20050578 Ver 1_Site Plan_20080125

PVZ,A KOONTZ-BRYANT, P.C.
���� Site Development Solutions C) 5 - 0 S 1 $
TRANSMITTAL
TO: Annette Lucas DATE: 01/23/08
DWQ 401 Unit
2321 Crabtree BLVD., Suite 250 REFERENCE: Pennybyrn
Raleigh, NC 27604
PHONE: [phone] PROJECT NO: DWQ 05-0578
FROM: Monte J. Moreschi
PHONE: [phone]
cc: File
Transmitted By:
® Mail/UPS ❑ Overnight ❑ Courier ❑ Hand Deliver ❑ Client Pickup ❑
Attached are the following items:
COPIES DATE DESCRIPTION
1 1/23/08 Revised Drawing C27
These items are transmitted as checked below:
®For approval ❑As requested ❑Information returned after loan
❑For your use ❑Review&comment I-1
Additional Comments:
Ms. Lucas,
Attached is the revised drawing that we discussed on the phone January 23, 2008. The revision is to
lower the baffle from 787 to 784 normal pool depth. If you have any questions, please contact me for
assistance,
Sincerely,
Monte J. Mores i �W D
JA N 2 5 2008
DENR-WATER QUAUTT
WETLANDS AND 5Tf)RMWATER BRANCH
6909 International Drive ■ Suite 100 ■ Greensboro, NC 27409 ■ [phone] ■ Fax[phone]

Q FOOT WIDE_ BENCH AROUND NOTES:
TO
NORMAL POOL ELEVATION 1. PRE CAST CONCRETE MANHOLES 2. PROVIDE POLYPROPYLENE 3/4" DIA ALUMtNttrA BARS
SHALL MEET OR EXCEED THE COATED STEEL M.H. STEPS - TOP COVERED WITH SPACED EVERY 10'
5' DIAMETER PRE CAST FOLLOWING SPECIFICATIONS: ALTERNATE AT 12 VERT. TRASH RACK B
MANHOLE: ASTM C-478-LATEST AND AASHT0�1199 SPACING.
CONCRETE MANHOLE AND WALL STEEL: ASTM A-185 3/4 DIA. ALUMINUM BAR � � �.
A 6.49' X 2' BASE. BASE STEEL: ASTM, A-615 3. SEAL PRE CAST SECTION
JOINTS WITH BUTYL RUBBER ROLLED TO 4'f}" DIA. � w � `� vo
GASKET: ASTM C-361 SEALANT. 3/4" DIA. ALUMINUM BAR
02/13/06 EMERGENCY SPILLWAY ROLLED TO 610" DIA. � ;y
�
STEPS SHALL BE COPOLYMER 789•95 � (3) 3/4 DIA. ALUMINUM r+x�a:�ux'°�
POLYPROPYLENE PLASTIC OVER
Q BAR ROLLED TO 7'6" DIA. U � �
INLET PIPE(S) ^c� STEEL RODS SPACED 1 FOOT ON �
h
� OF CENTER MAXIMUM. STANDARD 5' DIAMETER � F W pG
VALVE HAND WHEEL PRE CAST MANHOLE RISER 7'6" X 2'0" ALUMINUM 2' � w � �
5.33' ANTI-VORTEX PLATES � � 2 00
Q� 5- 9.5 ORIFlCES SPACED = = a a �
0 0 - AT 3.19 FEET FROM O O V � �
Q 3 a CENTER TO CENTER OF � U CS ❑ p
ORIFICE EACH COVERED �• � W W U Q
U.
