HomeMy WebLinkAboutC200 Site Development Plan S4A-C200753FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM
EX. 8'x3' CONCRETE BOX CULVERT
BEANS
EX. CURB INLET #812
T.C.=755.32
12" R.C.P. E
INV.=751.76
EX. BOX CULVERT 117
INV.=747.19
EX. BASIN (VS4)
N.P.=746.75
2 YR. ELEV.=749.08
10 YR. ELEV.=749.99
100 YR. ELEV.=752.20
T.O.B.=752.00
W W WWW W W
EX. YARD INLET #843
T.C.=755.98
12" R.C.P. N
INV.=751.71
T.C.=757.25
15" R.C.P. N
INV.=753.12
INV.=752.91
18" R.C.P. W
INV.=752.00
12" R.C.P. E
INV.=752.10
EX. CURB INLET #838
T.C.=757.32
12" R.C.P. N
INV.=752.99
EX. CURB INLET #877
T.C.=753.21
12" R.C.P. E
INV.=749.70
15" R.C.P. SW
INV.=749.70
EX. CURB INLET #876
T.C.=753.69
12" R.C.P. W
INV.=749.80
EX. MANHOLE #139
T.C.=754.10
30" R.C.P. N
EX. MANHOLE #177
T.C.=754.60
30" R.C.P. NW
INV.=748.97
30" R.C.P. S
INV.=748.87
EX. END SECTION #178
30" R.C.P. SE
INV.=749.81
EX. INLET #881
T.C.=754.04
12" R.C.P. S
INV.=750.28
EX. MANHOLE #878
T.C.=755.14
15" R.C.P. NE
INV.=749.60
18" R.C.P. SW
INV.=749.60
12" R.C.P. N
INV.=749.60
EX. END SECTION #879
18" R.C.P. N
INV.=749.22 EX. END SECTION #458AEX. END SECTION #143EX. END SECTION #143A W WW W WW W WWEX. MANHOLE #870A
T.C.=754.01
12" R.C.P. E
INV.=747.69
12" R.C.P. S
INV.=747.59
EX. END SECTION #871
12" R.C.P. N
INV.=747.38
EX. CURB INLET #811
T.C.=753.06
12" R.C.P. W
INV.=749.37
12" R.C.P. E
INV.=749.47
EX. CURB INLET #810
T.C.=753.00
12" R.C.P. W
INV.=749.63
EX. CURB INLET #850
T.C.=752.46
27" R.C.P. S
INV.=747.91
EX. END SECTION #25
27" R.C.P. N
INV.=747.26
EX. END SECTION #14
24" R.C.P. W
ASCL
5264
756.39
ASCL
5270
755.52
ASCL
5274
754.42
> o o o15' D&U.E.10' D.U.&S.S.E.10' D.&U.E.10' D.&U.E.10' D.&U.E.10' D.&U.E.50'
VAR. D.U. S.S.&
L.M.A.E.
VAR. D.U.S.S.&
L.M.A.E.
VAR. D.U.S.S.&
L.M.A.E.
4' R.A.E. 4' R.A.E.4' R.A.E.4' R.A.E.4' R.A.E.4' R.A.E.4' R.A.E.4' R.A.E.4' R.A.E.4' R.A.E.4' R.A.E.4' R.A.E.4' R.A.E.THE GROVE AT THE LEGACY
SECTION THREE A
Inst.#2020004967
PC. #5, Slide #1105
EX. 12" FORCEMAIN
EX. 8" WATER MAIN
EX. 8" WATER MAIN
EX. FIRE HYDRANT
W W W W W W W W W W W W W W W W W W W W W W W WW W W W W W WW W W W W W W W W W W W50' R/W30' B-BGUEST PARKING8 SPACESGUEST PARKING8 SPACES0+25754.336+97
755.38
0+00
754.16
1+00
754.27
2+00
754.48
3+00
755.15
4+00
755.82
5+00
755.64
0+50
754.28
1+50
754.17
2+50
754.82
3+50
755.48
5+50
755.31
6+50
755.10
50 L.F. 12" R.C.P. @ 0.80%30 L.F. 12" R.C.P. @ 0.30%92 L .F . 1 2 " R .C.P . @ 0 .5 3 %117 L.F. 15" R.C.P. @ 0.87%112 L.F. 27" R.C.P. @ 0.10%30 L.F. 12" R.C.P. @ 0.30%137 L.F. 12" R.C.P. @ 0.77%248 L.F. 12" R.C.P. @ 0.51%
HP
4+36.87
756.00
LP
6+14.60
754.94
GRD.CHG.
