20080301 Ver 1_Stormwater Info_20080509

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zoo South Tryon Street, Suite 1400 Charlotte, NC 28202
704 376 1555 704 376 7851 www.colejeneststone.com
W3 - o 3,o 1
CceJenest
& Stone
Shap - ; the Environment
Reali g the Possibilities
Land Planning
Landscape Architecture
Civil Engineering
Urban Design
Charlotte
Raleigh
Wilmington
TRANSMITTAL
Date: May 8, 2008
Reference: 3362 - Austin Village - Retail Center
Attention: Ms. Annette M. Lucas
Company: North Carolina Department of Environment and Tel: [phone]
Natural Resources
401 Oversight/Express Permitting Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, North Carolina 27604
We Are
Transmitting:
® Herewith ? Under Separate Cover
Copies Dated Description
2 sets 03/14/08 Sheets CV0.0, CV1.0, CV2.0, CV2.1, CV3.0,
CV4.0, CV6.0 CV7.0, CV7.1, CV7.2, ZM 1
2 03/14/08 Sheet CV3.1 - Partial Plan
2 03/14/08 Calculations For: Water Quality Pond, Storm
Drainage System, Sediment Basin
1 05/04/06 Soils Report ESP Associates, PA
1 02/12/08 401 Certification Application (Copy)
2 --- Supplement Form and O&M agreement
1 03/06/08 401 Approval Letter(Copy)
2 04/21/08 Sheets CV5.0 - CV5.11
2 --- Water Quality Pond Drawing 11" x 17"
Transmitted ? Mail ® Overnight ? Courier ? Hand Delivery ? Pick-Up
Via:
? For Approval ® For Your Use ? As Requested ? For Review
Remarks: Kindly find the attached plans and documents for your review.
Please call with any questions or comments.
By:
.'.Prt^,? ? r iles'3 E I ` C7ui5`,troi?,10509k Ds?V(?. F4?ins.d?r,
smm5^ r-
cc: Ms. Aimee Davenport - Crosland
Mr. David L. Smith - Crosland
Mr. Brian C. Jenest, RLA - CJS
Mr. W. Larry Lockhart Jr., PE - CJS
Mr. David T. Baker, PE - CJS
MAY 9 2008
DENR vvJ i Ek jvA,114
WETLANDS AND STO RMWATER BRANCH
08-Da0
Austin Village
commercial Center
Indian Trail, Union County
North Carolina
Joint Application Frain anti %ppor=ting Documentation j ar.
XlTIONlf`IDEPERMITS THATREQUIRENOTIFICA77ON'
TO CORPS OF E'VGLVEERS A,VD <VCDr.A-R
Prepared For
Mr. David Smith
Austin Village Retail, L:I.C.
227 West Trade Street, Suite 800
Charlotte, tiC 28202
Prepared Bv"
Leonard S. Rindner, PNVS
Environmental Planning Consultant
3714 Spokeshave Larne
Nlattllew-, NC 281 O
(704) 904-2 " 7-
February 12, 2008
CC?t l? `jT&STONE
A' 1 lt,
PROJ. NO.
Pa< 'e [ of 10
Corps Submittal Cover Sheet
Please provide the following info:

3
Project Name :5:.s it fiI la-7e coininer cal Cen.ve
dame of Property O. ner lpplieant Est .in ? ` lage e aid.
Name of Consultant/Agent: Leonard S. Rindner, PW
"Agent authorization needs to be attached.
4 Related/Previous Action M number(s): _
5. Site Address: lntersec ion of Ches-_nut Road and Potter Road
6. Subdivision Name: Aust in Vi l lage Commercial Center
7. City: Indian Trail
8. County:t3nion
9. Lat: 35.0681 N Long: 80.731C W (Decimal rl a I)]
10. Quadrangle Name: Matthews
UT of. West Fork Twelvemile Creek
I. I. Waterway:
12. Watershed: Catawba
13. Requested Action:
Nationwide Permit 9-18-, 12
General. Pen-nit #
_...... _ Jurisdictional Determination Request
Pre-Application Request
The following inforrnation will be completed by Corps office:
egr1es ease )
AID:
Prepare File Folder Assign number in QRIVI Begin Date
Authorization: Section 10 Section 404
Project Description' Nature of ActMty Project Purpose:
Site;Waters Namc:
Key,vords:
F-Office Use only: Form 4 r4u+n %tarch o
USAGE Action ILA No. D%VQ No.
tit anypartIcutar item Is not applicable to this pro-jecI, please enter "Not App ik?,i lle- or " \ , t
1. Processing;
Check all of the approval(s) requested tier this project:
X Section 404 Permit ? Riparian or Watershed Buffer Rules
[_. Section 10 Permit El
Isolated Wetland Permit from DWQ
`C 401 Water Quality Certification ? Express 401 Water Quality:' CertiFication
2. Nationwide. Regional or General Permit Number(s) Requested: Nationwide Permit #18,
Nationwide Permit #12 for off site sewer installation
3. If this notification is solely a courtesy copy because written approval f6r the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Ecosystem. Enhancement Program (NCEEP) is proposed
for mitigation of impacts,. attach the acceptance letter from NC EEP, complete section VIII,
and check here: NA
.i. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (sere the top of page 2 for further details),. check here:
II. Applicant Information
1. O) Nner`Applicant Information
Mr. David Smith
Austin Village Retail, LLC.
227 West Trade Street, Suite 800
Charlotte, NC 232(}2
Telephone Number Fax NunTber:
F -mall Address:
CP ?? 0 W R p
MAY 9 2008
DENR - WATER UUAUTY
WETLANDS AND STORMWATER BRANCH
Auent`Consultant Information (A signed and dated copy of' the Agent Authorization letter
must be attached if the Agent has signatory authority for they owner applicant.)
` afne: ..... Leonard ...___._Leonard S. _[ rt.....? P
'
Company Affiliation:_ _,-Leonard S._Rindnet. PI..t.C
1-Iailing Address: Wetlands and Environmental Planning Group
Swkeshave L.ane.:__ ? .
Matthews NC 23,105
_. _. . ...... ....... .... . _.............. _l_el;phone Number: 04 904 ?'-77 Fax __.._.....___. Fax Number. 704 347 01 8;
-._. _ ................. ..
F:-mail Address- W !?n t?inditcl.,??.?. ?ijjail.corn
Pave 2 of 10
Ill, Project information
:-attach a vicinity reap clearly showing the location of the property with respect to local
landmarks such as towns, risers, and roads. Also provide a detailed site plan : hok ing; property
boundaries and development plans in relation to surrounding properties. Beth the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible,. the maps and plans should
include the appropriate. USGS Topographic Quad Map and MRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
C.'SACE requires int6rmation to be submitted on sheets no larger than 1 I by 17-inch format;
however, DWQ may accept paperwork of any sire. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Austin ?,Jlla4;1ge Commercial Center
2, T.I.P. Project Number or State Project Number (NCDOT Only):
i. Property Identification Number (Tax PIN):
4. Location
Nearest Town: lndran.-Trail........ ..................
County: L, 7
Subdivision name (include phase, lot number):-__
Directions to site (include road numbers:"names. landmarks etc.): Intersection of Chestnut
Lune and Potter Road - see attached location rna
Site coordinates (For linear projects, such as a road or utility line. attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (fi digits minitnnutn): ' .0686"N _ 800//010 Ow
6. Property sire; (acres): l5 ?? aeies
7. N aive o f ne<u-est received- body o f w atcr: UT of West Twe.lve Nile Creek-
S. Rives Basin Cata _a......._._..
(Note. _ this must be one of North Carolina',, seventeen designated major river basins. The.
River Basin snap is available at hap: 1)?«.etir.state. _iic us,adinininiaos }
Q. Describe the existimi conditions on the site and Leneral land use in the vicinity, of the project
at the time of this application: Former disturbed agricultural land- _tievelo ping _eornmerc i_al
and residential areas.
11,1,2e . ,+r 1 {)
10. Dcscrih, the overall project in detail, including the type of equipment to be used __..`The
1?r<7ject'5.a_coinine cial cctiter onsist_ing o a ?roccry stare ancho <itid related stores, off c s,
and businesses, and stonnskater, treatmc,ntt_icilitic, to ,crvice a uro kk in, residential area _o
- - - ------- - -
Limon C_01.111tt_ Il,eacv corlstructic??, r ujprnerit w 1I_t,e titilizcd_
I I. Explain the purpose of the proposed N?ofk: De%c,lopment of engineering and storn)"'Ilkl*
rnana?_11c meat areas,,
IV. Prior Project History
If jurisdictional determinations and!or pcrcnits have been requested and:orr obtained for this
project (including all prier phases of the same subdivision) in the past, please explain. Include
the liSACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits.
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDO l` project,
list and describe permits issued for prior segments of the same T.I.P. project, along; with
construction schedules. A wetland___and streanl....delineation was conductedtbr tile site. This
information was utilized in the planninyand development ofthe ro osed_sitcelan `verification
to utilize Nationwide Permit #18 is_beinr; requested to facilitate construc.tion.ofa storrnwater wet
detention vond and littoral zones.,
V. Future Project Plans
Are any fixture permit requests anticipated for this project`.' If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
Additional permit are not expected for this orroject. If additional irnpac,ts are r e q_uirc cI C N. will
be submitted as required.
V1. Proposed Impacts to L titers of the C`nited States/NVaters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables belokv (e.g., culvert instalkition should be listed separately from
riprap dissipater pads). Be sure: to indicate if an impact is tentporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters. and all streams (intermittent and perennial)
should be shown on a delineation map. whether or not impacts are proposed to these systems.
k etland and stream evaluation and delineation k)nns should be included as appropriate,
Photographs may be included at the applicant's discretion. Ifthis proposed impact is strictly for
wetland oc' streax3x mitigation, list and describe the impact in. Section \'I[[ below. If additional
space is needed fir listing or description, please attach a separate sheet.
1. Prot ids: a tkritten description of the proposed impacts: .......... Impacts to wetlands are limited.
to less t_hanV I 10"' ?zcrc t)f lc?turbed wetlancls._associatec[_with a drained and in order to create

a stormwater management tactl_ity to treat , runoff kotrtthe project.The se e? lime will be
itnnle,mented in_accordaac,?:_w'th NWI) :-1?.
_'. Indi\ iduall} List wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, parading. till. excavation. flooding, ditching drainage, etc. For clams.
_ s p artly list impacts due to both structure and flooding.
......._
Weiland Impact _oc ted Nc ithin Distance to Area .o f'
Site I . forested. wetland marsh, lI)t) near Nearest Impact
Number f _ ype at Impact te.sm..
Ondic ate on neap) he bac;cous. boy etc.j E loodplaitt titream (acres)
- (cep-no) lhnear icc•t`t
t ?1CP CIS F?L?t1C {{ciiaurhed itsture) No 500 - 10:11-
Total Weiland Impact (acres) less than 1 10"' acre
t IOth
3. List the total acreage (estimated) of all existing wetlands on the property: Less than I IV'
acre.
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of till or culverts, dam
construction. flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls,. gabions, etc:.), excavation, ditching/straightening, etc. Ifstream relocation is proposed.
plans and profiles showing the linear footprint for both the original and relocated streams
must he included. To calculate acreage, multiply length X width, then dikide by 43,560.
PIu,e of IC)
j. lnditiidually list all open water impacts (including lakes, ponds, estuaries, sounds. Atlantic
Ocean and any ether water of the [.`,S.). open eater impacts include. but are not limited to
till, cxc i< ttion. dred Jn,-, flooding, drainage, bulkheads. etc.
Ot)en Water (rtipatct I i pu i Ft .u< h, ?1? r a af'
4Et,. ?;ui7tt?ir ? Name of l\ .itert?e?rl .-
(rt Ippirc ri,hi (t ? ?t Impact d ako perid, ,tiun,f. ha_?. Irnpact
1
Ondicate <m ntap)
_ t t
Tbttal Open Water Impact (acres)
6. List the cumulative impact to sill W,'Ifs rz n rho f' c roci tti„?-, n•„t4, tI-
_ _ ._._..:.
Stream Impact (acrcs)_..
Wetland Impact (acres):

-
_.......... . . . .................
-_
Open Water impact acres): ....,.. ...
C}, t) ac

t). l
Oac.

_-?
0.00 ac.
Total Impact to Waters of the U.S. (acres) t), 10 ac.
_..... . - .......... ___._ ................
Total Stream Impact (linear feet):
0 if
7. Isolated Waters
Do any isolated waters exist on the property? ? Yes X No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet), Please note that this section only
applies to waters that have specifically been determined to be isolated by the C.'S,?CE_
8. Pend Creation
if construction of a pond is proposed, associated wetland and stream impacts should he
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated oil any maps included with this application.
Pond to he created in (check all that apply): ? uplands ? stream ? wethtnds
Describe the method of construction (e.g... datll.enlbankment, excavation, installation of
draw-down valve or spillway, etc.):_____
Proposed use or purpose of pond (e.g.. livestock waterinu irrigation, aesthetic trout pond,
local stormwater requirement, etc) __s1tr rni4vatet in tctl?cnt tacilttje?_ are_t roposed
Current land use in file vicinity of the pond: _v
Size of watershed draining to pond: _ _ _ - Expected pored surface area
V[I. Impact Justification (Avoidance and Minimisation)
Specifically describe measures taken to avoid the proposed impacts. It may be ttsefitl to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drm ings of alternative, lower-impact
site Iayouts, and explain why these design options were not fusible. Also discuss how impacts
were minitnizcd once the desired site plan vas developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.

tnpaets, arc limited to leas than l lt> __.
hcc TN ,torrrtc4 itLr end is Strat? j1c zllrwEf?7czttedstc?rr??inrrnir?iru?7?In a ?tct? to,?t}r ? i j?rrcultur ?l ?c 7?c1
por?d an(] t! 4trear?l,
downstream from tile „er ect ,ite
VIIL Mitigation
Dk,V Q - In accordance with 15A N CAC 211 .0500. mitigation may be requited by the NC,
Division 0C Water Quality for projects imolvun(, greater than or equal to one acre of impacts to
fiLshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACK -- In accordance with the Final Notice of Issuance and 'Modification of NatiomvIde
Permits, Published in the Federal Register Oil January 15. 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate all(] practicable include,
but are not limited to: reducing the size of the project, establishing and maintaining wetland
ancLor upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same: watershed. 4
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USAGE: or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NC'EE: I concurrence; shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for streall) restoration in DWQ's
Draft Technical CiLrrde for Stream tVork in
North Carolina, available at
hItp: Jl1?E Cill st_SCAIC._uV; nct? ?tl tndl4?str (le.lttrtll..
1. Provide a briet'description of the proposed mitigation plan. The description Should provide
as much information as possible, including, but not limited to- site location (attach directions
and or map.. ifof site), affected stream an([ river basin. type and amount (acreage` linear feet)
of mitigation proposed (restoration, enhancement. creation, or preservation). a plan view,
preservation mechanism (e.g., deed restrictions. conservation easement. etc.), and a
description of the current site conditions and proposed method of construction. Please; attach
a separate sheet if more space is needed.
lm?acts arc. limited_to less than _l 10`r',_acre _gfdrtiturhecl ? tl??nds,_ _signiticant stc7rm?at r
pond with littoral./one s pru.pqstd,
', ,Mitigation in v also be made by payment into the'tiorth Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the ZCEEP at
[phone] to determine availability. and written appro%ai fiom the NCEE P indicating
that they are ",III to accept pa rnent for the mitigation "'List be attached to tills farm. For
additional intorrnation regarding the application process for the \C EI P, check the 1C'Ef:P

ti4ebsite at 11m):__lj't, rtt 4tate.nc.u. 11\ IT irx!, --h1 !r:. If use of the is proposed. please
check the appropriate: box on page tine and pro%'tde the f6llotving, inf?rmation:
Amount ofstream mitigatit}n requested (linear fret
?ttlount of buffer mitigation requested (square t?-et)_
,:Amount ofRiparian wetland mitigation requested (acres):-
?t?tt?unt oftion-riparian wetland mitigation requested (acres):
Amount ofCoastal wetland mitigation requested (acres)
IX. Environmental Documentation (required by DIVVQ)
1. Does the project involve an expenditure of public (federal, state local) funds or the use of
public (federal/;state) land'' Yes ? No X
_'_ If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA:`SEPA)''
Note: It' you are not sure; whether a NE:PA SEPA document is required,. call the SEPA
coordinator at (E)li)) 733-5083) to review current thresholds for etivironmental documentation.
Yes? No?
?. It yes. has the document review been finalized by the State Clearinghouse'? If so, please
attach a copy of the NEPA or SEPA final approval letter. Y'es ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DtiVQ)
It is the applicants (or agent's) responsibility- to determine. delineate and neap all impacts to
required state and local buffers associated with the project. The applicant must also provide
,justification fir these impacts in Section VII above, All proposed impacts must be listed herein.
and must be clearly identifiable coil the accompanying site plan. All buffers must be shown oft a
map, whether or not impacts are proposed to the buffers. Correspondence froth the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
I. t4`ill the project impact protected riparian buffers identified within 151 NCAC 213 .023
(Meuse), 15A NCAC 2E3 .0259 (T°ar-Pamlico), 15A NCAC 02E3 .0'=13 (Catawba) l iA NC AC"
3I3 .0?50 (Randleman Rulers and kVater Suppty Buffer Require meats). or other (please
identify ). Y es El do ?
'.. It yes". itictttif} the square. feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers.
Impact R?u?c3
htrr? k i Multiplier
u,1rc test) fit,
_ ......?
(.' for Catawba
l
Pt z4e)f10
70fle `x`CMII ltd '10 t,M ?eF} ClitttiUl.i" irtttn the bap of :nc "icar hirk of ch:irriel, /nits _' vvtctiki: :w
Additional 20 1eet tt tm the od1 !c o o!w
1. If butter rn'tigation is required, please discuss \vhat type of ttritigation is prt}posed (i.t..
Donation of Property- Riparian Buffer Restoration Enhancement, Or Payment into the.
Riparian Btrffer Restoration Ftuxi). Please attach all appropriate intiormatiolll is identified
kt ithin 15A NC AC -IR .0242 or .(:1_44, or .0260.
X1. Storm titer (required by DNVQ)
Describe irnper, ions acreage (existing and proposed) versus total acreatie on the site. Discuss stormwater
controls proposed in order to protect surface waters and wetlands downstream ti-orn the property. If
percent impervious urlace exceeds 2("o, please; provide calculations demonstrating total proposed
impervious level,
A. stormwater management plan is proposed for the project and will be submitted to WDE.VR ti)r
approval. The attached plan indicates the location and siring of the stortnwatcr treatment facilities.
XIh Sewage Disposal (required by D«'Q)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
1?luntcipal tacilitie5
X111. Violations (required by DNN'Q)
Is this site in violation or DWQ Wetland Rules (I 5A NC,IC 21-1 .0500) or anti Buffer Rules:'
Yes ? No X
Is this an after-the-tact pertnit application' Yes ? No X
XtV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated titturee iinpaCts) result in additional
development, which could impact nearby downstream water quality`' Yes ? No X
Yves, please. submit a gttahtatike or cluantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of t,Vater Quality police posted on our kvebsite at
hit[): l120.Ctu_ltatC11C,_u; ttM01,11)cls. If no, please provide a short narrative description:
Th pr( ? ec t is d velopin<r to ?rc?? irl services to residential doe el of?m nt in th4,tt_e<t. Tl?cr pro ect
lt?2 i? su1?ject to storra ater manave neat re uiremettt as a r:sult, ofthe 4ol WOC n2quired Fier
the prO-ect.,
Paste `.} of I0
LEONARD S. l2INDNER, PNX*S
Fmironntental Planning Consultant 3-14 SPokeshaNe Lane
Professional «'etland Scientist Matthews, NC 281115
Land Planning Tole: C04) 90=1-22'1"
liax (?04) W-0185
Februar\ 11. 008
Mr. David Smith
227 W est Trade Street
Suite 800
Charlotte, NC 28102
Tel [phone]
f`av "04,523,2946
RE: Austin Village Shopping Center, ]Indian Trail, Union County, NC;
Dear David:
In order to interface with the United States Army Corps tat' Engineers arid tile North
Carolina Department of :tiatural Resources 1 will need your authorization. Please sium the
following statement:
This letter authorizes Leonard S. Rindner, PWS as our firin's agent in matters related
to Waters of the L'.S. and Waters of North Carolina for the referenced project site. This
includes interfacing with the 1jnited States Arngr Corps of Enluirreers and the North
Crr? rotitta Depar"ent of Natural Resources.

a ll es
-Bate
Please contact tilt' its %ou have anv questions or acquire additional explanation. Than]
ti ou, - '?
f.eonard S. Rindner. PPS
F;nvironmental Plannin- Consultant
Profession Wetland Scientist
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35.0881°N, 80.7010,W (NAD27) SCALE = 1:24,000 AUSTIN VILLAGE PHASE III
USGS Matthews (NC) Quadrangle
Projection Is UTM Zone 17 NA083 Datum H'UC = 03040202 APPROXIMATE SITE LOCATION
.
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j1 +!, 1 a G ?i°
( . ?ry
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7
d% ?1 AL 1 r, . 1 y I 1('` rr s
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- ?.:t_- -fit ?? ? .. ? ?• ? _:??
f _ 1 ; e
WEST BRANCH 12-MILE CREEK j
!. ie 1 ? i
35.0681'N, 80,7010-W (NAD27) SCALE = 1:48.000 AUSTIN VILLAGE PHASE III
USGS Matthews INC) Quadrangle
Projection is UTM Zone 17 NAD83 Datum HUG = 03040202
APPROXIMATE SITE LOCATION
Soil Map-.Union County, North Carolina
(AUSTIN VILLAGE PHASE lit)
Natural Resources Web Soil Survey 2"0 1204/2007
Conservation service National Cooperative Soil Survey Page 1 of 3
N Pfei;y
tS 10200
'f))
rttic
200 403 e'DO 1,200
Soil "tap,-Union County, North Carmna
Map Unit Legend
AUSTIN VILLAGE PHASE M
Union County. North Carolina (NC178)
Map Unit Symbol Map Unit Name Acres in A41 Percent of AOI
uroE Uecii gravelly sandy clay 'oam.
2 to 8 percent slopes, eroded
wma Cid rhannery silt !oam. I to 5
percent slopes
HeB Helena fine sandy loam. 2 to 8
Percent slopes
Tb82 ! Tatum gravelly silty clay loam. 2
to 8 percent slopes, eroded
Totais for Area of Interest (A01)
8.2 160%
28 56%
20.3 40.3%
191 375%
510 100.0%
W? Natural Resources Web Soil Survey 2.0 7214 X007
Iii? Conservation Service National Coooerative Soil Surrey Page 3 of 3
f?f•

wt „? w
w ..e.
I
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CVS.&
Permit No. D y - 030 1
(to be provided by DWQ)
i'
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
r
Y
w
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
h PROJECT INFORMATION
Project name Austin Village Phase III
Contact person Jason Galloway
Phone number 704-9714536
Date 9-May-08
Drainage area number 1 of 1
Ill. DESIGN INFORMATION
Site Characteristics
Drainage area 1,176,120.00 ftZ
Impervious area 1,058,508.00 ft
% impervious 90.00 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required 84,289.00 ft3
Volume provided 132,608.00 ft3
Storage Volume: SR Waters
1-yr, 24-hr runoff depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
1-yr, 24-hr rainfall depth 2.58 in
Rational C, pre-development 0.35 (unitless)
Rational C, post-development 0.65 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 0.45 in/hr
Pre-development 1-yr, 24-hr peak flow 23.99 ft3/sec
Post-development 1-yr, 24-hr peak flow 9.74 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control -14.25 ft3/sec
Basin Elevations
Basin bottom elevation 684.00 ft
Sediment cleanout elevation 685.00 ft
Bottom of shelf elevation 689.50 ft
Permanent pool elevation 690.00 ft
SHWT elevation 690.00 ft
Top of shelf elevation 690.50 ft
Temporary pool elevation 690.50 ft
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 1 of 2
?•• Permit No.
(to be provided by DWQ)
It. DESIGN INFORMATION
Volume and Surface Area Calculations
SA/DA ratio 2.54 (unitless)
Surface area at the bottom of shelf 27,446.00 ft
Volume at the bottom of shelf 118,918.00 ft3
Permanent pool, surface area required 29,817.00 ftz
Permanent pool, surface area provided 29,937.00 ftz GK
Permanent pool volume 132,608.00 ft3
Average depth for SA/DA tables 4.43 ft K
Surface area at the top of shelf 32,428.00 ftz
Volume at the top of shelf 146,298.00 ft3
Forebay volume 29,015.00 ft3
Forebay % of permanent pool volume 21.88 % :'K
Temporary pool, surface area provided 32,428.00 ftz
Drawdown Calculations
Treatment volume drawdown time
Treatment volume discharge rate
Pre-development 1-yr, 24-hr discharge
Post-development 1-yr, 24-hr discharge
Additional Information
Diameter of orifice
Design TSS removal
Basin side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies
2.17 days
9.74 ft3/s
23.99 ft'/s
9.74 ft3/s
4.65 in
uraln
85 %
3.00 1
10.00 1
10.00 ft
2.00 :1
2.50 :1
Y (Y or N)
1.00 ft
Y (Y or N)
Y (Y or N)
Y (Y or N)
pipe 0 684.00
K
T"C short, no, ase ratio to at least 1 .
OK
DK
u;
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2
Permit No
(to be provided by DWQ)
III. REQUIRED fTEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Is Sheet No.
Cv g,a
CV 3. I
V 3?/
v ,
CV (o.a
/c/ li4
? U
C \ .CD
??+CL
Yl?
Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
3. Section view of the dry detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
- Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.4 Part III. Required Items Checklist, Page 1 of 1
Austin Village - Phase 111
suirz i a,x?
Lnndsca
Ariitedure
1

JOB NO.: 3362
BY: DJM ?
N,- «nr,?o
.12 01
Colejenest Ca4l Eno'neerma F,` 7, 4 276 155'
376
F
DATE: 912912006 T. M.: MSVS ??
.781
&Stone u"o"Desgn
REVISED: 21512008 P. M.: SPP SITE INVESTIGATION
INTRODUCTION:
Austin Village - Phase III is commercial project located at the intersection of Potter Road and Chestnut Lane in Indian
Trail. North Carolina. The project will involve the construction of a retail center and associated parking, with portions of
the site to be developed in the future. The site drainage area is 27.00 acres (16.50 on-site acres and 10.50 off-site
acres) A Detention Pond will be constructed to meet stormwater detention requirements, The Detention Pond is
designed to account for the future development 7 65 Acres of offsite drainage will enter the pond through a culvert that
crosses Chestnut Lane.
The proposed Detention Pond will be located at the western portion of the site adjacent to an existing pond. The outlet
pipe for the pond will consist of a 42" RCP with and a rip-rap apron. Discharge rates for the 2 Year Storm Event are
23.65 cfs (Pre-development) and 10.55 cfs (Post-development) while the 10 Year Storm Event discharge rates are 65.16
cfs (Pre-development) and 41.77 cfs (Post-development) The maximum stage of the 100 Year Storm Event in the pond
is 694.72 while the top of berm elevation for the pond is 695.50.
Basin #1 Predevelo ed Drainage Area = 27 acres 0.042188 s q. miles
Postdevelo ed Drainage Area= 27 acres 0.042188 s . miles
SOIL TYPES: (see attached soils map)
Basin #1 Area r1 o) Soil T I Hydrologic Soil Group
100 C
CURVE NUMBER:
redeveloped On-Site CM BASIN ONE
Cover Type Area S _ % CN Md. CN
Pasture Good condition-Type C 1058508 90.00% 74 66.60
Impervious Areas 117612 10.00% 98 9.80
Total 1176120 76.40
Com osite CN 76.40 Use CN = 76
Postdeveloped On-Site CN BASIN ONE
Cover Type Area S % CN Wtd CN
Paved parking lotslbuildin s 1058508 90.00% 98 88.20
Open S ace Grass-Good condition) 117612 10.00% 76 7.60

Total 1176120 95.80
11Composite CN 95.80 Use CN = 96
The proposed detention is designed to treat the 7 65 acres of off site area as the conditions are today (undeveloped).
Should the offsite area be developed in the future, that area may require additional BMP devices. The proposed
detention pond is not designed to treat that offsite area in a developed condition. The remainder of the 10.5 acres of off-
site 2.85 acres) is assumed to be fully developed for the proposed detention calculations.

