20050732 Ver 16_SW Permit Mod Request_20100422

Eycp oeso • D1 ; a_ u 1 1P
E I coEngineering
A division of The John R. McAdams Company, Inc.
LETTER OF TRANSMITTAL
To: Mr. Joseph Gyamfi, PE
NC DENR/Division of Water Qualitv
401 Express Permitting Unit
2321 Crabtree Boulevard, Suite 250
Date: April 22, 2010
SPAIL)
? -" 71AND DELIVER
Raleiqh, North Carolina 27604
Re: Briar Chapel - Phase 4
Job No.: NEW-09004
am sendino you the following itPm(s)-
COPIES DATE NO. DESCRIPTION
1 Construction Drawings
3 Final Stormwater Management Plan Design Calc books
3 Stormwater Permit Modification Letters narrative
6 401 Permit Applications 3 for Pond 1 & 3 for Pond 3
1 CD with PDFs of plans, calc book, etc.
1 $750.00 application fee
These are transmitted as checked below:
? As requested ? For your use
® For approval ? U 1i L---j Jul
? For review and comment ?
APR 2 2 2010
Remarks:
DEM•WATER
YVETWrDS AND $ 7,0R,1VFATER DRAISCM
Copy to:
Signed:
eremy V. Findh, PE
roject Manager
FOR INTERNAL USE ONLY
® Copy Letter of Transmittal Only to File
? Copy Entire Document to File
2905 Meridian Parkway, Durham, North Carolina 27713
PO Box 14005, RTP, North Carolina 27709
THE JOHN R. McADAMS COMPANY, INC.
79958
NC Division of Water Quality Check Number: 79958
Date: 4/21/2010 Check Amt: $750.00
Tran # Invoice Type Date Reference Balance Discount Pay Amount
57738 Invoice 04/21/10 Express review fee/NEW-09004 $750.00 $0.00 $750.00
M EcoEngineering
A division of The John R. McAdam,, Company, Inc.
April 22, 2010
Mr. Joseph Gyamfi,. PE
NC DENR/Division of Water Quality
401/Express Permitting Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, North Carolina 27604
Re: Briar Chapel Community Phase 4 - Chathain County, NC
NEW-09004
Storinwater Management Plan - Permit Modification Request
DWQ Project #EXP 05-073202
Dear Mr. Gyamfi:
On behalf of Newland Communities, we are requesting a formal modification
to the previously approved Storrnwater Management Plan (see DWQ project
number referenced above) for Phase 4 of the Briar Chapel Community that
was approved as part of the 401 Water Quality Certification. For stormwater
permitting purposes, this phase was referred to as Phase I in the previous
approvals. However, in the approved construction drawings, it is actually
Phase 4 of Briar Chapel. The project is located off US Highway 15501, north
of Andrews Store Road and south of Mann's Chapel Road in Chatham
County, North Carolina.
APPROVED DESIGN
'rhe proposed development is located within the Cape Fear River Basin, and
drains to streams (Pokeberry Creels & Wilkinson Creep) classified as Water
Supply IV (WS-IV), and Nutrient Sensitive Waters (NSW). As a result of the
proposed development exceeding the maximum allowable limit for
stream/wetlands impacts, an individual perinit was issued by The United
States Army Corps of Engineers (USACE). Also, a Clean Water Act Section
401 Water Quality Certification from DWQ was issued with the individual
permit. Under the 401 Water Quality Certification from DWQ, Newland
Communities was required to submit final stormwater management plans that
utilized constructed wetlands, bioretention areas, wet ponds followed by
forested filter strips and similar best management practices designed to
remove at least 85% TSS.
Hmarch Triangle Park, NC
[last Office BOX 140(yE
Rnearclr'1'riatigle Paik.
hart[, farellna 17119
?,9J5 INeddian Ilarkt;ay
Dulliam. North t arof jla ?_7113
£k)O 7;331564(i
919287-4?6i
919 31fl-2Aii) fax
To address the 401 Water Quality Certification stormwater requirements for
Phase 4 of Briar Chapel, final stormwater management plans and calculations
for 6 wet ponds with preformed scour hole/level spreader outlets that provided
sheet flow of the I" runoff volume into the existing vegetated strewn buffers
(which serve as the vegetated filter strips) was originally submitted to and
approved by DWQ in the Fall of 2006. Due to site layout changes and
;;resr,ecaenEtr.conr Design Sel'vices Focused 011 Climt Siiccess
Lj-]EcoEngineering
A division of'] he John R. McAdams Company, Inc.
Mr. Joseph Gyanlfi, PF?
NC DENR/Division of Water Quality
Apri122, 2010
Page 2
revisions to the total impervious area to each wet pond, a stormwater
management plan modification request containing revised plan sheets and
calculations was submitted to and approved by DWQ in October 2007. Once
again due to site layout changes and revisions to the total impervious area to
each wet pond, a 2"`? stormwater management plan modification request
containing revised plan sheets and calculations was submitted to and approved
by DWQ under the project number referenced above in November 2005. In
June 2009, further site layout/impervious revisions resulted in a 3"i
stormwater management plan modification request, which was submitted to
and approved via email by DWQ in June 2009.
PROPOSED MODIFICATIONS
At this time, additional site layout changes and revisions to the total
impervious area are proposed that will affect the total impervious to 2 of the C
previously approved wet ponds (wet pond J#1 and wet pond 43) and the
amount of impervious bypass. As a result, we are requesting another
modification to the existing stormwater management plan approval for Phase
4 of Briar Chapel, and are submitting the attached revised site layout and
drainage area exhibits, revised BMP supplements, and supporting calculations
in support of this modification request. Listed below is a brief summary of the
proposed revisions to the previously approved stormwater management plan
for Phase 4 of Briar Chapel:
Wet Pond #1
As shown on exhibit sheet S2, just east of Saxapahaw Run and south of
Trailview Lane, layout revisions are proposed that will result in a net increase
of 2 lots to wet pond #1. 'fhe proposed layout revisions in this area will not
affect the drainage area to wet pond 4.1, but will have the following effect on
the total impervious area:
Existing Permitted
Total Impervious Proposed Total
Impervious
_.
Difference
418,754 SF 422,204 SF -3,450 SF
Wet Pond #3
As shown on exhibit sheet S2, just west of Saxapahaw Run and south of
Trailview Lane, layout revisions are proposed that will result in a net increase
of 2 lots to wet pond 43. The proposed layout revisions in this area will not
affect the drainage area to wet pond 43, but will have the following effect on
the total impervious area:
EA]EcoEngineering
A division of The John R. McAdaim C:oigmmy, Inc.
Mr. Joseph Gyanifi, P>
NC DENR/Division of Water Quality
April 22, 2010
Page 3
Existing Permitted)-
Total Impervious ? Proposed Total
Impervious ----
Difference
186,602 SF 190,402 SF x-3,800 SF
Bypass Impervious Increase
As shown on exhibit sheet S2, just west of Dark Forest Drive, layout revisions
are proposed that will result in a net increase of 3 lots to the bypass area. As
shown on sheet S3, just east of Turtle Point Bend, layout revisions are
proposed that will result in a net increase of 2 lots to the bypass area. The
proposed layout revisions in these areas will not affect the total drainage area
to the bypass, but will have the following effect on the total impervious area:
Existing Permitted Proposed Total
Location Total Impervious Impervious Difference
Dario Forest Drive 29,950 SF (7.IJots) 34,000 SF (10 Lots) -1-4,050 SF
Turtle Point Bend 27,000 Sl (6 Lots) 29,600 SF (8 Lots) .1.2,600 SF
Other Revisions
As shown on exhibit sheet S3, just south of Moss Spring Street and east of
Harlow Bend, layout revisions are proposed that will result in a net increase of
6 lots to wet pond #4. As shown on sheet S3, just south of Briar Chapel
Parkway SW and north of Heather Glenn Circle, layout revisions are proposed
that will result in a net increase of 2 lots to wet pond #4. As shown on sheet
S3, just west of Kimbolton Place, there are proposed lot revisions, but they
will not result in any change to the total number of lots to wet pond #4. Lastly,
as shown on sheet S3, just cast of Serenity Hill Circle and south of Tobacco
Farm Way, there are proposed lot revisions, but they will not result in any
change to the total number of lots to wet pond #6. The proposed layout
revisions in the various areas described above will not affect the drainage area
to wet pond #4 or wet pond 4.6. More importantly, the proposed layout
revisions described above will not result in an increase in the total impervious
to wet pond ##4 or wet pond #6. Conclusively, the total drainage area and total
impervious area to wet pond 42, wet pond #4, wet pond 45, and wet pond #6
remain unchanged from the previously approved scorn-1water management
plan approval.
Finally, there are several additional areas of bypass roadway, sidewalk, lot,
and pump station impervious that were shown in all previous stormwater
management plan approvals, but were not clearly labeled and quantified. As
specifically requested by DWQ during the pre-submittal meeting for this
L-Jg]EcoEngineering
A division of The; John R,. McAdams Company, Inc.
Mr. Joseph Gyamfi, PE
NC DBNRIDivision of Water Quality
April 22, 2010
Page 4
permit modification request, all areas of bypass impervious have now been
labeled on the drainage area exhibit and clearly quantified in the report. It is
important to note that these areas were shown in all previous stormwater
management plan approvals as bypass impervious, and so these areas are not
additional areas of proposed bypass impervious. Although labeled and
quantified as bypass impervious, these areas of roadway/sidewalk impervious
all discharge through a preformed scour hole/level spreader, and so some level
of water quality treatment has been provided for these areas. Several of the
residential lot areas labeled and quantified as bypass also receive water quality
treatment from storinwater BMI''s in the adjacent future phases. Conclusively,
the only areas where an increase in the amount of bypass impervious is
proposed are the residential lot areas along Dark Forest Drive and Turtle Point
Bend identified above. Please refer to the included drainage area exhibit for
identification of all bypass impervious areas and whether water quality
treatment has been provided.
This modification request does not propose any structural changes to the
previously approved design for any of the 6 wet ponds in Phase 4, including
wet pond #I and wet pond 43. For your convenience, enclosed are exhibits S 1,
S2, and S3 detailing the specific locations of the proposed lot layout revisions
within Phase 4, a revised Phase 4 drainage area exhibit, revised BMP
supplements for wet pond ##1 and wet pond 9-3, and revised supporting
calculations for wet pond 41 and wet pond #3 (please note a complete set of
stormwater management plan design calculations is being submitted, but only
the calculations for wet pond 41 and wet pond #3 have been revised from the
previous approval). Again, there are no structural changes proposed to any of
the 6 wet ponds in Phase 4 of Briar Chapel as part of this modification
request.
Consideration of this project is greatly appreciated. If you should have any
questions or require additional information, please do not hesitate to contact
me at [phone].
Sincerely,
EcoEngineering
A division of The John R. McAdams Company, Inc.
eremy Finch, PE
Project Manager
OFFICE USE ONLY
Date Received Fox, Paid Permit Nrrmber(s)
Mate of North Carolina
Department of Environment and Natural Resources
Division of Mater Quality 401/Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWATER MANAGEMENT APPLICA'T'ION FORM
This fbrm inay be photocopiedfor° use as an original
1. GENERAL, INFORMATION
1, APPLICANT'S NAME (specify the name of the corporation, individual, etc, who owns the project):
NNP - Briar Chapel, LLC
2. OWNER/SIGNING OFFICIAL'S NAME ANDTITLE (Berson legally responsible for facility and
cornpliance): Mr. William Mumford, PI
3. OWNER MAILING ADDRESS (for person listed in item 2 above):
16 Windy Knoll Circle
Chapel Ifll, NC 27516
4. OWNER ADDITIONAL CONTACT INFORMATION:
Phone: [phone] Fax: [phone] ];snail: bin umford(anewlandco.com
5. PROJECT NAME (subdivision, facility, or establishment narne - should be consistent with project narne
on plans, specifications, letters, inspection and maintenance agreements, etc.):
Briar Chapel - Phase 4
6. PROJECT LOCATION:
Street Address: US HWY 15-501 (west side) between Manns Chapel Rd & Andrews Store Rd
City: County: Chatham State:NC Zip Code:
Latitude: 35°49'29" Longitude: 79°05'51
- - - ---------
7. DIRECTIONS TO PROJECT SITE (frosn nearest major intersection):
From intersection ol'US HWY 15-501 and US ITWY 64, go north on US HWY 15-501. Approximately 5,000 feet
north ofthe intersection of IJS I IWY 15-501 and Andrews Store Road, the project entrance will be on the left.
8. CON'T'ACT PERSON (who can answer storrnwater-related questions about the project):
Name: Jeremy Finch, Pp Company: LcoT3nginec ring
Phone: [phone] Fax: [phone] T: mail:,jiinch( ecoengr.a?rn
112009 Version I.I Page I of 5
II. PERMIT INFORMATION
1. THE PROJECT IS (check one): ? NEW ? A REsNE;WAE, X A MODIFICATION
2. OTHER JURISDICTIONS:
Which local government(s) has jurisdiction over the project (e.g. 'T'own of Cary or Johnston County)?:
Cbatbam County
3. STORMWA'TER MANAGEMENT PROGRAM
Check all of the state-approved stormwater management programs (implemented by either the State or
local government) that apply to your project:
LX] Phase 11 Post Construction ?X Water Supply Watershed ? Neuse or 1"ar-Pamlico NSW
? Randleman WSWS ? 13SM11 ? Coastal Counties ? I-IQW ? ORW
4. PERMIT HISTORY (renewal or modification requests must complete this item):
Existing DWQ Permit Number:13Xt' 05-0732v]2 Date Issued: 11/03/08 (email mod 6/30/09)
5. PROJECT TYPE (check one): ? Low Density' X? I ligh Density`
* Low Density projects shall be tinder 24% Impervious with only vegetated stormwater conveyances. A
curb and gutter or pipe system for stormwater conveyance shall result in reclassification of project as
High Density even if below 24%, except when pipes are used for road or driveway crossing purposes.
6. ADDITIONAL. PROJECT REQUIREMENTS (check all that apply):
? CAMA Major ?X Sedimentationffirosion Control ?X NPDI S Stormwater
X? 404/401 Permit ? Non-404 Jurisdictional Permit ? Other.
Note: Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748
III. PROJECT INFORMATION
1. STORM WATER TREATMENT METHODS (Describe briefly how stormwater will be treated):
Sec attached narrative
Important Note: attach a detailed narrative (one to two pages) describing stormwater management for the
project.
2. RIVER BASIN/STREAM INFORMATION
a. Stormwater rLinoff frorn this project drains to which River Basin?: Cape Dear River Basin
b. Nearest named stream: Pokeberry Creek
c. Water quality classification of nearest named stream: WS-IV; NSW
1/2009 Version 1.1 Page 2 of 5
TOTAL PROJECTAREA: ? Approx 174 (acres)
4. PROJECT BUILT UPON AREA: I Approx 35%
5. DRAINAGE AREAS (How many drainage areas does the project have?): 6 wet ponds
Complete the following information for each drainage area. Ifthere are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area I Drainage Area 2
Receiving Stream Name See Attachmem See Attachment
Receiving Stream Class
Drainage Area
Existing Impervious* Area
Proposed Impervlous*Area
% Impervious* Area (total)
Impervious* Surface Area Determination (Breakdown)
Impervious* Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings See Attachment See Attachment
On-site Streets
On-site Parking
On-site Sidewalks
Other on-site
Off site
Total: Total:
* Impervious area is defamed as the built upon area including, but not limited to, buildings, roads, parking
areas, sidetivalks, gravel areas, etc.
6. EXI'L.AIN HOW TH13 OFT'-SITE IMPERVIOUS AREA WAS DERIVED:
NIA
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all subdivisions, outparcels and
future development draining to the proposed stormwater management devices prior to the sale of any lot. If
applicable, please complete and submit a copy of the deed restrictions and protective covenants along with
your application.
112009 Version L I I Page 3 of 5
i ? ?? ? i ,, i;.. t ? i ,. n:_
i?. ? .,?i 'i ?._,1 l __. '? r _ _ t'i? ?,ri ? ???i ,i_??_ ??i ??
? ? i
?
(
? ,, i,, ..??.
?:.
??
--ryry
I
? j , ? ?I _ ? ; '??
!i?. .. 9_I I. ? ?. ,? ,I.? ?? ? ?'?? ,. ? .. .
.ilk li ll ?, .. __ ,.? .- - - ?, ??i _. ?. ;, ?.
I -.??li .. .? .? il,A _ iii ,.? i ? ?. ,. i ? ?,. .Ci ?t??; ?_ ? ? f!. ,'.I;. 1 .. _,. n?
i,
BRIAR CHAPEL - PHASE 4
F'final S'tormm)ater Management T'acility Design
General Description
Located off of US Highway 15-501, north of Andrews Store Road and south of Mann's Chapel
Road in Chatham County, NC is the proposed development known as Briar Chapel. Phase 4 of the
proposed development is approximately 174-acres and will consist of the construction of single-
family lots, a clubhouse/amenity center, along with the associated utility, parking, and roadway
infrastructure.
The overall proposed Briar Chapel development is located within the Cape Fear River Basin, and
drains to a stream (Pokeberry Creek) classified as Water Supply IV (WS-IV), and Nutrient Sensitive
Waters (NSW). As a result of the proposed development exceeding the maximum allowable limit
for stream impacts, an individual permit issued by The United States Army Corps of Engineers
(USACE) was required (Clean Water Act Section 404 permit). Also, a Clean Water Act Section
401 Water Quality Certification from NCDWQ was attached to the individual permit. Under the
401 Water Quality Certification issued by NCDWQ, the proposed site will be required to comply
with the following stormwater management requirements:
1. A final ivritten storrnlvater° management plan for each subwatershed (including signed
and notarized Operation and Maintenance agreements) shall be submitted to the 401
Oversight and Express Permitting' Unit. The slorrrnvater management plan may be
submitted to DWQ in phases fin- written approval as long as no impact to wetlands or
streams occur in that phase until written approval is received f om DWQ.
2. The storrnrvater° plans .shall utilize constructed wetlands, biorelention areas, rvet ponds
followed by.forested filter strips and similar best management practices designed to
remove nutrients. The stormwater° management plan must include plans, specifr.cations,
and worksheets for storinivater° management facilities that are appropriate for the
surface ii?ater classification and designed to remove at least 85% TS,S' according to the
most recent version of the 11rCDh'NR SIorinwater Best Management Practices Manual.
3. For° lorv density areas of the project with lorv impervious surface area, engineered
stormwater° management facilities are not expected For these areas of lotiver
impervious area, similar best management practices that remove nutrients such as
grassed s7vales and vegetated riparian buffers should be sufficient rather than more
intensive engineered stormwater devices such as constructed wetlands.
In addition to the above DWQ stormwater• requirements, the following stormwater quality and
quantity items are required per Section 8.3 ("Stormwater Controls") of the Chatham County
Compact Communities Ordinance:
1. Control and treat the first inch of runoff fi°om the project site crud fi°om any offsite
drainage routed to an on-site control structure. Unsure that the draw down time for this
treatment volume is a minimum of forty eight (48) hours and a maximum of one hundred
and twenly (120) hours.
2. Maintain the discharge rate for the treatment volume at or below the pre-development
discharge rate, for the .1-year, 24-hour storin.
To satisfy these stormwater requirements, Phase 4 of the Briar Chapel development will be treated
via water quality ponds with preformed scour hole/level spreader outlets that will provide sheet flow
of the I" runoff volume into the existing; stream buffers. The existing stream buffers downstream of
these; facilities will be utilized as forested filter strips.
BRIAR CHAPEL DRAINAGE AREA BREAKDOWN 4/2912090
NEW-09004
jI ;
cmcC>
..gyp." "r 'Ii:. "+' ° ' It 't �' It Ir It '�, �$' t r -t, In t,l In In :M C'S S'+'r m. m m.
1
...... ...... ...... �__......_ _.... _._: _..._ ._.
r
! !
V
I
ca
! I
I , ,
! ! !
r
I>
,
: r , In
** C -
r
� !
j
!._.._..'.. i .. - - —
i' j r ,
cai ! ! '=tom c� +! ! o ! !
i n ti nim ea An ,r C>ca v I
'711cl I M� m C.) "t. C'I ;.m '*G *S7 K}: •C? I K'w h h i'« e :. C':. i`:.
I
i
I
i
a !
!
E
" ' !
i
!!
! !o;
p
_a « m ..
!
F
r r.. ,. ,.1 r
CM,-ter.
®Q.
,r.. ,
In .a,cl�.
,.IS CO. : G7: , rG'} rA. C C7 t"7. cls :^v" tom.. 7r. G> I.
r r r". F r. to..yn 3D mm ml mm ,*f•m:r'+5. S � m G:�: C t. '. C'.`-.0 t. 4 C`-. C.. �.0 C`- C^. 5`-.C.. #. s�' b' ei'....: #'.. �P'.�' Vit. �' <!' �d'��i' �.. �' ^�P d' d- '�' eF *�' h !'Y i`Y ell, r+'S C� :.
�.U..'�D.v� `^ v^ `,C �.fl: '1>r'+D.:.� ,. N.CJ .*tz �P5.N5: �".. 'ch M M M d`: c9'z'r!•. tl'...'�` �f' st'..ei' et'. Q M :, � � .. :, «.. .. „ ..... ... .....,� .•, ,. «. .. .,�... r.. � « « ... ,..
r' �' ..._ t+Y tfi::t- t : fM: :[* fig S*J. r*s f'# C'a CV.. r'�7 S'^i 4"4 C'd {"J C'� i`7 4`. �a ch C'.9:."•.t 'Sf'. *�' 's3` �P' *�' '�' �:'.
94
zp. t �t'.;i'.. J' tet. d` �' ,,y. d' 'd' �pid'�' c; d' d• t'3';'�p'! �q.. �,,. "�' `c.Y °�' 3` .n m; mart c A c . c't rn mym J" �..'r c�' �P 4#' et .., 3' �- �'...d' `7 d'... �';'k-!';'�.t : �,'t ;':#'�h ct 'st 'ci' r*1!. t+1 r+^t. M '*t, 't #5 t+} t"a t`J i ,
a . wff j i 1
a ;
C 1
- ., Q ...; tj ...,:.,.:. � w +a. .,-,....,-. ..� a-+.+.. �.+.++ �r,. ,-�+. o-+ ..r.. ..,....u. �,: �+. ,..r ,., k, �., �.. :. :„,.. ,.� �., a., +.,:
,...i ..,., ++ .�-+.. w±. �.,, ++ u a:_+ +.e +.� +w a-� r. a-+ r. t Ya A.} a7 U C.p 2? � 4a
b O 4.. FJ O K7 «J: ta: w :. -,:. "J.. 'J, t3 Ci C, G „„-� r-. ,-, C'1. _.6 J__.b fl
,,. w:... Ci C., b. Cs.. t7 6 :Gr. 4.... tw: t7 C3, t:.. O L7:.. fl Q. _Q "J; £7.:. G C. 4' C G.
wa a �a _ a a a a a n a ' 0 0 0 0 0 E
a ,� . a �.._a ..a � ._.a � ,_.a ,.,� �. „v �a .� ,� . ,.x � ..� � � a ,.a a � ,� � : a a ....., ..� ,°a `U..t' :` ....k a .� r., ,.� ....� a� r, a �-. � . r ,u .� a . � �.. � , � _'«a . «,a
bib _ I - - _ _ ,__ _ ® _ _ _ _ a c o c c a c c� ,o _ U
- - .... .. _. -.: m _ � :... «. r.> ...„...._ _ r. _ _ _ tom, X- �-. : n _ ®: _ [ _ � _..._ ;._ _.. ®..
c•� �: +� c> � c> � r c '� is ,.,, �,: ,c� . ,.�..� .s: '� .c .� ,� .c .� ,c .n ,� ,� .� „�.. ,�:r,v _..
00 In : r 00 c c c� ca ca' ca cam: ca �:.., : a r "5 ;.... -� r-:
r- r-
zf A S 1 5 y A i r w r C> C� '.� GO ' 4"J [”- 14. 'i'J sp....0.. `,D V :f? ,0: "o .�.. '•fj '�C}'.. .-, - � �. � R �'
�. o� ac r, n n n ::v-, ,•+ u^ v`r n r,,..�"- t--- -.� Asa *" .., ❑ c a c c c >� �, : ` ..., � � c> u;
C 7 �J t..% � t„� {;;•. .. fJ G7 � 9. C7 ry O O ,t'r �.: U � c,� O t? Q� L7 fJ: � +'3
i
r
z I
r i., r ' i.. r X }. 4
I o .: :.., r t-:. ,- n. ..r+
T Ca oc c n r.�Ca=}. C�t�CiCaC« arlrlc ra nor In _ e� �rngrr o
n r r mf-i_L1 c r ,
60 :... z e- e,.: :: m c+l r-- �n m r- -r, .. A - r C ry
q+; c��r1cr+�avcu r,.c•- ��.i���^..��n,,-,-..-.i �:CfsL.SGi��r�t�GY�GC2�}t�t.tY7G�Ca5t�
r ry N et5 tv ; ni ri �t , - -. �; .®. '' E-' E--` F-° E-^ rn rn cfs m r*s; ,'n cn m m �.ti m rh rPs I r c+�, i r*C„ r-) t
£- E- E-° E--° r H F- E-� E-• , �-° s f
4.1
; r
r
' I j
I
r - r,
00
.- : +r' In m m .c> r- r. crx. ..,.. ..^• r- ~xacn m ea m v'.,
~•- t`•2 x'*} 3' 'v's. -G9 C'� aC Q�:! fii . "�' r c*S�zi'r :7 f^>7 GT �{"'J. e , v,: r ® . r r , r. r x.. ,. r.. x A r e:... y
rn r-- •.+ - 1. w u., �+ c�:.]. ?-' 3 r'” v c e-, r .�... 10
....
wd c�a i c41. c*k cos c•...i 'Q. Gni C,� f-'�. C� � ri i Cl r^� rn r+:. c*r m moi- �r �a• er er`'"' `�"
I I I
i
, I !
I
LLL[i]—LLLLL

--------------
C> CD C> 0
r-! C�
M Cni cli �n rn M9m tIn In cn m Cl)
.. ........ ........ . ..... .. ..... ..... ... . ...
...... ....... - — — — — — — — — — — — — —
.. . ........ . . ...... . . . ... ....... ... . . . ...... .. ..... .. . ...... ..... . .... .. ....... ....... .. .... . .. . .. ........ ....... . ..... ....... ........ ...... ...
i ! ! ''
. . .... . ....... . ... .. . . . ........ ------- ----
i i I :CD � C� c C>
-Lt ... . ... ........ ........ .... .. . . ....... . ....... . . . .. ....... ...... . .....
Om
. . ..... ....... . .... ........ ...... . ... . ... . . .....
CDF � C'D C) CD C� C� <z C� 0
c"! C� C�1=1: C� <Z> <�� C�
ci C� C�i v� t�; 0�
It It It I- r'l r i m C-4 In -r .({^4r S+',. m -r 'wr m In: m m M. cn cn "I m m m, to m 'r °r 'r In,
. ... ....... - - --------....... ....... ....... .......
bw
C> C>: c> 111) Cl I= C> C> C) C> c� 0 c� C� c, c� Cl ID C-1
vy C> '=�:'5 1c, :> 5 C� C' c, C>: C� c� --> C� lz:l rn lz� C> I=: C:�
t- r
11 fl� �
C-1 "t "t fl, 'n 'n fl) rn 'r 1 't 't v -:.-t- "t m n rn c", cmc M M. 111) ("1 mi
— — — — — — — — — — — — — — — — — — — --
S S El> l8fl"E" "E' "R3 I-- 1:> Cc) 8 'B� 181 8 c C� c, <�' <:) C::, C> C:, S C� C:>
2 C� �D 1� c� l_ -;l Ic> C, e ll=� 8 8 8 C� c� <, C- s ter... <= =4 C� C� i C� I= C� 0! 0 Cl C� �o <> C> <> C� <_1 <11 C> lz>�
C"'C:�Ic� c;� 4z� CD CD CD CuC� C� C� C� C.� C� Cl C� C�
0 C� C>, It> ll�>�;C:5 C� I-- <=� C� C� 4::> C� C� C� C� ::>:o C> c>�c>c" �D'� C> C> C�!'= C> I-- C� �C�"S'
'or. k-- 'o 'q -0 1 r--� t-� r-� C� c) c� C� <n &�' cq 'q� (nr. clii t r,
fn C') m 1� 1 -'t V. M "I M, cn fn rl) C41 4 -�f V� 4 -�i �r 4 4i'l- -I- 't �n C-� cn V4 C�' C -fl cn 'n rn r,' 1n; (n It 'It "t M M r- m -n (n (n 'n (1) It 11, fn M cn f) 1 m m f'. m 'n m m m 'n m rq 1 cn m m cn m m; cn m c'!
— — — — — — - ...... ........ -- ----
— — — — — — — — — — — — — — — — — — — — — —
3
�2 -j -5 -5 -4 .j -5 .2 -j -5 �Z 1-1 -1 -113 3aa
- - - - - - - - - - - - - z:, ZZ, Z:' Ez' znd z;:,
<n c> C> c' C� C� Z:l <= c� c� c� C> i Cl z:l
t- V- t - loj'�� 14> 14; 10 10 '0 t-- 1 t'- V- t-- 00 00 00 :0 00 00 00 00 10 �0: �o ID 110 10 �0; �o �c 10 10 �o 10 10 10 r- r- 1�- �A 1 'r� �n oc 00 C* 00 00 00 00 "I'D I'D 110 4.� 00 �w 10,a0 a �'o 10 IC 10 'o IC, 'o 110 10 10 10 10 `0 10 10 `0 10
- - - - -
— — — — — — — — — — — — — — — — — — — — —
4t
1=1 a, 1* cn' "I r- 00
c' o' 00 V- \0 '0 00 ol 0
C> gz I r, rn N 1 N <-4 N �r nV nr 'Ir
M, cat r1l r rn� m m
ca N cli cli C14 (4 (14 ('4 N N m m m m m m
cli cq ca "4, e"� en C" 0, <,4 cq im
- - - - - fli - - - - - -EW. - - - - - -
"1 In m m m en m M
— — — — — — — — — — — — — — — — -- — — — — — —
C r- oo 0� M �n t- OQ ol I-- M 'IT lr� 10 t- *0 o' lc� rq m '�r 'o t-- 00 t- .01c,
00 C> I In r- oo m u w -�Dl=
7� Zo
00 06 .o �o ,S r, r-
2! S2 n n; m m CLI mll �2 n n �2 - - - - - - - - - - - -
I L

F
!
i 444 c 44 r•N
OAC E _ � ' i C,r�
! � ell f„ fia [ ,0 �„ ---t
!
!
!
— - - -- ' '-'--..mm.®. ........ ........ ........... ........ ...
ID
44 444:4: 40 :OI® 0 : 44 4 � 49lJC4�
o ; e� C3:C, c ;4 c 4j4 a ':�a c c; c
r- 00
,: -
c� !c lc
e �r tet- r 3 ' a y <9 <r ter:• �s i �s �r 't '- ' -I -- -a-: d It .„s- ,n kn 't ' an er an
.. .. ;
R a; ;
c %
F I
r'1 �; �a r'1 £*s :'1 � � •.-* �-.: ^-• •.-. : ['�{ j [V cam} r�7 c*i C*J v N s'+I c*7. C`3 fid ; t'wt � Cl N ; N e5 t'+} C`7 N ; �,.. fiR cJ Cd C*+ €,{ C � Sri
!
!
i
',=I; ci� 4 Gr 44 j.4 4 : ! !:, ' 49 C 45. :.
4 4 C5
4 4 4
IPS
j t r- • c-, t r er, rn �s i "'� „ rri i � j o i ter; �r � -� � �„ e, w
.� ==r a,� c�'
C`+c1'
I
rt^d I --H9
I
4 4 C:. 4 Cx.+4!4 4 C : I :, .. •. ;.
C: :4 4 CS 4 C:" v.
=I
:C7 C C C7 C:C 4^.- C3 C7 O�C'C C7 ! :.,. 'i+, ! � !',, !. :
'rY kg ;:. '.i k�'S C? :=.; O C?. O C O a5 ',•.:rt j *�t ti>« tG :, �,.
�t00
:.In:
n' ! :z. j !.,,
r7 rn In r+y ; m N r`d fid: It c.{ nk fi?-It fi#.hi. C-4
u^y kx^., :. U°}..
---
,.
Vin
i� i. 3.
rn i ol.
�knlON_
O
I
Va
Cl
j
i' I
Q
ti
I !
l d.
� I
I
I
10
4 f-.4...
C`S
i I
i I
C
j. F `. E: I
Aa
.. !
... ,: • �C C C. C C C�C 8 C C C Sic, C5: C C C..CIC? C7 +� C C:.. 4 C 4 G 4 -,_ 4
G:.: C C C 43 49 C3 C? C: 49 C 49„ Cl: 4I GI C C C 49„ C2 C}. C> 47. w`3 4 r„x : 4 v C? . 4. C? C. 4 C. C 4. t:.:a C G7 C C ,.. �.. !.
�...
C.�
et +n. u3:
sz,.
-� � ..
-., �^ �. a
aX
,
:. r , „-, .. ... C:C O.OO CC4 G"�4C
4: :. C :C C.. C C...C.0 C C...0 C C -C 4.4 C C C.0 C C C. C C. C C C. :O C C C C C C C C..0 Cx 4 4 4 v"" C C :Cx 4.4 £ C Cx :: C Gx: C C Gx C C> C C C �.
r+5 r.,.. t m =t Cx. c c;C d'...,1' �t I
'~i` C ` ' kp err., C b C: Cx 4 C: I C'7. C!; C CCG. "*f' ` ` ° '. ei',�'M'...' '. v,... C' p$' ° ' n ',�' , ~••.f' J' £t C" '=.#' �' , ll d'.. Y X9'.:°3. 7- ei-:.R+ .. r,-.:cI'. t, 4t .. x,'. G9' ,y. et Wit`.. st �; s9'. , • e# ct. i.. 'rt .;y..,,it �' 'It
.. .. c3. -.
n- a
a
^..
.t'. . �: �.
.,. r*- c+�, ee+.:-. c-.:. : t'�..i-• t^v c*{ C+e t'*1 ttt t^i C5..1:. r*�I tV N rkk rI C`�7 N: t"•t k'�4 t^�, N N ['�Y t"*I. t" -d. t'+I :C*k.... h{
(�it!
ch t't r3 �' °�' 'ti' `� 'cP' # ~it' , Y• � �t <t fi{ C�d fi� f3 N . i`#' Cd i'y C s rn+ ? r^ � r^, �'r t'"7 , fi; N { C-�I c'+ {j+ �:` �' t`�! {""3 fig ; fi{ C� C^d ca £fit ; R } Cv Cd z. ; !,
�
r
r
c c e! �E
ts `'
i
a r a a c co N a s } a a a a �i a
o f.
:.. .9.. z ,6 z t 5 1 5 rT i5 16 Z 16 J 16 : t:.-8 z „ }4 -8 .b 15 C 8 € t
I : C.
,. I _ _ u_ _ _ _
�:.r-1 :. •-1 r -i y «-3 G G:...r.C7;,C .. C}... C7 G. + 4 C3 �:. K5. f: G 6 ff4.a C C;. 4 44-x. 4
-. .,' - m _ _ - _ - _ _ " _ _ _ " 9 C Ca G' :.J b G7. ,
{i G O O GJ. C } 9 ..fix ., I$ e. l' '�„ C+ ... et et. 'M• � � ..- } F..
`...4
: ,. C .0 4. C ..C. r e.:.I.,. ,.», ,. ,.,� .G ,.>w
^� C9 C C C 4 4'9,:,C C G}. C 44 C. 4.. a-. a-+ +� +.. .-,: ,-+ ++. 4:4z 4::4 C 4: 4: i::. I.
, In en C R�.s, R`* t-^ I- r- � N i'.. -:+r C '... w C C, n i; ` •• C
I I t T! d .� f t. r4 T a} e'* '�J "a t ✓ .*%
�:.:. 5 C.;C', � .. y. ....' T m rn <7
-w t3 -C}
r r+- r rn t`*5
'-"} z r4} C:.t t+7 y.. t*t re'S {". C1 . x � f_•r C C ti Q C � C3 O O : C> J p � O Q 4 C C7 `.,' O £ e c r+'f..tC ?'7 t {? Q CS G J J ". +.J C1 4 4 4 Si 4... � £*t e r :.r=5
� � E-'
y� § E-' E-' F-� =^ �•^ i E-' E-' F-' ; »^ v E-� 1-- E-" t-- E-' F^ �°-, � E^< F-� E-^ H -" : E-� f-' F^ F' E-' j
a. ®n'it In t�- t� rmC-4 4-.!r+of_ ����!�i������� ar a 0 }r � v ver-
d � r ua n rl ev c .ol j�444
M C- 00 C* IX 00h,..h
C r"5 fl�„C,h Ctk tPx C C.,... 00 C^, C.. T 0h„G7* sSa GC
a
'tv°
! r. r
'� "°,,. C--' � � F•-^ ':� }-^ i^ %” �. � E'^ +",IC'-' �-” M C*8::f`-1 h7 C�k y tom+ t`J:.C�d Cjl C*9,fik t"1 C�I. t`4 Nt'*I ;. C*1 C<I. Y`�. c>} C4 N;.,.t*7
!
t i !
V' IS
a ;
j t
,
iA
Q
�: rv.... IPS 'n m`C .-. kf a � � � C+:: �,++ . .: r.. .-..,. C^... +n s •.Q h.
C ,-.,. cti cr 4'r C C--. p..C: n .. `L: GA a i '~G t'-. +�.� c"9 �-: C7 t"'t ' '. 4^. w C-.._.. i Gh ,-. CY. c.P' h 4 h w C ,®, 4V C , •f• Cx C? PV t£i 'Kt' '�[i
00 Cx .-w c7+ fn . r '.. " Ir`° 't+� v ,., v,: a^^t GF+ �.. { .. '"'
�. U
°`5 .,.e �i
.,, C....
., v,.
CS r.-1 skK � iir ,
Ox a,. 17^Uy G't3. ; O•t C1. ,C C:4 Co- k� In C? m .n In .-i ,-' ..� .-. M .-,:.-. M" r-{ 4^f{:t`-7 N a'�.. N nl ::£r, rr? c*;.. rn m cn�£n rpt �:: '�' "�'. eY: ':h *::.. �#'. t eV• : _ W G�, .-.::'^a w"r +r. .+n �3 4•�5 s•Q "4' -Ch
S
Vj •.. � • 4D' , �J.,' .L. � r-= r •' sem, prYi �. � S±5 rt+'S..C- � r{•S. C'} £+5 C� Cr'r d"': C`5'. M £*5 S+}. C+5 £+': £+} M.:.+'+Y CF5 f+i. tR N5' f*3: fi'S C , {*}. . r}.: {+i M Ct n} int C"i'. '. C'} ,. {+') :rn r*} Ci. � S"l {'"tf r�k eea r. ','0`i
CJ fi+ c'x Cd #V 0: IC �..- '^A *R ;� .,>*;tY$ `Y ty}, { � t
�
a
} }
a.
-.,.
lo

FILED
CHATHAM COUNTY NC
TREVA B. SEAGROVES
REGISTER OF DEEDS
FILED Jun 12. 2009
AT 12:47:56 pm
BOOK 01465
BOOK 14 6 a' PAGE 0482
Prepared by/ Upon recording,
please return to:
Jo Anne P. Stubblefield
Hyatt & Stubblefield, P.G.
1200 Peachtree Center, south ,rower
225 Peachtree Street, N.Eti
Atlanta. GA 30303
SI'ATf: OF NORTH CAROLINA
COUNTY OF CHATHAM
START PAGE
END PAGE
INSTRUMENT #
EXCISE TAX
0482
0495
06446
(None)
NOTE TO CLERK: Please Crass-Reference to:
Declaration at Book 1372
Page 884
FIRST AMEN DM ENT TOTHE
I)ECL.ARA` (ON OF COVENANTS, CONDITIONS AND RESTRICTIONS
FOR
BRIAR CHAPEL.
This First Amendment to the Declaration of Covenants, Conditions and Restrictions for
Briar Chapel ("Amendment") is made by NNP-Briar Chapel. LLC, a Delaware limited liability
company (the "Declarant").
Background Statement
The Declarant is the developer of the planned community located in Chatham County,
North Carolina known as Briar Chapel. The Declarant executed and filed that that certain
Declaration of Covenants. Conditions, and Restrictions for Briar Chapel recorded November 16,
2007 in Deed Book 1370, Page 1020, et seq., and re-recorded November 28, 2007 in Deed Book
1372, Page 884, et seg., in the Office of the Register of Deeds of Chatham County, North
Carolina (as it may be amended and supplemented, the "Declaration").
Pursuant to Section 19.1 of the Declaration, the Declarant reserved the right to
unilaterally amend the Declaration for any purpose until termination of the Class "B" Control
Period (as defined in the Declaration), provided that any such unilateral amendment which
BOOK 14 6' PA16E 0 4 8 3
materially adversely affects the allocation of voting rights or assessment burdens among the
Units or title to any Unit shall require the written consent of the Owner of the affected Unit.
The Class "B" Control Period has not yet terminated and the Declarant desires to amend
the Declaration to establish certain covenants required as a condition of water quality permits
issued by the State of North Carolina Department of Environment and Natural Resources,
Division of Dater Quality ("State"). Such amendment does not affect the allocation of voting
rights or assessments among the Units or materially adversely affect title to any Unit.
NOW, THEREFORE, the Declarant hereby amends the Declamation as follows:
Article 16 is amended by adding the following new section to the end of that Article
16.8. pervious Surface Limitations.
(a) In order to facilitate compliance with applicable governmental
permits limiting the amount of impervious surface area that may be created within
the Community and manage the impervious surface area created, Declarant
hereby reserves for itself, its successors, and assigns, all rights to create
impervious surface area within Friar Chapel, except to the extent Declarant has
expressly assigned such rights to the Reviewer or others in writing. Upon
completion of construction activities on, or conveyance of, any unit, any unused
portion of the impervious surface area allocated to such Unit shall automatically
revert to the Declarant, its successors and assigns.
(b) The covenants in this subsection (b) are intended to ensure ongoing
compliance with 401 Water Quality Certification No. 3567 and conditions of such
certification associated with storm water management plan approvals, including
without limitation, Permit #2005-0732, as issued by the State of North Carolina
Department of Environment and Natural Resources, Division of Water Quality
("State") under 't`itle 15 NCAC 211.0500 on May 9, 2006, as amended on January
11, 2008 and as it may be further amended ("Water Quality Certification"),
shall run with the land and be binding upon all persons and patties claiming under
them, and may not be changed or deleted without the express written consent of
the State. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Water Quality Certification:
(i) The total "Built-Upon Area," as defined herein, of any lot
or Unit and any portion of the right-of-way between the front lot line or front
boundary of the Unit and the nearest edge of pavement, shall not exceed the
lesser of.•
(A) that area which is permitted and approved pursuant to
Article IV of this Declaration (which contains restrictions on building and other

BOOS( 146 a mGFa x.84
activities on any Unit without the approval of Declarant or, in DeclaranVs
discretion, its designee) ("Actual Approved Building Area"); or
(B) the maximum impervious area set forth in the table
attached as Exhibit T", as it may be supplemented and amended from time to
time ("Maximum Permitted Building Area");
unless a modified Water Quality Certification is obtained from the State prior to
construction. "Built-Upon Area," as used herein, refers to any area covered by
structures or impervious materials, including asphalt, concrete, gravel, brick,
stone, slate, or similar material, but does not include: raised, open wood decking or
the water surface of swimming pools. Notwithstanding the foregoing, if the
Actual Approved Building Area for any Unit is less than the Maximum Permitted
Building Area, then the difference between the ;Maximum Permitted Building
Area and the Actual Approved Building Area (such difference is referred to
herein as the "Residual") shall belong to the Declarant, who shall have the right
to allocate the Residual or any portion thereof to other Units or property in the
Development as Declarant may desire in its sole discretion. Declarant reserves
the right to amend Exhibit "I=" from time to time to include additional lots and to
modify the maximum impervious area allocated to any lot so long as the total
maximum impervious area allocated to all lots served by the same storm water
management facility does not exceed that permitted by the Water Quality
Certification. Such an araendment shall not require the consent of any Person
other than Declarant and the Owner of any lot as to which the maximurn
impervious area is reduced. by such reallocation, if such lot is not owned by the
Declarant.
(ii) Swales, catch basins, or any other stormwater management
device constructed in Briar Chapel shall not be filled in or altered except that
swales may be altered or filled as necessary to provide driveway crossings.
Swales, catch basins, and other drainage areas are for the purpose of capturing the
natural flow of water only. No Owner may alter the drainage now on such
Owner's Unit so that stormwater is directed away from the swale, catch basin, or
other stormwater device that was designed to capture such stormwater without the
prior written consent of the Declarant. Alteration of drainage as shown on the
applicable Stormwater Management Plan approved by the State shall not take
place without the concurrence of the State.
(iii) No Person other than the Declarant or its agents or
representatives shall request the State's approval of a modification of any Water
Quality Certification or alteration of the drainage shown on any approved
Stormwater Management flan without prior approval of the Declarant during the
Development and Sale Period. All permitted runoff from outparcels or future
development shall be directed into the permitted stormwater control system.
These connections to the stormwater control system shall be performed in a
manner that maintains the integrity and performance of the system as permitted.

This may be accomplished through a variety of means, including roof drain
gutters which drain to the street, grading the lot to drain toward the street, or
grading perimeter swales to collect the lot runoff and direct it into a component of
the stormwater collection system. Lots or Units that will naturally drain into the
system are not required to provide these additional measures.
The Declaration is further amended by adding Exhibit "17" attached to this Amendment to
the end of the Declaration as Exhibit "E".
In witness of the foregoing, the Declarant has executed this Arner7dn7ent on the AIr day
of , 2009.
DECLARANT: NNP-BRIAR CHAPEL, LLC, a Delaware limited
liability company
ley:
Naive: ?eitHuiaIts:
S WFE 01= NORTH CAROLINA
C0t1INTY OF Jf )
Notary Public in and for County, North
Carolina, certif?j that Keith Hurand personally came before me this day alid acknowledged that
he is l./,I ofNNP-BRIAR CHAPEL, LI._C, a Delaware limited liability
company, and that by authority duly given and as a fact of said limited liability company, he
executed the foregoing instrument on behalf of said limited liability company.
r.+ 1.
?'.
Witness my hand and official stamp or seal, this /7"' day of?-7?,? 20,1
Notaty Public
My Commission Expires:
(NOTARY SEAL]
A 1
iItIgr
?R ? 0 ? ?LU B ??-+
° P
AUG
? p I b ,
M 2009 b?$pw
4 si tiro
?.A ??.. ?s ? ?V? l? esq.
90vK 14 6-3 pa, c 0 4 8 6
EXHIBITS "A" THROUGH "E" TO THIS AMENDMENT
INTENTIONALLY OMITTED
5
Boos 4 6 5,mc-i0 4 8 7
EXHIBIT "V
Maximum Permitted Building Area
Construction Record a Record a o I YRQ ?maximum yvarL-rWuur r
Drawirur Lot 51ide/Page Lot No. Impervious Pond No.
1 2007/519 198 _100' Lot 4,600 NIA
-
-
_.__............

2 _-_.._..._...,...._._. __ ......:.

2007/519 .... ........ _....

197 ......
............ _ ---- ..
100' Lot

4,600

NIA
............. .... __._........ .... ..

3
20071519
196
10_0' Tot
4,600
NA
l

4
20071519 .._
195
100' Lot
4,600
NIA
.._.....
5 ...__............ _.........._
2007/519
194 .60 n
100' t
4,6Qq
.
.
._.._._
NIA
....._ __..._...._._... _.
6 2007/519 ....... ... .
193 _ ._...._.........._. ................. ..... . :...
100' Lot . _._?..._?...
.
.
4,600 NIA
7 2007/519 192 100' Lot 4,600 NIA
.. ---.._._
........... ...._......
8 .......--
2007/519 191 .... ..,......
-- 100' Lot --- ... _
4,600
._
..
.. _ ?
NIA
_............... ....
--......
-.._......-.._ ........
9 ......-._..._.._._........ ;
20071519 ......._...._ _
190 _....... ......__.......-._.._.....-__..__
100' Lot .
.
._ - ....
400 NIA
.
,.._ .... _.......
_ .................. _.
10 _..-_.._.._..._..._.-_..............._,
20071519 _-._.... _..._.......
189 . ................ ..... .._._.._ -_--
100' Lot --- _ ._._...-.
4,600 ...._.-..-.-_.
.
NIA
_ -_.......
- ..... _

11 ... ............ -.._..........._.....:
20071519 _....._......... _ ..._.-
188
......._.
._... _ _ ........... .....
100' Lot
-••..
4>60q
.
NIA

12

20071464

86

100' Lot
-._.._
....
............
4.600
-•

NIA
,..._
_...-
y13._._. .....__ -2007!464 ... : ..........---_.
85 ....•....:..:,,•._ _............_._.--_._...-..;.m__.
100' Lat ._.._....._.._................_...-.
4,600 : _-.
.
, NIA
14 ...... - `20071464 .... . ........ 84 100' Lot 4,600 NIA

15 -

2007/464 ........ ........

83 .. .... .._................_...---._......

Custom Lot ._..-......
.----
4,450

3
_
46_.m - -
2007/464
i y_...w.-.
82 _ ...... ;..
Custom Lot ..
4,200 3
__... m_..
,
--
17 ..........-- -
2007/464 ..... ............_..
81 .. ..... -
Custom Lot
. -_..
4,200 .
......
3
_... _ ....... - ....
_
18 ......__?_...........
20071464 .......... _._w_w-..
80 ...._...
... -- .-._.__...w.__......
80' Lot _..... - -
4,300 3
19 .._........_ ...... _.
2D07I464 ........_.
79 _
_.
.
;
80' Lot 4,300 3
...
.......2Q.. _ ,................20071464 7.8...... ,.... ...... $0Lot ........_...

: _.___
4,300
- .........
.
3
............... _...
_.... ........... .
21 ........._._..........__ - ..._.........._.._.....
2007/464 _.......
77 - _._
..........._ _ ._...__..__
Custom Lot _..., -- --.......
4,450 _
3
_
........
.
..
22- - ... -...:.........20071464...... - - ........... ..76.,......... - -
_ Custom Lot__.:.._.._...._-
: 4,450 _
3
_..........._......._._.. .
23 ............... _-......
2007/464 ..
_-------- .. _.
75 . _ _._.....
- -...
8D' Lot _
4,300 !
. 3
_ -- _w
_
24 ........:-.__ .......... _ .
20071464 -
74 ......
80` Lot ' ......... - .. ..
4,300 ;
.
..
.
_ NIA
2. .20071464 _ -._.._.._..
....... ... ........ .
..
.
_
4,309 NIA
._._._..--...._ ....._
..
26 .._.._........... _ ...................
2007/464 ................._.:._
72 ....._._._............_... ..........._.
80' Lot -_......_..__.._.-...._.-_,
4,300 _._.
._
NIA
-
27 _......_.:........_ ..... ..-.:_,..-...
2007!464
71 - .----- --_ .. ........... .._.... ---...--

Custom Lot - _

4,450 ..... .......

NIA
28 20071464 70 Custom Lot 4,450 NIA
29 - 2087/454 69 Custom Lot 4,450
? NIA
-_..._.._---.
- _-
30 ---- .....__..... ..... _..._? ............... ^.._.....
2007/464 .---...._......._...
6$
: ..._..................-_.__.
Custom Lot
_ -..._ _ ....._...-
4,300 .__..__.....
NIA
._..w....... --....
................. .
31 ...... ._ ........:......... _...._._....... _...----------
2007/430 ...
- ._M .._........_
15 ...w....
......_......
70' Lot ___..-.._ __...._
4,000 NIA
32 2007/430 14 Lot 4,000 NIA
_ .._.._.__...... _.-..
33 2007/430 13 ..................... --.__.,,
70' Lot __.........._.__..._
4,OOD ._.
5

_ _
34
_.-.w _ .; - --- _ .. _. _ ......_ .
20071430
........... ...._ ..__..
12
.... _..... _ _ .......... _...-...._.._.._
.
70' Lot
__
4,000

5
..._............._......_._..._
_-._
_.- - ......
35 ....._...__., _..._....__-_...._ ......................_....
2007/430 ...._ . ___.... _..:..
18 ._.._ -..._._..........-
80' Lot .._-._.............._._._;
4,300 .
.
3
36 2007/430 17 80' Lot 4,300 3
...---- ----..-.-._...
_ M.
37 _._-.. _ .__..._._._......... _.Y ......................
20071430 _.__......._....?
16 ..._.
80' Lot ............
4,300 _.._...._....__
3

38
20071464
92
100' Lot
4,600 __..... ,.....-. ..................
.
..
.
3
Bon 14 6 ) PAGE0 48S
EXHIBIT "F"
Maximum Permitted B(litdin Area
c0ntinuc_
Construction Record Plat Record Plat Lo_ t Typt Maximum Water ua t
Orawfn Lot Sllde/Pag?e" Lot No Impervious
?
Pond No,
No.
...__........ Areas .._.. -.

