
Total unit time, Tb = 1.47063 hrs
SIN: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Type.... Unit Hyd. Summary Page 5.04
Name.... DA2 Tay: Pre100 Event: 100 yr
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA2&3.ppw
Storm... Typell 24hr Tag: Pre100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 8.0000 in
Rain Dir = I:\CIVIL\PONDPACK\PREDEVELOPED\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = I:\CIVIL\PONDPACK\PREDEVELOPED\
HYG File - ID = - DA2 Pre100
Tc = .4412 hrs
Drainage Area = 23.300 acres Runoff CN= 55
--------------------------------------------
--------------------------------------------
Computational Time Increment = .05883 hrs
Computed Peak Time = 12.1768 hrs
Computed Peak Flow = 56.88 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.1702 hrs
Peak Flow, Interpolated Output = 56.69 cfs
DRAINAGE AREA
ID:DA2
CN = 55
Area = 23.300 acres
S = 8.1818 in
0.25 = 1.6364 in
Cumulative Runoff
-------------------
2.7841 in
5.406 ac-ft
HYG Volume... 5.406 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .44119 hrs (ID: DA2)
Computational Incr, Tm = .05883 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 59.84 cfs
unit peak time Tp = .29413 hrs
Unit receding limb, Tr = 1.17650 hrs
Total unit time, Tb = 1.47063 hrs

SIN: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Type.... Unit Hyd. Summary
Name.... DA3 Tag: Pre 2
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA2&3.ppw
Storm... TypeII 24hr Tag: Pre 2
Page 5.05
Event: 2 yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 3.6000 in
Rain Dir = I:\CIVIL\PONDPACK\PREDEVELOPED\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = I:\CIVIL\PONDPACK\PREDEVELOPED\
HYG File - ID = - DA3 Pre 2
Tc = .4596 hrs
Drainage Area = 29.500 acres Runoff CN= 55
Computational Time Increment = .06128 hrs
Computed Peak Time = 12.2555 hrs
Computed Peak Flow = 5.31 cfs
Time.Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.2602 hrs
Peak Flow, Interpolated Output = 5.30 cfs
--------------------------------------------
---------------------------------------------
DRAINAGE AREA
ID:DA3
CN = 55
Area = 29.500 acres
S = 8.1818 in
0.2S = 1.6364 in
Cumulative Runoff
-------------------
.3801 in
.934 ac-ft
HYG Volume... .934 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .45958 hrs (ID: DA3)
Computational Incr, Tm = .06128 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(l+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 72.73 cfs
Unit peak time Tp = .30639 hrs
Unit receding limb, Tr = 1.22555 hrs
Total unit time, Tb = 1.53193 hrs
SIN: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Type.... Unit Hyd. Summary Page 5.06
Name.... DA3 Tag: Pre 10 Event: 10 yr
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA2&3.ppw
Storm... TypeII 24hr Tag: Pre 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration
Rain Dir
Rain File -ID
Unit Hyd Type
HYG Dir
HYG File - ID
Tc
Drainage Area
24.0000 hrs Rain Depth = 5.2800 in
I:\CIVIL\PONDPACK\PREDEVELOPED\
- TypeII 24hr
Default Curvilinear
I:\CIVIL\PONDPACK\PREDEVELOPED\
- DA3 Pre 10
.4596 hrs
29.500 acres Runoff CN= 55
Computational Time Increment = .06128 hrs
Computed Peak Time = 12.1942 hrs
Computed Peak Flow = 24.34 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.2002 hrs
Peak Flow, Interpolated Output = 24.26 cfs
--------------------------------------------
--------------------------------------------
DRAINAGE AREA
ID:DA3
CN = 55
Area = 29.500 acres
S = 8.1818 in
0.2S = 1.6364 in
Cumulative Runoff
-------------------
1.1227 in
2.760 ac-ft
HYG Volume... 2.760 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .45958 hrs (ID: DA3)
Computational Incr, Tm = .06128 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, U = 72.73 cfs
Unit peak time Tp = .30639 hrs
Unit receding limb, Tr = 1.22555 hrs
Total unit time, Tb = 1.53193 hrs
?'4 lj-2i5
SIN: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Type.... Unit Hyd. Summary Page 5.07
Name.... DA3 Tag: Pre100 Event: 100 yr
File.... I:\CIVIL\PONDPACK\PREDEVELOPED\PREDA2&3.ppw
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 8.0000 in
Rain Dir = I:\CIVIL\PONDPACK\PREDEVELOPED\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = I:\CIVIL\PONDPACK\PREDEVELOPED\
HYG File - ID = - DA3 Pre100
Tc = .4596 hrs
Drainage Area = 29.500 acres Runoff CN= 55
Computational Time Increment = .06128 hrs
Computed Peak Time = 12.1942 hrs
Computed Peak Flow = 69.80 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.1902 hrs
Peak Flow, Interpolated Output = 69.70 cfs
--------------------------------------------
--------------------------------------------
DRAINAGE AREA
ID:DA3
CN = 55
Area = 29.500 acres
S = 8.1818 in
0.2S = 1.6364 in
Cumulative Runoff
-------------------
2.7841 in
6.844 ac-ft
HYG Volume... 6.844 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .45958 hrs (ID: DA3)
Computational Incr, Tm = .06128 hrs = 0.20000 Tp
Unit Hyd. Shape Factor
K = 483.43/645.333, K
Receding/Rising, Tr/Tp
Unit peak, qp
Unit peak time Tp
Unit receding limb, Tr
Total unit time, Tb
483.432 (37.46% under rising limb)
.7491 (also, K = 2/(l+(Tr/Tp))
1.6698 (solved from K = .7491)
72.73 cfs
.30639 hrs
1.22555 hrs
1.53193 hrs
SIN: 68YXYWGYMXBD Jacobs Engineering Group
PondPack (10.00.016.00) 4:28 PM 8/8/2006
Job File: I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TES1'2.PPW
Rain Dir: I:\CIVIL\PONDPACK\POST DEVELOPED\
JOB TITLE
--------------------------
--------------------------
Project Date: 7/20/2006
Project Engineer: Ed Kubrin
Project Title: Aardvark Holly Springs
Project Comments:
Post developed conditions and discharge for 2, 10, and 100 yr
storm events in drainage area DA2a, DA123B, and DA3a.
DA2a is less in area than DA2 (predeveloped). DA3a is less in area
than DA3 (predeveloped). Areas from DA1, 2, & 3 (predeveloped)
create DA1,2,3b in the post developed conditions. This DA 1,2,3b
area is routed through the pond.
Target outflow volumes are determined from the outfall point
OUTDA123. Predeveloped peak discharges from the 1,2,&100 yr strom
events are used for the allowable target discharge rate.

SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006

'\4,Z0

PONDDA123
DA 1,2,3b
REACH DA3a 9

3a
OUTDA123 Junc 10
250-
2001
150!
U
3
0
100
50
Hydrograpl
OUTDA123
Dev 100
G g/ )'Z
OUTDA123 Dev 2
OUTDA123 Dev 10
OUTDA123 Dev100
--t 77
0
3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hrs)
Job File: I:\CIVIL\PONDPACK\POST DEVELOPED\P0STDA23TEST2.PPW
Rain Dir: I:\CIVIL\PONDPACK\POS'P DEVELOPED\
wwwwwwwww*wwww*www*www MASTER SUMMARY **wwwwwwww*wwwww*wwww*
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
Holly Springs NC Design Storms ...................... 2.01
Holly Springs NC Dev 2
Design Storms ...................... 2.02
*wwwwwwwwwwwwwwwwwwwww TC CALCULATIONS wwww**wwwwwww*wwwwwww
DA1,2,3B........ Tc Calcs ........................... 3.01
DA2A............ Tc Calcs ........................... 3.04
DA3A............ Tc Calcs ........................... 3.07
wwwwwwwwwwwwwwwwwwwwww CN CALCULATIONS wwwwwwwwwwwwwwwwwwwww
DA1,2,3B........ Runoff CN-Area ..................... 4.01
DA2A............ Runoff CN-Area ..................... 4.02
DA3A............ Runoff CN-Area ..................... 4.03
******************** RUNOFF HYDROGRAPHS ********************
Unit Hyd. Equations ................ 5.01
SIN: 68YXYWGYMXBD
Bentley PondPack (10.00.023.00)
5:02 PM
Bentley Systems, Inc.
8/29/2006
Table of Contents
r/a ?j Z6-
i
DA1,2,3B........ Dev 2
Unit Hyd. Summary .................. 5.03
DA1,2,3B........ Dev 10
Unit Hyd. Summary .................. 5.04
DA1,2,3B........ Dev100
Unit Hyd. Summary .................. 5.05
DA2A............ Dev 2
Unit Hyd. Summary .................. 5.06
DA2A............ Dev 10
Unit Hyd. Summary .................. 5.07
DA2A............ Dev100
Unit Hyd. Summary .................. 5.08
DA3A............ Dev 2
Unit Hyd. Summary .................. 5.09
DA3A............ Dev 10
Unit Hyd. Summary .................. 5.10
DA3A............ Dev100
Unit Hyd. Summary .................. 5.11
SIN: 68YXYWGYMXBD
Bentley PondPack (10.00.023.00)
5:02 PM
Bentley Systems, Inc.
8/29/2006
Table of Contents
ii
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Holly Springs NC
Total
Depth Rainfall
Return Event in Type RNF ID
------------
Dev 2 ------
3.6000 ----------------
Synthetic Curve ----------------
TypeII 24hr
Dev 10 5.2800 Synthetic Curve TypeII 24hr
Dev100 8.0000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
---- Type
---- ---- Event
------ ac-ft Trun
---------- -- hrs
--------- cfs ft ac-ft
-------- -------- ------------
---------
DA1,2,3B AREA 2 4.775 12.2200 41.64
DA1,2,3B AREA 10 8.142 12.2200 70.77
DA1,2,3B AREA 100 13.623 12.2200 118.30
DA2A AREA 2 .667 12.3800 3.77
DA2A AREA 10 1.745 12.3300 13.07
DA2A AREA 100 4.028 12.2500 33.13
DAM AREA 2 1.359 12.2000 11.50
DA3A AREA 10 3.237 12.1900 32.31
DA3A AREA 100 7.031 12.1900 73.82
JUNC 10 JCT 2 1.359 12.2000 11.50
JUNC 10 JCT 10 3.237 12.1900 32.31
JUNC 10 JCT 100 7.031 12.1900 73.82
*0UTDA123 JCT 2 6.800 12.3000 56.69
*0UTDA123 JCT 10 13.124 12.2900 115.44
*0UTDA123 JCT 100 24.883 12.2500 224.45
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006