1+85.53
754.39
HP
0+74.71
754.42
LP
0+19.08
754.09
LP
1+30.89
754.12 GRD.CHG.0+13.38754.11236 L.F. 21" R.C.P. @ 0.14%2+64 756.54 1+00755.42 2+00756.160+50754.982+50756.461+00
755.59
2+00
754.99
3+00
755.27
4+00
756.05
1+50
755.29
3+50
755.66
184A
756.6
183A
756.6 182A
756.2
66A
756.6 67A
756.7
68B
757.0
180B
756.0
181B
756.0 65B
756.0
64B
756.0
63B
757.1
176B
755.0 62A
756.0
754.7
754.0
754.1
754.1
756.2
753.4754.9755.4755.9756.3755.9755.3
756.1755.5 754.0754.7754.4754.1754.7755.0
754.6 755.5756.7755.2
756.0
184B
756.6
183B
756.6 182B
756.2
66B
756.6 67B
756.7
68A
757.0
62B
756.0
61A
756.3
61B
756.3
60A
756.7
60B
756.7
176A
755.0
177B
755.5
177A
755.5
178B
755.0
178A
755.0
179B
756.0
179A
756.0
180A
756.0
181A
756.0 65A
756.0
64A
756.0
63A
757.1
2+64752.131+00754.552+00753.940+50753.832+50752.53GRD.CHG.1+52.00755.30GRD.CHG.0+13.38753.74GRD.CHG.0+35.01 753.61 GRD.CHG.
0+12.00
755.40
GRD.CHG.
0+62.45
755.81
GRD.CHG.
2+36.21
754.77
GRD.CHG.
4+35.99
756.34
GRD.CHG.
4+72.00
756.12 GRD.CHG.0+13.38754.66GRD.CHG.1+52.00755.8730 L.F. 12" R.C.P. @ 0.43%
31 L.F. 12" R.C.P. @ 0.33%311 L.F. 30" R .C.P. @ 0.27%755.8 755.4 755.9 756.5756.2ANTIQUITY DRIVE
(PUBLIC)WILBUR ROAD(PRIVATE)ALLEY WEST(PRIVATE)MLAG 757.3
MFF 757.3MFF 757.3MFF 757.3MFF 757.3MFF 757.3MFF 757.3MFF 757.3
MFF 755.8
MFF 755.8
MFF756.7
MFF 756.7
MFF 755.8
MFF 755.8
MFF 757.3 MFF 757.3 MFF 757.3 MFF 757.3 MFF 757.3 MFF 757.3 MFF 757.3 MFF 757.3 MFF 757.3 MFF 757.3 MFF 757.8 MFF 757.8
MFF 757.8
MLAG 755.0 MLAG 757.3 MLAG 757.3MLAG 755.9 MLAG 757.8
MLAG 756.8
MLAG 756.8
MLAG 756.8
MLAG756.8
MLAG 756.8
MLAG 756.8MLAG 756.8 MLAG 756.8 MLAG756.8 MLAG 756.8
MLAG 755.9
MLAG 755.3 MLAG 755.3 MLAG 755.3MFF 757.8
MFF 757.8
MFF 757.8
MFF 756.7
MFF 756.7
ALLEY EAST(PRIVATE)23 L.F. 12" R.C.P. @ 0.30%
14 L.F. 12" R.C.P. @ 0.30%
14 L.F. 15" R.C.P. @ 0.30%
873
845
846
849
867
868
869
872
750
753752 751
754
755 847
875
874
876
877
878756.6 756.0753.7 753.7 753.7 753.8
755.1 754.9 755.4 756.0 756.0756.0756.0757.1755.2754.8756.3
MFF 757.3 MFF 757.3 MFF 757.3 MFF 757.3 MFF 757.3
10' B.L. 10' B.L. 10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.10' B.L.LARSON DRIVE(PUBLIC)LARSON DRIVE(PUBLIC)*
* *
20 FEET
FORCE MAIN EASEMENT
INSTR. No. 2008043639
30' R.D.E.CHERRY CREEK BOULEVARD5' SIDEWALK5' SIDEWALK 5' SIDEWALK
5' SIDEWALK
5' SIDEWALK 5' SIDEWALK 5' SIDEWALK10' D.U.&S.S.E. 10' D.U.&S.S.E. 10' D.U.&S.S.E.