.__...
... .. __... _ .__ .... {
39 2007/464 ?.......,_,-.r._........ _
91 100' Lot _
4,600 3 I
40 - 2007[464 90 100' Lot 4,600
.... 3
...__..___..._w...__,....mm
.... ___.
- - ..A1..._ ...._ . -_...__......_...-__.
2007/464 _- _..... _
89 _ .._..
100' Lot - -......
4 600 3
_......,.42 2007/464 88 1pA' Lot 4,600 3
- ... .......
E _ ..._.... ,......
43 2007/464 - 87 __
100' Lot 4,600 3
44 2007/519 .._ ._ .208 _;. .__.._..... Lot 4,300 1
_ .....

45
2007/519
207
80' Lot
4,300
. - ..,._.._..___ ,
1 '
..__.,..-, ...._._..._...._........_...-.j
__ .............._......._ .. ._

46 ....._._,_.. ._,... ...._.»__..g..

2007/519 .
....._..-. ..,.....__
206 ...
8©' of
.

.-
.................
._- 4,3QQ

1 l
......
47 ........._......,_ ..-_....._...?. _.
2007/519 _
205
80' Lot
4.300
48 20071519 204 80' Lot 4,300
- 1 I
49 20071519 203 .8Q' Lo# 4,300
1
- 50 - 2007!519 2p2 80 Lot m4,300
........... 1
_.?
_ ...._w $0; Lot ... 4,300

_ .._._
1
. ,.. I
5? 2007/519
200
80' Lot
4 300 1

_-

53
_ 20p71519
199
80` Lot
4 30D
1
?
__... _.54... ..-_.. 2007/519 214 Custom Lot 4,300

-- - _
1
-
_ _...._._,. .. 55. -._... 20_07[519..... ..... 293 90' Lot _ ,.
_...
_.. 4 500
__ ...m._ _ 1
.... _
56.. ._..-_. 2007/519 212 90' Lot .r 4,500 1
57 20071519 211 -^ 90' Lot 4,500
1
_..
58 20071519 210 90' Lot - -4 500 1
5g 26071519 209 - 90' Lot 4.500
...... ..
.
60 .
2007/464 97 80' Lot 4,300 3
?.. ___. .. 61 2007/464 96 a0, Lot ; 4,300 3
2007/464 95 80' Lot 4,300 3
- 63 2007/464 94 80' Lot 4,300 3
_.-_...-_.
...... -..._
_ .....64. ._....._._-_.........20071464.... __.... .._..9 _ .....__,._..._... 80' Lot...._ ._ 4,300 ;
._.._..... 8
... ._......_._...__..
_. _.
65 __... __.._........._._.._...,....
20071430 19 ----.......
8Q' Lot t._....... ._._._ _....._._._...
4,300
_... 3
___..
66 .._._.._..._.__......._.w.......__........
20071519 _. 309 .
? 60' Lot 3,700 5
_ ...
310
u - 60' Lot
3,700
5
t._..._.__ ... 65 20071519 311 60' Lot 3,700 5
6s 2007/519 3 312 60' Lot 3,700
_.
. 5
_ ._....._...__..._._....._...._
76 2007/519 313 60' Lot .......... _
_
3,70_0 5
.._......
71 ..
2007/519 314 60Lot - 3.700
5
- - 72 2007/519 315 60' Lot 3,700
_ ..?..._._._ ............. 5
..___.__..._....._....__-._
...._ . -...73. ....____......?-._.-20071430._...__.:.__-_. _.-.....----
5 .._...._.;_.._.._..__..______.._
60' Lot _.,. _... ..
3,700 5
_... _._...._.
_...... .. .._..__
74 ._..._..
2007/430 -
6 _
60' Lot :.._.._.
? ...._.........._ _ ._.
3,700 5
?OO
..__.. -
..._....:._
76 20071430 4,500
............_-_...: ..
_.
- 77 20071430....__.._............ __ __. ...._......_. 90' Lot_ ..
"
4,500
7

EXHIBIT "F"
Maximmo Permitted Buiidima Area
continued
Construction Record Plat Record Plat L.ot Tyke Maximum water
F- -
Draw........,,,_...ng Lot .._..., ._. S_._._._.,llcle/P _aqe" Lai No. lmnerviaus Pond No. ?
78
79
80
Areas
- 5
071430 11 info Center _.{_ ._... 8,000
20071430 36 80' Lot 4,300 2
20071430 34 Custom Lot 4,600 2
81 20071430 33 80' Lot 4,:jUU
_:.... J
.._.__.._...W._..__.._ .__..._
--
82
2007/430
32 .._....
70' Lot ..-- -...
4,000 l
2
..... ........ __
83 ...._--_
2007/430 .......... ..._......
31 ---.......
7b' Lot
4,000
2
84 20071430 30 70' Lot 4,000 2
.._
_
85 ---- -`-__-j' 29 7D Lot
4,000
.... .
2
86 2007/430 28 60' Lot 3,700 2
87 2007/430 _ 27 60' Lot 3,700 2
........ 88 2007/430 26 60' Lot 3 700 2 -
80 .. 20071430 25 60' Lot 3,700
-........... 2
90 2007/430 41 ....
70' Lot _...--
4,000 2
-_--__9 20071430 40 70' Lot 4,000 2
92
2007!430
39
70' Lot -
4,000

.........
2
.?
93 ........ ......_.._...20071430......_,_..__. 38 .... 1 70' Lafi 4,000 2
_..__............. 94 2007/430 37 70 Lot
_ 4,000
...... - 2
.
95 __. __.. __.......
.. ; 2007/430
.
__u._...
36 . ..
_ -- -.._..
70 Lot w
4,000
2
- 96 2007!430 20 100' Lot 4,600
__.
. ---...... 2
_ - .. --......
97 200719$4 98 100' -.._ :..........
Lot ..
.
4,600
... _ 1&2

...-..
..
._------------
98 . _ --.._...._.
-
20071464
--
99
- - -
100' Lot
m_ .
4,600
......... ......_....
1
_..
99 ..... 2007'1464 . _ 100 -100' Lot 4,600
1

100 ...
2007/464
101 .
100' Lot _ w
4,600

1
101 20071464 102 60' Lot 3,700
1
102 2007/464 103 60' Lot -3 700
........ --..._....__;. 1
_. __..._..r_.._.... -
103 2fl07/464 104 60' Lot .
3,700
.. 1
.... _..__..
104 2007/464 105 60' Lot 3,700 1
..
..,_.._._.-..

.
105 .....
....
20071464 106

60' Lot

3,700

1

_..
...........
....... 106 2007!464 107 60' Lot 3,700
..._.._...._.. 1
_ .. __._._...__..._..._.
-- --..._...
107 ......_;.....,__..
2007!464 .. _ ...._.......
108 60' Lot :
. ._
3,700 _

108...
2007/430
24 - - ------------
70' Lot
4,000

..
1&2
...__
,.._
L 109 20071430 23 70 Lot ...._. _
_44,000 2
11© 2007/430 . 22 ... ..,. __._ 70' Lot 4,000
w-...
.- 2
...._.__....._
._...._.__.w....... ....

111 ._.....;.._-.._,,.-. __....._.........._,_.__

2007/430 j -......_.W_._....--_...

21

t ._......_, __....__
...;.
70 ..L pt
...._-_

.
...,.-,.._..
4 000
..._ ..._..__._.

;
2
.._._...__...._........
-

_ 126
20071464 _ r
109 -_.....-- ._._ _.
60' Lot
3,700 ._... µ

._^_-
...... ........
127
....___.........
20071464_...._..

110

60' Lot

3700

1
- 128 20071464 111 1 60' Lota w 3,700
?- 1
129
...... 2007!464 __ ,...
.--112 -----
-- 60' Lot
3Y66

4
a 130 2007!464 -113 __... _r 60 Lot 3 700 1&2
B00X 1. 4 6-5 BAGS 0 4 9 0
EXHIBIT "F°"
Maximum Permitted l3uilclin Area
(continued)
Record Plat Record Ptat Lot LT Maxlr»um water wumiry
Slide/Pa ew Lot No. lmi2ervlous Pond No.
131 2007/464 114 60' Lot 3,700 z
1
6 20071464 1
1 60' Lot 3,700
.
..
156 .._..; ...._...
. ..............__.......
2007/464 .........-... _.._...
.....
.
117 .._
60' Lot 3,700 2
157 20071464 116 fi0' Lot 3,700 2
158 .. _.....20071464 115 60' Lot 3,700 2
159 20071464 131 - 60' Lot ` 3,700 2
__..
160 ._.........-'._... -_ w_._-.-........._;.._...._..
20071464 .....__......_ __...._.....
130 .. _..........__._.........__._
60' Lot -.........._.._._._..__......__
3,700
2
161 .. ...............__...20071464._.....__..... .....1.29 _.__.....-,.. 60' Lot 3,700 2

_.162._
._._ 2007/464
128
60' Lot -.
3,700
2
.
163
2007/464
127
60 Lot
3,700 .
2
_
164 20071464 126 80' Lot ?4,300
..... 2
165 2007/464 .... . 120....._....._. _ 80' Lot _.........
.4,300
2
166 2007/464 124 80' Lot - 4,306
...... ...... _..... 2
...
167 . .. ....:........ _ 20077464 1.26 60' Lot ` ..._. __.....3,700 2
168 20071464 122 E 60' Lnt 3,700

169 -
2007/464 ...
121
60' Lot
3,700
.
.
...
2
_..- - .._..._.
_....
170 ..
20071464 _ _.. _. ;.. W
120 .._.......__.
60' Lot _ ..................
.
.
3,700 ; 2
171. ..... 2007/464 ;._... . _119- -- 60' Lot" ..... 3.700
.
w
- 2
................
-
......?2. -- 20071x19... ... 215 90' Lot ... ...
-
-
4,500-- -
...._
._...:-- CIA
._._._.....-.. __.
_........ .... _....
173
20071519 ..._.._........
216
_..__......_._.__
........
90' Lot
.
_ _.__.._....._...
4,500
NIA
174 2007/519 217 90' Lot 4,500 NIA
175 2007/519 -218 90' Lot . _...? 4,500 NIA
-176 -- =....._... 20071519 ............ ......219 _ 90 Lot ., _.... ; _ 4,50Q.._ . NIA
......... _.....

177 _ _. _ ........._?__... ..._,......

2007/519 .....__._....__, ................_..

220 _......... ....... ................
.
90' Lot
_.....
4,500

..
..?

IA
.....__...... ......
_ ......
178 .... ......_,..__.._.........._._ M.._. ....
2007/464 ...... _....
154 ......... _._ _.._......_..
60' Lot .
--- - ._._.,..-____.._....
3,700
..._.__;--... 4
......__...._........_.._.
179 _?.__._............._
2007/464 153 60' Lot .
3,700 4
182
183
- 184
2007/464 152
2007/464 151 60' Lot
2007!464 150 60' Lot
3,700 4
_ ........._3.700.......__._....._.........__......._ 4._.
20071464 149 60' Lot ;5, luu
20071464........- 14$ 60' Lot 3,700.....
..., ...,..... - __
_....._3.,_.........______, ....................... ....... ......, .._..... ..... _...._........-......., ......
185 a 20071464 147 ; 60' Lot 3,700
186 2007/464 146 60' Lot
: 3,700
__.._......_._..._.._ . _..
...... ..
187 ............ _ .
2007/464 --l- ...._................_
1-1 145
...
_......
...._
60' Lot
-
188 2007/464 144 60' Lot 3,700
189 2007/464
Lot 3,700

_.___..._.. - -
- - - ..........:........... __..................... -......
190 20071464 142 60' Lot 3,700
191 2007/464 141 50' Lot ; 3,400 2
__...._....__ ..........:....._..-- _ ._...._ ._..... _. _.._...._..__.. __... _ ...... __._.._.............. _ __..._...._....._.r._..
192 20071464 140 50' Lat 3,400 2
4
B o o K 4 6 5 ?m 6E-0 491
EXHIBIT "F"
Maximum Permitted Building Area
LcontLinued
Constructfon Record Play Record Plat Lo_ t Ty Maximum a
Drawing Lot SlidelPa e? Lot No. lmnervious Pond No.
No.
.._,__._-.. -Area !sfl
........-. --._....._._......... ....
...._...-_...
193 ...- _._...._ _ _?_ ...........
20071464 ....__._..
139 -......-- _ ...
50' Lot 3,400
.....-._. 2
.._......... _._._.
194 2007/464 138 50, Lot...- __.........
m_ 3,400 2

195

2007/464

37 .

50' Lot
_.M
.... ........
3,400
.._. - _.._.._..
.

2
............
......... 196...... _..__ -...._,.._
2007/519 .. ---
257 ,,..., 50' Lot _..
..
3,400 4
197 2007/519 256 50' Lot 3,400
..
_ 4
198 50' Lot . _ .... _._..
.
_...,. 3,400 4
-
__.......-..199.. 2007/519 254 5D' Lot 3,400 4
200 2007/619 ..;... .._... -253 50' Lot .......-- x,400 4

201
2007/519 ._._._.__.._ __
252 50Lot
3 400
4
..
_.......,_ .. - -
.... _ ....
202 _.__.__ _ .
2007/519 .._ ...... .........
251 ..._..
50' Lot - 3,400 4
203 2007/519 250 50' Lot 3,400
_.... ._.204 -- 20071519 249 50' Lot 3,400
...
._.._...._ 4 ?
205 ...........
2007/519 ... .. ........ .._.........
248 ...... .......__-.......
50' Lot .
..... .,... --_._.
3,400
..._ .........
.... _..._.._.... 4
._

206
2007/519
247
50' Lot _
3,400 !
4
207 2007/519 246 50 Lot 3 400 4
28 _ ..... 2007JA6?i 160 50 Lot 3,400 4
209 2007/464 159 50 Lot 3,400 4
210 20071464 -- 158 50' Lot ..J - 3,400 4

211
20071464
157 ......_
50' Lot
3,400
4
. --_..__.....
212... 20071464. 156........... _... _ ...50' Lot -
3,400
....... _ .
4
_ 213 ..._ ...... .........20071464 155 _._50' Lot _.
3,400 4 ......__.'
......
214 20071519 ... 221 70' Lot ._._..1 4,000
___ NIA
.... m...

_ _ 215
2007/519 '
.. 222
_......._.._
_70
' Lat
........;.._.
4
000

NIA
,
-......__......._.__.._._...._.. - -......._..,...,..
216 24Q71519 ...,_....__.....__....
22
3 ....._ ...... .......-......._..... --
70' Lot -._......_._.._ - ..
4,000
.. ._....._...
_ __..:........._... _ _........
NIA
.....?..-.__...._..._..___.?
_.. _
217 20D7151.9........_ ... _
............_224...._._-.._,._.. ._.__80,_.......--....----..;....... __.?
Lot ..
-
4,300
.. ,
NIA
.....; ._..__ ._ ..__
218 2007/519 ..................... ._;_.
225 _. _.._.._._._.._...
80' Lot -....___.
4,300
m _....- NIA
.
_ ... ....... ..... ...........
219 ....:._......._..._ ..
2007/519 ' .
226 _- _.................._
80' Lo# 4,300 NIA
-: _.._..._ r,. ... ...
,..._._._..._... ......
220 __.:_........._...._.__.__.._...,..:,_
2007/519 ,_..,r,...,..._ ...._...__..;...
227 _._._. _ .............. ..... ....... ...._-.
80' Lot -_................. _...
4,300 NIA
221 ! 20071519 228 80' Lot 4,300 NIA
222 7/5
20019
229
80 Lot
:
4,300
.._........._.
N/A
-_._.._...__.-..__.

.
- -
223 - ..:.........._.._.?_ _ ._.........:.

20071519 - ---.. _........... _

230 ....._. -
.._....._...._................._._.
80' Lot ._......

4,300

NIA
r....... ...._.
224 2007!519 231 _._.-$0' Lot-__. 4,300 NIA
225 20071519 I 232 60' lwat 3,700 4

226 .

2007/619

233

60' Lot

3,700

4
227 2Q07/519 234 60' Lot 3,700
.
.....------ 4
_
-- ...__
.?.__........._.
22$ .........___ -- ---._:
20071519
_ -
-_......__...
235
....._.._.._ ___
60' Lot
m
_--__.._.
3,700
?
4
.;-_ ..............__.......__r._
_.
__.. _ ..
229 ._.;_. _.___ _.__..__._..____._. _
2007!519 . _...._..._...__..--- ._
236 ___._.......w __._.._......____......
60' Lot ....-...... ...____
3,700 .
_
4
..........
234 _._
_ ......_.__...__......v..-.._,_ ........
2007/513
.......... - _ __...,w,..._
237
t
---._.._._........_.,,......._ .__.....
50' Lot
_.._..._.
3,400
.
.
__
;_. ..
4
_.__ _
_
231 W _._.. _?:.
2007/519 .....__. _._.._.._...... _._....
.
238 ..._...._ _._._.__..... - - -
50' Lot ....
...
- ..
3,400 4
P, K 14 6' 5 PA G, ?9
v
EXHIBIT 'T"
Maximum Permitted Building Area
(continued)
Construction Record Plat Record Plat Lot Type Maximum
Drawing Lot Slide/Pa„r,?e* Lot No. !m ervlou:
232 .. - 200.-._.-..__._- .....
7!519 .........._..____.....-?
239 _..w._.-_.._._.._.._..?,_...
50' Lo# .?...?.
3,400

233
2007!519 .....
240 .:........_......_..._.._........ _....;..
50' Lot ._...._...-- ----_.--
3,400
234 2007/519 241 50' Lot 3,400

235
2007/519 ...........
242 . -._.........
50' Lot
3,400
Water ualit
Pond No.
4
236 2007/519 243 50' Lot 3,400 4
._.
237 _.._.... - .
2007/519 -......
244 ........... ....... _._._
50' Lot _-..-..__..__._..
3,400 ................._....._...
4
............:...
238 ..... ....... ....... ...... -._...._......;..
2007/519 .
-245 --.............. ....
50' Lot .;... _._...._...._....,.. r.
3,400 _....._._..............___-
4

239
- <........
20071464
; .................. ....
132 .. .....___._._..__..... _....
50' Lot .... .__._......_...__........
3,400 _..._m_...__...__......,..
2
.... .......... ..........
...___.
240 - _ ..._...............
..._
2007/464 ............
133 _._--------- ---- -----.
50' Lot .._._..._._..._...__._..,.....-........_
3,400
2
_
241 ._._._._._.....----._._.... _
2007/464 .._._.._.._.
134 ....... ......
_......_.._50' Lot _........_..-..-...... -...._.._ ........:.
3,400 ...._.....__.....-
2
242 2007/464 135 50' Lot 3,400 2

243 .......
2007/464 .. ...... -- ........
136 .... --- . _._....-_. _..
50' Lot ; _._......._._...._..__ ......................
3,400
, ........_......
2
_._._ _.._..._._....._ _...
244 - -- ..............
2007/519
258 -
50' Lot _ .._, ....._... _...
3,400 ' ... .... .......... .. .
4

245
20071519
259
50' Lot ......... _ _.._..... .....--_._:.
3,400 ......
4

..................
246
.....
2
Ofl7151 g _.... W ._...

260 ._-.-...._.....__......._........_.._._.__ .

SQ' Lot
: ........................._._......................_

3,400 ............_....__......._....__..

4
_...._....247...._..,_-,.M. _
..._..20071519 ... _, ._... .__.....2G1 .... ....._.
._.-...50'Lot......__.. _._.._.........._0_ .... ................:.
400 ......... ........ -
4
248 2007/519 262 ............. .
60' Lot ........... ..._.W
3,700 ... ............
4

249 _ .......
20071519 .... ........ ........... .
263 ----.
60' Lot
3,700
4
250 2007/519 - 264 - - -6D' Lot 3,700 4 .

251 -- ..............
2007/519
265 _.._.._.--
60' Lot: .----......
3,700
4
.......
252 --
20071519
266 ........_.._c...._......_..k. _
50 Lot .(.....,.-,....,...
3,400
: _.._ .._..__.
4
__ _..._._ ...............

253 .._._._._.. ......_..__._...;._...

2007/519 _.._._....._.._._...

267 ... -- -.._._....._._.

50' Lot :_......._..__.... ..................... ..........

3,400 ..................
- --
4
254 2007/519 26B 50' Lot 3,a0a - 4
255 2007/519 269 50' Lot ..... .... 3,400 .. _ L
: _...-._._ . _4...._.__

256
.
2007/430
46 ........
j 50' Lot .. ......... _ ......... ...... ........... ............
:
3,400
:
: ............. .._..
4
..._-------- ..-_
.._
257 _...--- ----

2007/430

45 ....-..__.._ ...................._

50' Lo# ... _..._ _............_....._ _. .
..
3,400 ......_...............
....._..
4
258 2007/430 44 50' Lot 3,400
_ 2
-....._...... ............
259 ..._.._ _... _......._.
2007/430 .._..._.
43 ......._..,....__
50' Lot ....
. -
3,400 ---.._..,.
2
_.._._m... ....._._....
260 .._._ __......_.... _....._.._....
2007/430 _.__. _-..._..
42 _...._.:_............ ------ .._....
50' Lot.... .. - --- ---- - .-
... 3,400 _. _......_.-__._.._.._..
2
261 2007/430 66 60' Lot 3,700 2-
_...., --- .._..._._

262 ._.. _...._..._....__ _..._..

2007/430 ......._...-_. _

65 ..__: -._.._._...._._.._.._

60' Lot
_.
_..__ .......... ....... _.._........_..._.....
3,700

2
_-_ .
263
-- - ..................__...... ,.__...... ._...
2007/430
: ..._..- -....
64 ... ..._......._ _._ ....
60' Lot _-_..__.........._..._._........_.................. .
! 3,700 _......_.u._..............._.. .
2
__ 1.
264 ........_......__._ ..............---
......
2007/430 ..... _-...._.
63 ._._..L.........-......_..._............_
60 Lot ...._.._................. 3..._ _.-..........._..... ._..
,700 ............ .......... ...... ...........__._.
2
_
265 2007/430 . ........ . ... .. _.?2....._... .........;._....- .70' Lot _ _.._:......___. -4,000._. W? ._.._......_....2_...?
..._......... ....... ........... ......
266 ....... ____._._....._........._-....
2007/430 ... _.
61
70' Lot ;
4,000
2
267 2007/430 60 70' Lot 4,000 2
266 2007/430
? 58 50' Lot I 3,400 4
_r,__._..._..... ._ _._...
269 ....._... _ _ _ . __
._ _
2007/430 _._._...- --
57 ._..._ _ .............._.....- ..-
50' Lot _a....._..-..- - ,.....__. _-.....s_
3.400 ........ -----._.-..--_....
4
270 2007!430 56 50' La# 3,400 4
C. 0K?,465PmE,0493
EXHIBIT 'T"
Maximum Permitted Building Area
co UnueA)
-
Construction
Record Plat ....
Record Plat .........
Lot T rye,
Maximum
ater Quail
Drawing Lot Slide/Page Impen ious Pond No €
No Areas
271 - 2667/430 55 50' Lot 3,400
_ 4
272 2407/430 _ 54 _ w.. 50' Lpt 3,400 4
273 20071430 53 50' Lot 3,400 4
274 2007/430 52 50 Lot 3,400 4-
275 2007/430 51 50' Lot 3,400
.. 4 I
_..
............. ................_..;
276 _ W..._._. _
20071430 .._ -..
S0 _......_
5Q' Lot .
....... _ -.._._....
3,400
- 2&4
__._.____.
277 2007/430 .....
49 ...... _........... _
50' Lot 3,400 2
27$ 2007/430 48 50' Lot 3,400 2
279 - - 20071430 47 - 50 Lot 3 400 2

280
2007/519
270 .. _.....
t 60' Lot
_ 3,700
. _
4
281 2007/519 271 _...... ............
60 Lot _-----
3,700 4

_282.
20071519
272
60' Lot ....... __..._.....
3,700
.. ._.....
......
_
4
283 2007/519 . ..
273 ..__..___..._..._ ..............._...,....
60' Lot
. .
3,700
...... _.. 4
.._
..._._
284 20q'7151?9 -__.._-... _.._?-74.._.... ...,,.
.........._...OQ;-Lnt_.._._... ....3,700.. 4
285 2007/519 275 60' Lot 3,7'00 4
286......_ 2007/519 ........... ......276 '._.......60' Lot 3,700 4
287 2007/519 277 60' Lot 3,700 4
.. _,.....
288 ..-._ ..............._
20071464
167
50 Lot
3,400

.

4
2007/464 166 50 Lot 3,400
.... 4
290 2067/464 165 _. 50` Lot M.._ 3 400
?.._ _._. . _ _. 4
._......_...

2.9
2007/464
164 :...............
Q' Lot
3,400
4
292 24071464 163 50' Lot 3,400 4
293 2007/464 ,... ...162 .._ 50' Lot ...... 3,400 4

294
2007/464 _
161 .... ...-
50' Lot
-__ _.......

305_.-.._. ...
2007/464 .----- -
187 - .,. _-_ ......-..
5D' Lot
3,400
._..__.
6
_.-
306 2007/464 186 .
50' Lot ......... -
3,400 6
307 20071464 185 50' Lpt 3,400
308 2007/464 1$4 50' Lot 3,400
.-.. _?.____.__....;..__.....
.
. 6
..... _.
...:.....
349 ........_-----...___.:__...
2007/464 ? ..........._..---...
183 .. .. 50°_-._________.;_.__.
-_......._--..-, Lot .
_-__
_.._
3,400
......... 6
............___.
I 310 2007/464 182 50' Lot 3,404 6
............ ._
311 20071464 181 ....... _._
50' Lot _.......... __._._
3,400 6
_........... 312 2007/430 4 50' Lot 3,400 5&6
.
.-._..__..___............_......
313 ...... __._,W_..._..___....__?
2007/430 ._ ..
3 __.
50` Lot
3,400 _
,_._....__...
_
5&6
......_.._._._......_.._...
_
314 20071430 2 ....... ...............__........._..
50' Lot ._.. _....-
.
3,400 5&6
315 2007/430 1 50' Lot 3,400 5&6
316 2007/519 316 50' Lot 3,400
.
.
.
... 5&6
317 ...... _......
20071518 .. _...___............
296 j ._w............_._....._..-
30'-40'
Lot .......
.
.
._...
2,400
5
318 20071519 297 30'-40' Lot 2,400 5
319 2007/519 298 30',40' Lot 2,400 5
BOOK 14 6 j FAG-rl 4 4 9 4
EXI-IIBI`I' " "
Maximum Permitted Building Area
(continued)
Construction Record Plat Record Plat Lot TWe
17rawlna t-ot Slide/Page Lot No.
Wader Gd117dliV I
Pond o I
320 2007/519 299 30'-40' Lot 2,400 5
321 2007!519 300 30' 40' Lot 2,x00 5

322 _. r_ _......._ ....
2007/519 _..._... _.........
301
30'-40' Lot
2,400
5
._._....
324 -..__._._ ........
2007/430 .. ..... .... ..._....._,_ v
59
-- 70' Lot __.__
4,000 .........
2

- 325
2007/430
_..._....8 -- . _..._
----Custom Lot ..-.-... _...._ _.._...........
4,350
5
..
..
_._.._._.__.__ .................... ._..........._....._ _._-..
/519 ......._... .....__........._.._.__..
295 _.__.:_.._...... ..._...........?
:Townhome
'L-'o-f'- ._. ._._........_...... ..._.

0
---2,-4,0 .. .
.
.. .....
6
327 2007/519 294 Townhome Lot 2,400
6
32$ 200715 i9 293 Townhome Lot 2,400
6

329
2007/519
292 ._ W._.__...
Townhome Lot'
2,400
6

... 330 ___....._.-

2007!51--__ ..9
=._ ..
..........................

291 _..
........ ---- _-_.....

Townho-- me Lot._._..

_,__.?-
2,400
.......... .....

6
331 2007/519 290 Townhome tot- 2,400 6

332 __ _ ......
2007/519 w_...__ ._.
289 _..__......__...._._............_. _...
: Townhome tot -
2,400
6
333 2007/519 288 3 Townhome Lot 2,400 6
---
334
20071519
287 ....... _.. _ .....................
; ownhome Lot
2,400
6
335 20071519 286 Townhome Lot 2,400
6

36....... _
2007151 ?J
285 -
To -wnhome tot :
2,40...........
6
337 2007/519 284 Townhome Lot 2,400
6
338 - 2007/519 283 W -Townhome Lot _. _.m._ 2,466
?..._.._..__.._-339_.....____.,...., 2007/519 __. ___._...282 .... ....-._:_...,..._.... ..
Townhome tot _ ...................
2,40Q
6 i
340 20071519 281 Townhome Lot;
, 2,400 6 {
341 2007/519 --
280 -
.
; Townhome Lot : 2,400 6
..... _........ - - ._._....
342 .__ m.....
2007/519 .
279 _. ?_...
Townhome Lot . ....... __ .........--------- .
2,400
6 1
343 2007/519 278 Townhome Lot; 2 4pQ G_.
.
Townhome Lot u.. ......._....... 2,400 6
350 2007/464 169
' 6

351
?
?

20071464

1
7?

........ -..
Townhome Lot, -- 2,400

_.-
.

6
--__- .._....,...._-__..
....._........._--_._
__.
...
j 352 _
2007/464 ...
; ........
.........
.
171 ....._:......._..
....._._....___.-.. ....i _
Townhome Lot ` _ - ._., ........._.,._........... ......-.
_
2,400
I 353 2007/464 172 Townhome Lot 2,400 6
_...._:...

354 _

2007/464 W _. ..___-.......

173 --

' Townhome Lot
_-_..
__ ...................
2,400
...._.
6
................._..._.........._........._........_....._,..._
355 2007/464 ......_..`._ .-.-......_......_--
174 -._..-.
owne tot -'__........._........_.......
.2.'400 - W.. _....

6
.-_---
......... ..._.._...._......__- ...
356 ....................._..._..
2007/464 _..._..;-.. .._. w.__
175 __-,_ :..
; Townhome Lot i __......__ ._..........
2,400 . ..............._,
6
.._........_..__._._........

357 _....._....-_ .......

007/464
2 ......:... .................--
...__;
----._............ ..........
Townhome Lot'
:

2,400

6
.....
_ ..... .........
.
Townhome Lot' --.-.__.__......_..w._...__._.__._..
2,400 ..._..._.
6
...._..._._._._...._.._.........
359 ..._? _ _ ._
20071464 .._. - .......
178 ........= _
Town home Lnt .._........., ........._..., .._
2,00 ............._.._.

360
20071464
179 _
Town home Lot
2,400
6
361 2007/464 180 Townhome tot 2,400 6
362 20071519 302 30'-40' Lot 2,400 5
363 j 2007!519 303 30'-40' Lot 2,400 5
._._...._. _.. L._.,. _..._._..._..._._.-_...,... ......................._...._..».....««« w.-._._ ___... ,..... ..........._....
364 2007/519 304 30'-40' Lot 2,400 S

BOOK 14635 PAG.E049
EXHIBIT "F"
Maximum Permitted Bufldin = Area
continued
Construction Record Plat Record Plat _ Lot 7yps Maximum
ax Water Quality
Drawyinp Lot Sflde/Page* Lot No. Impervlou s Pond No.
No.
Area s
365 2007!519 3D5 30' 40' Lot 2,400 5 E
366 2007/519 306 30'-40' Lot 2,400 5
:
367 . _ ........................
2007/519 .................... ...-................_
307 _.._..._............... _....... _
30'-40' Lot _......, .....-.-..__.. _..........
2,400 .....
5
368 2007/519 3d8 30' 4(l' Lot 2,400 5
Declarant reserves the right to amend this Exhibit T" from time to time to include additional lots and/or to
modify the maximum impervious area allocated to any lot so long as the total maximum impervious area
allocated to all lots served by the same storm water management facility does not exceed that permitted
by the Water Quality Certification.
`As such plat may be revised or amended
9
i?-
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, Amm-ool
Area, bottom of 1 Oft vegetated shelf, Am m,
Area, sediment cleanout, top elevation (bottom of pond), Alt j
Volumes
Volume, temporary seat
Volume, permanent pool, Vjeffl�:,06
Volume, forebay (sum of foreboys if more than one forebay)
Forebay % of permanent pool volurne
SAIDA Table Data
Design TOE removal
Coastal SAIDA Tabre, Used?
M01.1amin/Pledmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figjre 10-21d
Volume, permanent pool, Vp.,_,,,,,
Area provided, permanent pool, A
wn� po'�
Average depth calculated
Average depth used in SAIDA, do,, (Round to nearest 0.5ft)
Calcutation option 2 used? (See Figure 10-2b)
Area provided, permanent pact, Apwn....
Area, bottom or 1 Oft vegetated shelf, Am 4,#
Area, sediment cleanout, top elevation (bottom of pond), Ate;
"Depth" (distance Wky bottom of 10ft shelf and top of sediment)
Ave -rage depth calculated
Average depth used in SAIDA, d,,, (Round to nearest It.5ft)
Drawalovarr Calculations
Drisedcrivert through orifice?
Diameter of orifice (if circular)
Area of orifice (if -non -circular)
Coefficient of discharge (Ca)
Driving head (H,))
Drawdown througo, weir?
swur type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pre -development 1 -yr, 24 -hr peak flow
Post-dervelopment 1 -yr, 24 -hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated 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 is:
Perrwt
(','a be crowded ty On/0)
26,190 fic' WIR. Wilo- gA/EtCfWs^' Ft-EVATOwl
:A,$92 fe
1.5 (uniftesse
M.._._ --------- —
19,068 fe OK
13,021 fe (q-yS-,4&A"b.
9,324
82,001 fil OK CA)
76,604 ft'
26,325 ft'
34A`X, % msufficient forebay volume.
85%
N (Y or N)
Y (Y or N)
1.54 (unitless)
Y (Y or N)
76,604 fe
19,068 fe
4.02 it OK
4O it OK
(Y or N)
19,068 fic
13,021 fic
9,324 fe
4,00 it
it
It
Y (Y or N)
3.00 in
W
0.60 (outrage)
1,12 it (T&Mt- 0EAW
N (Y or N)
(unifiess)
(unifless)
IDIVIOW
If
it
See Note felsec NMI PSf--M5q' NbwZAM` AnoT A&OeJD 19'( "o)
0.43 flilsec; kiNt-r-flMi gif
0.44 Ose
o�
2,84 days OK dram do5h n ir12-5 days,
3 J OK
6 ;l Insufficientsheltslope. ---v Whov-W, LAOWe IVAIL-
12.0 it OK
-:1 Insufficient flowpath to width ratio. Mustnot short-circuit pond ISE5111a1bo
1.1 :1 Insufficient length 10 width ratio. Dust not short circuit It
Y (Y or N) OK
1.3 it OK AAAAioft
gee Note (Y or N) OK jvulr6l 'j T? 0AWqf_L*vj eSMfAhw AsFW
Y (Y or N) OK VTC &IZW h3 vf4cmrw Raw -
Y (Y or N) OK
6" DIP -Drain Pipe art plug valve
Form SW401 -Wet Doteoricin Basin Rov 8 9117!09 Pans 1. & 11. Design SLrsm", Page 2:©f 2

,... ii i,
i. ii ? ? ? ? ? i ;i?:._. .. _

'V

;ri
_ ,. ..
_. •i i?;
(, _., ,?
I,.
I ..
'...
?.. i

i
Jl?l :?:I?

I
BRIAR CHAPEL - PHASE 4
Final Storinwater° Management T'acility Design - Wafer Quality Ponds 41 - 46
General Description
Located off of US Highway 15-501, north of Andrews Store Road and south of Mann's Chapel
Road in Chatham County, NC is the proposed development known as Briar Chapel. Phase 4 of the
proposed development is approximately 140-acres and will consist of the construction of single-
family lots, a clubhouse/amenity center, along with the associated utility, parking, and roadway
infrastructure.
The overall proposed Briar Chapel development is located within the Cape Fear River Basin, and
drains to a stream (Pokeberry Creek) classified as Water Supply IV (WS-IV), and Nutrient Sensitive
Waters (NSW). As a result of the proposed development exceeding the maximum allowable limit
for stream impacts, an individual permit issued by The United States Army Corps of Engineers
(USAGE) was required (Clean Water Act Section 404 permit). Also, a Clean Water Act Section
401 Water Quality Certification from NCDWQ was attached to the individual permit. Under the
401 Water Quality Certification issued by NCDWQ, the proposed site will be required to comply
with the following stormwater management requirements:
1. A final written storrrrwater° management plan for, each subwaterrshed (including signed
and notarized Operation and Maintenance agreernenls) shall be submitted to the 401
Oversight and Express Permitting Unit. The stormwater management plan may be
submitted to DWQ in phases for written approval as long as no impact to wetlands or
streams occur in that phase until written approval is received f om DWQ.
2. The stormwater plans shall utilize constructed wetlands, bioretention areas, wet ponds
followed by.forested f leer .strips and similar best management practices designed to
remove nutrients. The stormwater management plan must include plans, specifications,
and worksheets for stormwater management facilities that are appropriate for° the
surface water classification and designed to remove at least 85% TSS according to the
most recent version of the NC'DENR Storrnwater Best Management Practices Manual.
3. For low density areas of the prQject with low impervious surface area, engineered
stormwater management facilities are not expected For these areas of lower
impervious area, similar best management practices that remove nutrients such as
grassed swales and vegetated riparian buffers should be sufficient rather than more
intensive engineered stormwater devices such as constructed wetlands.
In addition to the above DWQ stormwater requirements, the following stormwater quality and
quantity items are required per Section 8.3 ("Storrnwater Controls") of the Chatham County
Compact Communities Ordinance:
1. Control and treat the first inch of runoff fi°am the project site and from any offsite
drainage routed to an on-.site control structure. Ensure that the draw mown time for this
treatment volume is a minimum ojforty eight (48) hours and a maximum of one hundred
and twenty (120) hours.
2. Maintain the discharge rate for° the treatment volume at or Below the pre-development
discharge rate for the 1-year, 24-hour storm.
To satisfy these stormwater requirements, Phase 4 of the Briar Chapel development will be treated
via water quality ponds with preformed scour hole/level spreader outlets that will provide sheet flow
of the 1" runoff volume into the existing stream buffers. The existing stream buffers downstream of
these facilities will be utilized as forested filter strips. This report contains the final design
calculations for water quality ponds ##I thru #f6. These water quality ponds have been designed so
that both the water quality and water quantity requirements described above are satisfactorily met.
Please refer to the summary of results and discussion of results sections of this report for additional
information.
Calculation Methorlolog
Rainfall data for the Chatham County, NC region is derived from USWI3 Technical Paper
No. 40 and NOAA Hydro-35. This data was used to generate a depth-duration-frequency
(DDIi) table describing rainfall depth versus time for varying return periods in the Chatham
County region. These rainfall depths were then input into the meteorological model within
I-IEC-HMS for peak flow rate calculations. Please reference the rainfall data section within
this report for additional information.
Using maps contained within the Chatham County Soil Survey, the watershed soils were
determined to range from hydrologic soil group (IISG) `13' to IISG `C' soils. Since the
method chosen to compute the post-development peak flow rates and runoff volumes is
dependent upon the soil type, all hydrologic calculations are based upon the percentage of
HSG `13' and IISG `C' soils within each subbasin.
Within each subbasin, the proportion of each soil group was determined using soils
information. Once the proportion was determined, a composite SCS CN was computed for
each cover condition. For example, the past-development condition of the drainage area to
WQ Pond 41 consists of approximately 95% IISG `I3' soils and 5% IISG `D' soils.
Therefore, for the open area cover condition, the composite SCS CN is computed as follows
(assuming good condition):
Composite Open SCS C`N = (0.95*61) + (0.05 *80) = 62
This type of calculation was done for each of the studied subbasins in the post-development
condition in an effort to accurately account for the difference in runoff between IISG `I3'
soils and IISG `C,' soils.
A composite SCS Curve Number was calculated for the post-development condition using
SCS curve numbers and land cover conditions. Land cover conditions for the post-
development condition were taken from the proposed development plan.
The post-development time of concentration to the water quality ponds were all assumed to
be 5 minutes in the post-development condition.
All on-site topo was taken from aerial topography information provided to The John R.
McAdams Company, Inc. The drainage map for the post-development condition has been
included in this report.
HEC-IIMS Version 2.2.2, by the U.S. Army Corps of Engineers, was used to generate post-
development peak flow rates for the water quality ponds. Final routing calculations for the
ponds were also performed within 14E.C-HMS.
Pondpack Version 8.0, by Haestad Methods, was used to generate the stage-discharge rating
curves for the proposed water quality ponds. These rating curves were input into 1JEGI-IMS
for routing calculations.
The stage-storage rating curve and stage-storage function for the proposed water quality
ponds were both generated externally in a spreadsheet and then input into HEC-HMS.
Velocity dissipaters are provided at the end of the principal spillway outlets for the water
quality ponds to prevent erosion and scour in the downstream area. The dissipaters are
constructed using riprap, underlain with a woven geotextile filter fabric. The filter fabric is
used to minimize the loss of soil particles beneath the riprap apron. The dissipaters are sized
for the 10-year storm event using the NYDOT method. It is a permanent feature of the
outlets.
Water quality sizing calculations were performed in accordance with the N.C. Stormwater
Best Management Practices manual (NCDTNR April 1999). The normal pool surface area
for the water quality ponds were sized by calculating the average depth and then selecting
the appropriate SA/DA ratio from the water quality pond section of the NCDENR manual.
A temporary storage pool for the 1" runoff volume is provided in the ponds, to be drawn
down in 2 to 5 days using an inverted siphon.
For 100-year storm routing calculations, a "worst case condition" was modeled in order to
ensure the proposed ponds would safely pass the 100-year storm event. The assumptions
used in this scenario are as follows:
1. The starting water surface elevation in the ponds, Just prior to the 100-year storm
event, is at the top of the principal spillway structures. This scenario could occur as a
result of a clogged siphon or a rainfall event that lingers for several days. This could
also occur as a result of several rainfall events in a series, before the inverted siphon
has an opportunity to draw down the storage pool between NWSL and the riser crest
elevation.
2. A minimum of 0.5-ft of freeboard between the peals elevation during the "worst
case" scenario and the top of the dam was achieved for the water quality ponds.
The downstream tailwater elevation for the ponds was assumed to be a free outfall condition
during the 1-year storm event (a conservative assumption).
The 100-year tailwater elevation for the ponds was assumed to be free outfall because the
100-year floodplain elevation downstream of the ponds is below the invert out elevation.
Discussion of Results
As previously stated, this report contains the final design calculations for the proposed water quality
ponds #1 thru #6 located within Phase 4 of the Briar Chapel development. These ponds will
function as "dual-purposed facilities" by providing both water quality and water quantity (for the 1-
year storm only). Please refer to the Summary of Results tables for additional information.
Conclusion
If the development on this tract is built as proposed within this report, then the requirements set
forth in the Water Quality Certification #3402 (WQC 43402) and Section 8.3 ("Stormwater• Controls") of
the Chatham County Compact Communities Ordinance will be met with the proposed water quality
ponds. However, modifications to the proposed development may require that this analysis be
revised. Some modifications that would require this analysis to be revised include:
1. The proposed site impervious surface exceeds the amount accounted for in this report.
2. The post-development watershed breaks change significantly from those used to prepare this
report.
The above modifications may result in the assumptions within this report becoming invalid. The
computations within this report will need to be revisited if any of the above conditions become
apparent as development of the proposed site moves forward.
BRIAR CHAPEL, - PHASE 4 SUMMARY OF RESULTS
NEW-09004
WATER QUALITY POND #1
Return Period N?? m 11 ow Outflow
_
?..?_ ?cfs] 1cfs]
f-Ycar 43.00 -0.43
I0-Yeas- 108.83 66.87
25-Year 140.02 110.08
.100-Year (Siphon Unclogged) 188.68 _.._ ._163.32.
100-Year (Siphon Clogged) 188.68 165.28
Design Drainage Area _ 22.20 acres
Design Impervious Area = 9.69 acres
Top of Dam 416,00 ft
Required Surface Area l Drainage Area Ratio -
-? 1.54
surface Area at N WSE _ [9068 sl'
Required Surface Area at NWSE =- 14854 sf
Siphon Diameter = 3 inches
Total Number of Siphons I
_ Armorflex Principal Spillway Weir Length W 50 - ft
Arolorilex Principal Spillway Weir Crest Llevation - 413.60 ft
Forebay Weir length.-: 65 ft
I=oscbay Weir Crest Elevation 415.00 ft
J. FINCH, K"
4/1 6120 1 0
Max. WSE I Freeboard
[ft] _ [ft]
43 3.43 2.57
414,18 mm
.-.? 1.82 ____
__
_414_.41
-
? 1,59
_-_-
--
414.66 1.34
414.67 1.33
BRIAR CI-IAIIE1, - I'I-IASF" 4 SUMMARY O RESULTS J. F'INCI-I, PF'
N1W-09004 4/16/2010
WATER QUALITY POND #2
Return Period
1-Year
25-Year _
100-Year (Si Ion Unr
100-Year (Siphon d
111flow Outflow Max. WSE Freeboard
[cfs] jcfs] [1t]
? [ft]
58.73 0.45 423.22 3.03
136.58 49.95 424.38
_...._._ 1.87
_...
167.15 110.39 424.80 _ 1.45
214.38 192.35 425.14 1.11
214.38 197.31 425.19 1.06
Design Drainage Area - 28.31 acres
Design Impervious Area -- 13.83 acres
'Fop of Dam : = 426.25-
? it
- 1tec?uired Surface Area / Draina roc Area Ratio == 1.77
Surface Area at NWSE - 251 10 sf
Required Surface Area at NWSf - - --21837 s
Sl ion Diameter - 3 u u inches
"Dotal Number of Sip,hons

Riser Length - 6 ft
Riser Width=
___
-
. 6 ft
_
____
_
Riser Crest:::: 423.60 0
Barrel Diameter - 42 inches
i of Barrels = l
hivel•C In
-_. 414.QQ
feet
Invert Out 41
3.00 feet

laength -- ._._...
.
68 ?_......__.--
feet
_S]e __..._.0.0147 - ftlft

?
_ Emergency Spillway Weir I,ength
30 ft
I?mergency Spillway Weir Crest Elevation ?- 424.50 11
BRIAR CHAPEL, - PHASE 4 SUMMARY OF RESULTS .1, FINCH, Ply
N1'W-09004 4/16/2010
WATER QUALITY POND 93
Return Period
1-Year
10-Year
25-Year
I00-Year (Sion Uncl
I00-Year (Siphon CIO
Inflow Outflow Max. WSE Freeboard
efs] [cfs] IN IN
19.61 0.15 _
434.90 3.10
47.78 9.69 435.84 2.16
59.12 24.32 436.13
u u 1.87
76.7
0 46.42 436.59 1.41
_
_
76.70 - - 47.21 436.82 1.18
Design Drainage Area ' 10.53 acres
mm mmm_ mm Design Impervious Area - 4.37 acres
_ 't'op of Dam -
_ 438.00 ft

?
--ReUired Surface Area / Drainage Area Ratio
_ 1.64__
- - -
Surface Area at NWSI, _-: 1'741 1 sf
Required Surface Area atNWSI - 7539 st
Siphon Diameter 2 inclies
Total Nurrrber of Siphons = t

Riser length _ 4- it
Riser Width 4 It
Riser Crest := 435.50 ft
Barrel Diameter- 2,4
_?. inches
# of Barrels _
?
_
Invert In - 426.50
426.50 feet _...._._-m.._
Invert out °- _
-----
-- 426.00
-.__-. feet
I,ength 73 feet
Slope == --
0.0068 ft/]t
BRIAR CHAPEL - PHASE 4 SUMMARY OF RESULTS J. 1^INCI-I, 1'1:
N I, W-09004 4/16/2010
WATER QUALITY POND 44
Return Period Inflow Outflow Max. WSI: Freeboard
[cfs] [cfs] 1.11] [ft]
_
I-Year 61.61 1.06 421.57 2.43
10-Year 134.39 59.59 422.43
--?--- 1.57V
25-Year 161,92 101.97 422.81 V 1.19
I00-Year (Si)hon Unclogged} 204.35
_- 125.77
Y_ - 42338
- 0.62
-
100-Year {Siphon Clogged} 204.35 125.81 423.44 0.56
Design Drainage Area 25.64 acres
Design Impervious Area = 13.9 acres
Top of Dam =
mm 424.00 f[
-IZec GNed Surface Area / Drainage Area Ratio °
-N- -
_.._.....
1.79
Surface Area at N WSE - 36163 sI
Required Surface Area at NWSF: mm 20012 sf
Siphon Diameter -? 3 inches
Total Number of Siphons a._._._ ..............__._.-
_-___.?__.-_._.__.??._-.... _ Riser Length 6 11
Riser Width 6 ft
Riser Crest - 421.55 i1
Barrel Diameter 42.-_ inches
fl, of Barrels I
Invert In=
--.?_...?._._..- 41430 feet
.-?-y
_
Out--

----- ----- ---- _.._........._........ Invert 414.00 feet
?..
..
Length 54 feet
Slope 0.0056 JIM
131ZIAR CI-1A1'1 I. - I'1-IASY, 4 SUMMARY OF RE, SULTS J. FINCH, I)E
NJ---,'W-09004 4/ 16/2010
WATER QUALITY POND #5
Return Period
1-_Year•
_._.....W.. _.____ ?? .-
25-Year
100-Year NOT, Unc
100-Year (Siphon Ch
Inflow
;cfs]
33.64
73.40
88.44
111.62
111,62
Outflow Max. WSE Freeboard
[cfs] Ift]
? [ft]
0.47-,.--
_ --... 437.70 2.30
40.16 438.51
..-.___ 1.49
?
67,25 43
8.82 1.18
__
94.40 _
_
439.14 - 0.86
94.55 439.11 ? 0.89
Design Drainage Area = 14.02 acres
Design IntReIIrOUs Area ? --7.89 aCCeS -^ _.?__.

