CAS-2013_CAMDEN RIDGE FINAL PLAT FILE 2 OF 2LEGEND
EXISTING PROPOSED FUTURE DESCRIPTION
PISNEERengineming
IVIL ENGJNFERS LAND PLANNERS LAND SUR% F� ORS LANDS( APE ARCWTECTS
(651) 681-1914
2422 Enterprise Drive Fax: 681-9488
Mendota Heights, MIN 55120 www.pioneereng.com
@ 2013 Pioneer Engineering
CAMDEN RIDGE
T-ITX T A T T TrPTT Trlr'X 7' 0- 0 r'FY1 T-717, rP "T A X T
LOCATION MAP
0 50 100 200
GRAPHIC SCALE IN FEET
BENCH MARK
TNH NW CORNER OF BLUFF CREEK
BLVD. AND COMMONWEALTH BLVD.
ELEV=923.18
SHEETINDEX
1. COVER SHEET
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
13.
14.
15.
16.
I
SANITARY
0
SANITARY MANHOLE
WATERMAIN
SANITARY
EXISTING SANITARY SEWER
&
WATERMAIN
PROPOSED SANITARY SEWER
SEWER
&
WATERMAIN
SANITARY
FUTURE SANITARY SEWER
&
WATERMAIN
HYDRANT
CONSTRUCTION
CITY DETAILS
GATE VALVE
CITY DETAILS
REDUCER
....... ...
EXISTING WATERMAIN
PROPOSED WATERMAN
FUTURE WATERMAIN
CATCH BASIN
BEEHIVE
STORM MANHOLE
FLARED END SECTION
CONTROL STRUCTURE
EXISTING STORM SEWER
PROPOSED STORM SEWER
FUTURE STORM SEWER
SURMOUNTABLE CURB & GUTTER
B–STYLE CURB & GUTTER
RIBBON CURB & GUTTER
mawwwAmmmarmam,
PHASE LINE
-----------------------
EASEMENT LINE
. ...... ..... .
.... . .. ....... .....
EXISTING 2' CONTOUR LINE
EXISTING 10' CONTOUR LINE
PROPOSED 2' CONTOUR LINE
2
PROPOSED 10' CONTOUR LINE
OUTLET=987.0
POND OUTLET LINE
________EW_=900.2
POND HIGH WATER LINE
84.3
PROPOSED SPOT ELEVATION
X —
_11110. -No. _11111.
EMERGENCY OVERFLOW
—
— — — — — —
DELINEATED WETLAND LINE
FEMA FLOODPLAIN BOUNDARY
..................................
STANDARD EROSION CONTROL
111111111milmillill
HEAVY–DUTY EROSION CONTROL
TREE FENCE
----------
RETAINING WALL
c
CONSERVATION AREA SIGN
�v
WETLAND BUFFER SIGN
EX. CULVERT
EX. OVERHEAD UTILITY LINES
EX. UNDERGROUND TELEVISION LINE
EX. UNDERGROUND TELEPHONE LINE
EX. UNDERGROUND FIBER OPTIC LINE
EX. UNDERGROUND ELECTRIC LINE
EX. UNDERGROUND GAS LINE
—X—X—X—X—
EX. FENCE (BARBED WIRE)
EX. FENCE (CHAIN LINK)
EX. FENCE (WOOD)
EX. CASTIRON MONUMENT
EX. ELECTRIC BOX
EX. FLAG POLE
EX. NATURAL GAS METER
EX. HAND HOLE
EX. FOUND IRON PIPE
EX. JUDICIAL LAND MARK
EX. LIGHT POLE
EX. PK NAIL
EX. UTILITY POLE
Sv
EX. LAWN SPRINKLER VALVE
EX. LAWN SPRINKLER HEAD
EX. SEMAPHORE
EX. SERVICE
EX. TELEPHONE BOX
Q5
EX. TEST HOLE
12
EX. TELEVISION BOX
EX. WATER WELL
EX. MONITORING WELL
EX. MAILBOX
EX. CONTROL POINT
EX. SPIKE
EX. SIGN
C8
EX. CLEANOUT
EX. SIGNIFICANT TREE
EX. TREE LINE
EX. GRAVEL SURFACE
EX. BITUMINOUS
SURFACE
EX. CONCRETE
SURFACE
SELEC T BACKFILL
MATERIAL
GRAVEL CONST.
ENTRANCE
EROSION CONTROL BLANKET
STREET LIGHT
PISNEERengineming
IVIL ENGJNFERS LAND PLANNERS LAND SUR% F� ORS LANDS( APE ARCWTECTS
(651) 681-1914
2422 Enterprise Drive Fax: 681-9488
Mendota Heights, MIN 55120 www.pioneereng.com
@ 2013 Pioneer Engineering
CAMDEN RIDGE
T-ITX T A T T TrPTT Trlr'X 7' 0- 0 r'FY1 T-717, rP "T A X T
LOCATION MAP
0 50 100 200
GRAPHIC SCALE IN FEET
BENCH MARK
TNH NW CORNER OF BLUFF CREEK
BLVD. AND COMMONWEALTH BLVD.
ELEV=923.18
SHEETINDEX
1. COVER SHEET
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
13.
14.
15.
16.
I
SANITARY
SEWER
&
WATERMAIN
SANITARY
SEWER
&
WATERMAIN
SANITARY
SEWER
&
WATERMAIN
SANITARY
SEWER
&
WATERMAIN
STORM
SEWER
STORM
SEWER
STORM
SEWER
STORM
SEWER
STREET
CONSTRUCTION
STREET
CONSTRUCTION
STREET
CONSTRUCTION
STREET
CONSTRUCTION
STREET
CONSTRUCTION
CITY DETAILS
CITY DETAILS
CITY DETAILS
Olr� OF CHANHASSJ�t4
F?ECEIVED
ff-�w mw AUG 0 2 2013
PRINTC.I.,
AUG 0 P, 2013 CHA*fASSEN PLArjNjIyQ OEpT
PIONEER
ENGII`%P_zERI M�, PA.
01 -ENG -1 12289-SHEET-COVR-UTIL
NOTE-
-nON NOTES:
CONNECT TO EXISTING SANITARY & WATERMAIN CONSTRUC
1 . SANITARY SEWER SERVICE WYES ARE
WATERMAIN. CONTRACTOR TO
FIELD VERIFY LOCAT10N STATIONED FROM DOWNSTREAM MANHOLES. END
& ELEVATION. 4u 2. ALL SANITARY SEWER & WATER MAIN SERVICES
9--1,134-BEND SHALL TERMINATE AT 9' PAST ROW.
8"GV HYDRANT co
3. ALL SANITARY SEWER SERVICES AND RISERS SHALL
-TEE W/6"Gv
PVC, SDR 26 SOLVENT WELD JOINT (NON—GASKETED),
8"X6
BE 6'
6'-6"DIP CL52 WITH A MINIMUM SERVICE GRADE OF 2%.
4. WATER SERVICES ARE 3' UP STREAM FROM 8",1,0 �-BEN
GND. ELEV.=903.9
SANITARY SERVICE WITH A MIN 7.5' BURY. I w-,
8" PLUG 5. ALL WATER SERVICES SHALL BE 1- (TYPE "K")
�,�,,-111YVBENU 10P PIPE
COPPER UNLESS OTHERWISE NOTED.
C�u ELEV=895.52
6. ALL WATER MAIN SHALL BE C-900 DR -18
UNLESS OTHERWISE NOTED.
8"GV 7. ALL UTILITY CONFLICTS SHALL BE RESOLVED
ACCORDING TO CITY STANDARD SPECIFICATIONS. H—Z/
4 14 + 46 T6-
18"X8"TEE
8. CONTRACTOR IS RESPONSIBLE FOR ALL TRENCH DESIGN
—11,14 -BEND AND MEETING ALL OSHA REGULAT!,ONS.
9. MAINTAIN 10' HORIZONTAL AND 1.5' VERTICAL lo
MH— SEPARATION BETWEEN SANITARY SEWER AND WATERMAN. 13+32.65
10. SANITARY SEWER INVERT ELEVATIONS ARE
S_ 2+87
INV=904.6
AT END OF SERVICE.
8"-22%13END 11. ACTIVATION nF WATERMAN SYSTEM SHALL CS=913 6
—2 BE PERFORMED BY CITY PERSONNEL ONLY.
H 12. DEFLECTION TESTING FOR ALL NON—RIGID PIPE SHALL BE
2+28.10
MH CONDUCTED AFTER THE FINAL BACKFILL HAS BEEN IN PLACE S=2+09
3+00.00 FOR 30 DAYS. 8"GV INV=903.2 �,H
13. THE SEWER AND WATER SERVICE SHALL BE INCLUDED 8"-11Y4*BEND CS=912.1 YDRANT
"X6"TEE W/6"GV
IN THE PRESSURE AND LEAKAGE TESTING REQUIREMENTS 8 —6"DIP CL52
27'
H-4 FOR THE MAIN LINES. 8"X8"TEE GND. ELEV.=912.7
4+00.00 8"GV S=1+33
3
OUTLOT A INV=899.1
CS=908.0
8"-11 %*BEND
25 50
END ...... 0 100
......... '\1 0 .61
— --------- S=0+58
8- 2216 -BEND INV=894.6
GRAPHIC SCALE IN FEET
8"-2236'BEND CS=903.6
5+46 UO BENCH MARK
��111__ 5'a TNH NW CORNER OF BLUFF CREEK
@ 2013 Pionmr Engi�ring
SANITARY & WATERMAIN CONSTRUCTION NOTES:
1 . SANITARY SEWER SERVICE WYES ARE
STAT10NED FROM DOWNSTREAM MANHOLES.
2. ALL SANITARY SEWER & WATER MAIN SERVICES
SHALL TERMINATE AT 9' PAST ROW.
3. ALL SANITARY SEWER SERVICES AND RISERS SHALL
BE 6" PVC, SDR 26 SOLVENT WELD JOINT (NON-GASKETED),
WITH A MINIMUM SERVICE GRADE OF 2%.
4. WATER SERVICES ARE 3' UP STREAM FROM
SANITARY SERVICE WITH A MIN 7.5' BURY.
5. ALL WATER SERVICES SHALL BE 1" (TYPE X')
COPPER UNLESS OTHERWISE NOTED.
6. ALL WATER MAIN SHALL BE C-900 DR -18
UNLESS OTHERWISE NOTED.
7. ALL UTILITY CONFLICTS SHALL BE RESOLVED
ACCORDING TO CITY STANDARD SPECIFICATIONS.
8. CONTRACTOR IS RESPONSIBLE FOR ALL TRENCH DESIGN
AND MEETING ALL OSHA REGULATIONS.
9. MAINTAIN 10' HORIZONTAL AND 1.5' VERTICAL
SEPARATION BETWEEN SANITARY SEWER AND WATERMAIN.
10. SANITARY SEWER INVERT ELEVATIONS ARE
AT END OF SERVICE.
11. ACTIVAT10N OF WATERMAIN SYSTEM SHALL
BE PERFORMED BY CITY PERSONNEL ONLY.
12. DEFLECTION TESTING FOR ALL NON -RIGID PIPE SHALL BE
CONDUCTED AFTER THE FINAL BACKFILL HAS BEEN IN PLACE
FOR 30 DAYS.
13. THE SEWER AND WATER SERVICE SHALL BE INCLUDED
IN THE PRESSURE AND LEAKAGE TESTING REQUIREMENTS
FOR THE MAIN LINES.
8"-
I ----- - S=�0+71
..... . S=0+14 I S=0+30
HYDRANT INV=883.2 INV=883.& IV=862.7
-TEE W/6"GV S=0+65� CS=892.0;� IN
S;i��O S=0+9� CS= 89 2.6 CS= 89 2.2 CS=891.7
1 6 DIP CL52
INV=885.1 INV=883.9� �INIV=883.6 S=P+
IN .-,494.8 1 ------ --
CS=894.1 CS=892.9 . ...... INIV=8fi2.6
CS -891 HYDRANT
5 16 1 11 � '/ " 6 1 --,(' /\�'
Ix ........ .. . 4 -X6"TEE W/6"GV
8
3
wl �kll
>
ll'-6"DIP CL52
INV=882. GND. ELEV.=891.0
4 IL CS=891.3
"D
7�,
f
8 �882.
INV=
8"GV ----- --
CS=891.1
0+70
INV=881.7
711'
14V r lo u
INV=881.5
H- 3
19+79,42 10. 5
< S=0+20
-11341 D ------- -2 S=0+77 N
OD INV=881 S
1 7 03. 2 INV=883 8 1 890.3
�S=1+25 i=u+u9i I
i' 12 CS7
S=0+55 CS=892 8 54-0+
INV=889.4 1+7" IINV=t5d
/INV=BtS X\' \1 _ -- ---- --
"ZIN7\V =886.1CS=893.6 CS=892.3
CS=898.4 f-, ----- ---- -----
Y�p 7-L ---I --- ;' i , i ,, / , L;S=891. 2 22%'BEND
1, jf 6
z3=0+12 N ---- ------
/4 1/
�v --- = 81 . 7,
S=890.9 �t=2+1111
INV=896 4
INV -8
H-2 4
CS=905. A 81 31
14 + 46.6Q
CS=
890.3
S-11+70
S=0+94
INV=881 61 1
INV=901.5 V
S=2+01 CS=890 7
CS -910.6
INV=881.5
0
CS=890.5
-_E�l �Ar
13� 2.65
PISNEERengineming
CIVIL ENUINLLRS I -AND PLANNLRS LANDKRV�YORS LA�DS�EARCUIITEM
(651) 681-1914
2422 Enterprise Drive Fax: 681-9488
Mendota Heights, MIN 55120 www.pioneereng.com
@ 2013 Pioneer Engineering
01 -ENG -112299 -SHEET -312 0
SANITARY & WATERMAIN CONSTRUCTION NOTES:
1 . SANITARY SEWER SERVICE WYES ARE
STATIONED FROM DOWNSTREAM MANHOLES.
2. ALL SANITARY SEWER & WATER MAIN SERVICES
SHALL TERMINATE AT 9' PAST ROW.
3. ALL SANITARY SEWER SERVICES AND RISERS SHALL
BE 6" PVC, SDR 26 SOLVENT WELD JOINT (NON-GASKETED),
NTH A MINIMUM SERVICE GRADE OF 27.
4. WATER SERVICES ARE 3' UP STREAM FROM
SANITARY SERVICE NTH A MIN 7.5' BURY.
5. ALL WATER SERVICES SHALL BE 1- (TYPE "K")
COPPER UNLESS OTHERWISE NOTED.
6. ALL WATER MAIN SHALL BE C-900 DR -18
UNLESS OTHERWISE NOTED.
7. ALL UTILITY CONFLICTS SHALL BE RESOLVED
ACCORDING TO CITY STANDARD SPECIFICATIONS.
8. CONTRACTOR IS RESPONSIBLE FOR ALL TRENCH DESIGN
AND MEETING ALL OSHA REGULATIONS.
9. MAINTAIN 10' HORIZONTAL AND 1.5' VERTICAL
SEPARATION BETWEEN SANITARY SEWER AND WATERMAIN.
10. SANITARY SEWER INVERT ELEVATIONS ARE
AT END OF SERVICE.
11. ACTIVATION OF WATERMAN SYSTEM SHALL
BE PERFORMED BY CITY PERSONNEL ONLY.
12. DEFLEC11ON TESTING FOR ALL NON -RIGID PIPE SHALL BE
CONDUCTED AFTER THE FINAL BACKFILL HAS BEEN IN PLACE
FOR 30 DAYS.
13. THE SEWER AND WATER SERVICE SHALL BE INCLUDED
IN THE PRESSURE AND LEAKAGE TESTING REQUIREMENTS
FOR THE MAIN LINES.
1
12
\A
eb
12
1+00
1
12
2+00
eb
1+00
uj U).1
13
i2+5q
iy -qq..A ---- ---
�^l an -7
S=1+52
INV=872.8
CS=881.8
10
- - - - - -
2+00
eb
1+00
uj U).1
------
00
_GV
BENCH MARK
4+! .45
HYDRANT
'14D
S -_156
W/ 6"dV
8"-ll!4*BEND
�11%'BE
TNH NW CORNER OF BLUFF CREEK
INV=872.8
_fX6"TEE
10'-6"DIP CI_52�
j if e pf
4 S=2+22
8-X8
HENRY
CS- 1.8 if
-88
IND. ELEV.=899..7
INV=880.5
CS=888.5
'GV
S=O+ 0
X
...... ........... ....... .........
...................
\�18-X8"TEE
RISER=3.0'
a INV=879.9
f
----- -------
. .... . . ....
......
CS=887.9
................... ...............................
ANT
0 c*4
ZO
RISER=3.0'
184'�22!4*13END
8"WREDUCER W/6"GV
------
12'-63'DIP,'CL52
> >
S=1+24
GND. ELEV�§82.4
IL . ....... .
................
INV=874.9 f
S=1+48
mEmzz
CS=884.3
INV=873.9
f
CS=882.9
........
. ..... ......
.. ...... ......
... ... ...... .. . .
905
..............
..................... .........
.........
.........................
0 25 50 100
3:
uj U).1
I I-00
.00 .00
BENCH MARK
GRAPHIC SCALE IN FEET
TNH NW CORNER OF BLUFF CREEK
(000
. CID
moo
HENRY
COURT
BLVD. AND COMMONWEALTH BLVD.
ELEV=923.18
...... ........... ....... .........
...................
OP �
dc�
00. co.�2. ......... ...................
.............................
.........
.........
......
.. ......... ......... : ................... .........
................... ...............................
6)0)roz
0 c*4
ZO
> >
................
mEmzz
905
........
. ..... ......
.. ...... ......
... ... ...... .. . .
905
..............
..................... .........
.........
.........................
.. . ............. ..
... ......... .
...... ......... ........
z......
U) I
W Ld
..........
900
It
r 00
1.1
a - CP
........
900
...................
....
.............
....... ......................................
PROPOSED
. ..:
m
..... CO .......................
...................................................................................................................
........
... ....... ......
GRADE
m'P
r, 0)
PO n
1 1 6
r.-
......
.......
........
6� to
0 uli 0 CIO
'--
0 .3.
C-4 r-r, T
CO 00
......
895 ........
.......
.............. .......
....... ......
.........
.. .. .. .. ...
.. .. ......
od rl) 00 �
00 00 D,
OD - 0
. CN
100,
1
OD
Go 06 Z)
c)
.. 11 *
z:
895
....
EXIST1*0 .........
-1
---
�:� ......
>
MM.0
> > .......................