Type.... Master Network Summ,-ri Page 1.01
Name.... Watershed
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST 2.ppw

MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node=Outfall; -FNode=Diversion;)
(Trun= HYG Tru ncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return H YG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event ac-ft Trun hrs cfs ft ac-ft
-----------
PONDDA123 ------
IN ----
POND ------ ---
2 -------
4.775 --------
12.2200 - -------- --------
41.64 ------------
PONDDA123 IN POND 10 8.142 12.2200 70.77
PONDDA123 IN POND 100 13.823 12.2200 118.30
PONDDA123 OUT POND 2 4.775 12.2200 41.64
PONDDA123 OUT POND 10 8.142 12.2200 70.77
PONDDA123 OUT POND 100 13.823 12.2200 118.30
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Master Network Summary
Name.... Watershed
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Title... Project Date: 7/20/2006
Project Engineer: Ed Kubrin
Project Title: Aardvark Holly Springs
Project Comments:
Post developed conditions and discharge for 2, 10,
and 100 yr storm events in drainage area DA2a,
DA123B, and DA3a.
DA2a is less in area than DA2 (predeveloped). DA3a is
less in area than DA3 (predeveloped). Areas from DA1,
2, & 3 (predeveloped) create DA1,2,3b in the post
developed conditions. This DA 1,2,3b area is routed
through the pond.
Target outflow volumes are determined from the
outfall point OUTDA123. Predeveloped peak discharges
from the 1,2,&100 yr strom events are used for the
allowable target discharge rate.
DESIGN STORMS SUMMARY
Design Storm File,ID =
Storm Tag Name = Dev 2
Holly Springs NC
Paqe 1.02
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.2800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Design Storms
Name.... Holly Springs NC
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Page 2. 01 '74/l
DESIGN STORMS SUMMARY
Design Storm File,ID = Holly Springs NC
Storm Tag Name = Dev 2
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
2 yr
3.6000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.2800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Design Storms Page 2.02
Name.... Holly Springs NC Event: yr
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Storm... TypeII 24hr Tag: Dev 2
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 3.6000 in
Slope .007500 ft/ft
Avg.Velocity .10 ft/sec
Segment #1 Time: .5780 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 50.00 ft
Slope .007500 ft/ft
Unpaved
Avg.Velocity 1.40 ft/sec
Segment #2 Time: .0099 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 7.0000 sq.ft
Wetted Perimeter 9.50 ft
Hydraulic Radius .74 ft
Slope .008000 ft/ft
Mannings n .0090
Hydraulic Length 1720.00 ft
Avg.Velocity 12.08 ft/sec
Segment #3 Time: .0396 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .6275 hrs
-------------------------
-------------------------
S/N: 68YXYWGYMXBD
Bentley PondPack (10.00.023.00)
5:02 PM
Bentley Systems, Inc.
8/29/2006
Type.... Tc Calcs
Name.... DA1,2,3B
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Page 3.01
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4) )
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
___= SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 68YXYWGYMXBD
Bentley PondPack (10.00.023.00)
5:02 PM
Bentley Systems, Inc.
8/29/2006
Type.... Tc Calcs
Name.... DA1,2,3B
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Page 3.02
___= SCS Channel Flow
R = Aq / Wp
V = (1.99 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Tc Ca]cs
Name.... DA1,2,3B
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Page 3.03 Y /fL
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 200.00 ft
2yr, 24hr P 3.6000 in
Slope .010000 ft/ft
Avg.Velocity .11 ft/sec
Segment #1 Time: .5152 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 675.00 ft
Slope .010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
Segment #2 Time: .1162 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 180.0000 sq.ft
Wetted Perimeter 80.00 ft
Hydraulic Radius 2.25 ft
Slope .052000 ft/ft
Mannings n .0600
Hydraulic Length 700.00 ft
Avg.Velocity 9.72 ft/sec
Segment #3 Time: .0200 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .6514 hrs
-------------------------
-------------------------
S/N: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Tc Calcs Paae 3.04
Name.... DA2A
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
___= SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 68YXYWGYMXBD
Bentley PondPack (10.00.023.00)
5:02 PM
Bentley Systems, Inc.
8/29/2006
Type.... Tc Calcs Page 3.05??
Name.... DA2A
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
==== SCS Channel Flow ==================================================
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf /
Where: R
Aq
Wp
V
Sf
n
Tc
Lf
V) / (3600sec/hr)
= Hydraulic radius
= Flow area, sq.ft.
= Wetted perimeter, ft
= Velocity, ft/sec
= Slope, ft/ft
= Mannings n
= Time of concentration, hrs
= Flow length, ft
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 6/29/2006
Type.... Tc Calcs
Name.... DA2A
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Page 3.06
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .4000
Hydraulic Length 200.00 ft
2yr, 24hr P 3.6000 in
Slope .050000 ft/ft
Avg.Velocity .14 ft/sec
Segment #1 Time: .4072 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 125.00 ft
Slope .160000 ft/ft
Unpaved
Avg.Velocity 6.45 ft/sec
Segment #2 Time: .0054 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 180.0000 sq.ft
Wetted Perimeter 80.00 ft
Hydraulic Radius 2.25 ft
Slope .050000 ft/ft
Mannings n .0600
Hydraulic Length 660.00 ft
Avg.Velocity 9.53 ft/sec
Segment #3 Time: .0192 hrs
------------------------------------------------------------------------
S/N: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Tc Calcs
Name.... DA3A
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Segment #4: Tc:
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
TR-55 Channel
7.0000 sq.ft
9.50 ft
.74 ft
.007500 ft/ft
.0090
100.00 ft
Avg.Velocity 11.70 ft/sec
Page 3.07 Segment #4 Time: .0024 hrs
------------------------------------------------------------------------
Segment #5: Tc:
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
TR-55 Channel
180.0000 sq.ft
80.00 ft
2.25 ft
.020000 ft/ft
.0600
410.00 ft
Avg.Velocity 6.03 ft/sec
Segment #5 Time: .0189 hrs
------------------------------------------------------------------------
Segment #6: Tc:
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
TR-55 Channel
180.0000 sq.ft
80.00 ft
2.25 ft
.047000 ft/ft
.0600
295.00 ft
Avg.Velocity 9.24 £t/sec
Segment #6 Time: .0089 hrs
------------------------------------------------------------------------
Total Tc: .4620 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Tc Calcs
Name.... DA3A
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Page 3.08
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr).
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 68YXYWGYMXBD
Bentley PondPack (10.00.023.00)
5:02 PM
Bentley Systems, Inc.
8/29/2006
Type.... Tc Calcs
Name.... DA3A
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
f`
Page 3.09
___= SCS Channel Flow _______________
R = Aq / Wp
V = (1.99 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf /
Where: R
Aq
Wp
V
Sf
n
Tc
Lf
V) / (3600sec/hr)
= Hydraulic radius
= Flow area, sq.ft.
= Wetted perimeter, ft
= Velocity, ft/sec
= Slope, ft/ft
= Mannings n
= Time of concentration, hrs
= Flow length, ft
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Tc Calcs Page 3.10
Name.... DA3A
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Open space (Lawns,parks etc.) - Goo 61 8.700 61.00
Impervious Areas - Paved parking to 98 17.500 98.00
COMPOSITE AREA & WEIGHTED CN ---> 26.200 85.71 (86)
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Runoff CN-Area Page 4.01
Name.... DA1,2,3B
File.... I:\CIVIL\PONDPACK\PCST DEVELOPED\POSTDA23TEST2.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC RUC CN
-------------------------------- ---- --------- ----- ----- ------
Open space (Lawns,parks etc.) - Goo 61 8.800 61.00
Woods - good 55 6.200 55.00
COMPOSITE AREA & WEIGHTED CN ---> 15.000 58.52 (59)
...........................................................................
...........................................................................
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Runoff CN-Area
Name.... DA2A
Page 4.02
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description
------------
-
--
- CN acres %C %UC CN
-
-
---
-----------
Open space (Lawns,parks etc.) - Goo ----
61 ---------
10.000 ----- ----- ------
61.00
Impervious Areas - Paved parking to 98 3.000 98.00
Woods - good 55 10.000 55.00
COMPOSITE AREA & WEIGHTED CN ---> 23.000 63.22 (63)
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Runoff CN-Area Page 9.03
Name.... DA3A
SCS UNIT HYDROGRAPH METHOD
(Computational Notes)
DEFINITION OF TERMS: ------------------------------------------------
At = Total area (acres): At = Ai+Ap
Ai = Impervious area (acres)
Ap = Pervious area (acres)
CNi = Runoff curve number for impervious area
CNp = Runoff curve number for pervious area
fLoss = £ loss constant infiltration (depth/time)
gKs = Saturated Hydraulic Conductivity (depth/time)
Md = Volumetric Moisture Deficit
Psi = Capillary Suction (length)
hK = Horton Infiltration Decay Rate (time"-1)
fo = Initial Infiltration Rate (depth/time)