'Fop of Dale. = 440.00 ft
wired Surfacc Area / Drainage Area Ratio 2.02

Surface Area at N WSI --
14468 _
sf
Required Surface Arca atNWS13 - 12328 sf
Siphon Diameter' = 3 inches
Total NumUer of Si?thons = 1
Riser Length 5

Riser Width _..._._..
__.._-__.__
5 ,
it
Riser Crest - 437.75 !t
Barrel Diameter - 36 incites
# of Barrels = _ I
Irtver•[ 1n -- feet ---??
Invert Out 428.00
._..._._...._.__?__
feet
Length 64 feet
Slope - 0.0055 ft/11
BRIAR C1IA1'I.L - PI]ASi3 4 SUMMARY O RESULTS J. I; INCI I, PE
NL;W-09004 4/16/2010
WATER QUALITY POND 46
ltet?irn Period f? in flow (Dtrtilorv ?Max. WSE Freeboard

???? [cfs] [cfs] I'M Ift]
I-Year 30.04 1.11 454.03 1,97
10-Year 59.02 41.23 454.77 123
25-Year 69.47 58.73 454.98 1.02
100-Year (Si p1? oll t nclogged) 85,61 5.93
7 455.17 0.83
W
100-Year (Siphon Clogged) 85.61 .__ _
__
-76.02 455.17 0.83
Design Drainage Area ?10,08? acres
Design lnlp _ervious Area - 6.66 acres
I op, of Dane - W- u456.00._.._ 11
Required Surface Area I Drainage Area Ratio ? 2.55 --
--
Surl'acc Area at NWSE - mm12334 sf
Required Surface Arca at NViWSE -- 11186 sf
Siphon Diameter 2 -- inches
Dotal Number of Siphons
Riser Length = 5
Riser Width m 5 ft
Riser Crest = 484.00 ft
Barrel Diameter =- 36 inches
4 of Barrels I
Invert hI - 448.25 lect
Invert Out = 448.00 feet
Length= 48 feet
slope =? ? - 0.0052 ??m ft/ft
RAINFALL DATA
2 SOILS DATA
3 IuSGS MAP
4 FEMA FLOODPLAIN MAP
5 POST-DEVELOPMENT
HYDROLOGIC CALCULATIONS
6 WATER QUALITY POND #1 FINAL
DESIGN CALCULATIONS
7 (WATER QUALITY POND #2 FINAL
DESIGN CALCULATIONS
Cl
WATER QUALITY POND #3 FINAL
DESIGN CALCULATIONS
9 WATER QUALITY POND #4 FINAL
DESIGN CALCULATIONS
1 O IWATER QUALITY
CALCULATIONS 5 FINAL
I I WATER QUALITY POND #6 FINAL
DESIGN CALCULATIONS
RAINFALL DATA
BRIAR CHAPEL - PHASE 4
Nf."W-05042
p., o
0
cv
0
'oIr,FlCli<Vf3{S
c.-) `3? ?n s C3 L,
.. <•g n4 N

1-4 ('A kO

•--? Cl •-? ?' 3 O O Ot ?n GO O N O ?' GO O O O s 1? M
oq Moo 10 t3 n o <t n 00 0 ry cv n o t o v, r
p tl O .-: fV i c+1 7' ct' vi \0 00 ?j oo [1 ?r1 M N +-+i O O O
FI 333
0 ...... ....... .......y............. ...,. O
I, V) 00 ID C> E l? iV D Y I O N N [? opo mow W M 0000, "IC,
p -a
.1 o O •'^" •^^? N i M M d' v1 ?D l? 00 i- M O G O
rWi oo l? ^? ?D d' M N N N O? I "' h'1 N d' N •-i i? ?D 3 l?
IN 10 1-0 In ll?
th q 0 •-' •-' N N M M ?' n O N G7 ?i' N --' O O( O
m M M O
y 7 E-< w q N --+ ? o n o d' W '?, m N m 'n i? N?
,?.'5 \ooc?oott;t•orn .?r? y, cy?-+cvn:rch0 141 M N
na
O 1Q W ?+ .? C? •-; •-? N cV M M d vi •c? t? ?D 'n m N ^+ r+ C7 CD O
U147; ?.,? A ? E rd
s0OO? E
izzz
Z 41 d1 n N 00 eY - 0o 00 CV v d m oo ?r <r w a to 'a M 41 a
`? CrJ cC lry .W-` .L? n CT •-? ?D ?1 'D M o ?D n n l? N N o0 vi M
C ? 00 ? ` ? . p p •--? •-. h4 N N M 7 ?f' ? ? O vl c!' M N •-' C> C'> O O
............................................W.... W.... _.... o
ro
<r o ai c? o O Lk a° Dorn nov mo y D D <t oo It a n
?.c>i••?:; -t r- omic.- a nnazvnrnra ry
? ? N ^-" M F.t ? A C5 CJ •-• •-? 3 •-• •-a N N M M rrr..???? ? N? Vl ?1" ?i' t\l ^" C7 CJ C? C? O
O ? ?' O H O t? ' k 3. O O O
N N H M b N M \D N f-7 ?p•I j M b N M ,O hT
00
? p
N_
-? C7
ar 3j EE
O_ N ?' ?3N O`EEW O ?[r O
OO?C 0i0 O€O-+ Cel
i
0 0 0 0 0 0% O ?--? M
? f
frl
d .N-? .fir .r-? M vl N A M O? DD N
N M i0 ? OJ M ? ? r
0 0 0 0 0 0 3 0 ^^ 3 N M
td . I I
U 'tl' Ch r M 00 l' U ?c
N sY r0? V7 =n T
O C'J CJ O O O O .-s (?4 r1'
t
...... _...
? 333
? ?n oYo o r M? r rn .?
yy .-? n; M a; oo ? rn
. E 0 0 0 0 0 0 ^? ^? 3 N '?l
k
N N M n 0 SY N W 10
? ? ? C7 Q O O O --? I --+ N M ?D

g
W f(j ri M b 00
b
N

1

` 1 `}
4

i
..... ,.
? I
I

J.

1 [ l

:
f ..
f /
C
I
?

:
I
i

i

:
j

t ,
I
..
t
1S! !

.......

.I
, II
l
lk
. I 5 I
I?f, i? l•S ?\\!S\?4 1
l
E {:
-Hd

t ? 7 i I I
f I j

1 ,
I

1
.I
?
1 r?
' j I I "I I r 131 _I ?'
t I ( :E ? I I _- 1 I I A i, I 11_ V
I

1 I 1
I E l
i
I " I
?
'
I I
!
1 I
i
_
_

1 I
t..
I
+ r I !? I

I I. !? 1 E r r
,?

1

l'
r: ::

.... .
,r l
e

• f
,
k 1 ?

i
? J ? ?i
? I
-? k t I
I A

•
. i
, t

f f
'

,

i
?r
r
i

......... .. ..... _. ? _-?.-
_k
- 1
`
!? Ir•. f
t? I-. .. ... ,-: .
" ?
1
, : . r
. ..
.:` f f
it
?i
! ! r
E l t'
i
f

?
!f
{ 1 1
! f
i

1

r

I 1 ?_
J_
II•? ? i J

SOILS DA TA
BRIAR CHAPEL, - PHASE 4
NEW-05042
FWd Shoot
as t a wki f€' i} i =`; "�'+~}S#f }
a cx r ,
..,.: HaiRy
c
n: .., .. .. t,# Y'.i .. stl.. L:{.� �_ ! .... '+..I _St f_...•'t }.. J t'��Y 4ft ilF {a.;r.: $.

?{
,.
,?

T
'°?-.
a
?'?
?..1: _.?
?'''?
?,
? ?_
.?
BRIAR CHA111"I., WATERSHED SOIL J. FINCH, PE
N1 W-050 2 INFORMATION 1 011 0/2 0 0 8
WQ POND #1
_-? Watershed soils - To WQ Pond #1
Symbol Name Soil Classification
37C Wedowee Sandy Loam B
37D Wedowee Sandy loam B
37E Wedowee Sandy Loam B
39C Wedowee Sandy I.,oam B
5A Chewacla & Wehadkee D
References:
1) SCS TR-55. UNITED STA'ITS DUAR'I'MENT Ol? AGRICUi,'ruRE. SOIL,
CONSERVATION SERVICE. 1986.
%HSGB= 95%
%HSGD= 5%
==> Conclusion
Wcatei-shed soils are fi-o»i 'ILSG B' acid 'HSG D'soils. 1'he relative percertlcige of'each II,SG
zvas calculated' These percentages were then used in the coinpzitation of the composite curve numbers,.
Cover Condition SCS CN - HSG B SCS CN - HSG D
Impervious 98 98
Open. 61 80
Wooded 55 77
Cover Condition Composite SCS CN
Impervious 98
Opera 62
Wooded ------.?... 56
BRIAR CHAPEL WATERSHED SOIL
NEW-05042 INFORMATION
WQ POND #2
_-? Watershed soils - To WQ Pottd #2
Symbol Name Soil Classification
37C Wedowee Sandy Loam B
37D Wedowee Sandy Loam B
37E Wedowee Sandy Loam YY B
39C Wedowee Sandy Loam B
5A Chewacla & Wchadkee D
References:
1) SCS TR-55. UNITED STATE'S DEPARTMENI°OF AGRICULTURI . SOIL,
CONSI:sRVATION SERVICE. 1986.
% HSG B = 99%
%HSGD= 1%
J. FINCH, PF;
1011 012008
==> conclusion
Watershed soils ar e fr ona 7-MG I3' and 'IISG D'soils. 777e relative percentage of each HSG
was calculated, These percentages were then used in the computation Of the composite curve numbers.
Cover Condition SCS CN - HSG B SCS CN - HSG D
Impervious 98 98
Open 61 - - 80
Wooded 55 77
Cover Condition Composite SCS CN
Impervious 98
Open 61
Wooded ?? 55
BRIAR CHAPI'L WA'T'ERSHED SOIL
N1W-05042 INFORMATION
WQ POND #3
==> Watershed soils - To WQ Ponta #3
References:
1} SCS 7'R-55. UNI'Fl D STATI7S DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
HSG B = 100%
J. F1NC11, 1)1::
10/10/2008
Conclusion
Watershed soi-ls crre fr°orrr 'IASG I3' arld 'SSG D'soihs. the relative percentage (?f each IS''
was calculated. These percentages were them used ire the computation of the corsiposite curve numbers,
Corner Condition SCS CN - HSG B
Impervious 98
Open 61
Wooded 55
BIUAR CHAPF,L WATERSHED SOIL J. FINCH, PL
NEW-05042 INFORMATION 10/10/2008
WQ POND #4
--? Watershed soils - To WQ Pond #4
Symbol Name Soil Classification
37C Wedowee Sandy Loam B
37D Wedowee Sandy Loam B
39C Wedowee Sandy Loam B
57B Vance Sandy Loam C
References:
1) SCS "IR-55. UNITED STA'T'ES DETAW MBN'T OF AGRICUL'fIJRE. SOIL,
CONSERVATION SERVICE. 1986.
% HSG B = 92%
%HSGC= 8%
-> Conclusion
W?atershed sorts cage from 'H,S?G 13' a?ad '7IS`G D`soils. 1"he relative percentcrge of each HSG
w as calculated :These percentages were then used in the cnrnputation of the composite curve numbers.
Cover Condition SCS CN M HSG B SCS CN - HSG C
Impervious 98 98
Open 61 74
Wooded _ 55 70
Cover Condition Composite SCS CN
Impervious 98
Opell 62
Wooded 56
BRIAR C11APE.1, WATERSHED SOIL
NE W-05012 INFORMATION
WQ POND ##5
==? Watershed soils - To WQ Pond #5
Symbol Name Soil Classification
37C Wedowee Sandy Loam B
37D Wedowee Sandy Loam B
37E Wedowee Sandy Loam B
39C Wedowee Sandy Loam B
57B Vance Sandy Loam C
5A. Chewacla & Wehadkee D
References:
1) SCS `IyR-55. UNITED SPATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
% HSG B = 98%
%HSG C= 0.8%
%HSGD= 1.4%
J. FINC) 1, PE
10/10/2008
==> Conclusion
Walershed soils ar,e f °oti7 'IL G B' arad 'I-1SG D'soils. The relative percentage of each I-MG
was calculaled These percentages were there used in the cornputalion of the composite curve numbers.
Cover Condition SCS CN - HSG B SCS CN - HSG C SCS CN - HSG D
Impervious 98 98 98
_ Open 61 74 80
Wooded 55 70 77
Cover Condition Composite SCS CN
Impervious 98
_ Open 61
??? Wooded 55
BRIAR CIIA1'1 1_, WATERSHED SOIL
NE "W-05042 INFORMATION
WQ POND #6
==? Watershed soils - To WQ Pond #6
Symbol Name Soil Classification
37C Wedowee Sandy t.oam B
37D Wedowee Sandy Loam B
37E Wedowee Sandy Loam B
39C Wedowee Sandy Loam B
57B Vance Sandy Loam C
References:
1) SCS `t'R-55. UNI'T'ED STA-YES DEPAR'T'MENT OF AGRICULTURE. SOR,
CONSERVATION SERVICE. 1986.
% HSC B 52%
% HSG C = 48%
1 FINCH, PE
1 011 0120 0 8
==> Conclusion
Watershedl soils are fj`4I71 ? xS??r CX12CI `?I??i ?' S(JIIS. The Y'C TLT/lVe percentage of f each JISG
lips cL7lculate(l, Thesepercentages were then used in the co7fputafion Of the composite curve F72 inners.
Cover Condition SCS CN - IISG 11 SCS CN - HSG C
1111pet-vious 98 98
Open 61 - - 74
Wooded 55 70
Cover Condition Composite SCS CN
lmpet'vious 98
Open 67
Wooded 62
USGS MAP
BRIAR CHAPEL - PHASE 4
N1 W-05042
FEMA FL PLAIN A
I3RIAR CHAPEL - PHASE 4
N17W-05042
FEMA MAP NUMBER;
3710977500J
3710976600)
3710976500J
3710975500J`
371 97 4 0J
wo
ami
an
b
00
1LLJZ
6
z
it
z

POST-DE V P . ENS HYDROLOGIC
CALCULATIONS
BRIAR CHAPEL - PHASE 4
Nf W-05092
!.
°.
; MMS: �t;�; I
r ! I I
•. r r r , r
.
I
I
j
Vii
I
- - Cr - - - Cs
-�t ';'
£Yt 4"P 7::,.. h et: �t F- v1: V.
C4 C`4 Ca ra C t C4 ra N c*s IN c^i! rt ... tail rq rte, m "t oll
r
i
__...® ......... ......... .... .... .l: ' .. �...... . ........ , .... .._
; r
j t I j
C> 0 > C : lIn 5 5! C7. :.
5 In V) 51
Cn :rn 'D w *•D : : ! t`.,. C n h x- t c-•- h ;
,
� ' tt '� tv 4 n�r v � Cts : m r+j Com: r^5 Cr-i rn j
i I
v
;
.
',.
rn rn <n,.. f^:'" t,I rn M o: r-- h h ra F, r-:
:,. � :. !',. J".!'rY �' et TMt+*,i' �:t � et '<i'� �'Y '�tzM M. M M cn..•-,y. i. �. I
I
I I
I
t 0�
r C.. � C� ^ :J C'�. C? C} : £�' f7 C� t� fes.. C�. C5 C� . C7 C�: t' tom. G� +�: �:'C? C� C3r:. C# C>, *.�.• =.� C� G� :� . C}:.
Qi
'1:1 10 rnrnr {n M I
�-r�l �,- ��-����,-�-M,,rn.�.�i.MMM�,.MMMr�r���,�r-�.� «��
.rn { r��z Nt��. � �t ��k�, r�,�� �.�
r -n r M r _.
�" fl9' 'H' '�f' �' "� 'r#' ^3' ep. s#' *�" M M C+S r+ti ^7 .^n r+t M r^,. � <t e?: �' .: '�t �f' sf' et TMs' TM3'r e; rt *�' Ct <t �` aN �9' "�'..: `�^ M rt5 M rn cn., M. M t+t r rn M -. P`-1 N f-i t t�t ra r*t t^�i N.: t"*t: eV .. tMi tit est rn r - "'t sri R-t C
� ct
' i
'
i
1 I
i L I
m3
r •a,_aaa,��:,aaaa��.�araaara.m., y � '
a a. a a r
cs c O �I � � is c. r �, ,� � � ,
j , 0 Cx G 9 4 c r r5 rs � r � � ai cr �x � ak �u cr ai v sa w cx � sx nr a a� as
0 � C1 O 6 K C K?r::? 0 0 G:.. J+ 0 0 G� 0 C?. "Jr 0..-0 C 0...0,. � 0 t5 G 0. �.0. 0 C �.. 0 [5. 0
°
Baa° : r :tj
-1 u� amara n
_ aa� aaa----aaaa a°a,aa t G f 00.8
� .�, � a�r-aa,�a.aaa�.aaa.aa�.aa,araa:.�,�.,a..� �3:.awa j
- - 4 ....7,a....}`..�ua
.__r � � _ _ - _ _ - _ �,_ ,,..�
i r. ,. -b :. : _: r k > - m . _ . -.: - ..:. _ ®. _ _ _ _ � _ .. .. , . r �? G C� 0 0 :. 0. 4. C 0.. 0. O. 0, {> 4 0., y:...0 C? 0 C r .
'Cs a. ,.....n rte. „ r+
00 c4 C ter G::C � .. C� r bib J : t3. , C'> + : : +� r r .. .... .� .G .0 ,C.... T. _. .� 5:. +.. .
G r :?. r : 4 �.:. C.
ar; ',.0 '.,
0
,..:..,,. ««..».......S .y....� ...,, ,.... .,., rA 44 an. pry cry in rn. �n �r� +r^,. �-: r* h r r: :� s oo Gri: �+ .k`-. r^ I v"7 :.. ;p a0..4'} `.G G : tG tt5' •.f ,r^ ,�^.. 0. Y,. 5 „w ... .., G G ..
t)
; ' ! ..n.:..�. w.. .-. ..-. .-. z r ' � W� 4p � Ct r.7* 'a-. �tj � : C--
e4 e- p n Mri ToaQG: - e
s. In r t::^: :. .. :.., :.. aa-:- etr is o,.....,.i i Ger.:' Gi...,i,f C�: Q.G7 i,. c�5 G. rvc .: t.-i r-:.ca..c'� K•# c*�rt n i4.t,..
.ri _. rn. xo r- .-:r-, Cn..
.._ eY 0` '4F ,. Cl)C`J +A. C'+ tt5 N �l'. C'.... ,. ..... v .In ...�,,
' e' .. G7 Gt I C,7. . '+�
` `+
oo ,: r.. G S 3. Lii @ :7 LYi ,; . Vr . u'v M V. m X4'5..: V F-. In h* k^+: C� h-..:h-.:C- .D ice.,: tom+
n[ C -� ��ccaaaaGzi;aarca
r, C'-..z C` {"'- S"-. .»: ;�.: ...... @`, : 3�'?. i Gei C"+i i C,J f..:. .-+ ..... � r r ', r.,. r: ,..
,-+ n .-• , � r•*7 •-.�' �"� ["" �." E"' � ...w � �`: E-' �..., �'"' r M '+1 r� r"r M! ?`h M M ?`h CKt N5 M Cn
I
{ � z
I
r r i I
�i II
• I
� r r
!
:.
:. v :.... r .. v : 's : I v '.:
Cn CY �X'Y r. 44 €i•;. G7 ,-. .:. er:..... .. -.... ,-., .t. .-: . , .. �, :: , r .. r. ,.
r~} .. t*t ,. : Cn et M ; 4 . In 4+ M..^� n � t7r . Q. t`�i M .. s ter:
N M ^7 I f.T `'-x`..27! :.`,-�:..... .. ., ,., V} R- � � i :,.; � 'i r i , . � � t ® � `e e , e , r
Cl)c*7 C+5 t'+7 rn t*t M. rn c} '£9' ,'�t ct c �' ;i" K^ �' ct �' atr. arta ery e� '�`� � �" �" � `r- r �^ •�' --� , � , �, h ; r^- : [�- cw- h [+ i is00 C-o c� gyp.;.
I
I ! i
j I I,,

1=
l's C,
's
- - - - - - - - --
........ ........ ........ ...... . ...... . ...... — — - -------- . .... ...... ....... ...... ....... ....... ...... ....... . . . .............. ........ ........ ...... ......... ... .... ........ ....... .......
— — — — — — — — — — — — —
— — — —
........ ....... . ..... . ..... .... . .. ...... . . ........... ...... . . ........ ...... ....... .. ..... .... ... ........ ........ ....... ....... ... ................ ....... ..... . ....... ........
. . .. .... ........ .......... ...... ..... ... ........ ....... ........ ..... . ...... . . ....
T� 0 C I�
41-
r'� I-), I-� In'
— — — — — — — — -- . . ........
....... ....... . .... ...... .... . .. ... . .
...... ......... . ..... ........ ........ ........ . . . ..... ...... . ..... .... .. ....... ..... . ...... . ....... T .. .... ...... ....... .. ...
4,44
.. . .... ....... . . . . . . ........ ......... .......
. .... ........ ........ ...... ....... ....... . ..... . . ..... ....... ... ... ...... ....... ....... ....... ..... . . ........... . . .....
C' c' C' C' C� c-, c' C� c:;>:
5 5 c, 5 '5 5 ITT "5 '= <5 5 5:
r_. r_� C�
I C> 'c' C> CD CD <" 'o �z> 'c': 4� TD Cl i <7> C� C-1 <__ C> 0 C__ I C� <> zD C� Cl I
lz� C) III=, 0 "1 10 <;l �Z> 0 0
C>: e>;, 8 8, 8, 1,8 8 81
R c� cdc�lc� -q I I r-- I=; '=� ii� I
C�j
!1
C�. m -'t r'i 4,
,11- 114 IN I I-� 'n 4 4 'q� -r -r m In c) �lf m
. ............. ........ ........ . ..... .. .. . ...
.. ... .... .. . .... ...... . . ........ .... . .. ... . .. ........ .... .
:It
C� C> 1=1 ol C�k
E 23 cc::>, cc�> 181 123 123 "E" 123, <82 18-� CS, C> C� C� C� <-- 17> 'C' IV
<> c> ;z> lz�
0 1-- 0
'o 'o t- t-- (-- t- I r-- t-- m n In, cn� r,� cl: r�� r-� r- ir-� r­� r-�
IT, V-�'; r��
C'il Cil rIi c ­f M M M 11-)
----------- -------
M M — c." cn; M M
— — — — — — — — — —
C> c' C:� g q, qf 0 8 T� c, z' c� C> C, <> c�
1:1 ES _S� CC>> i ICE"! 1:;l 1211 SE 113� cc3 13 123 i c, 'D :5 <5 1, <5 <5 5 <5 1 c)
CS" �C� IS 5
c;, <-- C' C� c' c> c�
5 � 0 5 5 <5 <5 illR> 1211
C, lc� C� C� Cl Cl C� C> C� 1:11 C, t> 1= I C� cl.� c� I= I= C> z:= c, k'�== 'CR C� =,I C, I=i C:� <= C=' C� I= C� c> I= C:� '=i I-
183 Cl 10 o c' <> o cP 0 T� c> 0 o C� I- c� ,
p p c' s C� I- c' C� I- C' C.
0 c' <- p C� I� C� C'
'13� '-8, '13, 'Col ".2 'o P CT 8 c' S 1 9 ;� 9 P, c'
-I M:r- r� r- r- IF- F-
C- t-,
. 1p 'iR - - , - , '=�: cz
r- C> r- r-- k'- C-- C- r- r- T-- C- F- r- r'- T-- T�-: r- r-, t-.�
In n 1% r� r�� r-� -,:, C� r-�; r-� r-� ff�. M:
99
I -i' 4' 4 4' l4ri'4,14 4 4, 4, 4 4 In m rn �nlml I�' til4l'�tr 'q� 'r, 4 4 4 r� ri' r-�" c-� r'� cql r-�
c-,' c -i r4 �'l c4 M; m cq
vi 41M In m 'r It -V 'zr ,I- m m cn In m In cn r'� n:m In c" In m cn, m M v� m m.
KT-
— — — — — — — — — .. . .... . .. . .... ........ ... ... . ... . .. ... . ..
.. . ..... . ....... .. ..... ........ ....... ........ .
........ ........ .. . .. . .... — — — — — — — — — —
Q t �5 '6 tt
i
'6 z 15 *6 ;5 T
0 0 5 �51-6 z 51,5 .6 t t z 5 -51,5 t t -'5 15 t '5:_8 t '�5 �5 tit '6 z �5 '6 '5 tit -6 z t 15 t �5 t '505
_l -4 -.4 Z �l 'I �l -4 �j _1 �l _11 _l
-74 - - - - - - - I -
�l - .1 -.4 '_l -5 -1 'I _4
- -
�l _1 _1 -.4 .j __I! .1 _5 --I _3 -I �� -.41 �4 '� i,� "� '..4 -4 _'�; �4 " .4 '.� ".1 -4 '..� .I _3 -I -.I I .I
1
M
I= C> C> 'C'> I-- C� zz> <>
c' b 1c,
'.0 t- t-- U- t-- t -- - - - - - 1 10 r-, r- 00 10 1 10 10 "Ol'o
10 10 CIO 0000
C� 'izi, C'
'D 'o -0 'o oIo "o
C� ii� Ciil=� C:) C� lz� b b bib b b b b zl:." biq b b b b b b bib b b b b b �t' b b b b b b b b b C> => T�:>
'o 1 10
e- t-- V� V -f 0�' 00 00 00 00 - - - - - - NO 1 00! 00 14-1 "o �o 10 110 �c 10
"o 00
In
cq I,,' In in --I c- 0,
r, oc a, c:i, '6 '01
00 C> r� 't fin "o
oo a�
t- 40 v� �f> 1 C-4 't In �o t-- 00 o' C> Ir 'o t- ot 0 eq 't! t- oc 0, C> f) In e" t- 00 0,
L:, Ic> c' C> I=> cq ('41 C-4
C -;I
'n 'n Irl 10 �2��Ej'O 14:1 1XI 00 00 00
LLLLL..... L11 _j — — — — — — L L .11111

Il — — — — — — — — — — — — — — — — — — — —
C� C� C> 1= C� C--
;C� C� CI CI I
lc�
— — — — — — — — — — — — — — — — — — ...... ........
0
— — — — — — — — — — ----
. . . ...... ... . . ...... ....... ...... I
— — — — — — — — — — — — —
-- — — — — — — — — — — — — — — i— — — — — — — — — — — — — — —
C=I c� c, I= cI =I In In I= c C> C> lc> Cl C) C> I=` C> C) C> Cl C> C, c> C> I=, =I 1,= c, C, <-- ID C, C, =I I'-- C> I= C:I C', C:I <=� 1 C) c) <-- c;,
:, I= C, C� I:> Cl = = , = . - - <� C> clic> C�l IZ-1 <11 C> <>
5 '5, 5 5 ci C> I:> <:I c, c, -- I-- C> I=, N CIA C, I- C� I= C, C- I<=, I= C- I= C� I= I=
"T "r. Ir It "r -,t 14' "'T: "r 1,,r rN M, or el� U, oo 17� Ci, ti Ili r- <'i r-�, [�� 1 ol� U-: V-�
rl� ll-� 1% t -i r-� ri lq: 't
r-; C4;� C-� C-� C�t rq c"I - - - - eq ei cq ",I I i in M C14 In tn M Ml C -I M m cn n- C-4
ell I'll M t#) ,I rn t) ,I
— — — — — — -- ---- — — — — — — — — —
— — — — — — — — — — — — — — — —
Z,
C) c-- I=, lZ> C� CI C) C> C,; I'-- Cl <-,!c)
C -D --.I �-1 <-- C� C� 21:: 1 'ZI c:, C:I 1 I= In c:, C, <::I
It It =P� C� 01� ll-� lc� C� C�! C�
C": CI) IN �t In I'll It 4
.n!m M "I cl)
— — — — — — — — — — — — — — — —
IR
c:` 17, C>ic> 0 <-- "I <I- C, cl CI c, <,- c� C> C>II� o cI C� �=I C> t� C> C:i C, C, 1> i C:` CI 0 C> C>
I= <= I= I= ic� I= c, c-- cI cI C, :> I= Cl C, a) c 88 8 ID C>�'D 1D:lz> 0 I:> C) C> �D 0 ID 1:1- C> l=` C>io cl I� cl!12 Z> c, <,- �Z> C2 2 2 c> 8
C> C> C!, C> ID CI �= <D <=I C� i C� I= C) 1.
,11 4 "t 'r
It It It � It It It N , 4 R �io I:> I� M M <,,I v� cl, In If! 't� It �t C� Cq t- r- �o t--� t--� "I�
00 cv�� 1=� 111 "i In I "i It It lll�- ,:t z� q: It ,*: 1� z� 0* (1- 1- � N `� lll� `t:
1 M m C. -I M rn r,-, MI C,� m (6 M Mlm m m m c) M M11-1 "I c-, "i ri 4IM In m MIC-� fl! 11Z C,�; M M r-� f-; C-� t4l C,� I-,� I -i -I ,I <11 ell
In r-� Ci M In' I,� C,� C,� M In cn in en C -I, In C-�l -i I -i r-� C -i C�J
— — — — — — — — — —
C>l� t5 z t t 15
-.1 15� 251 �54 ]6z -I p r r--
"35 j 2 2
b b.b b b b b b C> lc� CI <- t=`:, C� ci,
C> C> C> E:� b 3 Z> C� C:>,- bib b b D < b b b bl
I', l=? <-- C> C> IV V V t;I V iz V �, , 1 ") In In In In Z-1 W) Zol'o '0��o t-- r- r-: ir� In In I,-. In In W, WI In In In C� <-, C> c> C:I C� <--
X 06 66 elo 00 00 i�o g� c �c Io 'D W, -nI,n In In In In '6!"') in WI W) In In "n V=) in 10 10 'o In In
In In. wi In In In In In In �r, In, in W', In zil "o "D WI
---- - ----- ------
"rim M -)1,0 t- C,,=I — M lniclim In "i) w 0, 0 — 7, oo t 411 C,
I.
rqI" -
In! In In In WI i C-4 In 'o eq nl P t -
c, 00 t- r- 'D In -�I- I: M C-4 - a, oo t- OIC� g'�g g g (-- 0 , 11' p 'tl>l -, -.
'Z - 11-t WIM M M In IT I m �2 � t-- -
- "N
— — — — — — — --- — — — — I — — — — — — - — — — — — — —
-T - — — — — — — — — — —
I- CO
r In n- 00 I� CD M In 'D r- CN in IT In I'D r-. 00 C;l CD M i It In "o r- oo 0, N M ri-o r- x 0, c, M �r In "D t- 0, <-- - M "r: In "D f- Oo I,, C� N -r -o Cl 0 N 1, In 4>
F
a, 0, C, 0�16 Z> C5 cp <S cl, C> <> 0 01, 0� Co 1-4 N C,4 N N C,4 cn M Mi M In M M rl) III ,r: -T q+ "'t 'Ir "l, I,�r r ,t "t In in In V, WI In In W'i In \0 0 '0 "o 1.0 I'D 1.1> 0 r- r- r- r- r- r- f- r- r" rl, M
Ic-4 N (�4 f-4 -4 cy, C4 14 <-4 N C-1 <-q! I-1 ri ni <-4 f-4 I t -i C,� N C-4 <-4 (-4 N C4 <-4 r4 1-4 F) I Cl N C4 r'd N N �,l <-) C-4 �-1 C-� C -i N I-1 rq Cl �lj IN fli (-I Cq N r4 C11 N N <11 N C-4 C�4 IN C11
00 00 00

jggg- Ic IN C:, 0�
lz� C� I -N,
Pc��
CA
. . . ........ - - - - - - - - --- .... . .. ...... ...... ........ ... .... . . .... ....... .. ... . . . .... .. .. . . ..... ....... .. . .... .......
c, C� ic� cn <-, c� c, c� z:, C> g c> c, c, <-- c, <Z�: o c, c� 'o < 1: C,
-V 81 8 1=
8 o C>io 0 <1 0 g C, , pg C� c> :> 0 1:::, 1B 13 8 �11
4
c4e� en C,� I Cq (-I! rq r'l N c4 N N C,41 N <-4 N f,-1 N rA N N C�q N N r,4 r4 N (-4 �,4 1 N
4 ....... ........ ........ ...... ....... ....
— — — — — — — — — — — — — — — — — — — — — — — — — — ........ ........ . . ... .. ..... .. .. ... ... .......
4z> C� C� C� In 5 5 5 5
00: V,
1! t -j t- t- 'tt m m 'tt In,
(4 C,[ <4 N C -i C,4 f1i CA N: (4 CJ N
CA r -c t-
ad
- — — — - — — --- — — --- — — — — — — — — — — — — — — — — — — — — — -
c; C> => I c� c� <= I:,- 1::1 1131 i 18
C>
W� _r 11
zz
i 11E, 11E, IE-- 113 t8> 8:1 2:11 83 "=:,I
4!,',,! 5� 8, S 8 8 C:�: <�, ::,, <:� = ��
01 t-� "
�k
It
"i -,i C-4 N �f 'i �t "1 -1 cl --t "r C14 rq r4 N: N C14 C -I
rn
L -L
- - - - - - - - - - - - - - - - - - ........ ..... .. ....... . .... . ..... .. ...... . . . . . .... ........ .......
2
1z
Z
14
... ............
- - - - - - - — - - - - - - .. ........
- -----
4t
C� ON
110
C>
. . ... .. .........
........ ....... ------ ----- -- -- -- — — — —
V
`0 0
t�p Z Z
M
sz
p
— — — — ---- — — — — — — — — — — — — — — — — — — — — — —
—
-S-Z Z3
C, C, C� C� C, C>. C� C� <:D c, <D c� C� C�, <= C� C,
"t '0
C, C, C; C:,;,=�:o <D <-- C� C) C�: C� C� C, CD C� C� C� C) C> I= C� C) C) C� C> C> C� C�
C� C� C� C� C, C-- C) C, C> C,: C� C> C> 1� W� C> lc-,� 1=� 1� C� C� 1=� 1=� C� 0 C) CD C� CD c:, c) C�
kn
4 Vi
r� C� 'C� I It 11� lq� `� `I: 1� ld� -1 W)
-zt -,*� *� lr� 11� lq� --t q� 't -t 't
. . .
m 4 4 "'-T' 4 �t "r C,� C-�' r4 r4 C -i` c,[ 'r-4 'r 4 N C-4 C-1 C,4 r, C -i r -i C-4 cli f4� CA" N' f14 CA C-4 r4l N N . . . . rq c-4 N N r4 N
6 r -
CO C'�
4
........ ....... ... . . ... . ... ---- ----- — — — — — — — — — — — — — —
- - -
.4 3 25) -j� 16
44
24 j j .01 31
E E OE 1§i
Eo
E
b Z:� b: b 0 0 0 0 0 0 0 5 0 0.
- 1� 0 0 0 0 0 0 oil 51
S a
":�
Tz> b b b b C> b b b b b b zt> b b Z�� b b b b b g'- 1�7 7 = = = =I- - - - --=-=
C) F:1 r-, 6 6 6 b
bib t
Ulu
u u u U= u u u
0 0 0 0
— — — — — — — — — — — —
rq 10 t- 00 0, C� N
Az
co co M or, 00 00 00 oo 0*I A A
fn 00 m ON' N (4 N C004 ('4 fn
Zo
- - - - - - - - - - - -
C�
co
'n 'o t- 0: t- 00 c, �,�4 M12 n 2 C� t- 00 cy, To I ",rl 'o 0, o - N a w C) x �11
01 Z7 N m 't 'n -Te 00 0, �,4 CC; 't 1't u a Gi
00 C� ::F, 0, C:� C� C� �= <= C� 2 1 �o C) r4 �t 'n
1- u u- CD x 'n 'n "o 10 'In' I'D \0 10 10
" " N " M I I
M. m
o M
0
m
.1 StI
101 �j
P, I t" cl� �m
rl 'D 10 10 10 10 10 v) m rn c) r-, cn m rn �nIm M 'n M M (n M M M M m m, m v-�: M In fn M M M In 11. M M 11-� m C, m cn M m
L
v
L
I LIHILILLL
— — — — — — — — - —LLL
64

BRIAR CHAPEL HYDROLOGIC CALCULATIONS J. FINCI I, N"
NEM-09004 Post-Devdolm7ent-To WQ Pond 111 411612010
1. SCS CURVE NUMBERS
Cover Condition ? SCS CN? Comments
Impervious.._......_.-' 98._.-._____..
62 Assume good condition
Wooded 56. Assume good condition
....._......_.__.-------..-._.
Water lO0
11. POST-DTVt';LOPNIFI T
To WQ Pond 91
A. Watershed Breakdown
Total Impervious from IZesid Lots (See Attachment A) == 4.63 acres
Total Roadway/Allcyway Impervious Area = 3.96 aCrCS
Total Sidewalk Impervious Alva == I Mo acres
Total Amenity Impervious Area 0.10 acl•es
Contributing Area SCS CN Area [acres] Comments
011-:Site optn 62. ...._ m 11.86___-._....__..-.... ......... ......------Assume ? )od condition
Oil site impervious 98 9.69
On-site wooded 56 0.00 Assume good condition

Oil-site boatel'
100 _...-
0.65 -----------
Off=Site oven _.........
_ 62 0.00 Assume good condltlou
Off-Site impervious 98 0.00 -
Oft-site wooded 56 0.00 ASSUIIIC g,OOd COII(FtiOll
Off' site boater 100 0.0()
Total area = 22.20 acres
0.0347 sq.mi .
Composite SCS CN = 79
B. 'rime of cotice,itratiottInfol•mation
Time of eoneenlrafiorl was assumed to be a conservative 5 mimates
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag:-,: 0.6" Ye)
- 0.0500 hours
Time Increment = 0.87 minutes (^ 0.29"SCS Lag)
BRIAR (;I[APEL HYDROLOGIC CALCULATIONS 1. FINC11, ['i
NEW-09004 Post-Development-To 1410 Pond V 411 612 0 1 0
J, S(5 culnI: NT,ImT3Ew,
ry CdI I'0 m ?.
Cover Condition SCS CN Comments
a?o? a
hllpervi0U.S -.__- T_ 9H,_
61-__-- Assume good coiiditioii
Wooded 55 -Assume good cmldition
Water l {i0
II. PUSI' I)I+:1't'?I?C}I'I41?N'.C
To WQ Pond #2
A. Watershed Breakdown
Total Impervious front Itesid Lots (See Attachment n) = 7.79 acres
Total Roadway/Alleyway Impervious Area - 4.86 acres
Total Sidewalk Impervious Area= 1.18 acres
Contributing Area
L

SCS CN

I Area [acres]

Comments
011-site open 61 13.90 Assume good condition
Oil-site smpe€_viol€s __.._?.__. _...-.._98 _._....__.. _..._ 13.83
Oil-Site wooded 55 0.00 Assume good condilkm
On-site water
.
....
.
. 100
__...___.-.....-
... 0.58
_.. _--__.._.__.___
..._.........._.__.._._..._..._.?_.-_-_.-_...
.
.
.
..
Off-site o pell .
61 0.00 Assume good conditio€l
Off-site impervious 98... 0.00
.._.
Off site wooded 55 0.00 ASSLUM good c011diti0€l
Off-site water 100 {).UO
Total area = 28.31 acres
0.0442 sq.mi.
Composite SCS CN = 80
B. Time of Concentration Inforuration
Time of eoncewration was assumed to be a consenwlii,e 5 minutes
Time of Concentration = 5.00 nliclutes
SCS Lag Time = 3.00 minutes (SCS Lag == 0.6* Te)
0.0500 Iol€€s
Time Increment = 0.87 minutes (_:z 0.29*SCS Lag)
131ZIAIZ CI IAPEI. HYDROLOGIC CALCULATIONS J. FINCII, 1'E
NI.;W-09004 Post-Development-To WQ Pond U 4/16/2010
L SCS CURVE NUMiRFRS
CO M cam' ,
Cover Condition SCS CN Comments
Impervious .____...._?_.._.._....__}
(feu 61 Assume good condition
Woodcd 55 Assume good Condition
Water 10,0
To WQ Pond 43
A. Watershed Breakdown
"Total Impervious from ReSid Lots (Soo Attachment A) 2.50 acres
Total Roadway/Alleyway Impervious Area =_= 1.53 acres
Total Sidewalk Impervious Area -= 0.34 acres
Contributing Area SCS CN Area [acres) Comments
On-sife open 61 - 5.76 Assume rood condition
_....___....._:_......------------ ------.._............ ._..............
..__.
011-site impervious 9H.__...... ..... ......... ___x:,37
On-site wooded 55 0.00 Assume good conditim
_---.._..----._...._ .------- _._ _. .._. .._. __ ____m. .. - -,---_,____..,....,..._ .............._._.._..._.._,_..._.._---.-----------._...._....._.__._........._-__....
On-site Nvater 100 0.40
........... ..._.___--__-
.61 0.00 Assume food condition
O11= site impervious 98 0.00
- T
___.... _ ___ r _ ............. ... .............--------.--....__._?_' Off -site svoadcd._..._..._._.. 55 0.00 .. ... .... Assume oo _ _ ...co. _ n ...e_... . _ m __ on
Off site water 100 0.00
Total area = 10.53 acres
0.0165 sq; mi.
Composite SC5 CN = 78
13. Time of Concentration Information
Pme 4f eoneentration was assumed to he a conservative 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag 0.6- I'e)
0.0500 houl:s
Time Increment= 0.87 minutes (:- 0.29"SCS La?)
BRIAR CHAP1 1. HYDROLOGIC CALCULATIONS J. PINCI I, PE
NNW-09004 Post-Development-To JVQPork!IN 411 6120 1 0
........ .......................... .
I: qC S Cll'12VE NUM, M CS
Cover Condition SCS CN Comments
_ In??crvious ?_ 9."_
en? _ 62 Assume good-condition---
Wooded 56 Assume good condition -
Water 100 ---
iI. "POST-DEVELOPAILItiT
__> To WQ Pond #4
A. Watershed Breakdown
1LllpeI-vious from Resid Lots (Sec Attachment A),-- 7.25 acres
Total RoadwaylAllcyway Impervious Area =- 5.41 acres
Total Sidewalk Impervious Area 1.24 acres
Contributing Area SCS CN Area [acres] Comments
Oil-site open
`_._ -._. 62
_____...._..,...,___ ....__.. 10.91
_,....,..,., ..,.._.,..___...------.-_._...------_._...._._.. . Assume food condition
_.,. _._..__ _. _.._
???
On-site Lhli rvious 98 13.90 -
-_.
On-site wooded 56 0.00
-- --------- _..._..._......._.. Assume good condition

.__.._. _
...... .....
Oil-site watCl
: 100 0.83
-
- -- -
_._......_.._._
__...
--- ------
Off sitc?7en __....
............
62 _...?..._._._
._.....___
-
0.00
._..__.---------- Assume good condition
Off-site
iilipelvio„s
r}K
0.00
Off-site wooded 56 0.00 Assume good condition
Off=site water, 100 0.00
Total area = 25.64 acres
0,0401 sq.mi.
Composite SCS CN = 83
B. Time of Concentration Inform ation
Time of Coneentration woo ca4.91lmecl to be a consen"alive 5 17 inli1es
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag; -: 0.6* Tc)
0.0500 hours
Time Increment - 0.87 minutes (° 0.29S(.S Lag)
BRIAR CHAI'I;l, HYDROLOGIC CALCULATIONS J. FINCll, Pi:
NEW-09004 Post-Developmen!-To 11"0 Pond ir5 4/16/2010
T SCS CURVE NI'A1REX8
Cover Condition SCS CN Comments
1mvervious 98
_01en_ 61 Assume good condition
Wooded 55 ASS11111ed condition _-
_
_,. Water 100
I1. P(:)S'l lll:?'I?I t)1'lYil?i\'1'
To WQ Pond #5
A. Watershed Breakdown
Total Impervious from Resid Lots (See Attachment A) 2.85 acres
Total Clubhouse Aretl - 1.91 acl'es
Assumed Clubhouse Impel•Vious -- 85%
Total Impol-Vions from Clubhouse Ama == 1.62 acl'es
"Total Roadway/Alleyway Impervious Area mm 2.82 acres
"Total Sidewalk impervious Ahc i == 0.59 acres
Contributing Area I SCS CN I Area [acres]
011-00 izelviaus __ ......_.__9........... .....
7.89
-
On-site wooded _ .
55 0.00
On-site Water 100 0.33
Off site owl 61 0.00
Off site im c!?{???s.-......-_._. ....._ .. 98 0.00
Off site wooded 55 0.30
y Off-site water ? 100 ?M0.00
Total area = 14,02 acres
0.0219 sy.mi.
Composite SCS Clot = 83
13. Time of Concentration Information
D me of Concentration was assum ed to be a conservative 5 minutes
Comments
Assume >ood midition
AssunlC good condition
Assume food condition
Assume food condition
Time of Concentration = 5.00 mimltes
SCS Lag Time = 3.00 111111uteS (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (-- 0.29*SCS Lag.)
BRIAR CIIAPE1, HYDROLOGIC CALCULATIONS
Ig13W-09004 Post-Development-To WQ Pond 116
I .S . CS (.'.U'RVE NUMBERS

Cover Condition SCS CN Comments
Impervious 98 ^
_.._.. .--..___.._fi7 Assume ood condition--
Woodcd 62 ASSUmc good condition
_vya. w<11er ?? .._ - L-1-00
--
......................................
It. 1'0,ST-QEN-"E.iL0PAlEN. .. .

To WQ Pond #b
A. Watershed Breakdown
T0121 1111perviouS from Resid hots (Scc Amichmem A);,- 2.70 acres
Total Clubhouse Arca .-, 2.74 acres
Assumed Clubhouse IlllpervlOtis = 85%
Total 1111pcrviouS from Clubhouse Area- 2.33 acres
Total RoaciwaylAlleyway Imperviaus Arcii 1.41 acres
`fatal Sidewalk Impervious Area : 0.2-3
acres
Contributing Area
Oil silc ocla SCS CN
G7 Area [acres]
3.14 Comments
Assume good condition
011-sit 1111perVIOUS....,------
98
6.66
wooded
Oil-site 62 0.00 Assume good condition
011-site water 100 0.27 -
Off-site (ypcn 67 {}.00 ASS0I110 g00(1 miditimi
Cuff-Site Ilp erVIOLIS 98 0,00 -
oft=site wooded 62 0.00 Assume hood condition
off site water 100 0.00
'T'otal area = 10.08 aches
0.0157 sq,mi.
Composite SCS CN = 88
B. Time of Concentration Information
Time of concentralion was assumed to be a conservalive 5 mimiles
J. ]-'INCA. I'1
4/16/2010
Time of Concentration = 5.00 millutcs
SCS Lag Time = 3.00 mintlics (SCS U10 - 0.6* "1'c)
- 0.0500 hours
Time Increment = 0.87 mimltes (- 0.29*SCS Lag)
W- - - - - -- - ----- - --------------------
Route

Type. MasLer WatunDri, summaj,1
Name Wa7czs!""d
Wile. X: \ Proj ec t a \ MEN HERA 5 0,�. 2. t orm\ t REVB - 2
MASTER DESIGN STORM SEMMAR!
Network Storm Collection� R;'A.1
... - --------------- — - ------
ICPM CATCUT-Al'ION --'OLERANCES
Target Convergence=
Total
cfs -/-
Max, ltera,�ions
Depth
Rainfall
Return Rvent
in
Type
----------------
1-Yr
.1. -
SAW
-- -------------
Synthetic Curvo
100-yf
83000
Synthetic Curve
10 -Yr
5,3800
Synthetic Curve
25 -Yr
6.4100
Synthetic Cur,,e
... - --------------- — - ------
ICPM CATCUT-Al'ION --'OLERANCES
Target Convergence=
'000
cfs -/-
Max, ltera,�ions
35
loops
ICPM Time Stop
1,0C
min
( - )ttnut: TiD,..e Step
11 � 0 "
� n i a
ECPM Ending Tirne
. ... .... ------------------
2100.03
-- -1 - -1 - - -
-.-nin
- - -
TypeII 24hr
TypelI 24hr
TypeTT 211hr
TypEII 24hr
MAz.'TER N-,-ETiGRF. SUMMARY
SCS Unit,-, 1--'ydYoqraph method
n "
d e + 70da . 1 � j � n r �;
� Du"±al C) z 1
(Trur- HY2 Tmnisatiorj -QaQ�Nmc; L-nkO R -Pt: LFQQet"Ri,-,)
S/N: 621)0120'�0C3, �jr"h;l McAdams compary
1 V o 'Zi i'a 1-, M DaLa: MBM07
Ma 'x
t u
i � Y G No
Q p e a k
Qpeak
ill i.i X W P h j,
Ponn SLC)1a-qe
N 0 C. e 7 D
- - - - -- - - ... ... ... ...
Type
Event
CUM Toun
min
Cos
t L
CUM
IDONC OUTLET
JOT
340K
---------
1423.00
.43
1�10NU CUTLET
JOT
100
377963
120.00
163.32
', P 0 N D , 0 UT I - E'-!'
JOT
10
IBE608
724.00
6087
'''POND OUTLE'-'
J'2T
25
260316
722.00
11C.13B
TO WQ POND I
AREA
1
95777
71000
dno�
TO NO POND I
AREA
100
443870
'115.00
188M
TO NQ POND 1
AREA
10
25230
715,00
1013.8.3
TO WQ POND I
AREA
25
326210
715,011
IM02,
wQ?I(Fs)
POND
1
95177
116.010
41,00
WQPI(FB)
POND
100
443E71
715,00
ISE 68
RX"ERAY FOS
WQPljFB)
POND
10
252350
715.00
108.83
WQPI(FB)
POND
25
326210
.715, 03
14KG2
. ......... .. .. 4
WOPIAB)
OUT
POND
1
95894
718,00
3B.02
41S.33
2342
WQPl(FB)
OUT
POND
100
443977
717.00
181,48
.1 415.96
7056
WUPI(FO)
OUT
POND
10
252454
717,00
104.73
41n H
408
WOPI(Fe)
OTT
POND
25
326305
717.00
134.66
415. M
5721
wQP I o1p)
PONT
1
951394
71000
08.82
WQPi(MP)
POND
100
44397Y
71hoo
IBE48
WQPl(P1P)
POND
Ill
252454
717.00
13073
WQPIIMP)
POND
25
326MS
71EOO
13C 66
S/N: 621)0120'�0C3, �jr"h;l McAdams compary
1 V o 'Zi i'a 1-, M DaLa: MBM07

lype. , , . NOLwol,�. Hgo 2 0-9
Nave.... Ratershed
7i I e X: Ure, ASO D 41 �REVG--22-0) P?",'
1CF`M CALCULATIO'.,'. T01,ERANCE.-
Targct Convergence- cfs
Max, Iterat'i.-Ons .35 loop's
1CPM Tizno Stop .1 � 0 yr. j.,�.
Output Time Step i,JL) irin
ICPD1 Ending Time 210ONO win
MAST7R NETWORK SUMMARY
CCS Unit Hydrograph Method
(*Node=Outfall; +Nodo=Diversio-n;)
('--,run= ']YG Truncation: Blank=None, ;--,=Left; R=Rt, LR=Left&Rt)
WN: 621701anOC3 ITO JAVI E, lmykaws clompacy
Pc;i,io"Pac,�k "7el". 3�0058 1 nae: 0 j 9 UN DaLM Q20200,
Max
Return
HYG Val
Qpeak
QPeao,
Max WSEL,
Pond Storage
Node ID
Type
Event
cu,ft Trun
min
CES
ft
cu.ft,
WQPI(MP)
---
OUT
----
POND
------
34071
142330
43
411.43
77681
wQPI(MP)
OUT
POND
lob
3719E5
720.00
163.32
414.66
110259
WQPI(MP)
OUT
POND
13
186608
72d
NO
6007
414. H
91370
wgPI(MD)
OUT
%ND
25
2GC317
722.CO
110,08
j414.41
103614
Ant
WN: 621701anOC3 ITO JAVI E, lmykaws clompacy
Pc;i,io"Pac,�k "7el". 3�0058 1 nae: 0 j 9 UN DaLM Q20200,

TIEC-HMS Projcct� NEW -050422 Brsin Modch
A Z�
WQP93 WQP#4
ZA Z-1
livop#5 WQP#6

HMS * Summary of Results
Project : NEW-05042 Run Name : 1-Year Post
Start of Rein 100ct08 0000 Basin Model Post-Development
End of Run 11Oct08 0000 Met_ Model 1-Year Storm
Execution Time 270ct08 1037 Control Specs 1--Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To WQP##2 58.725 10 Oct 08 1157 2.9427 0.044
WQP#2 0.44578 10 Oct 08 2400 0.42435 0.044
To WQP43 19.1513 10 Oct 08 1157 0.98595 0.016
WQP#3 0.14517 10 Oct 08 2400 0.1.3482 0,016
To WQP'##4 61.605 10 Oct 08 1156 3.0899 0,040
WQP#4 1.0645 10 Oct 08 1823 0.79585 0.040
To WQP#5 32.098 10 Oct 08 1157 1.6086 0,022
WQP##5 0.40314 10 Oct 08 2140 0.39949 0,022
To WQP##6 30.036 1.0 Oct 08 1156 1.5208 0.016
WQP)#6 1.1097 10 Oct 08 1345 0.49307 0,016
WATER . ALIT N #1 FINAL DESIGN
CALCCLAT I N
BRIAR CHAPEL - PHASE 4
NEW-05042

:_MER,QUAI ttYPOND #1 CONSTRUCTIOn SPECIFICATIONS
GENERAL NOTES BERME SOIL AND COMPACTION SPECIFICATIONS
L PRIOR 70 CONSTRUCTION, THE ON-SIDE DEOEGIN CPL VIGINEF.A SHALL VERITY THE I ALL PLC MATERIALS 70 BE USED FOR THE DAM EM15AlKUENTS S ALL BE
SUITABILITY OF TIC PROPOSED BORROW MEA / FILL F04 USE N TICE MAI TAKEN FROM DDAROW AREAS MPPOCEO BY THE ON-SITE C[OTECHUCAL
CUaWKUENIS / KEY TRENCH. ENGINEER THE ALL LATERAL SIAAIL BE FREE CROIX ROOTS, STUMPS, WOOD,
STONES CHEATER THAN 6', ANO FROZEN OR OPER OBJECTIONABLE
7. TE ON?-SITE Cf01EC117'cA. ENGINEER SHALL INSPECT LIFE KEY TREHICH EXCAVATION
PRIOR ID PLACEMENT Or ANY BAGKHLL WITHIN THE KEY TRENCH. If THE CONTRACTOR
CONSTRUCIS AND COVERS UP THE KEY CLENCH PRIOR To INSPECDON, DICK THE KEY MATERIAL OIE FOLLOWING SOIL TYPES ANC SNJY5LC FOR USE AS FILL
WITHIN THE DAY EMLANNMENT AND KEY TRENCH: ALL AND CL.
TRENCH SHALL BE UNCOVERED AND TESYCO Al 714E CONKACWR'S EXPENSE. 2. FILL PLACEMENT SIU L NOT EXCEED A MNIWM 0' UFF, EACH LIFT
SIMEL BE CONTINUOUS TOA THE ENTIRE LENGTH Or EUBAJKEERIIS REEDrE
5. THE CONTRACTOR GJALL REFER TO THE LANDSCAPE PLAN FOR TIE PERMANENT PLACEMENT OF PLC FOR THE BERN SECTION, ALL UNSUITABLE MATERIIL
PLANING PLAIN / SCHEDULE. THE PERNAIEIB VEGETATION FOR THE PROPOSED Dw SNkL BE REMOVEG AND ATE Sumcc PROPERLY PAEPAREO rOR FILL
ELIIWIKMEHT SNAIL GE TALL FESCUE PLEASE NOTE 1101 NO MILES / SHRIDS OF ANY PLACEMENT,
TYPE NAY BE PUNICO 011 THE PROPOSED WA CURORXMENT (FILL AREAS),
J. ALL FILL 5065 USED IN TARN D
T
/ N
TRENCH
4. IF TR WATER CUALITi`
TO IS TO BE USED
SA SEDIMENT II W51N WAIHG TO A
D5
CONSTRVCTIN
OF THE SWIOMB
&4xL BE COMPACTED O TO T
LEAST
AL
S
CO44TR O CIM, JIIE CONTRACTOR SHALL NOT CONSTRUES TE INTERIOR FDA MAXI
FILL
PPOL40q MAAT
THIN).. THE NIE FILL PEELS 14T BE
DENSITY E
SN7HN ON IL THIS FKAN
IONTR APPROVAL TO O REMOVE THE SEDIMENT ENT RL51N HAS KEN R 04T
T WI
Ai A A LfO
COUPACTEO
PERCENT OF OF PIS
T CONTENT
N
-S 10 A
ERO
CIEWFEO M 111E EROSON CONTROL NTROL TIN INSPCCIOR. ON
OMP
T
CONTEN FHT. C
DNPr.CTIOIIDN BE PERFORMED BY
MOISTURE
QPDUUM
SHALL
TVC ONTE
I
ONSTR
NE OH-SITE GEOT EOIECV
ENGINEER DURING
CONSTRUCTION