..........................
- ..
00 ....
... .... .. ..........
......
GROUND
Z
:mEzzz
co
00
......
..................
.......
........
......
04
o.
C-4 00.
890
........
.......
........
........
C'i
890
........................................................
..... ............
.........
.......................................................................................
7.5' MIN..
_j Z*
. ......
BURY
..........
. .........
885 ..... . ..........
..... ......
. .....
.. .....................
...........
....... .........
......
........... 885
...... ........
................
. .............. .........
880 .......... ...
.......... ................
...................................
...... ......
. .....
................
........ ..
. .......... ........
................... 880
.............
0.
........
...
........
875 ...... .................
..........
An
_j
...............
..........
..
................
........
........
...................
........
875
...................................................................
..... ....
W-1
w
cn
. ...... .. ...... .
V)
of
870
............. .
...... .....
870
................................................
.....................
.. ........
........
.........
01
�8." PVC SDR
............
8"
-26
163� ..................................................................................................................................
Pvc sbR 26
00.40%
.........
........ *
......
a-
PVC DR 1�
0 0,4079:
oo.40%
...........
:..965
...........................................................................................................................................................................................
.........
......... .........
965
0+00
0+50 1+00 1+50 2+00
2+50 3+00 3+50
4+00
4+50
5+00
P18NEERengineering
CIVIL ENGINEERS LAND PLANNERS LANDSURVLYORS LANDSCAPE ARCHIIECTS
(651) 681-1914
2422 Enterprise Drive Fax: 681-9488
Mendota Heights, MN 55120 www.pioneereng.com
U 2013 Pioneer Engineenng
01 -ENG-1 12289 -SHEET -313
1. SANITARY SEWER SERVICE WYES ARE
STATIONED FROM DOWNSTREAM MANHOLES.
2. ALL SANITARY SEWER & WATER MAIN SERVICES
SHALL TERMINATE AT 9' PAST ROW.
3. ALL SANITARY SEWER SERVICES AND RISERS SHALL
BE 6- PVC, SDR 26 SOLVENT WELD JOINT (NON—GASKETED),
WITH A MINIMUM SERVICE GRADE OF 27.
4. WATER SERVICES ARE 3' UP STREAM FROM
SANITARY SERVICE WITH A MIN 7.5' BURY.
5. ALL WATER SERVICES SHALL BE 1- (TYPE "K-)
COPPER UNLESS OTHERWISE NOTED.
6. ALL WATER MAIN SHALL BE C-900 DR -18
UNLESS OTHERWISE NOTED.
7. ALL UTILITY CONFLICTS SHALL BE RESOLVED
ACCORDING TO CITY STANDARD SPECIFICATIONS.
8. CONTRACTOR IS RESPONSIBLE FOR ALL TRENCH DESIGN
AND MEETING ALL OSHA REGULATIONS.
9. MAINTAIN 10' HORIZONTAL AND 1.5' VERTICAL
SEPARATION BETWEEN SANITARY SEWER AND WATERMAIN.
10. SANITARY SEWER INVERT ELEVATIONS ARE
AT END OF SERVICE.
11. ACTIVATION OF WATERMAIN SYSTEM SHALL
BE PERFORMED BY CITY PERSONNEL ONLY.
12. DEFLECTION TESTING FOR ALL NON—RIGID PIPE SHALL BE
CONDUCTED AFTER THE FINAL BACKFILL HAS BEEN IN PLACE
FOR 30 DAYS.
13. THE SEWER AND WATER SERVICE SHALL BE INCLUDED
IN THE PRESSURE AND LEAKAGE TESTING REQUIREMENTS
FOR THE MAIN LINES.
0 25 50 100
GRAPHIC SCALE IN FEET
I"X6"TEE W/6"GV
l'-6"DIP CL52
;ND. ELEV.=885.9
101
HYDRANT
8"X6"REDUCER W/6 -GV
10'-6"DIP CL52
GND. ELEV.=888.0
PIONEERengineering
CIVIL ENGNEERS LAND PLANNERS LANDSURVEYORS LANDSCAPE ARCHrrEm
(651) 681-1914
2422 Enterprise Drive Fax: 681-9488
Mendota Heights, MN 55120 www.pioneereng.com
@ 2013 Pioneer Engineering
01 -ENG -1 12289 -SHEET -314
STORM SEWER CONSTRUCTION NOTES:
1. PROVIDE R -3067V OR R-3067VB, AT LOW POINTS, NEENAH CASTINGS OR
APPROVED EQUAL ON ALL CATCH BASINS UNLESS OTHERWISE NOTED.
2. PROVIDE 24"x36" SLAB OPENING FOR R -3067V NEENAH CASTINGS ON ALL
CATCH BASIN MANHOLES UNLESS OTHERWISE NOTED.
3. DRAIN TILE TO BE PLACED 1' BEHIND BACK OF CURB. DRAIN TILE TO BE
PERFORATED, CORRUGATED DUAL WALL SMOOTH LINE, AND PLACED AS
SHOWN ON PLAN. DRAIN TILE CLEAN -OUTS PLACE AS SHOWN ON PLAN.
4. FINAL STRUCTURE OFF -SET TO BE VERIFIED BY CONTRACTOR AND
INSPECTOR BASED ON MATERIAL SUPPLIED TO PROJECT. FIELD STAKING
SET ACCORDING TO BACK -OF -CURB.
0 25 50 100
GRAPHIC SCALE IN FEET
n
STRUCTURE
NAME
STRUCTURE
SIZE
NEENAH
CASTING OR
EQUAL
CB -105
36"X24"
R-3067
V
CB -106
36"X24"
R-3067
V
CB -115
27"
DIA.
R-4342
CB -121
27"
DIA.
R-4342
CBMH-102
48"
DIA.
R-3067
V
CBMH-103
48"
DIA.
R-3067
V
CBMH-104
48"
DIA.
R-3067
V
CBMH-111
48"
DIA.
R-3067
V
CBMH-112
48"
DIA.
R-3067
V
48"
DIA.
R-3067
V
(-RMH-114
4R,h
n1A
R-3067
V
YXIM RECTMGU
S. D" B–B
NOTE&
1. �.tlhi to be ad. in (2) pi.
I Jul rawtol *hall be hot–dipped-9dwanitual
Stirmt.r. Rm,ul... (2) -
Phaw Grata Par >rair,
Saw
14
CONC. WIR
So. Dwal A–A
69* 01)
lir
.I. no,
h., Steel.
Pima �my 0–a U Rip
R., ..ad stru.ture.
Bala
th —
4"i;Moo Bar
. a ame way
Ir'.t
ope
(4) 112- 0-1Z UNC
He. Head Stdriew.
St" Bane Wth Nut. ord ftshem
der
18" CL 5 REP
a O.D%
15" CL.5 FeP_
0 0.5%
..'r,cmy
NOTES 80 37 Pou'.'d Concrete DEIAIL 8-B "_j J 1_- CLEA_N0UT_.�'Tj4&-)
ITT
L Starrichal pipe kedding requIreal on Both hirlet mtki, ploe.
--- c
I ne Imt t1hrawi joints. Dow two tie bolt fiaetanere per )ont. —4-- .- — .-
c. .................
POND OUTLET CONTROL STRUCTURE
CS -1
r
OUTLOT C
5
POND 1
OUTLET=868.5 FES -10n
HWL=871.2
WET VOL.=1.37 AC*FT
STOR. VOL.=1.01 AC*F
—101
S-1 M H
6 HDPE DRAIN TI(LE
IN IRON FILING FIJER TRENCH
SEE DETAIL
i r _J
t t
LEANOUT
IM:91.79
ICI3MH-1G4j
I w,
—0+38.63 1 .... . ..
PISNEERengineefing
CIVIL ENGINEERS LANDPLANNERS LANDSURVEYORS LANDSCAPE ARCHITECIS
(651) 681-1914
2422 Enterprise Drive Fax: 681-9488
Mendota Heights, WIN 55120 www.pioneeTeng.com
@ 2013 Pioneer Engineering
01 -ENG -1 12289 -SHEET -321
N -MI
1. (kates to se macle n (2) pieces
Z All metal what its hod—ifipps,ill
Hall
3'X30' RECTANGULAR
S�cbmre Ree. (2) -
Pea. �atm Re, Drcwkwq
ploa. .
Ses Deal A—A
69'0 OD
1/4'x16' 1�1.t Steel.
&kNFPace �c, 0ove III Rip
Rap aicond structum
Sme 3�
ST
PRECAST
VF
JR
CONIC. WOR
B
'r, —h .1
o.c. each way
mist
St" 121ofthe ell N.c. cad Weather.
l/e Steel Plate
WL=8l DETAIL A—A
"-18' CLS RCP
is.
15' CL.5 RCP—[� !h`
00.5%
It SonW_874 0
OTTIMI-874.0 Po�,*,J �cret.
NOTES
1. St.hd.rd pip. biwds, equiresi li tatth slat & ..U.t p1pes.
Z Te lost hove joints. Use two tie bolt fasteners pe, jont.
POND OUTLET CONTROL STRUCTURE
CS -1
14
PIPl tvy
I sl_�
00'
4
5+57.1
Cm
eNzl
-I
......... .
----------
10
CLEANOUT
RIM: 91.60--.�_
INV: 89.1 0_
-----------
CLEANOUT
RIM- 88.32—\,
]NY: 85.82
6" DRAIN TILE SERVICE (T!
7 i
4
CLEANOUT
/—RIM: 99.09,,. ---
INV: 96.59
5
it
1-01
—CLEAN 0 0T,STYP_)._--—!
MH— 12
5+35.91 �r__f I
6' HD/E DRAIN ... TILE_,_�,
I ; -
IN IRON FILING;
/Mjtfq�Z E
21 SEE, DET�11_,;
POND 2
OUTLET=880.0 3
OU T (TYP.) HWL=883.6
. ....... ...
Ail "I
F
_sI,
16+73.75
STORM SEWER CONSTRUCTION NOTES:
1. PROVIDE R -3067V OR R-3067VB, AT LOW POINTS, NEENAH CASTINGS OR
APPROVED EQUAL ON ALL CATCH BASINS UNLESS OTHERWISE NOTED.
2. PROVIDE 24"x36" SLAB OPENING FOR R -3067V NEENAH CASTINGS ON ALL
CATCH BASIN MANHOLES UNLESS OTHERWISE NOTED.
3. DRAIN TILE TO BE PLACED 1' BEHIND BACK OF CURB. DRAIN TILE TO BE
PERFORATED, CORRUGATED DUAL WALL SMOOTH LINE, AND PLACED AS
SHOWN ON PLAN. DRAIN TILE CLEAN—OUTS PLACE AS SHOWN ON PLAN.
4. FINAL STRUCTURE OFF—SET TO BE VERIFIED BY CONTRACTOR AND
INSPECTOR BASED ON MATERIAL SUPPLIED TO PROJECT. FIELD STAKING
SET ACCORDING TO BACK—OF—CURB.
STRUCTURE TABLE
STRUCTURE
NAME
STRUCTURE
SIZE
NEENAH
CASTING OR
EQUAL
CB -204
36"X24"
R-3067 V
CB -214
27" DIA.
R-4342
CB -215
27" DIA.
R-4342
CB -216
27" DIA.
R-4342
CBMH-203
48" DIA.
R-3067 V
CBMH-212
48" DIA.
R-3067 V
CBMH-213
48" DIA.
R-3067 V
CBMH-251
48" DIA.
R-1642
CS -2
60" DIA.
SPECIAL
MH -201
48" DIA.
R-1642
MH -202
60" DIA.
R-1642
MH -211
48" DIA.
R-1642
MH -252
48" DIA.
R-1642
PIONEERengineering
CiviT,jol �AITIPLANIsFEM ��SURVEYORS LANDSCAPEARU s
(651) 681-1914
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Mendota Heights, MN 55120 www.pioneereng.com
@ 2013 Pionmr Engi�ring
0 1 -ENG- 1 12289 -SHEET -322
0 25 50 too
GRAPHIC SCALE IN FEET
STORM SEWER CONSTRUCTION NOTES:
1. PROVIDE R -3067V OR R-3067VB, AT LOW POINTS, NEENAH CASTINGS OR
APPROVED EQUAL ON ALL CATCH BASINS UNLESS OTHERWISE NOTED.
2. PROVIDE 24%36" SLAB OPENING FOR R -3067V NEENAH CASTINGS ON ALL
CATCH BASIN MANHOLES UNLESS OTHERWISE NOTED.
3. DRAIN TILE TO BE PLACED 1' BEHIND BACK OF CURB. DRAIN TILE TO BE
PERFORATED, CORRUGATED DUAL WALL SMOOTH LINE, AND PLACED AS
SHOWN ON PLAN. DRAIN TILE CLEAN -OUTS PLACE AS SHOWN ON PLAN.
4. FINAL STRUCTURE OFF -SET TO BE VERIFIED BY CONTRACTOR AND
INSPECTOR BASED ON MATERIAL SUPPLIED TO PROJECT. FIELD STAKING
SET ACCORDING TO BACK -OF -CURB.
%
k1DPE"'
Q
5 --------
\A
-PON15 2 ...... I
OUTLET=880.0
6
HWL=883.6 ---------- if
-----------
WET VOL.=2.03 AC*FT IbB-22
H- 2
STOR. VOL.=1.73 AC*FT
21+59.55 21+63.88
MH- 2
1_4 _7
I
iI-J
OUTLOT E
--- ---------
MH
4:1
- -- --------
4
f r -
if
V,
0 25 50 100
GRAPHIC SCALE IN FEET
STRUCTURE TABLE
STRUCTURE
NAME
STRUCTURE
SIZE
NEENAH
CASTING OR
EQUAL
CB -223
36"X24"
R-3067 V
CB -232
36"X24"
R-3067 V
CB -243
36"X24"
R-3067 V
CB -303
27" DIA.
R-4342
CB -311
27" DIA.
R-4342
CBMH-222
48" DIA.
R-3067 V
CBMH-231
48" DIA.
R-3067 V
CBMH-241
48" DIA.
R-3067 V
CBMH-242
48" DIA.
R-3067 V
CBMH-301
48" DIA.
R-4342
CBMH-302
48" DIA.
R-4342
MH -221
48" DIA.
R-1642
0 25 50 100
BENCH MARK
TNH NW CORNER OF BLUFF CREEK
BLVD. AND COMMONWEALTH BLVD. GRAPHIC SCALE IN FEET
ELEV=923.18
PIONEERengineming
CIVIL ENGINEERS LAND PLANNERS LAND SURVEYORS LANDSCAPE ARCHITECTS
(651) 681-1914
2422 Enterprise Drive Fax: 681-9488
Mendota Heights, MN 55120 www.pioneereng.com
(E) 2013 Pioneer Engineering
0 1 -ENG- I 12289 -SHEET -3 23
STORM SEWER CONSTRUCTION NOTES:
1. PROVIDE R -3067V OR R-3067VB, AT LOW POINTS, NEENAH CASTINGS OR
APPROVED EQUAL ON ALL CATCH BASINS UNLESS OTHERWISE NOTED.
2. PROVIDE 24"06" SLAB OPENING FOR R -3067V NEENAH CASTINGS ON ALL
CATCH BASIN MANHOLES UNLESS OTHERWISE NOTED.
3. DRAIN TILE TO BE PLACED 1' BEHIND BACK OF CURB. DRAIN TILE TO BE
PERFORATED, CORRUGATED DUAL WALL SMOOTH LINE, AND PLACED AS
SHOWN ON PLAN. DRAIN TILE CLEAN—OUTS PLACE AS SHOWN ON PLAN.
4. FINAL STRUCTURE OFF—SET TO BE VERIFIED BY CONTRACTOR AND
INSPECTOR BASED ON MATERIAL SUPPLIED TO PROJECT. FIELD STAKING
SET ACCORDING TO BACK—OF—CURB.
roll
STRUCTURE TABLE
NEENAH
STRUCTURE STRUCTURE CASTlNG OR
NAME SIZE EQUAL
CB -404 36"X24" R-3067 V
m CB -408 36"X24" R-3067 V
+ V)
-------------------------- CB -411 36"X24" R-3067 V
—401 48" DIA.
CBMH R-3067 V
w
CB 40 CBMH-402 48" DIA. R-3067 V
CBMH-407 it I
0+33.19 0+46.16
— — — — — — — — CBMH-403 48" DIA. R-3067 V
-- ---------- CBMH-405 48" DIA. R-3067 V
Y — — — — — — T5.4011 1
�y I
< 4" HDPE CBMH-406 48" DIA. R-3067 V
PERFORATED
CBMH-407 48" DIA. R-3067 V
PIPE (TYP.) OUTLOTA
5+90.11
CBMH-406 v
CB -404
2+12.94 4+25.01 5 + 9 97. 0
2
5+46.26
..........
CBMH-402
5+90.24
OUTLOT B ..... .
EX POND I
OUTLET=874.6
STOR. VOL.=17.43 AC*FT
NOTE.
OUTLET TO BE
RELOCATED IN FIELD
P18NEERengineering
CIVIL ENGINEERS LAND PLANNERS LAND SURVEYORS LANDSCAPE ARCHII LCES
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Fax: 681-9488
Mendota Heights, MN 55120 www.pioneereng.com
(D 2013 Pioneer Engineering
0 1 -ENC-1 i 2289 -SHEET -324
STREET SIGN
a% -"STOP SIGN (R1-1),,'
BLUFF CREEK BLVD/p /
RIVER ROCK DR S/,, V11J
04.12 "1 �'
MATCH EX. A
0 .62
j 02.56
7,0, C;
03.02
CURB LEGEND
C
mi
PL CL PL
25' 30'
15 5' to Back 15.5- to Back
Wear Course to be 1/2"
Above Edge of Gutter 1 44-
" � ��Draintile I I
1 1/2"-MNDOT 2-550 LVWE35030B 6" Concrete Sidewalk
Tack Coat - 2357 4" Class 5 Base
2"-MNDOT 2350 LVNW35030B
12"-Closs 5 Aggregate Base, 100% Crushed
24" MNDOT 3149.2B Select
Granular Borrow (*See Note 7)
TYPICAL STREET SEC11ON
(NOT TO SCALE)
B+00
nik 40
DUTLOT A
4" PERFORATED HDPE
DRAINTILE 0 BOC (TYPICAL)
DRAINTILE CLEANOUT
0 BOC (TYPICAL)
.. . ..............
V-�
LP
NO
CURVE
4" Topsoil,
Se�.d
& mulk
or Sod.