fc = Ultimate(capacity)Infiltration Rate (depth/time)
Ia = Initial Abstraction (length)
dt = Computational increment (duration of unit excess rainfall)
Default dt is smallest value of 0.1333Tc, rtm, and th
(Smallest dt is then adjusted to match up with Tp)
?JDdt = User specified override computational main time increment
(only used if UDdt is => .1333Tc)
D(t) = Point on distribution curve (fraction of P) for time step t
K = 2 / (1 + (Tr/Tp)): default K = 0.75: (for Tr/Tp = 1.67)
Ks = Hydrograph shape factor
= Unit Conversions * K:
= ((1hr/3600sec) * (lft/12in) * ((5280ft)**2/sq.mi)) * K
Default Ks = 645.333 * 0.75 = 484
Lag = Lag time from center of excess runoff (dt) to Tp: Lag = 0.6Tc
P = Total precipitation depth, inches
Pa(t) = Accumulated rainfall at time step t
Pi(t) = Incremental rainfall at time step t
qp = Peak discharge (cfs) for lin. runoff, for lhr, for 1 sq.mi.
_ (Ks * A * Q) / Tp (where Q = lin. runoff, A=sq.mi.)
Qu(t) = Unit hydrograph ordinate (cfs) at time step t
Q(t) = Final hydrograph ordinate (cfs) at time step t
Rai(t)= Accumulated runoff (inches) at time step t for impervious area
Rap(t)= Accumulated runoff (inches) at time step t for pervious area
Rii(t)= Incremental runoff (inches) at time step t for impervious area
Rip(t)= Incremental runoff (inches) at time step t for pervious area
R(t) = Incremental weighted total runoff (inches)
Rtm = Time increment for rainfall table
Si = S for impervious area: Si = (1000/CNi) - 10
Sp = S for pervious area: Sp = (1000/CNp) - 10
t = Time step (row) number
Tc = Time of concentration
Tb = Time (hrs) of entire unit hydrograph: Tb = Tp + Tr
Tp = Time (hrs) to peak of a unit hydrograph: Tp = (dt/2) + Lag
Tr = Time (hrs) of receding limb of unit hydrograph: Tr = ratio of Tp
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Unit Hyd. Equations
Name....
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Page 5.01
SCS UNIT HYDROGRAPH METHOD
(Computational Notes)
PRECIPITATION: --------------------------------
---------------------------
Column (1): Time for time step t
Column (2): D(t) = Point on distribution curve for time step t
Column (3): Pi(t) = Pa(t) - Pa(t-1): Col.(4) - Preceding Col.(4)
Column (4): Pa(t) = D(t) x P: Col.(2) x P
PERVIOUS AREA RUNOFF (using SCS Runoff CN Method) ------------------------
Column (5): Rap(t) = Accumulated pervious runoff for time step t
If (Pa(t) is <= 0.2Sp) then use: Rap(t) = 0.0
If (Pa(t) is > 0.2Sp) then use:
Rap(t) _ (Col.(4)-0.2Sp)**2 / (Col.(4)+0.83p)
Column (6): Rip(t) = Incremental pervious runoff for time step t
Rip(t) = Rap(t) - Rap(t-1)
Rip(t) = Col.(5) for current row - Col.(5) for preceding row.
IMPERVIOUS AREA RUNOFF ---------------------------------------------------
Column (7 & 8)... Did not specify to use impervious areas.
INCREMENTAL WEIGHTED RUNOFF: ---------------------------------------------
Column (9). R(t) _ (Ap/At) x Rip(t) + (Ai/At) x Rii(t)
R(t) _ (Ap/At) x Col.(6) + (Ai/At) x Col.(8)
SCS UNIT HYDROGRAPH METHOD: ----------------------------------------------
Column (10): Q(t) is computed with the SCS unit hydrograph method
using R o and Qu ( ) .
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Unit Hyd. Equations Page 5.02 to" jh
Name....
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration
Rain Dir
Rain File -ID
Unit Hyd Type
HYG Dir
HYG File - ID
Tc
Drainage Area
24.0000 hrs Rain Depth = 3.6000 in
I:\CIVIL\PONDPACK\POST DEVELOPED\
- TypeII 24hr
Default Curvilinear
I:\CIVIL\PONDPACK\POST DEVELOPED\
work pad.hyg - DA1,2,3B Dev 2
.6275 hrs
26.200 acres Runoff CN= 86
Computational Time Increment = .08366 hrs
Computed Peak Time = 12.2148 hrs
Computed Peak Flow = 41.64 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated output = 12.2202 hrs
Peak Flow, Interpolated Output = 41.64 cfs
DRAINAGE AREA
ID:DA1,2,3B
CN = 86
Area = 26.200 acres
S = 1.6279 in
0.2S = .3256 in
Cumulative Runoff
-------------------
2.1871 in
4.775 ac-ft
HYG Volume... 4.775 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .62747 hrs (ID: DA1,2,3B)
Computational Incr, Tm = .08366 hrs = 0.20000 Tp
Unit Hyd. Shape Factor
K = 483.43/645.333, K
Receding/Rising, Tr/Tp
Unit peak, qp
Unit peak time Tp
Unit receding limb, Tr
Total unit time, Tb
483.432 (37.46% under rising limb)
.7491 (also, K = 2/(1+(Tr/Tp))
1.6698 (solved from K = .7491)
47.31 cfs
.41832 hrs
1.67326 hrs
2.09158 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Unit Hyd. Summary Page 5.03
Name.... DA1,2,3B Tag: Dev Event: 2 yi
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Storm... TypeII 24hr Tag: Dev 2
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration
Rain Dir
Rain File -ID
Unit Hyd Type
HYG Dir
HYG File - ID
Tc
Drainage Area
24.0000 hrs Rain Depth = 5.2800 in
I:\CIVIL\PONDPACK\POST DEVELOPED\
- TypeII 24hr
Default Curvilinear
I:\CIVIL\PONDPACK\POST DEVELOPED\
work pad.hyg - DA1,2,3B Dev 10
.6275 hrs
26.200 acres Runoff CN= 86
Computational Time Increment - .08366 hrs
Computed Peak Time = 12.2148 hrs
Computed Peak Flow = 70.81 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.2202 hrs
Peak Flow, Interpolated Output = 70.77 cfs
DRAINAGE AREA
ID:DA1,2,3B
CN = 86
Area = 26.200 acres
S = 1.6279 in
0.2S = .3256 in
Cumulative Runoff
-------------------
3.7291 in
8.142 ac-ft
HYG Volume... 8.142 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .62747 hrs (ID: DA1,2,3B)
Computational Incr, Tm = .08366 hrs = 0.20000 Tp
Unit Hyd. Shape Factor
K = 483.43/645.333, K
Receding/Rising, Tr/Tp
Unit peak, qp
Unit peak time Tp
Unit receding limb, Tr
Total unit time, Tb
483.432 (37.46% under rising limb)
.7491 (also, K = 2/(1+(Tr/Tp))
1.6698 (solved from K = .7491)
47.31 cfs
.41832 hrs
1.67326 hrs
2.09158 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Unit Hyd. Summary Page 5.04
Name.... DA1,2,3B `1'aq: Dev 10 Event: 10 yr
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TFS`1'2.ppw
Storm... TypeII 24hr Tag: Dev 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 8.0000 in
Rain Dir = I:\CIVIL\PONDPACK\POST DEVELOPED\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = I:\CIVIL\PONDPACK\POST DEVELOPED\
HYG File - ID = work_pad.hyg - DA1,2,3B Dev100
Tc = .6275 hrs
Drainage Area = 26.200 acres Runoff CN= 86
--------------------------------------------
Computational Time Increment = .08366 hrs
Computed Peak Time = 12.2148 hrs
Computed Peak Flow = 118.41 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.2202 hrs
Peak Flow, Interpolated Output = 118.30 cfs
DRAINAGE AREA
ID:DA1,2,3B
CN = 86
Area = 26.200 acres
S = 1.6279 in
0.25 = .3256 in
Cumulative Runoff
-------------------
6.3314 in
13.824 ac-ft
HYG Volume... 13.823 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .62747 hrs (ID: DA1,2,3B)
Computational Incr, Tm = .08366 hrs = 0.20000 Tp
Unit Hyd. Shape Factor
K = 483.43/645.333, K
Receding/Rising, Tr/Tp
Unit peak, qp
Unit peak time Tp
Unit receding limb, Tr
Total unit time, Tb
483.432 (37.46% under rising limb)
.7491 (also, K = 2/(1+(Tr/Tp))
1.6698 (solved from K = .7491)
47.31 cfs
.41832 hrs
1.67326 hrs
2.09158 hrs
2
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Unit Hyd. Summary Page 5.05
Name.... DA1,2,3B Tag: Dev100 Event: 100 yr
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Storm... TypeII 24hr Tag: Dev100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 3.6000 in
Rain Dir = I:\CIVIL\PONDPACK\POST DEVELOPED\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = I:\CIVIL\PONDPACK\POST DEVELOPED\
HYG File - ID = work_pad.hyg - DA2A Dev 2
Tc = .6514 hrs
Drainage Area = 15.000 acres Runoff CN= 59
Computational Time Increment = .08685 hrs
Computed Peak Time = 12.4194 hrs
Computed Peak Flow - 3.78 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.4102 hrs
Peak Flow, Interpolated Output = 3.78 cfs
DRAINAGE AREA
ID:DA2A
CN = 59
Area = 15.000 acres
S = 6.9492 in
0.2S = 1.3898 in
Cumulative Runoff
-------------------
.5333 in
.667 ac-ft
HYG Volume... .667 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .65137 hrs (ID: DA2A)
Computational Incr, Tm = .08685 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 26.09 cfs
Unit peak time Tp = .43424 hrs
Unit receding limb, Tr = 1.73697 hrs
Total unit time, Tb = 2.17122 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Unit Hyd. Summary Page 5.06
Name.... DA2A Tag: Dev 2 Event: 2 yr
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Storm... TypeII 24hr Tag: Dev 2
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration
Rain Dir
Rain File -ID
Unit Hyd Type
HYG Dir
HYG File - ID
Tc
Drainage Area
24.0000 hrs Rain Depth = 5.2800 in
I:\CIVIL\PONDPACK\POST DEVELOPED\
- TypeII 24hr
Default Curvilinear
I:\CIVIL\PONDPACK\POST DEVELOPED\
work pad.hyg - DA2A Dev 10
.6514 hrs
15.000 acres Runoff CN= 59
Computational Time Increment = .08685 hrs
Computed Peak Time = 12.3325 hrs•_
Computed Peak Flow = 13.08 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.3302 hrs
Peak Flow, Interpolated Output = 13.07 cfs
DRAINAGE AREA
ID.DA2A
CN = 59
Area = 15.000 acres
S = 6.9492 in
0.2S = 1.3898 in
Cumulative Runoff
-------------------
1.3962 in
1.745 ac-ft
HYG Volume... 1.745 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .65137 hrs (ID: DA2A)
Computational Incr, Tm = .08685 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 26.09 cfs
Unit peak time Tp = .43424 hrs
Unit receding limb, Tr = 1.73697 hrs
Total unit time, Tb = 2.17122 hrs

SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Unit Hyd. Summary Page 5.07
Name.... DA2A Tag: Dev 10 Event: 10 yr
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Storm... TypeII 24hr Tag: Dev 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration
Rain Dir
Rain File -ID
Unit Hyd Type
HYG Dir
HYG File - ID
Tc
Drainage Area
24.0000 hrs Rain Depth = 8.0000 in
I:\CIVIL\PONDPACK\POST DEVELOPED\
- TypeII 24hr
Default Curvilinear
I:\CIVIL\PONDPACK\POST DEVELOPED\
work pad.hyg - DA2A Dev100
.6514 hrs
15.000 acres Runoff CN= 59
Computational Time Increment = .08685 hrs
Computed Peak Time - 12.2457 hrs
Computed Peak Flow = 33.13 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated output = 12.2502 hrs
Peak Flow, Interpolated Output = 33.13 cfs
DRAINAGE AREA
ID:DA2A
CN = 59
Area = 15.000 acres
S = 6.9492 in
0.2S = 1.3898 in
Cumulative Runoff
-------------------
3.2225 in
4.028 ac-ft
HYG Volume... 4.028 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .65137 hrs (ID: DA2A)
Computational Incr, Tm = .08685 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 26.09 cfs
Unit peak time Tp = .43424 hrs
Unit receding limb, Tr = 1.73697 hrs
Total unit time, Tb = 2.17122 hrs

SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Unit Hyd. Summary Paqe 5.08
Name.... DA2A 'lag: Dev100 Event: 100 yr
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Storm... TypeII 24hr Tag: Dev100

SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 2 year storm
Duration = 24.0000 hrs Rain Depth = 3.6000 in
Rain Dir = I:\CIVIL\PONDPACK\POST DEVELOPED\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = I:\CIVIL\PONDPACK\POST DEVELOPED\
HYG File - ID = work_pad.hyg - DA3A Dev 2
Tc = .4620 hrs
Drainage Area = 23.000 acres Runoff CN= 63
--------------------------------------------
--------------------------------------------
Computational Time Increment = .06159 hrs
Computed Peak Time = 12.1956 hrs
Computed Peak Flow = 11.52 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.2002 hrs
Peak Flow, Interpolated Output = 11.50 cfs
DRAINAGE AREA
ID:DA3A
CN = 63
Area = 23.000 acres
S = 5.8730 in
0.2S = 1.1746 in
Cumulative Runoff
-------------------
.7089 in
1.359 ac-ft
HYG Volume... 1.359 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .46196 hrs (ID: DA3A)
Computational Incr, Tm = .06159 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 463.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 56.41 cfs
Unit peak time Tp = .30797 hrs
Unit receding limb, Tr = 1.23188 hrs
Total unit time, Tb = 1.53985 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Unit Hyd. Summary Page ').09
Name.... DA3A Tag: Dev 2 Event: 2 yr
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Storm... TypeII 24hr Tag: Dev 2
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 5.2800 in
Rain Dir = I:\CIVIL\PONDPACK\POST DEVELOPED\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = I:\CIVIL\PONDPACK\POST DEVELOPED\
HYG File - ID = work_pad.hyg - DA3A Dev 10
Tc = .4620 hrs
Drainage Area = 23.000 acres Runoff CN= 63
Computational Time Increment = .06159 hrs
Computed Peak Time = 12.1956 hrs
Computed Peak Flow = 32.39 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.1902 hrs
Peak Flow, Interpolated Output = 32.31 cfs
DRAINAGE AREA
ID:DA3A
CN = 63
Area = 23.000 acres
S = 5.8730 in
0.25 = 1.1746 in
Cumulative Runoff
-------------------
1.6891 in
3.237 ac-ft
HYG Volume... 3.237 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .46196 hrs (ID: DA3A)
Computational Incr, Tm = .06159 hrs = 0.20000 Tp
Unit Hyd. Shape Factor
K = 483.43/645.333, K
Receding/Rising, Tr/Tp
Unit peak, qp
Unit peak time Tp
Unit receding limb, Tr
Total unit time, Tb
483.432 (37.46% under rising limb)
.7491 (also, K = 2/(1+(Tr/Tp))
1.6698 (solved from K = .7491)
56.41 cfs
.30797 hrs
1.23188 hrs
1.53985 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Type.... Unit Hyd. Summary Page 5.10 yj ?2 3
Name.... DA3A Tog: Dev 10 Event: 10 yr
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 8.0000 in
Rain Dir = I:\CIVIL\PONDPACK\POST DEVELOPED\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = I:\CIVIL\PONDPACK\POST DEVELOPED\
HYG File - ID = work_pad.hyg - DA3A Dev100
Tc = .4620 hrs
Drainage Area = 23.000 acres Runoff CN= 63
Computational Time Increment = .06159 hrs
Computed Peak Time = 12.1956 hrs
Computed Peak Flow = 73.85 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated output = 12.1902 hrs
Peak Flow, Interpolated Output = 73.82 cfs
DRAINAGE AREA
ID:DA3A
CN = 63
Area = 23.000 acres
S = 5.8730 in
0.2S = 1.1746 in
Cumulative Runoff
-------------------
3.6687 in
7.032 ac-ft
HYG Volume... 7.031 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .46196 hrs (ID: DA3A)
Computational Incr, Tm = .06159 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 56.41 cfs
Unit peak time Tp = .30797 hrs
Unit receding limb, Tr = 1.23188 hrs
Total unit time, Tb = 1.53985 hrs
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 5:02 PM 8/29/2006
Job File: I: \CIVIL\ PONDPACK\ POST DF.VEI,OPED\POSTDA23TEST2.PPW
Rain Dir: I:\CIVIL\PONDPACK\POST DEVELOPED\
JOB TITLE
--------------------------
--------------------------
Project Date: 7/20/2006
Project Engineer: Ed Kubrin
Project Title: Aardvark Holly Springs
Project Comments:
Post developed conditions and discharge for 2, 10, and 100 yr
storm events in drainage area DA2a, DA123B, and DA3a.
DA2a is less in area than DA2 (predeveloped). DA3a is less in area
than DA3 (predeveloped). Areas from DA1, 2, & 3 (predeveloped)
create DA1,2,3b in the post developed conditions. This DA 1,2,3b
area is routed through the pond.
Target outflow volumes are determined from the outfall point
OUTDA123. Predeveloped peak discharges from the 1,2,&100 yr strom
events are used for the allowable target discharge rate.
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 4:52 PM 8/29/2006
Type.... Target Outflow Volume t-;=timates Page 0.01
Name.... PONDDA123
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
DETENTION STORAGE ESTIMATES -- Target Peak Outflow Rate
Return Peak In Target Lower
Events
-------- (cfs)
----------- (cfs)
--------- (ac-ft)

2
56.693 -
9.198 --------
2.453
10 115.440 41.933 2.734
100 224.448 121.526 2.961
CALCULATION TIME RANGES
Lower
Return From To
Events
------ (hrs)
--
- (hrs)
-
-
2 ---
-
-
11.82 -
----
13.43
10 11.95 12.79
100 12.01 12.59
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 4:52 PM 8/29/2006
Hydrograph
OUTDA123
250-
2001
150
U
3
0
0=
100 i
50
Ot
Dev100
3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Minimum Est 100
OUTDA123 Dev100
Time (hrs)
i-lydrograrl
061-DA123 Dev 10 vZ/ L'7
120:
100
80
in
w
U
3 60
0
U-
401
20
Minimum Est 10
-? OUTDA123 Dev 10
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hrs)
Hydrograph
OUTDA123 Dev 2
60
5v
40
3 30
0
U-
20
10
Minimum Est 2
?- OUTDA123 Dev 2
0
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hrs)
o4-/-? ?-
Section D
Calc#1 Pond Outlet Structure/
Emergency Spillway
Job File: I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.PPW
Rain Dir: I:\CIVIL\PONDPACK\POST DEVELOPED\