T
IF
WRIER HEAVED TEND IS 10 BE USED AS SCDDCH BASIN DMPoNG AC
OE

C
AWHEI), THE
IT I THE PAO C MI LEVEL [LOS Y BEEN flEACHEO, THE riLI,
ll
U
C
4, THE AREA 51W„L NC
(I.E. SEDETAH, INST., Etc) AND
OUT
iXEmED SHOULD
COMPACTED
USING NG A
NTPSFOOf TYPE OOMPACITR. ORDER
EVEG'AD"
R
TO
s
A
LDO EIF RED tSSIRfJ PRIOR TO USE 0.S A S10RMwMER M.AW CEuEEI FACILITY, LK
.
I T HA
DAMAGE T TAGE
O THE PIPC COMPACTION CO
ro S[
THE I
111E IUS11 Ak0 SEDlICI1 SlglpD DE O'SPOSfO Of Bf 711E CONTRACTOR PgOPDRLT ANY
THE IF
A
CROSS ANY PIPE UNTIL MINr.NM COVER IS S CSTA CSTABUSIIED ADU GING THE PIrE.
(I.E. LANDFILL). J A NEY TRENCH SIMLL BE PROVIDED BENEATH ALL FlLL AREAS OF NIE
N. NIE TYPE, STYLE, AND STRUCTURAL DESIGN FOR THE PNCFADRKATED ACIDIC OER". THE TRENCH Slµu EXTEND A MINIMUM Or 5 C BELOW CxIS11NG
PEOESTAM DODGE SHALL BE DESIGNED BY DINERS IN COORDNAGON Will THE OWNER. D
RADE AND SHALL HAVE A MINIMUM BOTTOM NTUM OF 5 FELT, IIIE KEY
Prim in OROERIHO OR IN$iALATION DF 114E I'EOf$TNUH I>gIOUE, TIC CU4GRACIOR TNHCII $IDESLOPES SHALL BE A VINIVUV OF 1;1 (H;y) THE KEY TRENCH
SILL PROVIDE TEC ENO CER WITH SHOP DRAWINGS. SEYEO BY A PE. REGISTERED UI SJOLL EE COMPACTED TO THE SAVE SIECIFIGYNON USICO IN REM J ABOVE.
NORM oNWNA FOR APPROVAL, PLEASE NOTE MAY THE BRIDGE ENCNCER SHWA
1150 PAOApE A SAFETY HANDRAIL ALONG THE ENTIRE LENGTH OF THE MIDGE DURING
THE BE SIGN PROCESS, 5. UPON REQUEST, ME CONTACTOR $IHLL BROMIDE THE £HOIN[ER WITH
NCPORTS 70 VORITY DIRT THE DAM EURNIKMENIT NEET$ THE SPECIAE0
COMPACININ RIOURCUCNIS. COMPACT40M REPORTS WILL, BE IIECKI) DURING
J. ALL REINFORCED CONCRETE FLARED END SECFDN INLET$ INTO THE POND SHALL BE
UNDEAGA4 WITH A JWO PSI CONCRETE PAD. SEE DETARS SHEET PD-IE. TIDE AS-QUIT CETMA TION PROCESS FOR THIS STCRMWATET FACILITY,
HEREFORE, 17 IS THE CONTW,CTQRS RESPOHS!OR11Y 10 ENSURE
OOLFACTION TESTS ARE PROPERLY FENAORVED BILKING CONSTRUCTION.
0. THE LAYOUT (INCLVOA'0 GRACING, CEOICXNIF POND LINER, MOLDERS, ETC.) A
THC FOPrtOAY BERN SHOWN ON INESE PLANS IS FOR SCIM"TIC PURPOSES ONLY. THE
FINLL PAYOUT T 11 SIZE FOREMY BERM L
E CERTAIN R$W T
E
S
OF T
y n u Si SUPPORT fJUPPORT AND
SPI OILWLW+?I'AY PIPE G JV SUBAIGRAM71JAYIF
L'
IfA\Il
N$,
S,
H
SESE
ETC.) NOT NOT SHOWN ON THE P1µ$ THE
BOULDERS. R
EY, RETAINING
nNek IAYOUr AND OEs•ON CIF THE FDREBAV BERE (INCLUDING SPECIFICATION FOR THE

.
i
BEDDING SPECIFICATIONS
CEOTEXCLE POND LINER) SIVLL RE DESIGNED SY OTNRS IN COORDINATION WITH THE
OWNER. TIE FOiEDAY BCRM DLSIGNER SHALL DE RESPONGOLE FOR THE STWUCTRAL
DESIGN, DEOIECHNIGL DESIGN, AND FOR PROVIDING ADEQUATE LROS5ON/SCOUR H. FILL IN THE AREA OF THE CPR. PENErRADONS (X2) THROUGH THE DAM
PROTECTKN, THE JOHN R. MI COMPANY, IND. ASSUMES NO VARAJTY WITH AND ADJACENT AREAS SHOULD DE BROUGHT VP TO A PINII OF 2' TO 3'
RESPrar TO MT ronmy BERM DESIGN COEPOIENT OTHER BLAIN PIE INDRAULIC OR MORE ADORE DIE TOP ELEVA1411 OF ABLE PIPES In ADVANCE OF
CRCUTAFIDIS ASSOCMTEO WITH THE WEIR LENONi SHOWN. SPILLWAY 004STRUCT404 SO THAT 711E PIPES CAN BE INSTALLED IN A
TRENCH CORRIDOR, ONCE THE ALL IS BROUGHT UP TO ABOVE TIE TOP
0. DIE N'ORCOAY BERM IS DESIGNED WITH A 45-FOOT WEIR LE'NCIN TO ADE"TELY OF PIPES, THE PIPE TRENCHES SHOULO THEN BE EXCAVATED FOR
PASS STORM FLDM1S. THE ADREDAY BERU OE$'GNER V R RESPONSIBLE FOR

EHWRIHG TE R'SDN11C DESIGN FEATURES OD NOT COMPROMISE ME DE MIT
DESIGN INSTALLATION OF 711E PIPES, ALL MATEAHL PR,uCEC!T 10 TAIL ' PiP
EIS IONLI.
VEER DIE SF
TASTED IN IIEES I IHRDIICN J III
O
LEHCIII, AND TNT A 65-f001 AF.IR LEAGM IS MALNWNFD. & CO
TOR S
E 1
PILED NV
5141E
SOLN. IO COMPACTION C
ME
L
PO
OR
ECIA
THE THEE O AA
TAY EC
HON EFFORTS
DTORIS ALONG NG THE NIE PIPES
L
H ATTENTION
ID. IN ORDER TO S
E N DESIGN Itl VOLUME, THC AWL
OF
N M
M
CT
CHSLINt
AIL 111E YHOLE d,£ 9IRUGTVAE TO EHSVAF THAT All 54AOE5
M'
AID
UNDER
POND A
LOE
ENCROACR IN
TIIE FARADAY BERMN
c
N T
Y FURTHER
HNTO THE WA1CR
[DUALITY
POLO AT L
LED
PROPERTY TO TIE APES ARO TE WAEID.E SiNNC1URE FAf NUW HtTI
a 0
TI
ti
N, T
TITAN
AT
OF JORFEO OF
SHOULD
C[O ON DII$ PLAN, #$O1j ENGINEER PROPERTY CONPACIEO WTERµA-.
EIA
IN TH
E
N TE M
E FINAL
FkYOFjT
OF THE F'ORfOAY OEAu TIIAT
WOUL
D WYPROMISF.
WOULD
N W
THE PFSGN! WATER gMRltt POND V OLU4.
DESIGN
P
OND 2.
SEEPAGE OR FLOW OCCURS IN OR ROTC 11 PIPE NYOIT,
GHOIHN ATER O
U
L WILL BE SC
DRIP COULD INVOLVE
DPE
(
OR YRaM
C.)
Na
II
ME TOPOGRAPHY.
_R Oil
D
CONSIMUCIION PREPARATION UROR
IF
NECESSARY o WORK
A CIRY
SNCE
N
N
1, PIROI TO PLACEMENT OF THE NEW FILL. THE ARM ON WHICH FILL IS TO BE PLACED 3. PRIM TO INSTALLATION OF THE AFUORFL4'+ PRHICIPAL SPILLWAY LINER
SIDLE. BE CLEARED AND STOPPED OF TOP$OI, TREES, ROOTS, VEGETATION, AND BRIER SYSTEM, SUGGPAYE CPNDTOIIS ALONG THE P;oHCHPN. SPILLWAY MILK AKO
OGHECflM D E MADNJL. THE AREAS ON WHICH ALL IS TO BE PLACED SHALL BE FORFBAY WEIRS SHOULD BE EVALUATED BY THE ON-PTE CEOTECHH-CAL.
SCARIHEO. ENGINEER TO ASSESS WHEPIER SUIFABLC BEARING CONDUOIIS (EE
COMMITTED ALL INSTALLED APPROPRAIELY, ETC.) EXHST AT HE SUBGRME
2. ANY REMOVED TOPSOIL SIVyL BE SIOC010 FOR USE IN FEARING (SEEDING) ON LE\4L. SHOULD SOFT OR OTIEERWSE OF SUITABLE CONDITIONS BE
THE DATA fMEANt(MENIIR ONCE FINN GMDEG AS SJIOWN ON THE " URN)J,G ' PLAN) ENCOUNTERED ALONG THE SPILLWAY ALIGNMENT. THESE L?IERIALSJ MOULD
OENH £SIAIN511[D Willi COMPACTED ALL. Of. UNDENC AR DIRECTED BY THE W
3AL ENGINEER, DIE

J.
CONNUGI
F
F
THE
AND AR ANY' PrIHO ,&CED
U CiIUR MAWIRV15 SIWL DE REPLACER WITH ADADUATIELY CHR COMPACTED
STR IRUOIUPR All, AS GRfC1f0 MY ME ON-SITC ERE GEOi GEOTECI1NIICAL NNGHEEa_
:
Pi,
REMO I, O
NEEDED
EOURIENT, ETC. N£EOEU FOR R REYOJR OF WATER VARIOUS PARTS SA M SHE
FRDII
FROM
PUMPED WILL DE NECESSARY IN ).TAIL
SIOU?LRR POND SIDE U 19 AXHCIPATED Ar
N
E%GVADO4 ALFAS (LE. -KEY DR(NCH). OUTR
RA R
THE KEY
DLL

TH
S
E
T
TRENCH TER
H (OR OTHER AREAS AS NCCESSl41') THE COI1PACT NVCIOA $11AL %FOP[[P THE WATER OF ?C:1 'L ?I VYr A? Y.Yn
77-RUING TIiE Il'rAY11?AN111VI41Yl
TtiJAA A
I
LEVEL BELOW ME 80110N OF ME EXGYATION, THE MANNER M1HCH THE WATER 15
REMDYEO SALL BE SUCH THAT ME EXCAVAIDII BOTTOM AND SIDESLOPES ME STALILE, I. TESTING OF THE HEW FILL MMERALS SHRL OF PERFORMED TO WRFV
THAT THE RECOMILL EO LEVEL OF COVPACION IS ACHIEVED DURING
yiS p
OUAFTE SMUCII= MIATP ?iI ?IAL SPECIFICATION CONSTRLCBOH, THEREFORE, ONE DENSITY TEST SILAIL BE PERFORMED FOR
Eww 2P500 SOVMC FEET OF AFCTA FOR EVERY IYF OF FWL.
1. THE PWNCIPR SPILLWAY WEER OUTLET AND rmemy WLILS 9PLL BE HNEo WBe

ARM RFLEXO ARTICULATING CONCRETE BLOCK REVETMENT SYSTEM, BY ARTIORTEC/CUNSECIH AR 1rc+ IF.Lrrn?rc n[? ???r
STATEMENT OF t' RESPO SIBILXI'
CONSTRUCTION PRODUCTS INC. DIE DESIGN/LAYOUT/INSTALU11IN1 OF THIS SYSTEM SHALL ALL AEOURED MARYENA RCE -0 Ix5PCC7OH5 OF INS FACILITY SIAALL BE
BE PERFORMED By ARMORTEC/CONFECH CONSTRUCTOR PRODUCTS INC., AND BOTH DIE TIE RESPONSIBILITY OF THE OWNER, PER THE EXECUTED DIENAIGY AND
DESIGN ENGINEER AND THE JOIN R. UC:ADJM$ COMPLY, INC. ASSUME HD LIABILITY WILL
RESPECT TO THE DESIGN OF I1E A WO"YLEXO LINER SYSTEM. INSTALLA71ON OF TIE UANIIENANLE AGREEMENT FOR TICS FPCIUTY,
A4IGIRFLEX0 LINER SYSTEM (TAE, MATERIALS, CONSTRUCTION DETAILS, ETC.) SICALL OE PER
THE MANUFACTURER'S SPECIFICATIONS AND PER DE SHOP DRAWINGS PROVOED BY THE
YANUFACIUAER, THE DESIGN EKGINEM HIGHLY RECOMMENDS TILLY THE IN$TRIACDN OF
THE A4MDRRXXG LINER SYSTEM BE PDRFIIQMCD BY A SITE CONTRACTOR MI IS
APPRGVEO/SPECHTEO BY MMORGCC/CONECII CONSTRUCTION PRODUCTS THC. HDWp4n,
SHOULD THE SITE COWMCTOR CHOOSE NOT 70 USE A MANUFACTURER RECOMMENDED
CONTRACTOR FOR RISTALU,TBPL MEN THE SIDE CONTRACIOR SIMI PROVIDE TIC DESIGN
[NGINEER WITH A CERTIFCATON OF IN51N IA,rgH M DIE MANUFACTURER OR TIE
MALUFACNRER'S REPRESENTATIVE.
2. DIE GRATING CONTRACTOR SLID= PAY s EOML ATrENTDN 70 111E LNADNO WNNIH
THE AREAS OF TIC PRINCIPAL SPILLWAY AND TORERAY wERIS TO OE TARED WITH
ARMORFLEX (LEI QRGIED AREAS). THE PAFNDWA SPILLWAY WEIR CREST ELEVATOR OF
41].60 AND FgtEDAY WEIR CREST ELEVABION OF 415.00 ARE FINSHED GRADE ELEVATORS,
MFNIAIG MAI SHE rwMea TOP OF IHE ARMCRI BLOCKS SHOULD BE AT ELEVATION
413,60 RUNG NEE 50' N17R CREST SECTION OF THE PRINCIPAL SPILLWAY AND 05.00
ALONG TINE 40' AND 25' W'DR CREST SECTION OF THE FORCOAY WEIRS, THE GRADDG
SHOWN N THE AREAS TO RE LINED WITH ARVORFIEX (AE. CATC1E0 ANEAQ ARE H ISICD
CODE CONTOURS, MEANING THAT TiE BliCKNESS OF THE ARMORFLEX SYSTEM WILL NEED
TO BE ALYOINTED FOR IN THESE AREAS AS ATU_ THE DRRAD'NG CONTRACTOR MAY
PERFORM ONE OF DIE FDLtOMHO TO ADBFN$$ THIS SITUATION!
A. COORDINATE WITH ARMOATEC/CONIECH CONSHOHCTION PRODUCTS WI FOR THE
DESIGN TaCKNESS OF THE ENTIRE ARMORFLEXOSYSTEE (INCLUDING GEOTCXTILE
FABRIC, WASHED STONE SUOGRAW. ETC.) AND THEN ALLOW C.C. SUBTRACT) FOR
PLAT IHCRNESS WHEN GRATING 111E AREAS OF THE PRHNGPA SPILLWAY AND
FOREW WEIRS TO BE LINED WTI ARMORF'LEX (I.E. HATCHED AREAS),
B. GRADC AND COMPACT DUE AREAS OF ME PRINGTPU 4MU.NAY AND FOREBLY
WEIRS TO LE LINED MM ANUORFLEX (I.r. HATCHED AREA) 70 THE PROPOSED DES!Gi
ELEVATIONS SHOWN ON THE GRAIY.NG PUN. ONCE TN DES" GRADES HAVE BEEN
FULLY CONSTRUCTED ARID APPROPRIATELY COMPACTED IN THE PRINCIPAL S'RLWAY
AND FOREOAY WEIR AREAS TO BC UNLD Will ARMDIHLEX, DIE OPADEO
CONIWTOR SHWA HME THE LIMITS OF THE ARMORI SYSTEM STAKED BY A
REGIS TERCO LAND SURYtYOR ON TIC Gn tumu. AN'G THEN THE AREA TO NC
LIREG IWTit ANMORFLEX BACKCUT TO THE APPROPRLLTE ELEVATONS 70
ACCOMMCDME THE INSTALLATION W THE AAMORFLUX SYSTEM.
IF THE CRADNO CONTRACTOR DOES HOT OUURRYN&TE HITS ARMORICC AND ACCOUNT FOR
THE IHCXNESS OF THE ARMORFLEXY, SYSTEM, AND THE ARMpCTI SYSTEM IS INSTALLED
AND DETERMINED TO BE AT THE INCORRECT ELEVATION, TIER THE AAMOELEXI SYSTEM
SHALL BE REMOVED AND DIE SPILLWAY AREAS RECRAOL0 TO THE CORRECT ELEVATIONS
ABU THE ARMORFTLXR SYSTEM REINSTALLED AT THE OWING CDNIRACTOR'S EXPENSE.
3. ALE POIXED CONCRETE SHX.L BE MINNUM 3000 PrA (20 BAY) UNLESS
OTHERWISE DAECIEB w PIE saRxLvR L EIIQNECR.
A. WATER OuAI POND EMCRCDLCY ODNDOWN FOR ME PONE) SIM BE
ACHIEVED VIA A N-IL RUG vALVE. THE YAYE. SHALL BE A Milli STILE 670
X-CENTRIC VALVE OR APPROVED ECLAL. MS VALVE IS IN ACCORDANCE
WITH AIWA C-504 SEC. 5.5. THE VALVE SAALL BE LOCATED AT THE BOTTOM
OF A MANIroLE SITUATED 14 1NE DAN (SEE AEEr PD-ID FOR THE
LOCATION OF ME VALVE), AND SILALL LE OPERABLE FROM 111E TOP OF SIE
.11. VIA A HUDWHECL (SEE DETAIL &EE1 PD-10),
5, THE 15'W 0-RING RCP OUTLET PIPE (THAT DRAINS TO TIE PREFORMED
%QVn IiOLF/LEVEL SPAFIDEA) SLMA BE CAPPED ON PIE UPSTREAM END
WITH A METR ORIFICE PLADE, Tilt PLAT[ SNRL GE 27'r27'xA/2'
(GALVANIZED) AND SALL HAVE A 3'1 ORIFICE AT THE DOTT)M. PLEASE
REFER TO DETAIL SHEET PD-IC FOR ADDITIONAL INFORSAATID4.
// ??/ wEIR ed? +D I Il f H.
/it r -?45 FT
BI CR Taf. FINISI ED
N CD Es
• cC[ xTR yr>wm E (D[sGx DER /
'? / / D ).SLAY 5 cErcE 14 S 187" D)
TCHED 01 Its- I

\ MIS O COTEX
DL R

/
swin:w FDUY
1 NORA{LL POOL T AIS.00 f J?{ J
N N
. /
2
C
/ e
YN /
/ / / / y

15.
!

a.
_ Y O !
e? G
J(
/ /

P DO FIE VU-S o
COL ( TILT
Y

/
! I
W11
Er NAIL
/
/
,
OETAR TLC 0-IC
i(
1 I \

I l
AL SH PO-TC)
(SEE Of
/
/
......_..I......_-..._._.___..?.. /
/ NA'HfPERMM,'EIR P
DJI /
1 ?
! IlPSMA POD'. a [E. 10.W \

/! URANACE OJ!'I+gAGY -..- / \

1 / (SEE DECAL, SHEET /
f22 LF08'0 0
000
@ CO11 R C JUNCTION I

! !
! R? 4 4RsAE ETC 1
f7n (PER ANODDI ,BAD.J1)
f I ) Sz INOI:5AC1 MN410LE,ONT DBl
_ PHA BE WAIED11GHQ /
! I {/ m v, NJ. N - A 0.00 W.
J I I I / IW.. OUT . 410,10 NUN,
t - I / CO:IDRLY[ 471-SEEP l? f f
1 ! 1 I / SHEET PO CC) f DUAL !
1 1 I Y -E9llEUAr Arcw 1seE r -
%EIA )G'CRE5T LEHCTII . f5
I I
( WZR 12 CREST TOP WIDTH D FT /
f I I WEW 2 CRESTTE EL. 415.00 ANI D .) NM 46 LF IS°o
J f I °JHERS) ARDMULOERSN(SEE,' E$ R RE 1 4L .A . 0 O.Dox
wA1ER R[JAMY POND # 1 PLAN VIEW
V . 20'
CRAPRIC SCALE
FH G HI x I ,
11-11 Y0 IL x
FINAL DRAWING - NOT RELEASED FOR CONSTRU6M'IoN
,,.::(N.{.?

3iffyR?f'.:. 1?eY h.Fe. _.. ?'?7aE Cl?at?(?]

job ??fuptber! , i??E9?? 05042
Date" 10/] 0/200
Average Incremental Accumulalcd f.stimated
comom' Contour Cot)tour Colton,' Stage
Contour stagy c Area Area Volume Voluble w/ S-5 Fail
(feet)
... (feet)
., ..r_. ..... (S)
........... ,_ (SF)
.-.__.. ..e_,... (CF)
.?.., ((s)
...?_, .,. .. .,. {t'eet)
-... ..,....... ...u
O.o
{} y
rE i
t t 113 1 3567 ? 3. 67 0.50
t 60 1.0 ? 1 ? 1613 E 3i? 11 J.00
j S-kor lge t'€ E oc-,,

BRIAR C11API?,1., S-SFXN-WQP#l(FOREBAY) J. FINCH, ill
Nf,"W-05042 10/10/2008
Stage - Storage Function
Ks == 7,103.7
U - 1.0531
Zo== 415
Elevation
415.00 0 0.000
415.20 1359 0.031
415.40 2820 0.065
415.60 4323 0.099
415.80 5853 0.134
416.00 7404 0.170
G 6.f
31 1/`, d. L>:"i.l j_jlilLFi'7:E i l!f?l€ l i°'010Lj V[ t.. N
1131%J -(;.> E)=( ? ; }l7 0/: 00 c

Z o

._,..
a 7IWO ? 0.000
41 1120 M 2955
. ........... 0.068
........._...___......._.

' 10•`lU
I,.__ .6556__.. .
.; 0.151
410.60 10450 1 0.240
3 0 &0 I.._ 14546._ (.. 0.334
hl 1 00
.._.._. 18801
_..___._.._.._._.. 0432
. ?.._.....___....._._.._..__
4-11..20
- ? 2,3786 , 0.532
/111.40 , 21682 ? 0.635
411,60 ,2276 0.741
1 1 8U ... .t _...3 695 7_. . L... _0. P_48
..
_`!J.2.;0 .... .;_.......4._171 ... L 0.959
Ai 12.20 416548.. .;.__....1 069........
11 2.1 i 51,
...
. ; 7.787

-
192.60 }
5605 I c
1.2)5
1 12.80
. ) 422
.............................. ........... 1 Al f)
...._
I9.? 00 1364933 52-6
# 1' 20 .j.... ? 161 ).
. 1.64A
....... .........
1.76"
3:i 6[; 820(91 1.882
0 f,7260 f 2.003
! 00
1 92751 j 12"i
_
1? 2(3. ?....._ 97902 2.248
--`114.%.(3 103282
L 2371
:
..
1 14.6 0
.. .._,
.
.
! 108698 _.__..
.
..._..
2 .495
...... ...... ..
414.80 I f 14149 j 2.621
13 963.)
..,....... ._. .............
415.261 ( 125153 1 2.8'73
415.40 ? 130704 ? 3.001
415.;;0

- 13
, 85
--
---
?.129
415.80
? - -n9
( l•d.16
.
,.
_
.._.
? 3.257
..,
... _.
.
.
... ..
. ..

?316.00 ..
.
.
(
1475'10 .
.... ...
.
.
....
.
1 3.387
`t'ype .... Outlet Input Data Page 2.01.
Name. . . . 4?Q1 L {I?I3}
1_'i.le.... Y: \L'rojects\N1.;Sd1NEW-05042\Storm\Canstructi.on Dr.awi.ngs\5671JL'D1.Sl-GAi. PPW
Title... Project Date: 7/.1.0/2006
Project Engineer.: Jeremy Finch, PE
Project Title: Briar Chapel.
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.:= 415.00 ft
Increment = .20 ft
Max. Elev.= 416.00 ft
OUTLET CONNECTIVITY
------> Forward Flow Only (UpStream to DnStr.eam)
<-Reverse [losa Only {DnStream to UpStr.eam}
<------> Forward and Rever.se Both Allowed
Structure No. Qutf:al.l El., ft E2, ft
Weir-Re C;ta11gu2.ar 612 < --> '.CSI 415.000 416.000
Weir-Rectarlgul-ar WI <---> TW 41-5,000 41.6.000
TW SETUP, DS Channel.
S/N: 621'1012070C3 The John R. McAdams Company
PondPac}: Ve.r.. 8.U0`i8 `Pi.nte: 1:4:5 PM Date: 10/1-0/20H
_?.... m.. .. ,_ ;h
:?? r?..
Type .... Outlet Input Data Rage :1.01
Name WQI?1 (V1 P)
File.-.. X Projects\NL;W\NI::G7 0`i0i2\Sl.oria\Constructi.on Dr.a?r.ings\S4;i?i1DEfi'CUA.11i!
Title... Project Bate: '71:1,012006
Project Engineer: Jeremy ];'inch, PE
Project Title: Briar Chapel
Project Coininent.s:
REQUESTED POND WS ELEVATIONS:
Min. Elev. 410.00 ft
Increment = .20 ft
Max. Elev.= 916.00 ft
OUTLET CONNECTIVITY
- > Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStr,eam to UpStream)
<------> Forward and Reverse Both Allowed
Structure No. Out.f:a1.1_ f", 1, ft 132, ft
------------- --------- ----------
Orifice-C.ircul.a.r. OR - > TW 410.000 416.000
11eir.-Rectangular WR - > TW 413.600 416.000
TW 13ETUP, DS Channel.
S/N: 621-10120'70C3 Tho John R. McAdam-.; Company
PondPack Vcr, 8.0058 'l'ime: 1:46 PM Date: 10/10/2008
v

Type.... Compos.i.te Rating Curve
Name.... WQ1?1.(MP)
Page 1.07
Pi,le.... X:\Projects\NtW\NEW-0509?\St:orm\Construct.i.on Uracaings\SS;MEI]}_s'S:€:GN.tPW
Ti t1.(I 1?roject Bate: 7/1-0/2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
GAS Elev, Total. Q Notes
----------------- ________ Converge
E..lev. Q I'W Elev Error
ft cfs ft +/--ft Contributing Structures
-------- ------- -- ---------------------------
410.OC .00 Free outfall None contributing
410.20 .06 Free Outfal.7. OR
410.40 .12 Free Outfall OR
410.60 .16 Free Outfall OR
410.80 .19 Free Outfall OR
411.00 .22 Free Outf:all. OR
91.1.20 .24 Free Outfall OR
411.40 .2.7 Free Out.f:all OR
43.1.60 .29 Free Outfall OR
4].:1..80 .31 Free Outfa]_1 OR
917...00 .32 Free outfall. OR
412.20 .34 Free Outfall. OR
41.2.40 .36 Free Outfall OR
41.2.60 .37 3'r.ee Outfall. OR
,11.2.80 .39 }:'zee Out'.fa11 OR
4:13.00 .40 Free Outfa11 OR
413.20 .4:1. Free outfall OR
413.90 .43 Free Outfa.l.1. OR
913.60 .44 Free 01) t'.fa1.1 OR ?WJ
413.80 13.86 Free Out-faII OR EWR
41.4.00 38.35 Free outfa ll. OR +WR
114.20 70.02 }:='ree 0ut.Ca11 OR FWR
41.4.40 107.47 ree 0 utfa1. OR +im
41-9.60 1.49.90 Free 0 u t f a I I OR it9R
414.80 1.96.'79 Free Out;fal.l OR I-wR
415.00 247. 60 rree Qutfall OR +wR
415.20 302_.1.7 Free Outf:all OR +WR
415 360.1`1 Free Outfall OR +WR
415.60 421. Free Outfall OR 1-i9R
415 .80 485.72 Free Out ifall, OR + W R
41.6.00 552.93 tPr.ee OUtfal- I OR IWIR
SIN: 621'101207CC3 The John R. McAdams Company
I?ondPach Ver. 8.0058 Time: 1:46 PM page: '10/:10/2008

t+al
:.I
a f�: r.,
e X Pro] nc� S NEW REVV ()'7
f C P M C A I -C: : 11 � A 1', 10 N7 'TO L E A N C F, S
Target Converqence AGO CA I/.
Max. 35 ',-cops
WPM Time Map 1. 30 mi n
outpPt 'Pilne Step 1.00
LCPM Ehiding Time k2 00, 00 i
MAS11'ER WE";YORK SUMMARN
SCS Unit. Hydrograph -Method
( "'NOCIC—OUtfell.; i-r)odc—Diversion; I
(2ru" ING Trumatwn; Hlaak=Nane; L---.I,ef'-; R=RL; Lk ;,ofL&RI,-�)
S/H W ;UnCAT:?, The .ohn _�<. ticAdllns
MidFack yet 8 - WhE m o
Max
Man WSEL
Return
HYG Val
Qpeak
Qpcak
Node ID
414 66
Type
AvonL
CM ft T"n
min
We
OUT
POKD
.. ...
1
... ...
:34071
1423.00
.43
O�_T
POND
100
37790b
72C.00
163.32
OUT
POND
10
186608
724 AD
6"97
WQK
MIT
POND
25
26C317
722.00
110,00
S/H W ;UnCAT:?, The .ohn _�<. ticAdllns
MidFack yet 8 - WhE m o
Max
Man WSEL
Ishnid Storage
A
CU, A
414 66
1 1C25 9
4 2 C 111
97370
41
:036A

BRiAR CHAPFA- (P�Q I �j P C-) 0 L)
NEW -05042
==> Stage -Slorage Funedon
i 01, 1 '312,008
b
Z(,):
oil
t'o
r" se
4MOO
0
0.000
410.20
2955
O�068
410.40
6556
O� 151
. ... ..... ... -.1 ........... ..
41 o.60
1045(1
0.240
410,80
14546
-- ----- ------------ ----- -- .... .
0334
. .. ... .... .. . .. ....
. ..
411,00
18
.432 1
,111.20
231,96
0,532
.. .... . ........
411.40
. . .... . .........
27692
.. . .
1 0,635
411.60
...
32276
. ..... ....
0.741
-- . . ........... .
411.80
-------- . .........
36957
. .....
-6��848
412.00
111716
0.958
fliN ..........
46Y . .......
I ... . . ... .... . ....... . .. .....
1069
...... . . . . ...... ................
.... ......
.......... . . ......
.... .. ... .. .
412,40
51446
11 1,181
-419.60
56405
1 1,295
412.80
6 1,192
1 �-i 10
4113 � 00
66493
1,526
. ........
�15
. .... . ......
1,644
i -,. 40
. .. . ... ....................... .. ..
... ..
'i
.... 775
......
........ . . 1...763 . ...... . .. . ..........
- . ......
---- ---
K001
1,882
0
0. 000
..413:60
41'3,"8'o
S, "72 6' 0
2,003
525�
—225 � I
2A25
10561
U242
41.,1:.20
...... ... . .. ...
97902
2�24,q
-------
15902
r - ------
0.365
4 14A 0
-T
10 2 k
2 7 1 . .........
2 1 2 8 1
. . . ..
0. 489
. . ... .............. . -
TI 6-0
J-0- 8-69-8
O�613
,1 0
Nt
—021
32W
415,00
119 7,f5--
3 63
7�
0:�67f
. .... . ..... . . .
415�20
.. ... ..
125153
. . ... ... . ... ..
2,873
. .....
43152
. ..... ........ . ............ ... .. ....
1 0,991
415,40
130704
3,001
8
I
3 6 81
_L22_
428-4
46
415.80
141896
1�57
59
..... . .. . ......... . ..... . . .....
416,00 1
... . ..... ..
147536
3387
0'5­5­3�,
L'50-4
i 01, 1 '312,008

•k -k -k N

h- r- ..
4 . . . . . . _ .. . . ..... _ .. ..
J.0 Iw
BR,f,'�'kR Cl 1APF1. y J. F
'N 11"'Y'V-0 50-12 i 011 i 01", W) e"
Stage-Storne-I Function
Projcd Nome.
Briar Ch-apel
Designed lty�
J� Finchl PE
Job Number,.
NEW -05042
Date-
� 0/ 10/1,1008
Contour Contour Contour
Contour �Iage Area Area Volume
(Ifeet) (fcet) (SF) (SF) (CF)
4 1 .5,
5994 11987
ccurnulated f,,sti rnated
Contour Stage
Volume wl �-S Yxn
storage vs. Stage
3
-1 A2
tz 20000 R' - 0,9,S-91 -e Ir
-I o0oo
500.)
..... ..... ... ..... . . . .. ... . .. ....... ... .................... .... - --- — ---------
-D 1) 1 0 20 30 4. 0 C C. &0 7.0
Stage (feet)
- - - -::: !2 1� 4 2. 3.
K;S
b
3:
o
�;6
13906
m

BRIAR C1 3APET,
NEM-05042
BRIAR CHAPEL - WO POND #1 DESIGN
I, 1+ OREB AY ''~'O1(1* C: tl O C: K
Pei' NCD).`NR °Stoinwalo-Best Management practices ", the lbrebay volunie should equal about 20% of the total
basin volune.
A. Water Quality Pond -Below Normal Pool Volume
Voluno 76604ItI
B. Forebay Volume
Volulllc = 2632-5 it'
I+orebay = 34%
1. SURFACE AREA CHECK
Inipervious Area = S? acres
Draina-a Area = ??'? acres
% Impervious:- 43.6%
Dotal Below N11 Volunlc 76004 of
Surface Area 19068 s4
Average Depth = 4.62 it
==? From the NO)ENR StormNvater 13MP I landbook (4/99), the raquired SA/MA ratio for 85%'I ;SS Removal
in the Piedmont is as follows:
1.(? 4.02 5.()
Lover Boundary =? 1O,{i 1..13 1.25
Site % llllperviolls ='> 43.6 1.54 I'.54 1.34
Upper Boundary -> ?C) (.3 1 ,7? l ..t(?
Alva Required = 14854 sq'11.

Area Provided = 19068 sc. it. YE S
J. FINCIL 1113
4/16/2010
BRIM, �CJIAPL"i, WQPond--jVI
N E -W-0 5 04 2
V RUNOFF VOLUME CALCU'LATION SHEET
Project Namet Briar Chap�l
Chocked by� J, Finch, PE
Job Number, N -EW -05042
Date: 10/10!2008
...... . ........ . ..... ..... ......... . . . .. — .. . ............ .... . ....... ... . .. .... ... .... ..
Average Increments] ACCLffoulatcd Estimated
Contour CCRtOLIr Contour Contoul. Stage
Contour S tage Area Area V 0 1 u Me Volume W/ S -S Frol
(hect) (feet) (SF) (SF) (CF) �CFI (feet)
. ...... . ......... . ..... . . .... . ..... ......... ..... . ... ....
. . .. . .. . . . .......... ...........
Storage vs. Stage
----------
M0000
x
120000
3000
-------------- . . . .......... .....
. . .......... . .. ..
0 .0 �'O 2.0 3,0 4.0 5,0 6 'o �o
sta go f 0 e It
-=, 880 1 1
b = 1.1498
. ... . . ......... ....... . ..... .
Calculation ol'Runeff Volume re uired for Stora e
']'he runofflo the water quality pond to;. the I "storm runuff requiremcnt, is calculate(.[ by siml-dy naultiplying lbe Iwal
wate�shed area draining to the water (Ituflity pond times tile ru-noff depth.
Tood Drainage Area o)V/Q Pond -4-- 22.',(t acres
Runofl'Dvpto I inches
80586 Z7—f,
ThiS RMOUnt Of MoOffnlust be sUxed in the 00nd above normal pool cleval--ion,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphvn� the invert eiid oirwhich is set at pcmianeni pool elevation.
J� P111,111. DE

BRIAR CIIAPp;I, WQPond#l. J. FINCH, Pk
NEV-05042 10/10/2008
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 icet
Storage provided at permanent pool depth = 0 Cl" (calculated)
't'otal storage required for normal } storage pool = 80586 CF
Stage (above invert) associated with this storage = 3.55 feet
'T'herefore, depth required above normal pool for storm storage 155 feet
42.55 inches
Set crest of principal spillway at stage ? 3.55 feel
and EL = 413.55 feet
17-j7 incipal spillway crest, storm pool storage provided 80693 CI'
B R I A K (-'I 1API"L, A
�AvQftii -J� C
NE'kh'-05042 10/1�3)!201',il,
Inverted Si limp Design Mittel:
Dravidow-ri Tinle llrl
By conipat-ison, if CalCLL'ated by [tie overage, head over tile oritice (asSUloilla
average head is half tile total deptIO, the result would lu-e:
Average driving head Oil orifice - 1
Ori tie,-; Composite loss Goeffic ient --- 0,600
Cross-sectional are,-- of 2" orifice 0"049 sf
0,' )093 efs
Dtawdown'flinc = Vcluri-ie /Flovirate / 86400 (sec/day)
Use 1 -'3"' Diarneter PVC Inverted Siphon to dravolown the accumulated
volume fivini the 1.0" slol-in ranoff, willi a rcquired Onle of about 2.84 days.
D orifice
inell
orifices
Ki
31 � 0:
Is
L Id 9 X
Cd siphon ---
OM
Normal Pool Elevation
P1,00 feet
Volume @ Nortnal Pool
0 Cf
Orifice Itivell
J
I 10 � 0") feet
WSFL yP, 1 " Runoff Voluirie
13.'5147 feet
WSFJ
Vol. Stored Siplion Flow
Avg, Flow Iner, Vol,
lncr� Time
(feet)
(CO --- (ers)
--�7069
-(cf)
(see
.5
34 OA37
""I
I .!.' 1 "1
7272 0 0 - I
OA 2
7 9 72Z
18683
L-D-)�
64860 0,396
O.AO6
7860
193 52
f 12". -6
.5 7 1 '2 3 "Y ?,-i
0 � �3 8 5
'17737
/2 0 12 3
41,
)�-201 0. 315 0
0,362
'7
1603,
2
120671 D"-
L.1 �131
"'163 �i
2,2113
M '0
7,
jl-)C-�!
�i J0,
7/ b 9 2 0 "1) 07
0
2, 5 1 7 0
701'33�
4 9
68591
2'1
14 260; 011,
0,212
�'l
65 1 "
i JS
"1 0
0 � 1066
6; 91 i
372,54
Dravidow-ri Tinle llrl
By conipat-ison, if CalCLL'ated by [tie overage, head over tile oritice (asSUloilla
average head is half tile total deptIO, the result would lu-e:
Average driving head Oil orifice - 1
Ori tie,-; Composite loss Goeffic ient --- 0,600
Cross-sectional are,-- of 2" orifice 0"049 sf
0,' )093 efs
Dtawdown'flinc = Vcluri-ie /Flovirate / 86400 (sec/day)
Use 1 -'3"' Diarneter PVC Inverted Siphon to dravolown the accumulated
volume fivini the 1.0" slol-in ranoff, willi a rcquired Onle of about 2.84 days.

BRIAR CHAPEL SWMF #1 _ 15" RCP Drawdown Pipe
NEW-05042
Iltl°CGS) Collar Design Sheef
'Phis sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements ==>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
IN. FINCH, PE
11/16/2006
Anti Seep Collar Design ==>
SWM1= i#
Blow Length Mill. Cale'd # Max. ? fi of [1se
Poled along; barrel Projection of collars Spacing i collars to Spacing Spacing
11) (feet) (feet) required (feet) rise feet) OK?
1 - 15" RCP 21.0 1.60 0.98 22.4 7.00 1115 YES
Note : lf•spacing to use is greater than the maximum q)acing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all herms/dams
asnless an approved drainage diaphragm is present at the downstream end of•the harr•el.
BRIAR CHAPEL SWMF #1 ,„ 15" RCP J.V. FINCH, PE
NI-W-05042 11/16/2006
Anti-See Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design 1?equiremetits =_>
Anti-seep collars shall increase the flow path along; the barrel by 15%.
Anti-seep collars shall be spaced a maximmil of 14X the minimum collar projection
or 25 feet, whichever is less.
Atari-Seejr Collar Design =_>
SWMF #.
Flow Length Mite. Calc'd # Max. of L?se
Pond along barrel Projection of collars Spacing collars to Spnei ig; ; Spacing
ID (feet) (feet) required (feet} tsf (f ef) OK?
I -- 15" RCP 46.0 1.75 1.97 24.5 ..00 ' 15,33333 YES
Note: Ifspacing to use is greater than the nmxinxurr sparing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diophrogm is present at the downstream end of the barrel.
31

13R1AR CIIAI'1:i1., WQP11I-LMI:,RGI NCYDI'
NIW-05042
NRCD Laud Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire 1ength of the pipe.
flow Q in efs : 3 flow depth (li) = 0.67
slope S in %: 0.50% Outlet velocity (fps) 8.594
pipe diameter D i? in.: 8
Manning atuanher n : 0.014
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 0.67
Outlet velocity (figs) 8.59
Apron length (ft) X1.00
AVG DIAM STONE ` HICKNI SS
(inches) CLASS (inches)
3 A 9
77 6 B 22 CC
13 13 or 1 22
23 2 27
CALCULATION:
Minimum ]'W Conditions: W = Do + La
1.25'+ 4'
= 5.25 ft
J. hlNCl-I, PE
10/2/07
CONCLUSION:
USE NCDOT CLASS `B' RIP RAP
4'Lx6'Wx2211 THK
WATER Q A L.T N # FINAL DESIGN
CALCULATIONS
BRIAR CHAPEL, PHASE 4
N13W-05042
(N
d'
LV
N
_T
d
RD
r«
Q
m
M
Q
A-
h
Q
D
N
n'
WATER,QUALITY POND N2 CONSTRUCTION SPECIFICATIONS
GENERAL. NOTES BERM SOIL AND COMPACTION SPECIFICATIONS
I, NDOR TO CONSTRUCTION. THE ON-SEC GCOIECINIIGL ENGINEER SHALL VEIN THE L ALL rILL WYERW$ RO BE USED FOR THE DAM EUOANUIC&TS STHLL OE
SUITABILITY OF T4C PROPOSED OORROW AREA / FRL FOR USE IN THE IAA TAKEN FROU BORROW AREAS MPROWD RY THE ON-SITE 6EOIECHNICAL
LwnARx4EHIS / RLY TRENCH. CnCwEER. THE FILL MAIEnAL $Iµ( OE FLEE FROM ROOTS, STUMPS, AMD.
STONES GREATER TIM 5". RIO FROZEN OR OTHER OBJECTIONABLE
2. 111E ON-SITE CCOTECANIGL HICWCCR SEAL INSPECT TE KEY TRENCH EXCAVATION
PRIOR TO PACLMEof W AiY DACKFILL WITHIN THE KEY III IF DIE CcwTwToR
COI5FRUGES AND CMIM UP THE KLY FRENCH PRIOR TO INSPECTION, THEN 111E KEY WTERW., THE FOLLOWING SOLL EARLS ME SUITABLE FOR USE AS FILL
N1111'H THE DAM EMBARKMENT AND KEY TRIHCII: ML AND CL.
TIP,ICH SvALL BE UN'COvERED AND TESTED AT THE COxIPACTOR'S EXPENSE, 7. FILL PLACEMENT SILAL NOT EXCEED A WSIVUM 0' UFT, EACH LIFT
3. INE CONIWGTOR $:ME REFER TO SIZE IANOSCARE P1µ FOR DIE PERWWEol
E
PIACE OEMENT OF FILL CO FILFOFORTIHE SHE BEAU ENTIRE SECTION. ION. AµlL OFN15unEMRAAELT lE MA ueG BEFORE
VLETERW
IIC Pkl/SCItf1NILE. THE PERMANENT SLGCTA7IDN FOR THE PROPOSED 541E OE REMOVED µ0 THE SURFACE PROPERLY PREPARED FOR FILL
EM=
fMEH,MNKMEHF SIWL 8E TALL FESCUE. PLEASE NOTE DW NO IREES/SIRUBS OF PAT PLACEMENT.
TYPE MAY BE PWIIEO GAY THE PROPOSED CAM EMBANKMENT (FILL MPS).
1 S
EMBANKMENTS / KEY TRENCH
FILL SO:LS USED IN M
4
. IF THE WATER OURITY POND IS 10 9E USED A
I ER
' T
TO
T
CONSTRUCTION SHALL BE COMPACTED TED IEO TO AC f 95% Of DE srR10AR0
MALE
T ART
CONSRRUCDONON, DIE IE CONTRACTOR SIDLE RIOT CONSTRUCT THE PRESSOR SSOROR EMTIlEIi BERMS PROCTOR uAXWUM CRY DENSITY (ASTM-695) TE FILL SO$ SHALL BE
Sl10'AN 014 INS PINT UNTIL APPROVAL TO REMOVE THE SERMEINf wIn w DI COMPACTED AT A MOISTURE CONTENT MAIN -1 b A3 PERCENT O ITS
CRA.NTCD M THE EROSION CONTROL INSPECTOR. OPTIMUM UOSTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY

5. IF IIIF. WATER OLIAIIY POND IS TO BE USED AS A SECKWENT BASIN CUL IG HIE OR_ SITE GEOTECHNIC/.L CKGINEER DURING CONSTRUCTION TO vzmH
THAT THE PROPER COUPALTION LLVEI HAS WECII REACHED. HIE THE
CONSTRUCTION, THE AREA SFHAIL BE CLEARED OUT (I.E. SEDIMENT, TRASH, ETC) Ma SIT A BE COMPACTED USING A SIHEPSFOOT TYPE COMPACTOR. IN ORDER
AEVCGETATED (IF NECESSARY) PRIOR TO USE AS A STOAUWATER MANAGEMENT FACILITY, TO PREVENT DAVADE TO THE PIPE, Ito COMPACTION EQUIPMENT SFAU.
DIE TRASH AID SMVIENI SHOULD BE USPOSED OF PROPERLY (I.E. - LANDFILL), CROSS A PIPE UNTIL MINIMUM COVR 5 ESIASTISIEO ALOIIG 1110 P.M.
6. THE SYWCYURAL OESCN POP THE AETAN'AP? WALL AAACEIII TO TIIC POND FACILITY A A KEY TRENCH 5141E DE PAGNOEO OCIIGDI ALL FILE AREAS OF TINE
HiNG
51WE BE OEhCNfD DY OTHERS. PRIOR T ORDERING OR I.YSTALUIIOk ANV f4ElA A
111E TACTIC II SMALL EXTEND A MINIMUM OF 5 FT OELOW EXISTING
o
WALLS. T6 CONTRACTOR SIWL PROVIDE INE ENGINEER wIm SIIOP OPAWNCS, SfiN.CD D
GR
GRADE AND SE1ALL IuVE A MINIMUM 1'OHOLI X10111 M 5 FEET. THE MY
BY A P. E. RECSTEREO A NORTH CAROLIrq FOR APPROVAL. PLEASE NOTE Tar TIE 7RFNCH SIOE%QI SNARL BE A MINIMUM OF 1:1 (H4), 111E NEY TRENCH
STLTC. rURAL ENGINEER SFVNL ALSO PROVIDE (WIEnE NECESSARY) A SAFETY FEHCE 9+AL DE COUPI TO THE SAVE SPECIFICATION LISTED IN NEAP 3 ADONp
ALONG THE TOP O ME REIMNWG WALLS DURING TIIE COSIGN PROCESS. S UPON REQUEST, TIIE CONTRACTOR SNAIL PAOYAE TEE ENGINEER WITH
7, ALL RETAINING WALL ALIGNLEMS SHONE ON THESE PLANS DEPCES THE LOCATION OF REPORTS TO WITTY THAT THE RAM EMBANKMENT MEETS THE SPECIFIED
DIL FRONT FACE OF THE HLIANING WALLS AT THE BOTTOM.. COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL RE NEEDED OINNIIC
DIE AS-WILT CERTIFICATION PROCESS FOR PITS STORUWATER FACILITY,
0. RETAINING WI ARE TO BE CE$HCN-BUILD PROULCT(S) BY THE CONTRACTOR. it TIHLREFDRL If IS TIIE CONNRACtOR'S RESPONSIDLIrY TO ENSURE
SHA.L. BE THE COIHRRACTOR'S RESPONSIBILITY TO OBrAN FINAL CQSTWcrotl DRAWA'GS COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSIRIICFgN,
UONAL ENGINEER 040 MIT ALL RE01%AFD PERMITS
FROM A RE
PRO'ESESS
F
ICT0
A'CCfS Y TOO THE CO
Or F me ME fdTANBNG LS.
FOR SPILLWAY PIPE SUBGRADE SUPPORT AND
2. RETKNPC WALLS SHALL OE A,SLMLD TO BE BACIOHLED AM 01 BORROW
MATCHPL OR PROCESSEO FILL UNLESS COJVRACTO4 CAN PROADE DINNER WIF BEDDING SPECLFTCATIONS
GONFlRMANOI FROM THE GWICCHMCAI. ENGINEER MID THE REMAND WALL DESIGNER
THAT READILY AMIABLE UN-Wt SQ'LS CAN BE USED. 1. FILL HE THE AREA OF THE SNILWAY PPE AND ADJACENT AREAS SHOULD
DE BROUGHT UP 10 A POINT OF 2' 10 3' OR MORE A13I THE TOP
10, THE TOP AND BOTTOM OF WAEL CLCvATIONS SHOWN M THESE PIAANS {OENTFY ELEVATION OF THE PIES W ADVANCE OF SPRLIYAY CONSTRUCTION SO NEAT
FINISHED GRADE ELCVADONS ONLY, TAE EXTENT THAT THE RETMNINC WALL NSA OE THE SPILLWAY PIPES CAN BE INSrµ[EO IN A TRENCH CONR1pH. ORCE
CXTEMOEO BELOW GRACE TO THE FOOTING SHALL BE IDENTIFIED ON THE RETAINING W&L THE FILL IS BROUMxr UP TO ABOVE THE Tor OF PIPES, TIIE PIPE
CONSrRUCTON OPAYAKGS. TRENCHER SHOULD TEN BE EXCAVATED F'OR INSTALLATION OF THE PIPES,
I1. Ail AElAFORCED COYLRfIE FURCD ENO SECDOK INLETS INTO THE POND SH UL BE 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG TIIE NINE AIONurNT,
V7IRTEAM! N1R1 A ,5000 W CONCRETE PAD. SEE DEr7RS SHEET PO-20. GROUNDNATCR CONTROL WILL RE NECESSARY, PIS COUID RNOLAE
PUMPING (OR SIREA.u DKRSION, ETC.) DEPENDING ON DIE TOPOGRAPHY.
CONSTRUCTION PREPARATION SAfff TO
w,v eCTWAE USE OF LEAN CONCRIETE D cKIRTI FLONAOLE IIrt$ ETCL TO
I, PRIOR SO PLACEMENT OF ME NEW FILL. TE AREAS ON WITCH Flu 6 SO BE