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?1it>c:al 11?flrrnitlEitlu: i I?iII ttit?)rnlart?ttt C>Iwi nut a lptN lr) I?rt inus«nt t.lc'tc`1 trnnatl=im as uAl `awd
ahacc°f
\aachcd :U Ihlti'.:hilt;Itif)it l? ?til ,lhpf,'%' d Mttr;4lmitttllil dcornuna on 11 you it;: not nt .t;'t inal€ 13th `Vi'a'
i its II.. tl ? t
apj1I'0kCri itnt ?litli?)rrd Acl itInnail "n_ ?'ojl in nva':c lit a?hlil t ;tr.it s tips 1 nlldcr ° ITR I
iOld a NwIll:,woll ol' Appc i 1'- A1)i IJ.t NIICCt Mill glary b a ilWW I I\I \t Amm it mw loll , APP OW
ll,ri,ICteFiUii'ailt)11 ':t)il rilli?t .Idllltn a oIllph"ted RI-\ torlil .r 111, It (tens itt'_' .id .' v.
(113tf1t1 {`nsstiie'c1, A`: 1liiltr..?letrl 1t.uLiu)r i'rc,?,l_luF
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l? ,ip h:'lt ktrlt it iEt ?? E19-
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In ( U all to Ilk' t) lift ( ol't ,- jll, I, :li he nlIINi kk: 1 titri.' t t It
I
!°isiCl - l.! \ IL ;:13tC+
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aF tCit:$ tilt appcai 4tihlt° ?' ,
.1 i 1
d t;jlc t)I [he li) J114)uld "OU cick:Iitc iti} ,l ii"fllltt ar 10` \ 1 clln, '.t Innit i": ;tt till' a n::)thh"
Ela4 ? lFtitil ,lie' i`:isn r`>s: "3' I'tlc?ti°-
Il 17 not to an tyL \ till lli '.t? lilt Ili). I'loll I StIIC it "poi do rol ohjef1 to iti CtG,`"ii i;u lit 'i.*
??1Ct"t'SpCrllnis:nt ? "
f_,Ili i•`.'c ,...ih't; )It1,:'..ll
.,a;?° I>;itc• lfarch i11. ?1104

010%0) 11 AK Hil 1iAP:IALiy ALANDI>I`.II`VE..AIV) V(XIMN,PK(Iilt-rt I V1 Wl it
it.S?i OFAH \ClHdl Ili IUFIIIIn0AWW MIS IttEE`?I.If Ill tit i"LI)1(I-\1 AV\II \M1'
('ropy Nrnhhed:
tilr. Lconard S. Rindltrr
Ai,istin Vilfag? Retail LLC,
227 Vtiest Trade Street.tii{ ;r
,lartatte, t l 28202
Subject: Austin Village C0r'1rt7er 1,31 Ge'-ter Charlotte
PPP,(V L of 01 `v?Iutes i_tatity Cer; -afi?::n with AclditioCi" i? oodit-ors 7.
Dear 1vtr. 1-J11t3`,.
You have our approval, in accordance the general ? ?rtificn ir?U? stn un C????yitas c±eiscer bed lin ?,ourf?ll
wetland (<O i4 acre) in artier to construct the proposed dev?'cprrent
trev if`ca`nntJit erg
application received by the Division o ate tails co?ered by Water f? Quality General After
application, we have determined the thi p 1 h2p.enr.state.nc.r.is?nc?,rr?tignc)s The C;enerat
3699 and 3705, which can be viewed on our web site at h? Tt issue Certification allows iron to use Nationwide Permit Nbe and 013foonce they
st ae or lac' d to you by `arel,_i 5
army Corps of Engineers Please note that you should get any
proceeding with yar r project, including those required by {but n=at limited to Sedirnent and Erosion Contr`i'
Non-Discharge. and Water Supply Watershed regulations.
The above noted Certifications will expire when the associated 4614 perwits expire unless oti?ervVis escribe <i
specified in the General Certification This approval is must only vaiid for the purpose and JeSicln that y
`°'
m your application If you change your ple f. the u `1?sifsold. the r?t??v owner n?i.rsr? eb? v"nrar? p?1 fenj
us a new application for a new certification prepert
Certification and approval letter, and is thereby responsilale for cornplyiny roth all coma tiors
in addition to the requirements of the certification. YOU n!crst also cowply with the following --ondikror,s
I The i0ooresville Regional Office ,hall be notified w writing ante construction at the appro jed impact i-eq"?-
has commenced
It appears tl?ak corstructiors of the new sesa?er line n ay result in add t opal development within several
ir?rrpacts ,a'?cause r this etralect r~r??str be xadectat?I}ra cr':w
parcels. Development of these parcels mfiya?rr?>ym?,lat,~te additional
of downstream water quality st=andards ad quat r in over addressed. Alternati•rely. ?ane?"?a?nto address s to stor Sthis
t net ?r esUnion
those parcgels (greater
ate??r?C?rr?.xr?emenhave
ai"rthorit}` ? to commit to requiring
than one C"') acre) when they are developed If acceptar:te to the Cou-Ity or govern r authority at .,c
p e Division is ocen to o e; aopoc
r:vice a letter of agreement to DWQ Hovvi,ver. tly
r
protect downstrearn water quality from C>. MUlative irr p a,,ts
pr t"' Vet era it 1PaC >s -3'
All 4,Vet[?1r1CLS. S`reatn:s. surface `+%rater"5 and r parian buffers i °rr d on to
ample- orange fahr`rc ir,cinq prior to -in t ?ain l ?tr.?,u br g a -,tr,it.es
allowed Sla'I be (Aearly marked (ex
not

tom-.
anabe rr? ka ; if i p' ar, 2i f` r Kink r-
-t r 5i a ° 1 x{ of t
of .?t g e a' '? . _, r} Z. .? 3Pt'rt3r to GttnStrUrt3oil a r'! 3 ,'!r t r "3tta! Aat i ;at a t:'ar i ,iLi 1 i Wl '
Qbrat or ) r t w WWII by SUN
?, f al .?+?? off of t i
I
Unit f2321 ti„al yid _ d ?t ,a?i?at N ,a a
rsSLl,anC? Jr the 40 1 VVat..ei " Cat, i l i t ` / if amr 1 t a e st Ta ,i 1 -au. any i p a s ii ( "
?,"?I t?'<3t lever it
?S}\writij{??ng by `j.;th.1 have is OU Ce (Or lo= 0 .'_Qg aled a-;thor t7 ar t; f t r _' f la , and of
the oCltl,i I ;`inaj the Express Review PE-q r r ]in for evrrpe htfi approval of tt s a',•
If you propose y to use the ' E ,. mss Rewew F'pJrarr reraavmb a inc.I(;d (tie .appl tai gate lee r' tirl tht_,-'€ ar`
"
The torn water r`la.'zager ent pian mu3t include constr'_ ctinn ni:a'"ls specifications storm P ate [AlP
worksheets, and sUpporting calcubnons The shun water best ma tagta,-;en! protaps are required '
appropriate for the surface water classification an(il designed to remove al mast i'S-S according t 3?
most recent version of the Ni, DIENR Stc.rr,, water Best Management Practices Mann al i hose ray i!!. oe.°.
must be designed to treat Me runoff from the orttiie,r..;tgplct unless z4hervris- expli fitly an' proved b Wt:,.
Division of ar',fater QLaalitfy Also before any oeri-nanent budmng is oc C Lipied at the S'ea'OteCt tie 'hE
(as approved by this Office or local delegated authonty) shall be con0ri cted alwl operabonal. an e
storm water management plan (as approved by this Office or local delegated authority) sfiail be
irnplernented The strLactur,tl storm water pialdices as approved by this CHI e as well as f amag =i--s
must be maintained in perpetuilt'y No changes to the struck al storm w,=a`ei prec ces shall be made ml out
written authorization front the Division of Water Quality
waters aaters of :?i?aarr ?? ire as ray ?nJ tie
Na waste spoil, solritis for fill of and k irad ,mall --Cur in wetlands
fowprint cf the impatits depicted in the Preconstrr_ictron Nrat,firat?ln ap??l??atic?r, r, i n: a t±?? ? =W03
associated with this project shall meet. and/or exceed, those rpg;iirer-rents specified n the n'lost recent
ver-sron of the North Carolina Sediment and E=rosion Cc,ntrnl (V1aririal and shall h(? conducted so thar '
violations of state water qu111tfy standards sta`tites nr rl Iles n -,., r
8 Sediment arse erosion control measures snarl not be placed i wetlands or waters t Hie tr a;tln r
practrrable V placement of sediment and Brown conlrol devotes in setla a is arm 'waters 15 Lina.w , i,a
of L I
they shed) ve removed artd tta natural gr.acle ra,tr.,?rMd'rnthin IPWO Months of We dak the Elm on
Resources has released the protect
9 Upon compielion o the project the apple ;ant shall 'sompplete and re turn the enclosed C ertfricate of
Complehon form i Me V 1AVOi ands, Unit of the N! Divisiom of `J"11ter Qu 3ldv
Or
10 ('0nt;nU1[_)q r:-omph a" e The app1waW (AILIStln Village R eta I t _> shad of1du I K GA Ines In a '''. r" Or
5,+ a $ net to contra >_r?,e? any fi:<3ty LA)atet gLl?ihty starldo rtt ;.rn..ILIdIr g ally .Itli?r"fle',lta it r ?_ i?1,7i1cail,,? i
section 0 3tid) of the Clean Water Aar and any oilier appropriate fie arements of .Mate fns- E rai Ian DV1.1 Q determines that such standards or Aws are, not being TT-at ;in,?iubting the fai ge to sustain at
designated or a,-,hieved eise or that sta . or federal iaw is be,ng v,o ated on that farther co ndi ons a' .
necessary to assure con-`ph,,,i , cep, DfNO inay rfaevaluMe and nw ll j this cert ca i 1 tai[ z { s oi'
apprcipriale to assure t_rai?tp?r3iat?c tiJii11 s i;tl Stand ard3 and require n1 eat, in 15 . Pr
50 afo e fiat] n c: It'a certification D`u`'IO shall notify t'1 apph 3 i, ai 11 ri e US Ehigineers hro''lide public richne r accind:ance YuM 15A IN VAC 21-1050,21, and pro"(le tit}r t ai ?
_?? ' tearing ir, aa_oNance 1Y.ith 15A N CAC. 2M 0504 Any new or ei t c ,ntrons shah pr : f; , ,
?? r_ ??r
of fn?ir°
?d ? r?s Aril,l Corps apple .ant in twr€t r,ra s, all be r;r_)v cr_ El , tt'e United Stat `
ner d t t r ' tef ^ t .. shall also biz,-,()n" e .'ltati ?? .? tai ,f
, ?u '-f ??`4 ?' t e C>Ie-?t l??l,,, X54-i.
Permit for ME, pr,ojew,
?+ r
,
You i2i?.:.i; .??.? ktii. '_ r:,"s A no y: fir' fau m
Sri
and bInC iry unie you ask N a new niW
TmS At.v; cor . - - A . Divism ' Water Q
q you have any q .m p 3 _ - -o NAr . in ,J Jns if of
1599 or AS Cor di K . m rat, ., -ink Ash `, 1': 7 9 7E

Or Cohen H Sulins
A.Vachment: Ccrtrficat,y of Coriplet;cn
coc Army Carps of Engineers, Asheville
Ian McMillan, Wetlands Unit
MR 0. Land Quality
Central Files
Fite Copy
Len Rmdner
Permit Number: ID 0 o ac 1
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. a roximatel six inches.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will rernediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
Swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment, remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
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 1.0 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 1.0 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation 690.00
Sediment Removal E . 685.00 -Pe manen Pool
--------------- Volume Sediment Removal Elevation 685.00 Volume
----
-
---------------------------------------Li
Bottom Elevatio 684.00 -ft Min.
Sediment Bottom Elevation 684.00 1-ft r
Storage Sedimer
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.3 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Austin Village - Phase III
BMP drainage area number:
Print name:David L. Smith
Title:Vice President Retail Development
Address:227 West Trade Street Suite 800, Charlotte North Carolina 28202
Phone: [phone]
Si
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, GV%etkn- Le mw ne-, , a Notary Public for the State of
N wl'v% c_o,.ro l "o _,County of IMer V l e , bc?r4 , do hereby certify that
D&v KJ L , S µ t-, personally appeared before me this
day of I and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal, 6Ll sa v> '
,??N?rtrrrrq?
?-EMO/
OZAR
. co;Z .
? AUK ; J?
, C)
,•,I ??AI .......x..4-0.
SEAT'#'o#&ot«
My commission expires 1$ . 21)1 1
Form SW401-Wet Detention Basin O&M-Rev.3 Page 4 of 4

N
NO TITLE VAMPiAT10N t1EQUWW OR POWORYED.
8K1341 PGS58
0013494
Hod f r
Date
Time01*lO o'dod
1UD'f G. of Deeds
WM vw ^7, hiam NA an" Tax $411111 I Rewldip Tifne, Bode and Pape Cemh

Tax Lot No. 07-147-130 Panel Ida rmier No.
Verified by County on Ste day of
by
Mai after recording to GRANTEE BELOW
This Instrument was prepared by RICHARD R. HUTAFF, ATTORNEY AT LAW VEA,?t?
Brief Description for the index 78.98 Acres, Vance TownsMp M^s'
NORTH CAROLINA GENERAL WARRANTY DEED
December 29, IM, by and between
JOSIE MAE LANEY DEESE aka JO LANEY DEESE
(Widow), a 416 undivided Interest; LANEY DEESE
VICKERY (Married), a 116 undivided Interest; and
HENRY A. DEESE (Single), a 116 undivided interest
AUSTIN PROPERTIES, LLC, a North Carolk+a Limited
Liability Company
P.O. Box 208
Indian Trail, NC 28079
Erdw im r p p M V W W dart for each wM' mere, aeon, o4 r@gxq W*, dw wofe,tify, eg.. -,. ,,na, , IF
The designation Grantor and Grantee as used herein shag indude said parties, their heirs. sucommors, end snow and shd
include singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby
acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, ad to cm tai
n
let or parcel of land situated in the City of Indian Trail, Vance Township, Union County, North Carolina and more particularly
described as follows:
BEGINNING at a Hickory M Prlvette's line and a comer of the 29 acre tract, and runs South 26 dogmas 45 minutes
East 886 fat to a pine stump; thence South S dogmas East 258.3 feet to a stake; thence North 74 degrees 45 minutes
East 1,850 feet to a stake in the road; thence with the road North 7 degrees 45 minutes West 233.17 feet to a stake;
thence North 21 degrees 00 minutes West 516.6 feet to a stake; thence North 2 degrees 30 minutes East 627 feet to a
stake in the road also a comer of the 29 acre tract; thence with the line of the 29 acre tract South 68 degrees 00
minutes West 2,211 feet to the BEGINNING containing $3.33 acres be the same more or less. Being the same
property purchased by E.E. Austin and Jo Laney Deese (as Tenants In Common, each with an one-half (112)
undivided interest) from Mary O. Harkey and her husband, J. Wilder Harkey by deed dated February 19, 1938
recorded in Book 84, Page 418, Union County Registry.
BEGINNING at a stake in the Concord Road, also a comer of the 53.33 acre bad In the Concord Road, also a comer
of the 53.33 acre tract and run with the line of that tract South 74 degrees 45 minutes West 1,850 feet to a stake;
thence South 05 degrees 00 minutes East 266.7 feet to a pine stump; thence North 79 degrees 00 minutes East 1,648
feet to a stake In said road; thence with the road, North 00 degrees 30 minutes East 531.3 feet to a stake; thence
North 07 degrees 45 minutes West 157.23 feet to the BEGINNING, containing 28.66 acres, more or less. Being the
t same property purchased by E.E. Austin and Jo Laney Deese (as Tenants In Common, each with an one-half (112)
undivided Interest) from Mary O. Harkey and her husband, J.W. Harkey by deed dated January 28, 1943 recorded
in Book 164, Page 186, Union County Registry.
,
To wit the Grantors herein each Inherited one-third (113) undivided Interests In E.E. Austin's one-half (112)
E undivided Interest of the above property.
Less and except the 1.01 acre tract (Tax Parcel No. 07-147-130A) conveyed from Ernest E. Austin and wife,
Charlotte W. Austin and O. H. Austin and wife, Joe Laney Deese to tarty J. Vickery and wife, Harriette L. 0.
Vickery by deed recorded on June 27, 1966 In Deed Book 205, Page 465, Union County Register of Dads and all
other conveyances from said tract heretofore made.
NOTE: THIS FORM CONTAINS REVISION WHICH ARE DIFFERENT FROM THE PROVISIONS OF THE OFFICIAL FORM PROMULGATED BY
THE NORTH CAROLINA BAR ASSOCIATION AND SHOULD BE CAREFULLY REVIEWED PRIOR TO EXECUTION.
•

6K 134 I Pr,559
The properly hersinabove described was acquired by Grantor by instrument recorded In Book 161, Page 186.
•
A map showing the above described property is recorded in .
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the
Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the
same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor WN warrant and defend
the title against the lawful claims of all persons whomsoever except for the exceptions hereinafter stated.
Tide to the property hereinabove described is subject to the following exceptions:
ALL EASEMENTS AND RIGHT-OF-WAYS OF RECORD AND UNPAID AD VALOREM TAXES.
IN WITNESS WHEREOF, the Grantor has hereunb set his hand and a", or If corporate. has caused this instrument to be signed in his
corporate name by its dtrly authorized olfioars and ka seel to be hareunb affixed by authority of Its Board of Direcbrs, the day and year
tau above wriden.

is

(Corporate Nana) J- MAE LAN YE DEESE «?)
By. - p?
ALANf Nw(SEAL)
EESE VICKERY
President
ATTEST:
LARRY JI,VICKER L
. spouse of ()
tansy 1lidceryt
Secretary (Corporate Seal) E RY A. DE)
fkEA
%
z
t NOTAq 1 = NORTH CAROLINA. UNION COUNTY.
S l ggTRR1P? 1 i I, the underspned, a Notary Public of the County and State aforesaid, oeri ry that JOSIE MAE LANEY DEEDE
N a GranWr, personalry appeared before me foie c1pyand atlcnowledged the execution of the bregoirg irlsstxnra.
G?E?}4, UB LIC fjV a witness cry rand and official stamp or seal, lift day of comber, 199&
My oornnisslon strpree_ - Nolxy irtreMl:
i t%0TAq y t i NORTH CAROLINA, UNION COUNTY.
SiAtitP; I. the undersOW. a Notary Public of the County and State aforesaid, tartly that LANEY DEESE VICKERY anti
At - LARRY J. VICKERY Grantor, personalty appeared before me this da and
Z t B LIC ;'? lorspoirg Instrument, Witness my raw and osiclal s par atis f10N"??d ft execution at fns
My oormYssbn a Nit 140 TA,? i NORTH CAROLINA, UNION COUNTY.
ISE L STAIMP It s I' the a Notary Public of the County and State aforesaid. oartiy that HENRY A. DEEDE Grantor.
: t. personally ?VBLICi and o appeared before me misyyoar?' and admomedged Me execution of the taragoirg w4tunwrt witness my
hand :? starrp or sew. this day Of Dec br. 199
My ---I- expire.Q(1 48
L? ?.LI l: ,c OTC p 1,f ,1?.,
'',. ,? t^O UN's ;,,•••'. Naary Istubtic
The kxeppiq CL%itfMbsls) of
oarsaea to be coned This Instrument and Ilia aartlfiobs are duly regbsbsrad at "dabs and tare arw In Iha Book and Page alrosn an rte arst
hered. Iliw
'JUDY Q. PRICE REGISTER OF DEEDS FOR 1 ;064
_ 1 COUNTY
By A t UsedL
NOTE: THIS FORM CONTAINS REVISION WHICH ARE DIFFERENT FROM THE PROVISIONS OF THE OFFICIAL FORM PROMULGATED BY
THE NORTH CAROLINA BAR ASSOCIATION AND SHOULD BE CAREFULLY REVIEWED PRIOR TO EXECUTION.
?8- fl3.o1

ESP Associates, P.A.
engil7eering • surveying • planning
REPORT OF PRELIMINARY
SUBSURFACE EXPLORATION
AUSTIN VILLAGE
UNION COUNTIYI
NORTH CAROLINA ri
ESP PROJECT NO. E4-UB49.300

<
Prepared For. ?, r
Crosland
227 West Trade Street s ,
Suite 800
Charlotte, North Carolina 28202

Prepared By:
ESP Associates, P.A.
372 Crompton Street - V
Charlotte, North Carolina 28273

May 4, 2006 _. ;

M ;` .p

ESP Associates, P.A.
i_ engineering • surveying • planning
May 4, 2006
Crosland
227 West Trade Street
Suite 800
Charlotte, North Carolina 28202
Attention: Ms. Jennifer Vallimont
Reference: REPORT OF PRE LEWNARY SUBSURFACE EXPLORATION
Austin Village
Union County, North Carolina
ESP Project No. E4-UB49.300
Dear Ms. Vallimont:
ESP Associates, P.A. (ESP) has completed the subsurface exploration for the proposed Austin
Village and borrow site located in Union County, North Carolina. This exploration was
performed in general accordance with our Proposal No. E4-06023, dated February 22, 2006.
Authorization to proceed with this study was provided by written execution of our proposal by
Ms. Jennifer Vallimont of Crosland.
The purpose of the exploration was to evaluate the general subsurface conditions within the
proposed building and pavement areas with regard to the design and construction of the
foundation systems, as well as construction recommendations for pavement systems. In
addition, ESP evaluated the existing soil conditions at the proposed borrow site with regard to
the use of these materials as structural fill. This report presents our findings, conclusions and
recommendations for foundation design, as well as construction considerations for the proposed
foundations and paved areas and discusses our conclusions and recommendations relating to the
use of the existing soils at the borrow site as structural fill.
P.O. Bar 7030, Charlotte, NC 28241. (704) 583-49491'vc (704) 5834950
www.espa5.ociates.com
Report of Preliminmy Subsurface Exploration
Austin Village
ESP Project No. E4-UB49.300
May 4, ?006
ESP appreciates the opportunity to assist you during this phase of the project. If you should have
any questions concerning this report, or if we may be of further assistance, please contact us.
Sincerely,
ESP Ass ci es, P.A.
r
Matt Cameron, EI
Project MaAager
M J. Smith, PE,S?/lc?S?C. Regsfration No. 25519
v
1VM/MJS/mb
Copies Submitted: (3)
2
TABLE OF CONTENTS
1.0 INTRODUCTION ................................................................................................................. I
1.1 SITE AND PROJECT DESCRIPTION ........................................................................1
1.2 PURPOSE OF SERVICES ............................................................................................2
2.0 EXPLORATION PROCEDURES ...................................................................................... 2
2.1 FIELD ............................................................................................................................ 2
2.2 LABORATORY ............................................................................................................3
3.0 SUBSURFACE CONDITIONS ........................................................................................... 4
3.1 PHYSIOGRAPHY AND AREA GEOLOGY .............................................................. 4
3.2 SUBSURFACE ..............................................................................................................5
3.3 SUBSURFACE WATER .............................................................................................. 7
4.0 CONCLUSIONS AND RE COMAIENDATIONS ............................................................. 7
4.1 GENERAL .....................................................................................................................7
4.2 SITE DEVELOPMENT ................................................................................................ 8
4.3 FOUNDATION SUPPORT ........................................................................................10
4.4 SEISMIC CLASS ........................................................................................................11
4.5 FLOOR SLABS ...........................................................................................................12
4.6 PAVEMENT AREAS .................................................................................................13
4.7 CUT AND FILL SLOPES ...........................................................................................13
5.0 CONSTRUCTION CONSIDERATIONS ........................................................................14
5.1 SITE PREPARATION ................................................................................................14
5.2 TEMPORARY EXCAVATION STABILITY ...........................................................14
5.3 TEMPORARY/PERMANENT DEWATERING ......................................................14
5.4 DIFFICULT EXCAVATION ..................................................................................... 15
5.5 FELL MATERIAL AND PLACEMENT ....................................................................16
6.0 LIMITATIONS OF REPORT ..........................................................................................17
APPENDIX
FIELD EXPLORATION PROCEDURES
LABORATORY PROCEDURES
SITE VICINITY MAP, FIGURE 1
BORING LOCATION DIAGRAM, FIGURE 2
LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
TEST BORING RECORDS (B-1 THROUGH B-31)
MOISTURE-DENSITY RELATIONSHIPS (S-l, S-2 and S-3)
Report ofPreliminaq Subsuiface Exploration ESP Project No. E4-UB49.300
Austin Village May 4, 2006
1.0 INTRODUCTION
1.1 SITE AND PROJECT DESCRIPTION
Based on our conversations with you and our review of the overall site plan titled "Austin
Village" dated January 31, 2006, provided by you, we understand the following about the
project: The proposed site is located in the southwestern quadrant of the intersection of Potter
Road and Chestnut Lane in Union County, North Carolina. At the time of this exploration, the
majority of the site was cleared, with grass-covered fields, some small wooded areas, two ponds
and a drainage feature dissecting the property from north to south. These areas contain some
heavy underbrush and lightly treed areas with an existing cattle barn and produce market. The
general topography of the site generally slopes downward from northeast to southwest with relief
on the order of approximately 44 feet. We anticipate that the lower lying areas of the site will
require structural fill soils to obtain proposed subgrade elevations. We understand that the
majority of the fill soils will need to be imported from an adjacent borrow site. The borrow site is
located immediately north of the proposed Austin Village development across Chestnut Lane.
Based on our review of the topography, the relief of the proposed borrow site is in the order of
approximately 22 feet.
Development of the proposed site is to consist of the construction of a Harris Teeter grocery
store facility, six retail buildings, two unspecified out parcels, associated drive and panting areas
and infrastructure. We anticipate that the proposed buildings will be lightly to moderately loaded
structures with shallow foundations and slab-on-grade floor systems. Structural loads for the
proposed structures have not been provided at this time; however, we anticipate column loads on
the order of 150 kips or less and wall loads on the order of 2 to 3 kips per linear foot. We were
provided a proposed finish floor elevation for the Harris Teeter and retail buildings A and B of
703.5 feet, and retail buildings C through F of 709 feet.
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Report of Preliminary Subsurface Exploration
Austin Village
1.2 PURPOSE OF SERVICES
ESP Project Mo. E4-UB49.300
May 4, 2006
The purpose of the exploration was to evaluate the general subsurface conditions within the
proposed building and pavement areas with regard to the design and construction of the
foundation systems as well as construction recommendations for pavement systems. In addition,
ESP evaluated the existing soil conditions at the proposed borrow site with regard to the use of
these materials as structural fill. This report presents our findings, conclusions and
recommendations for foundation design, as well as construction considerations for the proposed
foundations and paved areas and discusses our conclusions and recommendations relating to the
use of existing soils at the borrow site as structural fill. This report also contains a brief
description of the field and laboratory testing procedures performed for this study and a
discussion of the soil conditions encountered at the sites.
2.0 EXPLORATION PROCEDURES
2.1 FIELD
Thirty-one (31) soil test borings (Borings B-1 through B-31) were performed at the approximate
locations shown on the attached "Boring Location Diagram", Figure 2. Borings B-1 through B-
27 were performed within the proposed Austin Village development and Borings B-28 through
B-31 were performed at the proposed borrow site. The proposed boring locations were provided
to ESP by Crosland. The borings were located in the field by a project manager from our office
using a Garmin E-Trex Legend Global Positioning System system. The soil test borings were
extended to depths ranging between 4.5 and 35 feet below the existing ground surface using a
CME 550X drill rig mounted on an ATV carrier. Hollow-stem, continuous flight augers were
used to advance the borings into the ground.
Standard Penetration Tests were performed at designated intervals in the soil test borings in
general accordance with ASTM D 1586 in order to obtain data for estimating soil strength and
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Report ofPrelin:inary Subswface Exploration ESP Project No. E4-UB49.300
Austin Village May 4, 2006
consistency, In conjunction with the penetration testing, split-spoon soil samples were recovered
for soil classification and potential laboratory testing. Water level measurements were attempted
at, and up to I day after, the termination of drilling. A brief description of the field testing
procedures is included in the Appendix.
While in the field, a representative of the geotechnical engineer visually examined each sample
to evaluate the type of soil encountered, soil plasticity, moisture condition, organic content,
presence of lenses and seams, colors and apparent geological origin. The results of the visual
soil classifications for the borings, as well as field test results, are presented on the individual
"Test Boring Records", included in the Appendix. Similar soils were grouped into strata on the
logs. The strata lines represent approximate boundaries between the soil types; however, the
actual transition between soil types in the field may be gradual in both the horizontal and vertical
directions.
2.2 LABORATORY
Select samples of the on-site soils obtained during the field testing program were tested in the
laboratory. Tests perfonmed included Atterberg Limits and moisture-density relationships. The
limited testing program was designed to determine select engineering properties of the on-site
soils relative to their use for the project. The results of the laboratory soil tests performed for
this study are summarized below in Tables 1 and 2.
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Report of Preliminary Subsuaface Exploration
Austin Village
ESP Project No. E4-UB49.300
May 4, 2006
SUMMARY OF LABORATORY TESTING
TABLE 1 Moisture-Density Relationships
Sample Boring Maximum Optimum Comments
ID # Dry Density Moisture
( ef) (%)
S-1 B-12 102.9 18.9 Tan Fine Sandy Silt
S-2 B-29 99.9 18.7 Tan Orange Fine Sandy Silt
S-3 B-30 109.8 19.2 Red Orange Fine Sandy Silt
TABLE 2 Atterberg Limits

