HomeMy WebLinkAboutC102 Rev 4-28-21INV S=841.38
INV N=841.58
I STM STM
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EX BLIND TIE _D3- STM
INV. 841.50
FBOP
INV S=841.56
INV N=841.72
INV E=846.15
EX. STORM INLET
T.C. = 850.21
cn
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11
M.E. 8 1
F
EX. STORM INLET
T.C. = 847.76
INV 15" RCP NW = 843.53
INV 15" RCP NE = 843.81
STM STM
STM M
s2�
s
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INGRESS/EGRESS EASEMENT 1 EX. SToORMIMANHOLEs 1 ASSUMED NORTH
NST. #8907337 & 8907338 INLET 108 T.C. =6.19
1 INY, 24" RCP NW = 841'89.
0.415ACf GUT=849.46
1 INV.�24� RCP NE = 841.89 SCALE. 1 "- 30 '
INV S=845.76 1 INV. 24'-RCP S = 841.89 i /
• • • :._'dry,' • :Mi:41.7 i i�6] • i�'7� i i - :..i:��� - - - - - - i e [[•��.'.//����R.
\ o COD DUMP-
Epp I Ln STER f INLET 117 / INLET 116 849.
\ 00 INLET 118 TC=849.50 / O TC=849.22
\ 1 I I TC=849.50 I INV E=845.40 INV S=844.48
v'
84 . 4 INV E=845.82 849 90 INV W=845.50 / INV W=844.58 -
c"! I I \TRASH 849.96 i 849
�' co . P.AQ_ 849.89 849.95
-12" RCP 126'-12" RCP
851.6 8 9.90 849.98 1 I cj0��/
852.46 11 \ \ 850 849.59 �� ' 850
FFE - 852.50 0 851.68 850.17 , i 850:00
i
849.57 0 0�
ENC.
849. 6 6.9
r
r�A ono. \ ado o 00 00 M E I EX. 4" IGH PRESSURE
845. I (60 PSI GAS LINE. LOCATED
9d% o IIN WASI INGTON BLVD; APPROX.
\ I N. 1 9' WES OF CENTERLINE AT A
DEPTH F APPROX. 3' BELOW
GRADE.
849.46 I NOTE: ROM WEIHE ENGINEERS INC.
6 99 I LAND T TILE SURVEY PENNWOOD OFFICE
®� 849.62 F i PARK F 4. DATED 4-25-1990.
MFPG = 851.50 - I 1 = \ 1 0
MLAG - 852 00 �` RED -------------------- ------------------------rt----------- s - - - - -
74 1
00 rn f �n 850.13
851.68 I \ .72 851.00 851.6Q 850. BMP ACCE� - - 850.50 850.60 851.00 ° 851.00 00 j i i E. 45. ;o
I
m 50 I EX. ST RM MANHOLE
T.C. = 844.40
I I I I INV 24 RCP N= 841.80
INV 24 RCP SW = 841.80
I I
8 13 �' I
I I� EX. MANHOLE 111
II TC=844.40
/-.d- I' INV N=841.8000
I
} 1 I NEW INV S=841.70
/ I 0000
o I I
00
e � b I
21
I MANHOLE 113 I
/ TC=851.70 I
INV SW=843.48
IN, N=843.58 i I
i
/ -----------------------' -' I
1 851.40 / 850.35 850.89 I / / �` 852 - - - - - - - - -�
w
851
BMP 104 850 849 _ _ I rMA1 HOLE 110 I
I / / _ - / =
/ ®� I / 15'-12' RCP TC 84 / / -__ l--848----- - - - - -- 847 IINV SW.50
851.00 5 /INV=844.05 . • / END SECTION 112� 846 e/ [INV SW=841.40
/ @ 2.95% _.RM / 1