0 r S,
13.35
Draintile
C1
Surmountable -
133.34
Concrete Curb
" � ��Draintile I I
1 1/2"-MNDOT 2-550 LVWE35030B 6" Concrete Sidewalk
Tack Coat - 2357 4" Class 5 Base
2"-MNDOT 2350 LVNW35030B
12"-Closs 5 Aggregate Base, 100% Crushed
24" MNDOT 3149.2B Select
Granular Borrow (*See Note 7)
TYPICAL STREET SEC11ON
(NOT TO SCALE)
B+00
nik 40
DUTLOT A
4" PERFORATED HDPE
DRAINTILE 0 BOC (TYPICAL)
DRAINTILE CLEANOUT
0 BOC (TYPICAL)
.. . ..............
V-�
LP
NO
6.20
TOP OF CURB ELEVATION LO
FOR SURMOUNTABLE CURB ------
A-
21
TOP OF CURB ELEVATION
)T n
OUTLOT B 94.27
FOR B -STYLE CURB 4
07.82 TOP OF CURB ELEVATION LIGHTING POLE (TYP-)
SEE CITY DETAILS:5240,
FOR RIBBON CURB 3
5241, 5242, 5243. 0
MOUNTABLE CURB & GUTTER 2
B -STYLE CURB & GUTTER
= RIBBON CURB & GUTTER 0 25 50 100 QENCH MARK
= CONCRETE PEDESTRIAN RAMP TNH NW CORNER OF 13LUFF CREEK
Rl\�R'
HENR't
SIGN
pGN (R1-1)
ROCK DR S
CURVE TABLE
CURVE
.... ... --------
LENGTH
RADIUS
TANGENT
13.35
PT
C1
25'27'57"
133.34
300.00
67.79
1+16.69
......... .. .
C2
48*14'23"
252.58
300.00
134.32
2+50.02
5+02.61
C3
5*23'02"
28.19
300.00
14.11
all,
5+65.89
C4
61 *32'14"
139.62
130.00
77.40
6
6'
C5
5
304.68
08.41
155.70
8+71.95
11+76.63
C6
28*39'50"
295.17
590.00
150.74
ro -
4
3
5 CONCRETE SIDEWALK'
%CITY
StE DETAIL 5214
'02.14
2
6.20
TOP OF CURB ELEVATION LO
FOR SURMOUNTABLE CURB ------
A-
21
TOP OF CURB ELEVATION
)T n
OUTLOT B 94.27
FOR B -STYLE CURB 4
07.82 TOP OF CURB ELEVATION LIGHTING POLE (TYP-)
SEE CITY DETAILS:5240,
FOR RIBBON CURB 3
5241, 5242, 5243. 0
MOUNTABLE CURB & GUTTER 2
B -STYLE CURB & GUTTER
= RIBBON CURB & GUTTER 0 25 50 100 QENCH MARK
= CONCRETE PEDESTRIAN RAMP TNH NW CORNER OF 13LUFF CREEK
Rl\�R'
HENR't
SIGN
pGN (R1-1)
ROCK DR S
CURVE TABLE
CURVE
DELTA
LENGTH
RADIUS
TANGENT
PC
PT
C1
25'27'57"
133.34
300.00
67.79
1+16.69
2+50.02
C2
48*14'23"
252.58
300.00
134.32
2+50.02
5+02.61
C3
5*23'02"
28.19
300.00
14.11
5+37.70
5+65.89
C4
61 *32'14"
139.62
130.00
77.40
5+35.89
7+05.51
C5
29*05'41 "
304.68
600.00
155.70
8+71.95
11+76.63
C6
28*39'50"
295.17
590.00
150.74
11+76.63
14+71.79
PISNEERengineming
CIVIL ENGINEERS LAND PLANNERS LANDSURVEYORS LANDSCAPE ARCHITEC`TS
(651) 681-1914
2422 Enterprise Drive Fax:681-9488
Mendota Heights. MN 5 5 120 www.pioneereng.com
@ 2013 Pioneer Engineering
01 -ENG -112289 -SHEET -331
CURVE TABL
CURVE
DELTA
LENGTH
RADIUS
TAN(
C7
23'33'50"
123.38
300.00
62
C8
54*51'19"
98-61
103-00
53
C9
39'40'06"
71.31
103.00
37
PL CL PL
2 30'
�15.5' to Back 15.5' to Back
Wear Course to be 1/2"
Above Edge of Cutter P4-
3-0% 2.0%
6 6
1.5 : 1
4" Topsoil, Seed '4
& Mulch or Sod.
Draintile
Surmountable -
Concrete Curb
1 1/2"—MNDOT 2350 LVWE350,30B 6" Concrete Sidewalk
Tack Coat — 2357 4" Class 5 Base
2"—MNDOT 2350 LVNW35030B
12"—Class 5 Aggregate Base, 100% Crushed
24" MNDOT 3149.28 Select
Granular Borrow (*See Note 7)
TYPICAL STREET SEC11ON
(NOT TO SCALE)
CURB LEGEND
PISNEERengineming
MM �G�S LANDPLA�RS �S�VEYORS L�C"E�CHMM
(651) 681-1914
2422 Enterprise Drive Fax:681-9488
Mendota Heights, MIN 55120 www.pioneereng.com
@ 2013 Pioneer Engineering
01 -ENG -112289 -SHEET -332
TOP
OF CURB ELEVATION
FOR
SURMOUNTABLE CURB
TOP
OF CURB ELEVATION
FOR
B—STYLE CURB
07.82
= TOP
OF CURB ELEVATION
FOR
RIBBON CURB
—
= MOUNTABLE CURB & GUTTER
= B—STYLE CURB & GUTTER
PISNEERengineming
MM �G�S LANDPLA�RS �S�VEYORS L�C"E�CHMM
(651) 681-1914
2422 Enterprise Drive Fax:681-9488
Mendota Heights, MIN 55120 www.pioneereng.com
@ 2013 Pioneer Engineering
01 -ENG -112289 -SHEET -332
4" PERFORATED HOPE
DRAINTILE 0 BOC (TYPICAL)
0
0
_j
0
DRAINTILE CLEANOUT
0 BOC (TYPICAL)
CURB LEGEND
Q3
01%
ii
06
/it
A
r SI.G
EET SIGIW
-STOP SIGN (kRf 1).
1 02- RIVER ROCK DWS\1 I
HENRY CT
5' CONCRETE SI WA K
�Ix 2'�
SEE CITY DETAIL, 5 4
�:2:1 [9E1:22A9\
I
AVAR-I
12 ' rcl
A
i -n
I DR
9-?
13
88.14
DO
oi--
.... . . . ....
C1-1-qV_LP 1. 07.3+1 P
G.B. LO 88-02
U70
99�05 7.00%
. ....... ... .. . . ............. T-
9 9 F
8 C6
?6 99.
+
85=95
C&
4 5
6
3
CY) I
V:
85.95 10
84.
r
*00
9
o�'
8
7
2
232 A,
8 <
96.10--%
17 1
^Q)
2 02.7 96.5 0/1
.84
OUTLOT A
7
U/.O/ lur Ur Wr%y
FOR RIBBON CURB
MOUNTABLE CURB & GUTTER
B—STYLE CURB & GUTTER 0 25 50 100 BENCH MARK
RIBBON CURB & GUTTER TNH NW CORNER OF BLUFF CREEK
CONCRETE PEDESTRIAN RAMP BLVD. AND COMMONWEALTH BLVD.
GRAPHIC SCAU IN FEET ZLEV=923.18 14]PT*JT?V CC)ITPT ACCFC%qPAT14
PIL CL PL
25' 30'
r15 5' to Back 15.5' to Back
Wear Course to be 1/2"
Above Edge of Gutter __�l
Draintile
4' Topsoil, Sed� 6" Concrete Sidewalk
" S,
& Mulch " Sod. 1 1/2"—MNDOT 2350 LVWE35030B L
Draintile Tack Coat — 2357 4" Class 5 Base
Surmountable LL 2'—MNDOT 2350 LVNW35030B
Concrete Curb
12"—Class 5 Aggregate Base, 100% Crushed
24" MNDOT 3149.2B Select
Granular Borrow (*See Note 7)
TYPICAL STREET SECTION
(NOT TO SCALE)
PL
15'
CL
15
PL
—0
VIZ—:10raintile
4 LL[
& Mulch or Sod. 1 1/2"—MNDOT 2350 LVWE35030B
Tack Coat — 2357
2"—MNDOT 2350 LVNW350308
12"—Class 5 Aggregate Base, 100% Crushed
24" MNDOT 3149.2B Select
Granular Borrow
ACCESS STREET SECTION
(NOT TO SCALE)
CURVE TABLE
TOP
OF CURB
ELEVATION
RADIUS
FOR
SURMOUNTABLE
CURB
C10
TOP
OF CURB
ELEVATION
37.94
FOR
B—STYLE
CURB
13*56'43"
101.14
415.53
C1 C%1A1r1nk1
Q3
01%
ii
06
/it
A
r SI.G
EET SIGIW
-STOP SIGN (kRf 1).
1 02- RIVER ROCK DWS\1 I
HENRY CT
5' CONCRETE SI WA K
�Ix 2'�
SEE CITY DETAIL, 5 4
�:2:1 [9E1:22A9\
I
AVAR-I
12 ' rcl
A
i -n
I DR
9-?
13
88.14
DO
oi--
.... . . . ....
C1-1-qV_LP 1. 07.3+1 P
G.B. LO 88-02
U70
99�05 7.00%
. ....... ... .. . . ............. T-
9 9 F
8 C6
?6 99.
+
85=95
C&
4 5
6
3
CY) I
V:
85.95 10
84.
r
*00
9
o�'
8
7
2
232 A,
8 <
96.10--%
17 1
^Q)
2 02.7 96.5 0/1
.84
OUTLOT A
7
U/.O/ lur Ur Wr%y
FOR RIBBON CURB
MOUNTABLE CURB & GUTTER
B—STYLE CURB & GUTTER 0 25 50 100 BENCH MARK
RIBBON CURB & GUTTER TNH NW CORNER OF BLUFF CREEK
CONCRETE PEDESTRIAN RAMP BLVD. AND COMMONWEALTH BLVD.
GRAPHIC SCAU IN FEET ZLEV=923.18 14]PT*JT?V CC)ITPT ACCFC%qPAT14
PIL CL PL
25' 30'
r15 5' to Back 15.5' to Back
Wear Course to be 1/2"
Above Edge of Gutter __�l
Draintile
4' Topsoil, Sed� 6" Concrete Sidewalk
" S,
& Mulch " Sod. 1 1/2"—MNDOT 2350 LVWE35030B L
Draintile Tack Coat — 2357 4" Class 5 Base
Surmountable LL 2'—MNDOT 2350 LVNW35030B
Concrete Curb
12"—Class 5 Aggregate Base, 100% Crushed
24" MNDOT 3149.2B Select
Granular Borrow (*See Note 7)
TYPICAL STREET SECTION
(NOT TO SCALE)
PL
15'
CL
15
PL
—0
VIZ—:10raintile
4 LL[
& Mulch or Sod. 1 1/2"—MNDOT 2350 LVWE35030B
Tack Coat — 2357
2"—MNDOT 2350 LVNW350308
12"—Class 5 Aggregate Base, 100% Crushed
24" MNDOT 3149.2B Select
Granular Borrow
ACCESS STREET SECTION
(NOT TO SCALE)
CURVE TABLE
CURVE
DELTA
LENGTH
RADIUS
TANGENT
PC
PT
C10
9*50'40"
75.69
440.53
37.94
2+99.20
3+74.89
C11
13*56'43"
101.14
415.53
50.82
1+98.06
2+99.20
Fc17
35'28'47"
115.20
186.03
59.51
0+00.00
1+15.20
PIONEERengineeTing
CIVIL ENGMERS LXMDP�NERS �DSURVEYORS LANVSC�EAR( S
(651) 681-1914
2422 Enterprise Drive Fax:681-9488
Mendota Heights, MN 55120 www.pioneereng.com
Q 2013 Pioneer Engineering
01 ENG- I 12289 -SHEET -333 I
CURB LEGEND
TOP OF CURB ELEVATION
FOR SURMOUNTABLE CURB
TOP OF CURB ELEVATION
FOR B—STYLE CURB
07.82 = TOP OF CURB ELEVATION
FOR RIBBON CURB
= MOUNTABLE CURB & GUTTER
DRAINTILE CLEANOUT
@ BOC (TYPICAL)
PERFORATED
4" Topsoil, Seed"I
& Mulch or Sod.
I OCK E,001 — Z�D/
2"—MNDOT 2350 LVNW35030B
6" Concrete Sidewalk
4" Class 5 Base
12"—Class 5 Aggregate Base, 100% Crushed
24" MNDOT 3149.2B Select
Granular Borrow (*See Note 7)
TYPICAL STREET SECTION
(NOT TO SCALE)
CURVE TABLE
CURVE
DELTA
LENGTH
RADIUS
TANGENT
PC
PT
C12
34*14'20"
134.46
225.00
69.30
0+27.28
1+61.73
C13
32*36'23"
153.65
270.00
78.97
1+61.73
3+15.39
C14
27*13'1 B"
128.28
270.00
65.37
3+55.45
4+83.73
C15
34'13'57"
107.54
180.00
55.43
4+83.73
5+91.27
C16
31 '47'59"
141.53
255.00
72.64
5+91.27
7+32.80
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00
P19NEERengineering
CIVIL ENGINEERS LANDPLANNERS LANDSURVEYORS LANDSCAPE ARCHITECTS
(651) 681-1914
2422 Enterprise Drive Fax: 681-9488
Mendota Heights, NIN 55120 www.pioneereng.com
(E) 2013 Pioneer Engineering
01 -ENG -1 12289 -SHEET -334
flucex (Try
Note.
CONDUCTVITY STRAPS TO BE MACIDD AROUND
MEGAUJG eal AND WELOM TO WATER MAIN.
fin IeRk
ILL9
HYDRANT LEADS
BENDS
mr
NO�
1. ME(ALUGS TO BE USED AT AU- MECHANICAL MNTS.
I � Cori BLOCK UNDIR AU- GATE VALWS
Me HYDRAPITS.
* 11HRUST BLOCKING AT AIL TEM III AND
AT C5rTAIN HMMM
* ALL FTTTINM HUM AM BOLTS 91� W WRAYD)
USNG A BITUMINOUS COAL TAIR MAT SUPPLIED BY
IIHE MMUFACTJROR. SLEEVES
BIUOCKING AGAINST UNDISIURBED SOM
CM of TYPICAL
MEGALUG
Saw LOCATION
ENGI :ERING DEPARTMENT 1"': 1009
Eccentr
Of ma
4 - V
manho
.p.cad
PLAN VIEW
TOP COVER REMOVED
,arnr
r E,
V
BUTTRESS DIMENSIONS
warlowe 31 -
011"
Washer 1/ t.
pIpE
1
45' BEND
,�-
2"o.d.,3/ l.d.
2
SIZE
1
THIS QUADRANT
-6
2
0
u,
/8' gulvonlzed
R.-
Ramnek
6-
varl
0, Equal
Or Equal
V-5"
V-5"
Not t, Scale
ln.kb
Threaded insert
T
THRUST
Is
to accept a
t
V-6"
2'-B*
3/4'jif bolt
3
12"
V-10'
4
4 required
A
V -D'
Manhole cone
U
2'-6'
(HYD)
0
2'-D'
4"
R/W
TIE DOWN
-
20*
R/W
2'-S'
6-6'
S-4"
V-4*
4!-0"
10
4'-4"
S -O'
6'-10'
S-10'
W -B"
5'-0"
6
14
1 4
32
32
$2661
g'-3*
6'-0'
17'-0' 6'-0*
22
MH
Gate volve location
9
21
48
on projection of
8
20
46
property line.
6
R/W
29
65 1
R/W
NOTE:
27
All dead ends to be
I) -
11
r
extends(! a min 1
U;nd
20-
7
15
an. pf" him.
�I
80
7
NOTE:
got. volve ..d cl ... d
77
6
Water main to be on
with plug tied back to
75
24-
north and west side
t...
41
95
of center line unless
16
40
92
hydrants pose conflict
16
38
89
with proposed sidewalk.
9ff OF
TYPICAL
50
INTERSECTION
PCOSED 2
ENGINEERING DEPARTMENT
P
1001
HLE NAMh.81.G1s1�C1X1r.1
flucex (Try
Note.
CONDUCTVITY STRAPS TO BE MACIDD AROUND
MEGAUJG eal AND WELOM TO WATER MAIN.
fin IeRk
ILL9
HYDRANT LEADS
BENDS
mr
NO�
1. ME(ALUGS TO BE USED AT AU- MECHANICAL MNTS.
I � Cori BLOCK UNDIR AU- GATE VALWS
Me HYDRAPITS.
* 11HRUST BLOCKING AT AIL TEM III AND
AT C5rTAIN HMMM
* ALL FTTTINM HUM AM BOLTS 91� W WRAYD)
USNG A BITUMINOUS COAL TAIR MAT SUPPLIED BY
IIHE MMUFACTJROR. SLEEVES
BIUOCKING AGAINST UNDISIURBED SOM
CM of TYPICAL
MEGALUG
Saw LOCATION
ENGI :ERING DEPARTMENT 1"': 1009
Eccentr
Of ma
4 - V
manho
.p.cad
PLAN VIEW
TOP COVER REMOVED
,arnr
r E,
V
Neenah R -1755C frame
and cover or equal with
2 concealed pick holes
Manhole Steps. Neenah
R1981J or equal, 16'o.c.
Aluminum steps approved.
�-'G`- Ring gasket
iL=�
ECCENTRIC
WATERTIGHT MANHOLE
Crff OF WATERTIGHT
MANHOLE
7LM 2-,00�
rNiAT, ENGINEERING DEPARTMENT 21051
ENG\SPECS\2105 d
PIONEERengineefing
Civil, FNGINELRS LAND PLANNERS LAND Sk RVEYORS LANDSCAPL ARCHI=S
(651) 681-1914
2422 Enterprise Drive Fax: 681-9488
Mendota Heights, MN 55120 www.pioneereng.com
NOTES -
1. Shape of back of buttress
may yory as long as poured
against firm undisturbed
earth.
2. Dimension Cl.C2,C3 should
be lc
ne enough to make
n qual to or larger
'a
th.9n 45'.e
3. Di.srurich Al,A2,A3 should
be as large as possible
without interfe,log with
M J bolts.
4. e 45' Minimum.
