HomeMy WebLinkAbout201_Site Development Plani
25' Bridal Path, D. & U.E. -
1 -50'f� 1I w E ls_lING� (��� \ �� / / d-------
i I'"fi� WILLIAMS'CREEK FARMS � � - \� �---1 9 _ ----------------
(SUBDIVISION 25' Bridal �ath,�o age Utility Easement �� --- - - _ - - _ _ _ _ _ - - - - -1 - f - -
Jf C6 3 1� i , Paths \ _ 1-------------------- --�--- -L 1_r- of TC S 631 556.58' N 8551.313. E
1 V I m 30 Bridal _ _ _ 15 U, D &SSE. TC=857.5 284.32
c0 m-------------=858.7 O `2
TC=857.3 ate`, 604 8S5 '� " a`? - 106.63 ,G.G S2.1 _ 15' U, D & SSE.
I r `- Q 603 / 8 1 Q' 00.G�' 100.00, _ _ - -4 -- _ _ -- - - i
fib ! 50 O1<' �I 602 �c� 18" 437.03 a'� a f r,, l �, 00.00' - - - - - - - - - - -- - --------t-------� �- ---
�, �u - - - ---•------►.,• 20' B.S. ,
N<=4, ,, - - - �+ 15 U, D SSE. \ �� I 15 D k U Esmt.
Approx. 600 Lf. offsite force--�
`l,tl 5!pl' 400 - - - - - - -� --- ---- W 18 �.o ^ rn ol� / �'r� \ / ' -
1 >N ! B.S.L 15' D &�U Esmt. w • •N { III jot, o / o0'� 9 15' D k U Esmt main; connect to exist. nt within
I_ I� 1 - '� o I frontage road easement required.
I 0 .0 9 1 J F' r• oo N I 1 o'.N� jo p• o
N �M 1/ o'I�1 ol'ro0 / Qfj `'' 5 �I•p0 6' o '7 Q �roo 15,325 S.F. , Q.
Q .� oN , p N 0 1� I �� 8 PAD=860.5
� % � zn No h 12,60 S.F. _ L, 12 927 S.. _
j,I I Q, _ 1Z,760 S.F. I• I �13 720 S.F. / � I • - 13 613 S.F. I I I -
i I PA -859.9 `t 13,438 S.F. N ,i �AD=860.7 o PAD-86 .5 PAD=861.3 14,299 S.F. 14 953 S.F. t 1 0
N _ o / PAD=861.3 �i =861.3 �� \.,r
o a 28. 1 I' `� PAD=859.7 PAD=860.7 _ - - - - - - -
k, t 8' - -{ - PAD / I
I I o� '04" W - 35• I 35 B.S.L. In 1 -5 D U Esmt.-------- --------0-- _ _ _� p5/ / �� 20,225 S.F.
0 I I 2 ,. TC- 58. - - �( _ mt. _ - _J T�859. D A U Esmt � I ,�� 69.01 6 \ PAD- 9.8 I
t j m I'f 401 TC=859.6 i - - f 15' D jE� FH , 605 605 7' - - ___ - - - L _ 35' B. J TC= .31 �,
f o i ' 641 6.9 9.9 a' --- 3 23• 48 1 29 11, I-� '23 4� 3 46.42 18„ 100.23' 1 D0.23' •`O 109-�3' ° 21.42' -- �� �F` I I k
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t 3 04'h 16, c Op'-- 79 5 �� '11 Ej
_ I --- - ;` �. , -50 --- - 'x �_ ------ - - - ----- �1 s30 �TC=858.4 1a(T30 ,
-- _ �� \ _ 3 h SSD X Xo - 77 '4_
_49` x 1 7EJ2, - h • p 0� 6a9g "`° ---- ---6' SSD 607 °''Y 501.89' �� _ I _ x SSD
8' �'53 ��� of ,= o' 49.49' 616�� .x �` 0 0 E - -------- - ---- --- --- --- �'-------- - - 41 I
D,
-2 -- � - ----- � _SSD --- ,
VT
s i'tt: 61 J 8.6 i' ✓_ - ' 29.11' 71.0'
�u.98' 38.27' ------ 31.53 - �.�
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3 Lic�Je 7.1/4' 5 1$,JL
410 - ' -100.00, Do.48. 7' J 629°28.571 35' B.S.L ��r 0 7 5' S0' ETC=859.6 I . 15' D do U Esmt. I S.
_ - - 1CC- g 1 1 i
11. / 43• _ - - - T 12' 15 U, D SSE _ --- - ��
m I . N 4'25'57' E �,; 6 / I------- -- �- ----- 7C-860.0 \
f L r- 5 - 1. _
1 I N Sm I _ 5' D k U Esmt. ,
, 'S � D E i - �. - - - - - �--- - - - 5 � 23,348 S.F.