NW=844.15,�- - - --�- -_-- --------------- INV OUT-843.30 845 � 1 INV N=841.50
n ___ __ _ _ ____ I I
� T INV. = 8 �'�-----_----____ --------_ TB _---------=TB- - 8 SY RIP- 8 844 I I I
850.60 / g� 2 0. i ����-- - -- q-------- '-�
N --------- -
a•'`.a ../�. ..i�'� _a• :4 C14
d�
®®fir--- --ate ---�-----�� ®� '•o
1cp11 I
^��� EX. PIPE END 103 PIPE END 109 841.54 1 I I I I l
1 INLET 106 848.90 INLET 105 848. 5 I' ,, EX. INV = 841.40 W/ 24" FLAP GATE J1
1\ TC=849.20 I (REPLACE STRUCTURE) ♦ I III I /\ EDGE OF WATER INV OUT=841.30
SS \ INV E=845.49 RAISEINV SE=844.59 8 4 r' I �I I I j I `INV. 841.40 8 SY RIP -RAP \ 1 1 ® \ I
1
SS // \� INV N=844.86
II
1 - INV W=845.09 I I 1
O \��� SS � 84 .28 a a. � `INV. 841.10 • j 1 11 11 aI
, - C , III r• 10-YR POND ELEVATION = 843.31 i1 11� w
( INST. #8907337 EASEME38 NTIIII / s (,�A I I IIIII r 100-YR POND ELEVATION = 845.50 ;i 'i / m
INST. #8907337 & 89073381 / 1 Q \ III 11I I OUTLET 102 LU
J
10.415ACf
i LHX. - IJ
11�1 I TC=845.50 RETENTION POND EASEMENT m
SANITARY MAN OL 1¢
d �I O��
�8"ORIFICEINV=841.30 INST. #8907337 & 8907338
= -LQ'1416J 12" INV OUT=841.30 CO O2fi-1'as
I
/ - - - - - -I v Pvc s 838.50 cn I I 1 N65 POND OVERFLOW THROUGH OUTLETlip-
II \
/ / I M.E. I I I II I �I 111• I ID I I I
1I III INV. 841.18 PIPE END 119 / �I ► I
i / I I �
-_-- / 848.12 III I 1 l�
--___-�---__--= INV. 841.99 I/ I IP 1 1
/ - W/ 12" FLAP GATE
�!\� III EDGE OF WATER INV OUT=842.78 I I
N - \\\�;'�� = --_�iti - 5 SY RIP -RAP I // 11 I
ap
�-
46 - - - «���: - 24' of 12" i
/-----------------------------_ - _ RC" -3= a46 a45 �f
111 ICI
---------849---
y
I END SECTION 120 I I
INV IN=843.50
5 SY RIP -RAP
00o STORM SEWER TABLE (PRIVATE SYSTEM)
GRADING AND DRAINAGE NOTES
M.E.
I M.E.
STM -
EX. STORM INLET
T.C. = 851.44
CV
0
o IN
EX. SANITARY MANHOLE
I
I
DOGHOUSE MH 101
TC=851.27 +/-
21" RCP INV=841.27 +/-
(FIELD VERIFY)
INV E=841.30 - - -
-
I-- - -
SEE R/W TRENCHING DETAIL
I& PAVEMENT REPAIR DETAIL
ON SHEET C802.
I
I
sJ -
N
00
852.46
\r
852.46
1�
D
I /
12" PIP
s
C.O. INV.CD
o _
I
848.50
6
N ..
REMOVE EX. `s>�
L
00 RI
POND OUTLET
a
UNDER BUILDING
g5 46
,
N
a
c'cl,
-
N
Q�7Ar
GS INDICgTE
850.85--
I
d-
\
---
I
--
��1--MINT
--------------------
- - - - -----------
851
�
II
851.68I
I _
I
I
_00700-�
ro
851.35
I 4;_1
851.58 /
N�__
851.58
851.30
851.58
851.58 851.58
__851.2851.58I
51 IF 6' PVC
a ....
,.
1.96% o
2.0
852. 852.0 852.1 .4'..