i�i
w w = zm
�w � WITH TRASH RACK "A" � a a cn
�� � � �� �-. � - � WITH INVERT AT 787.00. ,�, p o o � o 0
� Ln I� s ll
a � � STANDARD 5' DIAMETER � ~ IT
~ ¢ � N
BA Q p � _a� MANHOLE RISER I tWr C° � � � �
STAINLESS STEEL SUPPORTS (TYP.) � .` 02/13/06 � ONE QUADRANT MADE
° � TO BE REMOVED FOR o �
� 1 �Z � 1- 3.Q" ORIFlCES COVERED 5.33' aeCESS TO EFFLUENT � � •• � w �
9S o � o WITH TRASH RACK A WITH 0 z w z � Y w
STRUCTURE. OPENING
� - INVERT AT 784.00
SHALL BE CENTERED cn g � = w g
1 VALVE STEM ' � OVER SEEPS. o � o m U g
a � � � oo �3 0 0
' STANDARD 5' DIAMETER I (" � o �
PRE CAST MANHOLE BASE � � � Q
NCDOT CLASS "1" RIP-RAP PLACED ON 1 6" DIP MECHANICAL JOINT GATE � �=: 42" �' 0 Fm 5 z �,
FILTER FABRIC. 24.5 FEET WIDE FROM VALVE WITH STEM AND WHEEL. - � BARREL E � � o
PIPE(S) TO BOTTOM Q� PQ�Q V�llTH A ..- � .. 4.Q' - � �:' D i,�,�. �; � m
VALVE STEM SHALL BE SUPPORTED ( OUTLET - t Z � ui O "'
STAINLESS�STEEL�SUPPORTS S A a o j O � � �
d50 OF 0.8 FEET, A dMAX OF 1.2 FEET 11/07/OSTURE NTH BOLT STAINLESS � w v �.
AND A MINIMUM THICKNESS OF 1.8 FEET. STEEL BRACKETS ON �" - [] = r`Oi
MINIMUM OF EVER 1.5 FEET. I ANTI-VORTEX PLATE - � � c Q � co E
�-
02 13 06 SUPPORTS SHALL BE ANCHORED TO : a o 775•29 TO TIGHTEN AGAINST o m ° z O }.
c
PLAN,
WALL WITH STAINLESS STEEL ( CONCRETE RISER (4 • � v 0z � cm ANCHORS AND HARDWARE. 42" �
BARREL REQUIRED) � �°. 4 N v � oG
OUTLET � � w 0 o CO
793 TOP OF DAM EMBANKMENT � Q � z z � Y
_ � m �
6" DIP DRAIN. USE AMECHANICAL - � �0
� JOINT - FLANGE - PLAIN END DIP Q � � �u co a
OQ YEAR EVENT ELEVATION 791.1Q I 789.95 TOP CAST INTO STRUCTURE WITH 2 � D �� � Di Y Q � � �
iiiiiiij � M �
OF RISER / EMERGENCY SPILLWAY MECHANICAL JOINT ON INSIDE OF BLOCKING FOR GATE VALVE. �Y
� FLOODWATER -� STRUCTURE TO BE FITTED WITH A
10-YR EVENT 789.94 STORAGE ZONE � i 4 6" GATE VALVE. DRAIN PIPE AND STEM SHALL BE PLACED BAN 2 5
� 3:� I� � ( 5' DIAMETER PRE CAST BETWEEN ORIFICE OUTLETS. STEM SHALL ,�.�,A�R�A�
�4 1 � � NOT BLOCK ORIFICE OUTLETS.