Ili I 30, D - 35' B.S.L.- 628 -�.�- _
c .. .�s x 5 I I / -� PAD=859.8
o �`•� I ' : � It � I _ _ - ° 1 '7 I 16 ° ' p!' TC=858. r � 857 31
o vi / I 46.69'
Ii; I o �, + 14 J,
V) i�o ;00; ?15N �' "II f o 'a� 0 3 4,968 S.F. I I 3 S 8551'S
14,489 S.F. 3, �"
C Q i r ;,a 18" "� 1 g in tor, PAD=860.6 i -PAD=860.7 {o, �. _ I - - - - ��
i "T !� _ �9 4,484-S.F _ 14,489 a' r- f
I iib�! a / -I ° �� i 64.3' ^ 1 � o,....._. - v'I - «- � PAD=861.3� � a' 13
v v C9 P o1.3
f I rl-cr I 0-65 d }9 111 S.F. o ��� �N.,v� �•^v•�v ! N, v - I°° '•. o \ i
I�I� I "' 4 SSD 611 y PAD=860.6 - - ' t1�� �_ `� o � 4, 89 S.F. I �' I 12
I- 122.13 , Z'� w I I v, �- - - - '�{ - -! "r ` ^ N 20' ���� i - -j • I _
.N 90'-0'00 E 12' L� - -$�` ------ �cn�j PAD 861.0 I I V) i
' I M D & U E rr,t. /' _ _ / - - - - _ - - - _` _ 12,135 S.F. I
_ " 'S�SD -� - -� G0. - - - - - - _ -_ - - -- - - - - PAD=859.5 N ' •
S"'84'S '46' E�N% 609 S 8T03. 50, W� 100.00 -
i ; I -_- ,i 1 ' x ; - T _ 51.800
0' 21 608 \ - - . - - 107.54' - - 102.44
3 �* I m:P- I� { [ TC�859�' �� 'j �jZiRgED
� 0 IE=852.00 S 8T12 45' E S 8T12'45 E ' ' --,• - - . 109�2 A
• I ' I ' m r 0 _ II "' , �15' D c� U Esmt. "� SUBPIPE END 15' D LM.E. N 8951'53• E
N
o • = 15' D LM.E.
m{ ! I; O �+ a m o I IE=849.50 1
c III I ! `. Io j 627 1
m 64.7 g• I I o SUBMERGED PIPE END
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3I II I o • I. 120.00' / "' I v•o
24:bo' o..: i ; 90'00'00"� E� `D I '- ! �M PINTAIL C0VRT MIN. LAKE BOTTOM ELEV.
`m�^ THIS IS THE CONTOUR LINE
I t �' f 1 �, - �• i T FOR EL= 844.00. CONTRACTOR ;n
I�Zo 64.7 4db °� M SHALL CONSIDER THE EARTHWORK
. i ;; o i N i N O _0 _ x�. II o ' �) I 'tl ' DISPOSITION IN HIS BID AND 00
N Rio L Ito v I 00 I' ADJUST LAKE BOTTOM ELEV. ; rn
4� I Jr. 75 0 I C` o � I �nl� 10 i /� (� C� COMMON AREA BLOCK 'D' TO BALANCE SiTE. NO ADDITIONAL '
' o to i 148.26' 'v ' e D & L111 PAYMENT WILL BE CONSIDERED
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-' o' • �' --- 3
- a I 1 j� I j • 220,462 S.F. (5.06 Acres) FOR EXCAVATIONS BELOW EL= 844. j
11, N I I Q II i iz = I `i I N 190'00'00" E( EXISTING NORMAL POOL ELEVATION = 854.52 C_-
�� _ O `1 PROPOSED NORMAL POOL ELEVATION = 852.0 EXIST. 24' RCP (SUBMERGED PIPE
q' I - I Eti 35' B.S.L. �.,
120.00 _ _ R Mil ,y; t/ , AREA OF PROPOSED LAKE AT NORMAL POOL = 211294 S F. (4.85 ACRES)
a � . i. I : ,r; I •� � I o/ I. � �' � IE: 852.30 0
4� d4 ;o I - I N 190,00,00"• E 0�- �o J "I �i o a' p•� f PROPOSED 100 YEAR LAKE 0_EVATiON = 854.10 0
1 •'•' uI vi 'o •� MINIMUM LAKE BOTTOM ELEVATION = 844.0 (SEE NOTE IS, THIS SHEET) INSTALL 2T METAL END SECTION o
LID,r, w , o '� � CD! � i � T ON EXIST 24" RCP AND RIP RAP
AD N I I c:" 64.7' i o !11 C I I NI o I/ It, �...� AROUND TOE PLATE N
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vim I I
m;:. � �mt 59 •��/ , ( EXISTING SHORELINE
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NQ o � 2+8 8T14
a.,.. N _
i I O I I _ � ---�'� - / I 1
h•-� I fl , m.:: � ,� -146.65' yj• PROPOSED SHORELINE
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X ��s I SUBMERGED PIPE END 63 f
C I ` N 9�0.00 • • _ r rrn` 1 \\ /`s�4 SUBMERGED PIPE END SUBMERGED PiP fNV
f '
18 do N N / 15' D k LM.E. 1E=849.50 E=849.50
v 1 1 I rn E=849.50 R' - tt rr1�53' W
i' n I ! 617 1h� ,3 ....� 88'S 53; W_ .. .. .. / /1Z7.92 -
- 130.73' `✓ /
o ::•�• o vi ^' �ESm�7 O 2, 32/ \ � ti fi36
'? M QCl- 17D Q ,� h� /S 8551'S3' S SS51'53' W _ �_ ••- -' �/ I
I►1 + TC=8 8.2 1 �� a �`�� \ .9�' 4. t . �-100.00 ..• - - - - - - - i
TC i
8.115' D & U Esmt
_ _ _ _ ��, 1 - - - - ter.-'• }2 o 618 � j o ! 2 �-
i c� 14,649 SF.