852.16
852.1
�
852.16 852.3
85 .16 i i 852.16
<` 852.3 I
51.00
851.68 ANHOLE 107
a.. /'
2.46 852.46 52.25
'
52.46
852.46
852.46 852.3 852.46
MANHOLE 115
TC=851.00
��
TC=851.70
S=845.34
°crN°
INV S=843.97
0851NV
'68 11V N=845.44
.a
INV N=844.07
I�V W=847.40
o
<I/
//
/� // /,
INV W=845.17
852
- _
852.4
10'-18" RCP
@BMP514
851.42 I 850.90f'
FFE 852 50
FIFE= 852.50
I
52.34 '.. ! / - / TC=851.70
MFPG = 851.50 / MFPG = 851.50� INV S-843.82
` 851.42 22 i/ //MLAG = 852.00 // o --�tA�-_8J�.00 INV N=843.92/
1.70 851.76 / / 00 CO ffvv I
850.68 s �DK al: u ^ ^ / 852.0 237 LF 6" PVC ROOF DRAIN @ 1.41% 846.k4
1. ALL GRADES AT BOUNDARY SHALL MEET EXISTING GRADES.
2. SITE GRADING SHALL NOT PROCEED UNTIL EROSION CONTROL MEASURES HAVE BEEN INSTALLED.
3. ALL SWALES SHALL HAVE A MINIMUM SLOPE OF 1.00%.
4. CONTRACTOR SHALL MINIMIZE DAMAGE TO EXISTING TREES.
5. SLOPES SHALL NOT BE GREATER THAN 3:1 UNLESS OTHERWISE SPECIFIED.
6. REMOVE AND BACKFILL ALL AREAS WHERE ANY FIELD TILE CROSSES PROPOSED BUILDING PADS. ALL FIELD TILES INTERCEPTED TO
BE PERPETUATED INTO STORM SEWER SYSTEM. THE SUBCONTRACTOR SHALL NOTIFY IN WRITING THE OWNER AND THE ENGINEER IN ANY
CIRCUMSTANCES WHERE THIS CANNOT BE ACCOMPLISHED.
7. FILL PLACED ON -SITE SHALL BE COMPACTED TO 95 PERCENT STANDARD PROCTOR DENSITY (ASTM D-698). REFER TO PROJECT
GEOTECHNICAL REPORT FOR ADDITIONAL REQUIREMENTS.
8. THE CONTRACTOR SHALL CONFIRM ALL EARTHWORK QUANTITIES PRIOR TO THE START OF CONSTRUCTION. IF AN EXCESS OR
SHORTAGE OF EARTH IS ENCOUNTERED, THE CONTRACTOR SHALL CONFIRM WITH THE OWNER AND ENGINEER THE REQUIREMENTS FOR
STOCKPILING, REMOVAL OR IMPORTING OF EARTH.
9. ALL STORM SEWER TRENCHES ARE TO BE BACKFILLED WITH GRANULAR MATERIAL.
10. STANDARD SPECIFICATIONS FOR THE LOCAL GOVERNING AUTHORITY SHALL APPLY FOR ALL STORM SEWER CONSTRUCTION.
11. MAXIMUM SLOPE OF 2.00% IN HANDICAPPED PARKING AREAS.
12. ROOF DRAINS AND FOUNDATIONS DRAINS TO BE KEPT SEPARATE. REFER TO ARCHITECTURAL PLANS FOR LOCATION OF FOUNDATION
DRAINS AND DOWNSPOUTS.
13. STORM SEWER TO HAVE A 30" (2.5 FT) MINIMUM COVER OVER TOP OF PIPE.
SITE NOTE
NO EARTH DISTURBING ACTIVITY MAY COMMENCE WITHOUT
AN APPROVED STORMWATER MANAGEMENT PERMIT.
STORM SEWER NOTE
THE ON -SITE STORM SEWER SYSTEM TO REMAIN PRIVATE.
THE STORM SEWER SYSTEM SHALL BE CONSTRUCTED PER DESIGN SPECIFIED AND AS
APPROVED BY THE CITY OF CARMEL ON THE FINAL APPROVED CONSTRUCTION PLANS.