10' D.U.&S.S.E. 10' D.U.&S.S.E. 10' D.U.&S.S.E.
10' D.U.&S.S.E.
10' D.U.&S.S.E. 10' D.U.&S.S.E. 10' D.U.&S.S.E.10' B.L.6' D.U.&S.S.E. 6' D.U.&S.S.E.10' D.U.&S.S.E.VAR. SIGNEA
S
EM
EN
T
ANTIQUITY DRIVE
(PUBLIC)
ALLEY WEST TO EAST
(PRIVATE)
755.0 756.2756.212' ASPHALT PATH5' SIDEWALK BUILT WITH FUTURE HOME CONSTRUCTIONJAMES DEAN DRIVE752.94
753.39
753.78
754.18
754.58
754.97
755.33
754.41
754.22
753.71
753.93
754.31
754.68
753.90
12' ASPHALT PATH 12' ASPHALT PATHEX. 5' SIDEWALKPEDESTRIAN ACCESS
EXISTING PATH
PEDESTRIAN ACCESS
LEGEND
DENOTES CONSTRUCTION LIMITS
EXISTING SANITARY SEWER
EXISTING STORM SEWER
EXISTING WATER LINE
EXISTING CONTOUR
PROPOSED SANITARY SEWER
PROPOSED STORM SEWER
PROPOSED CONTOUR
PROPOSED WATER LINE
PROPOSED SWALE
PROPOSED GRADE ELEVATION
PROPOSED 5' SIDEWALK (BY HOME BUILDER)
(DEVELOPER SHALL INSTALL SIDEWALKS ALONG ALL COMMON
AREAS)
Ù ADA RAMP TO BE INSTALLED
PROPOSED CURB w/ 6" UNDERDRAIN
PROPOSED 6" SUB-SURFACE DRAIN
LOT NUMBER
PAD GRADE
MINIMUM FINISH FLOOR ELEVATION
MINIMUM LOWEST ADJACENT GRADE
MFF=850.70
MINIMUM FINISH FLOOR ELEVATION IS BASED OFF OF
THE FOLLOWING CRITERIA:
1. 12" (1.0') ABOVE THE NEAREST UPSTREAM
OR DOWNSTREAM SANITARY MANHOLE,
WHICHEVER IS LOWEST.
2. 15" (1.25') ABOVE THE HIGHEST ROAD
ELEVATION
3. 6" (0.5') ABOVE THE HIGHEST MLAG
MLAG MINIMUM LOWEST ADJACENT GRADE (FLOOD
PROTECTION)
B.L. BUILDING SETBACK LINE
M.E. MATCH EXISTING
H.P. HIGH POINT
L.P. LOW POINT
GRD. CHG. GRADE CHANGE
STORM SYSTEM
STORM SEWERS FOR THIS DEVELOPMENT WILL BE PUBLIC
STORM WATER CONTROLS SHOWN ON THE INITIAL SWPPP (C300) SHOULD BE
INSTALLED AS SOON AS PRACTICAL.
CONTACTS
CARMEL UTILITIES
FOR WATER LOCATES
(317) 571-2648
RISER
300
850.0
MFF=850.70
MLAG=850.2 DATE MARK REVISIONS BYCERTIFIED: S & A JOB NO.THIS DRAWING IS NOT INTENDED TO BEREPRESENTED AS A RETRACEMENT ORORIGINAL BOUNDARY SURVEY, A ROUTESURVEY OR A SURVEYOR LOCATIONREPORT.S T O E P P E L W E R T HA L W A Y S O N7965 East 106th Street, Fishers, IN 46038-2505phone: 317.849.5935 fax: 317.849.5942SHEET NO.