Sample Boring Depth Liquid Comments
ID # (ft) Limit/
Plasticity
Index
A-1 B-18 1-5 70.8/39.9 Moderate Plasticity
A-2 B-24 3.5-5 34.5/14.5 Moisture Sensitive
A-3 B-25 3.5-6 22.8/4.3 Gray Fine Sandy SILT
A-4 B-31 1-2.5 38.8/20.2 Moisture Sensitive
3.0 SUBSURFACE CONDITIONS
3.1
PHYSIOGRAPHY AND AREA GEOLOGY
The referenced properties are located in Union County, North Carolina which is in the Piedmont
Physiographic Province. The Piedmont Province generally consists of hills and ridges which are
intertwined with an established system of draws and streams. The Piedmont Province is
predominately underlain by igneous rock (formed from molten material) and metamorphic rock
4
Report of Preliminary Substaface Exploration ESP Project No. E4-UB49.300
Austin Village May 4, 2006
(formed by heat, pressure and/or chemical action), which were initially formed during the
Precambrian and Paleozoic eras.
The virgin soils encountered in this area are the residual product of in-place chemical weathering
of rock which was similar to the rock presently underlying the site. In areas not altered by
erosion or disturbed by the activities of man, the typical residual soil profile consists of clayey
soils near the surface, where soil weathering is more advanced, underlain by sandy silts and silty
sands. The boundary between soil and rock is not sharply defined. This transitional zone termed
"partially weathered rock" is normally found overlying the parent bedrock. Partially weathered
rock is defined, for engineering purposes, as residual material with Standard Penetration
Resistances in excess of 100 blows per foot. Weathering is facilitated by fractures, joints and by
the presence of less resistant rock types. Consequently, the profile of the partially weathered
rock and hard rock is quite irregular and erratic, even over short horizontal distances. Also, it is
common to fund lenses and boulders of hard rock and zones of partially weathered rock within
the soil mantle, well above the general bedrock level.
3.2 SUBSURFACE
Subsurface conditions as indicated by the borings generally consist of topsoil and cultivated soils
underlain by residual soils. The residual soils have formed from the weathering of the parent
bedrock. The residual soils generally transition with depth into partially weathered rock. The
generalized subsurface conditions at the sites are described below. For more detailed soil
descriptions and stratifications at a particular boring location, the respective "Test Boring
Record" should be reviewed. The Test Boring Records are included in the Appendix.
Surface: A topsoil/grass/rootmat layer approximately 3 to 12 inches thick was encountered at
all the boring locations. In addition, cultivated soil was encountered below the topsoil at Borings
B-2, B-6, B-8 through B-16, B-18 through B-22 and B-27 through B-31. The cultivated soil
5
Report of Preliminary Subsurface Exploration ESP Project No. E4-UB49„300
Austin Village May 4, 2006
generally consists of clayey sand with slight organic fibers. The cultivated soil extended to
depths ranging between approximately 6 to 16 inches below the existing ground surface.
Residuum: Beneath the topsoil and/or cultivated soils in all the borings, residual soils were
encountered. The residuum generally consists of soft to very hard silty clay, sandy silty clay,
silty moderate plasticity clay, sandy silt, clayey silt and sandy clay and loose to very dense silty
sand and clayey sand. Standard Penetration Resistances (N-values) in the residuum varied
between 2 and 79 blows per foot (bpf). The residuum extends to depths ranging between 3.5 and
35 feet below the existing ground surface. Soil Test Borings B-1, B-2, B-10 through B-13, B-17
through B-19, B-21, B-22, B-24 through B-26 and B-28 through B-31 were terminated in the
residual soils at depths ranging between 5 and 35 feet. Borings B-5 and B-15 resulted in auger
refusal within the residual soils at depths of 17 and 11.5 feet, respectively. Auger refusal is
defined as material that could not be penetrated with the drill rig equipment used on the project.
Partially Weathered Rock: Underlying and/or within the residuum in Borings B-3 through B-
9, B-14, B-16, B-20, B-23, B-24 and B-27, partially weathered rock (MR) was encountered at
depths ranging between 3.5 and 19.5 feet. PWR is defined as residual soils exhibiting N-values
in excess of 100 bpf. When sampled, the PWR generally breaks down into sandy silts and silty
sands with rock fragments. Borings B-14, B-16 and B-27 were tenninated in the PWR at depths
ranging from 19 to 20 feet. Borings B-3, B-4, B-6 through B-9, B-20 and B-23 were terminated
in the PWR upon auger refusal at depths ranging from 4.5 feet to 19.8 feet. 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
parent bedrock. Core drilling techniques would be required to evaluate the character and
continuity of the refusal material.
6
Report of Preluuinary Subsurface Explaration
Austin Village
3.3 SUBSURFACE WATER
ESP Project No. E4-UB49.300
May 4, 2006
Water was observed within Borings B-10, B-15, B-18, B-19, B-24 and B-25 at depths ranging
between 8 and 30 feet below the existing ground surface at the termination of drilling. The
remainder of the borings were dry at the termination of drilling. Subsequent water levels were
taken at 1 day and water was observed in Borings B-1 through B-3, B-5, B-7 through B-11, B-13
through B-20, B-23 through B-28 and B-31 at depths ranging between 0.9 and 23.5 feet beneath
the ground surface. The remainder of the borings were dry at 1 day with hole cave-in depths
ranging between 2.4 and 24.7 feet below the existing ground surface. Hole cave-in depths may
provide an indication of water present. Please note that 1-day water level readings may have
been inflated due to overnight rainfall.
Subsurface water levels tend to fluctuate with seasonal and climatic variations, as well as with
some types of construction operations. Therefore, water may be encountered during construction
at depths not indicated during this study.
4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 GENERAL
Our conclusions and recommendations are based on the project information previously discussed
and on the data obtained from the field and laboratory testing program. If the structural loading,
geometry or proposed building locations are changed or significantly differ from those discussed,
or if conditions are encountered during construction that differ from those encountered by the
borings, ESP requests the opportunity to review our reconunendations based on the new
information and make any necessary changes.
7
Report of Preliminary Subsin face Exploration
Austin Village
4.2 SITE DEVELOPMENT
ESP Project No. E4-UB49.300
May 4, 2006
The results of the field testing program and analyses indicate the majority of the property appears
to be suitable for constructing lightly to moderately loaded structures, provided the following
measures are considered.
A) Cultivated soils were encountered in Borings B-2, B-6, B-8 through B-16, B-18 through
B-22 and B-27 through B-31. Based on our visual observations of these materials, they
appear to be free of concentrated organic debris, root matter or deleterious materials. If
the organic content within these materials becomes elevated, undercutting and/or removal
of these materials may be required. These materials should be thoroughly evaluated in
the field by a representative of the geotechnical engineer.
B) Lower consistency residual soils (N-values between 6 and 7 bpf) were encountered in
Borings B-1 through B-3, B-7, B-8, B-10, B-11, B-13, B-15 through B-19, B-21, B-22,
B-25, B-26, B-29 and B-31 at depths ranging from 1 to 15 feet. If these materials are in-
place within the upper 5 feet of final design grades, some undercutting, re-working and/or
moisture conditioning of the soils may be required in order to obtain a stable subgrade for
roadway and slab-on-grade placement. In addition, reduced bearing capacities may be
necessary for foundations bearing in these materials. The necessary type of repair for
these areas will be directly related to final design grades and the suitability of these
materials during field evaluations. These materials should be thoroughly evaluated in the
field through proofrolling observations, hand auger borings with Dynamic Cone
Penetrometer testing and/or test pit excavations.
C) Soft residual soils (N-values less than 6 bpf) were encountered in Borings B-7, B-10, B-
15, B-17, B-18 and B-19 at depths ranging from 1 to 18.5 feet below the existing ground
surface. These materials extended to depths ranging from 2.5 to 28.5 feet below the
existing ground surface. If these materials are in-place within the upper 10 feet of final
8
Report ofPrelnninaiy Subsurface Exploration
Austin Village
ESP Project No. E4-UB49.300
May 4, 2006
design grades, some undercutting, re-working or foundation modifications may be
required. The influence of these materials on the proposed structures will be directly
related to final design grades and foundation loads. These soils should be evaluated in
the field by a representative of the geotechnical engineer.
D) Groundwater was observed in Borings B-1 through B-3, B-5, B-7 through B-11, B-13
through B-20, B-23 through B-28 and B-31 at depths ranging from 0.9 to 23.5 feet below
the existing ground surface. Depending on final grades, dewatering may be required in
these and/or other low-lying areas. The need for temporary and/or permanent dewatering
in select areas should be evaluated in the field during construction.
E) Based on the results of our laboratory testing and experience with similar materials, it
appears that some of the residual soils, specifically materials similar to those encountered
in the near-surface profile of Borings B-24, B-25 and B-31, may be extremely moisture
sensitive. These materials will likely require smaller variations from optimum moisture
(f2 percent) to achieve proper compaction. Additionally, the soils could be mixed with
higher unit weight soils to improve their performance. These materials should be
thoroughly evaluated in the field by representatives of the geotechnical engineer,
1~) Borings B-3 through B-9, B-14, B-16, B-20, B-24 and B-27 encountered PWR at depths
ranging from 3.5 to 19.5 feet below the existing ground surface. Borings B-14, B-16 and
B-27 were terminated in PWR at depths ranging from 19 to 20 feet. Borings B-3 through
B-9, B-20 and B-23 resulted in auger refusal at depths ranging from 4.5 and 19.8 feet.
Difficult excavation, jackhammering or blasting should be anticipated in the PWR and
refusal materials. The depth to partially weathered rock and/or auger refusal should be
considered when establishing final grades.
G) Silty moderate plasticity clays were encountered in Boring B-18 at a depth of 1 foot
below the existing ground surface. The moderate plasticity clay soils extended to a depth
9
Report of Prelinsinary Subsurface Exploration
Austin Village
ESP Project No. E4-UB49.300
May 4, 2006
of 5 feet below the existing ground surface. ESP recommends that a minimum of 3 feet
of vertical separation be provided between stable moderate to high plasticity soils and
final subgrade elevations in foundation, concrete slab-on-grade, and paved areas.
Therefore, depending on final grades, some undercutting may be required.
H) Soft alluvial and/or residual soil should be anticipated along the existing drainage feature
and any low-lying areas. If soft soils are encountered during grading, undercutting may
be required.
4.3 FOUNDATION SUPPORT
For satisfactory performance, the foundation for any structure must satisfy two independent
design criteria. First, it must have an acceptable factor of safety against bearing failure of the
foundation soils under the maximum design loads. Second, the settlement of the foundations due
to consolidation of the underlying soils should be within tolerable limits for the structures.
The results of the soil test borings indicate that the proposed structures can be adequately
supported on shallow foundations bearing on low-plasticity residual soils or newly placed
structural fill, provided the site development, site preparation and fill placement procedures
outlined in this report are implemented. A net allowable bearing pressure of up to 3,000 pounds
per square foot (psf) can be used for design of the foundations bearing on residual soils
exhibiting N-values of 8 bpf or greater or on suitable structural fill compacted to at least 95
percent of the Standard Proctor maximum dry density.
Based on the general stratigraphy in the building areas, past experience with similar projects and
the anticipated magnitude of the building loads, it 'is our opinion that the total and differential
settlement potentials for the buildings may be on the order of up to 1'/4 inch and 3/4 inch,
respectively. This conclusion is contingent upon compliance with the site development, site
preparation and fill placement recommendations outlined in this report. It should be noted that
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Report of Prelimina y Substaface Exploration ESP Project No. E4-UB49.300
Austin Village May 4, 2006
these settlements are highly dependent upon final foundation loads and final grading plans.
Once these items are more defined, ESP should be provided the opportunity to re-evaluate the
settlement potential.
Minimum wall and column footing dimensions of 18 and 24 inches, respectively, should be
maintained to reduce the possibility of a localized, punching-type shear failure. Exterior
foundations and foundations in unheated areas should be designed to bear at least 18 inches
below finished grade for frost protection.
We recommend that the subgrade soils be observed by a representative of the geotechnical
engineer prior to foundation installation. This is to assess their suitability for foundation support
and confirm their consistency with the conditions upon which our recommendations are based.
The subgrade materials can be sensitive to moisture variations; therefore, foundation excavations
should be opened for a minimum amount of time, particularly during inclement weather. Soils
exposed to moisture variations may become highly disturbed and require undercutting prior to
placing foundations.
4.4 SEISMIC CLASS
Based on the soil test borings performed at the site, anticipated fill depths and our review of Section
1615 and 1616 of the 2002 North Carolina Building Code, a seismic site Class D and seismic design
Category D was identified for structural design using a Use Group II. The following parameters
were utilized during our design category determination as outlined in the referenced building code.
FA = 1.50 Sms = 0.56
Fv = 2.23 SMI = 0.32
Ss=0.37 SDS=0.37
Si=0.14 SDI=0.21
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Report of Preliminary Subsurface Exploration ESP Project No. E4-UB49.300
Austin Village May 4, 2006
Please note that the North Carolina Building Code Council issued a temporary rule (approved on
July 1, 2003) revising Section 1616.3 of the referenced code, including an exception. Based on this
revision, a seismic design Category C can be used for structural design on the subject site, provided
ALL of the following apply:
1. The approximate fundamental period of the structure Tp, in each of the two orthogonal
directions determined in accordance with Section 1617.4.2.1 is less than 0.8Ts
determined in accordance with Section 1615.1.4.
2. Equation 16-35 is used to determine the seismic response coefficient, C5.
3. The diaphragms are rigid as defined in Section 1602.
The project structural engineer shall review these requirements to determine the appropriate seismic
design category for use in structural design. If the proposed structures do not meet these
requirements and a higher (less restrictive) seismic design category is desired, additional evaluation,
including shear wave velocity testing, can be performed to evaluate the potential for an improved
design category.
4.5 FLOOR SLABS
The slab-on-grade floor system can be adequately supported on the low-plasticity residual soils
or newly placed compacted fill, provided the site development, site preparation and fill
placement procedures outlined in this report are implemented. The floor slabs should be
completely isolated from the structural components to allow independent movements of the slabs
and building foundations.
Immediately prior to constructing the floor slabs, we recommend that the areas be proofrolled to
detect unstable areas that may have been exposed to wet weather or construction traffic. Areas
that are found to be unstable or indicate pumping action during the proofrolling should be
undercut and replaced with adequately compacted structural fill. The proofrolling should be
observed by a representative of the geotechnical engineer.
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Report of Preliminary Subsea face Exploration
Austin Village
4.6 PAVEMENT AREAS
ESP Project No. E4-UB49„ 300
May 4, 2006
We recommend that special care be given to providing adequate drainage away from pavement
areas to reduce infiltration of surface water to the base course and subgrade materials in these
areas. If these materials are allowed to become saturated during the life of the pavement section,
then there may be a strength reduction of the materials that could result in a reduced life of the
pavement section. All water should be routed away from the pavement areas and adequate
slopes provided to maintain drainage off site. Pavement areas should be proofrolled prior to
placing structural fill and/or base course. ProofroIling procedures are outlined in subsequent
sections of this report.
4.7 CUT AND FILL SLOPES
For landscaping and mowing concerns, final project slopes should be designed to be 3 horizontal
to 1 vertical or flatter. Slopes can be designed as steep as 2 horizontal to 1 vertical; however,
soil erosion and slope maintenance should be expected. The tops and bases of all slopes should
be located a minimum of 10 feet from structural and pavement limits. The fill slopes should be
adequately compacted as outlined below, and all slopes should be seeded and maintained after
construction.
Retaining walls were not shown on the information provided to us. Retaining wall analysis was
not apart of our scope of services. However, any retaining walls should be designed using
appropriate soil parameters based on the site and construction conditions. Also, any walls
designed must be properly analyzed by the wall design engineer with respect to global stability
analysis and other design parameters.
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Report of Preliminary Subsurface Exploration
Austin Village
ESP Project No. E4-UB49.300
May 4, 2006
5.0 CONSTRUCTION CONSIDERATIONS
5.1 SITE PREPARATION
The entire buildings and pavement areas should be stripped of all topsoil, organics, trash, debris
and moderate to high plasticity soils to a minimum of 10 feet beyond the structural and pavement
limits. Upon completion of the stripping operations, the exposed subgrade in areas to receive fill
should be proofrolled with a loaded dump truck or similar pneumatic tired vehicle (minimum
loaded weight of 20 tons) under the observation of a representative of the geotechnical engineer.
The proofrolling procedures should consist of four complete passes of the exposed areas, with
two of the passes being in a direction perpendicular to the preceding ones. After excavation of
the site has been completed, the exposed subgrade in cut areas should also be proofrolled as
previously described. Any areas which deflect, rut or pump excessively during proofrolling or
fail to improve sufficiently after successive passes should be undercut to suitable soils and
replaced with structural fill.
5.2 TEMPORARY EXCAVATION STABILITY
Excavations greater than four feet in depth should be sloped or shored in accordance with local,
state, and federal regulations, including OSHA "Construction Standard for Excavations" (29
CFR Part 1926.650-652). The contractor is usually solely responsible for site safety. This
information is provided only as a service and under no circumstances should ESP be assumed to
be responsible for construction site safety.
5.3 TEMPORARY/PERMANENT DEWATERING
Water was encountered in Borings B-1 through B-3, B-5, B-7 through B-11, B-13 through B-20,
B-23 through B-28 and B-31 at depths ranging from 0.9 to 23.5 feet. As previously noted, some
of the water levels may have been influenced by overnight rainfall. If water is present within 4
14
Report of Preliminary Subsurface Exploration ESP Project No. E4-UB49,300
Austin Village May 4, 2006
feet of working grades or proposed grades, some temporary or permanent dewatering may be
required. We anticipate that dewatering may be required in these areas prior to construction. We
expect that temporary dewatering could be adequately handled with pumping from sumps
excavated at least 3 to 4 feet below the bottom of the excavation. Pumping from the sumps
should be maintained until fill placement in the excavation is a minimum of 3 feet above the
water level. At no time should pumping be performed directly beneath the exposed subgrade
elevation since this could result in disturbance of the bearing materials and a loss of soil strength
and increased settlement. Permanent dewatering, if required, could likely be handled through a
series of "French Drains." Once final design plans are available, ESP can review them with
regard for the need for dewatering.
5.4 DIFFICULT EXCAVATION
Based on the results of the soil test borings, it appears that the majority of the general excavation
will be in firm to very stiff residual soil. We anticipate that the residual soil can be excavated
using pans, scrapers, backhoes and front end loaders. However, results from Borings B-3
through B-9, B-14, B-16, B-20, B-24 and B-27 encountered partially weathered rock at depths
ranging from 3.5 to 19.5 feet. Borings B-14, B-16 and B-27 were terminated in the partially
weathered rock at depths ranging from 19 to 19.5 feet below existing grade. Borings B-3
through B-5, B-7 through B-9, B-20 and B-23, were terminated upon auger refusal at depths
between 4.5 and 19.8 feet below the existing ground surface. Therefore, we anticipate that
partially weathered rock, intermittent rock lenses and/or boulders will be encountered during
general site grading and excavation for the installation of footings and utilities, particularly in the
higher portions of the site.
The depth to, and thickness of, PWR and rock lenses or seams, can vary dramatically in short
distances and between boring locations; therefore, PWR or bedrock may be encountered during
construction at locations or depths between boring locations, not encountered during this
exploration.
15
Report ofPreliminag Subscaface Exploration ESP Project No. E4-UB49.300
Austin Village May 4, 2006
It has been our past experience in this geologic area that materials having Standard Penetration
Resistances of less than 50 blows per 0.4 foot can generally be excavated using pans and
scrapers by first loosening with a ripper attached to a suitable sized dozer such as a Caterpillar
D-8 or D-9. On earthwork projects requiring ripping, questions sometimes develop as to whether
the materials can be removed by ripping or whether blasting is required. It should be noted that
ripping is dependent upon finding the right combination of equipment and techniques used, as
well as the operator's skill and experience. The success of the ripping operation is dependent on
finding the proper combinations for the conditions encountered. Excavation of the weathered
rock is typically much more difficult in confined excavations. Jackhammering or blasting is
anticipated to be required for materials having Standard Penetration Resistances in excess of 50
blows per 0.2 foot.
We would like to point out that our experience indicates rock in a weathered, boulder and
massive form varies erratically in location and depth in the Piedmont Geologic Province, which
contains Union County, North Carolina, Therefore, there is always a potential that these
materials could be encountered at shallow depths between the boring locations.
5.5 FILL MATERIAL AND PLACEMENT
All fill used for site grading operations should consist of a clean (free of organics and debris),
low plasticity soil (Plasticity Index less than 30). The proposed fill should have a maximum dry
density of at least 90 pounds per cubic foot as detenmined by a Standard Proctor compaction test,
ASTM D 698. All fill should be placed in loose lifts not exceeding 8 inches in thickness and
compacted to a minimum of 95 percent of its Standard Proctor maximum dry density, with at
least 100 percent achieved at the surface. We recommend that field density tests, including one-
point Proctor verification tests, be performed on the fill as it is being placed at a frequency
determined by an experienced geotechnical engineer to verify the compaction criteria.
16
Report ofPreliminmy Substaface Exploration ESP Project No. E4-UB49.300
Austin Village May 4, 2006
Based on the results of the test borings performed at the borrow site, the laboratory testing
performed on the soil samples and our past experience with similar type materials, the existing
residual soils may be used as structural fill. Based on the moisture-density relationships and in
place moisture contents performed on samples obtained from the borrow site, it appears that the
majority of the soils will be within suitable moisture range to achieve adequate compaction;
however, in place moisture contents ranged between 12 and 51 percent; therefore, some moisture
conditioning should be expected. In addition, we anticipate some lighter weight (less than 90
pounds per cubic foot) soils may be encountered. If light weight soils are encountered they may
require mixing with heavier unit weight soils or additional compactive effort may be required.
6.0 LIMITATIONS OF REPORT
This report has been prepared in accordance with generally accepted geotechnical engineering
practice with regard to the specific conditions and requirements of this site. The conclusions and
recommendations contained in this report were based on the applicable standards of our practice
in this geographic area at the time this report was prepared. No other warranty, expressed or
implied, is made,
The analysis and recommendations submitted herein are based, in part, upon the data obtained
from the subsurface exploration. The nature and extent of variations between the borings will
not be known until construction is underway. If variations appear evident, then we request the
opportunity to re-evaluate the recommendations of this report. In the event that any changes in
the nature, design, or location of the structures are planned, the conclusions and
recommendations contained in this report will not be considered valid unless the changes are
reviewed and conclusions modified or verified in writing by ESP.
In order to verify that earthwork and foundation recommendations are properly interpreted and
implemented, we recommend that ESP be provided the opportunity to review the final plans and
specifications. Any concerns observed will be brought to our client's attention in writing.
17
FIELD EXPLORATION PROCEDURES
Soil Test Boring: Thirty-one (31) soil test borings were drilled at the approximate locations
shown on the attached Boring Location Plan, Figure 2. Soil sampling and penetration testing
were performed in accordance with ASTM D 1586.
The borings were advanced with hollow-stem augers and, at standard intervals, soil samples
were obtained with a standard 1.4-inch I.D., 2-inch O.D., split-tube sampler. The sampler was
first seated six (6) inches to penetrate any loose cuttings, then driven an additional foot with
blows of a 140-pound hammer falling 30 inches. The number of hammer blows is designated the
"Standard Penetration Resistance." When properly evaluated, the Standard Penetration
Resistances provide an index to soil strength, relative density, and ability to support foundations.
Select portions of each soil sample were placed in sealed containers and taken to our office. The
samples were examined by a representative of the geotechnical engineer for classification. Test
Boring Records are attached showing the soil descriptions and Standard Penetration Resistances.
LABORATORY PROCEDURES
Standard Proctor Compaction Test: Select samples of the borrow soils were obtained from
test pits to determine their suitability as fill material. Standard Proctor compaction tests (ASTM
D 698) were performed on these soils to determine their compaction characteristics including
maximum dry density and optimum moisture content. The test results are presented on the
attached Moisture-Density Relationships included in the Appendix.
Atterberg Limits Test: Select samples were identified for Atterberg Limits testing to determine
the soil's plasticity characteristics. The Plasticity Index (PI) is representative of this
characteristic and is determined utilizing the Liquid Limit (LL) and the Plastic Limit (PL). The
Liquid Limit is the moisture content at which the soil will flow as a heavy viscous fluid and is
determined in accordance with ASTM D 4318. The Plastic Limit is the moisture content at
which the soil begins to lose its plasticity and is determined in accordance with ASTM D4318.
The data obtained is presented on the attached Summary of Laboratory Test Data sheet.
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LEGEND TO SOIL CLASSIFICATION AND SYMBOLS
SOIL TYPES
(Shown in Graphic Log)
® Asphalt/ Concrete ® Organic Im Sandy Silt
Topsoil Sandy Im Clayey Silt
Gravel Silty Sandy Clay
Sand Clayey ® Silty Clay
® Silt Silty Sand ® Partially Weathered Rock
® Clay Clayey Sand Cored Rock
SAMPLER TYPES CONSISTENCY OF C OHESIVE SOILS
(Shown in Samples Column) STD. PENETRATION

Shelby Tube
CONSISTENCY RESISTANCE
BLOWS i FOOT
Split Spoon Very Soft 0 to 2
a
Rock Core
Soft
Firm
3 to 4
5 to 8
Q No Recovery stiff 9 to 15
Very Stiff 16 to 30
Hard 31 to 50
Very Hard Over 50
WATER LEVELS CONSISTENCY OF COHESIONLESS SOILS
(Shown in Water Level Column) STD, PENETRATION

= Water Level at Termination of Boring
CONSISTENCY RESISTANCE
BLOWS/FOOT
z = Water Level Taken After 24 Hours Very Loose 0 to 4