DEVIATIONS FROM THE APPROVED DESIGN SHALL ONLY BE PERMITTED DUE TO SPECIAL
CIRCUMSTANCES OR DIFFICULTY DURING CONSTRUCTION AND WILL REQUIRE PRIOR FIELD
APPROVAL FROM A DESIGNATED REPRESENTATIVE OF THE CITY OF CARMEL IN ADDITION TO
SUPPLEMENTAL APPROVAL BY THE DESIGN ENGINEER. AN EXPLANATION OF ANY SUCH
DEVIATION SHALL BE INCLUDED AS A REQUIREMENT ON AS-BUILT/RECORD DRAWINGS
SUBMITTED FOR RELEASE OF PERFORMANCE GUARANTEES. APPROVED DESIGN SLOPES
IDENTIFIED AS GENERATING VELOCITIES OF 2.5 FPS OR LESS OR 10 FPS OR GREATER (AT
FULL FLOW CAPACITY) SHALL REQUIRE AS -BUILT CERTIFICATION AT THE TIME OF
CONSTRUCTION, PRIOR TO BACKFILLING THE PIPE. THE CONTRACTOR IS INSTRUCTED TO
AS -BUILT EACH SECTION OF STORM PIPE AS IT IS BEING INSTALLED TO ENSURE
COMPLIANCE WITH THE DESIGN PLANS AND AS APPROVED BY THE CITY OF CARMEL.
STR #
TC/GUT*
STRUCTURE
TYPE
CASTING
TYPE
INVERTS
DOWNSTREAM PIPE
INFORMATION
DOWNSTREAM
STRUCTURE
DETAIL ON
SHEET #
101
851.27+/-
DOGOUSE MANHOLE
NEENAH R-1772
N/S=841.27, E=841.30
EXISTING 21" RCP
N/A
N/A
102
845.50
POND OUTLET
NEENAH R-4349-D
W=841.30, E=841.30
267 LF OF 12" RCP @ 0.00%
101
C803
103
N/A
EX. PIPE END
N/A
INV=841.40
N/A
N/A
N/A
104
848.90
AQUA -SWIRL AS3 BYP
SEE DETAIL
SE=844.05, NW=844.15
EX. 42 LF OF 12" RCP @ 6.30%
103
C803
105
848.52*
INLET
EXISTING
SE=844.59, N=844.86, W=845.09
15 LF OF 12" RCP @ 2.95%
104
C803
106
849.15
INLET
NEENAH R-3405
SE=845.49
50 LF OF 12" RCP @ 0.80%
105
C803
107
851.00
STANDARD MANHOLE
NEENAH R-1772
S=845.34, N=845.44
108 LF OF 12" RCP @ 0.45%
105
C803
108
849.46*
INLET
NEENAH R-3405
S=845.76
99 LF OF 12" RCP @ 0.32%
107
C803
109
N/A
PIPE END
24" FLAP GATE
INV=841.40
N/A
N/A
C803
110
846.50
STANDARD MANHOLE
NEENAH R-1772
SW=841.50, N=841.60
40 LF OF 18" RCP @ 0.23%
109
C803
111
844.40
EX. MANHOLE
N/A
N=841.80, S=841.80
88 LF OF 24" RCP @ 0.23%
110
C803
112
N/A
END SECTION
N/A
INV=843.40
N/A
N/A
C802
113
851.70
STANDARD MANHOLE
NEENAH R-1772
SW=843.48, N=843.58
40 LF OF 18" RCP @ 0.45%
112
C803
114
851.70
AQUA -SWIRL AS4 BYP
SEE DETAIL
S=843.82, N=843.92
55 LF OF 18" RCP @ 0.45%
113
C803
115
851.70
STANDARD MANHOLE
NEENAH R-1772
S=843.97, N=844.07, W=845.17
10 LF OF 18" RCP @ 0.45%
114
C803
116
849.22
INLET
NEENAH R-3405
S=844.48, W=844.58
94 LF OF 15" RCP @ 0.44%
115
C803
117
849.50
INLET
NEENAH R-3405
E=845.40, W=845.50
126 LF OF 12" RCP @ 0.65%
116
C803
118
849.50
INLET
NEENAH R-3405
E=845.82
100 LF OF 12" RCP @ 0.32%
117
C803
119
N/A
PIPE END
12" FLAP GATE
INV=842.78
N/A
N/A
C802
120
N/A
END SECTION
N/A
INV=843.50
24 LF OF 12" RCP @ 3.00%
119
C802
1 r/1r\ 111
SAN s�
EXISTING SANITARY SEWER & MANHOLE
STM��
EXISTING STORM SEWER; INLET & M.H.