,,4•SSDN 90'00+OO22 �
-T 596
81 KD Io ♦ co o PAD=860.8 ^� 00
' I r 154.70 12L- LL .6 ! 1 Loi 4 ;. 2 z' k 2 6
I 620 - - - TC-859 o I '
�, � � 0,o97-s.. 2 3 I .c• p
�'• T - - PAD=B61.2 3� 7 z 15' D U sm. .
I i_ i I 3 1 �� 28
x f 1• v } 2 0 S.F. I 5' 12,000 S.F. 12,000 S.F.
I� 3 ►� I PAD=860.9 PAD=860.9 i
PAD=861.2 PAD=860.9 4i 'I / 7.07' C
12' I :: 1 3 9 �- 18"\ _ - V 15' D k U_ Esmt. _ _ _ _ - - - - - TC�857.77 24,362 S.F.
a I J, c�\ - - - - - - - 35' B.S.L� oo `` PAD=860.2
�� - Sanitary lateral �tyP.) _ .I - - Q; •t 97' _ d��
21,677 S.F. o ` A ' F� • 15 D U E t. - --t, w - - 3.50,
N 45'34 04 W PAD-860.6 �� . �n� �1, 6.,._2 li , �� 100.00' 637 100.0 ro S I
V 1 i '"/ 26. 96.50 .S I 11
28.01 �s 2 21 08' 75.7 'i \ E
- - - - 00';�' I �. - ro sJ, 1 N 85 47' $ ,
35' B.S.L.? �, --- �� 5 61 13 135 D �C - --- -- -------- - 1 - -- - -- h -- Spy--h X �- _ x - }2 .0
;ice I 15' U& D ESMT. S x 6' S _ v C
t
4 76 Op 112" 6� 15' -�16' '' E - ; 15�'638 N 8851 53' E- --- SSD-\----- -- ---- --- $ 5. �T 8�8.6
543 ' 120.... 47 31 L 'c n -- �;� /
JI Jo �3 O 521 ?,,- B� 27.13 Sp O ,�" _ �' 80.01, ?0." TC=857.77
'r � ----- --- - - - - - ----- - o,• x _4 Nam' ,24 1 G.00' S v 639 100.00 TC=S60.1 407
� 6} SSD Oa, `� 8• I - 92."?'�� J � ' 35 BSL 91 `° `� C�
N �88'51'53, E - --- ---01 � 5-SS0 --- - _ - - 4 6 / 5' U, D & SSA. TC-859.5 - ,
I i�I 644 I� --- g�,• _ 1 n�a 1a *& SSE. - - /------�---� M ------
I �p , 1. _ 6� 0a 1� t . / 1 624 _ - I• , I I G o I / PAD=860.2
1 r 40, 99.31 4D9 ` _ 8 '� T =8fi� • o { • -
111 7.14'
TC=859.9 r- ' U D & SSE. I
f, 44' 25'S7" E 15 � I 3 3 00 3 3^ 3 3 3 ,,,- ,
28.57�-35' B.S.L. - - 3 c� II o J 5 ,N .o I o 1 I o'�n e� 0
- _ I 3 6 0 � �'� ^o '.n - oo 15 107 S.F. o
e6 I o "' I� PA 8865.0
Irn •'• o co 15,108 S.F. co 15,1 S.F. o ,
{ 01 I � o , � 16,028 S.F. m o PAD-860.8 I �• 1 r � o °D I z• 15' D � U Esmt.