JOB TITLE
--------------------------
--------------------------
Project Date: 7/20/2006
Project Engineer: Ed Kubrin
Project Title: Aardvark Holly Springs
Project Comments:
Post developed conditions and discharge for 2, 10, and 100 yr
storm events in drainage area DA2a, DA123B, and DA3a.
DA2a is less in area than DA2 (predeveloped). DA3a is less in area
than DA3 (predeveloped). Areas from DA1, 2, & 3 (predeveloped)
create DA1,2,3b in the post developed conditions. This DA 1,2,3b
area is routed through the pond.
Target outflow volumes are determined from the outfall point
OUTDA123. Predeveloped peak discharges from the 1,2,&100 yr strom
events are used for the allowable target discharge rate.
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 12:48 PM 8/31/2006
Job File: I: \CIVIL\ PONDPACK\POST DEVELOPED\ POSTDA23TEST2. PPW
Rain Dir: I:\CIVIL\PONDPACK\POST DEVELOPED\
******************** OUTLET STRUCTURES *********************
Outlet DA123b... Outlet Input Data .................. 1.01
Composite Rating Curve ............. 1.06
SIN: 68YXYWGYMXBD
Bentley PondPack (10.00.023.00) 12:48 PM

Bentley Systems, Inc.
8/31/2006
Table of Contents

i
Title... Project Date: 7/20/2006
Project Engineer: Ed Kubrin
Project Title: Aardvark Holly Springs
Project Comments:
Post developed conditions and discharge for 2, 10,
and 100 yr storm events in drainage area DA2a,
DA123B, and DA3a.
DA2a is less in area than DA2 (predeveloped). DA3a is
less in area than DA3 (predeveloped). Areas from DA1,
2, & 3 (predeveloped) create DA1,2,3b in the post
developed conditions. This DA 1,2,3b area is routed
through the pond.
Target outflow volumes are determined from the
outfall point OUTDA123. Predeveloped peak discharges
from the 1,2,&100 yr strom events are used for the
allowable target discharge rate.
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 316.70 ft
Increment = .10 ft
Max. Elev.= 320.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Inlet Box R1 ---> TW 319.200 320.000
Inlet Box R2 ---> TW 319.200 320.000
Inlet Box RO ---> TW 319.200 320.000
Orifice-Circular 00 ---> TW 316.750 320.000
TW SETUP, DS Channel
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 12:48 PM 8/31/2006
Type.... Outlet Input Data
Name.... Outlet DA123b
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Title... Project Date: 7/20/2006
Project Engineer: Ed Kubrin
Project Title: Aardvark Holly Springs
Project Comments:
Post developed conditions and discharge for 2, 10,
and 100 yr storm events in drainage area DA2a,
DA123B, and DA3a.
DA2a is less in area than DA2 (predeveloped). DA3a is
less in area than DA3 (predeveloped). Areas from DA1,
2, & 3 (predeveloped) create DA1,2,3b in the post
developed conditions. This DA 1,2,3b area is routed
through the pond.
Target outflow volumes are determined from the
outfall point OUTDA123. Predeveloped peak discharges
from the 1,2,&100 yr stoom events are used for the
allowable target discharge rate.
OUTLET STRUCTURE INPUT DATA
Structure ID = R1
Structure Type =
------------------- Inlet Box
--

# of Openings = ---------------
1
Invert Elev. = 319.20 ft
Orifice Area = 3.6000 sq.ft
Orifice Coeff. _ .600
Weir Length = 4.50 ft
Weir Coeff. = 3.330
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Orifice H to crest= Yes
Page 1.01 16 /I
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 12:48 PM 8/31/2006
Type.... Outlet Input Data Page 1.02 JG_.
Name.... Outlet DA123b
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Title... Project Date: 7/20/2006
Project Engineer: Ed Kubrin
Project Title: Aardvark Holly Springs
Project Comments:
Post developed conditions and discharge for 2, 10,
and 100 yr storm events in drainage area DA2a,
DA123B, and DA3a.
DA2a is less in area than DA2 (predeveloped). DA3a is
less in area than DA3 (predeveloped). Areas from DA1,
2, & 3 (predeveloped) create DA1,2,3b in the post
developed conditions. This DA 1,2,3b area is routed
through the pond.
Target outflow volumes are determined from the
outfall point OUTDA123. Predeveloped peak discharges
from the 1,2,&100 yr strom events are used for the
allowable target discharge rate.
OUTLET STRUCTURE INPUT DATA
Structure ID = R2
Structure Type =
-----
- Inlet Box
--
-
----------
# of Openings = -----------------
1
Invert Elev. - 319.20 ft
Orifice Area = 2.4000 sq.ft
Orifice Coeff. _ .600
Weir Length = 3.00 ft
Weir Coeff. = 3.330
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Orifice H to crest= Yes
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 12:48 PM 8/31/2006
Type.... Outlet Input Data Page 1.03
Name.... Outlet DA123b
F= ... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
f1D/j ",
Title... Project Date: 7/20/2006
Project Engineer: Ed Kubrin
Project Title: Aardvark Holly Springs
Project Comments:
Post developed conditions and discharge for 2, 10,
and 100 yr storm events in drainage area DA2a,
DA123B, and DA3a.
DA2a is less in area than DA2 (predeveloped). DA3a is
less in area than DA3 (predeveloped). Areas from DA1,
2, & 3 (predeveloped) create DA1,2,3b in the post
developed conditions. This DA 1,2,3b area is routed
through the pond.
Target outflow volumes are determined from the
outfall point OUTDA123. Predeveloped peak discharges
from the 1,2,&100 yr strom events are used for the
allowable target discharge rate.
OUTLET STRUCTURE INPUT DATA
Structure ID = RO
Structure Type =
-
-------------- Inlet Box
--
--
# of Openings = -----------------
1
Invert Elev. = 319.20 ft
Orifice Area = 3.6000 sq.ft
Orifice Coeff. _ .600
Weir Length = 9.50 ft
Weir Coeff. = 3.330
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Orifice H to crest= Yes
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 316.75 ft
Diameter = 1.0000 ft
Orifice Coeff. _ .600
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 12:98 PM 8/31/2006
Type.... Outlet Input Data
Name.... Outlet DA123b
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
Title... Project Date: 7/20/2006
Project Engineer: Ed Kubrin
Project Title: Aardvark Holly Springs
Project Comments:
Post developed conditions and discharge for 2, 10,
and 100 yr storm events in drainage area DA2a,
DA123B, and DA3a.
DA2a is less in area than DA2 (predeveloped). DA3a is
less in area than DA3 (predeveloped). Areas from DA1,
2, & 3 (predeveloped) create DA1,2,3b in the post
developed conditions. This DA 1,2,3b area is routed
through the pond.
Target outflow volumes are determined from the
outfall point OUTDA123. Predeveloped peak discharges
from the 1,2,&100 yr strom events are used for the
allowable target discharge rate.
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge --- ---
-------------------
Elev. Q TW E lev Error
ft
-------- cfs
------- ft +/-ft
-------- ----- Contributing Structures
---------------

316.70
.00
Free
Outfall
None -----------
contributing
316.75 .00 Free Outfall None contributing
316.80 .00 Free Outfall 00
316.90 .07 Free Outfall 00
317.00 .16 Free Outfall 00
317.10 .39 Free Outfall 00
317.20 .62 Free Outfall 00
317.30 .91 Free Outfall 00
317.40 1.23 Free Outfall 00
317.50 1.59 Free Outfall 00
317.60 1.97 Free Outfall 00
317.70 2.38 Free Outfall 00
317.80 2.80 Free Outfall 00
317.90 3.05 Free Outfall 00
318.00 3.27 Free Outfall 00
318.10 3.49 Free Outfall 00
318.20 3.68 Free Outfall 00
318.30 3.87 Free Outfall 00
318.40 4.05 Free Outfall 00
318.50 4.23 Free Outfall 00
Page 1.05
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 12:48 PM 8/31/2006
Type.... Composite Rating Curve
Name.... Outlet DA123b
Page 1.06 Title... Project Date: 7/20/2006
Project Engineer: Ed Kubrin
Project Title: Aardvark Holly Springs
Project Comments:
Post developed conditions and discharge for 2, 10,
and 100 yr storm events in drainage area DA2a,
DA123B, and DA3a.
DA2a is less in area than DA2 (predeveloped). DA3a is
less in area than DA3 (predeveloped). Areas from DA1,
2, & 3 (predeveloped) create DA1,2,3b in the post
developed conditions. This DA 1,2,3b area is routed
through the pond.
Target outflow volumes are determined from the
outfall point OUTDA123. Predeveloped peak discharges
from the 1,2,&100 yr strrm events are used for the
allowable target discharge rate.
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge - ---- ---- ---- ------------
Elev. Q TW E lev Error
ft
-------- cfs
------- f
----- t +/-ft
--- ----- Contr
------ ibut
- ing
- Structures