DRAWN BY: CHECKED BY:SITE DEVELOPMENT PLANSECTION FOUR AC200
55115PYT-S4THE GROVE at THE LEGACYKJJM/JAW BKR CLAY TOWNSHIP HAMILTON COUNTY, INDIANA03/18/20DP
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File Name: S:\55115-PYT-S4\DWG\C200 Site Development Plan S4A.dwg - C200Modified / By: August 14, 2020 2:20:04 PM / dmetzPlotted / By: August 14, 2020 2:47:57 PM / Darren Metz04/29/20 REVISED PER TAC COMMENTS DSM05/13/20 REVISED PER CLIENT COMMENTS DSMGRAPHIC SCALE
( IN FEET )
1" = 50 FT
VEGETATIVE COVER
EXISTING SITE CONSIST MOSTLY OF
GRASS AND WEEDS ON THE SITE.
LAND USE ADJACENT PROPERTIES
NORTH: GRASS/WEEDS
EAST: RESIDENTIAL
SOUTH: RESIDENTIAL
WEST: GRASS/WEEDS
TO CONVERT THE 1929 BENCHMARK TO NAVD88, SUBTRACT 0.43 FEET
FROM ALL ELEVATIONS.
NGVD29 - 0.43' = NAVD88"
DRAINAGE SUMMARY
Site Acreage = 5.103 ac.
Offsite/Upstream Acreage= 0 ac.
Allowable Release Rate Western System:
10yr =21.21 cfs 100yr = 63.63 cfs
Post Developed Release Rates:
10yr= 13.82 cfs 100yr= 49.78 cfs
This section drains to existing detention basins built with previous sections
(Detention Basin VS3 & DD2). These existing basins are part of the overall
Western Drainage System per the approved Post Construction Storm Water
Master Plan (Sept. 2012). Basin VS3 drains to VS4, which outlets to DD1,
DD2 also outlets to DD1, DD1 outlets from the site into the existing
Haverstick Community Pond (Elizabeth Werner Drain), and ultimately drains
to the White River. Post-Developed Conditions comply with the Allowable
Conditions stated in the Legacy Master Drainage Plan.
NOTES TO CONTRACTOR
1 ALL PADS SHOULD BE TESTED TO ASSURE A COMPACTION OF AT LEAST 95 PERCENT OF THE
MAXIMUM DRY DENSITY USING THE STANDARD PROCTOR TEST METHOD.
2 ANY PRIVATE TILES LOCATED ON THIS SITE WILL NEED TO BE LOCATED; BREATHERS SET AT THE
DOWNSTREAM PROPERTY LINE AND CRUSHED OR REMOVED ACROSS THIS SITE. IF ANY OF THESE
TILES EXTEND BEYOND THE LIMITS OF THIS PROJECT, THEY WILL NEED TO BE PROVIDED A
POSITIVE OUTLET AND ALLOWED TO CONTINUE TO FUNCTION, AS IT IS ILLEGAL TO BLOCK OFF A
PRIVATE "MUTUAL" TILE.
3 CONTRACTOR SHALL VERIFY DEPTHS OF ALL EXISTING ONSITE UTILITIES PRIOR TO
CONSTRUCTION TO CONFIRM THERE IS NOT ANY CONFLICTS WITH OTHER UTILITIES, STORM
SEWERS OR STREETS. CONFLICTS AFTER CONSTRUCTION BEGINS ARE SOLELY THE CONTRACTOR'S
RESPONSIBILITY.
4 CONTRACTOR SHALL CONTACT THE DEPARTMENT OF ENGINEERING TO SCHEDULE A
PRE-CONSTRUCTION MEETING TO REVIEW THE DEPARTMENT'S CONSTRUCTION REQUIREMENTS,
STAFF NOTIFICATION REQUIREMENTS,
5 REQUIRED INSPECTIONS FOR CERTAIN STAGES OF WORK TO REVIEW THE AUTHORITY OF THE
DEPARTMENT AS IT RELATES TO WORK WITHIN THE EXISTING AND PROPOSED CITY R/W.
6 NO EARTH DISTURBING ACTIVITY MAY TAKE PLACE WITHOUT AN APPROVED STORM WATER
MANAGEMENT PERMIT.
7 THERE IS TO BE NO DRIVEWAY ENCROACHMENTS INTO EASEMENTS BETWEEN LOTS.
8 IF IT WILL BE NECESSARY TO RELOCATE EXISTING UTILITIES , THE EXPENSE OF SUCH RELOCATION
SHALL BE THE RESPONSIBILITY OF THE DEVELOPER. ALL UTILITY POLES SHALL BE LOCATED
WITHIN ONE-FOOT OF THE PROPOSED RIGHT-OF-WAY.