PLACED SHALE BE CL' C11 AN'O STILMEO OF TOPSOIL. iRCES, ROOTS. VEGETATION, ESTABLISH SOBGRADE CONDITIONS SUTABLE FOR Ml- TYPE DACKFRL
PLACEMENT.
MID OTHER OBMECINOWLE MADERAL. TIE AREAS ON WIWI' ILL S TO BE PACED 3, FIRM TO NISTALUFIDN, SUDGRADE CONO11045 µOIG THE SPILLWAY
SHALL OE SCAAdILD, PIPE SHOULD BE EVALUATED BY DIE ON-SIZE GODIEA41CAL ENGINEER 10

2. MN REMOVED TOPS01 SHALL Or STOCKPILED FOR USE IN SHARING (SEEDING) ON ASSESS MIEPICA SUITABLE DARING CONDITONS EXIST AT THE SUBGRAOE
LEVEL SHOULD SUFI OR OTHERATSE UNSUITABLE CONC41IONS BE
TIE PAM EMBAREVEIIIS ONCE FC,A GRADES (AS SHORN ON THE CILAD.NG PUN) Iuv< EHCOUNTERED ALONG TSE PIPE "NMENIS, THESE MATERIALS SHOULD BE
PEEN ESTABU5HED WITH COMPACTED FILL. UNDERCUT AS (ERECTED Br TIIE CEOTECHNICAL ENGINEER. DIE UROERCUI
MATERIALS SHALL BE REPLACED WITH ADEQUATE Lx COMPACreo STRuCTVW1
3. THE CONTRACTOR S14LL FMTIME. HISSALIT, OPERATE, AND MAINTAIN NT PUMPING FILL. LEAN CONCRETE OR FLO'NASLE FILL AS ORECIED By THE ON-NTE
EOUIPuI ETC. NEEDED PER GEuoAAI or WATER FROM VARIOUS PARTS OF THE 0EO1ECk NCµ ENBINEER.
STORIJI POUR SITE. IT IS ANDLNAFrD THAT PUMNNG WILL OE HECESSA4V IN DIE
EIGWATION AREAS (ILL - KEY TRENCH). "PAC PLACEMENT Or FILL WITHIN THE KEY 4, IN ORDER TO VEEP PRDTECT THE SPA $MBGRADE FROM OETCR'A7RADON
TRENCH (OR OIHCR ARCA5 AS NECESSARY), TE CONTRACTOR S4EL kEEP THE WATER (OUE TO LXPCSUW.., MN,TALL, SEEPAGE, AND RUNOFF) BEFORE DIE CHAMC
LEVEL Of LOW THE BOTTOM Of SIZE ENGW,TON. THE MANNER W NATION IHC WATER IS CW4 BE POURED, IT IS STRONGLY RECOWENOEO THAT A 3' TO 4' THAN
REMOVED SoULL BE SUCH THAT THE EXCAVATOR 00170M ANT 40ESLOPES ARE CONCRETE uU0 MAY HE POURED OVER P HE SUDGRADE ONCE M IS
STABLE. MBROVEO BY TE ON-SHE OEOTEQHRICAL ENGINEER, THE MUD VAT W,0.
ALSO PROVIDE DEARKG FOR THE BLOCKS THAT TEUPORARILY SUPPORT TIIE
SPTFmAV PPE UNTIL DIE CRADLE CAN RE POURED. THE METHOD Or
OC7I9I T 51RlLCT17I2E MA1ELifAL SPECLL ICATION5 SUPER) T
1k sH0 lO At
R0TRACUT
uo
m
H
USOC
YIF
J
I
M
HEE
R UCAaA
E
C
F
O
RU
O PAAf
I, THE 42' POP OUTLET DAHAEL SI1AL BE CLASS LI RCP, u00;F1EO BELL AND SPTDT, 5. FILL MATMAL ABNCEFT TO DE 42'0 O-RWC OUTLET BARRELS SHALE
MEEIONG THE REDURCMEIOS O' AST. 076-IArrEr, THE WE SINAI $WV` CORI MEET DIE SPEOMCATIONS LISTED IH ITEMS I DMOUGH 3 IN TINE SECnOR
O-RIIG RUBBER GASKET JURTS UEETY6 ASSN C-443-UTrST. TUC PIPE JONES $HALL iHLfO 'OCREI $OL & COMPACTION SPECmTG7lON5.' OE CONTRACTOR 9W.1
OL TYPE R-4. PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS ALONG RIE PIPES TO
2. THE STRLGTLW?L DESIGN FOR TIE 6`16' (INIERUL IXMEISONSS RISER W% WITH
EKTENDED mASE SIULL BC BY OTHERS. PRIOR 10 ORDERING THE IRVCNRES, 111E ENwn[SURE FAT PROPERLY ALL COMPACTED SPACES TED M UNDER AlEB01. AND ADJACENT DO DIE RPE$ ARE FRI.CO
CONTRACTOR SIWL PROV,DE DIE ENCWEER WNI SHOP PRAWNCS, SEALED BY A P.E. TFSTIDLG OF TILE EMBANFQAENI'
AEOISFERED IN NORTH PAROINA FOR REVIEW,
3. TIE RISCR DO% OUTLET STRUCTURE SHALL RE PROVIDED WAR STEPS 16' DN CENTER. IS IESDNG OF DIE NEW FILL MATERIALS SHALL W PERFORMED TO W 'FY
STEPS SHALL BE PROAAOEO EN HN INNER WALL OF DIE AMER BOX. STEPS MULL At I14 ANL TIIE AECOUIVENDCC LEVEL OF COMPACTION IS ACICVVEO OURINC
CONSiRUCr1ON. nHEREPOWE
ONE DENSITY IEsr SIWL SE PERFORMED FOR
ACCORDANCE WITH NCOOT STD. MOM. PLEASE REFER TO SPELT PD-26 FOR IOCATIOV
Or THE RISER SYCPS. ,
MAY 2,500 SOUARE FEET OF MG FOR EVER( UST OF FILL.
4. TIE 10'Ex10W139' THICK CONCRETE AMR-iID1ADON BLOCK FOR WhiER QUALITY PDNO 7. TESTING WI HE REOU'RCD ALONG THE 42' 0-FZOR, OuTEI BARREL AT
'
E2 SHALL BE PRECAST AS TIE E]TENOW RASE OF THE AMER BOX OVMNG FABRICATML

THE PRECAST BASE SHALL OE INCLUDED M PART Or DIE SIDP OMWIHGS THAT WILL HE i6E.L
FRI . ELi OF ONE TEST PER 25 U
OF PPi PER YERTGI FOOT OF
SLAMMED TO THE ENGINEER FOR RENEW (SEE REM 2 ABOVE),
STATEMEN r OF RMPONSIBLLS '
5. EACH AMER BO% JOINT DESIGN SWdI CO FORM TO ASN C-470, THE JONPS SFKL IUtt SIWL BE
UN
NIEHVG{
hNO INSPECTIONS
ONS
I iltl5 fILC
ALL
AC
5PECTCf
WAEO QUIRED
OF OFVIC
SH
BE SELLER USING WTa R3pAp1 SEALANT CORTORU'ND TO ASTM-890, THE CONTRACTOR IR,I
61
THE
RE
IY Di
OWNERS P
TI
EXECUTED OKIIATION
NIO
DE
E
St
ILL PNV,f ..1s ON 00111 111E 111510E ONO OUTSIDE WITH NCI-SNAPIK GROUT.
Ik1NIEHUKE AGREEUEIT FOR THIS FACILITY.
6. THE PRECAST RISER BOX STRUCTURE FOR WATER DUALITY POND J2 SAME HAVE A
SIIPPINO WEHOINI OF 63,000 LOS. THE STRUCTURE WEIGHT SHALL BE TIRE SmRPPRNG
WEIGHT AND SHALL BE EETERUINED BY SUBTRACMG THE WEIGHT OF THE FACTORY
DLOCKOMTS FROM DIE GROSS STRUCTURE WIENER. TICS INFORMATION SHALL BE 9{0M1
ON THE SHOP DRAWINGS SURSLETEO TO TH£ ENGINEER FOR REI
7. PRIOR TO ORDERING, THE CONTRACTOR SWJL SUBu1r PPASN R4x SHOP oTE IICS
TO DIE ENGINEER FOR APPROVAL MVIRAC70R SIDLE EN$VRE THAT AN ACCESS HATCH
S PROVIDED WDUN THE TRASH RACK (SET RETAIL FOR ICGYMN) D T WILL ALLOW FOR
FUTURE MANERANCE ACCESS. CONIWGIOR SIDLL ALSO PROVAC A CI4W AIO LOP(
FOR SECMRWO THE ACCESS HATCH.
0. ALL POURED CONCRETE S1u11. BE MINIMUM 300E P51 (26 DAY) UNLESS OBERNISE
NOTED.
R. GCOTE%DLE FABRIC FOR TIE 42-INCH OUTLET BARREL JGNIS SHAUL BE AMOCO STYLE
455) POLYPROPYLENE A'ON-WOAH NEEDLE PuncNEO OR APPWAD ecuµ 4nnx-W05LN
FART IL)
IT. WATER QuAtay Pow EurncrNci' nRAN'IXTAT FOR THE POND SMALL BE ACHIEVED
VM AN MV PLUG YALvE. THE VALVE S4 J. BE A mall STIFLE B20 x-UtNRIC VALVE DR
APPROVED EQUAL. THIS VALAE S IN ACCORDANCE WT1 AIWA 0.604 SEC. 55. TIE
VkVC SMALL Be LOCATCO WITHIN ME R' x 6' RISER SI OCTURE, AND S ALL BE
OPERABLE FROM TOP OF STRICTURE VIA A WRDN9ECL (SEE DETAIL SHEET PO-2B).
IL THE 127 DAP OUTLET PIPE SHALL BE CAPPED ON THE UPSTRBUI END WITH A METAL
ORPCE PRASE DEC RPLATE SWLL DE I13'A16'vl/2' (GAVANIZ AND SHALL UAL[ A 3'P
GRHCE AT THE BOTTOM. PLEASE REFER TD Dun SHEET PD-2C TOR AMPONAL
INFORMATION.
IF
S
I`, ` 1 +
I+1
5
1,1
5
1
t
41?4 e
44`
7
l
A3 t
`. 1 1
1
V\ 55 I 1
l 1
4 5 Al 1 1 1
1 AL L1 51A 1 ? 1 j
1\ 1 1 L 1
1 1 1 1
I I1
I `1 I I 1 1
I 1 I I 1
A
? li I ll `I
I I I 1
I I I I
I I , 1 1 I
I I I II I V
1 I 1 I
I 4 1 II
I I 1 I
, 1 I 1
1 I I I I
I , I I
{ 1
I 1 I v
A i I
1 ?I 1
I I
7 i 1
? I I
I
I
{I1 N
III 11 YI(

{
51
l
1
1
l
Ill
J
11

GRAPHIC SCALE
n o w n w
I In,h DO fl.
FINAL DRAITING - RELEASED POR CONSTRUCTION
VA
4.}UM yy??
/-? V w N
a
?? N U Y
I--N W % I
z ?N
M?4 a z°o 00
NM d N HVI
?? W UKm
Nil IyQM
?fN
z ?aa
W abP
R rOALS5?04xH%
a! ':
SEAS
071452
,,?Hy N E\t ?..
3
H
N x
o d
? Q
Uam
m
To
I-i h K
?QR
U
0
r.'
WPN
K
W a ED
0
V/
I?
W 0
N
?U Q
IOMp
N
O ? N.V
W? B
xc. NCW-05042
nM.vAIa:NEW05042-FIN
JVF
mAm JVF
°O1ui NTS
,PNTT
IA" 10-P8-2007
(? McAIMMS
.....__._.._..__?
E
?_o
E7
BRIAR CHA1'1?1. SS FXN - WQP#2 PE
NF, W -05042 10/10/2008
Stage -Storage Function
Ks 26549
U - 1.0809
%o = 119,5
419.50 0 0.000
419.70 4662 _
0.107
419.90 9861 0.226
420.10 15285 _
0,351
420.30 20859 0.479
420.50 26549 0.609
420.70 32332 0.74
2

420.90
38194 _
_
0.877
421.10 44125 1.013
421.30 50116 1.150
421.50 56161
_ 1.289
421.70 62255 1.429 W
421.90_
- 68394
- 1.570
-
422.10 74575 1.712_._._.
422.30
422.50 80794_
87050 - 1.855
-- 1.998
422.70 93339 2.143
422.90 99661 2.288
423,10 106012 2.434
423.30 112392 2.5
80

423.50
118800 _
_
2.727
423.70 125233 2.875
423.90
_ 131691 3.023
424.10 138173 3.172
424.30 144678
_ 3.321
424.50 151205 3.471
424.70 157752 3.621
424,90 164321 3.772
425.10 170909 3,924
425,30
-- 177516 4.075
425
.50 184142 4.227
425.70 190785 4.380 _
425.90 197446 4,533
426.10 204124 _
4.686
426,25 209143 4,801
Type.... Outlet Input Data
Name .... W1.12
F?age :I.. 0 :1.
I'.l. ]. C'.. X: ?P rojeCts?N?:S"T?NLW-050d2?St:o.rm?ConStruc t.l.aIa D1:3w1. 11 CJS ASS"tMl'Dl$IGN.I?PfR
Tit] _e... Project: slate: 7/1.0/2006
Project Engineer: Jeremy Finch, P'
Project Title: Briar Chapel
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 919.50 ft
Increment - .20 ft:
Max. Elev.= 426.25 ft
OUTLET CONNECTIVITY
---> Forward 3:].asa Only (OpStream to DnStream)
<--- Reverse Flow Only WnStream to OpSt-ream)
<" -> Forward and Reverse Both Allowed
Structure No. Outfall n, ft E2, ft
Weir--?6Y points l1S _...._.> TW 424 .500 426.250
Orifice-Circular. SI ----'> TW 41.9. 500 426.250
Inlet Box R'l --..-> BA 423.600 426.750
Cu1_ver_t--Circular 13A ----> TW 41.4-000 426.250
TW SFs'TUP, DS Channel.
SIN: 621'701.20'lOC3 The, John R. INCAdams Company
PondPack Ver. 8.0058 Time: 2:26 t%ti Date: 1.0/10/2008
'Type, ... Out1C'i: rnput Data
Name.... WQ1?2
Pacge .1..02
Dracti.ngs\:;6ML'OI::;TGId.PIid
I?i.1e.... X: Oil
11 -1 t.1.e... Project Date: "1/10/2006
Project Engineer: Jeromy Finch, FE
Project Title: Briar Chape7_
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID IBS
Structure 't'ype - weir-XY Points
--------------
4 of Openings I
WEIR X-Y GROUND POINTS
X, ft El.ev, ft:
--------- ---------
.00 426.25
5.25 424.50
35.25 424.50
40.50 426.25
Lowest Elev. 424.50 it:
Weir Coeff. 3.000000
Weir Tw effcct:s (Use ad.jusl:mcnt equation}
Structure I'D = S:r
Structure 'T'ype Or. i.i:s-ce Circu:3.ar.
--------------------
4 of openings I.
Invert Elev. 419.50 ft
Diameter. .2500 ft.
orifice Coe.f:f. _ .600
S/N: 621"10120"1003 The John R. McAdams Company
Pondrack Vor. 8.0058 '1iae: 2:26 Pm Date: 10/10/2000
Type- .. Outlet Input Oat,a
Name. WQ112
cage J..03
Fi..le.... X: \Project.s\19EW\N,h,W-C5042\S t.or.m\Const.zuction Drawings\SWMFDEsIGO. P PW
Ti.i:a.e- Project, Date: 7/10/2006
Project Engineer: Jeremy Finch, PI?
Project 't'itle: Briar Chapel
Project Comments:
OUTLET STRUCl'URL INPUT DATA
Structure 11) - lu
Structure Type
- = Inlet Box
--
-------------
it of. Openings ---------------
- 1 ------
Invert )elev. 423.60 ft
Orifice Area - .6000 sq,ft
Orifice Coeff. 36.000
Weir Length - 24.00 ft
Weir Coeff. 3.000
K, Submerged - .000
K, Reverse 1.000
Kb,Barrel .000000 (per ft of ful.). f]ov)
Barrel Length _ .00 ft
Mann.i.ngs n .0000
SIN: 621.701207003 The John R. McAdams Company
PondFach Ver. 8.0058 Time: 2:26 P11 sate: 1.0/1.0/2008
`l'ype_ ... Out .let 1-npuC Data
Nance.... wd )P2
Page :I..04
I?i_J-e.... X:\Pr'ojects\NEtiJ\N1?:S3--0509?_\Stornt\Corasiructi.on 17rawi.ng5\SV7N1?DI:;5IGN.PPt1
Title ... Project Dato: "1/1,0/2006
Project 3Ingi.neer: Jeremy Li.nch, P17,
Project Title: Briar Chapel
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure, ID = RA
Structure Type
- - - - - -------- = Culvert-Circular
-------------------
No. Barrei.s = 1.
Barrel. Diameter 3.5000 ft
Upstream Invert = 414.00 ft
Dnstream Invert - 413.00 ft
tloriz. Length = 68.00 ft
Barrel. Length - 68.01 ft
Barrel. S1.0pe = .01.471_ ft/ft
OUTLET CONTROL DATA...
Nanni_ngs n .01.30
Ke - .5000
Xb -- .OO5885
Kr - .5000
114; Converq(Dnce .001.
IN1=E,T CONTROT. DA`1'A.. ,
Nquat:i.on f'or.m -- 1
Inlet Control X .0098
Inlet Control M 2.0000
In.l.et, Control c
:Inlet Control. Y 6700
T] rat io (1144/D) - 1.1.53
T2 rat .i.o (LIFT/D) 1..2.99
Slope )Factor - -.500
(.forward entrance loss)
{per ft of fU1.1 flow)
(reverse entrance loss)
L/.- ft
Use unsubmea:ged .inlet: control form 1 equ. be].Ow T1 elev.
U";o submerged inlet control. Porm 1. equ. above T2 elev.
In transition zone between unsubmer.ged and submerged inlet control.,
interpolate between flows at T1. & T2...
At T1 11ev = 91.8.04 ft ---> fl.ow =- 63.00 cf:s
At `1'2 l l.ev == 418.55 ft ---> I'i_ow 72.00 cfs
S/N; 621."70:1.2..07003 The JOlin R, McAdams Company
Pondpack Ver. 8.0058 '. iiaae: 2:26 PM Date: 101.E.01200f1
Type .... Outlet :Cnput Data
Nance.... QQ1.?2
Page 1.05
L•'i1e,.,. X:\Projects\N1[?\NEFi1W050?2\Storni\Consi.rur,ti.on Dr.aw.i.ngs\SG:h91?i)I.SI:GN.PY47
Title- Project Date: '7/10/2006
Project Engineer: Jeremy Finch, PE
Project Title: Br.i.ar. Chapel
Pro-eect Comments:
OUTLET STRUCTURE INPUT DATA
Structure 1D TO
Structure Type 'T'W SE'T'UP, DS Channel
FREI OUTFALI, CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance .01 ft:
Max. TW tolerance .01 ft
Min, libel tolerance .01 ft
Max. HW tolerance =- ,01 ft
Min. Q tolerance .1.0 cfs
Max. Q tolerance - .10 cfs
S/N: 62I.10120'70C3 The John R. MCAdcam1 3 Company
12011dPack Ve. 8.0058 Time: 2:26 PH Date: I.0/10/2000
Type.... Composi_Ce Rating Curve
Name . , . . ElQP2
page 1. 1.7
L'il_e.... X:APr.ojects\N).:6;ANEf3 05042\Stoz:nilConstrucl.ion Dracrings\S[3 L'D[:SJ:CSid.P11
T.itl.e... Project Date: 7/10/2006
Project Engine er: Jeremy Finch, PE
project Tit le, Briar Chapel
Project Commen ts:
A A A A i. COMPOSITE OU TFLOW SUMMARY A.'.."..".
WS Elov, 't'otal Q Notes
-.-_.-...-...- --m----- ----- --- Converge
Elev. Q `W E lev or
ft cfs f t i-/ ft Contributin g Structures
419.50 .00 Free Outfall (no Q: ES, SI,RI,BA)
419."70 .06 Free Outfall SI (no Q: ES, RI, BA)
419.90 .12 Free Outfall_ SI (no Q: ES,RI,BA)
420.10 .16 Free Outfall SI (no Q: ES,RI,BA)
420.30 .19 Free outfall_ S1. (no Q: ES,R.T,BA)
420.50 .22 Free Outfall. S:1 (no Q: BS,RI,BA}
420.70 .24 free Outfall SI (no Q: ES,RI,BA)
420.90 .27 Free Outfall Sl (no Q: ES,RI,BA)
42:1.10 .29 Free Outfa1.1. SI: (no Q: ES, 111, BA)
421.30 , 31 rree Outfa1.1 S1' (no Q: ES, RI, BA)
42.:1.50 .32 Free Out fa 1.1. S:i: (no Q: I'sS, R:1', RA)
421..70 .34 Free outfall SI (no Q: ES, RI, BA)
421.90 .36 Free Outfall SI (no Q: GS, RC, BA)
422.10 .3'7 Free Outfa1.1 S1: (no Q: ES,Rl.,BA)
422.30 .39 Fr ee Out fall S.T. (no Q: 1S,R1.,BA)
422.50 .40 Fa-ee outfall ST (no Q: F,S,RT,BA)
422, 70 .41 Free Outfal_l S:1 (no Q: f:S, R.I., BA)
422...90 .43 free outfall S:C (no Q: ES, RI, BA)
423, 10 .44 Free Outffall_ S1 (no Q: FS, RI, BA)
423.30 .45 Free Oil tfa1.1. 31 (no Q; ES, R1, BA)
423.50 .47 Fi.ee Outfal_l 91 (no Q: 11;5, R:I:, BA)
423,60 4'7 Free Out fa 1.1. S.I. (no Q: ES, RI If BA}
423.70 2.15 1:1 r.ee Outfa7.1_ RI,BA ( no Q: ES}
423.90 12.32 Free Outfal.1 SI, BA ( no Q: I,S)
42_4.10 25.96 Free Outfal_'I_ S1,Rl,BA ( no Q: ES)
424.30 42... 68 1,'ree Out fall. S:1:, RI, BA ( no Q: 1,S)
424 .50 62...00 Free Outfa.ll. SI,RI,BA ( no Q: ES)
424.70 91 .'76, Tree Outfall. ES, ST, RI, BA
424.90 :1.30.67 free Outfa.II ES,SI RI, BA
425.10 187.06 Free Outfa.l..l. ES, SI, RI, 13A
425, 30 213.1.3 Free Outfa.1.1_ ES, S1, RI, BA
425.50 243.06 Tree Outfa.l.l. ES, SI, RI, RA
425.70 276.63 Free Outfall ES,SI,RI,BA
425.90 313.'II Tree out fa 1.3. ES,SI,RI,BA
S/N: 62l)OI2070C3 The John R. McAdams Company
Pondl?ack ve.r. 53.00563 Time: 2:26 PH Date; 10/1.0/2008
Type . , . Composite Rating Curve
Name..,. WQP2
Page I_18
f? .l.e.... X:\Pr.ojects\NE14\NIW-050!2\Stoz°3n\Cot1SL'rLFCti0il I3rat,=i_ttg:,\SS'tii'I}F,S.d.GN.PI?SaT
Title- Project Date: '7/1.0/2006
Project Engineer: Jeremy Y ,'inch, PI,
Project Title: Briar Chapel
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS El.ev, Total Q Notes
--- ----- -------- -------- Converge
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures

426.10
354.18 -
Free Outfall -------------------------
ES,SI,R1,BA
426.25 386.72 free Outfall ES,S1,Rl,BA
S/N: 621.701.2070C3 The John R. McAdams Company
Pondi}ack Veit. 8.00513 V.111e: 2:26 1'Ii Date: 10/1.0/200£3
HMS * Summary of Results for WQP#2
Project- : NEW-05042
Start of Run 100ct08 0000
End of Run 11oct08 0000
Execution Time 100ct08 1523
Run Name : 1-Year Post
Basin Model Post-Development
Met. Model 1-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 58.725 (cfs) Date/Time of Peak Inflow 10 Oct OB 1157
Peak Outflow 0.44578 (cfs) Date/Time of Peak Outflow 10 Oct On 2400
Total Inflow 1.25 (in) Peak Storage 2.5184(ac-ft-)
Total Outflow 0.18 (in) Peak Elevation 423.22(ft)
HMS * Summary of Results for WQP42
Project : NEW-05042
Start of Run l0oct08 0000
End of Run iloct08 0000
Execution Time 100ct08 1523
Run Name : 2-Year Post
Basin Model Post-Development
Met. Model 2-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 86.087 (cfs) Date/Time of Peak Inflow 10 Oct 08 1205
Peak Outflow 2.9808 (cfs) Date/Time of Peak Outflow 10 Oct 08 1502
Total Inflow 1.71 (in) Peak Storage 2.8786(ac-ft)
Total Outflow 0.55 (in) Peak Elevation 423.70(ft)
HMS * Summary of Results for WQP#2
Project : NEW-05042
Start of Run 1ooctoB 0000
End of Run lloct08 0000
Execution Time 100ot08 1523
Run Name : 10-Yoar Post
Basin Model Post-Development
Met. Model 10-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak inflow 136.58 (ofs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 49.950 (cfs) Date/Time of Peak Outflow 10 Oct 08 1216
Total Inflow 3.22 (in) Peak Storage 3.3774(ac-ft)
Total outflow 2.04 (in) Peak Elevation 424.38(ft)
HMS * Summary of Results for WQP#2
Project : NE4r-05042
Start of Run 1000to8 0000
End of Run 11Oct08 0000
Execution Time : 10Oct08 1524
Run Name : 25-Year Post
Basin Model Post-Development
Met. Model 25-Year Storm
Control Specs I-Minute dT
Computed Results
Peak Inflow 167.15 (ofs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 110.39 (cfs) Date/Time of Peak Outflow 10 Oct 08 1210
Total Inflow 4.15 (in) Peak Storage 3.6933(ac-ft)
Total outflow 2,96 (in) Peak Elevation 424.80(ft)
HMS * Summary of Results for WQP#2
Project : NEW-05042
Start of Run 100ct08 0000
End of Run 11Oct08 0000
Execution Time 10Oat08 1524
Run Name : 100-Year Post
Basin Model Post-Development
Met, Model. 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak inflow 214,38 (c£s) pate/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 192.35 (cfs) Date/Time of Peak outflow 10 Oct 08 1207
Total Inflow 5,62 (in) Peak Storage 3.9546(aa-£t)
Total Outflow 4.42 (in) Peak Elevation 425.14(ft)
xi�
13 R �A- R 1 A P ss wQP-,.'qlooyr)
==> Stage -Storago Vivarlion
I's
K
b
zo
Vl�

,,
CAMS * Summary of Results for WQP#2
Project : NEW-05042
Start of Run : 100et08 0000
End of Run 11Octoe 0000
Execution Time 130ct08 1115
Run Name : 100-YrPost(WC)
Basin Model Post-Dev(100YrWC)
Not. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak inflow 214.38 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 197.31 (cfs) Date/Time of Peak Outflow 10 Oct 08 1206
Total Inflow 5.62 (in) Peak Storage 1.1924(ac-ft)
Total Outflow 5.60 (in) Peak Elevation 425.19(ft)
BRIAR CHANT, BELOW NWSE J. FINI CII, PE'
NEW-05042 1011012008
Stage-Storage Function
Project Name: Briar Chapel
Designees By: J. Finch, Ill,"
Job Number: N1-W-05042
Date: 10/10/2008
Average,,,»,, , Increinenial Accumulated, Esthua ed
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Vol une w/ S-S ltxn
(feet)»» m (feet) „(Sl') (SF)„? »,, (Cl;),,,,,»,,,,,, ?., (Ch) (feet) »
41.7.0 _
.
......
.............
....
...
, ,..?.., 0.0 719'
,,,,,
....
...,
. _.__..,_,_. .?»...,.? .?,......._?__
.
.
.
.
.
114,0 .
..
.
.........................., ............. _.
1.0 8934 ..........,...._....,------ .,----- -
8065 »»......._.M.---- .......»....>.
8065 ..,..,»,„.,,,.,.,„..,.„..,.,...............
8065 .........,..........,w..............M.
1.03

-116.0
3.0. 12919
_ ------- ........»..»,........... kk ......................
10927
,,,,»»...- m,--------- .. ........................................
21853
..........,.........._................. ..............._......_.. -..........
29918
............. ..
.-
...
. ...................,.................
2.85

417.5
4.5 16354
.... . ..................
14637
..............-.....-.-.............
21955
..
...........
.
..
.
...
......
...
. ...
-
, -
.
51872 .......,...........,,,..,...........
4.36
.
.

118.11
........
5.0 19863
........................
........._?
..........
.
,....... »
18109
....
.
..
.
....
.. .
..
.
.
.
>
,
.
.
9054
. ........ ,,,,,,,,,.,,,..,,,.,,,,,,.........
60927 ,,......... w..............
.
......
4.94

419.5 .
.
.
.
6.5 25110 .
.
.
.
.
22487 _.-_...,..-.-_..
.......,...
33730 .m..........
94656
6.95
900000
90000
80000
70000
U G0000
50000
ro
40000
30000
20000
10000
0
Storage vs. Stage
K,? '7761.3
b = 11.2901.
1 01' 4
0.0 1.0 2.0 3.0 4.0 5.0 G.0 7.0
Stage (feet)
BRIAR CHAPI1, FORFBAY 1 J. 1"1NCtl, I'h,'
NEW-05042 10110/2008
Stage-Storne Function
Project Name: Briar C11apd
Designed By: J. Finch, PE
Job Number: NEW-05042
Date: 10/10/2008
Average Incremental Accumulated , .» EitimatCC1..»
Contour Contour Contour Contour Stage
Col Wur Stage Area Area Volume Volume W/ S-S 1'X11
,. (feet) (Ieet) (ST') (SF)..r?, (CF),, v(CF) (feet),.....,,,
1513 .i'r
_ ....................... --...
............................ 122 77
..........
.
-
-
-
..
.

J 14.0
.................................

1.0
......................... .. .
,... ,,..
.
.
.,,
..
1696
................................ .. .,..M.. .............

1486
................................... ...w..
, ., ............,....
1486
.
........
. ............... _....... .................

1486
_..........._.,..
.................
1.01

-116.0
..
, ,,,,,, ,,,,

3.0

,,,,,,,,,
,,,,
,,,,,,,,,,,,,,

2708

,,,,,,
,,,,,,,,
,
,.

2202

...,,,,
, .
...
............................
4404
.............
.............................
5890
.........................,....,.,....
2.91
'?
=41.5 .5
4 ,
,
,
3(116 ,,,, 3,,
162 ,,,,,,,,,,,,,....... ............ 747 7 43
---- .? __......_,_?.,.,,,,?....... .... .
10633 . .. ---------- .............
4.60
Storage vs. Stage
12000
10000
800C
a
Im 6000
0
4000
2000
Ks.i470.6
b = 7.2971
2 OF11
a
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
BRIAR CHAPFIL FOREBAY 2 J. FINCH, P'
NEW-05042 10/10/2009
Storage vs Stage
9000
i 8000 I
7000 - ?- 13672
y = 953.81 x
8000 R? = 0.9987
5000
m
4000
a
3000
2000
I
1000
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
I
KS ---- 953.81
b = 1.3672
Sta e-Stora a Function
Project Name: Briar Chapel
Designed By: J. Finch, PFi
Job Number: NEW-05042
Date: 10/10/2008
Average Incremental Accumulated Estimated
Contour Contour- Contour Contour Stage
Contour Stage Area Area Volurue Volume w/ S-S hxn
,(reec) ,.Y ,..,,.....(reet) (sr) ,s.. (51) ......... <(,1.) w n. (feet)
413.D 0,0 792
t14.() 1.0 1138
m ............................... 965
.
.
.......
.
..
. 965 965 1,01

{ 16.13 .

3.0 l <7 99 .
.
.
.....
.
...................
1569 --.................. --.............

3137 ..........................................

4102 ............................
.........
2.91
417.5 4.5 2793 2396 3594 7696 4.61
1 OF 4
BRIAR CIIAPfj.. VOLUME AND SURFACE AREA CHECK J. I=INCII, PE
NI_?W-05042 10/13/2008
Pcr NClli;NR "'Stwtfzirater Best Afairagewoll Practices ", the forebay vohuue should equal about 20% of the total
basic volume.
A.. Water Quality Pond -Below Normal Pool Volume
'Volume = 94656 It'
B. )Etorebay Volume
Voluzlie = 18329 £l'
% Forebay = 19%
l CtVA l A.12.1t<,A, i'
Impervious Area i.S acres
Drainage Area - 2 r11.5 ? acres
% Iinpervious _: 48.9%
Cotal Below NP Volume 94656 of
Surface Area 25110 A'
Average I:)ept.h - 3.77 ft
==-> From the NCl3I3NR Stonuwatcr 13MP I Iazrdbook (4/99), the required SA/IAA ratio for 85% TSS Removal
in the Piedmont is as follows:
3.0 3.'77 4.0
Lower Boundary -> 40,0 1.73 1.43
Site % impervious => 48.9 2.02 1.77 1.70
Uppea• Boundary => .5o.0 2.06 1.71
Area Required = 21837 sq.11.

Area Provided = 25110 s .f.. W.'s
1O 1
. . ........ . . ............... . . .. . .. . ........... ... ........ ............... . ........... . ............ ..
Storago vs, Stage
i . .. .... ... .. .. ... . . .. . ........ .. ............. ... .... . ..... . .... ..... . ...... ......
200000
R- 9�
'04
I AX,
loclon-3
Ile
eoow
0 G 2.0 4 0 6. 0 a c
Stage (feet)
........ . . ..... . .... ..... K�; . ..... . ....... -- 7z�z P)
b L0809
L ::::Zi. I
Calculation of Rgn�����..
The ruaoffto the water quality pond for the V erorm runorr req u h einein is CalCUlated Dy siniply muftiptynig the total
kvatersheq area drairiiing in the water quality pond fims !he rUD(ufdej)ih.
"res
otal Drainage Area to WQ Pond
Runoff Depth inches
102765 Cl . . . .............
j
This amount of runoff must be itored in tire pond above normal pool elevaf ion,
aud be released in a period of Iwo (2) to five j'51 days, by an inverted PVC
it poll I c leva i ion.
n n is sel al p'�: mnlic
0/ i 0/2", 0081
WQPmd-'ft"2
.I" RUNOFF VOLUME CALCULATION
SHEET
Pmject Name:
M uu- Chapel
("backed by,
J� Finch� PE
,Job Number.
NEW -0.5042
Date:
10,11012008
... ..... .. ..
. . ...... . I ....... ....... .. . . ...... ... . ....
Average
.. .. .. . ..... ... .. .... ......
lnorem,,n-dal
Accumulated
Estimated
Content-
11
Uontour
coultilur
contour
Stage
Contour
Stage Area
Area
volul-ric
Volume
'ov" S -S, Fxn
(facc)
(fiacc) (SF)
..... ... . ... ...
(SF)
(cr)
(CF') . .. .....
(fect)
........... ... . . . . .
j 0, 0 25HO
J.
0. 5 (5 0 2 3
. ... .........
1 25567
12783
1 42783
0,51
2,5 298!i
2`7920
55840
68623
1 141
-M .',",)S'36
31827
63653
132-276
4.42
26,0
6,5
.. . ..... . .. ........... ... . .. .........
7223
. . ... . ... ... ..........
20450-
. .. . ........
6k]
.. .. ...... ....
. ... .. . . .... ... ..... ........ . ..... . ........ .
6�8 31-1 SS 2
...... .... . . .... ....... ....
38611
9653
1 214160
06
. . ........ . . ............... . . .. . .. . ........... ... ........ ............... . ........... . ............ ..
Storago vs, Stage
i . .. .... ... .. .. ... . . .. . ........ .. ............. ... .... . ..... . .... ..... . ...... ......
200000
R- 9�
'04
I AX,
loclon-3
Ile
eoow
0 G 2.0 4 0 6. 0 a c
Stage (feet)
........ . . ..... . .... ..... K�; . ..... . ....... -- 7z�z P)
b L0809
L ::::Zi. I
Calculation of Rgn�����..
The ruaoffto the water quality pond for the V erorm runorr req u h einein is CalCUlated Dy siniply muftiptynig the total
kvatersheq area drairiiing in the water quality pond fims !he rUD(ufdej)ih.
"res
otal Drainage Area to WQ Pond
Runoff Depth inches
102765 Cl . . . .............
j
This amount of runoff must be itored in tire pond above normal pool elevaf ion,
aud be released in a period of Iwo (2) to five j'51 days, by an inverted PVC
it poll I c leva i ion.
n n is sel al p'�: mnlic
0/ i 0/2", 0081

BRIAR CHAPEL WQPontl#2 J. F1 JC11, PL-'
NEW-050€2 10/10/2008
Calculation of depth required. for runoff storage pool above normal pool)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool 102765 CF
Stage (above invert) associated with this storage = 3.50 feet
't'herefore, depth required above normal pool for storm storage = 150 feet
41.97 inclies
Set crest of principal spillway at stage ? 3.50 feet
and lt, = 423.00 feet
/et principal spillway crest, storm pool storage provided ::= 102833 Cl''
CHA&F,
P! j "ji
"'M, - 0 0 � 12
luveftted Sinhon Desio-n Sheet
Q 0.3070 cf,,
Drawd own Tirne = Vol nine / F lowrate / 964 00 (sec/d ay)
Us
a I - 3" Diameter 13VC Inverted Siphon to drawdoorn [be accumulated
volume from the 1.0"stonn rurroff', wito a required time of about 3.76
J. f-TIM."ll. .1., 1'."
D orifice 3, inch
it orifices = I
Ks = 26349
Is = 1.0809
Cd siphon = 0.60
Normal Pool Elevation -419.iO lbot,
Volume @ Normal Pool 0 ef
Orifice Invert 4 � 9.50 feet
WSEL @ V Runoff Volume 42100 feet
WSEL
Val. Stared sitallon Flow Avg. Flow I filer.
Vol. fncr� '11111c
(feet
(Cf) --isf-S)
j
Q3,00
102833 0434
-.12-2.691
93074 0�4- 13 OA131
9759
'23049
" -1 -11
t., -.3 R
83' )91 0.392 0.4031
9683)
2,4052,
42 2, o 7
73 7 921 0.369 0381
�3
9599
-M 19
f
5/1286 o. ,,/I v 0.'1
'0506
26603
5,1984 0319 0,33
9402
2 8 2's
i,� 6 02 0.2 9 1 31,ol
92 8 2
3 0 11 9 7'
1
-161
36460 0.260 0.2"
9 142
-13148
7 4 8 8' 0-225 OU,13
I
J 9
0. 2 2
OJ83
A-'ZW)
10283.3 0,127 O� 1551
8449
4,�
5 '� 2
By comparison, if calculated by the average head over the orifice (assuming
avorage head iS 11�ilf thC t0tal depth), the result would bc:
a
&vera- drivingheadonorifice=
� -68Q feet
Orifice composite loss coefficient =
0.600
Cross-sectional area o1321" orifice =
0,'MG sf
Q 0.3070 cf,,
Drawd own Tirne = Vol nine / F lowrate / 964 00 (sec/d ay)
Us
a I - 3" Diameter 13VC Inverted Siphon to drawdoorn [be accumulated
volume from the 1.0"stonn rurroff', wito a required time of about 3.76
J. f-TIM."ll. .1., 1'."

BRIER CHAPEL SWMF #2 - 12" DIP J.V_ FINCH, Pr
NEW-05042 711312006
Anti-Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimu€n seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements ==>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the €ninitnum collar projection
or 25 feet, whichever is less.
Wi-Seep Collar Design ==>
SWMP 1,
Flow Length Mira. C de'd 11 Max. ?x of Use
fond along barrel Projectio€r of collars Spacing I collars to Spacing Spacing
II) (feet) (feet} required (feet} rise {feet) OK?
2 - 12" DIP 67.0 2.53 1.99 25 2, 1)t) ?'.3_i ,_+ f'ds5
Note: Ijspacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the trraxirnaon spacing allowable for the collar
design. Anti-seep collars shall be used under the structural f ll portions of all berms/darns
unless on approved drainage diaphragm is present at the doivnstrewn end of the barrel.
BRIER CREEK WATER QUALITY POND #2 J.v. FINCH, PE
NEW-05042 7/13/2006
Sguare_Riser/Barrel Anti-Flotation Calculation Sheet
Input .Data ==>
Inside Icngth of riser
Inside width of riser =
Wall thickness of riser
Base thickness of riser =
Bass; length of riser
Base width of riser
Inside height of Riser =
Concrete snit weight
OD of barrel exiting manhole v
Size of drain pipe (if present)
'T'rash Rack water displacement: =
Concrete Present in Riser Structure: =->
Total amount of Concrete:
rlrljust for openings:
6.00 feet
6.00 feet
6.00 inches
8.00 inches
7.00 feet
7.00 feet.
9.60 feet
142.0 PCF
52.50 inches
8.0 inches
79.39 CF
Base of Riser - 32.667 CF
Riser Walls 124.800 CF
Opening for barrel = 7,517 CF
Opening :far drain pipe == 0.175 CF
d U£r:: ? Products la4 mu Wi. ,.f
7'01,11 Concrete present, "tdjust(A for openings =-= 149.776 CF
Weight of concrete present. = 21268 lbs
Amount of water displaced by River Structure =->
Displacement by concrete 149.776 CF
Displacement: by open air in riser - 345.600 CF
Displacement by trash rack 79.390 CF
'T'otal water displaced by riser/barrel siruclure = 574.766 CF
Weight of water displaced = 35865 lbs
Calculate amount of'concrete to be added to riser =_>
Sntf ty factor to use = 1.15 1..,.: < t 1111?t:i:!:>
Mast acid 19977 lbs concrete for buoyancy
Concrete unit weight for use 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete 79.60 PCF
Buoyant, with safct.y factor applied = 69.22 PCF
Therefore, must add m 288.613 CF of concrete;
Standard based describul atx)vc W 32.667 CF of concrete
`I'herelbre, base design must: have 321.280 CF of concrete
1 01 `2
BRIER CREEK WATER QUALITY POND #2 J.V. FINCH, PE
NEW-05042 7/13/2006
Calculate size of base for- riser assembly =_>
1_cogtll = 10.000 fect
Widill = 10.000 feet
Thickness = 39.0 inches
concrete Present 325.000 CF OK
Check validity of base as designed ==>
Total Water Displacul = 867.099 CF
"total Concrete Present = 442.109 CF
Total Water Dislllacul - 54107 lbs
Total Concrete Present '- 62779 lbs
rlclual sflfety ffrctor = 136
Results of rdesign ==>
OK
Base length = 10.00 feet
Base width = 10.00 feet
Base Thickness = 39.00 inches
CY of concrete total in base = 12.04 CY
Concrete unit weight ill added base >=- 142 PCF
2O 2
13RIAIZ CHAITI.,
NEW-05042
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe,
flow Q in cis : 49.97 Flow depth (ft) 1.56
slope S in % : 1.47% Outlet velocity (fps) 12.052
pipe diameter D in in.: 42
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipatorr Design Results
Pipe diameter (ft) 3.5
Outlet velocity (fps) 12.05
Apron length (ft) 28,00
AVG DIAM STON1 THICKNESS
(inches) CLASS (inches)
3 A 9
Ii 22
»13 B or 1 22CC
23 2 27
CALCULATION:
Minimum TW Conditions: W Do + La
3.5' -,- 28'
31.5 Ia
I3, EIINA]"OLYA, El
8/28/07
CONCLUSION:
USE NCDOT CLASS `W RIP RAP
2$1L x 321W x 22" TH:K
ECDesign(R)2000 Channel Alialysis Report
Proiect Information Last UPdate: 10/03/2007
-ieet Nance: Briar Chapel
Descl•iWioll: NEW-05042
State: Ralr..i01 fitatr NC Units: Tintr1i'411
Notes:
Channel Desimn
Channel Name: 7 .r3?c rs7csnr,v ,Rnillw?v _ Pona a?2 L'1[its: l alcra, Desi raa life: 1200

Design Criteria Vei4etation and Soil Channel Geometry Flow/Velocity
Flow l m(s (0) V?t7cataicarT Yr ?
VeLyetation Class 1)
Soil Filled Nn Bed Sloly (11/11) 7n()
Req. Freeboard (ft) 000

Channel Length (11) 1n ON) Discharge (cf/s) 110410
)chow Duration (hrs) ?
Avg. Velocity (ills) 7 410

Channel Side Slopes Channel Bend
' Re
uired Factor 1 1 5

"11:1 V) Ono

R?? [t (11:1 V) 3 f1f)f
Bend Radius (1i) non

Qutside Bend Bottom width (IT)
fin nnr)
Channel Depth (ft) 15[}(3 q
l
of Safety
Results Avg. Flow Depth (ft)
Velocity (ft/s) Shear Stress (lbs/sgft) Pass Quantity
Lining Materials Computed Allowed 1<ac afetotly

• ComTntte[1 Allaxowe[l FSaafetyr
cto
(SY)
Left PYRAMA`l' 7 ,?m 91 600 '1000 4 540 R Rnn 1 040 Y 3(, R0
Bottom PYR AM AT 7 R70 91 60n ? 760 S 41 n R Rnn 1 trio Y 7 i ? 31
Rip-ht PYRAMAT 7 770 71 600 1 000 4 W R Ron 1 040 V ?h R0
Calculatioaa Results:
Flow Depth (ft)
Flow Area (ft)
Hydraulic Radius (ft)
)oSite 'n'
4';0 Left Wetted Perimeter (ft)
1 ? 570 Bottom Wetted Perimeter (ft)
Right Wetted Perimeter(IT)
Total Wetted Perimeter (ft)
d1 o Avg. Velocity (ft/s)
047 Avg. Discharge (cl7s)
1 ')7n
30.000
1 37n
Vi 74n
74U
11041n
WATER QUALITY N #3 FINAL DESIGN
CALCULATIONS
13R.IAR CHAPEL - PHASE 4
NEE-05042
N
N
N
r
(13
BS
C
L
Q
m
m
F^
Q
Q
N
n
f
WATER IIQ ALYTY POND N3 CONSTRUCTION SPECIFICATIONS
GENERAL NOTES BERM SOIL AND COMPACTION SPECIFICATIONS
1, PRIOR f0 CONSTRUCTION, THE ON-SITE CEOTEPHN;f y, ENGINEER SHALL VERIFY DIC 1. ALL FILL WARIALS TO PE USED FOR THE OAM CM8ASKU00 SILAL BE
SUITABILITY OF THE PROPOSED BORROW ARFA/FILL. FOR USE IN 111E EAU TAKEN EPOM BORROW AREAS APPROVED BY THE ON-SIC GEUTEOINZFI.
EM04NHMEN7/NEI TRENCH, ENGINEER THE FILL UNTERK SHALL BE FREE FROM ROOTS. STUMPS, WOOD,
StCHCS GREATER THAN 6', AND FROZEN OR OTHER OBJECTIONABLE
2, THE ON-SITE GEOIFC11111fAJ ENGINEER SHALL INSPECT 111E KEY TRENCH EKCAVATNDII MAYERUL THE FIRLLOMIG S06 TYPES ARE SUHARLE FOR USE AS FIl(
PRIOR f0 PFK1'4fllT OF ANY PICKFILL WITHIN THE KEY TRENCH. IF THE CONIP/LiOR W7O¢k THE CAM CHBANKMENL A40 KEY FRENCH: ML ANO LL
CONSTRUCTS M40 COI UP THE KEY TRENCU PRIOR TO INSPECTION, THEN IIIE KEY
TiENCN SHALL BE UNCOVERED AND TESTED AT TINE CONTRACTOR'S EXPENSE. 2. FILL PLACEMENT SIA{L KOS EXCEED A MAXIMUM B LPN. CAC11 UPT
SINLL 0E CONIINUW5 FOR RIE ENTIRE 4ENOTA OF EWRA IH. BEFORE
3. 111 E CONTRACTOR SMML REFER TO DEC LANDSCAPE PLAN FOR THE PERMANENT PLACEMENT of HLL FOR THE BERN SECTION, ALL UNSUITABLE MAT PAL.
PLANTING PlA4fSCHEgRE THE PERLWIENr VECErATION TOR THE PROPOSED SI ULL BE REMOVED ARID 111E SURFACE PROPERLY PREPARED FOR FILL
EU11NNKMENL SSULI DE TALL FESCUE. REARS NOTE THAT N0 TREES/SHRUBS OF ANY PLACEMENT.
TYPE MAY BE PLANNED ON THE PROPOSED OAM EMWIKMEIH (FILL AREAS).
0 ALL TILL SOLD USED W THE EMBANKMENT / KEY TRENCH CONSTRUCTION
4, IF SIZE WATER QUALITY POND M
BE USED AS A SCOi
615TH OfRITG Shill BE C04PACS to AT UE)k5l 95% OF
OF THE SP IRD PROCTOR
H
EI
OT
I TH
CONSTRUCTION. THE E
CONTRACTOR
O
TIE P11
EARTHEN
PENN

HB
698).. THE
M OILY DENSITY PILL SOILS
DDB) toE
UC CTIMPACTFD
N
M
VE D
R T1 O O
UNTIL L APPROVAL
N iTIS PUN
T E SEINUfNT BASIIR I
RROVAL PO O R 6MOVE 111E
BASIN
LLS BEEN t
AT A M
Ai A E CONTE CONTENT WDIB
T ACTION -I TI 113 PE8CEN
RCENE OF OPTIMUM
G
AN
GRANTED BY THE EAOSpN CONTROL NSPECrOR,
NT URCE CON CONTENT. COMPACTION TESTS SI CII PERFORMED BY IIQ
OR-S
IINA:A, ENGINEER WRING
D?1NE.
CH
YE1
TUT
IF
THE WRIER ALIM POND MU. USED AS A 9E
BASH OUTING NTH CO
HO
REA
ED. THE
TICE PHOPER ACSI
LEVEL FVS BEEN RECTOR.. NHE FILL SHOULD
E BE
VUE
ED OUT (ITE, SE
C UCHDN THE E RICA SW.L BE CLEANED
N
AND
SING
HE
PR
W
A SHEEPSFOOi
O
pHk
TYPE COMPACTOR. IN
gCOVEM
REVE0
US
IMVI
REKGEiniEO (IF NECESSARY) PRIOR TO USE AS S A A SLORLNWAIER F/21LIIV.
MANAGEMENT AGE T
THE
P
IO
N PWOT Skkr
fOU
DAMAGE ILO A H
TO THE P ANY BPE
CROSS
w
SS
THE TRASH MID SCMUCIT StOMI) BE gSP05E0 OF PROPERLY (EE. - LANDFILL). LISED
UNTIL
e Pipe,
w
UNTIL UNARM COVER IS ESTABLISHED ALONG THE INPE
6. ALL REWFORCCO CONCRETE FAMED ENO SECTION WLETS INTO THE POND SHALL BE I LA KEY TRENCH SHALE UE PR0VVrC, BENEATH ALL FULL AREAS OF THE
E
UNDERLAIN WITH A 3000 PSI CONCRETE PAD. SEE DETAILS SHEET Tro..yR, G
RM. TINE TRENCH SCULL EXTEND A UMSUUU OF 5 F7 M04 EXISTING
B
CRANE AND SHAD HAVE A MIHNUM BOLT& WSOTH OF 5 FEET. THE KEY
TRENCH SIOESEOPES SHALL DE A MNNUV4 OF 1;1 (NS). THE KEY LAENCT
/? emn?? 'i EP TINY
CONSTRUCTION PREPARATION SHALL BE COMPACTED TO THE SAME SPECIFICATION USTEO tH ITEM 3 ABOVE.
5. UPON REn EST, THE COIRRACIOR SIV{L PROHOE Y14E ENCJNESJR WITU
1, PRIOR TO PLACEMENT OF THE NEW FILL. VICE AREAS ON WI11CH PILL IS HLPORTS TO VERIFY THAT TCE CAM EMPIA'%MENE (VETS THE SP> CIPEO
TO BE PII,CCD SUAL BE CLEARED AND ST91PPEO OF 7OPS¢L TREES, COMPA_"ON REg1IREMENTS. COMPACTION REPORTS WILL BE MEEOEO WRING
ROOTS, VEGETATION, MID OTHER OILECTIONARA£ MATCEJKj THE AREAS ON T11E AS-WIT CERTIFICATION PROCESS FOR THIS STORUIIATER FAOLRY,
WNICH FILL IS TO BE PLACED SHUL BE SLARDIEO. YHfEAEFORE, IT IS 111E CONTFACTOWS RESPOYSIBIHIY 70 ERSURE
COMPACTIOTI TESTS PIPE PROPERLY PEAFORMLD DVRHI'G CONSTRUCTION.
2. ANY REMOVED 1DRSL SHALE BE SPDCKPLEO FOR USE W PWHINO
(SEE"I BN 711E OA EHBARkMENT ONCE FINAL, CMOES (AS SCIGAw 04
THE GRADING PLAN) HAVE BEEN ESTADUSHDO WITH COMPACTED FILL. SPILLWAY PIPE SUBGRADE SUPPORT AND
), THE CONTRACTOR SIUAA ruRN15H, INSTANT OPERATE, AND MAINTAIN NIY
PV4PMIG EOu!PMEN7, ETC. NECOEO FOR REMOVAL OF WATER FROM VARKFJS BEDDING SPECIFICATIONS
PARIS OF THE STOAMWATER POND SITE. IT IS ANMIPATEO THAT P VPIRC 1, TUC 14 THE AREA OF THE SPILLWAY PIKE AND ALPINCENT ALFAS SIIOUI
WILL BE NECESSARY IN THE EXCAVATION AREAS (LE. - KEY TRCNCII)• Be BROUGHT UP TO A POINT OF 7' TO S OR MORE ABOVE THE TOP
DURHNC PEACE BUILT OF FILL WITHIN TIRE KEY CRENCII (OR 01 AREAS AS ELLVAIION OF THE PIPE IN ADVANCE OF SPILLWAY CONSIRUCIIQN SO TILIT
NECESSARY. HIE COHTRACIOR SIL KEEP DIE WATER LEVEL BFLCN THE LHE SPILLWAY PPE CAN BE INSTALLED NI A SfdllGkl LONDIIIp,Y, ONCE DIE
001TOU OF IIIE I, CAVAT1011, THE uA/RER W WvcH THE WATER IS FILL IS OROLGHT UP 10 ABOVE TIE TOP OF PIPE, THE PIPE TRENCH
REMOVED STALL AE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOFES
ARE STARTLE. SHOULD THEN BE EKCAVATCB FOR RISVLLATEOR OF ME PiK.
2. E SEEPAGE OR FLOW OCCURS IN CW ALONG THE PIPE ALIGNVEHTS,
ORWNDWAIER CONTROL WALL BE NECESSARY. THIS COULD INJg,Y
PUMP
(OR
p
P
A
INC
ON TIE
1,f Y I?A? LEY,
OUTLET STRUCTURE MATERLALL SPWIFICKIONS CESSA T
TIOU
IS ST
C N ,
A 'DREC
SINGE IT S
0 WORK K IN A LO
IS
E9
WO
IH1
11