318.60
4.39
Free
Outfall
00 -
-- -
-- ------------
318.70 4.55 Free Outfall 00
318.80 4.71 Free Outfall 00
318.90 4.86 Free Outfall 00
319.00 5.00 Free Outfall 00
319.10 5.14 Free Outfall 00
319.20 5.28 Free Outfall R1 +R2 +RO +00 cy_-
319.30
319.40 6.68
9.12 Free
Free Outfall
Outfall R1
Rl +R2
+R2 +RO
+RO +00
+00 o
L 1 (Z`L,.\rCLAPW
C
119.50 12.24 Free Outfall R1 +R2 +RO +00
319.60 15.90 Free Outfall R1 +R2 +RO +00
319.70 20.04 Free Outfall R1 +R2 +RO +00
319.80 24.61 Free Outfall R1 +R2 +RO +00
319.90
320
00 29.56
8 Free
F Outfall
O
tf
ll R1
R1 +R2 +RO
O +00
00
?
&M-W-L6rcY
16
f Ok
Q " t ?' I G?S
. ?4 ,
§ ree u
a +gZ +R + K-
y
-
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 12:48 PM 8/31/2006
320
319
318
w
317
316
Elev. vs. Flow
Outlet DA123b
Flow (cfs)
40
Outlet DA123b
0 10 20 30
Type.... Target Outflow Volume Estimates Page 0.01
Name.... PONDDA123
File.... I:\CIVIL\PONDPACK\POST DEVELOPED\POSTDA23TEST2.ppw
DETENTION STORAGE ESTIMATES -- Target Peak Outflow Rate
Return Peak In Target Lower
Events (cfs) (cfs) (ac-ft)
--------

10 -----------
56.693
115.440 ------------------ bl?,
9.198 2.4 @ L`L.314.q PO?jD 1!OL ° Z,!?rAc.F'r
41. 933 2.739 9_ Lc43y0.0 F bmP VOL = 3. 2ZbcPT- OK
100 224.448 121.526 1
CALCULATION TIME RANGES
Lower
Return From To
Events (hrs) (hrs)
--
--------
2 -------
11.82 ----
13.43
10 11.95 12.79
100 12.01 12.59
4-
S/N: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 4:52 PM 8/29/2006
HOLLY SPRINGS N.C.
PN 22COl16S CAMPUS A POND "BORROW AREA" CALCULATIONS 8/30/2006
PeaK Attenuat ion 5tora e
BO RROW END AREA
ELEVATION AREA DIST AVG. AREA sf) VOLUME c
316.75 26726
0.65 33373 21692.45
317.4 40020
1.6 42941.5 68706.4
319 45863
0.4 46436 18574.4
319.4 47009
0.6 47869 28721.4
320 48729

TOTALS 170620 137695
AC-FT 3.16

N TE
1. Volume ava ilable 3.1 6 AC-FT is greater than volume re quired of 2.73 AC-FT.
10 r redevelo ed discharged/1 0 r post devefo ed stored .

Elevation 314 is the water quality permanent pool elevation.
Elevation 316.75 is to of storage for water 1" water quality pool

3. Elevation 320 is the invert elevation of the emergency s illwa .

Profile 1 1(o 1+2 6
Scenario: Base
Pond Outlet
fl,---
320.00
315.00
- 310.00 Elevation (ft)
- 1 305.00
300.00
2+00
Station (ft)
Title: Aardvark Holly springs Project Engineer: EJK
i:\civil\pondpack\pondoutlet.stm StormCAD v5.6 [05.06.012.00]
08/31/06 01:14:56ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
0+00 1+00
Calculation Results Summary
Scenario: Base
>>>> Info: Subsurface Network Rooted by: 0-1
>>>> Info: Subsurface Analysis iterations: 1
>>>> Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I
I I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth I
I I I I Flow I Flow I (?) I (ft) I (ft) I
I I I I (cfs) I
-
-
--
---- (cfs) I
---------- I
------------ I
--------I
--------I
--I---
--
-
I-------I---------------I------------ -
I
I Riser I Generic Inlet I Generic Default 100% 1 0.00 1
-------------------------------------------------------------- I
0.00 1
----------- I
100.0 1
------------- 0.00 1
--------- 0.00 1
---------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I (cfs) I
-
------
-------- I-------- I
---------- I (ft) I
----------- (ft) I
------------I
I-------I---------- I--------- I--
-
I
I
I P-1 1 1 130 inch I Circular 1 180.00 1 34.90 1
----------------------------------------------------------- 16.67 1
----------- I
310.01 1
------------ 301.11 1
-------------
I Label I Total I Ground I Hydraulic I Hydraulic I
I ( System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I ( (cfs) I
---
--
-------- I
----------- (ft)
----------- I (ft) I
I -----------I
I
-
I-
I
1 0-1 1 34.90 1 I
314.00 1 300.00 1 300.00 I
I Riser 1 34.90 1
------------------ 320.00 1
------------ 310.54 1
------------ 310.01 1
------------
Completed: 08/31/2006 01:12:08 PM
Title: Aardvark Holly springs Project Engineer: EX
i:\civil\pondpack\pondoutlet.stm StormCAD v5.6 (05.06.012.00]
08/31/06 01:14:3tntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1

Wet Detention Pond Emergency Spillway
Project Description
Friction Method
Solve For
Input Data
Roughness Coefficient
Channel Slope
Normal Depth
Left Side Slope
Right Side Slope
Bottom Width
Results
Manning Formula
Discharge
0.030
0.07000 ft/ft
1.00 it
3.00 Wit (H:V)
3.00 ft/ft (H:V)
15.00 ft
Discharge 210.68 ft3/s
Flow Area 18.00 ft2
Wetted Perimeter 21.32 ft
Top Width 21.00 ft
Critical Depth 1.63 it
Critical Slope 0.01233 ft/ft
Velocity 11.70 ft/s
Velocity Head 2.13 ft
Specific Energy 3.13 it
Froude Number 2.23
Flow Type Supercritical
PYF,,,)nput Data
Downstream Depth 0.00 it
Length 0.00 ft
Number Of Steps 0
o'v Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
9/21/2006 10:49:52 AM
0.00 ft
0.00 ft
infinity ft/s
Infinity fUs
1.00 ft
1.63 ft
0.07000 ft/ft
0.01233 ft /ft

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.00]
27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 1

Appendix A
Calc. #1 Pre & Post Conditions Maps
Wet Detention Pond Plan
r---------------------------
?
I
I
\? I
I
1
1
I
I
I
I
I
r-------------------------------
I
I
I
I
I
I
I
I
I
1
I
i
I
I
I
I
I
I
I
I
I
I
I
I
i
I
I
I
I
I
--- - - --------------------------------------------- ------ --- ----- l
A
-.... rarEs
LAW USE DESOUTION
w' O w.
A

Ic

P-T
gg ?' ? ? .
4
$ ? / '
\ ? - Ewa ?.'>ti?n? 4..
fiY : ..
/• ???.,.?
,

`

` -
3S O At
'
-

(1) NOVARTIS

? rwvwaT¢ vwccn+ts a Ducwsrla
?/?

4EV Mff
aCesioa
?
. oESC
t
??? ?
/ .necl: USFcc

//
?1eD M TEa . R
Owe ?Y -5 pm mom: STORMWATER MANAGEMENT
[T ?M
POST DEVELOPMENT PLAN
Q?
41
ssw.
?G
?
scat
woes
«ueo,
ssw?w w
s
l
•
?}S ?
sp ?[?
Cf 22COTI-xx 00-C-40-99-12 A

r-----------------------------------------------------------------------------------------------?

I
I
`\ T
-51
?c
I ?w \ ;
\ . LE 3213
/
I q \
I
I \ f ?
%
I b= j
I ao \
E / I X, 1
REV DATE REM4p1 DESCRIPTION APPROVED REV DATE REVISION DESCRIPTION
I A 09/20/06 DESIGN STATUS
GENERAL NOTES
a s m-c-r-wa's a.arowrs
• ass-a-s-w-n w rn.a msaa a°i4 .o m ? rs no
I

? it I
I
I
I
t
/ I

t
/. I

I

I

/- 1
? I
I
I
I
I
?I

I ' as2w
m JAICOBS c u?°°'aa j
I o
NO VART I S
NOVAATIS VACCINES & DIAGNOSnCS
I
I - NS GRHNOKtPAKwAx
MOLLY SPRNDS. MORMfXOINA I
PRaECT: USFCC I
MME DATE TITLE:
ORIGINATOR CIVIL
IVIL
DRARN SITE
LEAD
Q, PRa. ENC. ENLARGED PLAN - DETENTION POND I
Q OEYT. MDR. . I
OUAUTr
SCALE PROJECT NUMBER DRAVANG NU1EIER REV

NOTED
22COl1
00-C-30-99-20
A I
I

CI1pD iRE W. 00-C-30-99-20.DVM• I
FP
O
L-------------------------------------------
Appendix B
Calc. #1 Soils Map
Vegetative Analysis Map