=Lass of Drilling Wafer
g
Loose

Medium Dense
5
to 10
11 to 30
tic = Hole Cave Dense 31 to 50
Very Dense Over 50
TERMS
Standard - The Number of Blows of a 140 lb. Hammer Falling 30 in.
Penetration Required to Drive a 1.4 in I.D. Split Spoon Sampler 1 Foot
Resistance (N-Value) As Specified in ASTM D-1586.
REC - Total Length of Rock Recovered in the Core Barrel Divided
by the Total Length of the Core Run Times 100 (expressed
as a percentage).
RQD - Total Length of Sound Rock Segments Recovered that are
Longer Than or Equal to 4" (mechanical breaks included)
Divided by the Total Length of the Core Run Times 100
(expressed as a percentage).
Dynamic Cone - The Number of Blows of a 15 lb,
Penetrometer Hammer Falling 20 in. Required
Test Data to Drive a Cone Point 1 314 in.
When Properly Evaluated, it can
be compared to the Standard
Penetration Resistance.
ESP ASSOCIATES. P.A.
engineering-surveying planning
PROJECT: Austin Village
TEST BORING RECORD B-1
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-114" ID Hallow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 20 FEET CME550X (ATV)
DATE DRILLED: WATER LEVEL:
03123106 Dry @ TOB 18.3 feet @ 1 day

CL U
= O
a O

SOIL DESCRIPTION
w
>
a

a
STANDARD PENETRATION TEST DATA
LL
o

Q "
< w
Q
wo -
(Blows/ft) _
m
u7 10 30 50 70 9
TOPSOIL/GRASSMAT
RESIDUUM: Firm to Stiff Orange, Tan and Gray
Fine Sandy SILT with trace manganese stains 6

? 9
5 - 5

15
1

6
10 10

9
15 15-

10
20

Boring was terminated at 20 feet. Hale cave-in was 20
observed at 9.6 feet.
25 25
30 30-

35
35

DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRANGEMEN TS OF &S !' ilssoc lutcr, P..?.
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS. Pz-
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTA NCES OR _ 37 2Cromp toieSl.
QUANTITIES. Charlotte, NC ?8273 (704) 50 4- 10 1 5
PAGE: 1 of 1
PROJECT: Austin Village
TEST BORING RECORD B-7
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-1/4" ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
Jahn Abernathy 20 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03/23/06 Dry @ TOB 115.2 feet @ 1 day

~ ^
IL v
a O
o

SOIL DESCRIPTION
u3 w w
EL
--
`C
STANDARD PENETRATION TEST DATA
< J o (Blows/ft) m
0 (n 10 30 50 70 9
11? P! IT 7OPSOILIGRASSMAT

or
"o CULTIVATED SOIL: Firm Brown Fine to Medium
Sand SILT with rootlets

RESIDUUM: Firm Orange and Tan Fine Sandy Silty 6
CLAY with rootlets and trace manganese stains
Stiff to Hard Orange, Tan and Brownish Tan Fine
Sandy SILT with trace manganese stains 15
5 5

22

20
10 10-

41
15 1 15-

? 13
13
20-
Boring was terminated at 20 feet. Hole cave-in was 20
observed at 15.4 feet.
25 25-

30 30

35 35

DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GEN ERAL ARRAN GEMENT S OF es11 rsset rurer, P. A.
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS. '
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR 372 Cronap larrSr.
QUANTITIES. Chariorre, NC 28273 (704) 504 -10 1 5

PROJECT: Austin Village TEST BORING RECORD B-3
Union County, North Carolina
PROJECT No.. ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-114" ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 13 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03!23106 Dry @ TOB 11.5 feet @ 1 day

., U
_
EL p

SOIL DESCRIPTION
w
}- >
a
g

L
STANDARD PENETRATION TEST DATA
LL
¢ L
? Q ua v
L
U
? (Blows/ft) m
C7 V3 10 30 50 7090
TOPSOILIGRASSMAT
RESIDUUM: Firm White to Brown and Brownish
Tan to Gray Fine Sandy Clayey SILT g

Very Stiff Brownish Gray Fine Sandy SILT (very
moist) 16

5 5
010
1
PARTIALLY WEATHERED ROCK: When sampled m .
becomes Whitefish Gray Fine to Medium Sandy SILT
® 010.3

10 10
- 50!0
Auger refusal encountered at 13 feet. Boring was
terminated at 13 feet. Hole cave-in was observed at 5
feet.
15 15

20 20

25 25
_ 0
30 3
4
a

g 35 35
h
J
F 1
L
DE
PTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE
NERAL
ARRAN
GEMENTS OF ES
P A ssectare
s, P
.A.
TH E SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
z
D
O NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O
F DISTA
NCES --
OR _ 37
2 Crompton
St.
Q UANTITIES. Charlotte, NC 28273 (7 04) 30 4- 1 01 5
p
PAGE: 1 of 1
PROJECT: Austin Village
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD:
E4-UB49.300 Ground Surface 2-114" ID Hollow stem
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 11 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03/23/06 Dry @ TOB Dry@ 1 day
TEST BORING RECORD B-4
NOTES:
Drilling services provided by Ameridrill

^ v
O
O

SOIL DESCRIPTION
Of _j
W W
F-> W

o
STANDARD PENETRATION TEST DATA
u-
o

W
Q L
¢
u1
a
(Blows/ft) _
M
C1 < 10 30 50 70 9
TOPSOIUGRASSMAT
RESIDUUM: Firm Orange, Tan and Grayish Brown
Fine to Medium Sandy SILT with trace rootlets and

rock fragments 8

PARTIALLY WEATHERED ROCK: When sampled ® 0/0.2
becomes Whiteish Gray Silty SAND
5 5
!S3 46010.3
cm 410.2
10 10
Auger refusal encountered at 11 feet. Boring was - 0/0.0
terminated at 11 feet. Hole cave-in was observed at
6.8 feet.
1 15-f 1 1 1 k 15
1 20 -1 1 1 1 1 20
1 25 -1 I I 1 1 25
1 30-1 1 1 1 1 30 1
i l 35
35
J
7
i
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF esy ts:acrares, P. A.
3
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS. E; f.
P
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR = 372 Cranrpton St.
M QUANTITIES. Charlotte, NC 2$273 (704) 50.1-1015
PAGE: 1 of 1
PROJECT: Austin Village
TEST BORING RECORD B-5
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-1/4" ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 17 FEET OME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03/23106 Dry @ TOB Z 13.0 feet @ 1 day

~ U
a O SOIL DESCRIPTION
w j
0-
a
STANDARD PENETRATION TEST DATA
EL
Q J < w a o V (Blows/ft) m
Cl) 10 30 50 70 9
TOPSOILIGRASSMAT
RESIDUUM: Firm Orange and Gray Fine Sandy
SILT with rock fragments
8

® 010.3
PARTIALLY WEATHERED ROCK: When sampled
g becomes Whiteish Gray Fine to Medium Sandy SILT g

RESIDUUM: Hard to Very Hard Tan and Whitefish
Gray Fine Sandy SILT with rock fragments 50

33
10 a
1
i

? 38
15 15

Auger refusal encountered at 17 feet. Boring was 5010
terminated at 17 feet. Hole cave-in was observed at
13.8 feet.
20 2
0
25 25

30 30

35
35

DE PTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRANGEMEN TS OF ES PAssae tare: , P-1.
TH E SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS. `"" m°r? •? •"u r°",rr
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTA NCES OR = 37 3 Cronrp rotr S t.
QU ANTITIES. Charlotte. NC 28373 (7 04) 50 4- 10 1 5
F'Aut: 1 or 1
PROJECT: Austin Village TEST BORING RECORD B-G
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-US49.300 Ground Surface 2-114" ID Hallow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 19.8 FEET CME550X (ATV)
DATE DRILLED. WATER LEVEL:
03/23106 Dry @ TOB Dry @ 1 day
U

a C)

SOIL DESCRIPTION
w
i-> to
a
--
o
STANDARD PENETRATION TEST DATA

l
LL
0.
o < w Q W (B
ows/ft) Co
Cn 10 30 50 709C
TOPSO[UGRASSMAT
CULTIVATED SOIL: Stiff Whiteish Tan Fine Sandy
SILT with trace rootlets

14
RESIDUUM: Stiff Tan and Orange Fine Sandy SILT
with rock fragments
Hard Whileish Tan Fine Sandy SILT

? 49

5 5

Very Stiff to Very Hard Whitefish Tan Fine Sandy
SILT (moist) 17

21
10 10
PARTIALLY WEATHERED ROCK: When sampled
becomes Grayish Tan Fine Sandy SILT with rock
15 fragments 15
_Hr.
010.3
J??j CEO 20 Auger refusal encountered at 19.8 feet. Boring was 20- -11 50/0
terminated at 19.8 feet. Hole cave-in was observed at
18 feet.
1 25 -I I I I 1 25
1 30 -I
S
'n
30
d 35 1 1 1 1 35 ? L
S
a
.
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF P.,
E .rb...r.r • r.n mar • plnsna.ri
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR 373 Croarpton 5t.
o QUANTITIES. Charlotte, NC28373 (704).S04-101S
PAGE: 1 of 1
PROJECT: Austin Village
TEST BORING RECORD B-7
Union County, North Carolina
PROJECT No.. ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-1/4" ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
Jahn Abernathy 13.2 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03/27/06 Dry @ TOB 12.6 feet @ 1 day

~ U
° O
SOIL DESCRIPTION
LU
j W
_j
a-

d

STANDARD PENETRATION TEST DATA

u-
o < u u10 ?. (Blows/ft) m
10 30 50 70 9
TOPSOIIIGRASSMAT
RESIDUUM: Firm Grayish Brown Fine to Medium
Sand SILT with trace rootlets

Firm Whiteish Tan Fine Sandy SILT 5
Hard White Fine to Medium Sandy SILT with rock
fragments 45
5
5
Very Dense Grayish Brown To White Silty Fine to
Medium SAND 77
Hr,
® 010
2
PARTIALLY WEATHERED ROCK: When sampled .
10 becomes Grayish Brown to White Fine to Medium 10
Silty SAND

Auger refusal encountered at 13.2 feet. Boring was 4 6010.0
terminated at 13.2 feet. Hole cave-In was observed at
15 8.6 feet.
15
20 20-

25-
25- I

30-
30- I

35
35

DE PTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRAN GEMENTS OF rs P Assuc Jos . P. A.
TH E SOI L TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTA NCES OR 37 3 Crompton S r.
QU ANTI TIES. Chartaite, NC 18373 (7 04) 50 4- 10 15
PAGE: 1 of 1
PROJECT: Austin Village
TEST BORING RECORD B-8
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-1/4" ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 16 FEET CME550X (ATV)
DATE DRILLED: WATER LEVEL:
03127106 Dry @ TOB 15.8 feet @ 1 day

.? U
= 0
O

SOIL DESCRIPTION
w w
a
? r
STANDARD PENETRATION TEST DATA
LL
m
W ¢ (Blows/fit)
10 30 50 70 B
TOPSOIL/GRASSMAT
CULTIVATED SOIL: Firm Brownish Gray Fine
Sand SILT with trace rootlets 6
RESIDUUM: Firm Tan To Orange Fine Sandy SILT

Hard Tan To White Clayey SILT with rock fragments
31
5 5
1
Hard Tan Fine Sandy SILT
43

38
10 10

PARTIALLY WEATHERED ROCK: When sampled 0/0.2
becomes Tan Fine Sandy SILT
15 15

Auger refusal encountered at 16 feet. Boring was 4 15010
terminated at 16 feet. Hale cave-in was observed at
13.6 feet.
20 20

25 25

30 30-

35
35

DE PTH M EASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL
I
esr rs:ncralcf
ARRANGEMENTS OF
. a
d.

TH
E SOI
L TYPES ENCOUNTERED AT THE BORING LOCATIONS. B
D
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTA NCES OR 372 CromptouS t.
QU ANTI TIES. Charlotte, NC38373 (7 04) 50 4- 10 1 5
YAldt: I Or l
PROJECT: Austin Village
TEST BORING RECORD B-9
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-US49.300 Ground Surface 2-114" ID Hollow stem Drilling services provided by Amerldriil
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 11 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03/27/06 Dry @ TOB 17.8 feet @ 1 day

$ U
z c7
O

SOIL DESCRIPTION
w U
ii
F
STANDARD PENETRATION TEST DATA
LL
o < tu o (Blows/ft) m
0 ca 10 30 50 70 9
TOPSOILIGRASSMAT
CULTIVATED SOIL: Very Stiff Brown Fine Sandy
SILT with rootlets

RESIDUUM: Very Stiff Brownish Tan Fine Sandy 25
SILT
Very Stiff Whiteish Tan To Orange Fine Sandy SILT
27
5 5

Very Stiff Brownish Tan Fine Sandy SILT with trace
manganese stains 16
1

Hr ® 010
2
.
10 PARTIALLY WEATHERED ROCK: When sampled

becomes Fine to Medium Sandy SILT 10
Auger refusal encountered at 11 feet. Boring was - 5010
terminated at 11 feet. Hole cave-in was observed at
9.2 feet.
15 15

20 20

25
25
30 30

35
j
i 35

DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRAN GEMEN TS OF _ Es r,issac ruras , P. A.
THE SOI L TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTA NCES OR 37 2 Cromp ton S t.
QUANTI TIES. Chariotte, NC 28273 (7 04) 50 4-101 5
HAUL: 1 Or 1
PROJECT: Austin Village TEST BORING RECORD B-10
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-1/4" ID Hallow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 20 FEET CME556X (ATV)
DATE DRILLED: WATER LEVEL:
03127106 7-15.0 feet @ TOB 19.7 feet @ 1 day

N -- U
MO
O

SOIL DESCRIPTION 0? -1
uu W
f- > Lu
a
a ~ --
STANDARD PENETRATION TEST DATA
U_
Q.
a < w ¢ wo (Blows/ft) m
C7 N 10 30 50 70 9
TOPSOIUGRASSMAT
CULTIVATED SOIL: Stiff Brown Fine Sandy SILT
with trace rootlets

RESIDUUM: Stiff Tan Clayey SILT 9

Stiff Tan Clayey SILT
11
5 5

Firm Tan and Orange Clayey SILT 5

Firm Whiteish Gray Fine Sandy SILT (moist)

10
1 8
10

Soft Whiteish Tan to Orange Sandy Clayey SILT
with trace manganese stains 4
15 1
5
Very Stiff Whiteish Tan Fine Sandy Clayey SILT

20 (very wet) 22
Boring was terminated at 20 feet. Hole cave-in was 20
observed at 14.5 feet.
25 25

30 30

35
35

DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRAN GEMENTS OF Es f ,(ssaeta,es , r. a.
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTANCES OR = 37 3 Crompton S t.
QUANTITIES. Charlaue, NC 28273 (7 04) 504-101 5
NAlit: 1 or 1
PROJECT: Austin Village
TEST BORING RECORD B-11
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-114" ID Hollow stem Drilling services provided by Ameridrili
LAGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 20 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03127/06 Dry @ TOS 114.8 feet @ 1 day
(L- U_
_0
O

SOIL DESCRIPTION
w
J
L uJ
a
~ E,
-
STANDARD PENETRATION TEST DATA

m
a < Q ? (Blows/ft)
(> N 10 30 50 70 9
TOPSOIL /GRASSMAT
CULTIVATED SOIL:Stiff Brown Fine to Medium
Sand SILT with trace rootlets

RESIDUUM: Stiff Orangelsh Brown Silty CLAY 11
Firm Tan To Orange Clayey SILT with trace
manganese stains (very moist) 8
5 5

7
Firm Tan to Orange Clayey SILT with trace
maganese stains (very moist) 7
10 10-

15
1
15 10

Hr

12
20
Boring was terminated at 20 feet Hole cave-in was 20
observed at 17.2 feet.
25 25

30 _30

35
35

DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRAN GEMEN TS OF ESPdssoc rares, A A.
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS. "` '" °'°"" "'
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTA NCES OR - 372 Cromp ton St.
QUANTITIES. Charlone, NC 28273 f704J 50 4-10 1 5
PAGE: 1 of 1
PROJECT: Austin Village
TEST BORING RECORD B-12
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-114" ID Hallow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 10 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03/27106 Dry @ TOB Dry @ 1 day
U
z O
°- 0

SOIL DESCRIPTION
w w
l- > L
0-
-
a
STANDARD PENETRATION TEST DATA
u-
a

Lu "'
¢ W
?
Q
L "
?
(Blows/ft) _
co
0 co 10 30 50 70 9
TOPSOILIGRASSMAT
CULTIVATED SOIL: Brown Fine Sandy SILT with
trace rootlets 10

01 RESIDUUM: Stiff Tan Silty CLAY
oo,
Stiff Tan to Pink Fine Sandy SILT
11
5
5
Stiff Pink to Tan Fine Sandy SILT with manganese
stains
_l:1G_ 11

10
10
Boring was terminated at 10 feet. Hole cave-In was 10
observed at 7.4 feet.
1 15 -1
1 20 -1
25-1
30 -1
15
20
25
I 30 ( I?1
35-i 35 1 1 1 1 1 1 1 1 1
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF L•SP tssuefurea, Rd.
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
"
50.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR 372 Cromplon St.
QUANTITIES. Charlotte, NC 28373 (704) 5Qa-1015
PAGE- 1 of 1
PROJECT: Austin Village
TEST BORING RECORD B-13
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-114" ID Hollow stem Drilling services provided by Ameriddil
LOGGED BY: BORING DEPTH: DRILL RIG:
Jahn Abernathy 20 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03127106 Dry @ TOB 115.7 feet @ 1 day

-- U
s O

SOIL DESCRIPTION
w w
a
-?
STANDARD PENETRATION TEST DATA
w

LLJ O <Lu a a (Blows/ft) M
U W 10 70 50 7090
TOPSOILlGRASSMAT

0 CULTIVATED SOIL: Firm Brown Silty CLAY with
0.

11, (race rootlets
6
RESIDUUM: Very Stiff Tan To Orange Fine Sandy
SILT with rock fragments 1l3
5 5

Stiff to Very Stiff Whitefish Tan Fine Sandy SILT with
manganese stains 16

? 12
10 10

Stiff Pink to Tan Fine Sandy SILT with manganese
stains 13
15 15
?

9

20 Boring was terminated at 20 feet. Hole cave-in was 20
observed at 15.9 feet.
25 25

30 30-

35
35

DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRANGEMEN TS OF ESPAssuc rates , P. A.
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTA NCES OR - 372 Cromp rnn S r.
QUANTITIES. Charlotte, NC 38273 (77 04) 30 4- 10 1 3
I'AUE: 1 Ot 1
PROJECT: Austin Village
TEST BORING RECORD B-14
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-114" ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 19 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03123106 Dry @ TOB 111.1 feet @ 1 day
U
= c7
n.O

OIL
SOIL DESCRIPTION
w w
?-> W
a
F -?
a
STANDARD PENETRATION TEST DATA
u-
IL

r < J ¢ wo (Blowslft) m
10 30 50 70 9
TOPSOILIGRASSMAT
CULTIVATED SOIL: Loose Tannish Brown Silty
SAND
6
RESIDUUM: Very Stiff Orange To Tan Fine Sandy
SILT
Very Hard Tan To Brown Fine Sandy SILT with trace
manganese stains
27
5 5

38
Very Hard Tan Fine to Medium Sandy SILT with rock
fragments and trace manganese stains 21
1a 10

Hr. 61
15 15-

- J r' PARTIALLY WEATHERED ROCK: When sampled ® 010
5
becomes Tannish White Sandy SILT with rock
A .
20 fra
ments 20
g
Boring was terminated at 19 feet. Hole cave-in was
observed at 14.1 feet.
25 25

30 30-

35
35
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRANGEMENTS OF [s Rye, .r la` Ir v 1'^ t?
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS. `;
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTA NCES OR _ 372Cromp tanS t.
QUANTITIES. Charl one, NC 28273 (7 04J 50 4- 10 15
PAGE: 1 (it 1
PROJECT: Austin Village
TEST BORING RECORD B-15
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-US49.300 Ground Surface 2-114" ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 11.5 FEET CME550X (ATV)
DATE DRILLED: WATER LEVEL:
03/23/06 Q 10.8 feet @ TOB 18.8 feet @ 1 day

IL r U
0.
d p
SOIL DESCRIPTION IX _j
? to
ate. E- -
CL x STANDARD PENETRATION TEST DATA LL
o.
Q~ ¢ J p v (Blowslft) M
N 10 30 50 70
TOPSOIL/GRASSMAT
CULTIVATED SOIL: Firm Tan Fine to Medium
Sand SILT
5
RESIDUUM: Firm to Very Stiff Tan Fine to Coarse
Sandy CLAY

15

5
Hard to Very Hard Orange To Tan Fine to Medium
Sandy SILT with rock fragments
32
t
39
10 -- 0
Q 1

Auger refusal encountered at 11.5 feet. Boring was 010.0
terminated at 11,5 feet Hole cave-in was observed at
10 feet.
15
15
20 20

25 25

30 30

I
i
35
35
i
i

' DE PTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRAN GEMEN TS OF FS P ASSar l I,$, R el.
TH E SOI L TYPES ENCOUNTERED AT THE BORING LOCATIONS.
i DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTA NCES OR - 37 2 Cromp ton St.
QU
31 ANTI TIES. Charlotte, NC 28373 (704) 50 4- 10 1 5
PAGE: 1 of 1
PROJECT: Austin Village
TEST BORING RECORD B-16
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-114" ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abemathy 20 FEET CME550X (ATV)
DATE DRILLED: WATER LEVEL:
03123106 Dry @ TOB 17.6 feet @ 1 day

E' ^
EL iF? U
a 0
o

SOIL DESCRIPTION of _j
w
F-> W
a
F- --
o
STANDARD PENETRATION TEST DATA
u-
o

0
J
J -
WQ
(Blows/ft) .
fD
LD (A 10 30 50 7090
TOPSOIL
% CULTIVATED SOIL: Loose Grayish Tan Silty Fine
SAND

RESIDUUM
L
B
d 6
:
oose
rawn Me
ium Silty SAND
Medium Dense Tan to Orange Fine to Medium
Clayey SAND
16
5
Orange to Tan Fine Sandy Silty CLAY with trace 5
manganese stains
14
1
8
10 1q

J3C

Very Stiff Tan to Orange Fine Sandy SILT with
manganese stains 17
15 15

1 6010
5
20 PARTIALLY WEATHERED ROCK: When sampled 20 .
becomes Whitefish Gray Fine Sand SILT
Boring was terminated at 20 feet. Hole cave-In was
observed at 11.9 feet.
25 25

30 30-

35 35

DEPTH M EASUREMENTS ARE SHOWN TO ILLUSTRATE THE GEN ERAL ARRAN GEMENTS OF Es l' Asanclare.i . P. A.
THE SOI L TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTA NCES OR 37 2 CrampranS 1.
QUANTIT IES. Charlorre, NC ?8?73 (70 1) 50 1-10 1 5
rHUt: i or i
PROJECT: Austin Village
TEST BORING RECORD B-17
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-114" ID Hollow stem Drilling services provided by Ameddrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 20 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03/23106 Dry @ TOB 116.7 feet @ 1 day

-- U
c7
o-O

SOIL DESCRIPTION
w
?-> W
d
g
?_ --
0.
STANDARD PENETRATION TEST DATA
rl
CL
W J w Q wo " (Blows/ft) co
ca 10 30 50 7D 9
TOPSOILIGRASSMAT
RESIDUUM: Stiff to Very Stiff Orangeish Brawn
Silty CLAY 9
Stiff Orange To Tan Fine Silty CLAY with trace

manganese stains 17
5 5

Stiff Brown, Tan and Pink Fine Sandy SILT with
manganese stains
13

11
10 10-

5
15 15

9
20

Boring was terminated at 20 feet. Hole cave-in was 20
observed at 17 feet
25 25

30 30-

35

f 35
t

DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE

NERAL

ARRAN

GEMEN
f
TS OF _ ES
?

P Asroc
t c

hius
rta

, P.
rLm

A.
ewt
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
I DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTA NCES OR 37 3 Crotrrp totr5 t.
f QUANTITIES. Charlotte. NC 38373 (7 04) 50 1- 1 01 5
PAGE: 1 of 1
PROJECT: Austin Village TEST BORING RECORD B-18
Union County, Notch Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-114" ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 35 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03/27/06 ?430.0 feet @ TOB Z 23.5 feet @ 1 day

F .. U
S C7
0

SOIL DESCRIPTION
W > W
a'

CL
STANDARD PENETRATION TEST DATA
LL
IL
W
° Q J Q w v (Blows/ft) m
C? to 10 30 50 70 8
7OPSOIUGRASSMAT
CULTIVATED SOIL: Firm Grayish Brown Fine to
Medium Sand SILT with trace rootlets 6
000 RESIDUUM: Firm Reddish Brown Silty Moderate
Plasticity CLAY

11

5 Stiff Tan To Reddish Brown Fine Sandy SILT 5
s
Soft Tan To Pinkish Orange Fine Sandy SILT with
trace manganese stains

?
7

1a 10

4
-
15 15
oe 04r Very Stiff Tan To Red Clayey SILT with rock

fragments 2
20 4
0" o" 2
- oo
1
Firm to Very Stiff Tan To Orangelsh Brown Fine

25
Sandy SILT with trace manganese stains (wet)
_

25 5

30
_
34 5

Tan to Orangeish Brown Fine Sandy SILT with trace

35 manganese stains (wet) 16
Boring was terminated at 35 feet. Hole cave in was 35
observed at 24.7 feet.
i

! DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRAN GEMENTS OF es Y ts?r r r ? , P. A.
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
-_
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTA NCES OR 37 2 Crowp ran S r.
QUANTITIES. Crarlorre, NC 38273 (7 04) 50 4- 10 1 5
MAlit: 1 at 1
PROJECT: Austin Village
TEST BORING RECORD B-19
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-1/4" ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 30 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03/27106 19.2 feet @ TOB Z 15.6 feet @ 1 day

a-

s U
L7
O

SOIL DESCRIPTION
w w
F-> W
i
i
0- _
o
?

STANDARD PENETRATION TEST DATA
L
a
W < J Q _
L 1-
? (Blows/ft)
(7 U) 10 30 50 70 9
TOPSOIUGRASSMAT

"
7 CULTIVATED SOIL: Firm Tannish Brawn Fine
Sand SILT with trace rootlets

0
RESIDUUM: Firm Brown Fine Sandy CLAY with t3
organic odor
Stiff Orange To Tan Fine Sandy CLAY with trace
manganese stains 11
5 5

Stiff Orange to Tan Fine Sandy CLAY
10
Stiff Orange to Tan Silty CLAY with trace
manganese stains 10
10 10

Soft to Firm Orange to Tan Fine Sandy SILT with
trace manganese stains (mo(st) 7
15 15-
i

4
za 20
w

Soft To Stiff Tan to Orange Clayey SILT with trace
manganese stains (wet) 3
25 25

10
30
Boring was terminated at 30 feet. Hole cave-in was 30
observed at 21.7 feet.
35
35

DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRAN GEMEN TS OF ESP Assnc larer , I'. .1.
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTA NCES OR 372Crorttp tortS 1.
QUANTITIES. Charloue, NC 18273 (7 04) 504- 10 15
NALit: 1 of 1
PROJECT: Austin Village TEST BORING RECORD B-20
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-114" ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 14.5 FEET GME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03!23!06 Dry @ TOB 17.8 feet @ 1 day

E_

w U
5
p

OIL DESCRIPTION
w

E- >
a

g

r
o_

STANDARD PENETRATION TEST DATA

U_
a

Q i ¢ w
3: _1 ¢ w v
0 (Blows/ft) m
C7 N 10 30 50 709C
TOPSOILIGRASSMAT
CULTIVATED SOIL: Stiff Brownish Tan Fine to
Medium Sand SILT with trace rootlets
14
RESIDUUM: Stiff Brownish Tan Fine Sandy CLAY

Very Stiff Whiteish Tan Fine Sandy SILT
31

5 5

Stiff Orangeish Tan Fine Sandy SILT
16
1

Stiff Orange to Tan Fine Sandy SILT with mangaese
stains 13

10 10
PARTIALLY WEATHERED ROCK: When sampled ® 0/0.3
t
becomes Tan Fine Sand SILT - .50/0
f
15 Auger refusal encountered at 14.5
eet. Boring was 15
terminated at 14.5 feet. Hole cave-In was observed at
18.2 feet.