9 DAMAGE TO THE EXISTING RIGHT-OF-WAY SHALL BE RESTORED/REPAIRED TO THE SATISFACTION
OF THE CITY AT THE COMPLETION OF THE PROJECT. THE CONTRACTOR IS ENCOURAGED TO
INSPECT THE RIGHT-OF-WAY WITH THE CITY PRIOR TO THE START OF CONSTRUCTION TO
DOCUMENT THE EXISTING CONDITION OF THE RIGHT-OF-WAY.
10 ALL PAVING WITHIN THE EXISTING AND PROPOSED RIGHT-OF-WAY SHALL CONFORM TO THE
REQUIREMENTS OF THE DEPARTMENT OF ENGINEERING.
11 UTILITY RELOCATIONS REQUIRED BY THE PROJECT SHALL BE THE RESPONSIBILITY OF THE
DEVELOPER. UTILITY LINE RELOCATIONS REQUIRED FOR ROAD PROJECTS THAT RESULT IN A
CONFLICT WITH PROPOSED DEVELOPMENT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER TO
RESOLVE WITH THE UTILITY. EXISTING POLE LINES REQUIRED TO BE RELOCATED SHALL BE
RELOCATED TO WITHIN ONE FOOT OF PROPOSED RIGH-OF-WAY LINE.
12 ALL PAVING WITHIN THE EXISTING AND PROPOSED CITY RIGHT-OF-WAY SHALL CONFORM TO THE
REQUIREMENTS OF THE DEPARTMENT OF ENGINEERING. THE CONTRACTOR SHALL CONTACT THE
DEPARTMENT OF ENGINEERING TO SCHEDULE A PRE-CONSTRUCTION MEETING TO REVIEW THE
DEPARTMENT'S CONSTRUCTION REQUIREMENTS, STAFF NOTIFICATION REQUIREMENTS, REQUIRED
INSPECTIONS FOR CERTAIN STAGES OF THE WORK AND THE REVIEW THE AUTHORITY OF THE
DEPARTMENT AS IT RELATES TO WORK WITHIN THE EXISTING AND PROPOSED RIGHT-OF-WAY.
BENCHMARK DATA
A STANDARD USGS DISK IN CONCRETE STAMPED "95 RHP 752 1951" AT THE NORTHWEST CORNER OF
146TH STREET AND NORFOLK AND WESTERN RAILROAD, 18.5 FEET NORTH OF THE CENTERLINE OF
146TH STREET.
ELEVATION: 751.46' (NGVD 1929)
TBM 2 (TSC PROJECT NUMBER 5271.002):
TOP OF THE WEST ANCHOR BOLT ON METAL TRAFFIC POLE, SW. QUADRANT OF 146TH STREET AND
RIVER ROAD.
ELEVATION: 760.79' (NGVD 1929)
S & A TEMPORARY BENCHMARKS
TBM #1
A BRONZE DISC SET IN THE EASTERN HEADWALL OF A CULVERT, 2.5 FEET SOUTH OF THE
NORTH END OF HEADWALL, SAID CULVERT IS ALONG RIVER ROAD AND 1100 FEET +
NORTHEAST OF THE ENTRANCE TO PRAIRIE TRACT ELEMENTARY SCHOOL. DISC STAMPED
"HAM 25 1964"
ELEVATION: 749.52' (NGVD 1929)
TBM #2
A COPPERWELD AT THE RADIUS POINT OF ARCADIAN COURT.
ELEVATION: 771.54' (NGVD 1929)
TBM #3
A RAILROAD SPIKE SET 1 FOOT UP ON THE SOUTH SIDE OF POWER POLE NUMBER HM 14261,
20 FEET SOUTH OF SOUTH CURB OF 146TH STREET, 1150 FEET + EAST OF CHERRY TREE
ROAD.