VIA
i
4
-j
a
QZ
I.?
r
Q.
U)i 0.
LEGEND G 2
NOTES: al 0)
SYM SOIL NAME LIMITATION LIMITING FACTORS MAYODAN SERIES: M W
AtA ALTAVISTA SLIGHT NONE THE MAYODAN SERIES CONSISTS OF GENR Y SLOP4 C TO MOOERATELY STEEP. WELL 1. SOILS INFORMATION TAKEN FROM USDA SOIL AY J
DRNNED SOILS THAT APE DEEP OR MODERATELY DEEP OVER HARD ROCK. THESE CONSERVATION SERVICE SOIL SURVEY FOR WAKE COUNTY,
SOILS ME ON ROUNDED DIVIDES THAT HAVE A DIFFERENCE N ELEVATION OF ABOUT
® a
WE MAYODAN MODERATE SLOPES > 159. 50 FEET BEIWEEN IHE HIGHEST AND LOWEST POINTS. THEY OCCUPY LARDS AREAS NORTH CAROLINA, ISSUED NOVEMBER, 1970, YAP ?S 82 AND Z
IN THE WESTERN PART OF THE COUNTY. WHERE THEY HAVE FORMED UNDER FOREST- B3. C
all
THE MATERIAL IN vMICH THEY FORDED HAS WEATHERED FROM S-DSYDVE
Mg8 MAYODM' MODERATE COARSE FRAGMENTS MUDSTONE. AND SHALE OF TRIASSC AGE. THE WATER TABLE RETAAWS BELOW THE L > J
T--; ra
Mg82 MAYODAN MODERATE COARSE FRAGMEN IS SOLI.
YAI O
'A9R5NAS SERIES: N
MqC MAYODAN MODERATE COARSE FRAGMENTS
THE L DRAINED SERIES CONSISTS OF NEARLY ';EVEL AND SOAS SLOPING. DEEP.
MgL2 MAYODAN MODERATE COARSE FRAGMENTS TIMOOtI HOOUTMC COUNIT All DTTHEN HEADS OFSIXUWn EWS ON FOOT SLOPES, AND
IN SLIGHT OPPRESSIONS THEY NAME FORMED UNDER FOREST N TRAARO TEO 0
MyC MAYODAN SLIGHT NONE MATERIAL MO N MATERIAL WEAT1ERED FROM MOST KINDS OF ROCKS UFBTERLYING FOR REVIEW ONLY- _
1H5 AREA A SEASONALLY HIGH WATER TABLE IS APPRO_TELY AT THE 9JRFAM NOT FOR CONST'RUCT'ION
L? My0 NAYOOAN MODERATE SLOPES > 107. DRAWING
® ALTAVISTA ARIES: GRAPHIC SCALE SHFEr
MfD2 uAY00AN MODERATE ROPES > 10% I'81S OpATPDi('4lw PROPERTY OF.
® THE ALTAVISTA 5EWES COMWS OF NEARLY LEVEL AND GENTLY ROPING. DEEP. I Ne • a A {r:y ._ 9P=kWg I Nm PA C
ACES THE AREAS ARE ? ?r•ti?MTw? la ?/-2.O
W WORSHAY SEVERE FLOODING/HIGH WATER TABLE MODERATELY WELL DR'"" ON.yDR STKAN TERR
y FAIRLY LARGE AND ARE NEAR SO . THE SAND STREAMS IW THE COUNTY. THE ON'
Y?a?W? N?FA?M ?? AMLCT NA6ER
.AVE FIXtYFD N ALLUVIAI. L DEPOSITS UNDER FOREST vEGETPI ON. A SEASONAL HIGH
WATER TABLE IS AT A DEPTH OF APPROMMATELY 2 FEET. 236-00

01
I
9
(I

)1a. M)a1nFVFa)OIV 41y?pa uiM M4)Yau.M in Vl i)VFV F>! 1)?? •1 e
I
I
?JE CALCULATION COVER SHEET
PROJECT USFCC JOB NO. 22CO1103 DEPARTMENT Civil
CLIENT Novartis Vaccines & Diagnostics CALC. NO. C-4
SUBJECT BMP Wet Detention Pond - Sediment Basin Calculations
ORIGINATOR Ed Kubrin DATE 9/06
CHECKER Tim Horstman DATE 9/06
84 =
GI
11A NCE h
PURPOSE OF ISSUANCE
REV
NO. PAGES DESCRIPTION ORIG. DATE CHKD. DATE APRV. DATE
A 9 Issued for Permitting and
Information

-COMMENTS: These calculations are in support of an application for a 401 Certification to the North Carolina
Division of Water Quality.
Calc Cover-BMP Pond Sediment Basin.DOC 02/19/96
Calculation #4
Sediment Basin Calculations
I-

Project: Novartis USFCC
Location: Holly Springs, N.C.
Date: 8/31/2006
Subject: Erosion Control Sediment Basins
The following calculations for Sediment Ponds follows the "Town of Holly Springs Engineering Design
and Construction Standards", Section 4.03 F and NCDENR Erosion and Sediment Control
Planning and Design Manual.
1. Rational Method Discharge from a 10 yr storm
Values determined from "Stormwater Design Manual" Wake County.
Sed. Basin "C" "I" Area Ac "Q" Discharge (cfs)
DA1,2,3b 0.5 4.1 26.2 53.71
Note: "C" coefficient of land use use is based on "Graded Clayey Soil, 0-5%". C=0.50
"I" detemined from the 10 yr, storm event with a time duration of 25 minutes.
See attached sheets for determination of "C" , "I", and "A"
2. Minimum Storage Capacity
Sed. Basin Drainage Area Min. Vol CF/Ac Volume Required Volume Available
DA1,2,3b 26.2 1800 47160 147423
Volume available from elevation 308 to elevation 316.75
3. Minimum Surface Area
Surface Area Required
Sed. Trap "Q" Discharge (cfs) A=0.01 "Q (SF) Surface Area Available
DA1,2,3b 53.71 23396 26726
Surface area available at elevation 316.75
"Q" in surface area required, is the discharge from the 10 yr storm event.
4. Principal Spillway Capacity
Sed. Trap Reqd. Capacity Capacity Available
DA1,2,3b 5.24 34.86
The "Capacity Available" is for the permanent wet detention pond (See Calculation #1).
5. Emergency Spillway Capacity
10 r
Sed. Trap Discharge (cfs) Capacity Available
DA1,2,3b 53.71 210.68
The "Capacity Available" is for the permanent wet detention pond (See Calculation #1).
I:\CIVIL\STORMWATER MANAGEMENT CALCS\Calculation #4 - Sediment Basins\SedBasin.xls
Woodlands 0.20-0.25
Parks, cemeteries 0.25
Playgrounds 0.35
Lawns:
Sandy soil, flat, 2% 0.10
Sandy soil, average, 2 - 7% 0.15
Sandy soil, steep, > 7% 0.20
Clay soil, flat, 2% 0.17
Clay soil, average, 2 - 7% 0.22
Clay soil, steep, > 7% 0.35
Graded or no plant cover
Sandy soil, flat, 0 - 5% 0.30
Sandy soil, flat, 5 - 10% 0.40
Clayey soil, flat, 0 - 5% 0.50
Clayey soil average, 5 - 10 r- - 0.60
Residential:
Single-family (R - 4) 0.50
Single-family (R - 6) 0.55
Multi-family (R-10) 0.60
Multi-family (R - 20) 0.70
Multi-family (R - 30) 0.75
Business:
O & 1 (I, II, 111) 0.85
11 & 12 0.85-0.95
Shopping Centers 0.85-0.95
Streets:
Gravel areas 0.50
Drives, walks, and roofs 0.95
Asphalt and Concrete 0.95-1.00
It is often desirable to develop a composite runoff coefficient based on the percentage of different types of
surfaces in the drainage areas. Composites can be made with the values from Table 2.2 by using
percentages of different land uses, as illustrated in Equation.2.2. In addition, more detailed composites
can be made with coefficients for different surface types such as roofs, asphalt, and concrete streets,
drives and walks. The composite procedure can be applied to an entire drainage area or to typical
"sample" blocks as a guide to the selection of reasonable values of the coefficient for an entire area.
Composite C =
C1*A1 + C2*A2 +... Cx*Ax
(2.2)
Al+A2+...Ax
2.2.3 Rainfall Intensit
The rainfall intensity (1) is the average rainfall rate in in./hr for a duration equal to the time of concentration
for a selected return period. Once a particular return period has been selected for design and a time of
concentration calculated for the drainage area, the rainfall intensity can be determined from the intensity-
duration-frequency (IDF) data for the City of Raleigh given in Table 2.3.
I'"?OrYI : ?4?`/'2?.Ja.lBr ?/?Sr4n ? -/?.n?a? •.
C,'fy OT ?4%c'i?ri cUJ
4-Ai
M
09
Z
sr
i
?W
F=
- 0
Figure 2.1
Rational Formula - Overland Time of Flow Nomograph