20 20

25 -
25
30 30

i
i
35

i 35
i
i
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRANGEMENTS OF ESFAstuc lacca , f: d.

THE SOI
L TYPES ENCOUNTERED AT THE BORING LOCATIONS. ar c ra nt .
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTA NCES OR 372Cromp ton S r.
i QUANTI TIES. Chariolte, XC28273 (7 04) 504- 10 1 5
PAGE: 1 of 1
PROJECT: Austin Village
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD:
E4-UB49.300 Ground Surface 2-114" ID Hollow stem
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 5 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03/23106 Dry @ TOB Dry @ 1 day

TEST BORING RECORD B-21
NOTES:
Drilling services provided by Ameridrill
U
Z W 2
F- ° Q SOIL DESCRIPTION [L j IL a STANDARD PENETRATION TEST DATA ii
W a w w (Blows/ft) M
J U) 10 30 50 70 9
CULTIVATED SOIL: Firm Brownish Tan Fine to
Medium Sandy SILT with trace rootlets
RESIDUUM: Firm Orange To Tan Clayey SILT
Hard Tannish Gray Fine Sandy SILT
5 Baring was terminated at 5 feet. Hole cave-in was
observed at 2.8 feet.
1 10
1 15
1 20
1 25
4
n'
n
10
15
20
25
30
0 35 1 I I 35 i I i l l l
3
a
J
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF ` rsr.r.,T,ferrre?, r.a.
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR 372Cromptan St.
o QUANTITIES- Charlotte, NC 28273 [phone]
onr,c• ? .,c ?
0
31

PROJEC
PROJECT No.
E4-UB49.300
LOGGED BY:
John Abernath
DATE DRILLE
03/23/06
T U
CL CL
W 00
5
1 10
1 15
1 20
1 25
1 30-
9
35
: Austin Village
Union County, North Carolina
ELEVATION: Existing DRILLING METHOD:
Ground Surface 2-1/4" ID Hollow stem
BORING DEPTH: DRILL RIG:
y 5 FEET CME55OX (ATV)
D: WATER LEVEL:
Dry @ TOB Dry @ 1 day
a
SOIL DESCRIPTION

TOPSOILIGRASSMAT
CULTIVATED SOIL: Firm Brownish Tan Medium
Sand SILT with rootlets
RESIDUUM: Firm Orange To Tan Fine Sandy SILT
with rock fragments
Very Stiff Orange to Tan to White Fine Sandy SILT
with rock fragments
Boring was terminated at 5 feet. Hole cave-in was
observed at 31 feet. T
TEST BORING RECORD B-22
NOTES:
Drilling services provided by Ameridrill
W
a a STANDARD PENETRATION TEST DATA a
ul a WW v (Blows/ft) W
rn
10 30 50 7090
6

28
5
10
15
20
25
1 30 1
35
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF `- ksP.tsrncturer, r.d.
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
n -
P
D DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR 372 Crompton St.
o QUANTITIES. Charlotte, NC28273 [phone]
PAGE: 1 of 1
PROJECT: Austin Village
TEST BORING RECORD B-23
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-1/4" ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 4.5 FEET CME550X (ATV)
DATE DRILLED: WATER LEVEL:
03/23/06 Dry @ TOB 12.3 feet @ 1 day

w U
O
SOIL DESCRIPTION
W -1
Q w ul
w
STANDARD PENS
RA
'ON TEST DATA

?
?J
<
? ft
o co
10 30 50 70 4
TOPSOILIROOTMAT
RESIDUUM: Very Stiff Orange To Tan to Gray Fine
to Medium Sandy SILT with rock fragments and

trace rootlets 31

PARTIALLY WEATHERED ROCK: When sampled © 1
0
/0
1
becomes Whitefish Gra Silt SAND
5
0
16
5 Au
er refusal encountered at 4
5 feet
Borin
was 5
g
.
.
g
terminated at 4.5 feet. Hole cave-in was observed at
2.4 feet.
10 10-

15- 15-

20- 20

25 25

30 30-

35
35

DE PTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRAN GEMENTS OF ES P func rrrru.r, P.d.
TH E SOI L TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DD NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTA NCES OR 37 3 Croarp ronSt.
QU ANTI TIES. Charione, NC 28273 (701) 504- 10 1 5
HAUL: l 0t 1
PROJECT: Austin Village
TEST BORING RECORD B-24
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-US49.300 Ground Surface 2-1/4" ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 20 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03/23/06 Q 8.0 feet @ TOB 10.9 feet @ 1 day

^ U
= 0
O

SOIL DESCRIPTION
W W ?
ii
rL ^
`
STANDARD PENETRATION TEST DATA
LL
< J ¢ O (Blows/ft) m
C7 10 30 50 70 9
TOPSOIUGRASSMAT i
RESIDUUM: Stiff to Hard Orange To Tan to Gray
Clayey SILTwith rock fragments g

9
5 5

PARTIALLY WEATHERED ROCK: When sampled ® 010
5
becomes Tan Silty Fine SAND with rock fragments .
RESIDUUM: Very Hard Tannish White Fine Sandy Q
SILT
44
10 --
10-

? 79
15 15

67
20
Boring was terminated at 20 feet. Hole cave-in was 20
observed at 9.9 feet.
25 25

30 30-

35 35

DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRAN GEMENTS OF cs r Assoc trrres , P. A.
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTA NCES OR - 37 2 Cromp ron S t.
QUANTITIES. Charlotre, NC 28273 (7 04) 50 1-1015
rHUt: _i or i
PROJECT: Austin Village
TEST BORING RECORD B-25
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-US49.300 Ground Surface 2-114" ID Hollow stem Drilling services provided by Ameridrili
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 20 FEET CME550X (ATV)
DATE DRILLED: WATER LEVEL:
03/23106 Z8.0 feet @ TOE 14.7 feet @ 1 day

?
-. U
2
C7
O

OIL DESCRIPTION
W W

?-
_j
a _

?- -
a

STANDARD PENETRATION TEST DATA

a
a
Lu < w Q o v (Blows/ft) in
07 10 30 50 709C
TOPSOILIGRASSMAT
T RESIDUUM: Firm Gray Fine to Coarse Sandy SILT
with rock fragments 9
Firm Orange To Tan Clayey Fine Sandy SILT
Very Stiff Whitefish Gray Fine Sandy SILT

1 26
5
Very Stiff Orange To Tan Fine to Medium Sandy 5
SILT (moist)
20
Q

Medium Dense Orange To Gray Silty Fine SAND
17

10
Hr. 10

Firm to Very Stiff Gray To Orange Fine Sandy SILT

? 7

15 15

28
2 20
0 Boring was terminated at 20 feet. Hale cave-in was
observed at 11.2 feet.
5
25 2

30 30

35 35

DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRAN GEMENTS OF es r Aarfc rorcr , PA.
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTA NCES OR = 37 2 Cromp ton S t.
QUANTITIES. Charlotte, NC 38273 (7 04) 504- 101 5
PAGE: 1 of 1
PROJECT: Austin Village TEST BORING RECORD B-26
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-1/4" ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 20 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03/23/06 Dry @ TOB 14.3 feet @ 1 day

~ F U
z
E. p

SOIL DESCRIPTION
w
?- > W
a
?_ F
o-
STANDARD PENETRATION TEST DATA
u_
E.
o ¢o: J < J ¢ Lu ., (Blowsfft) m
V' W 10 30 50 70 9
TOPSOIL
RESIDUUM: Very Stiff Tan Fine to Medium Sandy
SILT with trace rootlets 18
Firm to Stiff Orange To Gray Silty CLAY
1
5

5 5-
13
Stiff Orange To Olive Fine Sandy SILT (moist)
k1G_

9

10 10

Stiff Orange To Gray Fine Sandy SILT (moist) 9

15 15
Very Stiff Tannish White Fine to Coarse Sandy SILT
20
20

Boring was terminated at 20 feet. Hole cave-in was 20
observed at 8.5 feet.
25 25

30 30

I
s
s
i
35
35
i

DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRAN GEMEN TS OF ES P a.csoc lute i, P .A.
' THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS. < < r o . =err,c •rr?? ,r,.
r
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES
OR
- 37
2 Cromp
ton
St.
QUANTITIES. Charlotte, NC 28273 (7 04) 50 4- 1 01 5
PAGE: 1 of 1
PROJECT: Austin Village TEST BORING RECORD B-27
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-114" ID Hollow stem Drilling services provided byAmeridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 19 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03/23/06 Dry @ TOB 11.5 feet @ 1 day
o
`
L)
T_
c7
Q?
I
>
a
a
STANDARD PENETRATION TEST DATA
u-
Z
0 O 501E DESCRIPTION I
- ¢ LU ?- (Blows/ft) m
[7 < J U © 10 30 50 70 9
TOPSOILJGRASSMAT
CULTIVATED SOIL: Very Stiff Tan Silty Fine SAND 1
with trace rootlets 18
RESIDUUM: Very Stiff Grayish Tan to White Fine
Sandy SILT

Very Stiff Orange To Tan Silty Fine SAND with rock
fragments 28
5 5

Hard Tan Fine to Coarse Sandy SILT with rock
fragments 48

35

10 10

CK
l
d
WE
E
E
Wh 1
en samp
e
:
PARTIALLY
ATH
R
D RO ® 60/0.3
becomes Gray To Tan Fine to Coarse Sandy SILT
15 15
CED 010.3
Boring was terminated at 19 feet. Hole cave-in was
t 13
8 f
b
d
t
20 .
ee
o
serve
a
. 20-

25 25

30 30
a
a
35
m 35
5
J

DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRA NGEMENTS OF ES
4 Pasrac late s. P .A.
o
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
m
El fri-
--
D DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTA NCES OR = 37 2 Crom pion St.
P QUANTITIES. Charlotte. NC 38279 (7 04) Se a- ! 013
t-
PAUL: 1 or 1
PROJECT: Austin Village
TEST BORING RECORD B-28
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-114" ID Hallow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 20 FEET CME550X (ATV)
DATE DRILLED: WATER LEVEL:
03/27106 Dry @ TOB 113.3 feet @ i day
U
_

o

OIL DESCRIPTION

uj
a

Z:
z-
-

TANDARD PENETRATION TEST DATA

L
m
o < w ¢ a (Blows/ft)
0 N
10 30 50 70
TOP OOILIGRASSMAT
CULTIVATED SOIL: Stiff Brown Fine to Medium
Sand SILT with trace rootlets
1

RESIDUUM: Stiff Tan To Reddish Orange Clayey 0
Fine Sandy SILT
Stiff Tan To Reddish Orange Fine Sandy SILT
13
5 5

Firm Tan To Reddish Orange Fine Sandy SILT
(moist) 6
Firm Tan To Pinkish Orange Fine Sandy SILT
(moist) 7
10 10

Firm Grayish Tan To Reddish Orange Fine Sandy
SILT with trace manganese stains (moist) 5
15 15

8
20

Baring was terminated at 20 feet. Hole cave-in was 20
observed at 13.5 feet.
25 25

30 30-

35 35

DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GE NERAL ARRANGEMENTS OF = EsPAssn lutes , P. A.
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION O F DISTANCES OR 372 Crompton S t.
QUANTITIES. Charlotte. NC28273 (70 4) 50 4- 10 1j
YI9UC: I Or I
PROJECT: Austin Village
TEST BORING RECORD B-29
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-114" ID Hollow stem Drilling services provided byAmeridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 20 FEET CME550X (ATV)
DATE DRILLED: WATER LEVEL:
03/27/06 Dry @ TOB Dry @ 1 day

o
o_ U
EL c9
EL O

SOIL DESCRIPTION
w w
>> W
a
? -
a
STANDARD PENETRATION TEST DATA
U_
a
WW W 2 WW v (Blows/ft) Co
10 30 50 7090
TOPSOIL/GRASSMAT
CULTIVATED SOIL: Firm Brown Flne Sandy SILT
With trace rootlets
RESIDUUM: Firm Tan To Orange Fine Sandy SILT $
Stiff Tannish Brown Fine Sandy SILT
9
5 5

Stiff Tan To Pink Fine Sandy SILT
? 9
Stiff Tan To Orange Fine Sandy SILT (moist)
14
10 10-

9
15- 15

Firm Reddish Brown to Tan Fine Sandy SILT with
trace manganese stains (moist) 8
20
Boring was terminated at 20 feet. Hale cave-in was 20
observed at 16.9 feet.
25 25

30 30-

35
35
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRAN GEMEN iFS
TS OF P assuc rures , F. A.
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS. E
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTA NCES OR 37 2Cranrp tonS t.
QUANTITIES. Charlatre, NC 28273 (7 04) 50 4- 10 1 5
HAUL: 1 of 1
PROJECT: Austin Village
Union County, North Carolina
PROJECT No.: ELEVATION: Existing DRILLING METHOD:
E4-UB49.300 Ground Surface 2-114" ID Hollow stem
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 20 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03127!06
U Dry @ TOB Dry @ 1 day
TEST BORING RECORD B-30
NOTES:
Drilling services provided by Ameridrill
U1
^ a O w w ii r- STANDARD PENETRATION TEST DATA LL
CL O SOIL DESCRIPTION w 2i o (Blows/ft) co
Fine Sandy SILT
Very Stiff Reddish Orange
Fine Sandy SILT
5
1 10
1 15
1 20
1 25
1 30 -
'n
'n
trace manganese
boring was terminatei
observed at 15.3 feet.
25
30•
I I I I 35 _ I I I I III
n 35
3
D
J
DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GENERAL ARRANGEMENTS OF t = SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS.
P
13
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTANCES OR 373 CronrplolrSr.
ro QUANTITIES. Charlotte, NC 23273 [phone]
PAGE: 1 of 1
1 0 3 0 5 6 7 0 9
>wn Fine to Medium
rock fragments
S
range
lightly Clayey
i Tan Slightly Clayey
18
5-

k Fine Sandy SILT
13
19
10

85 1
IN I20I Uri„I
PROJECT: Austin Village

Union County, North Carolina TEST BORING RECORD B-31
PROJECT No.: ELEVATION: Existing DRILLING METHOD: NOTES:
E4-UB49.300 Ground Surface 2-114" ID Hollow stem Drilling services provided by Ameridrill
LOGGED BY: BORING DEPTH: DRILL RIG:
John Abernathy 20 FEET CME55OX (ATV)
DATE DRILLED: WATER LEVEL:
03/27106 Dry @ TOB 114.5 feet @ 1 day
=
Q. U
a O
O

SOIL
SOIL DESCRIPTION Q? J
W w
> W
ii

--
a
STANDARD PENETRATION TEST DATA
U_

a

w
<
Wa
(Blows/ft) .
m
10 30 50 7090
O N E
TOPSOILIGRASSMAT
CULTIVATED SOIL: Firm Grayish Brown Fine to
Medium Sand SILT with trace rootlets

RESIDUUM: Firm to Hard Orange to Gray Fine 6
Sandy SILT (moist)

46
5 5

Very Stiff Brownish Tan To Orange Fine Sandy SILT 19
with rock fragments
Very Stiff Brownish Tan To Orange Fine Sandy SILT
with trace manganese stains 19
10 10

Very Stiff to Hard Orangeish Brown Fine Sandy SILT
with trace manganese stains 1 36
15 15

Hr.

27
20 20
Boring was terminated at 20 feet. Hole cave-in was
observed at 16.8 feet.
25 25-

30 30-

35
35

DEPTH MEASUREMENTS ARE SHOWN TO ILLUSTRATE THE GEN ERAL A RRANGEMENT S OF ES
f
M
. PAsr„ci alts, P.A.
THE SOIL TYPES ENCOUNTERED AT THE BORING LOCATIONS. d
DO NOT USE DEPTH MEASUREMENTS FOR DETERMINATION OF DISTA NCES OR -
372 Craxpt ae 5t.
QUANTITIES. Cltarlotte, NC 28273 (704) 504.10 15
r,^Uc:. i o! i

135

E M
E4-UB49
300
Job N
130 - - - .
o.
Project Austin Village
Union County, North Carolina

125
S-1
Sample I
D
.
.
Source of Material B-12

120 l Tan Clayey Fine to Medium
Desc
i
ti
f M
t
i
r
p
on o
a
er
a
Sandy SILT

ASTM D698
P
d

115 -
roce
ure A
Test Method
IM A

TEST RESULTS
102
9 PCF
M
D
D
i
110 .
ax
mum
ry
ensity
Optimum Water Content 18.9 %
U

z 105
w
0
0
0

100
CU

X
L
N RVES OF 100% SATURATION
FOR SPECIFIC GRAVITY EQUAL TO:
2
80
95 .
2
70
.
2
60
.
90

I ' K

85

80

75
0 5 10 15 20 25 30 35 40 45
WATER CONTENT,%
MOISTURE-DENSITY RELATIONSHIP
372 Crompton st,
Charlotte, NC 28 8273
Psr.tasnrrnros, r.,t. Ch
Telephone: [phone]
Fax: [phone]
Project: Austin Village

Location: Union County, North Carolina
Number: E4-UB49.300
c
a
a
c
v

135
I \ I \ 1 A

E4-UB49
300
Job No
130 .
.
Project Austin Village
Union County, North Carolina

125
Sample I
D
S-2
.
.
B
29
-
Source of Material

120 l Tan and Orange Fine Sandy SILT
Descri
tio
of M
t
i
p
a
n
er
a

ASTM D698 - Procedure A
115 Test Method

TEST RESULTS
99.9 PCF
M
i
D
D
it
110 ax
mum
ry
ens
y
Optimum Water Content 18.7 %
U
CL

z 105
w
n

n
100
- Owl NI N CURVES OF 100% SATURATI
N
LA I O
FOR SPECIFIC GRAVITY EQUAL TO:
T IN N 2
80
95 .
2
70
.
60
2
.
90

85 - -

80

75
0 5 10 15 20 25 30 35 40 45
WATER CONTENT, %
MOISTURE-DENSITY RELATIONSHIP
372 Crompton St.
ES Assacfares, P.A. Charlotte, NC 28273 '' t,, - = r^tl.rr,irt •,.n.d.a'M.nnls Telephone: [phone]
_ Fax: [phone] Project: Austin Village

Location: Union County, North Carolina
Number: E4-UB49.300

135

E4-UB49.300
Job No
.
Austin Village
130 Project
Union County, North Carolina

125 S-3
Sample I.D.
l B-30
i
f M
t
S
er
ource o
a
a
1 M A
Description of Material Reddish Orange and Tan Fine
120 Sandy SILT

thod ASTM D698 - Procedure A
T
t M
es
e
115
TEST RESULTS

Maximum Dry Density 109.8 PCF
19
2 %
110 .
Optimum Water Content
U
a
r
F
z
105
w
?
r
o:

100
CURVES OF 100% SATURATION
OR SPECIFIC GRAVITY EQUAL TO
# _ ? :
X
2,80

95
2.70

2.50

90 - -

85

4
80
P

33

3 75
0 5 10 15 20 25 30 35 40 45
WATER CONTENT, %
31
MOISTURE-DENSITY RELATIONSHIP
- 372 Crompton St.
Esr d::ectnrex, 2a. Charlotte, NC 28273
E •^oi^^'^• °^•'^r r'^^° ^Telephone: [phone]
_ Fax: [phone]
n Project: Austin Village

Location: Union County, North Carolina
Number. E4-UB49.300

08- ozo1
_1
SCALE: 1 30'
0 5

t

t

1.01
6
695.
2 YR ''1
10 YR
50 Yk
100 YF
WATER QUALITY
POND
00
d 703.0
0
I BW 702.9 °1ptio
r F.

t'?

7/
08- 03,01
0
ColeJenest
& Stone
Land Planning
Landscape Architecture
Civil Engineering
Urban Design
200 South Tryon Street
Suite 1400
Charlotte, North Carolina 28202
Tel [phone]
Fax [phone]
www.colejeneststone.com
Crosland
Austin Village - Phase III
CJS # 3362
CALCULATIONS FOR:
Water Quality Pond
Storm Drainage System
Sediment Basin
DATE. 09129108
REV. 10112/07
11/08/06
02/05/08
03/14108 '
SE,L =
Austin Village - Phase III 1-and Nannnia
5 ,&,
UndsCape Ardiiledure G
u
n
282o2
n
JOB NO.: 3362 BY: DJM „
n
ia
mm,
Cole lenest Civir Engineering T,1 voa 396 1555
voa. 36.'n51
DATE: 912912006 T. M.: MSVS & Stone UrUu 1 Design 4
REVISED: 21512008 P.M.: SPP SITE INVESTIGATION
INTRODUCTION:
Austin Village - Phase III is commerdai project located at the intersection, of Potter Road and Chestnut Lane in Indian
Trail: North Carolina. The project will involve the construction of a retail center and associated parking, with portions of
the site to be developed in the future. The site drainage area is 27.00 acres (16.50 on-site acres and 10.50 off-site
acres'). A Detention Pond will be constructed to meet stormwater detention requirements. The Detention Pond is
designed to account for the future development. 7.65 Acres of offsite drainage will enter the pond through a culvert that
crosses Chestnut Lane.
The proposed Detention Pond will be located at the western portion of the site adjacent to an existing pond. The outlet
pipe for the pond will consist of a 42" RCP with and a rip-rap apron. Discharge rates for the 2 Year Storm Event are
23.65 cfs (Pre-development) and 10.55 cfs (Post-development) while the 10 Year Storm Event discharge rates are 65.16
cfs (Pre-development) and 41.77 cfs (Post-development). The maximum stage of the 100 Year Storm Event in the pond
is 694.72 while the top of berm elevation for the pond is 695.50.
B Predevelo ed Drainage Area = 27 acres 0.042188 s q. miles
Postdevelo ed Drainage Area= 27 acres 0.042188 s q. miles
SOIL TYPES:
(see attached soils map)
,Basin #1 Area .1 Soit Type H drolo is Soil Group
144 C

CURVE NUMBER:
redeveloped On-Site CN BASIN ONE
Cover Type Area S % CN Md CN
Pasture Good condition-Type C 1058508 90.00% 74 66.60
Impervious Areas 117612 10.00% 98 9.80
Total 1176120 76.40
Composite CN 76.40 11 Use CN = 76
rosIdeveloped On-Site CN BASIN ONE
Cover Type Area S % CN Md. CN
Paved parking lotslbuildin s 1058508 90.00% 98 88.20
Open S ace Grass-Good condition) 117612 10.00% 76 7.60

Total 1176120 95.80
Com osite CN 95.80 1 1 Use CN = 96
The proposed detention is designed to treat the 7.65 acres of off site area as the conditions are today (undeveloped).
Should the offsite area be developed in the future, that area may require additional BMP devices. The proposed
detention pond is not designed to treat that offsite area in a developed condition. The remainder of the 10.5 acres of off-
site (2.85 acres) is assumed to be fully developed for the proposed detention calculations.
Austin Village - Phase III Ia,d Planning 11y"'St_(
s,,;<< 0
LAXdSCQ
' A/[?
II
G?11(C
-
4+
PROJECT NO. 3362 BY: DJM Pf
I
t
Cliarlntf, , Noi',(i C
-k- 21212
Colelenest CivilEngineenng T°,, T04 ;'6 `5„
Fee 704. 37e_ 7851
urban Deign 111,
& St
DATE: 09129106 T. M: MSVS one
REVISED: 02105108 P.M.: SPP PRELIMINARY CALCULATIONS -ji
BASIN #1 TIME OF CONCENTRATION
PRE-DEVELOPMENT
Pre-development Type: Sheet Flow
Flow Phase One Length: 100 ft
"N" Value: 0.15 from tables
Slope: 0.0333 ft/ft
Com uted 'T' 8.1 Minutes
Pre-development Type: Shallow Concentrated Flow
Flow Phase Two Surface: u
Length: 393 ft
u=unpaved lope: 0.0296 ft/ft
p= paved Velocit : 2.78 ft/sec
Computed 'T': 0.039 hr, or 2.34 Minutes
Pre-development Type: Open Channel Flow
Flow Phase Three Length: 675 ft
Velocit : 5 ft/sec (assumed)
Com uted 'T': 0.038 hr, or 2.3 Minutes
Pre-development Time of Concentration
Total Flow Total T, _ 12.7 Minutes
Summary La Time
T LAG = 7.6 Minutes
T LAC, =0.6 X T ? T LAG = 0.13 Hours
BASIN #1 TIME OF CONCENTRATION
POST-DEVELOPMENT
Post-development Time of Concentration
Total Flow Total T, . 12.7 Minutes
Summary La Time
T LAG = 7.6 Minutes
T LAG 'O.6 X T c T LAG = 0.13 Hours
Austin Village - Phase III Land ? ???9 "°O s",?,,w?, s' & le 1400
e f4R
1 iWurB
n?
La d5ca
'
+
Piamiinq
PROJECT NO. 3362 BY: DJM ,
p
aarlavr, Non! Carolina
_
A?
Te"04 i7° 1555
Colelenest
Fax 04, 7, 7851
St
urn n ?„w, eoieiee31<L111 e"
DATE: 09129106 T. M: MSVS one
REVISED: 02105108 P.M.: SPP PRELIMINARY CALCULATIONS
BASIN #1 TIME OF CONCENTRATION
PRE-DEVELOPMENT
* Tc = 5 min. from offsite to existing culvert (See NCDOT Calculations). Below is th Tc
calculation from the culvert to the outlet point.
Pre-development Type: Sheet Flow
Flow Phase One Length: 0 ft
"N" Value: 0.15 from tables
Slope: 0.1 ft/ft
IL_ Com uted T' 0 Minutes
Pre-development T e: Shallow Concentrated Flow
Flow Phase Two Surface: u
Length: 0 ft
u=unpaved lope: 0.05 ft/ft
p= paved Velocit : 3.61 ft/sec
IF-Computed'T'. 0 hr, or IF- 0 Minutes
Pre-development Type: Open Channel Flaw
Flow Phase Three Len the 719 ft
Ve10city: 5 ft/sec (assumed)
Com uted 'T': 0.04 hr, or 2.4 Minutes
Pre-development Time of Concentration
Total Flow Total Tc= 2.4 Minutes
Summary La Time
T LAG = 1.4 Minutes
T LAG =0.6 X T c TLAG = 0.02 Hours
Tc = 2.6 + 5.0 = 7.6 minutes
BASIN #1 TIME OF CONCENTRATION
POST-DEVELOPMENT
Post-development Time of Concentration
Total Flow Total Tc = 7.6 Minutes
Summary La Time
T LAG = 4.6 Minutes
T LAG =0.6 x T T LAG = 0.08 Hours
Sediment Basin
Calculations
e - Phase III
Austin Villa

.Ifi
S Ile i '
U"'°c'
eA' °° "
g r
(aCL[IlIP G rL
CC-11- 28 02
N J
11,
W
J
t ?i
I
1
Digin o ry
3
g
7 ,
e
erum
NiI
PROJECT NO 3362 BY: DJM l 3,
F a ?g m
Urban 0?3i
n
& St
DATE: 912912006 T.M.: MSVS g
one
REVISED: 21512008 P.M.: SPP SEDIMENT BASIN CALCULATIONS
SKIMMER TYPE BASIN DESIGN WITH RISER FOR SEDIMENT BASIN #1 - STAGE 1
DRAINAGE AREAS/READ STORAGE
Total drainage area TDA 27.0 ac
Disturbed area(DA) 16.0 ac
R d sediment stora a 3600xTDA 97128 cf
ESTIMATED BASIN SIZE RECTANGULAR
Length(ft) Width(ft)
Bottom 140 62
To 186 108
BASIN CONFIGURATION
Proposed sediment depth 8 ft
Depth of flow over spillway 1 ft
Bottom elevation of basin 684 msl
Sediment Storage elevation 692 msl
Spillway crest 692 msl
To of Berm 695.5 msl
SPILLWAY DESIGN
DESIGN FLOW Q=CIA
Composite soil coefficient 'C' = 0,5
Area 'A'= 27.0 ac
10 yr. storm rainfall intensity, T= 7.03 in/hr **"
Computed flow from site, 'Q'= 95 cfs
SPILLWAY SIZE L=Q/ C*h^ 1.5
given C= 3.0 and
Spillway length flow depth = h= 1.00
32 ft
PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN)
Elev. Area SF Cumulative Volume CF
684 17284 0
685 18714 17999
686 20188 37450
687 21715 58402
688 23292 80905
689 28840 106971
690 37252 140017
691 47539 182413
692 56457 234411