' C
TC
Of L I
. FLOWA FILL,
MAY U
POOL` RE USE G4 CONCRETE BL FNL FUOW'.V'RE' FILL, ETC. 10
1. 111E 24
RCP OUTLET BARREL SIALL BE DHSS NI RCP. 40DITE0 BELL AND SPICID,
001NG TIC. REOUIR ITRJO OF AS1M C76-U CN, THE TEPAPE ST 51711E IuVE CONS SIUO SHAA
0--RING RUOBLR G GASKESKETJOC1N5 UCE114G /TIM C-413-U1[$S, HIE PIPE JOINTS TS A ESTABUBH SIBGFWJE CONDITIONS I 0N5 SUITABLE T A6U FOR SOA TYPO UACKFILL
PU,CEUENS,
BE TWE R-4, 3. PMOR TO INSTALLATION, SUBCRADE C)HURgNS ALO%O THE SPILLWAY

2. THE ST UCIVRAL OESDN FOR HIE 4'14' (INTERNAL TMENSIQN'S) RISER DOM WTIH PIPE SHOULD BE CMLUATED M THE ON-SITE CEOIEClIN:CAI ENGINEER TO
ASSESS WHETHER SUITABLE PEARNC COAgTHONS EXIST AT THE SVBGRWE
FXIENDED BASE SHALL DE BY OHIERS, PRIOR TO URUL.TING TIE STRUCTURE, T11E LEVEL SHOULD SOFT OR QDIERmSE UNSUITABLE CONDiHONS BE
CONTRACTOR 94ML PROVIOE DIE CA'CINEER WITH SHOP DRAWINGS, SEALED BY A P.C. ENCOUNTERED ALONG THE PRPE ALIpIMEN1. THESE WTERACS SHOULD BE
REGISTERED IN NORTH CAROLINA. FOR ApFRWAy, UNDERCUT AS 01tECTED BY THE GEOTECHMPAL EIpNEER TIE UNOUICUT
MAIERUAS SHALL DL. REPLACED WITH ADEOLAATELY W1nPACTCO SIRUGIVRAL
3. TEL[ R15EN BOX OUTLET SIAUCT.Rf SIWA at PROEIOEO WTFH 5REP5 16' ON CEHNCR. FILL. LLw COH'CRSTF OR HOWADIE FILL AS DIRECTED BY THE ON.-SITE
S7EP15 SHALL BE PROVDED ON PIE ROVER WALL OF TIE RISER POx STEPS SHALL BE NI
ACCORDANCE MIN HCMOY SIO. 640.66. PLEASE REFER TO SHEET PD-30 FOR LO-ATIDr GCOECHNSAJ. ENGINEER.
OF DIE R'5ER STEPS. 4. FILL MAIERW, ALW(ENT TO THE 24.0 0-PoN'C OUTER U.0iRE1 SHALL

4. INC 0,18HVv21' THCN CONCRETE ANTI-FLOCADON BLOCK SLALL PHECAST AS IIIE UEC7 THE SPECIDCMHONS LISTED IN ITEMS I THROUCH 3 IN TIE SECTION
t, ICED 'CERU SOIL & CONPACIION SPECIFICATIONS,- THE CORTFACION SHALL
CITENDED BASIC OF THE RISER DOA DC 14G FABRICATION, IIIE PREYLIST BASE SHALL BE PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS ALONG THE PIPE TO
INCLUDED AS PART OF IIIE SHOP DPAW1NG5 TUT VLE( BE SUBMITTED TO THE EN'GIN'EER ENSURE HMT ALL SPACES UNDER AND ADLkCCNT TO THE PF£ ME FILLED
FOR APPROVAL (SEE REM 2 ABOVE). ANTI PROPERLY COMPACTED MATERIAL.
5. THE RISER BOX JOINT DES'GH SHALL CONOORM TO ASTM C-476, 711E JO ITS SILL lI{MLfLpY
TESTING OF THE E
`
RE SFOLCO NS!IG BUM RUBBER SEALANT CONFORMIC,C TO ASM-990, THE C'ONNF/.CNOA lYltll\
tV L
SHLALI. PARCE JOINTS ON OOTN TIC INSIDE ARM OUTSIDE WAIT N01!-SIIMIfN GHIOVi. 1. TESTWO OF TIE HEW FILL MATERIALS SMALL BE PERFORI TO VIYNfY

6. THE PRECAST RISER BON STRUCTURE SIWL HAVE A SHIPPING WEIGHT OF 27,000 LBS. TLA7 TiE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING
CONSTRUCTION. 1111111. ONE DENSITY SLSN SHALE BE PERFDR4E0 FOR
TISE STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIpR AND SIN1L DE BEPEfl41NE6 BY
SDBIRAC ING THE WDGIIF OF THE FACIORY OLOCKOUTS FROM TIE CROSS STRUCTURE FWJY! 2,500 90VARE FEET OF AREA FOR EMERY LET OF HLL.
WEICNN. TITS INTORVAPOR SIIALL RE SHONIL 04 TIE SHOP DRAWINGS SUBMITTED TO THE 2, TESTING HILL BE REOJI ALANI'C 111E 24' 0-AI4C OUTLET BARREL AT
ENGINEER FOR APPROVAL. A FREOVENCY (W ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF
7, PRIOR TO ORDEBIRO , THE GONIFNGIM SHALL SUBMIT TRASH PUNS( SHOP DRAWINGS FILL
TO THE ENC4REER FOR AR ROVAL CONTRACTOR SHALL ENSURE DIRT AN ACCESS I14i611

IS PROVOCO WITHIN DIE 7RASU RAC( (SE£ MAIL FOR LOCATION) DUI WILL ALLOW FOR cN? pp?p /? p W1W
STATEMENT OF RESPONS11311X y-
FUVJ E VAMICNANCE ACCESS. CONTRACTOR SILALC ALSO PROVIDE A CITUN MID LUCK
1'OR SECURING THE ACCESS DATED. ALL P IRfO MLINIEFAUGC AND INSPECTIONS OF THIS FACULTY SATE PE
THE RESPONSIBILITY a 111L OWRIER, PER IIIE EXECUTE OPERATION AND
B, ALL POURED OONCREYE SHALL BE MINIMAL( 3000 PA 28 O
D" UNLESS OTHERWISE _,IENANCE AGREEWOB FOR TRS FACIUTY,
NOTED.
D• CEOTCKIILE FARIOC FOR THE 24-IN-CH OUTLET BARREL J I SLUUL BE AMOCO SIRE
•553 POL-WROhEIIC NON-WC411 NCEOLC PUNCHED OR APPROVED EQUAL (HON-WOVEN
FABRIC)
IA WATER OIyLBY POND EMERGENCY ORAWDOWN IS MA AN Ore PLUC VALVE. THE
VALVE SIML BE A M&H STILE 620 X-CENPRC VALVE OR APPROVED COUAL THIS VALVE
IS IN ACCORDANCE WRIT AWWA C-504 SEC. 5.5, AND SCULL DE OPERABLE FROM SOP OF
OUTLET STRUCTURE MA A IAADMIEEL (SEE DETAIL). THE CONTRACTOR SMUL PRMIDE A
REMOVABLE VALVE WRENCH WITH A HWNDAIAM ON 70P FOR OPERATION OF ORE 6'0
PLUC VALVE. A CWJN AND LOCK STALL ALSO RE PROVIDED FOR SECURHNC THE WRENCIf
TO TIE TRASH RW1(.
E
_ ._?
13RfAR C11APIL SS FXN - WQP#3 J. F1NCI1. PT:
NFW-05042 10/10/2008
T Stage - Storage Function
Ks= 18164
b= 1.1086
GO = 433
Elevation
_ 433.00 0 0.000
433.20 3050 0.070
433.40 6577 0.151

433.60
10310 _
0.237
433.80 14183 0.326
434.00 18164 0.417
434.20 22233 0.510
434.40 26376 0.606
434.60 30584 0.702
434.80 34850 0.800
435.00 39168 0.899

435.20
--
43533 _
0.999
435.40
-4_35.60
- ___47942_
52390
__ _ 1.101 _
1.203
43_5.80
_- 56876 _ 1.306
436.00 61397 1.409
436.20 65951 1.514
436.40 _
436.60 _ _70536
75150 1,619
1.725
436.80 mm79792 1.832
437.00 84461 1.939
_ 437.20 _ 89155 2.047
437.40 93874 2.155
437.60 98615 2.264
437,80 103380
W 2.373
438.00 108166 2.483
Type .... Out.l.et'. Input Data PagC 7..01.
Name . . . . 11 1}?3
}:".11.e.... X:\}?rojects\N}sv;\NEi 05042\Sioran\ onstruci.ioix Draw i_ng.s\SWMLDE81GN.i?PW
I'i.i'.].e... Project Date: "7/7.0/2006
Project L.ngineer: Jeremy Finch, PE,
Projcct Title., Briar Chapel.
I?ro.jcct Comments:
REQUESTED POND VMS ELEVATIONS:
Min. lalev. 433.00 ft
Incx'ement .. 120 ft
Max. Elev.= 438.00 ft
* k is **?A. .A. .k k?k ?k*? * * *?k **'? ? d 3c *} }*,?l,?3r *'R *.?*?'??*?*? k *?**? *'*?i? *?'k 'k
OUTLET CONNEC 'W""' l'Y
.k *. *''k ?A k?k :l kk?: *?kk**i *A ?F } * k*?}.i *?*?*?*?k *?k',r lr *?ki: 'k k*i: *?k?k k
> forward L'Iow Only (UpSt:ream to DnStream)
<--'- Reverse Flow Only (DnStream to UpStr.eam)
Porward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
Orifice--Circol-ar ST ----> TW 433.000 438.000
Inlet Box Ill ------> BA 435.500 438.000
Culvert-Circular BA ---> TW 426.500 438.000
TG7 SETUP, DS Channel
SIN; 621.'10:E.2070C:3 The Kohn R. -McAdams Company
PondPack Vcr. 8.0058 `Dime; 2:26 PM Date: 10/10/2008
Type... , UuL.IeL Input Data
Ida me - O11? 3
Page 1..07_
Fi.Ie.... X:\Pr_ajocts\N1W\N[:45--0504?_\Stor in \Con struc,t ion 1)r.aw111gs\swm1"1)1;:51'Gh.P1)w
Ti.t..le. , . Pi.cJect. Date: 7/10/2006
Project ] ngi.neer: Joremy Pinch, PI?
Project Title: 2ri-ar Chapel
Project Comments:
OUTLET STRUCTURE, INPUT DATA
Structure 11) ST
Structure `type = Orifice-Circular
it of Openings - 1
Invert Gl.ev- 433.00 ft
Di-ameter - .166'7 ft
Ori.f.ice Coeff. 600
structure 1.1) = R1
Structure Type = Inlet Box
---------
it of Openings ------------ --
1. ------
Invert Elev. 4351:10 ft
Orifice area .6000 sq.ft
Orifice Coeff. 16.000
Weir_ Length - 1.6.00 ft
Weir Coe f. 3.000
K, Submerge=d - .000
Reverse 1..000
Kb, B irr_e1- - 000000 (Por it of fu.l.l flow)
Baxre7. Length 00 ft
N,annings r) - .0000
SIN: 627.')0120'10C3 The John R. McAdams Company
PondPack Ver. 8,0058 Time: 2:76 PM Date: '10/10/2008
Tyhe• •. Outlet 'input Data
Name.... WQP3
rage 1.03
1 i.1.e.... X: \Projects\N1 47\141 f4-0`i0?i?_\St:orm\Const:r:ucf:.i.on 11rac•+incJs1S67M['17L?,C:CGN. PPW
Title... Project bate: 7/10./2006
Project Engineer: Jeremy Finch, PE
Project Title: Briar Chapel.
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID - BA
Structure Type - Culvert-Ci rcular
-----------------
No. Barrels -------------
W 1 ------
Barrel. Diameter = 2.0000 ft
Upstream Invert = 426.50 ft
Dnstream :Invert = 426.00 ft
lloriz, Length - 73.00 ft
Barrel Length = '73.00 ft
Barrel Slope .00685 ft/ft
OUTLPT CONTROL BA'T'A...
Mannings n -- .0130
Ke -- .5000
Kb 01.2.011.
Kr - 5000
HW Convergence .001
INLrT CONTROL DATA..
Equation form
Tnlet Control. K .0098
Inlet Control_ M - 2.0000
Inlet Contx:ol. (; _039030
Inlet Control Y - .6700
'1'I rat io (11W/1)) i.. 157
T2 ratio (t101n) 1 303
Slope factor -.`i00
(forward entrance :Coss}
(per ft of full flow)
(reve-rsc entrance loss)
+/- ft
Use unsubmer.ged inlet control. Dorm I equ. bel.Gw T.I. el,ev_
Use submerged inlet control_ Form 1_ equ. above T'2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At '1'I El.ev 428.81 ft -----> glow - 1.5.55 c!'s
At 1'2 Elev 429.11 ft ---> Flow = 17.77 cfs
S/N: 621'?012070C3 The John R. McAdams Company
PondlPack Ver. 13.0050 Time: 2;26 Pm Date: 10/10/200£
Type.... Outlet Triput Data
Name.... WQP3
1:=dye ..1..04
File.... X:APr_ojects\N1a47\NfS4-05012\Stor.m\Const.r,i2cti.on €J_rawings\St3Ml.?p).;SI:C>N.l?fW
Ti,tl.e... Project Date: '71'1012006
Project Engineer: Jeremy Finch, PE,
Project Title: Briar Chapel.
Project Comments:
OUTLET STRUCTURE, '(111PUT DATA
Structure I'D TW
Structure Type = TW SETUP, DS Channel
--------------------------------------------
FRE]? OUTFALL CONDIT7:ONS SPCCS3: ED
CONVERGENCE TOLERANCES . ..
Maxi mum iterations= 30
Mi.n. T47 tolerance =-_ .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance - 107 it
Max. IOW tolerance .01 ft
Min. 4 tolerance - .1.0 ci:s
Max. Q tolerance - .1.0 cfs
S/N: 62Y101.2070C3 The John R. McAdams Company
PondPack Ver. 8.0058 'l'ime: 2:26 PM Date: 1.0/10/2008
Type.... Compos.i.tc Rating Curve
Name.... W Q P 3
Page 1,10
File.... X:1Projects\NEW\NEW-05047.\Storm\Construct.ion €)rawi.ngs\SWMI'D},,;SIGN. P P W
Title ... Project Date: 7/10/2006
Project Pngineer: Jeremy }:inch, P}a
Project Title: Briar Chapel
Project Comments:
*. .,..**.* COMPOSITE OU'1'li'.TOW SUMMARY *,,".f
WS Elev, Total Q
----------------
plev. Q
ft cfs
433.00 .00
433.20 .04
433.40 .06
433.60 .08
433,80 .09
434.00 .1.0
434.20 .II
4134.40 .1.2
434,60 .13
934.80 .1.4
435,00 .15
435,20 .15
435.40 .16
435.50 .16
435.60 I_. 68
435.80 8.06
436.00 17.15
436.20 28.30
436.40 41,.17
436.60 46.83
436.80 4"7.36
437.00 47.89
437.20 40.41
437.40 48.93
437.60 49.44
437,80 49.94
438.00 50.44
-------- Converge
TW Elev Error_
ft {./-ft:
I?ree Out.°.a.1..1
I?ree outf all.
Pr ee Outfa.11.
Free Outf'al.l
Free outfall
Free outfall.
Free Outfall.
Free Outfall
Lree OutfaII
Lree Outfa1.1.
Free 0utfall
IPree Outfal.l.
1dree Outfall
F ree out:f:a1..1.
Free Out fa 1.1
Lree 0Utfa1.1.
Free Out-.f'al I
Fa:ee OutfalT
}'.r.ee OutfaII
11 ee 0utf:al.l
Free 0ut:['al_l.
.,ree Outfa:i,l,
Free 0utfal..l
1?r.ee out. tal I
}ir.ee OutfaII
} r.ee outfal:l.
Free Outf:a1.1
Notes
-------------------------
Contributing Structures
(no Q: S1, R1, BA)
ST (no Q: RT,BA)
S1. (no Q: RS, BA)
31 (no Q: RT,BA)
SI (no Q: RT, I3A)
ST (no Q: RT,BA)
ST. (no Q: R7:, BA)
S1 (no Q: R.T., BA)
51: (no Q: RT,BA)
S1 (no Q: RT,BA)
ST (no Q: R1,BA)
S1 (no Q: R1,BA)
S1 (no Q: 8:1:,311)
S:[. (no Q: R1, 5A)
S1 ' , R'C, BA
S1,RT,BA
S1, R1, BA
ST', RT, BA
S'.r, R:r, I3A
S1, RT, BA
S31, RT, I3A
S1, R1, I3A
S:I:, R:[, IBA
ST, R:f., BA
S.I., R:r, 13A
S1, R7BA
SI, R.r, I3A
62 1701.2070 G'3 The John R. McAdams Company
Pondl?acl, Ver. 8.0058 Time: 2:26 Fi.! Date: '10/1.0/2008
HMS * Summary of Results for WQP43
Project : NEW-05042
Start of Run 1000t08 0000
End of Run llOctU 0000
Execution Time 100ct08 1523
Run Name : 1-Year Past
Basin Model Post-Development
Met. Model 1-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 19.613 (cfs) Date/Time of Peak Inflow 10 Oct 08 1157
Peak Outflow 0.14517 (cfs) Date/Time of Peak Outflow 10 Oct 08 2400
Total Inflow 1.13 (in) Peak Storage 0.85114(ae-ft)
Total Outflow 0,15 (in) Peak Elevation 439.90(ft)
HMS * Summary of Results for WQP#3
Project : NEW-05042
Start of Run 1000tos 0000
End of Run 110ct08 0000
Execution Time 1000t08 1523
Run Name : 2-Year Post
Basin Model Post-Development
Met. Model 2-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 29.209 (cfs) Date/Time of Peak Inflow 10 Oct 08 1205
Peak Outflow 0,45553 (cfs) Date/Time of Peak Outflow 10 Oct 08 1804
Total Inflow 1,57 (in) Peak Storage ; 1.1208(ac-ft)
Total Outflow 0.31 (in) Peak Elevation 435.44(ft)
HMS * Summary of Results for WQP#3
Project : NEW-05042
Start of Run 1000t08 0000
End of Run 1100t08 0000
Execution Time 100ct08 1523
Run Name : 10-Year Post
Basin Model Post-Dovelopment
Met. Model 10-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 47.778 (cgs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak outflow 9.6887 (cfs) Date/Time of Peak Outflow 10 Oct 08 1225
Total Inflow 3.03 (in) Peak Storage 1.3245(ac-ft)
Total Outflow 1.75 (in) Peak Elevation 435.84(ft)
HMS * Summary of Results for WQP#3
Project : NEW-05042
Start of Run loOct08 0000
End of Run llOct08 0000
Execution Time 100ct08 1529
Run Name : 25-Year Post
Basin Model Post-Development
Met. Model 25-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 59.117 (cfs) Date/Time of Peak Inflow 10 Oct 08 1209
Peak Outflow 24.320 (cfs) Date/Time of Peak Outflow 10 Oct 08 1215
Total Inflow 3.94 (in) Peak Storage 1.4765(ac-ft)
Total Outflow 2.65 (in) Peak Elevation 936.13(ft)
HMS * Summary of Results for WQP#3
Project : NEW-05042
Start of Run 100ct08 0000
End of Run lloct08 0000
Execution Time 100et08 1524
Run Name : 100-Year Post
Basin Model ; Post-Development
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak inflow 76.695 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 46.417 (cfs) Date/Time of Peak Outflow 10 Oct 08 1210
Total Inflow 5.39 (in) Peak Storage : 1.7173(ac-ft)
Total Outflow 4.08 (in) Peak Elevation 4 436.59(ft)
�.-Xl 00'Y'r)
BRIAR 14APF� S S F/X P, I - �NQ P J. FINC
N
.- "I"IOT(g"Oe Fanegion
X's �� I �� i
b 1 t)W,
Zo

T, ,,
,pe ....
Namc . .
Pa-cyc n 07
File. X: DIaQAigs\SWHh`DFS:GW, PB,
'"it 10 Project Datm : 1/10/2006
Project E',nginner: inrerkiy Fj.j,,�jrl,
ProjecL 2,-iar Chapol
***'* COMPOSITE -DUTFLOW SUMMARY ;*'�
WS Ele"
Twal
Q
E
Converge
f t
We
--------
435.50
-------
.03
435,70
4
.29
435.90
12.1.4
RI,RA
436.10
22.31.
R I , :,-'A
436,30
34.35
RI, RA
436.50
WS6
�u, Rj,�
436.70
W89
-�!, BA
d36.90
47.42
RI,BA
437.10
47
. 90
d37,30
48.45
RI,OA
4K .50
48
96
437.70
49.4'?
ni, Ask j
43j � 9c
49.
96
131 02
10.21
RI,BA
/,,I : 6,'�'.,' 1, 7 0. j, 2 0? 0 C 3
T.Ie JOh-in ��- HI(,Ada:,!i�.,, ccr--pany
,Lu;!j2 AA
--------
Converge
TW Elev
Erzor
ft
fl -ft
Contributing SLrucLures
---------
Free
... ... ... ... ..
Outfall-
(na Q� RI,BA)
Free
Cutfall
RI,RA
Free
Outfa),I
R I , :,-'A
Free
Outfall
RI, RA
Free
Oi:t-all
�u, Rj,�
F r e c.
0 u L -, a I I
-�!, BA
Free
Oc.tfall
RI,BA
Free
Ourfall
RT, RA
Free
OnZall
RI,OA
Fre E2
Onzfall
RI,BA
Free
Ounfall
ni, Ask j
Fr o c-,
Ou t f a.)
Wpe
Uutfall
RI,BA
Fmo
:0 L W 1
RI, BA
T.Ie JOh-in ��- HI(,Ada:,!i�.,, ccr--pany
,Lu;!j2 AA

HMS * Summary of Results for WQP#3
Project : NEW-05042
Start of Run 100ct08 0000
End of Run 11Oct08 0000
Execution Time 130ct08 1115
Run Name : 100-Yrpost(Wc)
Basin Model Post-Dev(100XrWC)
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 76.695 (cfs) Data/Time of Peak Inflow 10 Oct 08 1204
Peak outflow 47.209 (cfs) Date/Time of Peak Outflow 10 Oct 08 1210
Total Inflow 5.39 (in) Peak storage 0.69148(ac-ft)
Total Outflow 5.37 (in) Peak Elevation 436.82(ft)
BRIAR Cl 1APE:- ti -VQ POND 91) 1 FINICIL PE,
NEM -05042 B -10,w I oll 10,12, 0 8
I.. ........ .... . . ... .... ... .... . ....... . ... ........... . . - - �-J—i
L �31��
�b--- 1 J108
Pro ject Minis-
Briar "lapel
Designed By�
J� Finch, llfl�
Job Number:
NEW -05042
Date.*
10/10/2008
Avernoc
Incremental
A��OUMUI,s'Cd
F'stimated
COTWOM
ContOLff
ContOur
Contour
Stage
ContOUr
Stage Area
Area
VOJUMO
Volume
v# S -S FNn
O�Cct) ....
(feet) (S]:)
. .. . .... . ........ .. . ... ......
(Sl,-�
(CF)
(CF)
T-2
GAII 2961
... ... ... ..... . .
Q 7 � 0
M �(03
4007
. ... . . ............... .. .
2004
. .
2004
OM
1 .0
. ......... . ...
L5 60 lo
... .. .. ... . ..... ... ..
-5532
553"'
7535
1 A4
1-0
3,5 �9? (0,
7 152
14303
. . ................ ..
2 1838
... . . .. .. . .. ... .... .....
3.23
43,10
5,5 1 � ] I �!
11204
22407
44245
';,54
i 31 71 T
... ....... . .. .
"'55"
. . .
157 6 3
. ..............
15763
.... ...... .
60008
6.99
I.. ........ .... . . ... .... ... .... . ....... . ... ........... . . - - �-J—i
L �31��
�b--- 1 J108

`E:
0
BRIAR Cl-IAl'I?I,
N7W-05042
BRIAR CHAPEL - WO POND #3 DESIGN
1. ?LR 3 ?Y VOLUIOE CHECK
Per NC,1??_._. -
' ?1 N12 "Storrmvcrter 13es1 A-lrrncrgc rrrertt 1'ructrc•e.r ", the fol-ebay volume should eq{iii] abolri 20°1o of the total
basin volume.
A. Wafer Quality Pond -Below Normal Pool Volume
volume = 60008 cf
B. Forebay Volumes
Forebay I Volume = 5322 of
horebay 2 Volume = 6477 of
% E'orebay = 20%
l1. +TTRFACE A FA CHECK
Impervious Area = 1.:i'r acres
Iii' imigeArea?= ifJ•.`7_i aCr'es
% Impervious = 41.i%
otal Below Nil Volumo 60008 cf
Surlace Area 17411 sl
Avetaoc Depth 3.45 11
==> from the NCDI NR Stormwater 1 MP I iandbook (4199), the required SAMA ratio for 85% TSS RcIlloval
in the Nedinont is as follows:
3.U 3.45 4.O
Lower Boundary => 40.0 1.73) J A.i
Site % impervious 41.5 1.78 1.64 1.48
Upper Boundary => 5O.O 2.06 1.73
Area Required = 7539 sf
E Area Provided = 17411 sf YJS
J. 1'1NCII, Pl.'
41 1 612 0 1 0
........ ....... ..i
BRIAR CHAI'1;L WQPojidg3 J. FINC:II, PE
NF"W-05042 10/10/2008
Calculation of depth r'equiretl for runoff storage pool (above norni,11 pool)
Normal pool depth (above invert) _- 0.00 feet
Storage provided at permanent pool depth ? 0 CF (calculated)
Total storage required for normal -t- storage pool m 38224 CF
Stage (above invert) associated with this storage - 1.96 feet
Yberefore, depth required above normal fool for storm storage 1.96 feet
23.48 inclics
Set crest of principal spillway at stage ? 1.96 icet
and EL ;_: 434.96 feet
At principal spillway crest, storm pool storage provided 38301 CF'
BRITAR - MIASE 41%
TINCi-I�
P, � E'vk'- 0 5 0 4 2
sheet
0 A 0 18 C. -I -F
Drawdown Tinic -- Volume / Flowrato / 86400 (sce/day)
13 orifrew-
A Awh
Ks=
Is 161
13 =
L 1086
(Id syhou =
ON)
Slortnal Pool EMMion =
W3 00 Wt
Voiurnc Cy. Norimal Pool
0 cf
Orifice Invert =
he -, t
WSEL @ V Runoff Volurne =
-11106 fee,[
'WSEL
A'ol. Stored Mphon Flow
An. Flom, Incr. Vol.
Mar. T'nne
L-Arf) — .........
..... CLSL CA
(see)
.13 4. 9 0
38301 0,144
130:19
34605 1137
0, 140
3696
26339
434A2
30947 0.130
A 133
2158
27TI3
11145
27332 0 122
A 126
3616
29660
3 1 r7l
23762 OJ 14
0. 118
3569
30137
0 H4
202dl 5 0 106
0,110
3517
31925
43VOI
16787 ("097
cc 10 t
3458
34159
43101
13398 OT86
1091
3389
37 0 7 --,
1 MW 1 0175
0,080
33D7
41105'
6889 0161
OM68
12N
=9"',
:13 21
383a 11 0042
(Von
3M
=6
- - --------
. ......... ....... . ...... ..... ............. . ..
------------- 'J a --y' �'i' ........... ..... .........
By cornparison, if calculated by the a�verage head over t1a orifitee
(assurning
average head is hol-fthe t0t,'It dCPth),IO-IC
ITSIAlt WOUld be:
Average ch -Wing hmd on orifice -
0138 RNA
Wifice cimuposhe loss
cocAncknt, -
1600
Clossnectional area
of 2" orifice =
OA22 ef
0 A 0 18 C. -I -F
Drawdown Tinic -- Volume / Flowrato / 86400 (sce/day)

BRIER CI-IAPI I' SWMF #3 - 8" DIP B. Illnatolya, El
NEW-05041 7/19/2006
Anti-See Collar Desi n Sheet
This shoot will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Regnirernents ==>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Alai-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seel) Collar Design ==>
SWMI;
Flow Length Mill. Cale'd ft Mnx. 4 at Use
fond along barrel Projection of collars S13aCi11 + l'oI1:11'S to ?lJ:r41T1t, Spacing
ID (feet) (feet) required (feet) (Ise (feet) OK?
#3 - 8° DIP 67.0 2.5 1.99 25 2.00 _)2'-_)'.')'3.33 YES
Note: !f spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the oiaxirrulni spacing allowable for the collar
design. Artti--seep collars shall be used uader- the structural ill portions of all berms/darns
gutless an approved drainage diaphragm is present a1 the downstream end of the barrel.
BRIAR CHAPEL - POND 113
CK.P-05041
Square Riser/Barrel And-Flotation Calculation Sheet
Input Data ==>
Inside length of rise- = 4.00 /Get
Inside width of riser = 4.00 feet
Wall thickness of riser = 6.04 inches
Base thickness of rise- == 8.00 inches
Base length of riser 8.00 feet
Base width of riser = 8.00 feet
Inside height of Riser = 9.00 feet
Concrete unit weight = 1.42.0 PCF
OD of barrel exiting manhole = 31.50 Inches
Sire of drain pipe (if present) = 8.0 inches
Trash flack water displacement = 38.00 CF
Concrete ]'resent in Riser Structure ==>
7,001 amount of concrete:
A(#ust for openings.
Base of Riser 42.667 CF
Riser Walls = 81.004 CF
B. IIINATOLYA, El
7/14/2006
i!iUfca NC' Produc.is lasts m;it •wt. of
Opening; for barrel = 2.706 CF
Opening, for drain hire - 0.175 CF
Total Concrete present, adjusted for openings 120.786 Ch
Weight of concrete present = 17152 lbs
Amount of Ivater displaced by Riser Structure ==>
Displacement by concrete = 120.786 CF
Displacement by open air in riser 144.000 CF
Displacement by trash rack 38.000 CF
Total water displaced by riser/barrel structure = 302.786 CIS'
Weight of water displaced = 18894 lbs
Calculate, amount of concrete to be added to riser ==>
Safety Iactor to use m 1.15 (:ew::,:r ri:.. i ? <;r
Must add = 4576 lbs concrete lbr buoyancy
Concrete unlit weight for use = 1.42 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety f ict.or applied = 69.22 PCF
Therefore, must add = 66.115 CF of concrete
Standard based dcscrib(:xl alx)ve-- 42.667 CF of concrete
Therefore, base design must drive= 108,782 CF ofconcrel.e
1. OF 2
BRIAR CHAPEL - POND 1/3
CKP-05041
Calculate size of lease for riser assembly ==>
Length W 8.000 feet
Width mm 8.000 Peet.
Thickness = 21.0 inches
Concrete Present = 112.000 CI' ox
Check validity of base as designed ==>
Total Water Displaced = 372.120 CF
'T'otal Concrete Present = 190.120 CF
Total Water Displacul = 23220 lbs
Total Concrete Present = 26997 lbs
Victual safely,factor = 1.16 OK
Results of design ==>
I3. II-INATOLYA, LI
7/14/2006
Base length = 8.00 feet
Base width = 8.00 feet.
Base Thickness = 21.00 hiches
CY of concrete total in base = 4.15 C:'Y
Concrete unit weight in added base >= 142 PCF
2 OP2
BRIAR C1lAPI-11
NEW-05042
NRCD Land Quality Section
Pipe Design
1?ntering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Manuings roughness number is
constant over the entire length of the pipe.
plow Q in efs : 9.6885 blow depth (ft) 1.02
slope S in %: 0.685 Outlet velocity (fps) - 6.003
pipe diameter D in in.: 24
Manning number n : 0.013
N11CD Land Quality Section.
NYDOT Dissipator Design Results
Pipe diameter (ft) 2.00
Outlet velocity (fps) 6.00
Apron length (ft) 12.00
B, I1-1NATOLYA, El
914107
AVG D1AM STONE THICKNIH.SS
(inches) C1,ASS (inches)
3 A 9
»6 B 22«
13 B or 1 22
23 2 27
CALCULATION:
Minimutn `fW Conditions: W Do + La
2' + 12'
14 ft
---.--------
CONCLUSION:
USE NCDOT CLASS `B' R1P RAY
121Lx141Wx2211 T14K
WA TER QUALITY POND #4 FINAL DESIGN
A 'ULA . 'L NS
BRIAR CHAPEL - PHASE 4
NEW-05042
Ep
rn
0
N
(V
c
a
N
N
Q
N
co
Q
ll>
N
0
D1
o'
o.
X

MIE DUALDYCON[) ?$ QQNSTRUQDON BPEOMNT OA S /
GENERAL NOTES BERM SOIL, AND COMPACIION SPECIFICATIONS . / ' .
1. PADR 70 CC1MRW". IIf ON-SAL CSOIECHNC& ENOYEfR SHVH YEREY 114 I. ALL FYL UATCRPLS TO BE USED fCR ME OAAI E-&-t-CMS SHALL EX

STAOknP Or ;HE PROPOSED DORROO AREA / ILL fors USE IN THE BA-
INJ.'x rRDU KX*OW AREAS APPROVED BY THE C'-SRE CCREOWC \

1
ELYL-YO1ENT5 / RCy TRENCH ENCWECR. THE FILL WATCRA BALL BE FARE FAO- MOTS. SILM^S. W000.
' ...... ....... . ..
? ?
2. 714 Ox-SnE LEOIECHNCAI ENc"cR AWL wSPCCI 11E X" TREREH EAYAATDx
PR
R T S701YS CAEMER THAN 1
, AND FROZEN OR OVER OBIECi-ONABL
WlrRA. THE FO`LO-4G SOT. TYPES ARE SWABLE rOR USE AS i1LL no' co ay SIRE?L

IO
O PLACEYEM OF ANY BK%rLL WT THE M TREMCK Y THE CONTRACTOR
CONPRUCIS AAO ROARS llP INf KEY TRENCH PRIOR TO AYSPECTA)x, lnEx THE -El
vrtlw u4 0 - E-BNn-EM AND KU M"CH, NT. ANO CL. ,
"FEET T
-
(<AE-ERN}
YRENcH SHALL BE N4OVDREO w10 1ES1CO Al uE CD`fINLTOB'S CxPERSEL 2.. FA,( PLACE-EMT SHOAL NOT tAEECO A -Ar-ILW !' t(1. EACH LJFl /
!. 1111 CUUAACiCM SHALL REr[R 10 THE II+DYI.°E FTlR1 FOR THE PER-EM SHALL BE CONiw"N6 rOR THE ENIK LEFTCLH OF EWBwRUEMS WORE
RKCNEMT Or fAL FOP TM BCRy SECTOR, ILL UY4ATABLE WIERA
PWrIA C AAx/SOIEDLA.(. THE PCRLIWEW \LCETATDH FOR INC PROPOSED
E-RNNIKAwsR SALE BE 1µL FESCUE. PUASC NaE 71W NO TNECS/SIYA'DS OF PAT SHALL BE RE-FRED AND D4 SURFACE PROPERLY PREPARED rOR Flt
PLAaUEMT.

T
TYPE A- BE RANTED Ok THE PAOPDUO DIN EUSAWNI(NT (FILL MdA5). I '
3. TEL
USED M PIE E
/ %EY TRLILN
SOCS
-, IF T14 V.1ER OWHRY FORD R 10 BE USED AS A 5[WfM BASIN OLYWO SH
N
L
CDxSI 51RJCILW SNk.L St COYML'r[O IfO TO TO AT i lflSl 941 Or INC STNDA9D
CONS RUCI&k THE CONIEWCTOR SHALL N01 CONSTR-O7 ]HE YOFROR EAR'HEx BER- PRMDR
riA OH
I DEMAr {r5T-. ). HE faL SEAS 9-LL DE
S
DWN ON IHS PLAN LWIIt APPROVAL 7D REUmI THE SEOIENI BASIN HAS BEEN r
CD-WCfF Il A NOStURE 0 If1EKr R1TNN -1 IP A! PERCENT Of RS
ORARREO DY THE EROSCM CCMINOL WSPECIOR. OPIRPAF LDLSIcif CONTENT. CO WAMON IC575 SHALL BE PERfOFAKO BY
THE ON-SUE CLOILC1YArAA CWAECR OUTAK CON57RLDTDN TO K"V
S Y INt Wick WALRY POND 5 10 BE UbDO AS A SEORENT BASIN DLkw THAI THE PROPER COMPACTION UW HAS DEEk RE4C14a THE FAL
CONSTRMTDN, THE AREA SNIu DE (XWO w (I[, 5E-0AENT, 7RAy1, Etc) AND
REVECt1A1I0 PE 14Ci53N" RTDR 70 DSE AS A Srp1WATER l1VLICL6LEM f/QI1T, S:D11D BC COUPAC7(0 LAd11C A SEEPS= TTPE CO.-ACIOR. IN ORDER
i0 HpYEM QIAWGE TO THE PP[, NO WiPACiON IODP-Fill SW.L }
7N( IR.A$, AND SEEM SFOAD BE D9'O'AfO 0( PROPERLY (Uf - LNC(YL). CR755 NA' PPE Wk A a COVER S ESIABUSHEO ALOW THE PIPE. _..._.
1
6. ALL REYYOACED T.D4RETE PORED ENO SECTION YAf7S INTO TIL POD S4UU BE r. A KU TRENCH 51AUL BE PROVIDED BENEATH ALL fu NEAR Or THE 1
UOERUIN w1H A YAD F5P CONCRETE PAD. ME OEMS SHEET AO-40. DER-. THE TRENCH SHILL E11EE0 A bMff" Or S FT BELOW f%dIWG 1 \
vi
`
{AAOf AAO SHALL HA1C A LVRIIIW Ti01TD-.r00i V 4 n?Cl..,ev?. ? \
Y ? Jr/ ':!;f,
I l .4,
>rg
A.
WATER Q11&M MM 14 MM MW
1•N 7O'
GRAPHIC SCALE
JO D 1] b W D
1 Inch ? 90 fl
PINA1, DRAWING - No7' RVIA'A$P:1) PUP CONgT.n R70N
d
U
Y 2r
xz??
a
©
hW.I ?Li ? a(<{ O D
ERU amp
M
V MOw
w ?aIL?
SEAL
! -071A52
x
$A
z c a b
? -N N
?hN
vii[
D
?n X
AM 4 S
na
W ? „A]
K x
D
V/
o?Q
?p W
O
F?1
a.
m
a
rwAa NT. NEW-05043
n-xUm NEIAp5 W04
parxTn n: JF
w u Yr. JF
L c NTS
10-27-2008
WWA PD-4A
`'?'NfcAllAMS
BRIAR, CHAPI`�; �ANQP#4 C 1 P
0 -0 / 2 "'. 0 8
StaLye-Stcurabe Function
Project Nhntne-
4-riar hanel
Designer:
J� Finch- PI-'
Job Number-
NEW -05042
Date:
10/10/2008
..... ....... .............. ..... ... . ... .................................................
. .... . . . . ........ . . . .............. .... ............. . .
Average incremental Accumulated Fstirnated
Contour
Contour Contour co-Fitoul. Stage
Contour Stage Area
Area Volume Volume w/ S -S Fxn
------ -------------- -- . .. .. .......... ... .
Storage vs. Stage
25C 000
V,
y 3– 1
I R ? 0 o "o e, f,
0 '50000
600-30 -
0. 0 1 0 M 30 4 G 5�0 60
Stage (feet)
. ... . .......... ... — - ----------- . . . . . .. . . ..............
-- -=r!,
K�� --, 37188

VVQ?

l0
I- 1z,

c;1 H.UU U ? l}.UU(f
X119 20
... ., _..._.,..
..._.. 659{3
..
.... .,._.... I (i 1,'
. _._.. ............
_
479.10 .
13835 0.3f9
419.60 21412 6.493
419.30 29255
0.612
420.(30 i 31183 (}.154
12010 i 452'2 1.039
420,40
..,. 53331 !
t...,.. ........ _ .................. j L226
........................................
420 60 61641 1.4 15
_._
4210.86
....... .._..
69961'
............. .
i A6
,.3.21.00 133`i6 € 1.799
',7_i 20 1 86,{71
.. .............. . 1 :993

:.................... ...
..
21.40 95325 2, 'B'S
i 21.60 flli ;• ._
?5
2.3

1122,20

4 22,6 0,
422 80
?t2,3.0E) 1 :?'? ! 3.'190
3,994
?t23 ?O 2912 ? 3.199
73 Ca(l 193867 j A,405
1123.80 200851 31.611
,
.
.
.
.
.
.................
......
42"1.{)6
............................
[ 2098 63 .
...........
..
......
..
..
.
i zi.,I 1 `cs
Type.... 01)t'ieV, inl:iuL Data Page I .0.1
Name.... WQP4
File .... X: lProjects\NEW\t4EW-05042\`itona Wanst.rllCt.io[ I)r.awi.t gs1Si•1M1.'DI157:GN. PPW
Ti.tl-e... Project Date: 7/1.0/2006
Project: I ngineer: Jeremy ['irac}?, Pi
Project Title; Briar Chapel.
Project Comments:
RE ,QUESTED POND WS f IJ-,VATIONS:
Min. 4:1,9.00 fL.
Incroment .2O ft.
' Max. Elev.= 424.00 ft
OUTLET CONNECTIVITY
A'A"*?1: ?A k"} k A'A 1: 'A? A A'k.Y'i.'A'A''A'i A kL? * A'k k k'A??i* 1 kL L L *L A .k k A-F. x.
._--.-> Forward Flow Only MpStream to DnStream}
< -. Reverse Flow Only (DnSt.ream to UpSt:ream)
<-----> Forward and Reverse Both Allowed
Structure No, Out#fall EL ft i If.
Orifice--Circular SI -_._.-> TW 419AOO 424.000
Imet. Box RI ._- > BA 427..`_S50 424.OOO
Culvert-Circular BA - > 'l'id 41,,1.300 424.0 0
t)
TW SE,TUP, DS Channel.
S/N: 62170120'10C3 f'he iohn R. McAdams Company
PondPact: VP. .C, fZ.00:i8 Ti.atte: IO:2..8 AH Dat-o: 10/2'1/ZODf3
Type.... OuL1et ?l,npu; Data
Nano:.... WQ1?4
Page 1.. (l2
Fi.1. e . . . . X:\C?r. o1oc.is\N1'W\N1.W.-05042_\S t:or.tta\ConsLruct:.ion 1) r-at-ring;\S1'limEl)1s5rCCN.1?1'W
Ti.t.l.e... I?r.ojecL Data: 7/10/2006
ProjecL Gnyi.neer: Jeremy I.Finch, 1?1.
Project Title: Briar Chapel
Project. Comments:
QU' LI; T STRUCTURE INPUT DATA
Structure ID SI:
Structure Type 0r.ific;e--Cir.cu1.ar.
---------------
11 of Open.im,Is 1.
invert t Iev. 4.1.9.00 ft:
D.iamete1: .7500 ft
Orj-fico coo ff.'. .600
St. r.z?ct.ure :I:D 12T
St:ruchir-e Type = fnlot. BoX
II of Openings 1
l:nvert. €.,.Iev. 921.55 ft:
Orifice Aroa = .6000 sq.ft
0rJ.f J.ce Coe f.l'.. 36.000
Weir' Lon(Io) - 24.00 1t-
WoJ,r Coati`. 3.0() 0
1{, :i111omearc7ed .000
tti, RovC- tse 1..006
I«b, Bar,r(.?1. .000000 (per ft of f:ul_1 tIow)
3arr.e]. lac:ngl.h - 00 1't:.
tanni_ncls n 0000

S/N: 6,.?1.'0].20 7003 VIC, John R. McAdiams Company
Poricil?acl, trrrr, Time: 1.0:28 AM Date: 7.0/77/20013
'Type.... Out] _et Input Data
Namca .... WON
P?tgc 1..03
Pi-7-?.... X:\Projects\Nlr?\NI;W--05042\St:or-nt\Const:r,uction C)rt3tri.ngs\swM>:'Dt:SZGN.1'PW
Titt.e... Pr-ojocL Date: 7/10/2006
Pro,jecL C.ngineer: :Jeremy Finch, Pf.
Project Title: Briar chapel
Project Comments:
OUTLET STROC'1URP, INPUT DATA
Structure l:D - BA
Struct.urc Type Culvert-Ci rcular
No. 13ar.r:e.l.s -- 1
Barrel. Diameter 3.5000 ft
Upstream lnverl =- 414.30 ft
Dristream Tnver_t - 414 -00 ft
Eior.i.r. Lcrlgth 54.00 ft
Barrel length `.14.00 ft
13al.t.e.i. Slope .00556 iL/f. t:
OU'TTA-A' CONTROL DATA...
Manui-ncjt5 11 - 10130
Ke .5000
Kb - .00`i885
Kr _i 000
?... IIGi Cc?rrvc:r-qc"snce? - .OGI,
CNI,I:'P CONTROL DATA.. .
E'quatA.on form
{forward ent:rancc loss)
{pcr ft. of.' f:ul.l flow)
(rceve.rrse entrance loss)
FnIcC CpntY;p1- 0098
€nIo1. Cont.x:o1. Al 2.0000
En1_eL Control c ? 03980
Cn.l.eI- CC)ntr.oI y 6700
`Y 7_ raLlo {IlW/J1 - 1.157
T2 r.at.i.o {HW/I)1 1...304
S l-ope 1?ac:t.or - . 500
tlso unstlhmcr.ged l.rtlet coi?t.ro1 FO i'rn 1 O(JU bOIOW TI elev.
I) se sub?ne.r.gc?cf -i,nlei: cotlt.F.ol. I. Q.(Iu above- '?"2 olc,v -
In t r_ansi_tiori zone botwocn unsubmer.ged and subm(' r.ged J,n1.et. c:oI-Lro).,
i.nLcrp?o.l.atc be t.wc2en f.1 ow9 at: 'T E & `T2...
At T7 E1-ev 418.35 ft - I'.l.oVI 63.00 c; ('s
At T2 93.1ev 47.8.86 ft - 1. 1. flow 12.00 CLs
S/N: 621701,207003 the 'J'ohn R. Mcpdams Cornparly
Pond9''tck Vcr. 8.00`5E3 Tim,, :9.0:28 AN D"t'v: .10/21/2008
`t'ypo? OUI:Jet I.npuL Dat--a
Name'. VION
Page 1..04
File.... X:11?r,ojUCt:s\NC,SJINRW-0 042\Si?orm\CoiisLriicE'.ion Dr.awi,n<1s\SG1P?f?Di;; PPW
lltl_e... Project Dace: 7/7.0/2006
Project Erig.ineer. _ Jet:emy !?.i.nci7, F'li
Project Title: Briar Chapel -
Project: Comments:
OUTLET STROC'iORE 7_NPOT DATA
Structure 11) 11vi
Str-uctnre Type 'PW SETUP, D; Channel.
FREE: OUTIALL CONDITIONS ;;F1,!C'JPTI3D
CONVE RGE NCE TOLERANCE;S. ..
Maxi_muIn Tt.er.al:.ioi2s= 30
Min. `I'W Loler.ance .01, ft
ma X. Tw toler.anco .01 ft.
Min. HW tolerance .01 1:L
Max. I[VJ toleranCC•
MiIi. Q Lolorance - to c f.,
Max. Q toier-ancc ? 10 C f s
S/N: 6?.,I_VC 120'10C:3 The John R. Hc;Adims Comp,my
Poncil:"I ck Ver. 8 0 0,71? mr': 107"'8 AM Dale: 10/27/2000
Type. ... Composite R'lt.ing Curve
Name.. - . WQP4
Page 1 - 1.0
File. ... X:\Pr.oject&NEONEW-05042\Storm\Conslruct.i.on Draaai.ngs\SWM2'DISTGN-PPG4
'Pit, le. Project Date; 7/10/2006
Project Engineer.: Jeremy 1'3.nch, PE
Project TiLle: Briar. Chapel
Project: Comments:
* a " COMPOSITE: OUTE'1,OW S'UMM'IRY
WS Elev, Total Q Notts
..,-._-_. .,-.-._........_.__......- C:onver.c)c, .,.._...._._..........W.__._....._..-._.
Elev. Q Tw El.ev Er z: oz:
ft US ft 1-/-ft Contributing SlrucLures
-------- ----
419.60 -00 Uree Out-fa) .l (no Q: S1, R1, BA)
41,9-20 .06 Free Mt al 1. SI (no Q: RI, 13A)
419.40 .12 I.r.ee oul:fa.11, S1 (no Q: R!, 13A)
419.60 .1.6 L•7.ee OutEall S1: No Q: Ri,RA)
419.80 .19 Kee Outfail ST (no Q: R1,13A)
420 .00 .22 I;ree Outfa1l S1 (no 0: R1,13A)
420.20 .24 Mee Oulfa7..l- S1 No 0: RI.,13A)
420.40 .27 Flee OWtfall_ Sl (no Q: RI, BA)
420.60 29 Pr e(-.1 Qulfal:l_ SI No Q: RI, BA)
420.80 .31 Kee Outfal_1_ 51 On Q; M. BA)
421 -00 32 Free 0u t.fa.1.? 5:1. (no 0: RC, 23A)
421.20 .34 1,ree Outfa3.1 ;1 {no Q: R1„ tan)
-121..40 .36 Irre e Oulfa11 ST {no Q: R1:, 13A)
921.55 .,J?..T' r_ee OuLfal_l_ SE {no Q: RI 13A)
421. 60 1 . 3 U, Py ee 0utfa.l.1. S1„ R1, RA
42:I 80 9.':39 2?Cere Out:fa'II_ SIR1 , BA.
422.00 27...14 !:ree: OulfalI S1, 221.,13A
422.20 38. 15 Mee Mafa3.1 SI, R1, 13A
422 .40 56.85 F4ee CM Lfa II SI, R:h BA
422.. 60 77 .91 flee Outf<i]_1_ S1, R1IvA
422 .80 1.01. 08 Pree Outfa.l l SI, R7., W3 .
423.00 122.3.3 Free (AsfaI l 51, R:1, RA.
42:3.20 124.0`.1 Fr.C,0 Outfa1.1. S,1, R:1, 1311
423.40 125.92 Free Chofta.11 S1. R1:, BA
423.60 127.17 Free Cotfa11 S1,RI,BA
423-80 129-59 Ace Out.3`a.II SL, RI, 13A
424.00 131_.40 t're?e Mu fa I1 SI,RI,M
621.70120'10C'3 They Jolm R, McAdan!S (',umpany
PondPar_.k Vey. 8.0058 Ti_moe 10:28 AL] 1),iee: 10/7.7/20UE3
HMS * Summary of Results for WQP##4
Project : NEW-05042
Start- of Run 10Octoo 0000
End of Run IlOct08 0000
Execution Time 2')OcLO8 1037
Run Name : 1--Year Post
13asin Model Post-Development
Met. Model 1-Year Storm
Control Specs 1-Minute d'l'
Computed Results
Peak Inflow : 61.605 (cfs)
Peak Outflow ; 1.0645 (cfs)
Total Inflow 1-44 (in)
Total. Outflow 0.37 (in)
Date/Time of Peak Infl-ow 10 Oct OO 1156
bat=e/T.ime of Peak Outflow 7-0 Oct 08 1823
Leak Storage 2 _ 3513 (ac--ft)
Peak Elevation 421.57(ft)