PEAK FLOW CONCRETE MANHOLE AND
I REDUCTiC}N ZdNE 01/23/OS i� I A 6.42 F007 DIAMETER X n � �,
- 2 FOOT BASE. Lo
787 INVERT � 787.00 WV �I 6 DIP DRAIN. USE A MECHANICAL JOINT � •� a, W � �
5-5.5 !t�l�H HALES EVENLY SPACED - FLANGE - PLAIN END DIP CAST INTO �, m._ o + rn
� 3:1 r f �}���3`�� STRUCTURE V�{TM hAECHANICAL JOINT ON 6.49 FOOT � S � 'L �
WATER QUALI � 1 INSIDE OF STRUCTURE TO BE FITTED WITH DIAMETER BASE ° c a
NORMAL POOL �� STORAGE ZON y A 6" GATE VALVE WITH INVERT AT � � �
ELEVATION 784.Of} 776.0�. s p a
EFFLUENT STRUCTURE _ 3 TRASH RACK „6» � �
784 INVERT 784 INV. � � C27 SCALE: 1" = NONE C27 SCALE: 1" = NONE
� p X
1-3.0 INCH HOLE - �' � �� � � a
PERMANENT POOL ELEVATION �� ' � l3_ 1 -� N �
782.50 TAP OF � � � � I � > >/o�/os
SEDIMENT STORAGE (9660 SQ FT)
11 31 Lo E
0
ALUMf�IUM �_ I �I 1 1/07/05 � > �
STRUCTURAL ( 3.1 � � � c� � �, ui
PLATE BAFFLE
BIVIP DESIGN DATA � � � _ � o o
ITEM REQUIRED PROVIDED � � � �
PERMANENT POOL SURFACE AREA 9,116 99560
DONUT INLET PROTECTION CLASS "B" � � � TEMPORARY POOL VOLUME 419076 42,193 1 1�
RIP-RAP 1' HIGH, 1' WIDE AT TOP WITH _ � SEDIMENT STORAGE FOREBAY 9,660 10,116 I I I� � Z
3:1 SIDE SLOPES.
'- RC 4p, DRAINAGE AREA = = 21.29 �_ � Q
BOTTOM OF POND ELEVATION 775.00 � Pim �F 42�� IMPERVIOUS AREA 11.40 W �
it F=1 �FZZ 1-73� PERMANENT POOL DEPTH 9 9 � � j !- "�"""`
01/23/08
El I TEMPORARY POOL DRAW DOWN TIME 24-48 HR +24 HR
6 INCH DRAIN PIPE t�(�f. � 776.00 10-YR ELEVATION 789.94 - Ik
100-YR ELEVATION 791.10 4'6" MAXIMUM LENGTH 1/4" �
ANTE-SEEPAGE INV. OUT: 7?3.00 ALUMINUM- STRUCTURAL PLATE -�� ��
10-FLOW 27 27 '�I
GQLLAR(S) BAFFLE PLATE Z
100-YR FLOW - 85.20 �
42" RCP I I� ( �t 784.00 INV.
VJ
CORE MATERIAL SHALL BE CLAY (CL) '���� o, o„ oao o ,00 ,o, a„ oo, oo C�" j
OR APPROVED EQUAL BY THE
o 0
' 0 00.0- 006 666 O - 000 006 406� 06v O
OWNERS GEOTECHNICAL COMPANY00 000 000 00 000 000 000-�I 00 000 000 O 000 000 004,. „ °O - aoa 000. a aao ooa apt ALUMINUM ANGLE, MIN 2 X2 X1/4 � o00 000 o aoo o,p ,�„y �jf
',9 A-A, ATTACH ALUMINUM 6�4FFLE TO � � ��� ��� � ��� p o� ��� ��Q C.�SECTfON ANGLES WITH 1/2" DIA STAINLESS I 7 °°° °°° 00 °°° °°° O°° °°
=11 ICI oao 000 0 000 000 goo 00 � � �
GENERAL NOTES: STEEL BOLTS, MIN. 12" O.C. ���� °°° °°° °°° °°° °°° I I�'
oao 000 0 000 000 000 0 �
1. ALL TOPSOIL SHALL BE REMOVED TO A MINIMUM OF FIVE FEET OUTSIDE EMBANKMENT LIMITS. °° °°° °°� ��� ��� � �
aoo ooa o ooa ooa 000
2. UPON COMPLETION- E� STRIPPING OPERATIONS,, �E SU66RADE SHALL BE EXAMENED BY THE GEOTECHNICAL ENGINEER TO DETERMINE IF STABLE MATERIALS ARE ,o, 000 oa, oa, „o I-