5. Place polyethylene between
concrete & pipe.
be restrained with Megolugs
6. All bends & fittings shall
thrust restraints or equal
0 See n,
BUTTRESS DIMENSIONS
warlowe 31 -
011"
Washer 1/ t.
pIpE
1
45' BEND
,�-
2"o.d.,3/ l.d.
2
SIZE
1
THIS QUADRANT
2
2 req./ bolt
D2
/8' gulvonlzed
R.-
Ramnek
6-
bolt
0, Equal
Or Equal
V-5"
V-5"
2'-l'
ln.kb
Threaded insert
T
THRUST
Is
to accept a
t
V-6"
2'-B*
3/4'jif bolt
3
12"
V-10'
4
4 required
S-4"
V -D'
Manhole cone
U
2'-6'
1-6,
ri
reinforcing
2'-D'
4"
S -D"
TIE DOWN
DETAIL
Neenah R -1755C frame
and cover or equal with
2 concealed pick holes
Manhole Steps. Neenah
R1981J or equal, 16'o.c.
Aluminum steps approved.
�-'G`- Ring gasket
iL=�
ECCENTRIC
WATERTIGHT MANHOLE
Crff OF WATERTIGHT
MANHOLE
7LM 2-,00�
rNiAT, ENGINEERING DEPARTMENT 21051
ENG\SPECS\2105 d
PIONEERengineefing
Civil, FNGINELRS LAND PLANNERS LAND Sk RVEYORS LANDSCAPL ARCHI=S
(651) 681-1914
2422 Enterprise Drive Fax: 681-9488
Mendota Heights, MN 55120 www.pioneereng.com
NOTES -
1. Shape of back of buttress
may yory as long as poured
against firm undisturbed
earth.
2. Dimension Cl.C2,C3 should
be lc
ne enough to make
n qual to or larger
'a
th.9n 45'.e
3. Di.srurich Al,A2,A3 should
be as large as possible
without interfe,log with
M J bolts.
4. e 45' Minimum.
5. Place polyethylene between
concrete & pipe.
be restrained with Megolugs
6. All bends & fittings shall
thrust restraints or equal
0 See n,
PLAN 90' BENDS
BUTTRESS DIMENSIONS
warlowe 31 -
011"
0 -Ski
pIpE
22 1/2' BEND
45' BEND
9Cr BEND/TEE
SIZE
1
THIS QUADRANT
82
D2
DEAD
90 END
BEDDIM MATERIAL
.X�
UNDISTURBED EARIN
6-
SECTION A -A
PLAN 22 1/2' BENDS
V-5"
V-5"
2'-l'
V-6'
a
THRUST
Is
T-1'
V-6"
2'-B*
2'-0'
12"
V-10'
V-1 0'
S-4"
V -D'
4'-9"
2'-6'
1-6,
3'-0'
2'-D'
S-10"
S -D"
6'-2*
S-6*
20*
S-6'
2'-S'
6-6'
S-4"
V-4*
4!-0"
24'
4'-4"
S -O'
6'-10'
S-10'
W -B"
5'-0"
6
14
1 4
32
32
$2661
g'-3*
6'-0'
17'-0' 6'-0*
PLAN 90' BENDS
PLAN 45' BENDS
warlowe 31 -
011"
0 -Ski
CONCRETE SHALL BEV.
7.5'
OOVER
A
IN CONTACT NTH
- .,
6
A
THIS QUADRANT
22-5
OF PIPE
DEAD
90 END
BEDDIM MATERIAL
.X�
UNDISTURBED EARIN
4e
SECTION A -A
PLAN 22 1/2' BENDS
CM OF
45
CONCRETE
4"
2
THRUST
Is
18
BLOCKING
REVISED: 2-0
8
18
1
3
ENGINEERING
DEPARTMENT
F7� 1002
Fl� MAN E,GADN 111\1.1
5
12
26
MINIMUM FEET OF RESTRAINED PIPE REQUIRED
ON EACH SIDE OF BEND FOR DUCTILE IRON PIPE
INCREASE MINIMUM LENGTHS BY THE FOLLOWING
AMOUNTS IF PIPE IS WRAPPED IN POLYETHYLENE.
50% INCREASE ON ALL DEAD ENDS.
20% INCREASE ON ALL BENDS.
THE TABLE WAS DEVELOPED FROM CRITERIA IDENTIFIED IN THE 1992
EDITION OF *THRUST RESTRAINT DESIGN FOR DUCTILE IRON PIPE". AS
PUBUSHED BY THE DUCTILE [RON PIPE RESEARCH ASSOUATION (DIPRA).
THE TABLE ASSUMES COH-GRAN SOIL AND TYPE LAYING CONDITIONS.
REFER TO DIPRA FOR MINIMUM LENGTHS IF DIFFERENT SOIL OR LATING
CONDITIONS ARE ENCOUNTERED,
aff OF RESTRAINED PIPE
REQUIREMENT FOR DIP
MIMM
REVISED: 2-08
ENGINEERING DEPARTMEN7F"': 1011
MANHOLE FRAME AND COVER
-1/1 BARRIER- INNER 1
MANHOLE RING SEAL HDPE OR PRECAST
AS MANUFACTURED CONCRETE ADJUSTING RINGS
BY "STRIKE PRODUCTS*
OR APPROVED LWUAL
PRECAST, BLOCK. OR 27" MASTIC SEAL BETWEEN
BRICK MANHOLE CONE FRAME AND STRUCTURE
CORBEL
NFI-SHIELD EXTERNAL SEALS
A
n T BARREL AND CONE
SECTION JOINTS ON
SANITARY APPLICATIONS OR
APPROVED EQUAL AS
REQUIRED BY THE ENGINEER.
NOTES -
1. TRIM TOP OF SEAL TO I" ABOVE TOP OF RINGS.
CASTING SHOULD NOT REST ON SEAL,
2 ' PLACE "MASTIC" ON TOP OF CONE SECTION AND BENEATH SEAL
3 NOT TO BE USED WIEN THERE ARE MORE THAN 5 RINGS OR NO RINGS.
4. CONTRACTOR SHALL INSTALL THE SEALS, THEN CONTACT THE CITY
UTILITY SUPERINTENDENT FOR INSPECTION AT (952) 227-1300.
Cfff of I & I
caw= BARRIER
RPASED: 1-10 I�KTU NO,
ENGINEERING DEPARTMENT 2109
MUr NAME Q\MG\�M\009
0 W
1" CORPORATION STOP ao
1;0�
PLUGGED ENDJj
WATER
AFTER MEETING TEST REQUIREMENTS
THE AIR BLEED LINE SHALL BE
DISCONNECTED AT THE PLUG WTH
NO ADDITIONAL COMPENSATION.
AIR
CM OF BLEED
Maw DETAIL
__�E�2-08
RiVISE�. 2-08 ENGIN G DEPARTMENT 1003
EERIN
fi� \WECS\1OOa
CL PL
7.0'
COVER
VARIABLE
UDS STAMPED SANITARY SEVER OR
7.5'
OOVER
STORM SEWER AS APPROPRIATE VVITH TWO
9. POSTS
0.
COVER
4
PIPE
SIZE
22-5
45
DEAD
90 END
22.5
4e
a.
DEAD
END
22.5
45
'AD
DEAD
90 END
4"
2
3
Is
18
2 -
3
8
18
1
3
8
8
17
1 7
6.
2
5
12
26
2
5
11
25
2
4
11
1 1
25
25
P4
3
6
15
34
3
6
15
33
3
6
14
1 4
32
32
$2661
12"
4
9
22
50
4
9
21
48
4
8
20
46
16-
6
12
29
65 1
5
11
27
63
5
11
r
20-
7
15
35
80
7
14
34
77
6
13
32
75
24-
8
17
41
95
8
16
40
92
8
16
38
89
30_
10
21
50
117
10
20
48
113
9
19
, 46
109
L36
_12
i
Gasket Installed Between
1
E23
57
1�2
1;
g?
T 29
2]
42 .
_T3
2�8
i5�9
111N 1
3
27
65
1531
1
261
61
g
4 8
148
48.
T5
Flow Control
z 00
2
4
30
72
!9,p<
0,0
F,- 4P
12
09-
�,4n
a
67
167
THE TABLE WAS DEVELOPED FROM CRITERIA IDENTIFIED IN THE 1992
EDITION OF *THRUST RESTRAINT DESIGN FOR DUCTILE IRON PIPE". AS
PUBUSHED BY THE DUCTILE [RON PIPE RESEARCH ASSOUATION (DIPRA).
THE TABLE ASSUMES COH-GRAN SOIL AND TYPE LAYING CONDITIONS.
REFER TO DIPRA FOR MINIMUM LENGTHS IF DIFFERENT SOIL OR LATING
CONDITIONS ARE ENCOUNTERED,
aff OF RESTRAINED PIPE
REQUIREMENT FOR DIP
MIMM
REVISED: 2-08
ENGINEERING DEPARTMEN7F"': 1011
MANHOLE FRAME AND COVER
-1/1 BARRIER- INNER 1
MANHOLE RING SEAL HDPE OR PRECAST
AS MANUFACTURED CONCRETE ADJUSTING RINGS
BY "STRIKE PRODUCTS*
OR APPROVED LWUAL
PRECAST, BLOCK. OR 27" MASTIC SEAL BETWEEN
BRICK MANHOLE CONE FRAME AND STRUCTURE
CORBEL
NFI-SHIELD EXTERNAL SEALS
A
n T BARREL AND CONE
SECTION JOINTS ON
SANITARY APPLICATIONS OR
APPROVED EQUAL AS
REQUIRED BY THE ENGINEER.
NOTES -
1. TRIM TOP OF SEAL TO I" ABOVE TOP OF RINGS.
CASTING SHOULD NOT REST ON SEAL,
2 ' PLACE "MASTIC" ON TOP OF CONE SECTION AND BENEATH SEAL
3 NOT TO BE USED WIEN THERE ARE MORE THAN 5 RINGS OR NO RINGS.
4. CONTRACTOR SHALL INSTALL THE SEALS, THEN CONTACT THE CITY
UTILITY SUPERINTENDENT FOR INSPECTION AT (952) 227-1300.
Cfff of I & I
caw= BARRIER
RPASED: 1-10 I�KTU NO,
ENGINEERING DEPARTMENT 2109
MUr NAME Q\MG\�M\009
0 W
1" CORPORATION STOP ao
1;0�
PLUGGED ENDJj
WATER
AFTER MEETING TEST REQUIREMENTS
THE AIR BLEED LINE SHALL BE
DISCONNECTED AT THE PLUG WTH
NO ADDITIONAL COMPENSATION.
AIR
CM OF BLEED
Maw DETAIL
__�E�2-08
RiVISE�. 2-08 ENGIN G DEPARTMENT 1003
EERIN
fi� \WECS\1OOa
CASTING SHALL BE NEENAHI R-1642 OR
CL PL
309 AND SHALL INCL DE SELF SEALING VARIES
VARIABLE
UDS STAMPED SANITARY SEVER OR
FENCE
STORM SEWER AS APPROPRIATE VVITH TWO
9. POSTS
ar
4
z
WYE PLUGGED E
<
on
1/8 BEND
2" MIN. RISE OR
6" PVC SDR -26 PIPE MIN. SLOPE 1/4� PER FOOT
f .
CMOF
HDPE OR
Dia
2"X2" MARKER
SEE NOTE 2.
1/2 PIPE DIAMETER MIN.
IN GOOD SOILS
SANITARY SEWER
RCP & DIP
GRAVITY MAIN
(1-2* RING VATH
1p' Na: 2202
SANITARY SEWER SERVICE CONNECTION DETAIL
Al)Jk
ADJUSTING RINGS
RINGS SHALL BE SET ON ASS
IBS
SERVICES TO HE USED IN CONJUNCTION VATH PLASTIC-FIED-SEWEIF-
SEALANT OR APPROVED EQUAL.
TUAL
MAINS FOR DEPTH OF COVER 16 FEET OR LESS.
6" THICK CONCRETE
6
NOTES
1.
SOLVENT WELD ALL JOINTS. (NON GASKETED)
2.
WHEN SANITARY SEWER SERVICE IS NOT ACCOMPANIED BY A WATER SOVICE IN
Grade
Grade
THE SAME TRENCH, INSTALL A 6' HEAVY METAL FENCE POST NEXT TO 2 X 2
BIT. WEAR COURSE ADJ.
MARKER AND PAINT TOP 6' OF POST FLORESCENT GREEN.
3.
CLEANOUT REQUIRED ON PRIVATE PROPERTY IF DISTANCE FROM MAIN TO H(XjSi:
P4
EXCEEDS 90 FEET.
4.
ALL PIPE SHALL BE BEDDED ON GRANULAR BORROW 314A OR COURSE FILTER
2
AGGREGATE (3149H).
gr. B
de xx
grade. Box to be set to
aff OF
1p 1�
z
0
0
TYPICAL SANITARY
Raw
SEWER SERVICE
FfliVlS�. 3-M
1 ENGINEERING DEPARTMENT
2001
FUE �EG:%ENGMECS\2001
- 7-7-1
CASTING SHALL BE NEENAHI R-1642 OR
25"-.5'
309 AND SHALL INCL DE SELF SEALING VARIES
Proctor Density
UDS STAMPED SANITARY SEVER OR
1.5" BIT. WEAR
STORM SEWER AS APPROPRIATE VVITH TWO
Shaped
CONCEALED PICK HOLES
2" SIT BASE
NEEHNAH-1979-0207 WITH
detail plate 2201.
OR BINDER
MIN. (2-2') ADJ. RINGS AND
2" MIN. RISE OR
3. The Bottom of the Trench Shall be Shaped to Fit the Pipe Barret for at
f .
CMOF
HDPE OR
Dia
APPROVED EQUAL
IN GOOD SOILS
CRUIEW
RCP & DIP
PRECAST CONCRETE
REI
(1-2* RING VATH
1p' Na: 2202
V
Al)Jk
ADJUSTING RINGS
RINGS SHALL BE SET ON ASS
IBS
MORTOR - 0.2')
SEALANT OR APPROVED EQUAL.
TUAL
ADJUSTING RINGS
6" THICK CONCRETE
6
1&1 BARRIER
27"
C(X
COLLAR
SEE DEATAIL 2109
Grade
Grade
NOTE: 2 -PIECE COVER RISER RINGS ARE NOT ALLOWED.
BIT. WEAR COURSE ADJ.
DETAIL
CASTING SHALL BE NEENAHI R-1642 OR
ter .1, ""' To
309 AND SHALL INCL DE SELF SEALING VARIES
Proctor Density
UDS STAMPED SANITARY SEVER OR
STORM SEWER AS APPROPRIATE VVITH TWO
Shaped
CONCEALED PICK HOLES
I BIT. BASE
in the pipe zone, pipe bedding and bockfill shall be used as shown or
detail plate 2201.
OR BINDER
MIN. (2-2') ADJ. RINGS AND
be accordance with MNDOT 3149.2H course filter aggregate.
3. The Bottom of the Trench Shall be Shaped to Fit the Pipe Barret for at
f .
CMOF
MAX. (3-4 ) ADJ. RINGS
I
IN GOOD SOILS
CRUIEW
RCP & DIP
HDPE OR
(1-2* RING VATH
1p' Na: 2202
na N!AhILQ�G\SPE72202�
re F,
If The Distance From
If The D h cef
PRECAST CONCRE TE
MORTOR - 0.2')
The Top Nut Of The Valve To
The Top No Of ,
ADJUSTING RINGS
I&I BARRER 27'
6" THICK CONCRETE
SEE DEATAIL 21D9
Grade
Grade
COLLAR
BIT. BASE OR BINDER COURSE ADJ.
DETAIL
NOTES: TO 1/2-
1. PRECAST CONCRETE ADJUSTING RINGS SHALL BE BEDDED NTH 1/4
MORTAR.
2. HDPE ADJUSTING RINGS SHALL BE BEDDED VATH SEALANT MANUFACTURED
BY LADTECH INC. OR APPROVED EQUAL.
Mop MANHOLE CASTING AND
ADJUSTING DETAIL
.1-10
ED.- ENGINEERING DEPARTMENT I' Na: 2110
L
CL
PIL
VARIES 9.
metal
Fence Post
ao
-
Bend as Needed 'u
1-1 PY2�Z2
(X1,YI,Z1) (X2.
T o :Xo,yo.OZ Min. Slope 1/4*/Ft.
Limits of Excavation 2"x2* Marker
Ew PVC SDR -26 wye & service line.
Tamped Fill
Te. ar Wye and 45* hand
I C.Y. Concrete Encasement
Sanitary Sewer
NOTES -
1. Solvent Weld all Joints. (Non Gasketed)
2. When Sanitary Sewer Service is not Accompanied by a Water Service in
the Same Trench, Install a 6' Heavy Metal Fence Post Next to 2 x 2
Marker and Paint Top 6' of Post florescent Green.
3. The Use of Bends Shall be Restricted to the Two Shown on This Detail.
4. Cleanout Required on Private Property if Distance from Main to House
Exceeds 90 Feet.
5. (Xx,Yy.Zz)Coordinates of service line at any & all bends at ROW (in Carver
County Coordinates).
aff OF SANITARY SERVICE RISER
(GREATER THAN 16' DEEP)
* MEW
REAMM 2 -OB
ENGINEERING DEPARTMENT 2002
TIM �E:G.\�G\SPECS\2002
Use NINDOT 3149.2A -
Granular Borrow
V R s
Use MNDOT 3149..
Course Filter Ag
(Pipe Foundation
Material if
Keautredi
The bottom of the loench shall be
=eal50% of the ou side diameter
to fit the pife barrel fair at
Pipe Dia. x 0.5 Min.
*Diu' Denotes outside
diameter of pipe
NOTES -
1. When existing soil conditions are not acceptable for bockfill and/or compaction
In the pipe zone, pipe bedding and backfill shall be used as shown above.
2. A soils engineer will be required to determine the depth of the pipe
furcl.ti.� embedment material if needed. Pipe foundation material shall
be accordance with MNDOT 3149.214 course filter aggregate.
001 PIPE BEDDING
MR= I IN POOR SOILS
R�ISED 2-1�� ENG _7
INEERING DEPARTMENT 2201
RU NAh1E;G
Street
PIL
Variable
9'
6' Metal fence post
denoting curb box.
Top 6* painted blue.
Curb box with 1 1/4"
stwdpipe and stationary rod
Water Service
C tion Cc ��i Type 'K" Copper
1 XI orpora
, �'
crate Black Support
Can-
t I
a er an
NOTES:
1. Do not plug and of curb stop.
2. Add 6" crimped pigtail to curb stop.
3. The copper service line between the mair. and curb box
shell be one ontinous piece of piping, splices will not be permitted
4. Corporation cock to be 1" x 1' inside diametin,
5 Saddles required on 6" DIP or smaller mohns.
6' Saddles when required shall be Found
sYVeCF202 double strop.