BASIN EFFICIENCY
Sediment storage required: 97128 cf
Sediment storage provided. 234411 OKAY
Surface area required. 30875 cf
Surface area provided. 56457 OKAY
Austin Village -Phase III „? ?,?„nt ""'° „ T- s,."`
,
r,
9
C„,. 28 202
`titurc
T
l 70
;'
g
I
\IVIe?. ?+ a Gvl Eng fe nnq
PROJECT NO 3362 BY: DJM 4
a
Urban asw» F704,
St

DATE: 912912006
T.M.: MSVS n .,.•..,.„
one
REVISED: V512008 P.M.: SPP SEDIMENT BASIN CALCULATIONS
SKIMMER TYPE BASIN DESIGN WITH RISER FOR SEDIMENT BASIN #1 - STAGE 2
DRAINAGEAREAS/REQD STORAGE
Total drainage area (TDA 18.0 ac
Disturbed area(DA) 16.0 ac
R d sediment stora a 3600xTDA 64656 cf
ESTIMATED BASIN SIZE RECTANGULAR
Length(ft) Width(ft)
Bottom 112 48
To 158 94
BASIN CONFIGURATION
Proposed sediment depth 8 ft
Depth of flow over spillway 1 ft
Bottom elevation of basin 684 msl
Sediment Storage elevation 692 msl
,spillway crest 692 msl
To of Berm 695.5 msl
SPILLWAY DESIGN
DESIGN FLOW Q=CIA
Composite soil coefficient 'C' = 0.5
Area A'= 18.0 ac
10 yr. storm rainfall intensity, T= 7.03 in/hr "
'Computed flow from site, 'Q'=
SPILLWAY SIZE L=Q/ C*h^1.5
E

given C= 3.0 and S illwa length @ flow de th =
PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN)
1.00

Elev. Area SF Cumulative Volume CF
684 17284 0
685 18714 17999
686 20188 37450
687 21715 58402
688 23292 80905
689 24919 105011
690 29937 132439
691 35594 165204
692 38294 202148
I
0 ZJ
BASIN EFFICIENCY
Sediment storage required. 64656 cf
Sediment storage provided. 202148 OKAY
Surface area required. 20475 cf
Surface area provided. 38294 OKAY
•
Austin Village - Phase III ?"dP??n???"? Sae140???????????
s?,? ?o
Lnndsc
a
e Arcliftecture

PROJECT NO. 3362
BY: DJM ?
p
Corr . NI,IFI 1 c?„?>i?.,u 25un
3 76, X5,5
COwe11eSt
c??ii E«qi"cer?i ig TI ,
7A51
7(
437
DATE: 09/29/06 T. M.: MSVS :
o
7
St Urban SCSI - .
9{1
w«
REVISED: 02105108 P. M.: SPP RIPRAP APRON DESIGN
25
20
15
ca 10
D
0 5 10 15 20 25
D. in feet
TO PREVENT SCOUR HOLE RIPRAP
ZONE APRON MATERIAL STONE DIAMETER LENGTH OF APRON DEPTH CLASS
1 Stone Filling (Fine) 6" 4 x (pipe diameter) 10" 1
2 Stone Filling (Light) 6" 6 x (pipe diameter) 12" 1
3 Stone Filling (Medium) 13" 8 x (pipe diameter) 18" 11
4 Stone Filling (Heavy) 23" 8 x (pipe diameter) 30" 11
5 Stone Filling (Heavy) 23" 10 x (pipe diameter) 30" 11
6 Stone Filling (Heavy) 23" 12 x (pipe diameter) 30" 11
7 Special Study Required (Energy Dissipators, Stilling Basins, or Larger Size Stone
Apron wiatn = pipe aiameter+ v.4-(apron lengtn) Vel= 10.59u"(a/am)^213-(slope)^1/ZJ/n
FES # DIA
(ft) SLOPE
(ft/ft) n V
(ft/s) ZONE RIP RAP
CLASS LENGTH
(ft) wIDTH
(ft) DEPTH
(in)
HW-C1 3.5 0.005 0.013 7.40 3 II 28 15 18
FES-B1 4 0.0057 0.013 8.63 3 II 32 17 18
FES-A1 3 0.0088 0.013 8.86 3 11 24 13 18

Source: "Bank and Channel Lining Procedures", New York Department of Transportation,
Division of Design and Construction, 1971.
Storm Drainage
Calculations
0000000000000009000000000000000000000000000
Scenario: 10-Year
CJS Storm Sewer Report
US Node DS Node Length
(ft) US
Inlet
Area
(acres) US Inlet
Rational
oefficien US
Inlet
CA
(acres) S Calculate
System CA
(acres) US Inlet
Rational Flo
(cfs) Section
Size Total
System
Flow
(cfs) Full
Capacity
(cfs) Average
Velocity
(fUs) US
Invert
Elevation
(ft) DS
Invert
Elevation
(ft) Const.
Slope
(ft/ft) US
Ground
Elevation
(ft) US Struct
yd Grad
(ft) US
Cover
(ft)
PB-19 CI-A17 258.00 0.00 0.00 0.00 0.00 0.00 15 inch 3.67 5.01 4.46 710.30 708.75 ).006008 713.35 711.10 1.80
AD-A19 TD-A18 11.00 0.02 0.95 0.01 0.01 0.10 6 inch 0.10 0.63 2.37 708.50 708.38 ).010909 710.00 708.84 1.00
PB-17 CI-A16 54.00 0.00 0.00 0.00 0.00 0.00 15 inch 1.86 13.62 7.77 710.50 70810 ).044444 714.53 711.04 2.78
TD-A18 CI-A17 197.00 0.10 0.95 0.10 0.11 0.67 8 inch 0.77 0.93 2.21 707.88 706.89 ).005025 709.88 708.76 1.33
CI-A17 CI-A16 43.00 0.12 0.95 0.11 0.22 0.81 15 inch 5.18 5.74 4.22 706.64 70630 ).007907 712.50 707.99 4.61
CI-A15 CI-A14 99.00 0.17 0.95 0.16 0.16 1.14 15 inch 1.14 4.59 3.11 702.47 701.97 1005051 707.10 702.90 3.38
CI-A16 CI-A13 172.00 0.06 0.95 0.06 0.28 0.40 15 inch 7.42 10.39 9.20 706.10 701.65 ).025872 712.50 707.18 5.15
CI-A14 CI-A13 23.00 0.18 0.95 0.17 0.33 1.21 18 inch 2.32 12.39 5.37 701.72 701.40 ).013913 706.00 702.30 2.78
DCI-A12 DCI-A11 18.00 0.78 0.95 0.74 0.74 5.25 18 inch 5.25 7.83 4.75 699.26 699.16 ).005556 702.80 700.16 2.04
DCI-A11 DCI-A1 0 133.00 070 0.95 0.66 1.41 4.71 24 inch 9.95 16.06 5.38 698.66 697.99 ).005038 702.80 699.90 2.14
ST-A8 CI-A7 8.00 0.73 0.95 0.69 0.69 4.91 18 inch 4.91 7.43 4.49 697.76 697.72 ).005000 703.80 698.64 4.54
DCI-A10 CI-A9 24.00 0.80 0.95 0.76 2.17 5.39 24 inch 15.14 16.00 5.79 697.79 697.67 ).005000 702.80 699.49 3.01
CI-A9 CI-A7 49.00 0.09 0.95 0.09 2.25 0.61 24 inch 15.71 16.16 5.86 697.47 697.22 ).005102 702.75 699.03 3.28
CI-A13 CI-A7 82.00 0.37 0.95 0.35 0.96 2.49 24 inch 11.97 47.92 12.68 700.90 697.22 ).044878 706.00 702.14 3.10
CI-A7 CI-A6 130.00 0.09 0.95 0.09 3.99 0.61 36 inch 32.11 47.16 7.18 696.22 695.57 ).005000 703.80 698.06 4.58
CI-A6 CI-A5 207.00 0.55 0.95 0.52 4.52 3.70 36 inch 26.76 47.16 6.88 695.37 694.34 ).005000 701.20 697.04 2.83
CI-A5 CI-A4 214.00 0.38 0.95 0.36 4.88 2.56 36 inch 28.64 47.16 6.99 694.14 693.07 1005000 700.33 695.87 3.19
CI-A4 CI-A3 90.00 1.63 0.95 1.55 6.43 10.99 36 inch 38.05 47.16 7.42 692.87 692.42 ).005000 698.50 694.91 2.63
CI-A3 FES-A1 68.00 0.81 0.95 0.77 7.20 5.451 36 inch 42.67 62.65 9.53 691.10 690.50 ).008824 699.30 693.23 5.20
Title: Austin Village
p:\...\3362\engineering\stormcad\storm3362-a.stm Storm CAD v5.6 [05.06.007.001
03/17/08 12:49:29 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1

Scenario: 100-Year
CJS Storm Sewer Report
US Node DS Node Length
(ft) US
Inlet
Area
(acres) US Inlet
Rational
oefficien US
Inlet
CA
(acres) S Calculate
System CA
(acres) US Inlet
Rational Flo
(cfs) Section
Size Total
System
Flow
(cfs) Full
Capacity
(cfs) Average
Velocity
(ft/s) US
Invert
Elevation
(ft) DS
Invert
Elevation
(ft) Const.
Slope
(ft/ft) US
Ground
Elevation
(ft) US Struct
yd Grad
(ft) US
Cover
(ft)
PB-19 CI-A17 258.00 0.00 0.00 0.00 0.00 0.00 15 inch 3.67 5.01 4.46 710.30 708.75 ).006008 713.35 711.10 1.80
AD-A19 TD-A18 11.00 0.02 0.95 0.01 0.01 0.13 6 inch 0.13 0.63 0.66 708.50 708.38 ).010909 710.00 709.53 1.00
PB-17 CI-A16 54.00 0.00 0.00 0.00 0.00 0.00 15 inch 1.86 13.62 7.77 710.50 708.10 ).044444 714.53 711.04 2.78
TD-A18 CI-A17 197.00 0.10 0.95 0.10 0.11 0.86 8 inch 0.98 0.93 2.82 707.88 706.89 ).005025 709.88 709.34 1.33
CI-A17 CI-A16 43.00 0.12 0.95 0.11 0.22 1.03 15 inch 5.61 5.74 4.57 706.64 706.30 ).007907 712.50 708.13 4.61
CI-A15 CI-A14 99.00 0.17 0.95 0.16 0.16 1.47 15 inch 1.47 4.59 3.33 702.47 701.97 ).005051 707.10 702.96 3.38
CI-A16 CI-A13 172.00 0.06 0.95 0.06 0.28 0.52 15 inch 7.96 10.39 9.33 706.10 701.65 ).025872 712.50 707.21 5.15
CI-A14 CI-A13 23.00 0.18 0.95 0.17 0.33 1.55 18 inch 2.97 12.39 5.76 701.72 701.40 ).013913 706.00 702.38 2.78
DCI-A12 DCI-A11 18.00 0.78 0.95 0.74 0.74 6.72 18 inch 6.72 7.83 3.80 699.26 699.16 ).005556 702.80 700.99 2.04
DCI-A11 DCI-A1 0 133.00 070 0.95 0.66 1.41 6.03 24 inch 12.73 16.06 4.05 698.66 697.99 ).005038 702.80 700.88 2.14
ST-A8 CI-A7 8.00 0.73 0.95 0.69 0.69 6.29 18 inch 6.29 7.43 4.72 697.76 697.72 ).005000 703.80 698.88 4.54
DCI-A10 CI-A9 24.00 0.80 0.95 0.76 2.17 6.89 24 inch 19.30 16.00 6.14 697.79 697.67 ).005000 702.80 700.03 3.01
CI-A9 CI-A7 49.00 0.09 0.95 0.09 2.25 0.78 24 inch 20.03 16.16 6.37 697.47 697.22 ).005102 702.75 699.36 3.28
CI-A13 CI-A7 82.00 0.37 0.95 0.35 0.96 3.19 24 inch 13.81 47.92 13.19 700.90 697.22 ).044878 706.00 702.24 3.10
CI-A7 CI-A6 130.00 0.09 0.95 0.09 3.99 0.78 36 inch 39.71 47.16 7.48 696.22 695.57 ).005000 703.80 698.33 4.58
CI-A6 CI-A5 207.00 0.55 0.95 0.52 4.52 4.74 36 inch 35.30 47.16 7.32 695.37 694.34 ).005000 701.20 697.31 2.83
CI-A5 CI-A4 214.00 0.38 0.95 0.36 4.88 3.27 36 inch 37.77 47.16 7.41 694.14 693.07 ).005000 700.33 696.17 3.19
CI-A4 CI-A3 90.00 1.63 0.95 1.55 6.43 14.07 36 inch 49.95 47.16 7.53 692.87 692.42 ).005000 698.50 695.42 2.63
CI-A3 FES-A1 68.00 0.81 0.95 0.77 7.20 6.98 136 inch 55.93 62.65 10.02 691.10 690.50 ).008824 699.30 693.53 5.20
Title: Austin Village
p:\...\3362\engineering\stormcad\storm3362-a.stm StormCAD v5.6 [05.06.007.00)
03/17/08 12:49:57 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
0900000000000000000000000000000000000000000
Scenario: 10-Year
CJS Storm Sewer Report
US Node DS Node Length
(ft) US
Inlet
Area
(acres) US Inlet
Rational
oefficien US
Inlet
CA
(acres) S Calculate
System CA
(acres) US Inlet
Rational Flo
(cfs) Section
Size Total
System
Flow
(cfs) Full
Capacity
(cfs) Average
Velocity
(ft/s) US
Invert
Elevation
(ft) DS
Invert
Elevation
(ft) Const.
Slope
(ft/ft) US
Ground
Elevation
(ft) US Struct
yd Grad
(ft) US
Cover
(ft)
AD-628 TD-1327 10.00 0.02 0.95 0.01 0.01 0.10 6 inch 0.10 0.43 1.79 708.50 708.45 ).005000 710.00 708.67 1.00
TD-1329 AD-1326 215.00 0.16 0.95 0.15 0.15 1.08 8 inch 1.08 1.34 4.27 708.56 706.31 ).010465 710.56 709.05 1.33
TD-1327 AD-626 329.00 0.25 0.95 0.24 0.25 1.68 12 inch 1.78 2.73 3.70 707.95 706.31 ).005000 710.56 708.54 1.61
TD-1331 AD-1330 138.00 0.07 0.95 0.07 0.07 0.47 6 inch 0.47 1.00 5.03 708.56 704.80 ).027246 710.56 708.91 1.50
AD-626 CI-821 106.00 0.09 0.95 0.09 0.49 0.61 12 inch 3.31 4.62 6.40 706.11 704.59 ).014340 709.50 706.89 2.39
CI-1323 CI-1322 43.00 0.05 0.95 0.05 0.05 0.34 15 inch 0.34 4.62 2.19 704.76 704.54 ).005116 708.50 705.21 2.49
CI-B22 CI-621 31.00 0.24 0.95 0.23 0.28 1.62 15 inch 1.93 4.64 3.61 704.34 704.18 ).005161 708.25 705.19 2.66
AD-630 CI-1319 136.00 0.02 0.95 0.02 0.09 0.13 8 inch 0.60 1.11 3.23 704.60 703.63 ).007132 706.80 704.96 1.53
CI-1321 CI-620 44.00 0.12 0.95 0.11 0.88 0.81 15 inch 5.90 7.85 7.02 703.98 703.33 ).014773 708.25 704.96 3.02
CI-1320 CI-819 151.00 0.03 0.95 0.03 0.91 0.20 18 inch 6.07 10.91 6.34 703.13 701.50 ).010795 708.75 704.08 4.12
CI-1319 CI-618 111.00 0.32 0.95 0.30 '1.30 2.15 18 inch 8.57 9.51 6.09 701.30 700.39 ).008198 705.50 702.43 2.70
'CI-1318 CI-617 68.00 0.17 0.95 0.16 1.46 1.14 24 inch 9.55 16.00 5.32 699.89 699.55 ).005000 704.80 701.00 2.91
PB-9 CI-625 63.62 0.00 0.00 0.00 0.00 0.00 15 inch 3.39 12.01 8.41 701.50 699.30 ).034580 704.65 702.24 1.90
CI-1325 CI-1324 46.61 0.52 0.66 0.34 0.34 2.43 18 inch 5.81 7.54 4.71 699.05 698.81 ).005149 702.25 700.04 1.70
MH-14 MH-13 200.00 0.00 0.00 0.00 0.00 0.00 18 inch 0.40 7.46 2.25 699.38 698.37 ).005050 703.88 699.62 100
DCI-612 DCI-611 96.00 0.67 0.95 0.64 0.64 4.51 15 inch 4.51 7.46 6.36 698.99 697.71 ).013333 702.74 699.85 2.50
DCI-611 CI-1310 18.00 0.69 0.95 0.66 1.30 4.67 24 inch 9.12 16.00 5.26 697.51 697.42 ).005000 701.82 698.59 2.31
MH-13 CI-139 62.00 N/A N/A N/A 0.00 N/A 18 inch 0.40 13.80 3.46 698.17 697.10 ).017258 703.50 698.40 3.83
CI-B10 CI-139 83.00 0.17 0.95 016 1.46 1.14 24 inch 10.24 16.09 5.43 697.22 696.80 ).005060 701.82 698.38 2.60
P13-4 CI-1324 59.44 0.00 0.00 0.00 0.00 0.00 36 inch 48.19 54.71 8.73 697.00 696.60 ).006729 704.00 699.56 4.00
CI-89 DCI-68 71.00 0.54 0.95 0.51 1.97 3.64 24 inch 13.66 18.98 6.58 696.60 696.10 ).007042 701.70 697.93 3.10
DCI-B8 CI-137 14.00 0.49 0.95 0.47 2.44 3.30 24 inch 16.70 21.80 7.65 695.90 695.77 ).009286 700.50 697.37 2.60
CI-1324 CI-617 105.58 0.61 0.95 0.58 0.92 4.11 36 inch 58.06 61.58 9.91 696.40 695.50 ).008524 702.50 698.87 3.10
CI-137 CI-136 43.00 0.21 0.95 0.20 2.64 1.41 30 inch 18.02 77.87 12.90 695.27 693.72 ).036047 700.50 69671 2.73
CI-1315 CI-136 18.00 0.41 0.95 0.39 0.39 2.76 15 inch 2.76 4.81 2.25 693.59 693.49 ).005556 701.50 695.51 6.66
CI-1317 CI-616 88.00 0.03 0.95 0.03 2.41 0.20 42 inch 67.26 71.14 8.41 693.08 692.64 ).005000 705.50 695.86 8.92
CI-1316 CI-136 55.00 0.11 0.95 0.10 2.51 0.74 48 inch 67.85 101.57 8.66 692.14 691.87 ).005000 702.00 695.44 5.86
CI-136 CI-135 27.00 0.24 0.95 0.23 5.77 1.62 48 inch 93.85 101.57 9.17 691.67 691.53 ).005000 700.90 694.96 5.24
CI-135 CI-134 23.00 0.41 0.95 0.39 6.16 2.76 48 inch 96.31 101.57 9.20 691.33 691.21 ).005000 701.50 694.44 6.17
CI-134 CI-133 22.00 0.08 0.95 0.08 6.23 0.54 48 inch 96.74 101.57 9.20 691.01 690.90 ).005000 701.50 694.25 6.49
CI-133 FES-131 35.00 0.38 0.95 0.36 6.59 2.561 48 inch 99.01 108.58 9.79 690.70 690.50 ).005714 700.60 693.72 5.90
Title: Austin Village
p.\...\3362\engineering\stormcad\storm3362-b.stm StormCAD v5.6 [05.06.007.00)
03/17/08 12:50:55 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1

Scenario: 100-Year
CJS Storm Sewer Report
US Node DS Node Length
(ft) US
Inlet
Area
(acres) US Inlet
Rational
oefficien US
Inlet
CA
(acres) S Calculate
System CA
(acres) US Inlet
Rational Flo
(cfs) Section
Size Total
System
Flow
(cfs) Full
Capacity
(cfs) Average
Velocity
(ft/s) US
Invert
Elevation
(ft) DS
Invert
Elevation
(ft) Const.
Slope
(ft/ft) US
Ground
Elevation
(ft) US Struct
yd Grad
(ft) US
Cover
(ft)
AD-B28 TD-B27 10.00 0.02 0.95 0.01 0.01 0.14 6 inch 0.14 0.43 0.73 708.50 708.45 ).005000 710.00 709.19 1.00
TD-629 AD-B26 215.00 0.16 0.95 0.15 0.15 1.52 8 inch 1.52 1.34 4.35 708.56 706.31 ).010465 710.56 710.39 1.33
TD-1527 AD-B26 329.00 0.25 0.95 0.24 0.25 2.37 12 inch 2.50 2.73 3.18 707.95 706.31 ).005000 710.56 709.00 1.61
TD-B31 AD-830 138.00 0.07 0.95 0.07 0.07 0.66 6 inch 0.66 1.00 5.46 708.56 704.80 ).027246 710.56 708.97 1.50
AD-B26 CI-B21 106.00 0.09 0.95 0.09 0.49 0.85 12 inch 4.62 4.62 5.88 706.11 704.59 ).014340 709.50 707.32 2.39
CI-B23 CI-B22 43.00 0.05 0.95 0.05 0.05 0.47 15 inch 0.47 4.62 2.43 704.76 704.54 ).005116 708.50 705.65 2.49
CI-B22 CI-B21 31.00 0.24 0.95 0.23 0.28 2.28 15 inch 2.73 4.64 223 704.34 704.18 ).005161 708.25 705.61 2.66
AD-B30 CI-B19 136.00 0.02 0.95 0.02 0.09 0.19 8 inch 0.84 1.11 3.49 704.60 703.63 ).007132 706.80 705.04 1.53
CI-B21 CI-620 44.00 0.12 0.95 0.11 0.88 1.14 15 inch 8.23 7.85 7.25 703.98 703.33 ).014773 708.25 705.11 3.02
CI-B20 CI-B19 151.00 0.03 0.95 0.03 0.91 0.28 18 inch 8.47 10.91 6.82 703.13 701.50 ).010795 708.75 704.26 4.12
CI-B19 CI-B18 111.00 0.32 0.95 0.30 1.30 3.04 18 inch 11.97 9.51 6.77 701.30 700.39 ).008198 705.50 703.23 2.70
CI-618 CI-617 68.00 0.17 0.95 0.16 1.46 1.61 24 inch 13.34 16.00 5.70 699.89 699.55 ).005000 704.80 701.29 2.91
PB-9 CI-B25 63.62 0.00 0.00 0.00 0.00 0.00 15 inch 3.39 12.01 8.41 701.50 699.30 ).034580 704.65 702.24 1.90
CI-625 CI-B24 46.61 0.52 0.66 0.34 0.34 3.43 18 inch 6.81 7.54 4.83 699.05 698.81 ).005149 702.25 700.16 1.70
MH-14 MH-13 200.00 0.00 0.00 0.00 0.00 0.00 18 inch 0.40 7.46 2.25 699.38 698.37 ).005050 703.88 699.62 3.00
DCI-B12 DCI-B11 96.00 0.67 0.95 0.64 0.64 6.36 15 inch 6.36 7.46 6.83 698.99 697.71 ).013333 702.74 700.18 2.50
DCI-B11 CI-B10 18.00 0.69 0.95 0.66 1.30 6.59 24 inch 12.87 16.00 5.66 697.51 697.42 ).005000 701.82 699.10 2.31
MH-13 CI-B9 62.00 N/A N/A N/A 0.00 N/A 18 inch 0.40 13.80 3.46 698.17 697.10 ).017258 703.50 698.40 3.83
CI-B10 CI-B9 83.00 0.17 0.95 0.16 1.46 1.61 24 inch 14.45 16.09 5.80 697.22 696.80 ).005060 701.82 698.84 2.60
PB-4 CI-B24 59.44 0.00 0.00 0.00 0.00 0.00 36 inch 48.19 54.71 8.73 697.00 696.60 ).006729 704.00 699.67 4.00
CI-139 DCI-68 71.00 0.54 0.95 0.51 1.97 5.13 24 inch 19.11 18.98 6.89 696.60 696.10 ).007042 701.70 698.26 3.10
DCI-138 CI-B7 14.00 0.49 0.95 0.47 2.44 4.65 24 inch 23.41 21.80 7.73 695.90 695.77 ).009286 700.50 697.68 2.60
CI-1324 CI-B17 105.58 0.61 0.95 0.58 0.92 5.79 36 inch 60.73 61.58 9.93 696.40 695.50 ).008524 702.50 698.91 3.10
CI-137 CI-B6 43.00 0.21 0.95 0.20 2.64 1.99 30 inch 25.27 77.87 14.17 695.27 693.72 ).036047 700.50 696.98 2.73
CI-B15 CI-B6 18.00 0.41 0.95 0.39 0.39 3.89 15 inch 3.89 4.81 3.17 693.59 693.49 ).005556 701.50 696.31 6.66
CI-B17 CI-B16 88.00 0.03 0.95 0.03 2.41 0.28 42 inch 73.49 71.14 7.64 693.08 692.64 ).005000 705.50 696.84 8.92
CI-B16 CI-B6 55.00 0.11 0.95 0.10 2.51 1.04 48 inch 74.31 101.57 5.91 692.14 691.87 ).005000 702.00 696.28 5.86
CI-B6 CI-85 27.00 0.24 0.95 0.23 5.77 2.28 48 inch 108.53 101.57 9.07 691.67 691.53 ).005000 700.90 695.64 5.24
CI-B5 CI-64 23.00 0.41 0.95 0.39 6.16 3.89 48 inch 111.95 101.57 8.91 691.33 691.21 ).005000 701.50 694.99 6.17
CI-B4 CI-B3 22.00 0.08 0.95 0.08 6.23 0.76 48 inch 112.55 101.57 8.96 691.01 690.90 ).005000 701.50 694.76 6.49
CI-B3 FES-B1 35.00 0.38 0.95 0.36 6.59 3.61 148 inch 115.72 108.58 9.72 690.70 690.50 ).005714 700.60 694.11 5.90
Title: Austin Village
p:\...\3362\engineering\stormcad\storm3362-b.stm StormCAD v5.6 [05.06.007.00]
03/17/08 12:51:22 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
Scenario: Austin Village
TOC
Label
O Upstream Time
f Concentratio
(min) Total
Inlet
Time of
Concentration
(min) arryove
Tc
(min) System
Flow Time
(min)
AD-628 0.00 5.00 0.00 5.00
CI-1323 0.00 5.00 0.00 5.00
TD-629 0.00 5.00 0.00 5.00
TD-627 5.09 5.00 0.00 5.09
CI-B22 5.33 5.00 0.00 5.33
AD-B26 6.57 5.00 0.00 6.57
CI-1321 6.85 5.00 0.00 6.85
TD-1331 0.00 5.00 0.00 5.00
DCI-B1 0.00 5.00 0.00 5.00
PB-9 0.00 5.00 0.00 5.00
CI-B20 6.96 5.00 0.00 6.96
AD-630 5.46 5.00 0.00 5.46
DCI-B1 5.25 5.00 0.00 5.25
MH-14 0.00 5.00 0.00 5.00
CI-B25 5.13 5.00 0.00 5.13
PB-4 0.00 5.00 0.00 5.00
CI-B19 7.35 5.00 0.00 7.35
C1-610 5.31 5.00 0.00 5.31
CI-B24 5.29 5.00 0.00 5.29
CI-618 7.66 5.00 0.00 7.66
C1-139 6.78 5.00 0.00 6.78
CI-B17 7.87 5.00 0.00 7.87
DCI-138 6.96 5.00 0.00 6.96
CI-B15 0.00 5.00 0.00 5.00
CI-1316 8.04 5.00 0.00 8.04
CI-B7 6.99 5.00 0.00 6.99
CI-B6 8.15 5.00 0.00 8.15
CI-B5 8.20 5.00 0.00 8.20
CI-B4 8.24 5.00 0.00 8.24
CI-133 8.28 5.00 0.00 8.28
Title: Austin Village
p:\...\3362\engineering\stormcad\storm3362-b.stm Storm CAD v5.6 [05.06.007.00]
03/12/08 06:30:56 OWentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
Scenario: Austin Village
TOC
Label
O Upstream Time
f Concentratio
(min) Total
Inlet
Time of
oncentratio
(min) arryove
Tc
(min) System
low Time
(min)
AD-A1 0.00 5.00 0.00 5.00
PB-19 0.00 5.00 0.00 5.00
TD-A1 5.08 5.00 0.00 5.08
DCI-A1 0.00 5.00 0.00 5.00
PB-17 0.00 5.00 0.00 5.00
CI-A17 6.56 5.00 0.00 6.56
CI-A15 0.00 5.00 0.00 5.00
DCI-A1 5.06 5.00 0.00 5.06
CI-A16 6.73 5.00 0.00 6.73
CI-A14 5.53 5.00 0.00 5.53
DCI-A1 5.48 5.00 0.00 5.48
CI-A13 7.04 5.00 0.00 7.04
ST-A8 0.00 5.00 0.00 5.00
CI-A9 5.54 5.00 0.00 5.54
CI-A7 7.15 5.00 0.00 7.15
CI-A6 7.45 5.00 0.00 7.45
CI-A5 7.95 5.00 0.00 7.95
CI-A4 8.46 5.00 0.00 8.46
CI-A3 8.67 5.00 0.00 8.67
Title: Austin Village
p:\...\3362\engineering\stormcad\storm3362-a.stm Storm CAD v5.6 [05.06.007.001
03/12/08 06:32:09 OWentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
Water Quality Wet Pond
Calculations
WATER QUALITY BASIN CALCULATIONS
Austin Village
CJS PROJECT NO.: 3362 ColeJenest u1Imi1,..
)ATE: 02.05.08 BY: JWG & Stone
Land Planning . Landscape Architecture + Civil bqi-,my ? Urban Design
REVISED: RVW: DDS
WATER QUALITY REQUIREMENTS
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best
Management Practices" published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85% pollutant removal
efficiency. Also, the pond must detain the first 1" of rainfall and release this volume
over a period of 2 to 5 days. Calculations for these requirements are as follows:
Surface area requirements
Drainage area to pond (Da)= 27 Ac
Post-development impervious percentage
Average pool depth = 4 ft
Designed permanent pool elevation = Ztie
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio (SAIDA) for the average permanent pool depth shown above =
Required surface area = SAIDA / 100 x Drainage area= 0.685 Ac
Surface area of pond as designed at permanent pool elevation = 0.687 Ac
1" rainfall requirements
Using the runoff volume calculations in the "Simple Method"
Rv = 0.05 + .009 (1)
Rv= 0.86 in/in
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv inlin x 1/12 in/ft x Da =
This volume must be released over a period of 2-5 days
As designed pond areas:
Storage Volumes
Cumulative
Elevation Area(ac) Volume(ac-ft)
.0 3 637::9 0.00
691 0817126 0.75
692 0 8;';%089 1.60
,93 t 4423 2.51
ri4 0069"9 148
1:.95 ',i)7-842 4.52
Interpolation to fi nd elevation at which required storage volume is reached
Storage Storage
Elev volume area
690 0.00 0.69
Elev 1.94 0.85
695 4.52 1.07
Elev= 692.14
Storage elevation = 2.14 feet above permanent pool elevation
Determination of Orifice size for 2-5 day drawdown
a= 2A x 5 rth) 'Falling head equation
Ct(sgrt(29))
a= Area of orifice
t= Time to drawdown
A= Average pond surface area
g= Gravity constant
h= Change in head
C= Orifice constant
Maximum orifice area =
Maximum orifice size =
a sqft
172800 sec Assume 2 day minimum
33533 sf
32.2 ft/s^2
2.140754043 ft
0.6
0.117935031 soft
4.65 inches (2 day drawdown)
1.94 ac-ft
or 84289 ft^3
Surface Area to Draina a Area Ratio
% AVERAGE PERMANENT POOL DEPTH
Imperious 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.7 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97. 0.83 0.7 0.64 0.62
40 173 1.43 1.25 1.05 0.9 0.82 0.77
50 2.06 1.73 1.5 1, 3 1.09 1 0.92
60 2.4 2.03 1.71 1.51 1.29 1.18 1.1
70 2.88 2.4 2.07 1.79 1.54 1.35 1.26
72 2.98 2.48 2A 1.85 1.6 1.4 1.35
80 3.36 2.78 2.38 2.1 1.86 1.6 1.42
85 3.55 2.94 2.52 2.22 1.99 1.72 1.55
90 3.74 3.1 2.66 2.34 2.11 1.83 1.67
Permanent Pond Storage Volwne
Elevation)
(ms! Area
s '.. Area
ac '. VolumeVolume
(cu-R ac-1f
684 ' 1738^ 0.3986 I 0 0.0000
505 13130 0.4313 18053 0.4144
668 20266 0.4652 37556 0.8622
687 21790 0.5002 58558 1.3443
683 0.5361 81103 1.8619
689 249`4 0.5729 105228 2.415
7
690 299?7 0.6873 132608 3.0443