ELEVATION: 785.49' (NGVD 1929)
TBM #4
A RAILROAD SPIKE SET 1 FOOT UP ON THE SOUTH SIDE OF POWER POLE NUMBER HM 14273,
20 FEET SOUTH OF SOUTH CURB OF 146TH STREET, 630 FEET + WEST OF GREYLAN PLACE.
ELEVATION: 759.73' (NGVD 1929)
TBM #5
A COPPERWELD AT THE CENTERLINE INTERSECTION OF SETTLER'S RIDGE AND STAGHORN
COURT.
ELEVATION: 757.78' (NGVD 1929)
TBM #6
A COPPERWELD AT THE CENTERLINE INTERSECTION OF SETTLER'S RIDGE AND
PLANTATION LANE.
ELEVATION: 773.87' (NGVD 1929)
TBM #7
A COPPERWELD AT THE RADIUS POINT OF PECOS COURT.
ELEVATION: 770.76' (NGVD 1929)
TBM #8
A COPPERWELD AT THE CENTERLINE INTERSECTION OF CHERRY TREE ROAD AND
KLINGENSMITH BLVD.
ELEVATION: 773.68' (NGVD 1929)
EARTHWORK
EXCAVATION
A EXCAVATED MATERIAL THAT IS SUITABLE MAY BE USED FOR FILLS. ALL UNSUITABLE
MATERIAL AND ALL SURPLUS EXCAVATED MATERIAL NOT REQUIRED SHALL BE REMOVED
FROM THE SITE.
B PROVIDE AND PLACE ANY ADDITIONAL FILL MATERIAL FROM OFFSITE AS MAY BE NECESSARY
TO PRODUCE THE GRADES REQUIRED ON PLANS. FILL OBTAINED FROM OFFSITE SHALL BE OF
QUALITY AS SPECIFIED FOR FILLS HEREIN AND THE SOURCE APPROVED BY THE DEVELOPER. IT
WILL BE THE RESPONSIBILITY OF THE CONTRACTOR FOR ANY COSTS FOR FILL NEEDED.
REMOVAL OF TREES
A. ALL TREES AND STUMPS SHALL BE REMOVED FROM AREAS TO BE OCCUPIED BY A ROAD
SURFACE OR STRUCTURE AREA. TREES AND STUMPS SHALL NOT BE BURIED ON SITE.
PROTECTION OF TREES
A THE CONTRACTOR SHALL, AT THE DIRECTION OF THE DEVELOPER, ENDEAVOR TO SAVE AND
PROTECT TREES OF VALUE AND WORTH WHICH DO NOT IMPAIR CONSTRUCTION OF
IMPROVEMENTS AS DESIGNED.
B IN THE EVENT CUT OR FILL EXCEEDS 0.5 FOOT OVER THE ROOT AREA, THE DEVELOPER SHALL BE
CONSULTED WITH RESPECT TO PROTECTIVE MEASURE TO BE TAKEN, IF ANY, TO PRESERVE SUCH
TREES.
REMOVAL OF TOPSOIL
A ALL TOPSOIL SHALL BE REMOVED FROM ALL AREAS BENEATH FUTURE PAVEMENTS OR
BUILDING. TOPSOIL REMOVAL SHALL BE TO A MINIMUM DEPTH OF 6 INCHES OR TO THE DEPTH
INDICATED IN THE GEOTECHMICAL REPORT PROVIDED BY THE DEVELOPER TO BE EXCAVATED
OR FILLED. TOPSOIL SHOULD BE STORED AT A LOCATION WHERE IT WILL NOT INTERFERE WITH
CONSTRUCTION OPERATIONS. THE TOPSOIL SHALL BE FREE OF DEBRIS AND STONES.
UTILITIES
A RULES AND REGULATION GOVERNING THE RESPECTIVE UTILITY SHALL BE OBSERVED IN
EXECUTING ALL WORK UNDER THIS SECTION.
B IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE THE LOCATION OF
EXISTING UNDERGROUND UTILITIES 2 WORKING DAYS PRIOR TO COMMENCING WORK. FOR
UTILITY LOCATIONS TO BE MARKED CALL 811.
SITE GRADING
A DO ALL CUTTING, FILLING, COMPACTING OF FILLS AND ROUGH GRADING REQUIRED TO BRING
ENTIRE PROJECT AREA TO SUBGRADE AS SHOWN ON THE DRAWING.