7* Staini... t.d Oddles required an al watermain.
TYPICAL
amm WATER
SERVICE
Refism. �09
ENGINEERING DEPARTMENT
I
nIX NAM GAENG\SI`EC5\1OO5
Mpnhole Costing and Adjusting
Ring (See Plate 2110)
Provide W Barrier on all sanitary
..war manhole(.ee plate 2109)
Manhole steps shall be
Neenah R -1981J, 16" on center.
Steps Shall be an Downstream
Side Unless Pipe Diameter is
All joints In manhole to no" "O'ring
4 �;
1_�_ rubber gaskets. Infli-shied externol
seals as required by the Engineer.
A Maximum of 2 Short Manhole
4--a- Risers to be Used Directly
Below Cone Section
54--C'
Pipe shall be cut out flush
ith nside face of wall.
I
5"
T //,�Iwori-n-sea requre
SECTION VIEW
Mi�brum thickness of precast base is
6w for 14' deep or less, and increases
1' in thi.kn.s. far every 4' of depth
greater than 14'.
Precast Inverts Must be 1/2 of
Pipe Dicurneter and Berches
Sloped 2' Toward the Invert
NCITE-
1. Kor-n-seal manhole or equal considered acceptable alternate.
2. All dog houses shall be grouted o., inside and outside�
3. When the manhole or catch trasin t,,octure is constructed
Outside the traveled roadway a witness post and sign (MH)
shall be installed next to the manhole -
CM Of STANDARD
MANHOLE
0 CHI=
REVISED: 4-09 FNrINEERING DEPARTMENT �TIE NO.: 2101
FILE Niihir G.
\MG\SPECS\2101
Nompacle&Normal Fill
ter .1, ""' To
95% of the S �d.rd
M
Proctor Density
7.5' Minimum cover required
Tyle,
Shaped
Natural Ground
NOTES -
1. When existing soll conditions are not acceptable for backfdl and/or cx7pactlorr
in the pipe zone, pipe bedding and bockfill shall be used as shown or
detail plate 2201.
2. A soils engineer will be required to determine the depth of the pipe
4
be accordance with MNDOT 3149.2H course filter aggregate.
3. The Bottom of the Trench Shall be Shaped to Fit the Pipe Barret for at
Least 50% of the Outside Dionnets,
CMOF
PIPE BEDDING
I
IN GOOD SOILS
CRUIEW
RCP & DIP
REASE�. 1-1C
u,
1p' Na: 2202
na N!AhILQ�G\SPE72202�
re F,
If The Distance From
If The D h cef
The Top Nut Of The Valve To
The Top No Of ,
The Su'fa.. I. Gr
The Surface Is Greater Than 8'.
Grade
Grade
TOP
P4
FS
U I
I
T�sr
2
26"
gr. B
de xx
grade. Box to be set to
F
a.
1p 1�
z
0
6
26"
2
Bibby -Ste -Croix
- <
ININ F
Z'
0
a
0
u,
.1 us
re 0
3:
Of
F,
Z a,
0
Mcel an .
Moeller No. H-10357
EXTENSION
?5-J
- ffi<
0
Ilibby-Sle-Croix 11-5001
TV,
No, 511
14"
3e
0
No. 59
is"
3 piece, 5 1/4' shaft. zsl�.
No. 60
0
G box, 7'-6 extended,
Mueller
Q.
14"
.0
M
a
ME
d
u
Bibby-Ste-Groix
R.W,v
mz? I R
57
9
Gate Valve Adapter: 1/4*
wrl
S -L
0 iqw<m<
Steel With Protective
E
V8522
No. 59
20'
21
Coating, 1/2" Rubber
VB523
0
i
Gasket Installed Between
_WV
The Gate Valve And
0
F
BOTTOM
Gate Volve Adapter.
Tyler
No. 6860
65"
Mueller
,
-ri
<
Mueller or American
n
co
511
00W
6z "uJ
Flow Control
z 00
2
ff a.
- <
M
is W
is
!9,p<
0,0
F,- 4P
12
09-
�,4n
a
. W
<
Z
< ,
, r'i 'i
an..z
�H - In<
. W
Conforming
-515-80 Standards
..BE
%.b
Z8
<
05 V-
.-'
5?0
_P1
-Z LZ
'o
09
-
0 z
� F
0�q�
la-zie
E
c
6 0.0
�5 <
z � I
I
z ou uu
< in
5ii <.
in 4xio
Q D
a-
A
re I !t
is :1
35 W
W_�rri
0
W
.<n,
cm OF
TYPICAL
HYDRANT
MURM
INSTALLATION
PARINI
PLATE NO.:
I
1004
CL
PIL
VARIES 9.
metal
Fence Post
ao
-
Bend as Needed 'u
1-1 PY2�Z2
(X1,YI,Z1) (X2.
T o :Xo,yo.OZ Min. Slope 1/4*/Ft.
Limits of Excavation 2"x2* Marker
Ew PVC SDR -26 wye & service line.
Tamped Fill
Te. ar Wye and 45* hand
I C.Y. Concrete Encasement
Sanitary Sewer
NOTES -
1. Solvent Weld all Joints. (Non Gasketed)
2. When Sanitary Sewer Service is not Accompanied by a Water Service in
the Same Trench, Install a 6' Heavy Metal Fence Post Next to 2 x 2
Marker and Paint Top 6' of Post florescent Green.
3. The Use of Bends Shall be Restricted to the Two Shown on This Detail.
4. Cleanout Required on Private Property if Distance from Main to House
Exceeds 90 Feet.
5. (Xx,Yy.Zz)Coordinates of service line at any & all bends at ROW (in Carver
County Coordinates).
aff OF SANITARY SERVICE RISER
(GREATER THAN 16' DEEP)
* MEW
REAMM 2 -OB
ENGINEERING DEPARTMENT 2002
TIM �E:G.\�G\SPECS\2002
Use NINDOT 3149.2A -
Granular Borrow
V R s
Use MNDOT 3149..
Course Filter Ag
(Pipe Foundation
Material if
Keautredi
The bottom of the loench shall be
=eal50% of the ou side diameter
to fit the pife barrel fair at
Pipe Dia. x 0.5 Min.
*Diu' Denotes outside
diameter of pipe
NOTES -
1. When existing soil conditions are not acceptable for bockfill and/or compaction
In the pipe zone, pipe bedding and backfill shall be used as shown above.
2. A soils engineer will be required to determine the depth of the pipe
furcl.ti.� embedment material if needed. Pipe foundation material shall
be accordance with MNDOT 3149.214 course filter aggregate.
001 PIPE BEDDING
MR= I IN POOR SOILS
R�ISED 2-1�� ENG _7
INEERING DEPARTMENT 2201
RU NAh1E;G
Street
PIL
Variable
9'
6' Metal fence post
denoting curb box.
Top 6* painted blue.
Curb box with 1 1/4"
stwdpipe and stationary rod
Water Service
C tion Cc ��i Type 'K" Copper
1 XI orpora
, �'
crate Black Support
Can-
t I
a er an
NOTES:
1. Do not plug and of curb stop.
2. Add 6" crimped pigtail to curb stop.
3. The copper service line between the mair. and curb box
shell be one ontinous piece of piping, splices will not be permitted
4. Corporation cock to be 1" x 1' inside diametin,
5 Saddles required on 6" DIP or smaller mohns.
6' Saddles when required shall be Found
sYVeCF202 double strop.
7* Staini... t.d Oddles required an al watermain.
TYPICAL
amm WATER
SERVICE
Refism. �09
ENGINEERING DEPARTMENT
I
nIX NAM GAENG\SI`EC5\1OO5
Mpnhole Costing and Adjusting
Ring (See Plate 2110)
Provide W Barrier on all sanitary
..war manhole(.ee plate 2109)
Manhole steps shall be
Neenah R -1981J, 16" on center.
Steps Shall be an Downstream
Side Unless Pipe Diameter is
All joints In manhole to no" "O'ring
4 �;
1_�_ rubber gaskets. Infli-shied externol
seals as required by the Engineer.
A Maximum of 2 Short Manhole
4--a- Risers to be Used Directly
Below Cone Section
54--C'
Pipe shall be cut out flush
ith nside face of wall.
I
5"
T //,�Iwori-n-sea requre
SECTION VIEW
Mi�brum thickness of precast base is
6w for 14' deep or less, and increases
1' in thi.kn.s. far every 4' of depth
greater than 14'.
Precast Inverts Must be 1/2 of
Pipe Dicurneter and Berches
Sloped 2' Toward the Invert
NCITE-
1. Kor-n-seal manhole or equal considered acceptable alternate.
2. All dog houses shall be grouted o., inside and outside�
3. When the manhole or catch trasin t,,octure is constructed
Outside the traveled roadway a witness post and sign (MH)
shall be installed next to the manhole -
CM Of STANDARD
MANHOLE
0 CHI=
REVISED: 4-09 FNrINEERING DEPARTMENT �TIE NO.: 2101
FILE Niihir G.
\MG\SPECS\2101
Nompacle&Normal Fill
ter .1, ""' To
95% of the S �d.rd
M
Proctor Density
7.5' Minimum cover required
Tyle,
Shaped
Natural Ground
NOTES -
1. When existing soll conditions are not acceptable for backfdl and/or cx7pactlorr
in the pipe zone, pipe bedding and bockfill shall be used as shown or
detail plate 2201.
2. A soils engineer will be required to determine the depth of the pipe
foundation embedment material if needed. Pipe foundation material shull
be accordance with MNDOT 3149.2H course filter aggregate.
3. The Bottom of the Trench Shall be Shaped to Fit the Pipe Barret for at
Least 50% of the Outside Dionnets,
CMOF
PIPE BEDDING
I
IN GOOD SOILS
CRUIEW
RCP & DIP
REASE�. 1-1C
ENGINEERING DEPARTMENT
1p' Na: 2202
na N!AhILQ�G\SPE72202�
FAI
18"X18"W Concrete Block
aff OF TYPICAL GATE VALVE
RIM= AND BOX INSTALLATION
ENGINEERING DEPARTMENT 1006
E-&\ENG\�CS--
FILE NAM -
DROP UD
7.5' Minimum cover required
Tyle,
No- 6850
over top of water main.
PLAN
HORSESHOE
Mueller
NO. H-10361
Bibby -Ste -Croix
No. 13-5160
r'o vu Is'
Provide Valvtr Stem Risers
h In 6 0
To Within 6" Of The Surface
To ; It T
re F,
If The Distance From
If The D h cef
The Top Nut Of The Valve To
The Top No Of ,
The Su'fa.. I. Gr
The Surface Is Greater Than 8'.
Grade
Grade
TOP
Adjust top to 3/4* below
at top
Ad�j 1
I
T�sr
No. 686 0
'0
26"
gr. B
de xx
grade. Box to be set to
Mueller
No. H-10361
1 (336 1
6
26"
'a I
provide 12" of adjustment.
Bibby -Ste -Croix
No. VB502
'Q
-
27"
Ty r 68
Tyler No. 6860
Mcel an .
Moeller No. H-10357
EXTENSION
Ilibby-Sle-Croix 11-5001
TV,
No, 511
14"
Gate value box, screw type,
No. 59
is"
3 piece, 5 1/4' shaft. zsl�.
No. 60
24"
G box, 7'-6 extended,
Mueller
No 58
14"
#6round base
0 :
N 59
20"
Bibby-Ste-Groix
VB520
57
9
Gate Valve Adapter: 1/4*
VB521
No. 58
1 4
14'
Steel With Protective
V8522
No. 59
20'
21
Coating, 1/2" Rubber
VB523
No. 60
26
26*
Gasket Installed Between
The Gate Valve And
BOTTOM
Gate Volve Adapter.
Tyler
No. 6860
65"
Mueller
No. H-10361
65'
Mueller or American
n
Bibby -Ste -Croix
No. V8516
60"
Flow Control
50
C to AWWA
Valve and
Box to b
Conforming
-515-80 Standards
plastic wrapped pere
With All Stainless
section 2.03a
Steel Nut, & Bolts.
FAI
18"X18"W Concrete Block
aff OF TYPICAL GATE VALVE
RIM= AND BOX INSTALLATION
ENGINEERING DEPARTMENT 1006
E-&\ENG\�CS--
FILE NAM -
Cut bar fr. DIP
john aft torlins
steel rep.1, aseve
o� approved equal
bw
Pay wrop
'A'
V -o*
DIP
secti.
son... filled
concrete
tar on .11
(seed
stall:
Z Dia of pipe
79'
P...t B'-1/4 bend
Integral with to. ..Von
SECTION VIEW
�Morffiol. Coating and Adjusting
Ring (Sea Plate 2110)
- ProWd. Ad sonar on .11 sar%itar,
-M.nh.la ese.. Neenah R1981d
or q... on cen er.
N.rrinuen step. .,proved.
lukinh.l. tape sholl be placed
so that offset vertical portion
of a.. I. facing dl.a�.trear,
All JentA In m..he. to how "O",in,
nuabar gaskets. infl-.1hield external
sees .. required by the �,Irwew.
Mo.. of 2 Short Marine. Means to
be Used Directly Mo. Core Section
NOTE.
1. Kor-n-sural manhole or approved
equal.
structure Is constructed outside
2. When the rnorhol. or catch b.en
the traveled roadway a w1txese
past and I,. all be i.A.Ifled!
next to the ..he..
3. P[pe hot be cut flush with
Inside two of wall.
4. An dog houses Mail be grouted
the inside and out.1d.,
5. P�ec.in inver, h..1d be 1/2
Diu. of pipe and benches Wooed
27 toward invent.
6. Proo.irt inviet is nei
7. Horizontal ductile shall be poly
wrapped.
Mlnlne.� thickness of precast base
i9 6" � 14' deep or less. and
ncrease. 1" in Wdu�... for every
4' of depth s.ter than 14' deep
giff Of SANITARY SEWER OUTSIDE
DROP MANHOLE
MUM I P1,ATE NO.
RINSED: 2-011 ENGINEERING DEPARTMENT
TIM 2103
NAIAE:GAVNG�S�CS\210
Clm
B.ckRt11'
. . . . . . . . . . .
12- 4%.+++++++++++ . . . . . . . +
+ ++
+++++++++ +++++++ Embedment
+
6. + + +
... . . . . . .
Foundation
'Bc" Denotes outside
diameter of pipe
NOTES -
1. A soils Engineer will be required to determine the depth of the pipe foundation
embedment material If needed. Pipe foundation material shall be in accordance
with NINDOT 3149.2H course filter aggregate.
2. P.V.C. bedding shall be ININDOT 3149.28 select granular borrow with 100%
passing a 3/4� sleve, and less than 10% passing a NO. 200 sieve.
PIPE BEDDING
FOR P.V.C. PIPE
letVISED- 2-10 NO.;
FILE NAhIE: G: \�G\SPECS\2X21 11 ENGINEERING DEPARTMENT 2203
01-ENG-112289-SHEET-DTLS-UTIL-STR
7
PLAN
HORSESHOE
SECTION
DETAILS
Cut bar fr. DIP
john aft torlins
steel rep.1, aseve
o� approved equal
bw
Pay wrop
'A'
V -o*
DIP
secti.
son... filled
concrete
tar on .11
(seed
stall:
Z Dia of pipe
79'
P...t B'-1/4 bend
Integral with to. ..Von
SECTION VIEW
�Morffiol. Coating and Adjusting
Ring (Sea Plate 2110)
- ProWd. Ad sonar on .11 sar%itar,
-M.nh.la ese.. Neenah R1981d
or q... on cen er.
N.rrinuen step. .,proved.
lukinh.l. tape sholl be placed
so that offset vertical portion
of a.. I. facing dl.a�.trear,
All JentA In m..he. to how "O",in,
nuabar gaskets. infl-.1hield external
sees .. required by the �,Irwew.
Mo.. of 2 Short Marine. Means to
be Used Directly Mo. Core Section
NOTE.
1. Kor-n-sural manhole or approved
equal.
structure Is constructed outside
2. When the rnorhol. or catch b.en
the traveled roadway a w1txese
past and I,. all be i.A.Ifled!
next to the ..he..
3. P[pe hot be cut flush with
Inside two of wall.
4. An dog houses Mail be grouted
the inside and out.1d.,
5. P�ec.in inver, h..1d be 1/2
Diu. of pipe and benches Wooed
27 toward invent.
6. Proo.irt inviet is nei
7. Horizontal ductile shall be poly
wrapped.
Mlnlne.� thickness of precast base
i9 6" � 14' deep or less. and
ncrease. 1" in Wdu�... for every
4' of depth s.ter than 14' deep
giff Of SANITARY SEWER OUTSIDE
DROP MANHOLE
MUM I P1,ATE NO.
RINSED: 2-011 ENGINEERING DEPARTMENT
TIM 2103
NAIAE:GAVNG�S�CS\210
Clm
B.ckRt11'
. . . . . . . . . . .
12- 4%.+++++++++++ . . . . . . . +
+ ++
+++++++++ +++++++ Embedment
+
6. + + +
... . . . . . .
Foundation
'Bc" Denotes outside
diameter of pipe
NOTES -
1. A soils Engineer will be required to determine the depth of the pipe foundation
embedment material If needed. Pipe foundation material shall be in accordance
with NINDOT 3149.2H course filter aggregate.
2. P.V.C. bedding shall be ININDOT 3149.28 select granular borrow with 100%
passing a 3/4� sleve, and less than 10% passing a NO. 200 sieve.
PIPE BEDDING
FOR P.V.C. PIPE
letVISED- 2-10 NO.;
FILE NAhIE: G: \�G\SPECS\2X21 11 ENGINEERING DEPARTMENT 2203
01-ENG-112289-SHEET-DTLS-UTIL-STR
wassim 8, Or
001ARACTOD SAND PROPOSED SEMER
is' WIN.
SEP AIM
3' STYROFOAM
TON TO SPECIFIED ME PIPE LENGTH
VERTIC SENDS WTH MEGA LUGS
AS REQUIRED.
WATERMAIN UNDER STORM SEWER
NOTE
INSUUkTON AND OMPACTED SAND SHAII EXTEND 12' FAST OUTSEXE OF PIPE
INSUILATON Sfi� O� LAP AT JUNTS BY MIN. Ol' 12
WATERMAIN / STORM SEWER
CROSSING
ENGINEERING DEPARTMENTT��_ �2207
RUE NAME ,..\SPECS\22ft4
141.4c.
h�r
Ale Curb & G= to be tronsitioned
type at cate basin.