Average pool depth= 5.61
Job File: P:\SDSKPROJ\3362\Engineering\PondPack\3362-DETENTIONJGIYR.PPW
Rain Dir: P:\SDSKPROJ\3362\Engineering\PondPack\
JOB TITLE
--------------------------
--------------------------
Project Date: 10/10/2007
Project Engineer: Dudley D Stone
Project Title: 3362 - Austin Village Phase III
Project Comments:
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 10:01 AM 5/6/2008
Table of Contents
i
*****+**********++ MASTER SUMMARY ***********+*+*
Watershed....... Master Network Summary 1.01
*+**+************+* RAINFALL DATA *************+******
TypeII 24hr.... 1
Synthetic Curve .................... 2.01
******************* TIME VS.ELEV *****++**************
POND 10 OUT 1
Time-Elev .......................... 3.01
SIN: AAYXYWJ52269 ColeJenest & Stone
PondPack (10.00.016.00) 10:01 AM 5/6/2008
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-DetentionJGlyr.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: lyr 24 hr
Total
Depth Rainfall
Return Event in Type RNF ID
------------ ------ ---------------- ----------------
1 2.5800 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)
Return HYG Vol
Node ID Type Event ac-ft Trun
-----------------
OFF SITE ----
AREA ------
1 ----------
.417
OFF-SITE AREA 1 .417
POND 10 IN POND 1 3.867
POND 10 OUT POND 1 3.812
POST DEVELOPED AREA 1 3.450
*POST FLOW OUT JCT 1 3.812
*PRE DEV. FLOW JCT 1 1.616
PRE DEVELOPED AREA 1 1.199
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs
-- ft ac-ft
-------- ------------
---------
11.9500 ------
7.14
12.0000 6.79
11.9250 67.84
12.2000 9.74 692.40 1.954
11.9250 60.74
12.2000 9.74
12.0250 23.99
12.0500 17.43
SIN: AAYXYWJ5P269
PondPack (10.00.016.00)
10:01 AM
ColeJenest & Stone
5/6/2008
Type.... Synthetic Curve
Page 2.01
Name.... TypeII 24hr Tag: 1
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-DetentionJGlyr.ppw
CUMULATIVE RAINFALL FRACTIONS
Time I Output Time increment = .1000 hrs
hrs I
-----
- Time on left represents time for first value in each row.
-
--I-
.0000 ---------------
.000 ----------------
.001 -----------
.002 ------
.003 -------------
.004
.5000 I .005 .006 .007 .008 .009
1.0000 .011 .012 .013 .014 .015
1.5000 I .016 .017 .018 .020 .021
2.0000 I .022 .023 .024 .026 .027
2.5000 I .028 .029 .031 .032 .033
3.0000 I .035 .036 .037 .038 .040
3.5000 I .041 .042 .044 .045 .047
4.0000 I .048 .049 .051 .052 .054
4.5000 I .055 .057 .058 .060 .061
5.0000 I .063 .065 .066 .068 .070
5.5000 I .071 .073 .075 .076 .078
6.0000 I .080 .082 .084 .085 .087
6.5000 I .089 .091 .093 .095 .097
7.0000 I .099 .101 .103 .105 .107
7.5000 I .109 .111 .113 .116 .118
8.0000 I .120 .122 .125 .127 .130
8.5000 I .132 .135 .138 .141 .144
9.0000 I .147 .150 .153 .157 .160
9.5000 I .163 .166 .170 .173 .177
10.0000 I .181 .185 .189 .194 .199
10.5000 I .204 .209 .215 .221 .228
11.0000 I .235 .243 .251 .261 .271
11.5000 I .283 .307 .354 .431 .568
12.0000 I .663 .682 .699 .713 .725
12.5000 I .735 .743 .751 .759 .766
13.0000 I .772 .778 .784 .789 .794
13.5000 ( .799 .804 .808 .812 .816
14.0000 I .820 .824 .827 .831 .834
14.5000 I .838 .841 .844 .847 .850
15.0000 I .854 .856 .859 .862 .865
15.5000 I .868 .870 .873 .875 .878
16.0000 .880 .882 .885 .887 .889
16.5000 .891 .893 .895 .898 .900
17.0000 I .902 .904 .906 .908 .910
17.5000 I .912 .914 .915 .917 .919
18.0000 I .921 .923 .925 .926 .928
18.5000 I .930 .931 .933 .935 .936
19.0000 I .938 .939 .941 .942 .944
19.5000 I .945 .947 .948 .949 .951
20.0000 I .952 .953 .955 .956 .957
20.5000 I .958 .960 .961 .962 .964
21.0000 I .965 .966 .967 .968 .970
21.5000 I .971 .972 .973 .975 .976
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 10:01 AM 5/6/2008
Type.... Synthetic Curve
Page 2.02
Name.... TypeII 24hr Tag: 1
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-DetentionJGlyr.ppw
CUMULATIVE RAINFALL FRACTIONS
Time Output Time increment = .1000 hrs
hrs Time on left represents time
- for first
---- value
----- in each row.
--------------
--------- I-
22.0000 ----------------
.977 -------------
-
.978 -------
.979 .981 .982
22.5000 I .983 .984 .985 .986 .988
23.0000 .989 .990 .991 .992 .993
23.5000 I .994 .996 .997 .998 .999
24.0000 I 1.000
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 10:01 AM 5/6/2008
Type.... Time-Elev Page 3.01
Name.... POND 10 OUT Tag: 1 Event: 1 yr
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-DetentionJGlyr.ppw
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time Output Time increment = .0250 hrs
hrs I Time on left represents
- time for first value in each row.
---------I-
2.8750 I -----------
690.00 ---------
------
690.00 ---------
690.00 ---------------
690.00 ----------
690.00
3.0000 690.00 690.00 690.00 690.00 690.00
3.1250 690.00 690.00 690.00 690.00 690.00
3.2500 I 690.00 690.00 690.00 690.00 690.00
3.3750 I 690.00 690.00 690.00 690.00 690.00
3.5000 690.00 690.00 690.00 690.00 690.00
3.6250 I 690.00 690.00 690.00 690.00 690.00
3.7500 I 690.00 690.00 690.00 690.01 690.01
3.8750 I 690.01 690.01 690.01 690.01 690.01
4.0000 I 690.01 690.01 690.01 690.01 690.01
4.1250 I 690.01 690.01 690.01 690.01 690.01
4.2500 I 690.01 690.01 690.01 690.01 690.01
4.3750 I 690.01 690.01 690.01 690.01 690.01
4.5000 690.01 690.02 690.02 690.02 690.02
4.6250 690.02 690.02 690.02 690.02 690.02
4.7500 I 690.02 690.02 690.02 690.02 690.02
4.8750 i 690.02 690.02 690.02 690.02 690.02
5.0000 690.03 690.03 690.03 690.03 690.03
5.1250 690.03 690.03 690.03 690.03 690.03
5.2500 690.03 690.03 690.03 690.03 690.03
5.3750 690.04 690.04 690.04 690.04 690.04
5.5000 690.04 690.04 690.04 690.04 690.04
5.6250 690.04 690.04 690.04 690.05 690.05
5.7500 I 690.05 690.05 690.05 690.05 690.05
5.8750 I 690.05 690.05 690.05 690.05 690.06
6.0000 I 690.06 690.06 690.06 690.06 690.06
6.1250 I 690.06 690.06 690.06 690.06 690.06
6.2500 I 690.07 690.07 690.07 690.07 690.07
6.3750 I 690.07 690.07 690.07 690.07 690.08
6.5000 I 690.08 690.08 690.08 690.08 690.08
6.6250 I 690.08 690.08 690.08 690.09 690.09
6.7500 690.09 690.09 690.09 690.09 690.09
6.8750 I 690.09 690.09 690.10 690.10 690.10
7.0000 I 690.10 690.10 690.10 690.10 690.10
7.1250 I 690.11 690.11 690.11 690.11 690.11
7.2500 I 690.11 690.11 690.11 690.12 690.12
7.3750 I 690.12 690.12 690.12 690.12 690.12
7.5000 I 690.13 690.13 690.13 690.13 690.13
7.6250 690.13 690.13 690.14 690.14 690.14
7.7500 690.14 690.14 690.14 690.14 690.15
7.8750 I 690.15 690.15 690.15 690.15 690.15
8.0000 I 690.16 690.16 690.16 690.16 690.16
8.1250 I 690.16 690.16 690.17 690.17 690.17
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 10:01 AM 5/6/2008
Type.... Time-Elev Page 3.02
Name.... POND 10 OUT Tag: 1 Event: 1 yr
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-DetentionJGlyr.ppw
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time I Output Time increment = .0250 hrs
hrs I Time on left represents time for first value in
------------ each row.
-----------
---------I-
8.2500 j ---------------
690.17 -----------
690.17 ----------
690.17 --
690.18 690.18
8.3750 I 690.18 690.18 690.18 690.19 690.19
8.5000 I 690.19 690.19 690.19 690.20 690.20
8.6250 I 690.20 690.20 690.20 690.21 690.21
8.7500 I 690.21 690.21 690.22 690.22 690.22
8.8750 I 690.22 690.23 690.23 690.23 690.23
9.0000 I 690.24 690.24 690.24 690.24 690.25
9.1250 I 690.25 690.25 690.25 690.26 690.26
9.2500 I 690.26 690.26 690.27 690.27 690.27
9.3750 I 690.27 690.28 690.28 690.28 690.29
9.5000 I 690.29 690.29 690.29 690.30 690.30
9.6250 I 690.30 690.30 690.31 690.31 690.31
9.7500 I 690.32 690.32 690.32 690.33 690.33
9.8750 I 690.33 690.33 690.34 690.34 690.34
10.0000 i 690.35 690.35 690.36 690.36 690.36
10.1250 I 690.37 690.37 690.37 690.38 690.38
10.2500 I 690.39 690.39 690.39 690.40 690.40
10.3750 I 690.41 690.41 690.42 690.42 690.43
10.5000 I 690.43 690.43 690.44 690.44 690.45
10.6250 I 690.45 690.46 690.47 690.47 690.48
10.7500 I 690.48 690.49 690.49 690.50 690.51
10.8750 1 690.51 690.52 690.52 690.53 690.54
11.0000 690.54 690.55 690.55 690.56 690.57
11.1250 690.57 690.58 690.59 690.60 690.60
11.2500 690.61 690.62 690.63 690.64 690.64
11.3750 690.65 690.66 690.67 690.68 690.69
11.5000 690.70 690.71 690.72 690.74 690.76
11.6250 I 690.79 690.82 690.86 690.90 690.95
11.7500 I 691.01 691.08 691.15 691.24 691.33
11.8750 I 691.46 691.59 691.74 691.88 692.00
12.0000 I 692.11 692.22 692.30 692.35 692.37
12.1250 I 692.39 692.39 692.40 692.40 692.40
12.2500 I 692.40 692.39 692.39 692.39 692.38
12.3750 I 692.38 692.37 692.37 692.36 692.35
12.5000 I 692.34 692.34 692.33 692.32 692.31
12.6250 I 692.30 692.29 692.28 692.27 692.25
12.7500 I 692.24 692.23 692.22 692.21 692.20
12.8750 I 692.19 692.18 692.17 692.15 692.14
13.0000 I 692.13 692.12 692.11 692.10 692.08
13.1250 I 692.07 692.06 692.05 692.04 692.02
13.2500 692.01 692.00 691.99 691.98 691.96
13.3750 j 691.95 691.94 691.93 691.92 691.90
13.5000 i 691.89 691.88 691.87 691.86 691.84
13.6250 I 691.83 691.82 691.81 691.80 691.79
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 10:01 AM 5/6/2008
Type.... Time-Elev Page 3.03
Name.... POND 10 OUT Tag: 1 Event: 1 yr
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-DetentionJGlyr.ppw
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time I Output Time increment = .0250 hrs
hrs I
--
- Time on left represents time for first value in each row.
---
--- I-
13.7500 -----------
691.78 ----------------
691.76 ---------
691.75 ---------------
691.74 ----------
691.73
13.8750 1 691.72 691.71 691.70 691.69 691.68
14.0000 I 691.67 691.65 691.64 691.63 691.62
14.1250 691.61 691.60 691.59 691.58 691.57
14.2500 691.56 691.55 691.54 691.53 691.52
14.3750 1 691.51 691.50 691.49 691.48 691.47
14.5000 1 691.46 691.46 691.45 691.44 691.43
14.6250 691.42 691.41 691.40 691.40 691.39
14.7500 1 691.38 691.37 691.36 691.36 691.35
14.8750 I 691.34 691.34 691.33 691.32 691.31
15.0000 691.31 691.30 691.30 691.29 691.28
15.1250 I 691.28 691.27 691.26 691.26 691.25
15.2500 I 691.25 691.24 691.24 691.23 691.22
15.3750 I 691.22 691.21 691.21 691.20 691.20
15.5000 I 691.19 691.19 691.18 691.18 691.18
15.6250 691.17 691.17 691.16 691.16 691.15
15.7500 691.15 691.14 691.14 691.14 691.13
15.8750 691.13 691.12 691.12 691.12 691.11
16.0000 691.11 691.11 691.10 691.10 691.09
16.1250 691.09 691.09 691.08 691.08 691.08
16.2500 691.07 691.07 691.07 691.06 691.06
16.3750 I 691.06 691.06 691.05 691.05 691.05
16.5000 I 691.05 691.04 691.04 691.04 691.03
16.6250 I 691.03 691.03 691.03 691.02 691.02
16.7500 I 691.02 691.02 691.02 691.01 691.01
16.8750 I 691.01 691.01 691.00 691.00 691.00
17.0000 I 691.00 691.00 690.99 690.99 690.99
17.1250 I 690.99 690.99 690.98 690.98 690.98
17.2500 690.98 690.98 690.97 690.97 690.97
17.3750 I 690.97 690.97 690.96 690.96 690.96
17.5000 I 690.96 690.96 690.95 690.95 690.95
17.6250 I 690.95 690.95 690.95 690.94 690.94
17.7500 I 690.94 690.94 690.94 690.93 690.93
17.8750 690.93 690.93 690.93 690.93 690.92
18.0000 690.92 690.92 690.92 690.92 690.91
18.1250 690.91 690.91 690.91 690.91 690.91
18.2500 690.90 690.90 690.90 690.90 690.90
18.3750 690.90 690.89 690.89 690.89 690.89
18.5000 I 690.89 690.89 690.88 690.88 690.88
18.6250 690.88 690.88 690.88 690.87 690.87
18.7500 690.87 690.87 690.87 690.87 690.86
18.8750 1 690.86 690.86 690.86 690.86 690.86
19.0000 I 690.85 690.85 690.85 690.85 690.85
19.1250 1 690.85 690.85 690.84 690.84 690.84
SIN: AAYXYWJ52269 ColeJenest & Stone
PondPack (10.00.016.00) 10:01 AM 5/6/2008
Type.... Time-Elev Page 3.04
Name.... POND 10 OUT Tag: 1 Event: 1 yr
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-DetentionJGlyr.ppw
Storm.- TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time I Output Time increment = .0250 hrs
hrs Time on
-- left represents
---
----------- time for
--------- first value in
--------------- each row.
----------
---------I-
19.2500 ---------
690.84 --
690.84 690.84 690.83 690.83
19.3750 I 690.83 690.83 690.83 690.83 690.83
19.5000 I 690.82 690.82 690.82 690.82 690.82
19.6250 690.82 690.82 690.81 690.81 690.81
19.7500 690.81 690.81 690.81 690.81 690.80
19.8750 690.80 690.80 690.80 690.80 690.80
20.0000 I 690.80 690.79 690.79 690.79 690.79
20.1250 I 690.79 690.79 690.79 690.78 690.78
20.2500 I 690.78 690.78 690.78 690.78 690.78
20.3750 690.78 690.77 690.77 690.77 690.77
20.5000 I 690.77 690.77 690.77 690.77 690.76
20.6250 I 690.76 690.76 690.76 690.76 690.76
20.7500 I 690.76 690.76 690.75 690.75 690.75
20.8750 I 690.75 690.75 690.75 690.75 690.75
21.0000 I 690.75 690.74 690.74 690.74 690.74
21.1250 I 690.74 690.74 690.74 690.74 690.74
21.2500 I 690.74 690.73 690.73 690.73 690.73
21.3750 I 690.73 690.73 690.73 690.73 690.73
21.5000 I 690.73 690.73 690.72 690.72 690.72
21.6250 I 690.72 690.72 690.72 690.72 690.72
21.7500 I 690.72 690.72 690.72 690.71 690.71
21.8750 I 690.71 690.71 690.71 690.71 690.71
22.0000 I 690.71 690.71 690.71 690.71 690.71
22.1250 I 690.71 690.70 690.70 690.70 690.70
22.2500 I 690.70 690.70 690.70 690.70 690.70
22.3750 I 690.70 690.70 690.70 690.70 690.69
22.5000 I 690.69 690.69 690.69 690.69 690.69
22.6250 I 690.69 690.69 690.69 690.69 690.69
22.7500 I 690.69 690.69 690.69 690.69 690.68
22.8750 690.68 690.68 690.68 690.68 690.68
23.0000 690.68 690.68 690.68 690.68 690.68
23.1250 I 690.68 690.68 690.68 690.68 690.68
23.2500 I 690.67 690.67 690.67 690.67 690.67
23.3750 690.67 690.67 690.67 690.67 690.67
23.5000 I 690.67 690.67 690.67 690.67 690.67
23.6250 I 690.67 690.67 690.67 690.66 690.66
23.7500 690.66 690.66 690.66 690.66 690.66
23.8750 I 690.66 690.66 690.66 690.66 690.66
24.0000 I 690.66 690.66 690.66 690.66 690.65
24.1250 I 690.65 690.65 690.65 690.65 690.64
24.2500 I 690.64 690.64 690.64 690.63 690.63
24.3750 I 690.63 690.63 690.63 690.62 690.62
24.5000 i 690.62 690.62 690.62 690.62 690.61
24.6250 I 690.61 690.61 690.61 690.61 690.60
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 10:01 AM 5/6/2008
Type.... Time-Elev Page 3.05
Name.... POND 10 OUT Tag: 1 Event: 1 yr
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-DetentionJGlyr.ppw
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time I Output Time increment = .0250 hrs
hrs I Time on left represents
- time for first value in each row.
---
-----
---------i-
24.7500 I ---------------
690.60 --------
---
690.60 ---------
690.60 ---------------
690.60 -
-
690.60
24.8750 ( 690.59 690.59 690.59 690.59 690.59
25.0000 I 690.59 690.58 690.58 690.58 690.58
25.1250 I 690.58 690.58 690.57 690.57 690.57
25.2500 I 690.57 690.57 690.57 690.57 690.56
25.3750 I 690.56 690.56 690.56 690.56 690.56
25.5000 690.56 690.56 690.55 690.55 690.55
25.6250 I 690.55 690.55 690.55 690.55 690.54
25.7500 690.54 690.54 690.54 690.54 690.54
25.8750 690.54 690.54 690.54 690.53 690.53
26.0000 690.53 690.53 690.53 690.53 690.53
26.1250 1 690.53 690.53 690.52 690.52 690.52
26.2500 690.52 690.52 690.52 690.52 690.52
26.3750 690.52 690.52 690.51 690.51 690.51
26.5000 690.51 690.51 690.51 690.51 690.51
26.6250 690.51 690.51 690.51 690.50 690.50
26.7500 I 690.50 690.50 690.50 690.50 690.50
26.8750 690.50 690.50 690.50 690.50 690.49
27.0000 I 690.49 690.49 690.49 690.49 690.49
27.1250 I 690.49 690.49 690.49 690.49 690.49
27.2500 I 690.48 690.48 690.48 690.48 690.48
27.3750 I 690.48 690.48 690.48 690.48 690.48
27.5000 690.48 690.48 690.47 690.47 690.47
27.6250 1 690.47 690.47 690.47 690.47 690.47
27.7500 690.47 690.47 690.47 690.47 690.46
27.8750 I 690.46 690.46 690.46 690.46 690.46
28.0000 I 690.46 690.46 690.46 690.46 690.46
28.1250 I 690.46 690.45 690.45 690.45 690.45
28.2500 I 690.45 690.45 690.45 690.45 690.45
28.3750 I 690.45 690.45 690.45 690.44 690.44
28.5000 I 690.44 690.44 690.44 690.44 690.44
28.6250 690.44 690.44 690.44 690.44 690.44
28.7500 690.44 690.43 690.43 690.43 690.43
28.8750 690.43 690.43 690.43 690.43 690.43
29.0000 I 690.43 690.43 690.43 690.43 690.42
29.1250 1 690.42 690.42 690.42 690.42 690.42
29.2500 I 690.42 690.42 690.42 690.42 690.42
29.3750 I 690.42 690.42 690.41 690.41 690.41
29.5000 690.41 690.41 690.41 690.41 690.41
29.6250 I 690.41 690.41 690.41 690.41 690.41
29.7500 I 690.40 690.40 690.40 690.40 690.40
29.8750 I 690.40 690.40 690.40 690.40 690.40
30.0000 I 690.40 690.40 690.40 690.40 690.39
30.1250 i 690.39 690.39 690.39 690.39 690.39
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 10:01 AM 5/6/2008
Type.... Time-Elev Page 3.06
Name.... POND 10 OUT Tag: 1 Event: 1 yr
File.... P:\SDSKPPOJ\3362\Engineering\PondPack\3362-DetentionJGlyr.ppw
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time Output Time increment = .0250 hrs
hrs I Time on left represents time for
---- first value in
--------------- each row.
----------
---------I-
30.2500 I ---------------
690.39 -----------
690.39 ------
690.39 690.39 690.39
30.3750 I 690.39 690.39 690.39 690.38 690.38
30.5000 I 690.38 690.38 690.38 690.38 690.38
30.6250 I 690.38 690.38 690.38 690.38 690.38
30.7500 I 690.38 690.38 690.38 690.37 690.37
30.8750 I 690.37 690.37 690.37 690.37 690.37
31.0000 I 690.37 690.37 690.37 690.37 690.37
31.1250 690.37 690.37 690.37 690.36 690.36
31.2500 I 690.36 690.36 690.36 690.36 690.36
31.3750 I 690.36 690.36 690.36 690.36 690.36
31.5000 I 690.36 690.36 690.36 690.35 690.35
31.6250 I 690.35 690.35 690.35 690.35 690.35
31.7500 I 690.35 690.35 690.35 690.35 690.35
31.8750 690.35 690.35 690.35 690.35 690.34
32.0000 690.34 690.34 690.34 690.34 690.34
32.1250 690.34 690.34 690.34 690.34 690.34
32.2500 690.34 690.34 690.34 690.34 690.34
32.3750 I 690.33 690.33 690.33 690.33 690.33
32.5000 I 690.33 690.33 690.33 690.33 690.33
32.6250 I 690.33 690.33 690.33 690.33 690.33
32.7500 I 690.33 690.33 690.32 690.32 690.32
32.8750 I 690.32 690.32 690.32 690.32 690.32
33.0000 I 690.32 690.32 690.32 690.32 690.32
33.1250 I 690.32 690.32 690.32 690.32 690.31
33.2500 I 690.31 690.31 690.31 690.31 690.31
33.3750 I 690.31 690.31 690.31 690.31 690.31
33.5000 I 690.31 690.31 690.31 690.31 690.31
33.6250 I 690.31 690.31 690.30 690.30 690.30
33.7500 690.30 690.30 690.30 690.30 690.30
33.8750 690.30 690.30 690.30 690.30 690.30
34.0000 I 690.30 690.30 690.30 690.30 690.30
34.1250 I 690.30 690.29 690.29 690.29 690.29
34.2500 I 690.29 690.29 690.29 690.29 690.29
34.3750 I 690.29 690.29 690.29 690.29 690.29
34.5000 1 690.29 690.29 690.29 690.29 690.29
34.6250 I 690.28 690.28 690.28 690.28 690.28
34.7500 I 690.28 690.28 690.28 690.28 690.28
34.8750 I 690.28 690.28 690.28 690.28 690.28
35.0000 I 690.28 690.28 690.28 690.28 690.28
35.1250 1 690.27 690.27 690.27 690.27 690.27
35.2500 I 690.27 690.27 690.27 690.27 690.27
35.3750 690.27 690.27 690.27 690.27 690.27
35.5000 I 690.27 690.27 690.27 690.27 690.27
35.6250 1 690.26 690.26 690.26 690.26 690.26
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 10:01 AM 5/6/2008
Type.... Time-Elev Page 3.07
Name.... POND 10 OUT Tag: 1 Event: 1 yr
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-DetentionJGlyr.ppw
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time Output Time increment = .0250 hrs
hrs
------- Time on left represents time for first value in
- each row.
--I-
35.7500 I ---------------
690.26 ------------
690.26 ---------
690.26 ----------
----
690.26 ----------
690.26
35.8750 I 690.26 690.26 690.26 690.26 690.26
36.0000 I 690.26 690.26 690.26 690.26 690.26
36.1250 I 690.26 690.25 690.25 690.25 690.25
36.2500 I 690.25 690.25 690.25 690.25 690.25
36.3750 I 690.25 690.25 690.25 690.25 690.25
36.5000 I 690.25 690.25 690.25 690.25 690.25
36.6250 690.25 690.25 690.25 690.25 690.24
36.7500 I 690.24 690.24 690.24 690.24 690.24
36.8750 I 690.24 690.24 690.24 690.24 690.24
37.0000 I 690.24 690.24 690.24 690.24 690.24
37.1250 1 690.24 690.24 690.24 690.24 690.24
37.2500 I 690.24 690.24 690.23 690.23 690.23
37.3750 I 690.23 690.23 690.23 690.23 690.23
37.5000 I 690.23 690.23 690.23 690.23 690.23
37.6250 690.23 690.23 690.23 690.23 690.23
37.7500 I 690.23 690.23 690.23 690.23 690.23
37.8750 1 690.23 690.22 690.22 690.22 690.22
38.0000 I 690.22 690.22 690.22 690.22 690.22
38.1250 I 690.22 690.22 690.22 690.22 690.22
38.2500 690.22 690.22 690.22 690.22 690.22
38.3750 690.22 690.22 690.22 690.22 690.22
38.5000 I 690.22 690.21 690.21 690.21 690.21
38.6250 I 690.21 690.21 690.21 690.21 690.21
38.7500 I 690.21 690.21 690.21 690.21 690.21
38.8750 690.21 690.21 690.21 690.21 690.21
39.0000 I 690.21 690.21 690.21 690.21 690.21
39.1250 I 690.21 690.21 690.20 690.20 690.20
39.2500 I 690.20 690.20 690.20 690.20 690.20
39.3750 I 690.20 690.20 .690.20 690.20 690.20
39.5000 I 690.20 690.20 690.20 690.20 690.20
39.6250 690.20 690.20 690.20 690.20 690.20
39.7500 I 690.20 690.20 690.20 690.20 690.20