B THE TOLERANCE FOR PAVED AREAS SHALL NOT EXCEED 0.05 FEET ABOVE ESTABLISHED
SUBGRADE. ALL OTHER AREAS SHALL NOT EXCEED 0.05 FEET PLUS OR MINUS THE ESTABLISHED
GRADE. PROVIDE ROUNDINGS AT TOP AND BOTTOM OF BANKS AND OTHER BREAKS IN GRADE.
C THE ENGINEER SHALL BE NOTIFIED WHEN THE CONTRACTOR HAS REACHED THE TOLERANCE AS
STATED ABOVE, SO THAT FIELD MEASUREMENTS AND SPOT ELEVATIONS CAN BE VERIFIED BY
THE ENGINEER. THE CONTRACTOR SHALL NOT REMOVE HIS EQUIPMENT FROM THE SITE UNTIL
THE ENGINEER HAS VERIFIED THAT THE JOB MEETS THE ABOVE TOLERANCE.
HORIZONTAL DATUM SHALL BE BASED ON INDIANA STATE
PLANE COORDINATES, NAD83.
HORIZONTAL CONTROL/COORDINATE:
℄ MONUMENT N: 1728602.73 E: 221845.61
ALICE PAUL LANE & KNIGHTSTOWN WAY
℄ MONUMENT N: 1727940.59 E: 221845.61
JAMES DEAN DRIVE & KNIGHTSTOWN WAY
℄ MONUMENT N: 1727368.59 E: 222151.58
CUL-DE-SAC BEN KINGSLEY COURT
Minimum Flood Protection Grades
From Sections 104.02, 302.06 and 303.07 of the City of Carmel Storm Water Technical
Standards Manual
1. Definitions
a. Minimum Flood Protection Grade of all structures fronting a pond or open ditch
shall be no less than 2 feet above any adjacent 100-year local or regional flood
elevations, whichever is greater, for all windows, doors, pipe entrances, window
wells, and any other structure member where floodwaters can enter a building.
b. Lowest Adjacent Grade is the elevation of the lowest grade adjacent to a structure,
where the soil meets the foundation around the outside of the structure (including
structural members such as basement walkout, patios, decks, porches, support posts
or piers, and rim of the window well.
2. Standard: Lowest Adjacent Grade
a. General
i. The Lowest Adjacent Grade for residential, commercial, or industrial
buildings shall have two feet of freeboard above the flooding source's
100-year flood elevation under proposed conditions.
b. For areas outside a Special Flood Hazards Area (SFHA) or FEMA or IDNR
designated floodplain
i. The Lowest Adjacent Grade for all residential, commercial, or industrial
buildings adjacent to ponds shall be set a minimum of 2 feet above the
100-year pond elevation or 2 feet above the emergency overflow
weir elevation, whichever is higher.
ii. The Lowest Adjacent Grade for all residential, commercial, or industrial
buildings shall be set a minimum of 2 feet above the highest noted overflow
path/ponding elevation across the property frontage.
iii. In addition to the Lowest Adjacent Grade requirements, any basement floor
must be at least a foot above the normal water level of any wet-bottom pond.
1. Design Notes:
a. Each lot that is adjacent to a pond, open ditch or flooding source has a flood
protection grade. There are instances where there are multiple different flooding
sources for 1 structure. In this case, there should be a flood protection grade listed
for each side of the structure in the event that piping from the structure
discharge to either flood source.
b. Finished floor elevation or the lowest building entry elevation shall be no less than 6
inches above finished grade around the building. Also, the building's lowest entry
elevation that is adjacent to and facing a road shall be a minimum of 15 inches
above the road elevation.
NOTE:
ALL DWELLINGS ARE SLAB ON GRADE CONSTRUCTION.
NO SUMP PUMP CONNECTIONS ARE REQUIRED
FLOOD STATEMENT
BASED ON THE 11/19/2014 FIRM PANEL 180567C0231G A PORTION OF THE PROPOSED
DEVELOPMENT LIES WITHIN A ZONE X, 0.2 PERCENT CHANCE (500 YR FLOOD PLAIN)
FLOOD HAZARD. BASED ON THE WEST FORK WHITE RIVER PROFILE FOR THIS AREA,
THE 0.2 PERCENT CHANCE ELEVATION IS BELOW THE FINISHED GROUND ELEVATION
OF THE PROPOSED DEVELOPMENT
09/11/20