'^ 16�1 "Ell
CatchMn FraTeV& Grate
Wmt,.-306 - or
A
F.Feltbasin to br deiiinessed 2
below design gu ter ine grade.
A r
.ienqh R -3067 -VB hall be used
a low points-
�u
""es,
oune
,lile Concrete
& ter
2=- "Long
R Each way
ISOMETRIC
WO -79 cale
Top of
Curb
Design gutter line grade
SECTION A -A
No Scale
5' Min. Transition
I x
� 2-#4-60" LONG
Frame & Casting Rabors Each way
off y I CURB
CONSTRUCTION
AT CATCH BASIN
ENGINEERING DEPARTMENT I PiATE NO-: 3106
FIJI:
ENISTING BFUMIOUS SURFACE
SAWCUT ALL BITUMINOUS
EDGES. (TYP.)
2" MINDOT 2350 TYPE LV4 WEAR (B)
TACK COAT
1 216- MINDOT 2350 TYPE LV3 NON -WEAR (B)
12" MIN. CLASS 5. 100% CRUSHED AGGREGATE BASE.
PATCHING NOTES�
1. SAW CUT ALL EDGE$. RDAOVE BITUMINOUS PATCH AREA AND ENOUGH
CLASS 5 MATERIAL TO ACCOMMODATE A 4.5" EirrumiNotis PATCH.
2. MECHANICAL COMPACTION OF GRAVEL BASE REQUIRED PRIOR TO PAVING,
3. CONTRACTOR MAY USE WEAR COURSE MATERIAL IN UEU OF BASE
COURSE MATERIAL
4. USE PLATE COMPACTOR ON EDGES OF BASE COURSE PATCH.
5. ALLOW BASE COURSE TO FULLY COOL BEFORE PLACING WEAR COURSE.
6. ROLL PATCH FROM EDGES TO CENTER. REMOVE OR ADD MATERIAL
DURING ROLLING SO PATCH IS TRUE AND LEVEL WITH SURROUNDING
SURFACES. CONTRACTOR TO STRINGLINE ALL PATCHES PRIOR TO
APPROVAL.
7. ININDOT 2350 -ORDINARY COMPACTION METHOD REQUIRED.
TYPICAL STREET
Miffilm PATCHING BITUMINOUS
0 Im" I
REVISED: 2 1 ENGINEERING DEPARTMENT A
FLL �i16GWECSV520M . I
PIONEERengineefing
CIVIL ENG�ERS LAND PLANNERS LAND SURVEYORS L,UvDSCAJ� ARCMITECTS
(651) 681-1914
2422 Enterprise Drive Fax: 681-9498
Mendota Heights, MN 55120 www.pioneereng.com
Ses City Plate No- 3107 for riprop placement.
FINAL GRADE
............. ....
.............
b TRENCH
IM
3" MINIMUM
RIrID STYROFOAM
SAND FILL INSULATION
VARIES 6
NOTE,
PIPE SHALL BE CENTERED UNDER INSULATION UNLESS OTHERAISE SPECIFIED.
INSULATION SHALL OVERLAP AT SEAMS BY MIN. 12'_
COVER OVER PIPE - WIDTH OF INSULATING BOARD - th
5' 51
6' 3.
CM OF INSULATION
WNM DETAIL
IENGINEERING DEPARTMENT I" No: 2205
SAWCUT ALL -
EDG;��� EXISTING MANHOLE OR
BITUMINOUS GATE VALVE
(TYP )
12- MIN
BFUMIOUS SURFACE
1 T-1/4' ABOVE CASTING
2* MNDOT 2350 TYPE LV4 WEAR (9)
TACK COAT
2%- MNDOT 2350 TYPE LV3 NON-WFAR (B)
PATCHING NOTES'
1. SAW CUT ALL EDGES, REMOVE BITUMINOUS PATCH AREA AND ENOUGH CLASS 5
MATERIAL TO ACCOMMODATE A 4.5" BITUMINOUS PATCH.
2. MECHANICAL COMPACTION OF GRAVEL BASE REQUIRED PRIOR TO PAVING.
3. CONTRACTOR MAY USE WEAR COURSE MATERIAL IN LIEU OF BASE COURSE
MATERIAL
,L USE JUMPING JACK COMPACTOR ON BASE COURSE PATCH.
5. ALLOW BASE COURSE TO FULLY COOL BEFORE PLACING WEAR COURSE.
6. PLACE 1/4' PLYWOOD CIRCLE OVER CASTING TO CONSTRUCT UNIFORM EDGES.
7. ROLL PATCH FROM EDGES TO CENTER. REMOVE OR ADD MATERIAL DURING
ROLLING SO PATCH IS TRUE AND LEVEL WITH SURROUNDING SURFACES.
CONTRACTOR TO STRINGLINE ALL PATCHES PRIOR TO APPROVAL.
a. MINDOT 2350 -ORDINARY COMPACTION METHOD REQUIRED.
my OF TYPICAL STREET PATCHING
AT MANHOLES OR
ENO GATE VALVES (BITUMINOUS)
REMSM 2i16,,,PEcS,,S2. I ENGINEERING DEPARTMENT 1 PUKE NO.: 5202B
Lia NAME.
3. 0.
NOTE-
1- V Grate
2- VB Grate�Sohwonwn shall be
used at .11 als points -
Face of Curb
Direction of Flow
PLAN
Cotchbosin costing
end State Neenah
R3067 -V or equal 'Grate to be 2" below
3' radius curb box. gutter grade.
5" transition curb on each
'side of catchbosin.
Precast concrete or
HOPE adjusting rings. Top of Curb
Vorie.
Minimum of 2-2". 2
maximum of 5-2" Varies
4" x 36
concrete adjusiment 2 J
rings allowed with 1/14' Precast 5' 3' minimum
to 1/2* bad of mortar
b!tween each and a
6 thick concrete collar -3' Grout
an the outside.
6"Min. base
Doghouses shall be
grauted an both the SECTION
inside and Outside.
NOTES -
1. Steps shall be provided in all catch basin/manholes, and storrin sewer manholes.
2. Casting to be totally encased in concrete curb section.
3. No block structures ore allowed -
4. No wood shims are permitted In the adjusting rings.
Gff OF I STORM SEWER CATCH BASIN
Comm 2' X 3' RECTANGULAR
REVISED: 1-10
7- ENGINEERING DEPARTMENT 3101
MUE NAMIE� ENGVSPBCS1,31O1
- ___ - I - - --
Use 2 tie bait fasteners
par joint. Install at
60' from top or bottom
of PIP,.
ISOMETRIC
NTS
NOTES -
1. All Reinforced Concrete Aprons shall be furnished & Installed without Trash Guards
2. All new Reinforced Concrete Aprons on new pipe shall be tied back 3 pipe
lengths back from apron.
3. All new Reinforced Concrete Aprons an existing pipe shall be tied to the first
pipe adjacent to the apron.
Cfff OF FLARED END SECTION
REVISEI 2-10 PUME NO,
ENGI 3108
6' 1 Distance to i variable
4
3"r 1/2"r Top Bituminous Materid
3
t2 ;i.
18, MnOOT B618
lConcrate Curb and Gutterl
6" 1 Distance to variable
RIPRAP
A
Varies
Al
HIGHAOW PT. 6025
DRAIN 50' R DIUS
FOR AGE
1%
R
MAX 4
Concrets Curb and Gutteri
L�__�
A C4
a" Ism
4 B
BN
I
A01%.. Only Private Driveways,
ED
I
26"R
PLAN
12'R 16"
RIPRAP REQUIREMENTS
NTS
N=
PIPE DIA.
RIPRAP REQUIRED
GRANULAR FILTER REQUIRED
12' TO 24�
8 to 12 CY CL.3
UNDER RIP RAP AND 2
27* TO 33"
14 to 20 CY CL.3
LAYERS OF 50OX MIRAn
36' TO 48"
23 to 38 CY GL.3
FABRIC OR EQUAL
54' AND UP
62 CY and up CL.4
17 1/2 10 1/2
(One cubic yard
Is approximately 2.8DO Its)
Concrete Curb and Gutter]
2.'
PRECAST SLAB
I
2'
RIPRAP
1 1/8"r
DESIGN SPECIAL 2
Gronular Filter (MNDOT 3601.213)
6" Shoe ForCZ2d
SECTION A -A
Geotextile Filter Type III
TYPICAL CURB
NTS
AND GUTTER
!REYSED. �10 d
RIPRAP
1""� 5203
Pl_ATE NO, 3103
I
FLE NAMEQ\ENG\SPECS\Z103
CATCH BASIN
SECTION A -A
a
Granular Filtar (MINDOT 3601.2B)
i
No Scale
SECTION 6_6
Geatextile FlIter Type III
ENGINEERING DEPARTMENT
NTS
ILE NAME'&\ENQ\SPEP"__1
m9m
CONCRETE VALLEY GUTTER
REVISED
ENGINEERING DEPARTMENT
I" No 5206
RIP RAP
DETAIL
SAWCUT ALL -
EDG;��� EXISTING MANHOLE OR
BITUMINOUS GATE VALVE
(TYP )
12- MIN
BFUMIOUS SURFACE
1 T-1/4' ABOVE CASTING
2* MNDOT 2350 TYPE LV4 WEAR (9)
TACK COAT
2%- MNDOT 2350 TYPE LV3 NON-WFAR (B)
PATCHING NOTES'
1. SAW CUT ALL EDGES, REMOVE BITUMINOUS PATCH AREA AND ENOUGH CLASS 5
MATERIAL TO ACCOMMODATE A 4.5" BITUMINOUS PATCH.
2. MECHANICAL COMPACTION OF GRAVEL BASE REQUIRED PRIOR TO PAVING.
3. CONTRACTOR MAY USE WEAR COURSE MATERIAL IN LIEU OF BASE COURSE
MATERIAL
,L USE JUMPING JACK COMPACTOR ON BASE COURSE PATCH.
5. ALLOW BASE COURSE TO FULLY COOL BEFORE PLACING WEAR COURSE.
6. PLACE 1/4' PLYWOOD CIRCLE OVER CASTING TO CONSTRUCT UNIFORM EDGES.
7. ROLL PATCH FROM EDGES TO CENTER. REMOVE OR ADD MATERIAL DURING
ROLLING SO PATCH IS TRUE AND LEVEL WITH SURROUNDING SURFACES.
CONTRACTOR TO STRINGLINE ALL PATCHES PRIOR TO APPROVAL.
a. MINDOT 2350 -ORDINARY COMPACTION METHOD REQUIRED.
my OF TYPICAL STREET PATCHING
AT MANHOLES OR
ENO GATE VALVES (BITUMINOUS)
REMSM 2i16,,,PEcS,,S2. I ENGINEERING DEPARTMENT 1 PUKE NO.: 5202B
Lia NAME.
3. 0.
NOTE-
1- V Grate
2- VB Grate�Sohwonwn shall be
used at .11 als points -
Face of Curb
Direction of Flow
PLAN
Cotchbosin costing
end State Neenah
R3067 -V or equal 'Grate to be 2" below
3' radius curb box. gutter grade.
5" transition curb on each
'side of catchbosin.
Precast concrete or
HOPE adjusting rings. Top of Curb
Vorie.
Minimum of 2-2". 2
maximum of 5-2" Varies
4" x 36
concrete adjusiment 2 J
rings allowed with 1/14' Precast 5' 3' minimum
to 1/2* bad of mortar
b!tween each and a
6 thick concrete collar -3' Grout
an the outside.
6"Min. base
Doghouses shall be
grauted an both the SECTION
inside and Outside.
NOTES -
1. Steps shall be provided in all catch basin/manholes, and storrin sewer manholes.
2. Casting to be totally encased in concrete curb section.
3. No block structures ore allowed -
4. No wood shims are permitted In the adjusting rings.
Gff OF I STORM SEWER CATCH BASIN
Comm 2' X 3' RECTANGULAR
REVISED: 1-10
7- ENGINEERING DEPARTMENT 3101
MUE NAMIE� ENGVSPBCS1,31O1
- ___ - I - - --
Use 2 tie bait fasteners
par joint. Install at
60' from top or bottom
of PIP,.
ISOMETRIC
NTS
NOTES -
1. All Reinforced Concrete Aprons shall be furnished & Installed without Trash Guards
2. All new Reinforced Concrete Aprons on new pipe shall be tied back 3 pipe
lengths back from apron.
3. All new Reinforced Concrete Aprons an existing pipe shall be tied to the first
pipe adjacent to the apron.
Cfff OF FLARED END SECTION
REVISEI 2-10 PUME NO,
ENGI 3108
6' 1 Distance to i variable
1/2'r
3"r 1/2"r Top Bituminous Materid
3
t2 ;i.
18, MnOOT B618
lConcrate Curb and Gutterl
6" 1 Distance to variable
1/2"r
1/2"r /-Top Bituminous Material
Varies
11�� Si
HIGHAOW PT. 6025
DRAIN 50' R DIUS
FOR AGE
8612
MAX 4
Concrets Curb and Gutteri
50"PRO
A C4
a" Ism
at
n
2 bends of Ramr.k or equal.
A01%.. Only Private Driveways,
Varies
with
Parking Lots. or Medians.
26"R
'0' ring rubber gaskets.
12'R 16"
Top Bituminous Material
31*
68'R
27DIA RONFORaING TO CONSIST OF
#4 BARS AT 8' O�C. BOTH WAYS
steps, Neenah R1981J or
L
WALU3 TO BE PRECAST SECTION
COm.,AND. 60: RAD_
02
OR CONC. SEWER BLOCK
45.5. RAD.
i L
T,
A sl�z
-NOTE:
_s:o
C. SAM SHAUL BE 6'
J
17 1/2 10 1/2
3'-7'
DA P1sRED IN PI_AcE OR 5"
Concrete Curb and Gutter]
2.'
PRECAST SLAB
I
CATCHBASIN
4 4
1 1/8"r
DESIGN SPECIAL 2
Bituminous
6" Shoe ForCZ2d
CATCH BASIN
TYPICAL CURB
0M
AND GUTTER
!REYSED. �10 d
ENGINEERING DEPARTMENT
1""� 5203
Pl_ATE NO, 3103
I
6" Card. collar � PLAN
24%W slab opening for Neenah
R3D57-V or equal
21liL
1- V Grate shown
2- VB Grates shall be used at all 10.
points,
-Neemah R3067 -V casting and
grate or equal.
Minimum of 2 maximum of 5-2m
concrete adjustment rings with full
beds of mortar.
Precast concrete or
HOPE adjusting rings.
6" precast reinforced concrete slab.
Top of barrel section under top sIcb
to have flat top edge seoled with
2 beads of Ramnek or equal.
All joints in manhole to have
'0' ring rubber gaskets.
Precast concrete section
NOTES:
1. Doghouses Shall be grouted on
both the outside and inside.
2. No block structures are allowed.
Manhole steps. Neerrob R1981J or
equal, 16" o.c., Alumirum Steps
approved.
Minimum slab thickness. 6" far 14'
�_d!Zhth_4' of r.Me thi.kn... I' far
depth greater than 14'.
-�.and reinforce with 6*05" 10/10 mesh.
Grout bottom of marinade to 1/2
diameter at pipe and slope
grout 2' toward invert.
Cff OF I TYPICAL 4' DIAMETER
CATCH BASIN MANHOLE
RDASED:2-10 ENGINEERING DEPARTMENT I pun Me.: 3102
RUE NAME, 1. \EING\SPECS\3102
N.TE1.
1. Gnt. to be made In (2) place.
2. Al metal shall be In.t-dipped-galvantred See Oatafl A -A
SrO O.D.
F 1/4'xl' Flat Staw.
Hals
, -_'n ..' -
0 4' ..�. al, way (4) 1/2- 0-13 UNC
Has Head Stainless
Steel Be% WRh Nuts and Wast,ers
S��turs Requires (2)
S% P1 crate Par D..411 le st" Plate
HWL DFTAII 2S-6
127rnn 19't012
ln1st
NOMS
1. St.nd.d pi, sedan, requires! Air both i.I.t A tl.t up.
2. Is last tln,. ),Inla. Usa ts. Us bot fast... per J.Int,
MI OF I POND OUTLET
MINIM CONTROL STRUCTURE
ENGINEERING DEPARTMENT 3109
FRE NAM \,,E \,r,
TYPC L RESIDENTIAL RADIUS 20'
TYP:CA
AL COLLECTOR RADIUS 30'
height 2'd,.p
10' long transitional height curbing' -4 4' height
7'
T7- T
L MINDOT 8618 CONC. C & G q1IRMOUNTA RIF r,
SECTION A -A
ffff OF I TYPICAL CURB
amm RADIUS
REASED 1-10 ENGINEERING DEPARTM 5204
RU NAME Q WG\SPECS\5� I
@ 2013 Pioneer Engineering
d IN 8 y
(IN.) (K) IAN. I MAX ON-) Ya 1)
12 34 130 ZID 12
SS
15 34 130 230 12
18 34 130 23D I
21 " 140 122D I
24 " 140 Z!0 I
2F " 140 22D 1 3 >
30 54 180 210 12
38 64 100 210 12
OETALA
M FLOW
r JL d 1- 4 d CL
M OUTLIFF "Er
ET
FRONT SIDE
SAFL BAFFLE PANEL TOP VIEN OF SUMP
%' DIA. ANCHOR BOLT GIIATING
7 EMBEDMENT Zr INSIDE DiA.
' w"s
1" A I - STEEL ��INSIEDE DIA.
TUBE FRAME
V NUTW&OCK
WASHER
DETALA OUTUET K r
YS
upstrearn,tr
Technologies VIEW OF SUNIP
This genedia died does, rot eireacepess I* mbft fk and applicability of dw SAM Bdb far M peak
F it is the Ullinvids ISWOMbEty of #0 doW aNk� 10 � thilt dW d@dgn Is In - Wilh
al &Wk" Mass arid MoMons. The SAFIL ftft 15 PdW PWWVG bildhalillegy' Of to U"Wty of
ImNathirdwUnivewellydill nor Upshessm Technologies
approves PW* MdrV. or William de*m
aff OF I SAFL BAFFLE STRUCTURE
STANDARD SUMP MANHOLE WSAFFLE
REVISE13:5-12 ENGINEERING DEPARTMENT PLATE No. 3110
nI_E NAME Q'\ENG\WECS\3110 - I
X
NEE4AH R -Q42 WATE OR
227.02'
P��v`o �au
APPROVED EWAL
CONC. AD&STNG RINGS (2')
an
Varies
MIN. 2
HIGHAOW PT. 6025
DRAIN 50' R DIUS
FOR AGE
2t
MAX 4
?B AND GUTTER�
ld�285*52
50"PRO
MIN_ 1 /4' MORTAR BETWEEN
a" Ism
at
n
2 bends of Ramr.k or equal.