PRESENT WITHIN THE FOUNDATION LIMITS. BAFFLE SHALL BE PERFORATED Vtll'TH ?" It I�I �00 000 0 000 0001.000
F �� z
3. CUT-OFF TRENCH SHALL BE EXCAVATED ALONG THE CENTERLINE OF DAM AFTER FOUNDATION PREPARATION HAS BEEN COMPLETED. 00 000 0 000 000 00� M a
71� " o0 000 0 000 oao 0o I�II�
4. THE BUT-OFF TRENCH SHAD BE EXCAVATED A MINIMUM OF 4' INTO THE FOUNDATION SOIL AND EXTEND ALONG THE DAM CENTERLINE TO THE TOP OF THE DAM DIA HALES ON S.5" CENTERED -�� �
00 000 0 00o aoo 00
F_M�AI�IKMENTt VERTICALLY AND 9.0" CENTERED ICI � o aoo 0 000 aoo 00 I II
5. CUT-OFF TRENCH SIDE SLOPES SHALL BE EXCAVATED AT 2(H):1(V) OR FLATTER. HORIZONTALLY. =E1 ;. °°° °°° ��� � �
6. CUT-OFF TR�N�H BOTTOM WIDTH SHAD BE WIDE ENOUGH TO ALLOW FOR A SHEEPS'�OOT ROLLER TO PROPERLY COMPACT THE CORE FILL OR A MINIMUM 0� 8 .���1 � ��� � ��� ��� � z �
I��
FEET 1A(1QE_ BOTTOM OF POND ELEVATION 775.00 � oo� � ono ono
-II I o00 0 ooa o0o I
I�I� �
7. CUT-OFF TRENCH SHALL BE EVALUATED BY THE GEOTECHNICAL ENGINEER TO DETERMINE IF SUITABLE BEARING MATERIAL IS PRESENT ON THE SIDE SLOPES AND
BOTTOM OF THE TRENCH.
8. EMBANKMENT AND AROUND THE CONDUIT BACK-FILL SHALL BE COMPACTED TO AT LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY AS DESIGNATED BY THE �� � � � W >-
STANDARD PROCTOR COMPACTION TESTS (ASTM D-698).
9. FILL SHALL BE PLACED 1N 6-8 INCH LOOSE LIFTS AND COMPACTED WITH A SHEEPSFOOT ROLLER OR SIMILAR EQUIPMENT TO THE REQUIRED DENSITY.
10. THE EMB,��t4MENT FEEL SHALL BE TESTED AT LEAST ONCE PER 5,000 SQUARE FEET PER ONE FOOT OF DEPTH OF COMPACTED FILL AND ONCE PER 25 LINEAR FEET 9" 1NtQE BY 5' DEEP CO#�lCRETE
FOR FILL ADJACENT TO CONDUITS. FOOTING TYP FOR ALL ANGLES. �I�II�II�III�II�I I . DATE:
11. CONDUITS WHICH PENETRATE THE EMBANKMENT SHALL BE PROPERLY INSTALLED TO PREVENT THE MIGRATION OF SOIL DUE TO SEEPAGE ALONG THE CONDUIT PATH �f�fl�ll�fll�f 1
OR INTO THE PIKE JOINTS.
�I�I I�I ,ILIA-ICI SEPTEMBER 16, 2005
`� }f
12. THE CONDUIT TRENCH SHALL BE EXCAVATED TO A DEPTH OF 6 INCHES BELOW THE PIPE INVERT TO ALLOW COVERAGE BY BEDDING CONCRETE. THE CONDUIT SHALL ' I I�III�II�I
BE TEMPORARILY SUPPORTED BY SOLID CONCRETE BLOCK AND 2,000 psi CONCRETE SHALL BE POURED HALFWAY UP THE CONDUIT. CONCRETE ANTI-SEEPAGE COLLARS =ff� ( C� SCALE:
SF+fkLL BE RE3t�f�ED krtOiVf3LI�fHtERLLY VVFI�tf BEDDING. 'f f f I f I 1"=1E�}'
JN:
1 PLAN PROFILE WET POND 4 ALUMINUM FOREBAY 8� BAFFLE DETAIL 4606
C27 SCALE: 1" = NONE C27 SCALE: 1" = NONE
C2