HMS * Summary of Results for WQP#4
Project : NEW-05042 ]Stun name 2-Year. Post
Start- of Run 100ct08 0000 Basin Model Post-Development
End of Run 11OctOv 0000 Met-- Model 2--Year Stozm
Execution Time 27octOB 1038 control Specs 1-Minute dT
Computed Results
Peak Inflow B8-386 (cfs) Date/Time of Peak Inflow 10 Oct 08 1-205
Peak Outflow 4.4413 (cfs) Date/Time of Peak Outflow 10 Oct 08 1245
Total Tnf.'l.ow I. 94 (in) Peak Storage 2-4637 (ac--ft)
Total. Outflow 0-86 (in) Peak Elevation : 421.68(ft)
HMS k Summary of Results for VIQP#4
Project NEW--05042 Run Name 10--Year Post:
Start of Run 10Oct08 0000 Basin Model : Post:-Development
End of ftun I10C08 0000 Met. Model 1.0-Year SLOrm
Execution time 270ctO8 1038 Control, Specs ],-Minute dT
Computed Results
Peak Inflow 134.39 (cis) ]late/Time of Leak Inflow 10 Oct 08 1209
Peak Outflow 59.507 (cfs) Date/'l'ime of Peak outflow 10 Oct 08 1213
Total. Inflow 3.52 (in) Peak Storage : 3.2083(ac-ft)
Total Outflow 2.40 (in) Peak Elevation 422.43(ft)
IIMS * Summary of ItesLi is for WQP# 4
Project : NEW-05042 Run Name : 25-Year Post.
Start of Run 10Oct08 0000 Basin Model most:-Development
End of Run IlOct08 0000 Mel:. Model 25-Year Storm
Execution Time : 270ct08 1038 Control Specs I-Minute dI'
Computed Results
Peak Inflow 161.92 (cfs) Date/Ti;ve of Peak Inflow : 1.0 Oct 08 1209
Teak Outflow 101.97 (c£s) Date/'Time ol. Peak Outflow ; 10 Oct OII 1210
't'otal Yrtflow ; 4.47 (in) Peak Storage 3.5955 (ac--ft)
Total. Outflow 3.35 (in) Peak Elevatio n 922.81(ft)
its
DIMS * Summary of Results for G)QP9
Project : NEW--05092 Run Name : 100-Year Post
Start; of Run i0OCt0II'0000 Basin Model Post--Development
End of Run 11.pot;08 0000 Met. Model 100-Year Storm
Execution 'l'ime 27OctOS 1038 Control Specs 1.-Minute dT
Computed Results
Peak Inflow : 204.35 (cfs) Date/Time of Peak Inflow 10 Oct 00 3.209
Peak Outflow 125.77 (ci:s) Date/Time of Peak Outflow 10 Oct OB 1210
Total Inflow 5.9-1 (in) Poak Storage 4-182.1 (ac--ft:)
Total Outflow 4.85 (in) Peak Elevation 923.38(ft)
TA, SDC- F -)(11"J ., !%Ivc) � I � � 1 1 L 1 -" �,
P�qhl(j 00YI-)
N 1 0 4� 04.2
9 il 2-
Sfirge - Siforage 1,11.11vilon
Ks 3 1
Zo i9
. .........
. .. . .............
............. . . ............
............ ............... ... . . .. ..... ...
.... . .... . .. .........
6590
0, 15 1
! - I
-'-.-IL9�Lo
419,40
13�-85
0.319
........... . .. .
419A
21472
0.493
419.90
....... .. . .
292-55
....... . . . . . ..... . ....
...... M72
. .......... ..... ...... . ...................
..... . .... ... . .........
. .... ............
420.00
....
37188
-4-
. ...
OM4
.. . .. .....
�'l - �(Q
24-2
9
420A0
53397
....... 1.226
. . .... .. ................
420.60
... ...... .. .... ... ...
.. .....
. ................ .... . ....
61641
. . . . . . ........... .. ... .. ....
1 .4 15
...
1
91,!T-
�29�,4
J-606
. . . . ......
... .. ... . . ....... . -..-
.. .. .... ... ........ . .
42L20
86811
1.993
.. . . ...... . ............... .....
421.40
.. ..
. .. . .... ..................
9)'325
. .... ... . . . .. . ................. .. ..
2J'188
. . .
......
42L55
101745
2.336
0 1
0,000
42L?5
H0350
1533
86015
QN8
12 1 . 95
119002
2� 73).
'2,
0 1 1 96
4'-)'-,JE'5
127699
2, 9 32'
:1 9 5:3
0.594
422,35
13(-T-37
J 6 9
-12 2,5 5
145214
3.334
4 3 4 69
0.998
422�715
1-54029
1536
57783 1
1.200 )'f�
421,95
162&
I'l 3
61 ] 3 3
1 A03
42115
17 1
43
00 17 1
L607 tz,
11 1.1-11- "
.42-1,35
": . . .........
18 6 8
0 7
. ..... —
1 1
78933
1.812
4-3,55
18962�
.
4,353
. .... .. .. .. ...
8 7 9 8
22. 0 17
. . .. . .. ..... ....... ....
423,75
. . ..
......... . ....... ..
198602
....... ......... . ...
1 4� 559
......... .......
2, 2214
.......
423,95
......
.. . .........
207607
4, 7 6 6
10-5,36-1
U)O
209863
U -18
1: 10 � 117
2.4,32

e

HMS * Summary of Results for WQP#4
Project : NEW-05042
Start of Run 100ct0© 0000
End of Run llOct09 0000
Execution Time 270ct08 1044
Run Name : 100-YZPost(wc)
Basin Model : Post-Dev(100YrWC)
Met. Model 100-Year storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 209.35 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 125.81 (cfs) Date/Time of Peak Outflow 10 Oct 08 1210
`Dotal Inflow 5.97 (in) Peale Storage 1.9061(ac-ft)
Total. Outflow 5.95 (in) Peak Elevation 423.44(ft:)
BRIAR.' , ':11-1AITL O,eVv �\NVSl- J, llT\KH,
N 1""N - 05 0 42 10" 1 V2 0081
Stage-SLOrEm—Eu—netlom
Project Name�
J11 -lar (Alapel
Designed By�
J. Finch, T E
Job Nunlber�
NEW -05042
Date;
10/10/2008
Storage vs. Stage
I GOCOO
MOCOO
-V i 9966x,
1 N)0-00
100000
-41
"Ol'oo e
ol
S
60000--
jON
20000
0.0 1,0 ."-,a M 4.0 5 0 6
Stage (fact)
. ..... .. ....... .... .............................. . ... . . . . . . . ...... - - -------------
KS;� 111-966
IA

I
BRIAR CIIAPI 1, Volume Check J. FINCH, Pl?
NI-M-05042 10/23/2008
BRIAR CHAPEL - WO POND ##4 DESIGN
1, F6khDAY 1 f)1,l It11? C tlt:{:
Pei' NODE, "Storrrnrafer BestManagemert Practices the forebay volume should equal about 20% of the total
basin volume,
A. Water Quality Pond -Below Normal Pool Volume
volume = 153374 of
B. Forebay Volume
Forebay Volume = 32794 of
% Forebay = 21%
l: SLJAi'R AREA C.ITUCK
Impervious Area = i :'.90 acres
Drainage Area = :>'s.6 acres
% Impervious = 54.2%
'T'otal Below Nl? Volume 153374 cC
Surfiuce Area 36163 sf
Average Depth = 4.24 tt
==> From the NCDF',NR Stonuwater BM P Handbook (4/99 ), the required SAMA ratio for 85%'FSS Removal
in tho, Piedmont is as follows:
-1.0 4.24 5.0
Lower Boundary 1."/3 1.50
Site % impervious -> 54.2 1.86 1.79 1.59
Upper Boundary 60.0 2.03 1,71
Area Required = 20012 sf

!u'ea )rovided 36163 sf YES
o ?.o
BRIAR CHAPEL WQPond44 J. FINCH, PE
NEW-05042 10/10/2008
Calculation of depth required for runoff storage pool above normal pool)
Normal pool depth (above invert) -._ 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal -+ storage pool = 93073 CF
Stage (above invert) associated with this storage 2.35 feet
Therefore, depth required above normal pool for storm storage = 2.35 feet
28.17 inches
Set crest of principal spillway at stage = 235 feet
and FL,= 421.35 feet
At principal spillway crest, storm pool storage provided - 93191 Cl
WQP,#4
NT
W - 0 5 0 42
lnrisel-tO Si igei Desi Sheet
pL
4) 1 � 1-1
V.,10.9z!
2) 0, 71
42i"'i, i
V i,
1) orificc
It' ro-ifices =
Re
Is
Cd siph on
Normal Pool Elevation
Volurne @ Normal Pool
Orifice Invert
WSEL 0a I " Runoff Volurne —
VoL Stored I Siphon Flow
1, 7
, ��60
A 00
-0 ef
),(to feet
42 1 � 3 5 its, e t
Avg. Flow Iner. Vol.
84379
0,3 3 5
0. "34 4
8812
25648-
'75 6:3 0
a, 1,7
0.326
8,114
26h08
66952
0�299
0. 110 8
8 678
208165
5835 1
0,279
9,299
3600
2- 9 7S 3
4 9 83 9 1
�5 --
(1, 2 6,'l
8
0245
x?;, j Y)
0",
7 01)
is
/9i'l
/i9�)61
9,31 19 � 1
0 3, 0 9 2'
0. 11
7 7 0 3
66 123
By cornp-arison. if calculated by the average hearl over d-;eoj-iflcc (assumh,,g
average head is lialftbe total deptfil� the result woold b.n.:
A-verag
ge driving, head on orifice = i feet
Orifice composite loss coefficien! 0�600
Cross-sectional area of 2" orifice — 01.049 sf
O�2493 cfs
Dr,TsMown Thrie, == Volurne / Ftowrate 11864 00 (see/day)
Use I - T' Diameter PVC Inverted Siphon to dyawdown the accumulated
volume fi-mu the 1,0" storm rnnoff, with a required tuns, ofabout 4,31

BRIAR CHAPI3L WATER QUALITY POND #4 - 12" DIP
NEW-05043
Anti-Seep Collar Design Sleet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements ==>
Anti-seep collars shall increase the flow path along the barrel by 15%,
Anti-seep collars sliall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
T. FINCH, PIS,
7/28/2006
Anti-Seep Collar Design -=>
WQP !t
Flow Length Mill. Calc1d l# Max. t+ (sf l'se
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
11) (feet) (feet) required (feet) Ilse Jvet) OK?
4 - 12" DIP 39.0 1.50 1.95 21 1110 13'? 1'laS
Note: If.spacing to use is greater than the maximum spacing, add collars witil the
,spaeirig to use is equal !o or less them the inaxirnun€ spacing allowahle for the collar
design. Anti-seep Collar's-shall be used under the structural fill portions of'all berms/dams
tmdess an approved drair?age dlaphragrrz is present at the rdownslream end Qfthe barrel_
BRIAR CI4APLL,
NEW-05043
Square Riser! /Barrel Anti-Flotation Calculation Sheet
Input Data ==>
Inside length of riser = 6,00 feet
Inside width of riser = 6.110 feet
Wall lhicknm of riser = 6.00 inches
Base thickness of riser = 8.00 inches
Base length of riser = 7.00 feet
Base: width of riser = 7.00 feet.
Inside height of Riser 6.95 feet
Concrete unit weight: _ 142.0 PCF
OD of barrel exiting manhole = 52.50 inches
Size of drain pipe; (if present) = 8.0 incites
Trash Rack water displacement -=- 7939 CF
Concrete Present in River Structure ==>
:Total amount gfconcrete:
Adjust for• Openings:
Base of Riser 32,667 CF
Riser Walls = 90.350 CF
J. FINCH, PE
7/28/2006
NC' i'rodtrds lists ita?it wt. #
Opening for barrel 7.517 CF
Opening; for drain pipe = 0.175 CF
Total Concrete present, adjust(A for openings = 115.326 CF
Weight of concrete: present. = 10,376 lbs
Amount of water di l)1aced by Riser .Structure? ~=>
Displacement by concrete i 15.326 CF
Displacement by open air in riser 250.200 CF
Displacement by trash rack -- 79.390 CF
Total water displaced by riser/barrel structure = 444.916 CI'
Weight of water displaced 2776.3 lbs
Calculafe amount of concrete to be added to riser =_>
Safety factor to Ilse = 1. 15 (r xx :nrri ,..15 of l it;lto r)
Must add = 1555'1 lbs concrete for buoyancy
Concrete unit, weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete= 79.60 PCF
Buoyant., with safety factor applied = 69.22 PCF
Theref6m, must add := 224.668 CF of concrete
Standard based described above . _ 32.667 CF of concrete
Therefore, base dcsi €;11 must have . 257.3 34 CF cif concrete
1 OF2
13RIAR CHAPEL
NEW-05043
Calculate size of base for riser assembly =_>
Length = 10.000 feet
Width = 10.000 feet
Thickness = 31.0 inches
Concrete Present = 258.333 CF
Check validity of base as designed ==>
OK
Total Water Displaced = 670.582 CF
Total Concrete Present = 340.992 CF
Total Water Displaced = 41844 1bs
Total Concrete; Present - 48421 1bs
Actual safelj, factor = 1,16
Results of design ==>
OK
Base length = 10.00 feet
Base width = 10.00 feet
Base Thickness = 31.00 inches
Cy of concrete total in base = 9.57 CY
Concrete unit: weight in added base >= 142 PCF
I. FINCH, PE
7/28/2006
2 OF 2
Briar Chapel-WQ Pond #4
Project # NEW-05043
VELOCITY DISSIPATOR DESIGN
Designed By: B. Ihnatolya
Velocity Dissi ator - W Pond #4
NRC'D Land Quality Section
Pipe Design
I.:ntering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness nunibcr is
constant over the entire length of the pipe.
flow Q in efs : 59.59 blow depth (ft) 2.35
slope S in % : 0.556 Outlet velocity (fps) -= 8.660
pipe diameter D in in.: 42
Mannino number n : 0.013
NR(:D Land Quality Section
NYDOT Dissipatm, Design Results
Pipe diameter (ft) 3.50
Outlet velocity (fps) 5.66
Apron length (ft) 28.00
AVG DIAM STONE TUICKNE;SS
(inches) CLASS (inches)
3 A 9
6 13 22
>>B I3or1 22u
23 2 27
Width Calculation
WIDTII = u, -I- Do
WIDTH -W 28.0 + 3.S
WIDTH 31.5 FEET
CONCLUSION
Use 14" DIA NCDOT Class `2' Rip Rap
28'1, x 315W x 22"Thiele
A. TEQUALITY N #S MINA. DESIGN
CALCULATIONS
BRIAR CHAPEL - PHASE 4
N}_:W-05042
N
N
N
Q
Eu
c
Q
Lfl
N
O
O
N
WATER UAL TY.P"QND # CQkVSTRIJCT10N SP CIFICAT TONS
GENERAL NOTES BERM SOIL AND COMPACTION SPECIFICATIONS
1. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNCA ENGINEER SW P VERIFY T¢ 1, ALI HI,L UATRMdS TO BE USED FOR THE DAM EMBANKHIEINS $HALL OE
SOTAAILNY OF EHC PROPOSED DDRNOW AREA / PLC FOR USE IN 111E hW TAKEN FROM BORROW ARCM APPROVED BY THE 011-SITE GC,OFII111+ICND
F.MNNKMENIS / KEY TRENCH, ENGINEER. FARE FILL WIERAL SIMI. BE FREE FROM ROOTS, STUMPS, WOOD,
SRDAES CRFAIER Dwl 6', AND FROZEN OR OTHER OBIETTIORABLE
2. THC ON-SITE CCOTECT-CAL ENGINEER SHALL HRSPECT THE kEl' TRENCH EKCAVA ON MATEROAL. THE FOLLOWING SOIL TYPES ARE SAEASLE FOR USE AS FILL
PRKRI 10 14ACEMENF OF ANY BACKFIIL WITHIN THE KEY TAPERER, IF THE CONTRACTOR
CORS1ftUCIS AND CARS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN TIE KEY WITHIN THE OM EMBMAHMPT AND KEY IRENCI, RL -0 CC.
IREMP STALL BE DMCOVEREG ANO TESTED AT 111E CONI2 HOP'S EKPNSC. 2. FILL PUCEUEUT SILLLL NOT EXCEED A MAXIMUM 8' LIFT. WIT RIFT

J. TIRE CONTRACTOR 61ALL REFER 10 DE UNMCME FILM FOR FIRE PERMAiRII SIMI OF. CONHIIIA'A15 FOR THE C11111& LENGTH OF EMBWKMEN 7S TEMPI!
PLACEMENT OF FELL FOR THE BERM SECTIWf, ALL 04SUITABLE WTFRAL
PUITING PWI/SGIEIXILE. TIE PERMANENT` VEGETATION FOR THE PROPOSED SISALL BE RCUMO AN THE SURFACE PROPERLY PREPARED FOR FILL
EMBANKAEIR SHALL BE FALL FESCUE. PLEASE IIOFC THAT NO TREES/SHRVDS OF ANY PLACEMENT.
TYPE MAY BE PUNTED ON THE PROPOSED CAM CyNAIRUEHT (FILL AREAS).
3. ALL FALL SOPS
USED IN THE
U / K TRENCH
4,TF THE COMER DUALITY POND IS 10 BE USED AS
BASIIF DURN TC0 10
IJ
STI
CDNSTRLCC IION BE 60MPACAEO ID AT AT 95OF FIC SIN+UARD
E
SIAULTI DIE 1£ CONYLCROR STILL 0 E INTERIOR ERIOR EAIOA FMMf
CO
BERU
H
HIR
CONSTRUCT
UM D
PR0.PFOR MAXI
DE15HY (7STM .
ME PILL SOF _S BE
TU
0
B
E
SIIpAII 011 ARTS PAM
APPROVAL 10 REMOVE T
RQUE THE 5ED'ukNT BIRTH PUS BEEN
UNTIL Mt
OF ITS
AT A
CONTEN WHLIVEJ HH:N -t 1 H. t3 PERCENT
A NA
ION
C
GRARfD M THE EROSION CONTROL INSPECTOR, ONTEN
OPTIMUM M ASIVRE CONTENT. COMPACOON TESTS SlAML B
PERFORMED BY
5. IF R
WATER CUALIFY A IS
O AS A $E
HOEING
0 THE THE TIE E COMPACTION E,LRNEER DURING R REACHES. O71 TO RI
. 711E FJLI.
THAI tri THE PROPER R
LEVEL Ills
ILL
RC
U
DIMEN
ED
CO 5I ARE E AREA AREA $C ALL BE EA
N
1
(I .E. SEDIMENT, CRASH, EFL AT* TED US!NC
COMB
l T l L
SHOULD BE COMPACTED TRNG A SHE 0
ion COMPAETCO. AT LADCa
D "TATED (I
S A A
SAPS) PRIOR TO TO USE USE
IM
ATER IVNYACEMENI FACILITY. coutI
TO PREIEHF DAMACE
TO THE PPE, DPII COUTMfHT SHALL
$F I
DIE IE IE AASH
$H AID SEDMIEOMENF SHOULD DE DKPD$ED OF PPOP PROPARtY (LE - VNODI,L),
TRASH CROSS urc PIA[ UNTIL MINIMUM COVER IS ES TAgLHI{W ALONG IIIE PHPC.
PIPE
6. ALL REINFORCED CONCRETE FLARED Elm SECTION F&US INTO THE POND TALL OF 4 A K[V TRENCH SwLL BE PROA,DED OEREA I ALL FILL AREAS OF IIIE
VKDERLVI+ WNDI A SOW PSI CONCRETE PAD. SEE OEIMS SHEEF PO-SD, BERM, THE TRENCH SPATE EXTEND A u RUUPK OF 5 FT BELUW EXISTING
GRADE AND SRIALL HAVE A NIN.MUH BOTTOM MOTH OF 5 FEET. THE KEY
'
' 1RENCA SIDESLOPES STALL BE A MINIMUM OF I:1 (H:V). DIE KEY 1RCNCII
1
Y
ry?
CONSTRUCTION PREPARATION SNAG BE COMPACTED 10 THE. SAVE SPOCAnCATION LISTED IN REM 3 ABOVE,
I PRIOR TO PLACEMENT OF THE HOW FILL, THE AREAS Oil W11KH FILL IS TO RE 5. UPON REQUEST, THE. CONTRACIOA SIML PRDA00 DIE EIOINEER WITH
PLACED SMALL BE CLEWED AND SIAIPPJ) OF TOPSOIL, TREES, HOOTS, LRGEfATIONI
AND OTHER OBIECT0"NELE MATERIAL. THE AREAS ON W}NCH FILL IS TO OE PLACED REPLANTS TO VERNY DGAT THE CAM EMBLNKMENT MEETS SHE SPECIFIED
COWPAGTWII REQUIREMENTS. COMPACTION REPORTS WELL BE NEEDED DURING
SIMyl DE SCARIFIEO. THE AS-OV'LT CERIFN'ATION PRDOCSS FOR THIS STAIMWATER FACILITY.
THEREFORE, R IS TItE COYFRACIOV5 RE$PoN$IAUtt TO ENSURE
2, ANY REMOVED 1OPSO1, $Wyt DE STOCKAtEO FOR USE IN PLANTING (SEEONGj ON COMPACTION TESTS IRE PROPERLY PERFORMED DOSING CCMYRUCTOH,
THE Om EMCATIKMENTS ONCE RNAL GRADES (AS SHOIA1 Oil THE GAAO:IIG SW4) HAVE
BEEN ESTABUSHE) Inns COMP'ACAE9 PILL. SPILLWAY PIPE SUBGRADE SUPPORT AND
3. THE CONTRACTOR SHWA. FVIUNISHI, INSTALL, OPERATE, AND %ANTAN ANY I'VMPING
EWIPMENT, ETC, UG FOR REMOVAL OF WATER FNOLI VAR'IO'JS PA9I5 Or THE REDOING SPECIFICATIONS
STORM'NAAEA POND SITE. IT IS ANTICIPATED THAT PIIMHNG WILL BE RECFSSATY III THE
EXCAVATION AREAS (LE. - KEY TRENCH) OURLNC PLACEMENT OF FILL WHTnif THE KEY 1. FILL IN THE MU OF TIRE SPILLWAY PIPES AND AWALENH AREAS SHOULD
TRENCH (OR OTHER AREAS AS NECESSARY THE CONTRACTOR BALL KEEP THE WATER OE DROUGHT UP TO A POINT OF 2- TO J' 02 MORE ABOVE CIE TOP
LEVEL DELOW NIL ' 80HO4 W DE E%CA4AfION. THE AUIh'ER IN WHICH DE WATCH IS ELEVATION Or THE PIPES N ACIVARCE
F $Rl1WAx CONSTRUCTION THAT
50
REAWEO SCALE BE SUCH TAM THE EXCAVATION 60TIOU AND SIDLSLOPES ME NSINI, o
111E E SPMLWAY R1N$ CAN DE N$TALEEO I.4 A TRENCH CONDAgN, ONCE
sriur. THE FILL IS BRDUGTS UP i0 MOTE THE TOP OF PIPES, THE PIPE
TRENCHES SHOULD TIER BE EKCAVATCO FOR INSTALLATION OF THE PIPES

OUTLET STRUCTURE MATERIAL SPECIFICATIONS 2. IF SEEPAGE OR ILON OCCURS IN OR ALONG THE PIPE ALIGNMENTS,
GDOUNDWAIER LDNIROL WILL BE NECESSARY, THIS CDGLD INVOLVE
PUMPIH) (OR STREAM DNERAON, ETC.) CEPENATO ON Dit FoP FEAPIFY.
I, THE 36- ACP OUTLET EMAREL SIULL BE CRASS III ACP, MODE EO SELL AND Spwr, SINCE IT IS NECESSARY TO WORK IN A 'DRY CONI)COW
THIS SITUATION
MEETING TII .
E N
HAVE
SO
uM c76-UPfS1, DE YPE STALE .,

MAY REOVflf USE OF LFWI CONCRETE Bl^.KFILL fLOWABLE fllE EEC. 10
R CASKETJO TS
PI
PE ERVIS
0-nLNC RUBBER OLRR(i JO'NI$ MEETING 0.STM C-141-IATE51, FIR PIPE. 3CNTG SIML
CC ME R-4, LSTI?MSN 511DGIA?C CO5IDHIONS SUIFADIE FOR 504 TYPE 6ALNPlL
PIACk1LE14T.
2, DE SMUCIURAL DESIGN FOR THE S'.5' (INTERIM, UWSNSNNS) RISER BOX WAH
ExIENDEC BASE BALL BE IN OTHERS, PRIOR 70 MODIING THE STRUCTURES. THE !, IRIAq ID MNSTALLAASRNI. SVIIGRAUE CONDITIONS ALCHC TIIF SBUEWAY
PIPES SHOULD BE EVALUAl 0 By NS 04-SIHE CECRICHNICAL ENGINEER 10
CON
TRACTOR 84x1L PRONOE THE EIIUNEER WITH SHOP DRAWINGS, SCALED BY A P.E.
ASSESS WIMEHER SUHTAOLE BE'ARMG CONDITIONS EXIST AT TEAL SUEAGIR&DE
REGISTERED RE NORM CAROLnu, FOR RWIEW, LAEL, SROULU SOFT OR ODaNWNSE UNSUIrMEL[ CONDITIONS BE
EN000NTEREO ALONC THE PPE ALIGNMENTS, THESE MATERIALS SHOULD CE
S, THE AISER BOX OUTLET STRUCTURE STALL M PROVIDED WHTI SILPS 16' ON CENTER. VNOERCUI AS 01REGTED By THE GEOTECHNIGAL ENGINEER. THE UNDERCUT
SILPS SIM.L Fit PIT"MO ON THE INNER[ WALL OF TIRE RISER DOT. STEPS SHALL BE IN MAIERMS SHALL BE REPLACE0 WITH AGAEGAAT£Cy COMPAL:107 $IRUCTURAL
ACCORDANCE WHIT NOUGAT STD. 1150.66, PLEASE REFER TO SIEEY PD--6B FOR LOCATION FILL, LEM CONCRETE CO PLOWABLE PILL AS D'RECTEO BY THE OH-ATE
OF THE RISER STEPS. CEOIECIIIICAL ENGINEER,
nl Dr
1' OK
M L ALGA
N
I
POND
ANTI-FLOTATION
FLOOR FOR
LL MAINERAC.
EI1F 10 THE ! O-RING CUILLI
BARREL Al
1
s FILL
PR
OF
8F
E
C FAA
1S $ I ALL IL BE
THE
RISER COX
A
ST AS THE CXTCNDEO BASF
Gx CON EET
I
l
S
CANONS LISTED M ITEMS MS T TN
LIT' SPN-L
DIE IE
! RI HC
C
SE
S
I_ BE
T I LO
IIIE 'RECAST BISf: 61ML BE INCLUDED AS EAST DIE SI
URAmR05 THAT lwr nY,l BE Sol
T
E
' THE
TR
D'GURU SOLI & COMPACTION CTION
I
I
S
ECTION RATED
:C
NE).
SUBMMTIED TO THE ENGINEER FOR AMEW (SEE ITEM 2 WDNE) C
CON
A
AG
T
CONTRACTOR S ERIMI. PAY OPECM ATTENTION TO rp TIC COUP LOMP/.CY1pN EF(gT5
AON'C THE RPES i0 D SURE THAT ALL SPACES UNDER AND ADYfS1T DO
` CASH RISER BOX ,FONT DESIGN SHALL CONFORM TO ASIM C-118. THE MUTES SIU1L THE PIPES ARE FRLEB MITI PROPERLY COMPACTED MIDTERM,
BE SEALED VSIN'6 RUM RUBBER SELLA7T CcNFONMNG TO ATILT-990. 111E CONTRACTOR
SHALL PARGE JOINTS ON BOTH IT IE iNSODE AND OUTSIDE W1A1 NON-SHRINK GROUT.
S .T1I

BOX STRUCTURE FOR WATER Y POND S Skxu? VA A
E P"ICNIII

TESTING OFTHE EMBANKMENT
WEIGH
43,575 1EM 05, THE E STRUCTURE WEIGHT $IDll RE DT BE THE R
L, AESHNG OF THE HEW FRILL MATERIALS MALL BE
Y
VERIFY
WEIGHT D S AL
PN BE S
SOB
PA.C5110 IM; WEIGHT OF ERE FACTORY ,
i o
OF CO COT A
DURING R
THAT RECOMMENDED LEVEL
TR

BLOC OUTS E GROSS GAD55
E SIAI,L BE SHOWN
I
K FROM DI
DGT MC
1, THIS
R TE57 PE
04
E
CONSTRUCTION, , THEREFORE, ORE DENSITY NSF SHALL BE BE PERrpSy{D FOR
17E
L DRI3
O
R
ON E sKe DRAW-NOS
ns 1
'cs wBym£D to TEAL errcweER FOR REMM. NEW.

VERY 2,500 9011lAE FE(f OF AREA FOR GA4AY (}R OF FILL.
7. PRIOR i0 OROERINO, DIE CONTR2-0TOC SHALL SUBMIT Tl i RACK SHOP CRAWMGS 2, TESTING WILL AC REWIRED NUNG FILE 30' 0-RING OUTLET GARALI AT
TO FIRE ENGINEER FOR APPROVAL, CONTRACTOR SHLN.L EHSVAE TIw AN ACCESS IWCF A IPEOVENCY OF ONE TEST PER 25 LF OF HrE PER VCFAMAL FOOT CF
15 PROVIDED Ri111N1 TART IWISII RACK (SEE OETAL f0A LDGIION) THAT WILL ALLOW FOR
FUTURE MAINTENANCE ACCESS, CONTRACTOR SIAIOL AM PRpfO A CIMN NO LOCK FILL
PON SECURING riff Accm HATCH, STATEMENT OF RESPONSIBIUIM
8. ALL POURED C04CAETE SHkLI BE MINH4UM .1000 PA (211 DAY) uRFLESS DDiERd1SE ALL H OLIIAEO M.Q0ZNMCC AND INSPECTIONS OF THIS FACILITY SHALL BE
HIOTED, 111E RESPoNSm'LIIY of THC CWHER, PER DIC EXECUMD OPERATION Am
9. CECTEXTILC PATRIC FOR TAIL 36-INCH OUTLET WARE, JOINTS S,%L BE AMOCO STYLE W,'NIEiwICE AGREEMENT FOR THLS FACILITY.
4551 POLYPROPYLENE HON-WOVEN HEEOL.E PUNCHED OR APPRWEO TOM- (NON-WOYIH
FABRIC)
10. WATER DUALITY POND EMERGENCY DRAWDOWN FOR DIE PONA SHALL BE ACHIEVED
YA AN D-R PLUG VAEVE. THE VALVE SMALL BE A U&N STYLE 020 X-CENTRIC VALVE ON
MPNOLR;O EOCAL MS VALVE IS NI ACCOADNSE WITH AWWA C-504 SEC. 5.5. THE
VMVE 51N BE LOCATED WITIN THE 5' K 5 RISER STRUCTURE. ME) SIMM. BE
OPERABLE FROM TOP OF SIRUCIUIE VA A HMCrAHE£L (SEE OCTAIt SHEET PD-50).
11. SHE 12'0 OP DU0.CT Riy; SHALL Be CLAPPED ON IIIE UPSHAEAU END YETI A METAL
ORIFICE POD:, THE RATE SNAIL BE IW'4I""/2' (WyVM:ZED) AND SIME HAVE A 3-0
ORIFICE AS DIE BOTTOM. PLEASE REFER TO OETA, SHEET PD-5C FOR ADDITIONAL
INFORWFIPY.
?_ \ s
YA - - kH`1e? :? G I +
,
14
I
I _. C. F I c N± 8
!.
a.
d
? fn I 4 I.... N..

?I
i -
4A .:';
11 _q,
?j7?: A
1
1
v L
?.
W WI 1
vuti
,'y?YA }
...
H
:
t ` ?o
/ / 1 q
?
y`'-?- _ , ? - `'

OF
?,Ly` \ (PLO F OVJ ., 4,40.OD
MBL)?

l
I
f 1
I i / 1 ?`
P,
HO SCOPE ARayIA('?
9.5 k6rIJ
?5i
. ,. ,? _
DEL, a

2.5
h 11
` _
y
/ N ?H SIIStpu rA'AOWNI-
`
0 (SEE RENAL SHEET P -5C)
S!PIfON " CRT V 431 50 N

I
§IAPf ? 59V+wE
A
h?'I, K 5 I. I
1
1119 GI
POP OF ll"' -
"
.
aJ),Yy I

`1 O

E UT ( (3O'
e
I(LPl ••
0
'2".35
'2".35
1 (L
CE DET
{SEE AIL SHEET

I ?
HO-IT U)
)

1

\\ P P4AIEIT
MR L. 4
N2W ? POOL « a 471,50
K,>o
_
`?
JR \ F m
n ?
N?b
, x
\ T
pia NH ,\ ?f
SEO?4[II1 T I
- ?f'DAEBAY r
r ?(
r
I
, Na'W ( }
/
D
Ja
RDy411 CYJO? \
P FA U }slA (A,
'? ` YJr lC Y.
., 1 YO
l
t I ? (
1
II
I .
I I
, I I
I ( I I
I
I(
I I I .
I I I ,
I I

l
I
I
I
I
} I
I T
f I
'I I
} I
I
,rl
yAf I
.,
0
r
Rd
NS A?
n I
I
f '
I
I
I
I ?
I I
' rl
I
f
I
I
WATER-QUALLIY POND #5 PLAN VIEW
I
51 L? Iz-P 1NP
0 A. 1X
I
I
n I
A 1F ?
` NI I
I I I
I f
I r
l
/
/
/ Fl
/
/
GRAPHIC SCALE
vo o aA . Iz ._
FINAL DRAFTING - RELPASET POI! CONSTRUCTION
Q
f?y ? a O
W f-R w ! Q
P/F1-rI h Y O
W ?/ \ 4N
N
4-
a
PIT
F? n
t7
rr,V ll 1. 7
W X00
L V fY '1' +
M: UXN
a aor,
Q fA
M aF.?
4N ?CdRp?"•.,
iA SEAL '.
!, Oy1452 !
,,• Rehr W (c „
y G
? .f
w .,
aq
?(1n
F
T-i
F N
?N
iXI a
0
a
?a
U"
a?
'a
'o
u:
? r.
w
w Ai aw'
aj
? D
f ?
b
Lam`
W PIPE
o
0 LO
0
g R
o
u U
?.9
NEW-05044
NEW05044P05
RuNxlo m: JF
Aw.H sr' JF
N75
10-18-1007
sum -PD-5A
McADAMS
a
CC_
BRIAR CHAPEL SS FXN - WQP45 J. FINCH. PF
NEM-05042 4/16/2010
Stage - Storage Function
ICs - 14069
b 1.1
%o
Elevation
434.50 0 0.000
434.70 T2325mm
-
-
-
-
- 0.053
434..9() 5
1
4
0 0,
435.10 8176
__---- . m0.188
_---- .-_-.._..
435.30 11363 0.261
435.50 14669 0.337
435.70 18072 0.415
435.90 21559 0.495
436,10 25119 0.577
436.31 28743 0.660
436.50 32426 0.744
436.70...- 36163 ? -.0.830
436.90 39950
- 0.917
-
437.10
._..._. ................ 43782
....... _.--................. . 1.005
..........
-
437.30 47657 1.0
94
437.50 515721
^
- _
1.184
m
437.70 55526
- 1.275
437.90 59515 1.366
438.10 63538 1.459
438.30 67593 1.552
438.50 71680 _ 1.646
438.70 75796 1.740
438.90 79941 1.835
439.10 84113 1.931
43930 88311 2.027
439.50 92534
- 2.124
439.70 96782 2.222
439.90
- 101054
-
- - 2.320
440.00 103198 2.369
`T'ypo.... Outlet. Input Data
Name.... WQPS
Page 2.01.
F?il.e:.... X:\Pz:o;ject..:s\NI::?;?\N1?tat-0504l.\Storm\Con.structian Drawings\SVdyl:'I]esigs?.ppw
Title- Project Dato: 711.012006
Project E-!ngi.neer: Jeremy Finch, PE'
Project Ti.t:l.e: Briar Chapel
Project Comments:
REQUE,S'1'I_D POND WS ELEVA` IONS:
Min. Slev.-- 434.50 ft
Increment - .20 ft.
Max. 1',:Lev.=:.: 440.00 ft
A: ?.??-? A A A ?F k-k? # •{?? ?? ?} ??k ?k A???i??k A??k A?x?k k?k A'?k A??k s.''k s.'?k ?k ?k ?A ?k ?k x
C)i)T1 .E,T CONNE:C`T'l.V:f.`T'Y
--> Forward 1?.low Only (UpSt:r.(--,am to DnSt.ream)
<- Revorse }:'.low Only (DnStrealn to UpSt..r.eam)
< - > )'orward and Reverse Both Allowed
Structure No. Out. fa.ll. } 1., ft E2, ft
I ,l.et_ Box Rl > 13A 437.'750 440.000
Culvert-Circular BA -- > LVJ 428.350 440.000
Orifice-Circular `T`V1 434.500 440.000
W SE'T'UP, US Channel
S/N:
Bent'-ey PondPack (10.00.02'/ . 00 )
1:50 PM
Bentley System,, l:nc.
4/1.6/20.10
Type .... Out l-et Tnput lama
Naltte.... WQP5
Page: 7.02
File. ... X:\ProjectS\NF?SJ\N1sSa 05E1!7\Stor:n\Con>tr:ct.?.on D-aw:i.ngs\SVJMFDes.i.gn.ppi,
Ti-t1e... Project Date: 7/7-0/2006
Project Engineer: jeromy Finch, P
Project. T.i.t:1_e: Briar Chapel.
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure TD IV[
Structure 'T'ype l'nl.ei: Box
---------

dE of Openings --------
a.
Tnvert ]J-ev. 93'1.75 ft
Orifice Area _ 25.0000 sq. it
Orifice Coeff. - .600
Weis Length 201.00 ft
Weir Coeff. 3.000
K, ReverSe - 1.000
Mannings n 0000
Kev,Chargnd Riser .000
Weir Submnrqencc No
SIN: Bentley Syste*me, Inc.
Bentley Pondi'ack (10.00.027.00) 1.:50 PM 4/7.6/2.0:1,0
Type .... Outlet -Input. Data
Dame.... WOP5
Page 2.03
1,o.... X: \I?r.oject.:.?\I EVANEW-050 42\Stor_m\Const:ruct:ion t?rawings\SG7vili'1?e.ri-gn.ppw
Tj,t..1.e... Project: Date: 1/1.0/2006
Project Emgineer: Jeremy Finch, P1?
Project: Title: Briar Chapel.
Project Comments:
OU'T LET STRUCTURI_'. 1NPUJ' DATA
Structure ID :-. 13A
Structure Type Culvert-Ci rcular
No. Barrels - 1
Barrel Diameter: = 3.0000 ft
Upstream Invert 428.35 ft
Drrst:ream Invert = 428.00 it
Hori. , . T.,engt:h : 69.00 it
Barrel. length = 69.00 ft
1.3ax:rcl Slope =- 0059"7 ft/ft
OUTE,' T CONTROL DATA. .
Manning.,.; n :. .0130
T<e .5000
Xb 007228
1.<r . 5006
HW Convergence .001
(forward entrance .toss)
(firer i_t of fui_1_ t:Ioti:}
(reverse entrance Joss)
+/ - ft
I:NI.,l?'T" CONTROL DATA ...
Equation norm
zrlei. C
ontrol. 1< 0098
Inlet Control IM 2.0000
Inict Control. C .03980
1:n1.et Control. Y .6700
'T'1. ratio (HW/17) .000
'T'2 ratio (14W/13) 1. 30/1
Slope Factor - -.500
Use unsubmerged inlet control form 1 equ. below V elev.
Use submerged inlet control Form 1. equ. above T2 el.cv.
Tn transition zone: between unsubmerged and submerged inlet control-,
inte,rpo Late between flows at Tl. & `T'2.. .
At `l'1 Llev ==- 428.35 ft ----> flow 42.85 cfs
At T2 f-lev = 432-26 ft T_-> Plow 48.9'7 cfs
SIN: Bentley Systems, 'Enc.
Bentley Pond Pack (10.00.02'7.00) 1.:50 I?M 9/16/2010
Type. ... Outlet Input Data
Name.... WQP5
Page 2.09
I?:i,:Le.... X:\Projects\NIG;\T\?1?[??-05047..\Si.orm\Consi:r?.aci:ion Draw.i.ngs\SWMI?I?esi.gn.nn?^?
T.i.tIe... Project Date: `1/7.0/2006
Project Engineer: Jeremy Finch, PE'
Project T.i_t.le: Briar Chapel.
Project. Comments:
OUTLT^ I' STRUCTURI! INPUT DATA
Structure TD
Structure Type Orifice-Circular
If of Openings = 1.
[:avert Elev. 434.50 ft_
Diameter .2500 fft.
Or'ifice Coefii. -- .600
Structure 7:D= TW
Str'uct'ure Type TS9 Sl"ITUP, IDS Channel.
--------------
FR1s1 OUTF'ALL CONDITIONS Sfl'C7:1'II,D
CONVI%RGHNCE TOLERANCES . ..
Maximum Tterat 1on.s4- 30
Md,n. TW tolerance: 01 ft
Max. '.1'il tolerance. 07. ft
M.i.n. HW tolerance ==- 01 ft
Max. 11W tolerance _ 01 ft
Mi.n. Q tolerance .10 Cfs
Max. Q tolerance = .10 cfs
SIN:
Bent.- toy PondPack {10.00. 027.00
7.:50 PM
Bentley Systems, Tnc.
4/16/2010
Type.... Composite Rating Curve
Name .... WQI?5
Page 2.. 11.
Fil.e.... X:\Project:s\I.`')?,h'\Nl3Vd 050?i7\St.orm\Const.r.ucE:i_on f)rawi.a?g:.>\Stat?a}:'I7csi.gn.ppw
Title ... Project Date: 7/1.0/2006
Project_ 11'ngi.neor: Jeremy Finch, P
Project Title,: Briar Chapel.
Project: Comments:
COMPOSITE OUTFLOW SUMMARY * A ?"
WS Eiev, 't'otal. Q Notes
-------- -------- ------ -- Converge -_--_m---- ------------_--
El.l.ev. Q '1W El ev Error
ft cfs ft
----- f /-ft
- --
- Contributin
- g Structures
--
434.50 .00 Free --
OutfaI.I. -----------------------
(ago Q: RI., BA, 31)
434.70 .05 free 0u t:fa.I.I. ST (no Q: R1:, BA)
434. 910 . 1.2 Free oil t:fa.I.I. SI (no Q: R1, BA)
43b.10 . 1.6 Free Out.fa].1. SI (a) o Q: R1, BA)
435. 30 .1-9 Free Outfa.1.1. SI (no Q: R1:, BA)
435.50 .22. Free Out fall. S.T. (no Q: R1,BA)
435.70 .24 Free Outfa11 S1 (a) o Q: R1,BA)
43x.90 .27 1?ree Out fall. S1 (no Q: R1,BA)
436.:10 .29 1!'rec Out:fall 81: (no Q: R]",BA)
436.30 .31. free OutfaII SI (a)o Q: R1, 13A)
436.50 .32 free Out f:aII SI Oko Q: R1, BA)
436.70 .34 Free Outfa],I ST (a)o Q: RT,BA)
436.90 .36 Free Outfall S1 (no Q: RI., BA)
437 , 10 . 3,1 Free Outfa].1 S1, (no Q: RI' BA)
43'7,30 .39 Free Outfall. SI (no Q. R1',BA)
437. 50 .40 1?ree OutfaII S1 (no Q: RT, BA)
43'7.'/0 .41 Free Out fa 1.1. S1 (no Q: R1:, BA)
437,75 42 free Outfall ST (no Q: R1:, BA)
437,90 3. 94 Free Outfal.l. 121, 13A, S1:
438.1.0 1 2 , 135 Free Out.fall. RT, BA, S1:
438.30 24.82 Free Outfa]1 21, BA, S1:
438'5O 39.43 Flee Outf all R1, BA, S7
938.70 56, 03 Free Outf all RI, BA, S.1-1
438.90 '74,48 Free Outfall. R1, BA, ST
439, 1 0 97- .22 1?'r_ee Qutfa].1, 121, BA, S1:
439,30 106,49 Free Outfa] 1 RT, BA, ST
139,50 7-0'7, 69 Free Outfa]-1 111:, BA, ST
939,70 '1-08,86 Free Outfa]-1_ RT,BA,ST
439.90 7.10,02 Free Outfa]_1 RT,BA,ST
440,00 3.10,60 1Pree Outfall. RT,BA,ST
SIN:
Bentley PondPack (10.00.027.00)
1.:51 PM
Bentley Systems, Inc.
4 /16/20.1.0
HMS * Summary of Results for WQP#5
Project : NEW-05042
Start of Run 100ct08 0000
End of Run lloctos 0000
Execution Time 16Apr10 1354
Run Name : 1-Year Post
Basin Model Post-Development
met. Model 1-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak inflow 33.644 (cfs) Date/Time of Peak inflow 10 Oct 08 1156
Peak Outflow 0.47180 (cfs) Date/mime of Peak Outflow 10 Oct 08 1931
Total inflow 1.99 (in) Peak Storage 1.2766(ac-ft)
Total Outflow 0.36 (in) Peak Elevation 437.70(ft)
ISMS * Summary of Results for WQP#5
Project : NEw-05042
Start of Run 100ot08 0000
End of Run 11octo8 0000
Execution Time 16Apr10 1355
Run Name : 2-Year Post
Basin Model Post-Development
Met. Model 2-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 48.278 (cfs) Date/Time of Peak Inflow 10 Oct 08 1205
Peak Outflow 2.4978 (cfs) Date/Time of Peak Outflow 10 Oct 08 1244
Total Inflow 1.94 (in) Peak Storage 1.3288(ac-ft)
Total Outflow 0.85 (in) Peak Elevation 437.82(ft)
HMS * Summary of Results for WQP#5
Project- NEW-05042 Run Name 10-Year Post
Start of Run 100ct08 0000 Basin Model Post-Development
End of Run 110008 0000 Met. Model 10-Yoar Storm
Execution Time 16Apr10 1355 Control Specs 1-Minute dT
Computed Results
Peak Inflow 73.404 (Cfs) Date/Time of Peak Inflow : 10 Oct 00 1204
Peak Outflow 40.160 (c£s) Date/Time of Peak Outflow : 10 Oct 06 1211
Total Inflow 3.52 (in) Peak Storage 1.6501(ac-ft)
Total Outflow 2.42 (in) Peak Elevation 438.51(ft)
HMS * Summary of Results for WQP#S
Project : NEW-05042
Start of Run 10Oct08 0000
End of Run llOct08 0000
Execution Time 16Apr10 1355
Run Name : 25-Year Post
Basin Model Post-Devolopment
Met. Model 25-Year Storm
Control Specs I-Minute dT
Computed Results
Peak inflow : 88.442 (cfs) Date/Time of Peak inflow : 10 Oct 08 1204
Peak outflow 67.245 (cfs) Date/Time of Peak Outflow 10 Oct 08 1208
Total inflow 4.47 (in) Peak Storage 1.7977(ac-ft)
Total Outflow 3.37 (in) Peak Elevation 438.82(ft)
TAMS * Summary of Results for WQP#5
Project : NEW-05042
Start of Run 1000t08 0000
End of Stun 1100t08 0000
Execution Time 16Apr10 1355
Run Name : 100-Year Post
Basin Model Post-Devolopment
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 111.62 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 94.398 (cfs) Date/Time of Peak Outflow 10 Oct 08 1207
Total Inflow 5.97 (in) Peak Storage : 1.9510(ac-ft)
Total Outflow 4.87 (in) Peak Elevation 439,14(ft)
BRIAR CHAPEL S S FX N - WQ P#5 (1 OOYr)
NEW -05042
Stage - Storage Function
Ks 1466 91
b 1, 1 d.4 - t
Zo -134. �
oo.,e Ye,
cfts�-

?L'
HMS * Summary of Results for WQP#5
Project : NEW-05042
Start- of Run looct08 0000
End of Run 1100t08 0000
Execution Time 16Apr10 1358
Run Name : 100-yrpost(wc)
Basin Model Post-Dov(100YrwC)
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak inflow 111.62 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 94.545 (cfs) Date/Time of Peak Outflow 10 Oct 08 1207
Total Inflow 5.97 (in) Peak Storage 0.63710(ae-ft)
Total Outflow 5.96 (in) Peak Elevation 439.11(ft)
c
I
t
BRIAR CHAPEL Volume Check J. FINCH, PE,
NEW-05042 4/16/2010
BRIAR CHAPEL - WO POND #5 DESIGN
I'c]' NCI I:IAR "Storim ater Best A-IanagerrrerrI Practices ", the forebay volume should equal about 20% of the total
basin volltine.
A. Water Quality Pond -Below Normal Pool Volume
Volunle -= 53785 cf
B. Forebay Volume
Yorebay volume = 10092 cf
% Forebay = 19%
?. 4?L)1C1 ??`l ,.'? 121ar? Crux C'1;:.
Impervious Area = acres
Drainaoo e Area Acres
% Impervious = 56.28%
"Dotal Below NP Volume 53795 cl'
Surlac(; Area 14468 of
Average Depill = 3.72 11
I?rom the NCDJ, NR StorniN ater IM ) Handbook (4199), the required SA/DA ratio for 85%'I'SS Removal
in the Picdnimit. is as follows:
3.72
Lower Boundary 50.0 2,06
Silo % impervious => 56.3 2.27 2.02 1.92
Upper Boundary => 60.O 2.03
Area Required = 12328 sf

Area Provided = 14469 sf Yl S
BRIAR CRAPE1, WQPond#5
NEW -05042
I" RUNOFF VOLUME CALCULATION SHEET
Project Name: Briar Chapel
Checked by. J. Finch, PE
Job Number: NEW -05042
Date: 4/16/20 10
Average
Incremental
Accumulated
Estimated
Contour Contour
Contour
Contour
S tage
Contour Stage Area Area
Volume
Volume
w/ S -S Fxn
(feet) (1cet) (S]") (SF)
(CF)
(Cl-')
(feet)
120000
100000
8GOOO
60000
40000
20000
0
Storage vs. Stage
y = 1 4669x' '4"
0.9996
-------------
0.10 1.0 2.0 &0 4o 5,0 6.0
Stage (feet)
EKs = 14669
b = 1.1444
:��
Calculation of Runoff Volume required for Stm-S�we..
The runoff to the water quality pond for the V storm rLMOff requirement is calculated by simply multiplying the total
watershed area draining to the water quality pond firnes tire runoff depth.
Total Drainage Area to WQ Pond = 14.02 acres
Runoff Depth = I inches
from ree iitation it uestion, 50893 CF
total runoLf
This arnount of runoff must be stored in the pond above normal pool elevation,
and be released in a period oftwo (2) to rive (5) days, by art inverted PVC
siphon, the invert end of which is set at perntatient pool elevation.