Cou_AA (TYP.)
Varies
MORTAR SHAU_ MEET MsDOT
CIRCUM 45.5' RADIUS=285.8B'/360- 0*
'0' ring rubber gaskets.
SPED 2506.2B.
- 'n
31*
NOTE:
n
27DIA RONFORaING TO CONSIST OF
#4 BARS AT 8' O�C. BOTH WAYS
steps, Neenah R1981J or
I X I
WALU3 TO BE PRECAST SECTION
COm.,AND. 60: RAD_
48' ' RAD.
OR CONC. SEWER BLOCK
45.5. RAD.
i L
PRE -CAST OPENING AS REQUIRED
-NOTE:
_s:o
C. SAM SHAUL BE 6'
J
2. PLUS 6' GRAVEL SHOULDER. (RURAL)
3'-7'
DA P1sRED IN PI_AcE OR 5"
No block structures are allowed.
TYPICAL
PRECAST SLAB
I
CATCHBASIN
(27" DIA.)
ENGINEERING DEPARTMENT
1
DESIGN SPECIAL 2
PiATE NO.:
1 5205
101,
CATCH BASIN
Mao
27" DIAMETER
1
A '% I A
ENGINEERING
DEPARTMENT
Pl_ATE NO, 3103
I
FLE NAMEQ\ENG\SPECS\Z103
@ 2013 Pioneer Engineering
d IN 8 y
(IN.) (K) IAN. I MAX ON-) Ya 1)
12 34 130 ZID 12
SS
15 34 130 230 12
18 34 130 23D I
21 " 140 122D I
24 " 140 Z!0 I
2F " 140 22D 1 3 >
30 54 180 210 12
38 64 100 210 12
OETALA
M FLOW
r JL d 1- 4 d CL
M OUTLIFF "Er
ET
FRONT SIDE
SAFL BAFFLE PANEL TOP VIEN OF SUMP
%' DIA. ANCHOR BOLT GIIATING
7 EMBEDMENT Zr INSIDE DiA.
' w"s
1" A I - STEEL ��INSIEDE DIA.
TUBE FRAME
V NUTW&OCK
WASHER
DETALA OUTUET K r
YS
upstrearn,tr
Technologies VIEW OF SUNIP
This genedia died does, rot eireacepess I* mbft fk and applicability of dw SAM Bdb far M peak
F it is the Ullinvids ISWOMbEty of #0 doW aNk� 10 � thilt dW d@dgn Is In - Wilh
al &Wk" Mass arid MoMons. The SAFIL ftft 15 PdW PWWVG bildhalillegy' Of to U"Wty of
ImNathirdwUnivewellydill nor Upshessm Technologies
approves PW* MdrV. or William de*m
aff OF I SAFL BAFFLE STRUCTURE
STANDARD SUMP MANHOLE WSAFFLE
REVISE13:5-12 ENGINEERING DEPARTMENT PLATE No. 3110
nI_E NAME Q'\ENG\WECS\3110 - I
X
Y
227.02'
HDPE adjusting rings.
6" precast reinforced concrete slob.
an
Varies
HIGHAOW PT. 6025
DRAIN 50' R DIUS
FOR AGE
2t
Top of barrel section below top slab
?B AND GUTTER�
ld�285*52
50"PRO
4
d IN 8 y
(IN.) (K) IAN. I MAX ON-) Ya 1)
12 34 130 ZID 12
SS
15 34 130 230 12
18 34 130 23D I
21 " 140 122D I
24 " 140 Z!0 I
2F " 140 22D 1 3 >
30 54 180 210 12
38 64 100 210 12
OETALA
M FLOW
r JL d 1- 4 d CL
M OUTLIFF "Er
ET
FRONT SIDE
SAFL BAFFLE PANEL TOP VIEN OF SUMP
%' DIA. ANCHOR BOLT GIIATING
7 EMBEDMENT Zr INSIDE DiA.
' w"s
1" A I - STEEL ��INSIEDE DIA.
TUBE FRAME
V NUTW&OCK
WASHER
DETALA OUTUET K r
YS
upstrearn,tr
Technologies VIEW OF SUNIP
This genedia died does, rot eireacepess I* mbft fk and applicability of dw SAM Bdb far M peak
F it is the Ullinvids ISWOMbEty of #0 doW aNk� 10 � thilt dW d@dgn Is In - Wilh
al &Wk" Mass arid MoMons. The SAFIL ftft 15 PdW PWWVG bildhalillegy' Of to U"Wty of
ImNathirdwUnivewellydill nor Upshessm Technologies
approves PW* MdrV. or William de*m
aff OF I SAFL BAFFLE STRUCTURE
STANDARD SUMP MANHOLE WSAFFLE
REVISE13:5-12 ENGINEERING DEPARTMENT PLATE No. 3110
nI_E NAME Q'\ENG\WECS\3110 - I
X
Y
227.02'
HDPE adjusting rings.
6" precast reinforced concrete slob.
an
Varies
HIGHAOW PT. 6025
DRAIN 50' R DIUS
FOR AGE
2t
Top of barrel section below top slab
?B AND GUTTER�
ld�285*52
50"PRO
4
n
E
at
n
2 bends of Ramr.k or equal.
n
Varies
60.25'
CIRCUM 45.5' RADIUS=285.8B'/360- 0*
'0' ring rubber gaskets.
4'-0' Typ.
- 'n
Precast concrete section
STANDARD CUL-DE-SAC
steps, Neenah R1981J or
I X I
Y.
COm.,AND. 60: RAD_
48' ' RAD.
UF
45.5. RAD.
RU....-
40'. RAD.-
-NOTE:
_s:o
T7X1_ DISTANCE FOR STREET WIDTHS ARE MEASURED TO BACK OF CURB.
2. PLUS 6' GRAVEL SHOULDER. (RURAL)
Crff OF
No block structures are allowed.
TYPICAL
CIMUM
I
CUL-DE-SAC
REVISED 1-10
ENGINEERING DEPARTMENT
1
3/4" Slope perifoot
PiATE NO.:
1 5205
FILE NAME,.G:\,ENG\SPECS\5205
24"x36" slab opening for Neenah
3067-V or equal
)TE.
1- V Grate shown
2- VB Grates shall be used at all low
points.
Neenah R3067 -V costing and
li_'Ej grat. or equal -
PLAN
inimum of 2 maximum of 5
6, C Tic. collar a a a me or.
PL CL PL
30' 1 30'
115.5- to Back 1 15.5' to Bock
5 5 to Back
r
Wear Course to be 1/2"
Above Edge of Gutter 4d?,
6 L 1 3.0% 2.0%
a
VINE
'I Seed
1.5 1
1. Drointile
4" Topsoil, Seed 1 1/2"-MNDOT 2MO L 350308
& Mulch or Sod.
Draintile TGck Coat - 2357
I
Surmountable 2"-MNDOT 2350 LVNW3503013
Concrete Curb
12'-Cl.Ss 5 Aggregate Base, 100% Crushed
24" MINDOT 3149.28 Select
Granular Borrow (-See Note 7)
NOTES
1. Minimum Right -of -Way Required - 60'.
2. Maximum street grade 7-0%.
3. Minimum street grade 0.75Z.
4. 4.0' Topsoil placed in disturbed areas.
5. 2 Rolls sod behind curb.
6. The bituminous wearing surface shall be placed the next construction
Season following placement of the bituminous base.
7. A test roll of the prepared subgrade shall be performed by the owner
in the presence of a city inspector. The city has the authority to require
additional subgrade correction based on the tat roll.
B. Draintile shall be placed along both sides of roadway. Sea plate 5232 for
detail..
M10F TYPICAL
RESIDENTIAL
STREET SECTION
REVISEDA-10 ENGINEERING DEPARTMENT ff77 5200
FRE MNME:G;\EwG\SPECS\52OO I
Precast concrete or
0
HDPE adjusting rings.
6" precast reinforced concrete slob.
Varies
2t
Top of barrel section below top slab
E
A
to how flat top edge sealed with
n
E
n
2 bends of Ramr.k or equal.
n
Varies
All joints in manhole to haw
'0' ring rubber gaskets.
4'-0' Typ.
- 'n
Precast concrete section
5
steps, Neenah R1981J or
__�Monhole
equal, 16" o.c-, Aluminum steps
approved.
Tipout Gut
a
Doghouses shall be grouted on both
_s:o
.,'___�Uhe
outside and Inside.
NOTE:
.=a B.
No block structures are allowed.
-
0
Minimum lab thickness, 6" far 14'
36"
d.p'th. Increase thickness l' for
3/4" Slope perifoot
3" up
see 4' of depth greater then 14',
from bottom
and re' force with 6�xE" 10/10 mesh.
I
L
A '% I A
SEC OI\�
;Cdental to opron
'� No drain holes
#4 Reb'ar 0 5" D.C.
CATCH BASIN
SECTION A -A
MANHOLE
No Scale
WITH SUMP
REMSED:1-10
ENGINEERING DEPARTMENT
Pum Me:
3104
ILE NAME'&\ENQ\SPEP"__1
PL CL PL
30' 1 30'
115.5- to Back 1 15.5' to Bock
5 5 to Back
r
Wear Course to be 1/2"
Above Edge of Gutter 4d?,
6 L 1 3.0% 2.0%
a
VINE
'I Seed
1.5 1
1. Drointile
4" Topsoil, Seed 1 1/2"-MNDOT 2MO L 350308
& Mulch or Sod.
Draintile TGck Coat - 2357
I
Surmountable 2"-MNDOT 2350 LVNW3503013
Concrete Curb
12'-Cl.Ss 5 Aggregate Base, 100% Crushed
24" MINDOT 3149.28 Select
Granular Borrow (-See Note 7)
NOTES
1. Minimum Right -of -Way Required - 60'.
2. Maximum street grade 7-0%.
3. Minimum street grade 0.75Z.
4. 4.0' Topsoil placed in disturbed areas.
5. 2 Rolls sod behind curb.
6. The bituminous wearing surface shall be placed the next construction
Season following placement of the bituminous base.
7. A test roll of the prepared subgrade shall be performed by the owner
in the presence of a city inspector. The city has the authority to require
additional subgrade correction based on the tat roll.
B. Draintile shall be placed along both sides of roadway. Sea plate 5232 for
detail..
M10F TYPICAL
RESIDENTIAL
STREET SECTION
REVISEDA-10 ENGINEERING DEPARTMENT ff77 5200
FRE MNME:G;\EwG\SPECS\52OO I
01 -ENG -1 12289-SHEET-DTLS-UTIL-STR
0
9E
Is
2
2t
n
Joint
Expansion Joint
0
Tipout Gut
a
_s:o
�A Waterflow
36"
3/4" Slope perifoot
3" up
T
from bottom
less 5 base
;Cdental to opron
#4 Reb'ar 0 5" D.C.
SECTION A -A
No Scale
NOTES -
1. 1/2" Preforned joint flier material - AASHTO M213.
2. Contraction Joints 8' D.C. in Cross Gutter.
MIOF
I
STREET INTERSECTION
m9m
CONCRETE VALLEY GUTTER
REVISED
ENGINEERING DEPARTMENT
I" No 5206
_.E�
NAME' Cs\'�
01 -ENG -1 12289-SHEET-DTLS-UTIL-STR
10 OVER MOM PA NO CURB & GUTTER
Sy MAX MWEAMY Want INSIDE PROPORTY
I A . is waDiuM
A M. OF Y �US IS
� OF
U. PAMNOff
SAWI UNE � Sx. OF T AU. STREET
PAM AREAS AND
T.
IN
eaces'
socrox MONNESO
W.1 ei.. To ME IIII W . MIALL BE � W. OF X -r
LIM, OF .. IF XF . S fle A.
t11W4_
ce. DMINS's IN xe. .. WE A OF 2-r UFTS I
Imusees WTH e OF QuS 5 OR BASE
. . To . xaxOACct� IMEN RE As. . FOR STREET RFPICEAI
0. .. . . . To ME ...T AAM, US .1 1 V ae
.. x) ME MW AXINT AND Gumai UNE MAeTwa PROFM 0XANAcE
ffl I RESIDENTIAL BITUMINOUS
OF DRIVEWAY ENTRANCES
Cw= WITH AND WITHOUT CURBS
REVISEI 2- ENGINEERING DEPARTMENT PILATE 5209
rn'I�SPIEC5\5209 I I -i
HUB WITH THREADED METAL PLUG
TO BE SET AT FINAL GRADE.
METAL TOP PLUG MADE OF
MATERIAL TO ALLOW LOCATES
I - ------ ----- __
NOTE -
1. SOLVANT WELD ALL JOINTS ON CLEAN OUT. (NON-GASKETED)
2. CLEAN OUTS SHALL BE SPACED AT 300' INTERVALS (MAAMUM)
an OF I SUB -SURFACE
PVC DRAINTILE
IMMM CLEANOUT
REWI 1 0 ENGINEERING DEPARTMENT PLATE NO, 5234
Sidirl'olitk or
C. Cry is
Uns.
6" Min.
Foundation in Sidewalk
or Concrete areas
Preformed Joint Filer Between
Sidewalks or Concrete Areas
and Concrete Foundation
r -Approx. 1/4"
Steel Wire Mesh
Preformed Joint Filler Between
Sidewalks or Concrete Areas 2'
and Concrete Foundation Ground Line
18" Min.
3 In
*�k 2 -
Steel Wire Mesh Longer if Directed by the
Engineer in the Field
Foundation in Shoulder
or Boulevard areas
NOTES,
1. Foundation shall be 6* longsir and Wider than cabinet be. to be installed,
or as specified in Plans r Special Provisions.
2. Anchor rods, nuts, and washers as approved by cabinet manufacturer.
(Number size and length of anchor rods shall be as required by the cabinet
monuf.�Ituny,5
3. per part of foundation shall be beveled or chomfered In a neat manner as
"S.'ected by the Engineer In the field.
4 Conduit (number and size) into foundation shotl be as required in Plans or Special
Provision. Top of conduit shall be threaded and capped after installation
(until signal fugl9b; are Installed) Conduit %hall pyopect 2'-3" above concrete and
Shall be locl A inside tj Cabinet base w ere recited bi, the Engineer,
but shall no, interfere A] any cabinet Supporting memb ra.
5. A 5/8" Dlo. x 15" ground rod shall be installed In the foundation and project
2* -Y obow concrete.
6. A Sidewalk or concrete area shall be on the door side of the cabinet in all cases.
7. Concrete mix 3A32 or equal to be used for foundation and concrete walk.
8. Service enclosure h.11 be orientated away from adjacent street/perking lot lighting.
SERVICE CABINET
affim FOUNDATION
ENGINEERING DEPARTMENT
FILE NAME4G1G\SPECGk5243 . F
P18NEERengineeiing
CMLENGINEEIRS LANDPLANNERS LANDSURVEYORS LANDSCAPEARCHITIECTS
(651) 681-1914
2422 Enterprise Drive Fax: 681-9488
Mendota Heights, MN 55120 www.pioneereng.com
E�M� ip Y�I�N I :!?N.
VARIABLE
HYDRANT
VALVE BOX 6- 61
VARIES 5'-6'
�SEE PLANS�
1/4- PER FT.
SLOPE TO ROADW
CURB
4' CLASS 5 BASE
2. 3. 2.5'
tu
Z
0
CONCRETE SEE NOTES I At 3
NOTES,
1. TYPICAL 6' THICK CONCRETE SIDEWALK.
2. USE 8* THICK FOR COMMERICAL DRIVEWAY CROSSING.
3. JOINT SPACING AT 5' INTERVALS. EXPANSION JOINT SPACING AT 100'
INTERVALS AND WHEN ABUTTING EXISTING CONCRETE OR STRUCTURE.
aff OF I CONCRETE
SIDEWALK
777
ENGINEERING DEPARTMENT 5214
FILE NAME Q\ENG\51PUS\5214 I
CURB & GUTTER
16 ONES P
BACKRU AREA MUTH ROCK
S BELOW
EE
A
DO NOT COMMECT
ba' Mexasynewy w� INSIDE
TO EXISTING MAIN
, � ALLOWS
TUE PIPEJ
2i*[ W, I "I
MAXWD1x%IL0.IX
E
_RAW.
TRENCH
DETAIL
IF A RAIDAMS, 1.
2' -2 -
wmXUM
MIN.
R� 11
ma
t11W4_
ce. DMINS's IN xe. .. WE A OF 2-r UFTS I
Imusees WTH e OF QuS 5 OR BASE
. . To . xaxOACct� IMEN RE As. . FOR STREET RFPICEAI
0. .. . . . To ME ...T AAM, US .1 1 V ae
.. x) ME MW AXINT AND Gumai UNE MAeTwa PROFM 0XANAcE
ffl I RESIDENTIAL BITUMINOUS
OF DRIVEWAY ENTRANCES
Cw= WITH AND WITHOUT CURBS
REVISEI 2- ENGINEERING DEPARTMENT PILATE 5209
rn'I�SPIEC5\5209 I I -i
HUB WITH THREADED METAL PLUG
TO BE SET AT FINAL GRADE.
METAL TOP PLUG MADE OF
MATERIAL TO ALLOW LOCATES
I - ------ ----- __
NOTE -
1. SOLVANT WELD ALL JOINTS ON CLEAN OUT. (NON-GASKETED)
2. CLEAN OUTS SHALL BE SPACED AT 300' INTERVALS (MAAMUM)
an OF I SUB -SURFACE
PVC DRAINTILE
IMMM CLEANOUT
REWI 1 0 ENGINEERING DEPARTMENT PLATE NO, 5234
Sidirl'olitk or
C. Cry is
Uns.
6" Min.
Foundation in Sidewalk
or Concrete areas
Preformed Joint Filer Between
Sidewalks or Concrete Areas
and Concrete Foundation
r -Approx. 1/4"
Steel Wire Mesh
Preformed Joint Filler Between
Sidewalks or Concrete Areas 2'
and Concrete Foundation Ground Line
18" Min.
3 In
*�k 2 -
Steel Wire Mesh Longer if Directed by the
Engineer in the Field
Foundation in Shoulder
or Boulevard areas
NOTES,
1. Foundation shall be 6* longsir and Wider than cabinet be. to be installed,
or as specified in Plans r Special Provisions.