PROPOSED STORM SEWER; INLET
BEE HIVE INLET, M.H. AND END SECTION
-710-
EXISTING CONTOUR LINE
71o�J
PROPOSED CONTOUR LINE
PROPOSED TOP OF CURB/
759.50
GUTTER GRADE
760.0o
PROPOSED GRADE
o-----------
ROOF DRAIN WITH CLEANOUT
DRAINAGE SWALE W/ UNDERDRAIN
DRAINAGE FLOW ARROW
MAIN CONSTRUCTION LIMITS
OF LAND DISTURBANCE
- -
EMERGENCY OVERFLOW LIMITS
50°
EMERGENCY INLET PONDING ELEVATION
-�-
EMERGENCY OVERFLOW DIRECTION
FFE
FINISH FLOOR ELEVATION
MFPG
MINIMUM FLOOD PROTECTION GRADE
(CALCULATED TO BE 1 FT ABOVE THE ON -SITE
EMERGENCY OVEFLOW ELEVATION OF 850.50 FT.)
MLAG
MINIMUM LOWEST ADJACENT GRADE
IMMEDIATE TO THE BUILDING = 851.50
SITE FLOOD INFO
THE SITE LIES ENTIRELY WITHIN THE FEDERALLY
DESIGNATED FLOOD ZONE X (NOT A FLOOD HAZARD AREA)
PER FLOOD INSURANCE RATE MAP (FIRM) #18057C 0209 G,
EFFECTIVE NOVEMBER 19, 2014.
TOPOGRAPHY NOTE
THE EXISTING GROUND ELEVATIONS, IMPROVEMENTS AND LOCATIONS
OF EXISTING UNDERGROUND UTILITIES SHOWN ON THIS PLAN ARE
BASED UPON AN EXISTING CONDITIONS - DEMO PLAN PREPARED BY
DEBOY LAND DEVELOPMENT SERVICES DATED OCTOBER 2, 2018.
THE BOUNDARY INFORMATION SHOWN IS BASED UPON A LAND TITLE
SURVEY PREPARED BY WEIHE ENGINEERS DATED APRIL 25, 1990.
THE EXACT LOCATION OF EXISTING UNDERGROUND UTILITIES SHALL BE
VERIFIED BY THE CONTRACTOR PRIOR TO ANY CONSTRUCTION.
ROGER WARD ENGINEERING SHALL NOT BE HELD LIABLE FOR ANY
ERRORS, INACCURACIES OR OMISSIONS RELATED TO THE ABOVE
MENTIONED PLANS AND SURVEYS PREPARED BY OTHERS.
BENCHMARK NOTE
PROJECT BENCHMARK: HAMILTON COUNTY CGS DISK (STATION NAME: Y 42)
SET IN A CONCRETE SLAB ON THE EAST SIDE OF THE MONON TRAIL 218 FT
SOUTH OF 111TH STREET.
ELEV.=838.62 (NAVD 88)
• I �
1
Know what's below.
PER INDIANA STATE LAW IS-69-1991. "all before you dig.
IT IS AGAINST THE LAW TO EXCAVATE
WITHOUT NOTIFYING THE UNDERGROUND
LOCATION SERVICE TWO (2) WORKING
DAYS BEFORE COMMENCING WORK.
DRAINAGE SUMMARY
TOTAL DRAINAGE AREA = +/-13.55 AC
PROJECT LIMITS (DISTURBED AREA FOR THIS PHASE) = 2.93 AC
100-YR ALLOWABLE DISCHARGE FOR W.R. FERTIG WATERSHED = 0.25 CFS/AC = 3.39 CFS
EXISTING CONDITION DETENTION POND RELEASE RATES
10-YR = 1.60 cfs (EX. 12" PIPE) @ ELEVATION = 842.94
100-YR = 3.02 cfs (EX. 12" PIPE) @ ELEVATION = 845.10
PROPOSED CONDITION DETENTION POND RELEASE RATES
10-YR = 2.01 cfs (EX. 12" PIPE) @ ELEVATION = 843.31
100-YR = 3.30 cfs (EX. 12" PIPE) @ ELEVATION = 845.50
VOLUME OF DETENTION REQUIRED IS 3.12 AC -FT
VOLUME OF DETENTION PROVIDED IS 3.56 AC -FT
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No.
PE19800489
STATE OF
��FSSN 1)1
/ONAL'\�
BY:
DATE: /06/20��]
EETCl2
OF
19
JOB#: SCB.002