Z?-M itJ5- ?- ?a V
Table 2.3. Intensity - Duration - Frequency Table
City of Raleigh North Carolina
Fre uenc rs
Duration 2 5 10 25 50 100
5 min 5.76 6.58 7.22 8.19 8.96 9.72
10 4.76 5.54 6.13 7.01 7.71 8.40
15 4.04. 4.74 5.25 6.03 6.64 7.24
20 3.47 4.12 5.42 5.93 6.47
30 2.70 3.28 3.71 4.32 4.80 5.28
40 2.28 2.77 3.70 4.08 4.48
50 1.94 2.38 2.71 3.19 3.53 3.88
60 1.70 2.12 2.41 2.84 3.17 3.50
90 1.22 1.52 1.74 2.06 2.29 2.53
2 hr 0.95 1.20 1.37 1.62 1.81 2.00
3 0.71 0.89 1.02 1.21 1.35 1.50
6 0.44 0.56 0.65 0.77 0.86 0.96
12 0.26 0.33 0.39 0.46 0.52 0.57
24 0.15 0.19 0.22 0.27 0.30 0.33
U I ria, 3.6 4.510 S .2 6 ? . O -1.?- 1,611-
(Developed by Dr. H.R. Malcom, North Carolina State University, Dept. of Civil Engineering, and the
authors based on NOAA HYDRO-35 and USWB TP-40)
2.2.4 Time Of Concentration
Use of the rational formula requires the time of concentration (tc) for each design point within the
drainage basin. The duration of rainfall is then set equal to the time of concentration and is used to
estimate the design average rainfall intensity (1). The time of concentration consists of an overland flow
time to the point where the runoff enters a defined drainage feature (i.e., open channel) plus the time of
flow in a closed conduit or open channel to the design point.
There are several acceptable methods for calculating the time of concentration, including a simple
nomograph for use with the rational formula or the use of routing equations such as the kinematic wave or
Kirpich equations.
2.2.4.1 Simple Nomograph
Figure 2.1 is a simple nomograph that can be used to estimate overland flow time. For each drainage
area, the distance is determined from the inlet to the most remote point in the tributary area. From a
topographic map, the average slope is determined for the same distance. The runoff coefficient (C) is
determined by the procedure described in a subsequent section of this chapter.
To obtain the total time of concentration, the pipe or open channel flow time must be calculated and
added to the inlet time. After first determining the average flow velocity in the pipe or channel, the travel
time is obtained by dividing velocity into the pipe or channel length. Velocity can be estimated by using
the nomograph shown on Figure 2.2. Note: time of concentration cannot be less than 5 minutes.
2.2.4.2 Kinematic Wave
Another method that can be used to determine the overland flow portion of the time of concentration is
the "Kinematic Wave Nomograph - Figure 2.3." The kinematic wave method incorporates several
variables including rainfall intensity and Manning "n". In using the nomograph, the engineer has two
unknowns starting the computations, the time of concentration and the rainfall intensity. The problem is
attempting to determine a rainfall intensity, which in turn actually determines the time of concentration.
Thus, the problem is one of iteration. A value of "I" must be assumed, compute a time of concentration
and then check back to see if the rainfall intensity that was assumed is consistent with the rainfall
ti
J
HOLLY SPRINGS N.C.
PN 22COl 16S CAMPUS A POND "BORROW AREA" CALCULATIONS 8/30/2006
Sediment Basin Storage
BORROW END AREA
ELEVATION AREA DIST AVG. AREA s VOLUME c
308 4082
3 14034.5 42104
311 9081
3 22857 68571
314 18988
1 10881.5 10882
315 21763
2.75 13363 36748
316.75 26726

up-fAck A

V®W VIA i

TOTALS 61136 158304
AC-FT

NOTES

?6 .

Type.... Composite Ratinq Curve
Name.... Outlet DA123b
Page 1.06

Title... Project Date: 7/20/2006
Project Engineer: Ed Kubrin
Project Title: Aardvark Holly Springs
Project Comments:
Post developed conditions and discharge for 2, 10,
and 100 yr storm events in drainage area DA2a,
DA123B, and DA3a.
DA2a is less in area than DA2 (predeveloped). DA3a is
less in area than DA3 (predeveloped). Areas from DA1,
2, & 3 (predeveloped) create DA1,2,3b in the post
developed conditions. This DA 1,2,3b area is routed
through the pond.
Target outflow volumes are determined from the
outfall point OUTDA123. Predeveloped peak discharges
from the 1,2,&100 yr strom events are used for the
allowable target discharge rate.
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
----- -------- Converge - ---- -------- ------------
Elev. Q TW Elev Error
ft
-------- cfs
------- ft +-/-ft
-------- ----- Contr
------ ibuting
------ Structures

318.60
4.39
Free Outfall
00 -- ------------
318.70 4.55 Free Outfall 00
318.80 4.71 Free Outfall 00
318.90 4.86 Free Outfall 00
319.00 5.00 Free Outfall 00
319.10 5.14 Free Outfall 00
319.20 5.28 Free Outfall R1 +R2 +RO +00
319.30
319.40 6.68
9.12 Free Outfall
Free Outfall R1
R1 +R2
+R2 +RO +00
+RO +00 O
,G slit
Li:?L
-119.50 12.24 Free Outfall R1 +R2 +RO +00
319.60 15.90 Free Outfall R1 +R2 +RO +00
319.70 20.04 Free Outfall R1 +R2 +RO +00
319.80 24.61 Free Outfall R1 +R2, +RO +00
319.90 29.56• Free Outfall R1 +R2 +RO +00
3gQ.0Q 34.8 Freg Outfall R1 +$2 +RO +00 T 16y? I ?GVV

P?21NGQe I. gPl?dV?? e???? ???$!.?
a-q 2 C? s
a-
4? 41.9 cis ay-
SIN: 68YXYWGYMXBD Bentley Systems, Inc.
Bentley PondPack (10.00.023.00) 12:48 PM 6/31/2006

Wet Detention Pond Emergency Spillway
Prgecf Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.030
Channel Slope 0.07000 ft/ft
Normal Depth 1.00 ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 15.00 It
"i'a-s llts
Discharge 210
68
l

Flow Area .
ft
/s G AQ AC I Ty AVA i 'lk
18.00 ft2
Wetted Perimeter 21.32 ft
Top Width 21.00 ft
Critical Depth 1.63 ft
Critical Slope 0.01233 ft /ft
Velocity 11.70 ft/s
Velocity Head 2.13 ft
Specific Energy 3.13 It
Froude Number 2.23
Flow Type Supercritical

Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0

Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.00 ft
Critical Depth 1.63 ft
Channel Slope 0.07000 ft/ft
Critical Slope 0.01233 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001
9/21/2006 10:48:52 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]
Page 1 of 1
I-
CALCULATION COVER SHEET
PROJECT USFCC JOB NO. 22C01103 DEPARTMENT Civil
CLIENT Novartis Vaccines & Diagnostics CALC. NO. C-7
SUBJECT BMP Wet Detention Pond - Outlet Protection Calculations
ORIGINATOR Tim Horstman DATE 9/06
CHECKER Mark Smith DATE 9/06
• ' 984 -
F?G 11,4
AM
/2000
PURPOSE OF ISSUANCE
REV
NO. PAGES DESCRIPTION ORIG. DATE CHKD. DATE APRV. DATE
A 7 Issued for Permitting and
Information

COMMENTS: These calculations are in support of an application for a 401 Certification to the North Carolina
Division of Water Quality.
Calc Cover-BMP Pond Outlet Protection.DOC 02/19/96
Calculation #7
Outlet Protection Calculations

OUTLET PROTECTION CALCULATIONS
The methodology used to design the outlet protection features is based on the "Erosion
and Sediment Control Planning and Design Manual" dated June 1, 2006 by a cooperative
effort between the North Carolina Sedimentation Control Commission, the North
Carolina Department of Environment and Natural Resources, and the North Carolina
Agricultural Extension Service. Specifically, Chapter 6.41 addresses the design of outlet
protection as well as 8.06.1.
The culvert pipe diameters (Do) and associated flows (Q) at each outlet was determined
using StormCAD software. Discharge Q is from the 10 year stonn event. See
calculation #1 for outlet 5 and calculation 42 for outlets 1 to 4.
Given the pipe diameter and the flow, Figure 8.06a is used to determine the average size
riprap (dso) as well as the length of the riprap apron (La). - See attached copies of Figure
8.06a for each case.
The apron width at the outlet pipe as well as at the end of the apron is determined using
Figure 8.06a.
The maximum stone diameter (d,,,ax) is = 1.5dso
The apron thickness ( 1.5 x d,T,ax) can be determined;
RESULTS:
Outlet Pipe Apron Average Apron Apron maximu Apron
Number dia. length stone width at width at m stone thickness
(Do) (La) size outlet end of diameter (1.5 x dm.)
(dso) pipe Apron (d,,,ax) _
= 3 x D,, = La + Do 1.5d5o
1 24" 18' 7" 6' 20' 11" 17"
2 and 3 12" 8' 4" 3' 9' 6" 9"
4 42" 23' 10" 10.5' 26.5' 15" 23"
5 3 0" 18' 7" 7.5' 9' 11 " 17"
45
29 CFS
GPp5E0G0.C6N??g,1w,. PY? i.-/ -/ ? `\ DIAMETER PIPE
Q= 94 CFS
" DIAMETER PIPE
?` 1,1 /' l \,, ?? ••\ 4 42
/ <V °y a ?? ??? \ x VAVA i°c POND OU'I LF.T
42 CF-? o\ \ a. 3 J° \ e1_ Y' I 30" DIANIL--TER i'IPL
$ ,J Qao Q j
\ Q = 6.6 CFS
/ 12" DIAMETER PIPE
J
\ \21
6.5 L J'`l
\\ 12" DIAMETER PIPS ? RIPRAP yIAP
r I
I
r
`? zo
to
0
50 100
Discharge (ft3/sec)
l9 cis
a?
2 N
U)
f0
a
1 ?
Curves may not be extrapolated.
? =',Z 9 cis
RIP RAP 3 0
Outlet IW = Do + La
diameter (Oo)
pipe 1
4&1 Wd ter < 0.5Do

o? Pp?o6
Design of Riprap Apron under Minimum Tailwater Conditions
(Source: USDA, SCS, 1975)
30,. ----TT
8

Curves may not be extrapolated.
R[PRAP ®A??®
Design of Riprap Apron under Minimum Tailwater Conditions
(Source: USDA, SCS, 1975)

i
3 0
Outlet IW - Do + l a
diameter (Do)
Pipe
ilwater < 0.5Do
?l
20
to
0
l\,alt,'? 7
01 Pp 60
t3``o??J?, t I ? I ? I? I (I I? I III I I_.
a?
z
_ a
1 ?
50 00
Discharge (it3/sec) 94 CF5
Curves may not be extrapolated.
Q = 9-f Cfs
-9,2 „0 PIP-r

Design of Riprap Apron under Minimum Tailwater Conditions
(Source: USDA, SCS, 1975)

3D„ /-FT
1?
2
N
N
ro
a
0
/i
Curves may not be extrapolated.
Q = 9Z c-s
RiPRFlP ?S)
Design of Riprap Apron under Minimum Tailwater Conditions
(Source: USDA, SCS, 1975)