39.8750 I 690.19 690.19 690.19 690.19 690.19
40.0000 1 690.19 690.19 690.19 690.19 690.19
40.1250 i 690.19 690.19 690.19 690.19 690.19
40.2500 I 690.19 690.19 690.19 690.19 690.19
40.3750 690.19 690.19 690.19 690.19 690.19
40.5000 1 690.19 690.19 690.19 690.19 690.18
40.6250 I 690.18 690.18 690.18 690.18 690.18
40.7500 I 690.18 690.18 690.18 690.18 690.18
40.8750 i 690.18 690.18 690.18 690.18 690.18
41.0000 I 690.18 690.18 690.18 690.18 690.18
41.1250 I 690.18 690.18 690.18 690.18 690.18
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 10:01 AM 5/6/2008
Type.... Time-Elev Page 3.08
Name.... POND 10 OUT Tag: 1 Event: 1 yr
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-DetentionJGlyr.ppw
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time I Output Time increment = .0250 hrs
hrs I Time on left represents time for first value in
--------------- each row.
----------
---------I-
41.2500 I ---------------
690.18 -----------
690.18 ----------
690.18 690.18 690.18
41.3750 690.17 690.17 690.17 690.17 690.17
41.5000 690.17 690.17 690.17 690.17 690.17
41.6250 690.17 690.17 690.17 690.17 690.17
41.7500 I 690.17 690.17 690.17 690.17 690.17
41.8750 I 690.17 690.17 690.17 690.17 690.17
42.0000 I 690.17 690.17 690.17 690.17 690.17
42.1250 I 690.17 690.17 690.17 690.16 690.16
42.2500 690.16 690.16 690.16 690.16 690.16
42.3750 690.16 690.16 690.16 690.16 690.16
42.5000 690.16 690.16 690.16 690.16 690.16
42.6250 690.16 690.16 690.16 690.16 690.16
42.7500 690.16 690.16 690.16 690.16 690.16
42.8750 I 690.16 690.16 690.16 690.16 690.16
43.0000 I 690.16 690.16 690.15 690.15 690.15
43.1250 690.15 690.15 690.15 690.15 690.15
43.2500 I 690.15 690.15 690.15 690.15 690.15
43.3750 I 690.15 690.15 690.15 690.15 690.15
43.5000 I 690.15 690.15 690.15 690.15 690.15
43.6250 I 690.15 690.15 690.15 690.15 690.15
43.7500 690.15 690.15 690.15 690.15 690.15
43.8750 690.15 690.15 690.15 690.15 690.14
44.0000 I 690.14 690.14 690.14 690.14 690.14
44.1250 I 690.14 690.14 690.14 690.14 690.14
44.2500 I 690.14 690.14 690.14 690.14 690.14
44.3750 690.14 690.14 690.14 690.14 690.14
44.5000 I 690.14 690.14 690.14 690.14 690.14
44.6250 I 690.14 690.14 690.14 690.14 690.14
44.7500 I 690.14 690.14 690.14 690.14 690.14
44.8750 I 690.14 690.14 690.14 690.14 690.13
45.0000 I 690.13 690.13 690.13 690.13 690.13
45.1250 I 690.13 690.13 690.13 690.13 690.13
45.2500 I 690.13 690.13 690.13 690.13 690.13
45.3750 I 690.13 690.13 690.13 690.13 690.13
45.5000 I 690.13 690.13 690.13 690.13 690.13
45.6250 I 690.13 690.13 690.13 690.13 690.13
45.7500 I 690.13 690.13 690.13 690.13 690.13
45.8750 I 690.13 690.13 690.13 690.13 690.13
46.0000 I 690.13 690.12 690.12 690.12 690.12
46.1250 690.12 690.12 690.12 690.12 690.12
46.2500 I 690.12 690.12 690.12 690.12 690.12
46.3750 ( 690.12 690.12 690.12 690.12 690.12
46.5000 I 690.12 690.12 690.12 690.12 690.12
46.6250 I 690.12 690.12 690.12 690.12 690.12
SIN: AAYXYWJSP269 ColeJenest & Stone
PondPack (10.00.016.00) 10:01 AM 5/6/2008
Type.... Time-Elev Page 3.09
Name.... POND 10 OUT Tag: 1 Event: 1 yr
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-DetentionJGlyr.ppw
Storm... TypeII 24hr Tag: 1
TIME vs. ELEVATION (ft)
Time Output Time increment = .0250 hrs
hrs I Time on left represents time for first value in
--- each row.
----------
---------I-
46.7500 I ---------------
690.12 ------------
690.12 ---------
690.12 ------------
690.12 690.12
46.8750 690.12 690.12 690.12 690.12 690.12
47.0000 690.12 690.12 690.12 690.12 690.12
47.1250 690.12 690.12 690.12 690.11 690.11
47.2500 690.11 690.11 690.11 690.11 690.11
47.3750 690.11 690.11 690.11 690.11 690.11
47.5000 690.11 690.11 690.11 690.11 690.11
47.6250 I 690.11 690.11 690.11 690.11 690.11
47.7500 I 690.11 690.11 690.11 690.11 690.11
47.8750 I 690.11 690.11 690.11 690.11 690.11
48.0000 I 690.11 690.11 690.11 690.11 690.11
48.1250 690.11 690.11 690.11 690.11 690.11
48.2500 I 690.11 690.11 690.11 690.11 690.11
48.3750 I 690.11 690.11 690.11 690.10 690.10
48.5000 690.10 690.10 690.10 690.10 690.10
48.6250 I 690.10 690.10 690.10 690.10 690:10
48.7500 690.10 690.10 690.10 690.10 690.10
48.8750 I 690.10 690.10 690.10 690.10 690.10
49.0000 I 690.10 690.10 690.10 690.10 690.10
49.1250 I 690.10 690.10 690.10 690.10 690.10
49.2500 690.10 690.10 690.10 690.10 690.10
49.3750 690.10 690.10 690.10 690.10 690.10
49.5000 690.10 690.10 690.10 690.10 690.10
49.6250 690.10 690.10 690.10 690.10 690.10
49.7500 ( 690.10 690.10 690.10 690.09 690.09
49.8750 I 690.09 690.09 690.09 690.09 690.09
50.0000 690.09 690.09 690.09 690.09 690.09
50.1250 690.09 690.09 690.09 690.09 690.09
50.2500 690.09 690.09 690.09 690.09 690.09
50.3750 I 690.09 690.09 690.09 690.09 690.09
50.5000 690.09 690.09 690.09 690.09 .690.09
50.6250 I 690.09 690.09 690.09 690.09 690.09
50.7500 I 690.09 690.09 690.09 690.09 690.09
50.8750 690.09 690.09 690.09 690.09 690.09
51.0000 690.09 690.09 690.09 690.09 690.09
51.1250 690.09 690.09 690.09 690.09 690.09
51.2500 690.09 690.09 690.09 690.09 690.09
51.3750 690.08 690.08 690.08 690.08 690.08
51.5000 690.08 690.08 690.08 690.08 690.08
51.6250 690.08 690.08 690.08 690.08 690.08
51.7500 I 690.08 690.08 690.08 690.08 690.08
51.8750 I 690.08 690.08 690.08 690.08 690.08
52.0000 I 690.08 690.08 690.08 690.08 690.08
52.1250 I 690.08 690.08 690.08 690.08 690.08
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 10:01 AM 5/6/2008
Type.... Time-Elev Page 3.10
Name.... POND 10 OUT Tag: 1 Event: 1 yr
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-DetentionJGlyr.ppw
TIME vs. ELEVATION (ft)
Time I Output Time increment = .0250 hrs
hrs Time on left represents
--
- time for
--
------ first value in
--------------- each row.
----------
---------I-
52.2500 I -----------
690.08 -
------------
690.08 -
690.08 690.08 690.08
52.3750 I 690.08 690.08 690.08 690.08 690.08
52.5000 I 690.08 690.08 690.08 690.08 690.08
52.6250 690.08 690.08 690.08 690.08 690.08
52.7500 I 690.08 690.08 690.08 690.08 690.08
52.8750 I 690.08
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 10:01 AM 5/6/2008
Appendix A
Index of Starting Page Numbers for ID Names
A-1
----- P -----
POND 10 OUT 1... 3.01
----- T -----
TypeII 24hr 1... 2.01
----- W -----
Watershed... 1.01
SIN: AAYXYWJ5P269
PondPack (10.00.016.00)
10:01 AM
ColeJenest & Stone
5/6/2008
Job File: P:\SDSKPROJ\3362\Engineering\PondPack\3362-DETENTION.PPW
Rain Dir: P:\SDSKPROJ\3362\Engineering\PondPack\
JOB TITLE
Project Date: 10/10/2007
Project Engineer: Dudley D Stone
Project Title: 3362 - Austin Village Phase III
Project Comments:
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 3:19,PM 3/17/2008
Table of Contents
i
++************* MASTER SUMMARY
Watershed....... Master Network Summary ............. 1.01
*+*****************+ TC CALCULATIONS
OFF SITE........ Tc Calcs ........................... 2.01
OFF-SITE........ Tc Calcs ........................... 2.03
POST DEVELOPED.. Tc Calcs ........................... 2.05
PRE DEVELOPED... Tc Calcs ........................... 2.07
***+***********+** CN CALCULATIONS
OFF SITE........ Runoff CN-Area ..................... 3.01
OFF-SITE........ Runoff CN-Area ..................... 3.02
POST DEVELOPED.. Runoff CN-Area ..................... 3.03
PRE DEVELOPED... Runoff CN-Area ..................... 3.04
******************** TIME VS.VOL **+*****+*+**********
POND 10 OUT 100
Time vs. Volume .................... 4.01
************* POND VOLUMES ********+*+***
POND 10......... Vol: Elev-Area ..................... 5.01
SIN: AAYXYWJ52269
PondPack (10.00.016.00)
3:19 PM
ColeJenest & Stone
3/17/2008
Table of Contents
ii
******************** OUTLET STRUCTURES *********************
Outlet 1........ Outlet Input Data 6.01
SIN: AAYXYWJSP269
PondPack (10.00.016.00)
3:19 PM
ColeJenest & Stone
3/17/2008
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: 2, 10, 25, 50, 1
Total
Depth
,Return Event in
2 2.2800
10 3.7200
25 4.3800
50 4.9200
100 5.3400
Rainfall
Type
----------------
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
RNF ID
6-Hr 2 yr
6-Hr 10 yr
6-Hr 25-yr
6-Hr 50 yr
6-Hr 100 yr
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
-------------
*JUNC 10 ---- ----
JCT ------
2 ---------- --
1.199
*JUNC 10 JCT 10 3.287
*JUNC 10 JCT 25 4.394
*JUNC 10 JCT 50 5.345
*JUNC 10 JCT 100 6.108
OFF SITE AREA 2 .312
OFF SITE AREA 10 .889
OFF SITE AREA 25 1.199
OFF SITE AREA 50 1.467
OFF SITE AREA 100 1.682
OFF-SITE AREA 2 .312
OFF-SITE AREA 10 .889
OFF-SITE AREA 25 1.199
OFF-SITE AREA 50 1.467
OFF-SITE AREA 100 1.682
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft ac-ft
-
-------
---------
3.2000 -------- -------- ---
-
23.20
3.1750 63.94
3.1750 84.72
3.1500 101.74
3.1500 118.10
3.1250 8.21
3.1000 23.00
3.1000 30.67
3.1000 36.91
3.1000 43.07
3.1500 7.23
3.1250 20.63
3.1250 27.63
3.1250 33.30
3.1250 38.84
SIN: AAYXYWJ5P269
PondPack (10.00.016.00)
3:19 PM
ColeJenest & Stone
3/17/2008
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Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
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 Qpeak
Node ID Type Event ac-ft Trun hrs
---------
-----
*OUT ------------
10 ----
JCT ------
2 ----------
3.213 3.3000
*OUT 10 JCT 10 6.015 3.2250
*OUT 10 JCT 25 7.353 3.2250
*OUT 10 JCT 50 8.463 3.2000
*OUT 10 JCT 100 9.335 3.2000
POND 10 IN POND 2 3.213 3.1000
POND 10 IN POND 10 6.015 3.1000
POND 10 IN POND 25 7.353 3.1000
POND 10 IN POND 50 8.463 3.1000
POND 10 IN POND 100 9.335 3.1000
POND 10 OUT POND 2 3.213 3.3000
POND 10 OUT POND 10 6.015 3.2250
POND 10 OUT POND 25 7.353 3.2250
POND 10 OUT POND 50 8.463 3.2000
POND 10 OUT POND 100 9.335 3.2000
POST DEVELOPED AREA 2 2.901 3.1000
POST DEVELOPED AREA 10 5.127 3.1000
POST DEVELOPED AREA 25 6.154 3.1000
POST DEVELOPED AREA 50 6.997 3.1000
POST DEVELOPED AREA 100 7.653 3.1000
PRE DEVELOPED AREA 2 .888 3.2000
PRE DEVELOPED AREA 10 2.398 3.2000
PRE DEVELOPED AREA 25 3.195 3.2000
PRE DEVELOPED AREA 50 3.879 3.1750
PRE DEVELOPED AREA 100 4.426 3.1750
SIN: AAYXYWJ5P269
PondPack (10.00.016.00)
3:19 PM
Max
Qpeak Max WSEL Pond Storage
cfs ft ac-ft
-------- -------- ------------
22.43
61.94
84.98
100.00
109.53
88.71
143.32
170.75
192.14
215.07
22.43
61.94
84.98
100.00
109.53
687.75 1.282
689.68 2.183
690.33 2.513
690.81 2.768
691.31 3.034
80.52
120.32
140.08
155.23
172.00
17.11
46.00
60.63
72.61
84.06
ColeJenest & Stone
3/17/2008
Type.... Tc Calcs
Name.... OFF SITE
Page 2.01
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
------------------------
------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
-------------------------
S/N: AAYXYWJ52269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Tc Calcs
Name.... OFF SITE
Page 2.02
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Tc Calcs
Name.... OFF-SITE
Page 2.03
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .1230 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .1230 hrs
-------------------------
-------------------------
S/N: AAYXYWJSP269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Tc Calcs
Name.... OFF-SITE
Page 2.04
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
To = Value entered by user
Where: Tc = Time of concentration
SIN: AAYXYWJSP269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Tc Calcs
Name.... POST DEVELOPED
Page 2.05
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .0833 hrs
SIN: AAYXYWJ52269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Tc Calcs
Name.... POST DEVELOPED
Page 2.06
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------ ------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Tc Calcs
Name.... PRE DEVELOPED
Page 2.07
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .2120 hrs
------------------------------------------------------------------------
Total Tc: .2120 hrs
-------------------------
-------------------------
S/N: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Tc Calcs
Name.... PRE DEVELOPED
Page 2.08
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Runoff CN-Area
Name.... OFF SITE
Page 3.01
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Pasture, grassland, or range - good 74 7.650 74.00
COMPOSITE AREA & WEIGHTED CN ---> 7.650 74.00 (74)
...........................................................................
...........................................................................
S/N: AAYXYWJS2269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Runoff CN-Area
Name.... OFF-SITE
Page 3.02
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C flUC CN
-------------------------------- ---- --------- ----- ----- ------
Pasture, grassland, or range - good 74 7.650 74.00
COMPOSITE AREA & WEIGHTED CN ---> 7.650 74.00 (74)
...........................................................................
...........................................................................
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Runoff CN-Area Page 3.03
Name.... POST DEVELOPED
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Paved areas/Open Space (weighted CN 96 18.850 96.00
COMPOSITE AREA & WEIGHTED CN ---> 18.850 96.00 (96)
...........................................................................
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Runoff CN-Area
Name.... PRE DEVELOPED
Page 3.04
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
76 18.850 76.00
COMPOSITE AREA & WEIGHTED CN ---> 18.850 76.00 (76)
...........................................................................
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Time vs. Volume Page 4.01
Name.... POND 10 OUT Tag: 100 Event: 100.yr
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
Storm... 6-Hr 100 yr Tag: 100
TIME vs. VOLUME (ac-ft)
Time I Output Time increment = .0250 hrs
hrs I Time on left represents time for first value in
----- each row.
-----------
---------I-
.4000 i ----------------
.000 ------------
.000 -------------
.000 ----
.000 .000
.5250 I .000 .000 .000 .000 .000
.6500 .001 .001 .002 .003 .004
.7750 I .006 .008 .011 .014 .017
.9000 I .018 .019 .020 .021 .023
1.0250 I .024 .026 .027 .029 .030
1.1500 I .032 .034 .036 .038 .040
1.2750 I .042 .045 .047 .050 .052
1.4000 .055 .056 .061 .064 .067
1.5250 .070 .073 .077 .082 .086
1.6500 I .089 .092 .095 .098 .102
1.7750 I .105 .108 .112 .116 .119
1.9000 I .123 .127 .131 .136 .140
2.0250 I .145 .151 .158 .166 .174
2.1500 I .184 .194 .204 .214 .222
2.2750 I .231 .240 .249 .259 .268
2.4000 I .279 .290 .301 .313 .326
2.5250 I .340 .356 .377 .400 .426
2.6500 .454 .484 .516 .552 .589
2.7750 1 .630 .679 .739 .809 .687
2.9000 .976 1.073 1.189 1.340 1.531
3.0250 1 1.748 1.991 2.261 2.535 2.765
3.1500 I 2.919 3.000 3.034 3.029 2.994
3.2750 ( 2.938 2.867 2.781 2.689 2.598
3.4000 I 2.510 2.430 2.356 2.292 2.231
3.5250 I 2.174 2.120 2.065 2.011 1.959
3.6500 I 1.912 1.668 1.827 1.788 1.752
3.7750 I 1.719 1.689 1.660 1.634 1.609
3.9000 1 1.584 1.560 1.537 1.515 1.494
4.0250 1.473 1.453 1.431 1.409 1.387
4.1500 1 1.364 1.342 1.319 1.297 1.274
4.2750 1.252 1.230 1.208 1.186 1.164
4.4000 I 1.142 1.120 1.096 1.076 1.055
4.5250 I 1.034 1.013 .992 .970 .949
4.6500 .927 .905 .884 .862 .842
4.7750 1 .821 .801 .781 .762 .743
4.9000 I .723 .705 .687 .669 .652
5.0250 I .635 .618 .602 .586 .570
5.1500 I .554 .538 .523 .508 .493
5.2750 I .479 .466 .453 .440 .427
5.4000 ( .415 .404 .393 .382 .370
5.5250 .359 .349 .339 .330 .321
5.6500 .313 .305 .297 .290 .283
SIN: AAYXYWJ52269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Time vs. Volume Page 4.02
Name.... POND 10 OUT Tag: 100 Event: 100 yr
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
Storm... 6-Hr 100 yr Tag: 100
TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0250 hrs
hrs I Time on left represents time for first value in each row.
---
---------I-
5.7750 I ----------------
.276 -------------
.270 ------------
.264 ----------
.259 ------
-
.253
5.9000 I .248 .243 .239 .234 .230
6.0250 I .225 .219 .209 .195 .181
6.1500 I .168 .156 .145 .134 .125
6.2750 I .117 .109 .102 .096 .090
6.4000 1 .083 .075 .068 .061 .055
6.5250 .050 .045 .041 .037 .034
6.6500 I .031 .028 .026 .023 .021
6.7750 I .019 .018 .016 .011 .008
6.9000 .005 .003 .002 .002 .001
7.0250 .001 .000 .000 .000 .000
7.1500 .000 .000 .000 .000 .000
7.2750 I .000 .000 .000 .000 .000
7.4000 I .000 .000 .000 .000 .000
7.5250 I .000 .000 .000 .000 .000
7.6500 I .000 .000 .000 .000 .000
7.7750 I .000 .000 .000 .000 .000
7.9000 I .000 .000
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Vol: Elev-Area
Name.... POND 10
Page 5.01
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
------------ (sq.in) (sq.ft)
--------------------- (sq.ft)
---------------- (ac-ft)
---------- (ac-ft)
-------------
683.50 ----- 0 0 .000 .000
684.00 ----- 4179 4179 .016 .016
685.00 ----- 13815 25592 .196 .212
686.00 ----- 16627 45889 .351 .563
687.00 18071 52336 .400 .963
688.00 ----- 19340 56106 .429 1.393
689.00 ----- 20717 60074 .460 1.853
690.00 ----- 22063 64160 .491 2.343
691.00 ----- 23568 68435 .524 2.867
692.00 ----- 25003 72847 .557 3.425
693.00 ----- 26465 77192 .591 4.015
693.50 ----- 27352 80721 .309 4.324
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Outlet Input Data
Name.... Outlet 1
Page 6.01
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 683.50 ft
Increment = .50 ft
Max. Elev.= 693.50 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
-----------------
Orifice-Circular ----
00 ------
---> CO ---------
683.500 ---------
693.500
Weir-Rectangular WO ---> CO 688.000 693.500
Weir-Rectangular W1 ---> CO 690.000 693.500
Culvert-Circular CO ---> TW 683.500 693.500
TW SETUP, DS Channel
SIN: AAYXYWJ52269 ColeJenes t & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Outlet Input Data
Name.... Outlet 1
Page 6.02
File.... P:\SDSKPROJ\3362\Engineering\PondPack\3362-Detention.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 683.50 ft
Diameter = 2.0000 ft
Orifice Coeff. _ .600
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WO
Weir-Rectangular
----------------
1
688.00 ft
6.00 ft
3.200000
Weir TW effects (Use adjustment equation)
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
W1
Weir-Rectangular
----------------
1
690.00 ft
18.00 ft
3.200000
Weir TW effects (Use adjustment equation)
SIN: AAYXYWJSP269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Type.... Outlet Input Data
Name.... Outlet 1
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert-Ci rcular
------------------
No. Barrels ------------
= 1 ------
Barrel Diameter = 3.5000 ft
Upstream Invert = 683.50 ft
Dnstream Invert = 683.22 ft
Horiz. Length = 45.00 ft
Barrel Length = 45.00 ft
Barrel Slope = .00622 ft/ft
OUTLET CONTROL DATA...
Mannings n = .1300
Ke = .5000
Kb = .588510
Kr = .5000
HW Convergence = .001
Page 6.03
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA ...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) _ .000
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
Calc inlet only = Yes
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 683.50 ft ---> Flow = 63.00 cfs
At T2 Elev = 688.06 ft ---> Flow = 72.00 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: AAYXYWJ5P269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Appendix A
Index of Starting Page Numbers for ID Names
----- 0 -----
OFF SITE... 2.01, 3.01
OFF-SITE... 2.03, 3.02
Outlet 1... 6.01
----- P -----
POND 10... 5.01, 4.01
POST DEVELOPED... 2.05, 3.03
PRE DEVELOPED... 2.07, 3.04
----- W -----
Watershed... 1.01
A-1
SIN: AAYXYWJSP269 ColeJenest & Stone
PondPack (10.00.016.00) 3:20 PM 3/17/2008
Austin Villa e - Phase III Land Planning zW Sol,fh Tj- Stilt
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PROJECT NO. 3362 BY: DJM -
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P?eneSt
Civil En ineerin rep 704 376. I 9,95
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DATE: 09129106 T. M: MSVS .
& Stone Urban Design
REVISED: 12/12/07 P. M.: SRP FLOATATION CALCULATIONS
CONSTRAINTS:
Weight of Concrete
Weight of Water
Safety Factor (S.F.)
Height of structure
Structure thickness
Outlet box width
150 Ibsfft^3
62.4 lbs/ft^4
1.25
11.83 ft
6 in
6 ft
Weight of outlet structure(Ws)
Ws = (width + thickness x 4) x thickness x height x weight of concrete =
Weight of water displaced
Ww = (width + 2 x thickness x 4) x Weight of water x height = 20669.38 Ibs
Size Base
Wb = (S.F. x Ww) - Ws = 2768 Ibs
Footinq size
Required concrete = Wb / Weight of concrete = 18 cult
*Assume base is 6" wider than exterior box width and minimum thickness is 8".
Thickness of base = 0.67 ft
23069 Ibs
Length = 8.00 ft
Width = 8.00 ft
Thickness = 0.67 ft