131ZIAIZ CIIAPF'L WQPoudg5 J. FINCI1. IDE
NEW -05042 4/16/2010
Calculation of depth required. for runoff storage pool above normal pool)
Normal pool depth (above invert) == 0.00 feet
storage provided at permaiicnl pool depth ..? 0 CF (calculated)
't'otal storage required for normal + storagc pool -._ 50893 Cl',
Stage (above invert) associated Nvith Ihis storage 2.97 feet
Therefore. depth required above normal pool for storm storage = 2.97 feet
35.58 inclics
Set crest ol'principal spillway at stage- 2.97 feet
and H, :- 437.47 1eet
nt principal slsilhvay crest; storm pool storage provided = 50983 Cl
..
?:. :?
BRIAR CHAPEL WATER QUALITY POND #5 M 12" DIP
NF W-05044
Anti-Seed Collar Design Sheet
This slieet will, givers die bai-•el length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Desigyn Requirements ==>
Ariti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the rninimuni collar projection
or 25 feet, whichever is less.
J. FINCf1, Pl:;
8/24/2006
find .Seem Collar Design ==>
WQP h
Flow Length Mill. CaWd Ii Max. Use
Fond along barrel Projection of Collars Spacing collars to Spneir)(1 Spacing
ill (feet) (feet) required (feet) Use (fviJ) OKI!
5 -. 12" IMP 5d.0 ?.03 1.99 25 '.llrl IS l 1'r
Note: If spacing to Ilse is greater than the maxinvan spacing, add collars uniil the
spacing to Ilse is equal to al- less than the ni(iximnn spacing alloivahlejbr the collar
design. Anli-seep collars shall be used t.Indel' the s'tructurrll f II porlintts of all bernlsIdelms
aualess an approved drainage diaphragm is present al the downstream end of the barrel.
BRIAR CHAPEL
NEW-05044
Square Riser/Barrel Anti.-Flotation Calculation Sheet
humt Data ==>
Inside length of riser
Inside width of riser
Wall thickness of riser =
l3asc thickness of riser =
Base length of riser Base width of visa' =
Inside height. of Riser =
Concrete unit weight =
OD of barrel exiting manhole =-=
Size of drain pipe (il'prescrrt)
Trash hack water displace€noni =
Concrete Preg-mf in Riser Structure =_>
Tolal unwi 1. of concrete:
lhc?ffistfor 01e.,7ings:
5.00 feet.
5.00 feet
6,00 inches
8.00 inches
6.001 feet
6.00 feet
9.40 feet
1.42.0 PCF
45.50 inclics
8.0 ilrches
61,14 CF
Base of Riscr = 24.000 CF
Rises Walls - 101400 CF
7. FINCH, PSG
8/10/2006
iN'SYENC
Opening for barrel = 5.646 CF
Opcning for drain pipe; 0.175 CF
Total Concrete: present, adjustor] f6r oponings = 121.580 CT'
Weight_ of concrete present = .17264 lbs
Amount of water disl)laced hi, Riser Structure
Displacement by concrete 121.580 CF
Displacement by open air in riser :-= 235.000 CIS
Displaco3ient by trash rack - 61.740 Ch
']dotal water displaced by riser/barrel structure = 419.320 Cr,
Weight of water displaced = 26103 lbs
Calculate amount of concrete to be added to riser ==>
safGiy factor to use:: 1, 15 trec:c::ois>:::: "...S -?i
Must add _ 1.2`154 lbs concrete for buoyancy
Concrete unit weight 11or Ilse 1.42 PCP' (note above observation 16r NC.P concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor appli(A =- 69.22 PCF
Therefore, must add = 184.264 CF of concrete
Standard basal describM hbovc :- 24.000 CF of concrete
Thcrelbre, base desi gn must have == 208.264 CF of concrete
( OF 2
BRIAR CHAPEL
NEW-05044
Calculate size of horse for riser assembly -->
L ulgill -<- 9,000 Feet
Widill = 9.000 Peet
Thichws 31.0 inches
concrete Present = 209.250 CF 0K
Check validity of lease as designed ==>
Total Water Displaml = 603.570 CF
Total Concrete Prescnl -- 306.830 CF
Total Water Displaced = 37663 lbs
Total Concrete Present = 43570 IN
Actual safely factor - I.16 OK
Results of design
Base length = 9.00 feet.
Base width = 9.00 feet
Base Thickness W 31.00 inches
CY of concrete total in base mm 7.75 CY
Concrete unit weight in added base >= 142 PCF
J. FINCH, PE
8/10/2006
20F2
1112IA12 CHAPEL.,
ro ' NisVct-OSO4=1
NRCD Lana Quality Section
Pipe Design
F11(e)-ing the followisig values will provide you with
lllc expected outlet velocity and depth of low is a
pipe, assut11iliF,' the Mannings rotlghness 11timbor is
constant over the entire length of the pipe,
flow Q in cfs : 40.105 Flow depth (ft) - 2.05
slope S iii %: 0.547 Outlet velocity (fps) = 7.774
pipe diameter U in in.: 36
Manning ntimber n : 0.013
NRCD Laod Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.00
Outlet velocity (fps) 7.77
Apron length (Q) 18.00
J. FINCl-1, 1'13
6130/09
AVG DIAM STONE THIC<N1 SS
(1iiches) CLASS (inches)

»6 B 22<<
13 B or 1 22
23 2 27
CALCULATION:
Miltiillml) TW Conditions: W -- Do -F La
3.0' + 18'
21.0 it
CONCLUSION:
IJSE NCDOT CLASS `li° RIP RAP
I811, x 2I 'W x 22"'I HK
A .. UA .I Y" N M FINAL DESIGN
CAL 'ULA I N
BRIAR CHAPEL - PHASE
NEW-05042
WATER UALTIY
_Q_."___. _N_ . _.._ Q. C1CT3()N SPEC17_IGAT7UN$ 50'rt:amlY SIR' I l
-'
IE FED IA;) POND
! II i }urreR ' ) -s A 1
GENERAL NOTES BERM SOIL AND COMPACTION SPECIFICATIONS J-. ESSMArN[E vcL
1. PROR 10 COxSrRUCIION, THE ON-sue GEORCHrI%'JL EISI1mN KANL VERIFY ME /
1. ALL ALL 4OCAA BE USED FOR ILL DAM O 51HE LE LAICAL BE I I /
6 BUITAT1Y Or TIE I'AOI>QSEO BORROW AREA / FILL FOR VSE IH THE DAM TAKEN FNO4 BORROW OW AREAS APPROVED FR THE E ON-SIIE . SOSIECHHWU. I / ?I
EuWMMEINIS / I IAEN'CH. ENGINEER. TxE SILL MAT(RWL. SHALL BE E FREE FROM ROOTS. STU4v5, WOOD, I 1 I I I
STONES GREATER TIM 6', AND rrono OR ORID DpAECTKT4AfILE I I I / N In
i
T uu' E I
2 m E DIN -SITE GET fL CAl ACKA`11E1_ STI4 45 KEY 7uC KEY FRENCH [TRACTION uAICI THE rttU ID ME SUITABLE FOR USE AS FILL / ( ) 'F L L
P C04STRIORH TO S MID CONCHS U fHf Of UP 1HP ME KEY TIRCANCH PH ME R 10 iRp,'LH, K04, TILE DIET THE E NC CONTRACTOR EV WILLI I THE 0.W £uRANK W1KMENr1T MID KEY fA[NCH, ML Nit) LL.
USHO TOOK' D
TRpICHI SHOAL B H[ UNCOVERED RE0 AND TESTED FA AT AL DACE E CWIHRACTpR1 f ! / / I I + TD 1.14 /??f / I _ O O
S LMPENSE. 1. FIIL Iv,C[MENT SHALL 1401 IXCEEO A 1/A31NVN B L13. EACH ERS
SHALL BE CONTINUOUS FOR THIE ENTIRE LENGIN OF EMBANKMENTS BEFORE r l I l l / ) ' ??) - ` NCDDr'c Ss 0. RIPw . p
3. ME CONTRACTOR SKATE REFER TO ME LANDSCAPE PLAN FOB THE FEHIUJIOR PIACEMEIN Or FILL FOR THE BERM SECTH(xI ALL U.4SVIIAGLE uTEREI
?.1 KI..
PwmNG PUN/SCHEDULE. THE PERMANEIN VEGETATION FOR PIE PROPOSED SIFALL BE REMDI AND THE SURFACE PAOPEiIr PREPARED FOR FA.L I I I / L-n 1lW 72' TINT t•
EuCWIK4t-NT STpp, BE FALL FESCUE. PLEASE NOTE THAT NO PLEES/SNRUBS OF ANY PUACL'u(ur. SEE DELIl!L SNEEFNIL
TYPE MAY BE I ON SHE PROPOSCO DAM EuBM,xufNt (ELL AkEIS). I I ? l l l / ! .AYUIt IH : Rl ?, ?/, l / ? I /? Q ? ? P O.
3. ALL FILL SOtS USED A THE EMWlKMCIATS / KEY TRENCH
5. IF THE WATER QUALITY POND IS 10 BE ALI AS A SEDIMENT SA6111 WRING CONSTRUCII011 SIHI,L BE COMPACTED TO AT LEAST 95X OF 1110 STAINAAO I f / l I -1 I I /? ? ? a N
CONGIRUCiCII, 113E CONTRACTOR SIULL NOT CONSTRUCT Tx xrEfGOH EARTHEN, BEAU FROCLOR MAXIMUM RAM OENSITY lASNA-&G6) I E I SOILS vW.L Df:
$HOW71 J 1195 KE C NTCTOR SHAT i0 TENONS TUC SEr rySlry RTH BEEN COMPACTED AT A MPSruRE CONTENT WTHEY -F w NS vERCENI pr ITS I ! l I l T'I
r o
GRNTCD BY THE EROSION CONTROL INSPECTOR. OPTIMUM HdStI CONTENT. COFTPACDON TESTS S+uLL OE Pf160AMED By
I ! I I 1 ( B '.S a K o O
THE Ox-SITE CEOVEC-CAL ENDIHE£R DURING COx5TR0CT10N TO r"r FY O M rt N
5 P
. PIE WATER QUALITY POND IS 70 BE USED AS A SEOIMELIT BASIN WRING y my THE ILROPER COMPACTION LEVEL AS BEEN REACTED, ME FHL I r I )I Il 0 L / J
CONSYPUAC OH DIE MCA 5ALNL BF CLEARED OUT QE SULiK EIN TRASH LfC) ALlp 511OULD BE COMPACTED USIRO A SHEEPSFOOT TYPC COMPACTOR. IN ORDER I I ` W '9' ?•1 ID '.{J rt
REV[GEIATE6 {IF NECESSARY) PRCR r0 U6[ n5 n 6rpquxnTFR uWAgEuEr FHCNUIY r0 PRCVErv[ 0.AVAGE [p THIS PAL NO CODPAODOH EOUIPMFNi SIw.L ( I / AP 5
- 0
THE TR II AND SEOVEJNT SHOULD BE DISPOSED OF PROPERLY (LE' - WIDFlLL), CROSS ANY PIPE UICa UNWIAt COVER IS E$TABU511ED 4a40 IIIE PRE, It ?-70P Of DAU??? m ?
U-TLNNCE_....
tl VIA,
B. ALL REINFORCED CONCRETE FLARED END SECTOR IHRLIS II110 DIE POND SHLLI Br. 4. A KEY TRENCH SRI BE PROVIDED DENI AT ALL FIIL AREAS of IHE I (p I ' ?. r ?` l I i ACCESS - W
..
m
UNOENVJH WITH A 3D00 I CONCRETE PAD, SEE DI SHICCT PO-BD. GERM. iHC TRENdt 3WL EXTEND A MIN6lUM Of 5 n BELOW FKISnHG I ?. I I I + f'r W l W 2
TRADE MID SRI HAVE A MEA&II BOTTOM WORT or 5 FEET. PAT FI I J ?iFy'W
7. THE SIRUCIURLL DESIGN FOR THE BETA'NNG WALL SURROUNDING THE POND FACILITY TAEN'di 51DESLORES SHALL BE A MINIMUM OF 1:1 (II:V). THE KEY TO CN'ALF ' .~
SFGML BE DESCNEO ID OtHEDS PRIOR TO ORDERING OR INSTALLATION OF ANY RCTA'h'ING SHALL BE CCWPACIED 10 TINE SAVE SPEClACADO" USIEO NI ITEM 3 AUNV<, I I uC / / l .•"""'N
WALLS, IHE CONTRACTOR SHML PROVIDE THSE EHCIHEER WDI SHOP DWIWiI SEAL" / / ,n 4W CAROC?",
BY A P,E. REGISTERED in NOHIL CMg1NA FOR APPROVAL. PLEASE NOTE THAT THE 3, UPON 111"I ME CONTW,CTOA 611µL PROVIDE THE fNCHNEER MITT
Fl
r VERIFY THAT DIE DAM E B+ M NKUENT uEELS THE ' SPECIEG
E 0 5 0 REA
s1AVCNAAN. ENGINEER sWil ALSO PROVIDE JAI NECESW+Yj A SAFETY FENCE R P AT }B'° D-R:NG IICP JONIIS r
ALOr1G THE FOP OF ME FSTU.vRIG wN1 OumuG TIRE DESIGN aaOCESS. COuvACUpu R(OOREuEuTS. COMVACiIpx REPORTS WILL BE N6COm WRU+C l ? iNA
TILE AS-BURT CERTIFICATION PROCESS FOR THIS S70RUWATER rACILIFY, '"-? '- - -- -T IYFAF!'E711_M_OL17TCM1III'c-HBAO?_M yq _ SEAL
8. ALL PJANNG WALL ALGNAIENIS STIOWH ON THESE PLANS DEPICTS THE LOCATION OF TIICREFOR'C, If IS THE ComiLACTOR'S RESPONSIBILITY 70 ENSURE. 031452
THE FRONT FACE DF 711C RETANL40 WALL AT DATE BOTTOM. COMPACTIOR TESTS ARE PROPCALY PCRPORMEO DI CONSTRUCTION. / // 6 ^rJ - .
S. THE REIANING WALL IS TO BE OE61CIPBIA'l0 PApffCi(S) BY ME CONTRACTOR. I7 SPILLWAY PIPE SUBGRADE SUPPORT AND
SHALL BE THE CONfRACTOR's REsponsIHl1re To OCTAN rtI CONStR11CTNN DRAWINGS
u?TC. n ? i
FROM A REGISTERED PROrESSONN. ENGINEER AND CNN Ill REDLIRCC R
PEMR6 BEDDING SPECIFICATIONS
NECESSARY FOR DIE CONSTRUCTION OF THE RETI G WALL.
?1 " I ? I A
i R 1
10. THE RETAILING WALL SHALL BE ASSUMED iBE WKKPfil6D COAAOW I, FILL R TRIG BE THE SPILLWAY ' TT PIES AND A AREAS 6140000
NFA W
N CoNrIF. OR PROCESSED ROM PIC ALL UNLESS CONTRACTOR CAN Illf E RITIF O'K O',WIIER BE ELEVATION OF IW TH10 A PONT OF OF Y TO 3' IRE MORE E NSTR ABOVE THE 10P
C0.4FtHMAIIDY FROM VII[ G'OIECHMCN. SOURCE ENCIHECA ANp TICINNING WW WIN TH M1LI DfSGNfR EILYAHO!! E PIKES III NYUIVCE OF SPILLWAY CONSTRIfCfR!! 3p THAT
a
TAT REAbiv AMMOI£ W-SIIE SOlS CAH BC VSEO. 111E SPLI WAY PIPES CAN DE INSTALLED It! A TRLKCII C(INDITION, ONCE / / _ Pn(C -S EIJ( H EI=j
0LLWC
TINE A0.L IS T VP TO AIfOVC TIFF 30P NS P1.A7 O PIPE / `+ 'ION' 36° l S11ME " SQUARE
N FI, HIE FOP TWO BOLTON OF WALL HE EXTENT T ON PNCSC PLANS WALLFIIY TAfNCI1E6 SHOULD }Ul0 THEN BE IXGYAIEO FOR HNTTAI.VETON CO ITS PIPES
(y NGRADE ELEVATIONS THAS THE ETTENT THAT WAT THE ALTAINIPIG WALL WALL
EXTENDED 5ER . 4G9,pTY _
IDENTIFIED R BE
BELOW OWE E TO 10 HIS; FOOTING q[+iL BE IDENTIFIED OR ON THE HE Rf:1NIL»C WALL 2. IF SYEPM;E FLOW ILOCCURS L BE TO A.QYG HTHE IS U N.CNWENi4, / a - IIMW DIH (3§;9.0-'R,NG NCR) a 440.25
?"" GONSIRUGIOII DRAN,NGS GHWNOXMTER CO ONTROL WILL BE NECESSARY. THIS COULD IIgDLY' ?WSG?6 I (SEC ?TNL'SYSLT RO-60} i
PUMPING FOR SCREAM ONEARKS4, I1Ca DEPENDIIG ON THE IOPOGHMNIX, /
Ail Id. PoAl10NS OF DIE AEINNWG WAIL COROERIIIO I}NE WA1[R GIYll1Y POND COIL BE S11I IT IS MCCM.OUTY TO 1 IK IN A EORP CONDITION, FINIS SITUATION --RF.1NN WNJ. (7YP,) Cl
? INUNDATE) BY PIE POND NORMAL WATER SURFACE ELEVATION. THE BEMMHANG PORTIONS MAY REOMNE USE OF L£JMN CO4CAEIE DICNFItI, fLtrAMILE ALL, ETC. TO FU (D' rl ID OTNEIZS)
Q OF THE I&INNING W.NA N'LL F.XPER,EIGE PERIGEE rNUI1W110N dIRII1G RAEkrALL BUSHES. ESTABLISH SVAGRADE CONDITIONS SUITABLE' CON SOIL TYPE BACKFILL DBE-HOf[s'r7=11'-' R
PIE RC1NIRhG WALL DESIGNER SANE ACCOUNT Fat PRESSURE ON DIE WAIL WE f0 PLACEMENT. A' ? /' N a
N Strl SATURATION BENND THE WALL N THE DESIGY. AN APPROPNWCLY SIZED OWNNAcE l? Pia' A ? UNDER Q:NEIUN, IVFEB) F 1
S-61CU SIULL BE DES'LNED AND INSTALLED BEHIND PR RCTNNING WALL TO RELINE
SAL WATER PRESSURE. 3. PRIOR IO A+SEA EVALUATED U SUSGRACI CONENE /TORO IIIE SPILLWAY PIPES SHWHET DC D BY M THE THIS ON-SITE GEXII ATI EN6NEER TO
AS$C r e _ ?p ,TAN / A u A _ u' g
AS$E$$ XUEIHIER $111fAETIV OLS CONDITIONS T10N5 EXIST ST AS THE DUBGRADE
CONSTRUCTION PREPARATION LEVEL. SADUD San OR OTHEawISE UNSUVIADIE CONDITIONS DE r - -- - `k ??
Exmllurmm uaxc SHE ARE ALGxuxr5, n¢sE uA1ERLUS sxoulo BE
Q 1, PRR1R TO PLACEMENT OF TIC NEW ALL, THE AREAS ON III [ILL IS 10 BE UNDERCUT AS DIRECTED BY HIE CEOTE211ITCAL DACTFELR. THE UNDERCUT S NI BE CLEARED
ICRIMS SIULL BEREIACfp WITH ADEOWTELY COMPACTED STRIOIUW,L I _ " -----
I{) 0ER OOIECTR)NARLE IAAT OAR FAMERML. EAL 11( PEO ,WOfETS 70P ON HHC N O Tx REES, FILE IS ROOTS, TO BE E PLACED SBPLACED W _ FILL, LEAN CW.CAETC OR FLOWANLf ALL AS D,RFCICO D! THE ON-dFC iH
SHA "-+651•
MID
M GEIMOCHO.'CAL EuCNIECR. t? l C
slwl B DE NMNffO. Sw•4
11 4. FILL MAIEGIAL ADJACENT TO THE 36'9 0-1 01 WAR NAG 111E ? "ETA'IKIIG Wµk (IYP.) N M
2. ANY R(MOITO IOPSILI SHALL OF. STOCKPILED FOR USE 111 PLANTING (SIEDItG) ON 12' UP SIV1L MfCf tllE SPCCIFIGDONS LASTED ;IT ITEMS I THROUGH } U!
r THE
MC DAM EMBWKUEkTS ONCE AHN_ GRADES (AS 9NOFlw ON THE CW LX; AWN) HLAY / -. (SEE HI )1-12
BEEN ESIAOFTSHEO 15TH COMPACTED FILL. _(OCSICN BY OTHERS) H.) W W
SECT IT TITLED 'OERM SOIL & COMPACTION SISCIFICAPONS' D4; I /` ' / ) H I „ LN
_ H NOIfS '?? ?
AI SP f0 PIE COMPACTION EFFORTS ."Ora GENCHM.
CONTRACTOR 6VHLL PAY SPECIAL ATTENTION
r 3. THE CreRRACTOR SINEL FURxTlE IHStQL, OPERUE, u10 MµNiM! ANY PUDPINC µpNG THE wM$ tp ENSURE DA1 kL SPM1CC$ HN50EA BLIP AIUAt[uF rp i
O - - -
EOUILWATI, F.PG NET ED FOR REMOVAL OF WATER RA rAn YMOUS PARTS Of THE THE PAPES AR E FILLED ADT PR0PERlY COMPACTEO VA1EA IN_
C:5 ! O Cep. \ / I ,"»r" ... - A - " " (EI Q
SrORMWASER Polio SIIE. 17 1 IS 5 NlIICIPAf£0 THAT PUUPoNG WILL CE IIECESSIftY IV 1rNE / S
/ ADD I ? °}5I _ .. - ¢ o
EKGYAICN ARCS RTE. - KEY TIYCNCI, DURING PLACI DF VILL WITHIN DR KEY TG:STTNG OF 11 mf?Y 1E EMBIILY[LIYIWY1A?xeYar?l.Yr I - "' - ..-ter a
FRENCH (OR OTHER AREA5 AS NECESSARY), ME CORtWtOR SAID. KEEP THE WATER
( LE34:6 BELOW THIS BEDOM OF PIE EXCAVATION, ME NMI IN NHICII HIE WATER G t TESPI OF 114E NEW FILL MATERVALS SHALL BE PERFORMED 10 VOSI YD .-
REMOED SIULL BE SUCH THAT 111E EKGVATION BORON AND SIOESLOPES M[ 11 AT THE AECOMM(NBLO LEVEL OF COMPACTION 16 ApUEYU 00I - "' - p0 µ T X W
c STABLE 1. COx51RUCADN, THEREFORE. ONE DENSITY TEST SHALL BE PERFORI FOR LVEAV 7,50E SGUXqE FEET OF AREA FOR EVERY Un Of TILL f LLa<'S' MK' ? r .T .. F=1= K I ? ?
T. TESTING UUE NHL DC NESTEST ED ALONG THSE }B' PER YCNWfLET BARREL
OUTTET STRUMRE MATERIAL SPECLFICAMONS ~j
A FII F WCKLY OF ONE NEST PER 25 TS LF Of PIPE E P PER IKN m0T OF F m C ?
D I. DIE 3G' RCP 01 BARREL $M4L DE CLASS G Apr, MORHED DOLL AND SPIGOT, FlLL' / / l ??! I ?, T T"z
(O I C7114G TIT. REOUNEMENIS OF ARM C76-LATEST. SHE PIPE SHALL HAVE CI FIINE0 Y ( i _ IY
Q OF-RING Ru6DfR GASKET DxN1s uEEnxc sru c-u3-G Esr, THIS PIPE ID4NTs sn LL STA'T'EMENT OF RESPONSiBMM: ?
µl, REOUWEH MNIITERANCE AND INSPECTIONS OF IRS FACILITY SIULL FIE
BE TYPE U 6
d' 3, 111E $IA=ORAL DESIGN FOR THE 5'.5' (INIERNµ DUEATI USER BOX COATI PIT. RESPORSAUTU OF THE OWNER, PER THE CKCCUND OPERATION MD ( ?" ,= • ?? Y .""" / ?-- .. :.?.... - o
W'lRCELT FOR DAIS FACIIJTY.
[l' EXIERDCD NSE $IALL BE BY DITHERS. ENCR PRIOR OO ID O DRF nNEW,N'O6. Sr ES. THIS 1PLIMI AG
p CGAsienE0R WL PROE DIE ENGRHI SHOP piA SEALED ENLU BY A r. I
I
L() flCdS1ERE0 INSIHORTII CAROLINA, FOR RFVER WNkkEW. / WE'4 1.50 ? ?
j 3. IRE HYSER 80K OURET STRICTURE ROLL BE PROVIDED WAIT STEPS I6' CN CENTER.
1441 /J "P ??? I
STEPS SIKM,L BE PROVIDED CN! THE INNER WALL OF DIE KAISER BOX. STEPS SHALL BC IN
IfJ ACCORDANCE MNfx "COOT SrO. 840.6. 14.EA5E REFER ID SHEET ATI FOR LoCATC!I
DF THE RISER STEPS. ! I // ,? I I
N 4. PiE 91v9'FI THICK CONCRETE 14111-OUtRARON CLOCK FOR WATER 01 POND I 1 / / ty?.S?.I,•Lm? ?' ( I l 1JL
W )6 STALL BE PRECAST AS DIE EXTENDED USE OF ME WER BOX oUAING FADINGiGrI. I ""'C"Tr ( ! R
C IIIE PRECAST BASE SIULL BE lNC'LBDEO AS EMT OF DIE SHOP DRAWINGS WHAT ILL BE I / / ?' 41 1 I E?]T
SUBMITTED TO THE ENGINEER FOR RGYEW (SEE ITEM 3 ASIOYE). "RETTNINO WALL (TAI ` I 7
5. EACH RGER DOX Jour orsAGN SHAALL couPORU TO ASDA C-478. THE JOINTS STALL I / (OESON BYplxk'HS) I ! r4 P, g
UC SEALED USRNG BUTYL RUBBER SEALANT CONFORMING TO ASTU-PRO. ME CONTRACTOR (SIR BERMS 17-17 3 ' O 'y" Q
SIGM PAIGE dIXNIS OR BOTH PIE INSIDE AND OUTSIDE WYM ZION-SHRIIIK GROUT. / 'i , UHD?ft GENERAL HOPES) I IRyi
c: 6. DIE PAEGST RISER BOX STRUCTURE FOR WATER WNJTY POND 06 SHALL IRK A / ??II Q
$RIMITO WEIGHT OF 30,500 LOS, THE STRUCTURE WEICNI SELL BE THE SHIPPING
SH
WEIGHT AND SNµk BE GRDETERMINED I OSS MIXTURE WEIG Ci1H0 MIS THE WEIGHT OF THE FACTORY
yW,l BE BE SHORN
] ON THE CLOCA(CUTS FROM TIE SRsua 0 THE CRAGI $ OR Re "M
ON /
IIIE STOP DRAW111G5 SIIBWilEO ID 111E ENGWEER FOR REVIEW'.
N Y. PRIOR TO ORDERING, IHE CCNTRACTOR SKI SUBMIT TIASN RACK SNP DRAWINGS
m 10 DIE CAGINCED FOR APPROVAL. C0.4TRALIOR STALL ENSURE THAT AN ACCESS WELL 5ppp B0.g6 Q
is PRl
OILFA
FOR
WILL
ALLOW FUITURE4'NN NANI 1ACCESS.SCONTRACTOR S LE ALSOLP1CI= CIMN AND IDCNFOR A. /l / l ?? ? / I! I 1 v f{}?.YA./?II C)
FOR SECURING THE ACCESS IIATCEI, NEJ V
N
B. ASL POURce CONCRETE STALL BE UIMMUM 3000 PSI (26 DAY) UNLESS OTHERWISE WATER
kO1f0. POND 146 PLAN VIEW -AIXIY C V y
- Y 1 ? µ
Q 4. GCOTEK FORE FAORIC RFOR O THE 36-NEED COUTUCT BARREL SOON, AMOCO STYLE
FSS3 POLYPROPYLENE NPY-GRAVER NEEDLE PDNL3E0 ITS 0.9 APPROVED AL (NEON-MrotcN V UU
rANRC) a
10. WATER OULRY POD EMERGENCE DAAWCOWN FOR ME POND STALL DE ACHIEVED
W YA AN B'a RUC VµVE DIC VALVE SIULL BE A MhH STYLE B20 N-CCNRRG VALVE OR [qj
APPROVED $p F BE L II YALYE IS IN ACCORENNI NHI( RWMA C-504 SEI . AND IHE
V `
G PPHALL BE LOCUS THE *; E S' Y S 5' ' 1 AWWAOREHE, D SHALL L 8 w
YU OPERABLE FROM TOP OF STRUCTURE 1M A LANDNYIEEL (SEE DEiNL SHEET PO-60).
C It. ME 12'9 DIP CA I POPE SHALL BE rMPEO ON THE UPSTRFAJA END MITI A METAL
0 ORIFICE PLUS THE PLATE $IAL BE (CALAMISEO) N10 SHALL HAVE A 2'0
CRIME AT THE DpE1DU. PLEASE REFER TO DETAIL STSEEI PO-6C FOR ApOICxA.
I;n INFpAWIpN, y
O
O NEW-05044
7 RIGAYL' NEW05044P06
LIT LF
5 wuYe t31 Jr
y LCMUR NTS
GRhPIiIC SCAB; ,: YN NAW:'' 10-18-2007
Z Ni 0 9 9o 0 O
N ?.... r J--Jrd - - -- x
L....IWiI_..L._,NRq./I,?_AHRiWARPAIRM 149, PD
I LncH ? 1.0 ft.
-6A
U
N
McA1) AMS
d PINAi. BaaRm'c NOT aeleASeB roll corvsrllacrloN
R I A CI �/�P I, "i N � �'l
OJ �2
q j 10/1 o /2 0 0 3
Proja!:,
Brial, Chiape�
Desigaier:
L Finch� PE,
Joh Number:
NY , W-05042
Date:
i 0i 10/2008
. .. . ............ . ....
Average InCrCIDePT21 Accumulated Estimated
Contour
Contour Contour Contow Stage
Contour �uo' t Area
Area Volume Volume VVI, S -S F"ll
. ... ............... ......... . . ... . ....... . .
steerare vs, stagle
8600c.
3�1 X,
COW y:= 129�
-R 2 0. 9 9 5
75COOO
'Sc000
40000
mqoo
ell
MOO
0 0 l'o 2.0 e"O 4.0 5.0 6.0
Stage &Or)
. ............ .
'172 it 5� I
b 127.1

13RlAlt CIJAPF L SS FXN - WQP#6 J. FJNCI1, 1111,
NE "W-05042 10/10/2008
=_> Stage -Storage Function
Ks= 12951
b- 1,1271
!o 451
Stara
451.00 0 0.000
451.20 2111
- 0.048
-
451.40 4611 0.106
451.60 -- 7282 mm 0.167
451.80 _ 10071 0.231
-452.00 12951
?WU 0.297
452.20 15906 0.365
W u
452.40 18924 0.434
452.60 21997 0.505
452.80 25120 0.577
453.00 -- 28287 0.649
453.20 - - 31495 0.723
453.40 34741 0.798
453,60 38021 0.873
---
453.80- 41333 0.9_49
--
_
454.00 44675 1.026
454.20 48046 1.103
454.40 _ 51444 1.181
454.60 54867 1.260
454.80 58315 1.339
W
455.00 61785
- _ 1.418
-
455.20 65278 1,499
-W
455.40 _ 68792 1.579
_
-
455.60 W... ._._. 72327 1,660
-
455,80 - 75881 1._742
456.00 79453 1.824
Type.... Outlet Input, Dit.r Page 1.01.
(same.... W01?C.
Fj.1.e.... X:\Projects\NII;I?'\NPid-0:1042\Storaaa\Constr.uct:i.on nrawi.:ujS\SL1ME'DFIS:LC;N.J'I'4Z
Tit1.e... Project Date: 7/10/2006
Project E'ngi.neer: J'ea°emy Finch, P1I:
Project Title; 13r3-ar Chapel
Project Comments:
RI?QUNSTJ-, D POND v,S II;r,r,VATI0NS:
Min. Elev.= 451-.00 ft
:increment -= .20 ft
Max. Elev.=- 456.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStr.eam to DnStream)
<---- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall- 1I,1-, ft E12-, ft
Orifice-Circular Si -- > Till 451-.000 456.000
Inlet, Box xT > 13A 454.000 45G.000
Culvert-Circular. BA ---> TW 448.250 456.000
T W SJ,,,T0P, DS Channe.1-
S/N: 621.7012070C3 The John R. McAdams Company
Pondvack Ver_. 8.0058 Time; 2:26 1114 Date: 10/10/2006
Type.... Outlet; Input Data
Name.... WQP6
Rage 1,02
I?i.1.e...- }.:\Prv,jccLs\NL:W\NliW-O'iO?`l..\5#:aa:i[t\(:onst:rut;i'..ion Dr.ztt.i_riq:s\SG.NI'I3I?S€GN.L3L7Sd
Title- PzUject Date: 7/1.0/2006
Project rngineer: Jeremy Finch, PE
Project Title: Briar Chapel
Project Comlllent-s:
OUTLET STRUCTURE INPUT DATA
Structure ID = S1:
Structure Type
- = Orifice-Ci
--
-- rcular
----------------
it of Openings -
-
= I
Invert: Elev. 4x51..00 ft
Diameter _ .1667 ft
Orifice Coeff, _ .600
Structure I'D == 12.L
Structure Type
- = Inlet. Box
-----------------
-
1t of Openings == 1
Invert Hlev. - 4 54 , 00 ft
Orifice Area .6000 sq. f:t
Orifice Coeff:. = 25.000
Weir Longth _ 20.00 1:t
Weir Coeff. 3.000
K, Submerged - .000
K, Reverse 1.000
Kb, Barrel. - .000000 (per ft. of full flora)
Barrel. Length - .00 ft
Manni.ngs n 0000
SIN: 621701207003 The John R. McAdams Company
PondJ?ack Vey. 8.00`}8 Time: 2:26 P111 Date: .1,0/1.0/2008
'type.... out. Input. Data
Aaanie... , tl;QP6
Page 1.03
1'.ile.... K:APr-ojOct s3\NLW\NtiW-05042\Storlaa\Oonstr.ucti.on D.r.awings\ SWMFD SIGN. PPW
't.i-t:le... Project: Date: '7/10/2006
Project Engineer: Jeremy Pinch, P1
Project Title- Bxi.ar Chapel
Project Comments:
OUTLET STRi1CTUR1 INPUT DATA
Structure ID = BA
Structure Type
------------------ - Culvert-Circular.
No. Barrels m 1
Barrel Diameter - 3.0000 ft
Upstream Invert - 996.25 ft
Dnstream Invert 998.00 ft
Horiz. Length 48.00 ft
13arrel Length -= 48.00 ft
Barrel Slope .00521. ft/ft
OUTLET CONTROL DATA...
Mannings n 0130
Ke == .5000
Kb .007228
Kr _ 5000
115+ Convergence = INLET CONTROL DAM.
Equation f0fin
l:nlet Control X 0098
Inlet: Control M 2.0000
l.nlet Contro]. c .03980
Inlet; Control Y 6700
T1. ratio {11W/D) 1.158
T2 rat io 01W/D) :... 1.309
Slope 1?act:or --.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
I-/-- ft
Use unsulmnerged inlet contro]. C?o.r.m 1. equ. be.loi: `f.'1 elev.
U S e submerged inlet control. Porm 'I equ. above T2 elev.
In transition zone between unsubme.r.ged and submerged inlet control,
interpolate between flows at T1 & '1'2...
At. TI Llev -- 451.'12 ft ---> F.I. ow - 42.85 cfs
At T'2 Llev = 452.1-6 ft -.---> Flow == 48.97 cfs
SIN: 621.'7012070C3 The John R. McAdams Company
Pond)?ack Vex:. 8.0058 Time: 2:26 1.'M Bate: 1-0/1-0/2008
`Pype.... Outlet Tnput Data
Name.... WQP6
Page 1.04
Pilo .... }C:\3'r.ojetcts\Nf;Vd\NE'.t1-4509"1_\Storm\Coi?str.uct:i.on i)rat•rings\S42I?t?1)11;;i.T.GN.P11W
T•i.LIe... Project Date: '1/10/2006
Project Engineer.: Jeremy Finch, PL
Project Title: Briar Chapel.
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure Ill _ TW
Structure Type '1W SETUP, DS Channel
--------------------------------------
FREE OU'1FALL CONDITIONS SPECIFIED
CONVERGE NCE TOLERANCES ...
Maximum Iterations- 30
Min, TW tolerance .01 ft
Max. TW tolerance mm .01 ft
Min, 11W tolerance = .01 ft
Max. HW tolerance .01 ft
Min, Q tolerance = .10 cis
Max. 9 tolerance .10 cfs
S/N: 621_7012070C3 The John R. McAdams Company
Pon(Hlack Vey. 8.0058 Time,.: 2:26 PM Dmuo7 10/10/2008
't'ype.... composite I-?at:ing Curve
Name.... WQP6
Page 1..7.0
File .... X:\I?rojects\N[:S4\NTs'W-05(142\Storin\Consti:uct.1_on ilr.att=i.ngs\SStilMFI)I S.T.GN.I?1?V7
't'itle... Project Date: "7/1.0/2006
Project Engineer: Jeremy Finch, P13
Project Title: 13.ri.a.r. Chapel.
Project comments:
"*"* COMPOSITE OUTFLOW SUMMARY ** **
WS 337_ev, Tatal Q
----------------
Elev. Q
ft c.fs
951.00 .00
451.20 041
951..90 .06
451.60 08
951.80 .09
452.00 .10
452.20 .11.
452.40 1.2
452.60 .13
452.80 .1.4
453.00 .15
453.20 .1.5
953.90 .1.6
953.60 .1.'7
453.80 .1'7
954.00 .18
454.2.0 5.55
454.40 15.37
454.60 28.08
454.80 4:3.13
455.00 60.27_
455.20 79,09
955.40 80.61
455.60 82_.16
455.80 83.69
456.00 85.1-8
-------- Converge
TW l,.l.ev Error
ft i./-ft
Free Outfa11
Free Qutfall
Free Outfall
Free outfall
Free Outfall
Free outfall
Free Out.fal.l
Free Outfal.l.
Free Outfal.l
Free Outfal.l
Free Out:fall
Free Outfa1.1.
Free Outfall.
Free outfall
1?r.ee Out,faII
1?ree Out fall
Free Out,fa11
Free Out.fall
Free Out fa 1.1.
F ree Outfa1.1.
1F r.ee Out,faIJ.
Free ou fall
Free Out,fa11.
Free Outfall_
Free 0 11 Lfa11.
Free Outfall
Noi.es
-------------------------
Contributing Structures
(no Q: SI, R1, 13A)
S1 (no Q: R1,f3A)
S1 (no Q: R1,13A)
S1 (no Q: 121, 13A)
ST (no Q: R1,13A)
S1 (no Q: R1,13A)
S1 (no Q: R1,13A)
S1 (no Q: R1, BA)
S1: (no Q: R1,BA)
S1 (no Q: R1,BA)
S1 (no Q: R1,QA)
51: (no Q: RI,13A)
S1 (no Q: R1,BA)
S1: (no Q: R1, BA)
S1 (no Q: R1, 13A)
SI (no Q: RT,11A)
S1, R1,13A
S1,R'E:,13A
ST, R1, BA
S1, R1, 13A
S1,I1I,BA
S1, R]„ 13A
ST, R7:, 13A
S1, R1,33A
SI,R1,13A
S 1, R'f, 13A
SIN: 621_"10120700:3 The John R. McAdams Company
Pondl?ack ver. 8.0058 T'i.uie: 2:26 1,m Date: 7.0/1.0/2008
HMS * Summary of Results for WQP#6
Project : NEW-05092
Start of Run 10oct08 0000
End of Run 110at08 0000
Execution Time 100ct08 1602
Run Name : 1--Year Post
Basin Model Post-Development
Met. Model 1--Year Storm
Control. Specs 1-Minute dT
Computed Results
Peak inflow 30.036 (cfs) Date/Time of Peak Inflow 10 Oat 08 1156
Peak outflow 1.1097 (cfs) Date/Time of Peak Outflow 10 Oct 08 1345
Total. Inflow 1.82 (in) Peak Storage 1.0393(ac-ft)
Total Outflow 0.59 (in) Peak Elevation 454.03(ft)
HMS * Summary of Results for WQPlk6
Project : NEW-05042
Start of Run 10oct08 0000
End of Run lloct08 0000
Execution Time 10Oct08 1603
Run Name : 2-Year Post
Basin Model Post-Development
Met, Model 2-Year Storm
Control Specs 1-Minate dT
Computed Results
Peak inflow 41.733 (cfs) Date/Time of Peak inflow 10 Oct 08 1204
Peak Outflow 6.1305 (cfs) Date/Time of Peak outflow 10 Oct 08 1226
Total inflow 2.36 (in) Peak Storage 1.1076(ac-Pt)
Total Outflow : 1.13 (in) Peak Elevation 454.21(ft)
RMS * Summary of Results for WQP#6
Project : NEW-05042
Start of Run 100ct08 0000
End of Run 11oct08 0000
Execution Time 100ct08 1603
Run Name : 10-Year Post
Basin Model Post-Development
Met, Model 10-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 59.022 (cfs)
Peak Outflow 41.226 (cfs)
Total Inflow 4.03 (in)
Total Outflow 2.80 (in)
Date/Time of Peak Inflow : 10 Oct 08 1204
Date/Time of Peak outflow : 10 Oct 08 1209
Peak Storage 1.3290(ae-ft)
Peak Elevation 454.77(£t)
HMS * Summary of Results for WQP#6
Project : NEW-05042
Start of Run l0oct08 0000
End of Run 110008 0000
Execution Time 100ct08 1603
Run Name : 25-Year Post
Basin Model Post-Development
Met. Model 25-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak inflow 69.971 (cfs) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 58.728 (cfs) Date/Time of Peak Outflow 10 Oct 08 1207
Total Inflow 5.02 (in) Peak Storage 1.4111(ac-ft)
Total Outflow 3.79 (in) peak Elevation 454.98(ft)
HMS * Summary of Results for WQP#6
Project : NEW-05042
Start of Run l0oct08 0000
End of Run 11Qct08 0000
Execution Time l0Oct08 1603
Run Name : 100-Year Post
Basin Model Post-Development
Met, Model 100-Year storm
Control Specs 1-Minute dT
Computed Results
Peak inflow 85.609 (c£s) Date/Time of Peak Inflow 10 Oct 08 1204
Peak Outflow 75.929 (cfs) Date/Time of Peak outflow 10 Oct 08 1207
Total Inflow 6.56 (in) Peak Storage 1.4854(ac-ft)
Total Outflow 5.33 (in) Peak Elevation 455.17(ft)
J�
'N f " 'A" "i 0 2
b i 3 7
100 -Year Worst Case
,155�20
455.40
455,60

. k ?,?
HMS * Summary of Results for WQP#6
Project : NEW-05042
Start of Run 1000t08 0000
End of Run 1lOct08 0000
Execution Time 130ct08 1115
Run Name : 100-YrPost(WC)
Basin Model Post-Dev(100YrWC)
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 85.609 (cfs) Date/Time of Peak inflow 10 Oct 08 1204
Peak Outflow ; 76.021 (ofs) Date/Time of Peak Outflow 10 Oct 08 1207
Total Inflow 6.56 (in) Peak Storage 0.46092(ac-ft)
Total Outflow 6.55 (in) Peak Elevation 455.17(ft)
-- I. - ---- -
.IV

BRIAR CHAI'FI, Voluilie Check J. FINC11,1'l3
NIM-05042 10/23/2008
BRIAR CHAPEL - W POND #G DESIGN
1, <FC1iftAY Vl11.UMl•:'.011+t;K
1'er NCll13NR "SlarnmWer Best Managetrrent Pi-aclrces' , the Forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond -Below Normal Pool Volume
Volume = 41066 of
B. Forebay Volume
Forebay Volume - 7227 cf
Forebay = 18%
Impervious Area = 6.011 acres
Drainage Area _ acres
%lltlperviolls'- 66,07%
Total Below N1' Vollune 41066 of
Surface Area 12331 s1'
Average Depth 3.33 i1.
-> From the NCDENR Storrnwater 13MP l landbook (4/99), the requixed SAMA ratio for MISS RcIlloval
in ille l'iedlrlont is as follows:
Lower Boundary => 60O
Site % impervious => 66.1
Upper 1301111dary = > ?Q()
Area Required = 11186 sf
Area Provided = 12334 sf
OK
3.0 3.33 1.(1
2.•1() 2.03
2.69 2,55 2.25
2.88 2.411
BRIAR GJAPP, M)AMN6
3 1 'Y',' - 0 5 0 4,21
1 7 1--sVLCULANION SLIE ET
Projout flame; Briar (IMPO
Checked by: 1. Fhxh, PE,
Job Number: N - 0 5 0 4 2
low, 1 W 1 W2 N 8
. .... ..... . . .
Avonge InacmCnial Amumuhwd Esknoed
cwwur Moux contour Como" suago
Contour Stage Ama Ama, volurno Vf,-I'dlllC Nk,/ S -S Fall
Oeet) 6,e�,t� (Y) (41
I n, 517
Storage vs, Stage
90000
70WO x
mum 4-
3000
w WOOD
20000
'10000 V411,
o +
an to In 30 W 51 60
Map YWQ
. .... ... ....... . ... . .............. .... .... .... .. ..... . ...... .. . . ... .... . ..... ........ .......... - ----------------------------- - --------- -- ------- - ---- ---- - - --- - - ----- -
. .... .. ....... ............... .. . .... .. .................... . ...
Calculation of Runoff Volunte r i, uirta] lot-Stwii
!Is runaffto the wata quaNy pond im, the 'I" slorm runoillcquIremm is Maimed by sinTly rmbliplying the lotal
w-atershed area sm�imng to the waier quonity pond tin-ics the rinaoff dejah,
INW Dminage Area tc WQ Pond = IWN acres
RtmoUDeptis — 1 hwhes
36590 CF
Ibis amount of runmfl-fulSt be siurcd in the pood abow noxmol pol el[eva(Voll,
a , -vi a perhod oftwo (2) o) five (5) days� byan invericn, PVC
i . be released in ,
syhm; to hwea end of which W set aQwn=vua pod wlevadmi�
J. FIKUL P-..,,
Of 2
; -008

BRIAR CHAPEL WQPoiui#6 J. FINCH, Pl
NEW-05042 10/10/2008
Calculation of depth. re uired for runoff storage pool above normal pool
Normal pool depth (above invero := 4.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal -+- storage pool = 36590 Cl'
Stage (above invert) associated with this storage = 2.51 feet
1 therefore, depth required above normal pool for storm storage = 2.51 feet
30.16 inches
Set crest of principal spillway at stage - 2.52 feel
and EL m 453.52 feet
At principal spillway crest, storm pool storage provided = 36705 CI
T j T
c f, I , P
14F KOWA
i W I U2008
In v —criAl—Is !kho 1 1-1) le -
D Orifice
Ks -
i 2 9� 3 i
1
b =
Cd syMn -
1171
o"o;
Nornial Pool Elevattion
�5 1 00 fuct
Volurne @ Normal Pool
11 cf
Ckince Invert —
43 1 AM [but
INS EL @ I" AM Wume
41302 Ret
WSEL
'Vol. Stored Siphon Flow
A vg. Flow Vol, Iner.
Time
(feet
----C ILS)—
Ra)
ell
r-5.3.52
36705 0 � 164-,
45130
33125 0� 156
0,160
3580
22384
45103
29588 1148
th 1521
1
3537
23238
45186
26098 0,140
11441
S490
24225
0. 1 -3 1,
0. T 311
3438
2538?
45142
MOO 1121
112 6,
3380
2 6 7 85-
152 19
1 TM6 0. 111,
U161
3314
Vol t b
-51AN
12718 TWO
0, --
�� i 2 -,,1 8
3 9
151 7?
959 0087
I
0.0931
_,3, ; , � 7
V3802
.1
654 1071
now!
30331
38400
367031 0152,
0101
2801
16 7 62�
7
3 48 days,
By compadmn, I calculated by the
average, head over the, orifice
(aSSLHT)oIg
averagu Imad is fis-If ilx; toia� depth),
the result would be�
Average driVrfll. hCad
on A% ,
Ms Amt
Orifice composite loss codhciont —
OACO
Clossnectiopal area
of 2" Wee —
OA22 M'
A 1159 cF,-
Drawdown "firro .- Volurne / Flo,,%�ratc / 86400 (-.�;cclday)
L MAYnAwn- 3A6 days
WRIalm the 1 2" Diarnaer PVC Inver-lod Siphon to drawdown, the accumulated
VOKMC ACM A 1.0" SIOM I'UnOff, with a required time of about 3.4-8 days.

BRIAR CIIAPEJ, WATER QUALITY POND #6 - 12" DIP
NEW-05044
Anti-Seep Collar Design Sheet
This shcet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =_>
Anti-seep collars shall increase the flow path along the barrel by 15%,
Anti-seep collars shall be spaced a maximum of 14X the minimuni collar projection
or 25 feet, whichever is less.
J. FINCH, PE,
8/23/2006
anti Seeir Collar Design ==>
WQP it
Flow Length Mill. Cale'd 4 Max. ft of Use
fond along barrel Projection of collars Spacing; cr,ll,irs to 5p.it!iW' Spacing;
11) (feet) (feet) required (feet) use (feet) €?K?
6 - 12" DIP 50.0 1.88 1.99 25 2,00 76.t 6 6h.' Ih,S
Note : Ifspaeing to use is greater than the rnaxilivan spacing>, add collars until the
spacing to use is equal to or less than the maximum spacing alloKable for the collar
design. Anti-seep collarsshall be used wider thesur.actiaal fill potions ofall berms/dmr'as
winless an approved drainage diaphragm is pvesenl at the doiw i.slreani cud of the barrel.
BRIAR CHAPEL
NEW-05044
Square Riser/Barrel Anti-Flotation Calcination Sheet
Inpuf Data -_>
Inside length of riser = 5.00 feet
Inside width of riser - 5.130 feet
Wall thickness of riser = 6M inches
Base thickness of riser - 8.00 inches
Base lenglli of riser - 6.00 feet
Base width of riser = 6.00 feet.
Inside height of Riser - 535 feet
Concrete unit weight. 142.0 PCh
OD of barrel exiting nnanhole _ 45.50 inches
Size of drain pipe (if present) -' 8.0 inclics
Trash Rack water displacement. 61.74 CIA
Concrete Present in Riser Structure -=>
TO/a/ (11,17021w, of concrele:
,4d111,st fior olmnings:
Base of Rises -= 24,000 Ch
Riser Walls :-. 63.250 CF
Opening for barrel 5.646 CF
Opening for drain pipe ?- 0, 175 CF
J. FINCH, PIS:
8/23/2006
Nc t'.o;la;<.is fis€ suit wE.:l,
Total Concrete present, adjusted for openings 81.430 Ch'
Weight of concrete prescnl = 11563 Ilis
Amount of water displaced by Riser Structure =->
Displacement by concrete =_= 81.430 Ch
Displacement by open air in riser - 143.750 CIA
Displacement by trash rack -- 61.740 CF
Total water displaced by riser/barrel Structure-, 286.120 CI'
Weight of water displaced _ 77904 lbs
Calculate omount of concrete to be added to riser ==>
Safely factor to Ilse 1.15 ._. ,r itit?l;a;'i
Must add 9026 lbs concrete i-or buoyancy
Concrete unit weight for use _ 142 PCF (note above observation for NCI' concrete)
Buoyant weight of this concrot.e = 79.60 PCIA
Buoyant, with safety factor applicd == 69.22 PCF
Therefore, must add = 130.406 CIA of concrete
Standard based dcscribod above; :=- 24.000 CF of concrete
Therefore, base design 111Ilst have ?- 154.406 CF of concrete
I OF 2
BRIAR CHAPEL
NEW-05044
Calculate size of base for riser assembl v ==>
Luigth mm 9.000 feet
Width = 9.000 feel.
Thickness 23,0 indwN
Concrete Present - 155.000 CF Ox
Check validity of base as designed ==>
't'otal Water Displaced 417.920 CF
Total Concrete Present 212.430 Cl;
Total Water Dishlawl = 26078 lbs
"Total Concrete Present 30165 lbs
Actual safely factor = 1.16 OK
Results of design -m =>
Base length = 9.00 feet
Base width = 9.00 feet
Base Thickness = 23.0 inches
CY of concrete total in base = 5.74 CY
Concrete unit weight in added base= .142 E'CF
J. FINCH, PL
8/23/2006
2 OF 2
BRJA1t C13AP1?l,
NI-:W-05044
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in efs : 41.749 Flow depth (ft) 2.16
slope S in %: 0.521 Outlet velocity (fps) .` 7.670
pipe diameter 'D in in.: 36
Manning number- n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (1) 3.00
Outlet velocity (fps ) 7.67
Apron length (ft) 18.00
AVG DIAM STONI3 'I'IIICKNI:SS
(inches) CI..ASS (inches)
3 A 9
>>6 B 22«
13 Bor1 22
23 2 27
CALCULATION:
Minimum TW Conditions; W Do + La
-= 3.0' + 18'
21.0 fl:
B. IfINATOI-YA, 1`1
9121107
CONCLUSION:
USE NCDOT CLASS `B' RIP RAP
IST x 21 'W x 22" THK