�i 3 (o N - PAD=861.5 0l� PAD=861.5 (� 1 PAD=861.D 64.5
4�I "� m 3 8 ^ o M I 15,174 S.F. o f o• o' z z' PAD7860 5 \ \
I 'i hl r _ I z z• 15' D g U Esmt. �j �P' 20-' BS.L
oN o, of I z I PAD=860.8 z' 20 B.S.L , 15' D �C U Esmt. I co--
i 12,452 S.F.
,N .�•• 12,722 S.F. I �.-
q 1 ' o ;:;� PAD=861.3 ZIP �, PAD=860.7 v 1 U & D Esmt. I _ _ - - - - - - - - - - -- C -- - - _ - - - - _----- 5 0' 635
�I 1' _
625 100.00, fib'
--15' Drainage & Utill Easement
X S. I' S.W, corn�bf the West Half of the N.W. 1/4 of Section 35-18-3
Edg of required pavement widening
Z0' I 7 Q0, w 12' %rom C of Springmill Road
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33.00' veloper to obtain additional required R/W and D & U easement
m
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� 2 .50'
a 2.00' 5.00,
Iha N I.
, 100.00
S 88'51'S W - 1107.02' IE=856.8
MALLARD COURT
LEGEND:
• -
Sewer Manhole
Ak,-
Metal End Section
®-
Curb Inlet
• -
Yard Inlet
O-
Silt Baffler
---
Sanitary Sewer Pipe
-
Storm Sewer Pipe
-
Sub Surface Drains (SSD)
640 -
Structure Number Annotation
XX.XX -
Proposed Elevation Annotation
Benchmark: DNR Water Comm. Disc on East Handrail of
North End of Springmill Road Bridge over
Williams Creek; Elevation = 855.77 NGVD.
15' D k U Esmt.
ill
TC=858S
S.E. comer of the West 1/2 of the N.W. 1/4 of Section 35-18-3
th line of West 1 /2, Section 35, Township 18 N, Range 3 E
APPROVALS PENDING - NOT FOR CONSTRUCTION
NOTES:
1. Streets shall be constucted in compliance with
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Hamilton County Road Standards as described by
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Ordinance No. 9-5-89-1 as amended by Ordinance
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No. 4-15-91-A.
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2. Local Streets and Cul-de-Sacs shall be comprised of
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9 inches of 153 stone base, 3 inches of Hot Asphaltic
Concrete (HAC) binder, and 1 inch of HAC surface.
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3. Improvements are required within the Spring Will Road
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Right -of -Way and shall be comprised of (a.) widening
the east lane to 12 ft. in width (9' of J53 stone,
a
47 of HAC binder) and (b.) overlaying the 22 ft.
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pavement with f of HAC binder and l' of HAC
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3
surface.
4. Developer shall provide and Hamilton County Highway
Department shall install all required street name
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signs, stop signs, yield signs, speed limit signs and
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other necessary traffic warning signs in conformity
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with the Indiana Uniform Traffic Control Manual.
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5. The depicted water line layout is only a graphicalQD
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representation. The actual location, pipe size, fire
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hydrants, valves, etc., shall be designed and
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installed in accordance with the policies and
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procedures of the Indianapolis Water Company.
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6.
- Arrow denotes the proposed drainage
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route of a 100+ year storm event
to Williams Creek ouffall.
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7. Site soils are predominately Br-Brookston silty clay
loam and CrA-Crosby sift loam, 0 to 3 percent
slopes.
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8. Elevations noted at centerline of street are top of
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curb elevations at that respective station. For gut-
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tertine elevations using standard roll curb and gut-
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ter, subtract 0.33 feet from top of curb elevations.
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See Street -Plan & Profile sheets containing Street
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Details and Entrance Details for exact grading in-
formation of street intersections, cul-de-sacs and
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entrances.
9. Lake bottom elevations may vary in depth in order
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to balance the earth material requirements for the
site; however the minimum depth of the lake be-
low normal pool elevation shall be eight (8) feet.
10. All radii and street dimensions shall be measured
to back of roll curb.
11. Bearings, dimensions and easements are shown
a
for reference only. See record surveys and
plats for exact information. Boundary information
has been provided by others and has not been
confirmed. Earthscape Engineering Corp. makes no
warranties as to the accuracy of this boundary.
12. Existing utilities are shown based on best infor-
mation furnished at time of design. However,
anyone desiring to excavate for this project
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MUST first contact INDIANA UNDERGROUND
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PLANT PROTECTION SERVICE INC., 1-800-382-
5544 and all other utility companies to locate
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all mains, conduits, service lines, ect.
13. The existing topography is based on information
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provided by others.
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SHEET:
201