2. Anchor rods, nuts, and washers as approved by cabinet manufacturer.
(Number size and length of anchor rods shall be as required by the cabinet
monuf.�Ituny,5
3. per part of foundation shall be beveled or chomfered In a neat manner as
"S.'ected by the Engineer In the field.
4 Conduit (number and size) into foundation shotl be as required in Plans or Special
Provision. Top of conduit shall be threaded and capped after installation
(until signal fugl9b; are Installed) Conduit %hall pyopect 2'-3" above concrete and
Shall be locl A inside tj Cabinet base w ere recited bi, the Engineer,
but shall no, interfere A] any cabinet Supporting memb ra.
5. A 5/8" Dlo. x 15" ground rod shall be installed In the foundation and project
2* -Y obow concrete.
6. A Sidewalk or concrete area shall be on the door side of the cabinet in all cases.
7. Concrete mix 3A32 or equal to be used for foundation and concrete walk.
8. Service enclosure h.11 be orientated away from adjacent street/perking lot lighting.
SERVICE CABINET
affim FOUNDATION
ENGINEERING DEPARTMENT
FILE NAME4G1G\SPECGk5243 . F
P18NEERengineeiing
CMLENGINEEIRS LANDPLANNERS LANDSURVEYORS LANDSCAPEARCHITIECTS
(651) 681-1914
2422 Enterprise Drive Fax: 681-9488
Mendota Heights, MN 55120 www.pioneereng.com
E�M� ip Y�I�N I :!?N.
VARIABLE
HYDRANT
VALVE BOX 6- 61
VARIES 5'-6'
�SEE PLANS�
1/4- PER FT.
SLOPE TO ROADW
CURB
4' CLASS 5 BASE
2. 3. 2.5'
tu
Z
0
CONCRETE SEE NOTES I At 3
NOTES,
1. TYPICAL 6' THICK CONCRETE SIDEWALK.
2. USE 8* THICK FOR COMMERICAL DRIVEWAY CROSSING.
3. JOINT SPACING AT 5' INTERVALS. EXPANSION JOINT SPACING AT 100'
INTERVALS AND WHEN ABUTTING EXISTING CONCRETE OR STRUCTURE.
aff OF I CONCRETE
SIDEWALK
777
ENGINEERING DEPARTMENT 5214
FILE NAME Q\ENG\51PUS\5214 I
Treated
Wood Po ts
4':,Ot� x 8 ?-o
No. 2 Grade
Lumber or better
The barricade board face surfaces shall be fully reffectorized in
alternate silver-whIte and red striping, using a reflective sheeting
conforming to the requirements of MrDot Spec. 3352.2A2a, Standard No. 1.
Prior to installing the reflective sheeting, the barricade boards shall be
given a complete coating of White Wood Primer point conforming to
MnDot spexc 3513, followed by a second coot of white point conforming to
MnDot Spec. 3531 applied only to the surfaces not covered with reflective
sheeting.
The barricade boards shall be completely pointed and reflectorized
sheeting applied before being Installed an the posts.
The barricade shall be placed 10'-0" from end of bituminous road. barricades
to be centered on the roadway, to be facing traflc flow.
Barricades to be Installed in accordance with the Minnesota Manual on
Uniform Trafic Control Devices.
M1 Of TYPICAL
CHUM BARRICADE
REVISED: 1-10 ENGINEERING DEPARTMENT I PLATE NO.: 5244
FILE RAIMI C\SPECS\5244 I
S. -A, 1 4- 0'
3
�_/Fy OR
OB
SECTION FA -A
0.08 FLQSlUOPE OF FLARED SIDE.
ON
EASTING ONEGIONS DO NOT PERIMI 5' 4'
U� 70,G=- 0.08 FT.MMU
S' Y e MIN. 6- 3-
a' r
9'
1 Or
ELEVATION OF RAMP 1V 9,
1/2 INCH PREPORMED JOINT RULER MATERIAL. AASHTO M 213.
WHEN A MEDIAN IS NOT WDE ENOUGH FOR TWO PEDESTRIM RAMPS AND A 4B' UNDING BETWEEN
THEM. ME PUESTHAN CROSSING SHAL- OF CUT THROUGH ME MEDIAN AT STREET LEWIL.
6- TO W 15 ME REQUIRED OFFSET OF ME TRUNCATED DOME AREA FROM ME FRONT FACE OF
CURB
ADA REQUIRED TRUNCATED CAME AREA SHAU. BE 2' a- MIN. N DIRECTION OF TRAW- AND SHAU
EXIIEND ME WILL WNDM 14- 0- TYP.) OF ME CURB RAMP. THIS 2- 0' BY 4' 0" MGM r)
TRUNCATED DOME AREA SHAUL CONTRAST VISUALLY WITH T;E ADJACENT WAL-KING SURIF CE. ME
ENTIRE TRUNCATED DOME AREA �AUL BE A UGHT COLOR (GRAY) MEN ME ADMICENT
SIDEWALK Is A DARK COL.M. ME ENTIRE TRUNCATED COME AREA SHA� BE A DARK COLM!
(MAY) WHEN ME ADJACENT SIDEWAULK IS A -WHITTE' OR UGHT MAY CEMENT COLOR.
SURFACE APPUED TRUNCAM DOMES OR STMPED CONCRETE WILL NOT BE AUDWED.
TRUNCATED DOME AREA SHALL BE NEENAH DIETECTABLE WARNING PLATE R4984 MAT MUM ME
CURRENT MNOOT STANDARDS FOR DETECTABUE WARNING SYSTEMS.
PEDESTRIAN
MEW CURB RAMP
REVISED: 1-10 ENGINEERING DEPARTMENT I" "a.: 5215
RILE NAME �\ENG\SPECS\5215 I
CURB DETAIL
4'-0" 1
BACKRU AREA MUTH ROCK
S BELOW
EE
A
DO NOT COMMECT
(Carriage, Hex- or Sq.)
TO EXISTING MAIN
7-1/2�
TUE PIPEJ
EXISTING DM
RAN TH-E.
E
TRENCH AND PIPE
TRENCH
DETAIL
TRENCH DETAIL
2' -2 -
ROCK TO WRAPED
MIN.
(XXO:t . e:t . a,
IN CEO FABRIC
. . .
2' TO I'
TOPSOL COWR---
MINIMUM 1.0,
APPROX.
�D rualx� SERIES �Se OR bxM_
2'-S'
0
staticturbe Auch as building co-nare, wim boxes. manholea, catart bosibis, lbaranh, etc, Tax to bees, PoeMer bdex�
P c
t i:�:wva Ixepl-`='Ih t bV,=
g XIn.
ON PIPE
i, WASHED
2" MINIMUM
Pcv
ROCK
SPACING
(D
S ..A_ .. uia�
4* FLEXIBLE
Ow
U4
4' M11N.11
PLASTIC PIPE
DIA. PIPE
7tPIPE
-
2' 4�
2'
IM
nflXXT Fum
PUMP CONNECTION
STREET
GRADE -5.
DETAIL
10. BASEPUTE IS PERMANETfl_Y STMAPED WITH
TYPICAL SUMP PUMP
MANUFACTURER'S MONTI -ABC IN 1/2' LETTERS AND
DRAIN CONNECTION
DAM CODE IN 1/4- LETTERS.
11. HARDWARE SHOULD BE PACCUEED IN EURUP BAG AND
Treated
Wood Po ts
4':,Ot� x 8 ?-o
No. 2 Grade
Lumber or better
The barricade board face surfaces shall be fully reffectorized in
alternate silver-whIte and red striping, using a reflective sheeting
conforming to the requirements of MrDot Spec. 3352.2A2a, Standard No. 1.
Prior to installing the reflective sheeting, the barricade boards shall be
given a complete coating of White Wood Primer point conforming to
MnDot spexc 3513, followed by a second coot of white point conforming to
MnDot Spec. 3531 applied only to the surfaces not covered with reflective
sheeting.
The barricade boards shall be completely pointed and reflectorized
sheeting applied before being Installed an the posts.
The barricade shall be placed 10'-0" from end of bituminous road. barricades
to be centered on the roadway, to be facing traflc flow.
Barricades to be Installed in accordance with the Minnesota Manual on
Uniform Trafic Control Devices.
M1 Of TYPICAL
CHUM BARRICADE
REVISED: 1-10 ENGINEERING DEPARTMENT I PLATE NO.: 5244
FILE RAIMI C\SPECS\5244 I
S. -A, 1 4- 0'
3
�_/Fy OR
OB
SECTION FA -A
0.08 FLQSlUOPE OF FLARED SIDE.
ON
EASTING ONEGIONS DO NOT PERIMI 5' 4'
U� 70,G=- 0.08 FT.MMU
S' Y e MIN. 6- 3-
a' r
9'
1 Or
ELEVATION OF RAMP 1V 9,
1/2 INCH PREPORMED JOINT RULER MATERIAL. AASHTO M 213.
WHEN A MEDIAN IS NOT WDE ENOUGH FOR TWO PEDESTRIM RAMPS AND A 4B' UNDING BETWEEN
THEM. ME PUESTHAN CROSSING SHAL- OF CUT THROUGH ME MEDIAN AT STREET LEWIL.
6- TO W 15 ME REQUIRED OFFSET OF ME TRUNCATED DOME AREA FROM ME FRONT FACE OF
CURB
ADA REQUIRED TRUNCATED CAME AREA SHAU. BE 2' a- MIN. N DIRECTION OF TRAW- AND SHAU
EXIIEND ME WILL WNDM 14- 0- TYP.) OF ME CURB RAMP. THIS 2- 0' BY 4' 0" MGM r)
TRUNCATED DOME AREA SHAUL CONTRAST VISUALLY WITH T;E ADJACENT WAL-KING SURIF CE. ME
ENTIRE TRUNCATED DOME AREA �AUL BE A UGHT COLOR (GRAY) MEN ME ADMICENT
SIDEWALK Is A DARK COL.M. ME ENTIRE TRUNCATED COME AREA SHA� BE A DARK COLM!
(MAY) WHEN ME ADJACENT SIDEWAULK IS A -WHITTE' OR UGHT MAY CEMENT COLOR.
SURFACE APPUED TRUNCAM DOMES OR STMPED CONCRETE WILL NOT BE AUDWED.
TRUNCATED DOME AREA SHALL BE NEENAH DIETECTABLE WARNING PLATE R4984 MAT MUM ME
CURRENT MNOOT STANDARDS FOR DETECTABUE WARNING SYSTEMS.
PEDESTRIAN
MEW CURB RAMP
REVISED: 1-10 ENGINEERING DEPARTMENT I" "a.: 5215
RILE NAME �\ENG\SPECS\5215 I
(D
4'-0" 1
2'-D" 1/2"A5' Golvanized Eaft,
S BELOW
EE
I Won Quit
STREET
(Carriage, Hex- or Sq.)
lif . . -
7-1/2�
IOUND
V-3 1/4'
E
V-3 1/4'
0
DRAIN TILE
. 1 xs;xa, - a'
2' -2 -
7,
MIN.
(XXO:t . e:t . a,
. . . . . . . . . . . . . . . . .
. . .
. . . . . . .
Ex. Ground
MINIMUM 1.0,
APPROX.
�D rualx� SERIES �Se OR bxM_
2'-S'
POSITIVE SLOPE
staticturbe Auch as building co-nare, wim boxes. manholea, catart bosibis, lbaranh, etc, Tax to bees, PoeMer bdex�
Treated
Wood Po ts
4':,Ot� x 8 ?-o
No. 2 Grade
Lumber or better
The barricade board face surfaces shall be fully reffectorized in
alternate silver-whIte and red striping, using a reflective sheeting
conforming to the requirements of MrDot Spec. 3352.2A2a, Standard No. 1.
Prior to installing the reflective sheeting, the barricade boards shall be
given a complete coating of White Wood Primer point conforming to
MnDot spexc 3513, followed by a second coot of white point conforming to
MnDot Spec. 3531 applied only to the surfaces not covered with reflective
sheeting.
The barricade boards shall be completely pointed and reflectorized
sheeting applied before being Installed an the posts.
The barricade shall be placed 10'-0" from end of bituminous road. barricades
to be centered on the roadway, to be facing traflc flow.
Barricades to be Installed in accordance with the Minnesota Manual on
Uniform Trafic Control Devices.
M1 Of TYPICAL
CHUM BARRICADE
REVISED: 1-10 ENGINEERING DEPARTMENT I PLATE NO.: 5244
FILE RAIMI C\SPECS\5244 I
S. -A, 1 4- 0'
3
�_/Fy OR
OB
SECTION FA -A
0.08 FLQSlUOPE OF FLARED SIDE.
ON
EASTING ONEGIONS DO NOT PERIMI 5' 4'
U� 70,G=- 0.08 FT.MMU
S' Y e MIN. 6- 3-
a' r
9'
1 Or
ELEVATION OF RAMP 1V 9,
1/2 INCH PREPORMED JOINT RULER MATERIAL. AASHTO M 213.
WHEN A MEDIAN IS NOT WDE ENOUGH FOR TWO PEDESTRIM RAMPS AND A 4B' UNDING BETWEEN
THEM. ME PUESTHAN CROSSING SHAL- OF CUT THROUGH ME MEDIAN AT STREET LEWIL.
6- TO W 15 ME REQUIRED OFFSET OF ME TRUNCATED DOME AREA FROM ME FRONT FACE OF
CURB
ADA REQUIRED TRUNCATED CAME AREA SHAU. BE 2' a- MIN. N DIRECTION OF TRAW- AND SHAU
EXIIEND ME WILL WNDM 14- 0- TYP.) OF ME CURB RAMP. THIS 2- 0' BY 4' 0" MGM r)
TRUNCATED DOME AREA SHAUL CONTRAST VISUALLY WITH T;E ADJACENT WAL-KING SURIF CE. ME
ENTIRE TRUNCATED DOME AREA �AUL BE A UGHT COLOR (GRAY) MEN ME ADMICENT
SIDEWALK Is A DARK COL.M. ME ENTIRE TRUNCATED COME AREA SHA� BE A DARK COLM!
(MAY) WHEN ME ADJACENT SIDEWAULK IS A -WHITTE' OR UGHT MAY CEMENT COLOR.
SURFACE APPUED TRUNCAM DOMES OR STMPED CONCRETE WILL NOT BE AUDWED.
TRUNCATED DOME AREA SHALL BE NEENAH DIETECTABLE WARNING PLATE R4984 MAT MUM ME
CURRENT MNOOT STANDARDS FOR DETECTABUE WARNING SYSTEMS.
PEDESTRIAN
MEW CURB RAMP
REVISED: 1-10 ENGINEERING DEPARTMENT I" "a.: 5215
RILE NAME �\ENG\SPECS\5215 I
@ 2013 Pioneer Engineering
J J=&*= FW"g
4=U
Xaar, � TM 11111TH IRCIN IFILINGIIIII
10 a%ffwWGHT
131.911111
..... ... .....
an
nom M1NlMUMrCFI,4ANCH (Tre
�WAISHIEDROCK
(1 --it) WAWMMMJ
74le
RMENEVOLUMECIIIIII!1OFFAILAND
WATER
CLUALITY UNION FILING FULTRATION PROVIDES M REMOVAL TP,
clibmencievi
11OF
2.:RON FILINGS MUST MW MIDGED EVENLY IINFTO BAND.
Al ON
��nu� UST
CARVER COUNTY
6' x 24" or 30" or 36" Traffic Sign
�-Double Aluminum Street as Required
Slgn - Both Directions
I
2.51-B. 7' Upper
Galvanized Steed
Sign Past
2 3/8" O.D. (2) 5/16' x OIL
Galvanized Steel d M, Post Bolts - 3
Pipe 12 Guage �j 5 Tomperproof
with W.Sher. IT
Curb
�J
Anchor Plate 3UEL 7' Anchor
P.-f-PrOburn.tically Driven
Typical Street Typical Traffic
Sign Installation Sign lnstGllatio in
1. IT
2- 7Mn
Bolt Post With Sign
to Post In Concrete Past
Expansion Joint Material
6 4 Sid. Full Depth
Typical Sigr Installation
In Concrete Median Anchor Plate Detail
NOTES
1 . For Boulevard Location of Street Signs and for Traffic Signs, Contact Chanhassen
Street Superintendent (952-227-1303).
2. For Material Specifications See Section 4.11 of Standard Street Specs.
3. Traffic Signs with 9 Sq. Ft. or More of Surface Area and 36" or Larger in Size,
Must be Mounted with Two Separate Posts.
4. For PrIWxte Streets, Signs Shall be the Same as Above. Except Lettering to be
White on Blue Background.
MI Of STREET AND
TRAFFIC SIGN
INSTALLATION
ENGINEERING DEPARTMENT I'MARE": 5217
FILE NAMUQ7I1�cG1v, I
(D
Ll
street Name--
S BELOW
EE
=C�r�xeFA �A�7AxM By SP�Ielxa UMIlea be
PAA_ AXWE REQUASMENTS
STREET
Downstream Manhole No. -
lif . . -
Elevatlon at C.L. of Sewer MI
IOUND
Ilia
EXISTING
J SCHARGE
F.eT UDIS
DRAIN TILE
SUMP PUMP DRAINTLE
M..,
z10 vAr FuSAMI
7,
FOUNDA ON WA
(XXO:t . e:t . a,
I- Denotes Sewer Service End 49 -Denotes Water Service End
(SHOW SKETCH WITH TIES HERE)
AT .. ASOF w. . TAPa.
MINIMUM 1.0,
Tied by Date
�D rualx� SERIES �Se OR bxM_
�irk xUr.
POSITIVE SLOPE
staticturbe Auch as building co-nare, wim boxes. manholea, catart bosibis, lbaranh, etc, Tax to bees, PoeMer bdex�
P c
t i:�:wva Ixepl-`='Ih t bV,=
g XIn.
ON PIPE
.'s
2" MINIMUM
Pcv
A. BE Til. e . I I/e . e
SPACING
(D
S ..A_ .. uia�
4* FLEXIBLE
90' BEND
3. STENCIL MIN 1/2 IN. I-ETTERS MANUFACTURER'S NUMBER
PLASTIC PIPE
bF Sesew sb`.� a AMFOS
HOUSE SUMP
nflXXT Fum
PUMP CONNECTION
GRADE -5.
DETAIL
10. BASEPUTE IS PERMANETfl_Y STMAPED WITH
AL M",N, NMMI
MANUFACTURER'S MONTI -ABC IN 1/2' LETTERS AND
TO AAS +/- Y
@ 2013 Pioneer Engineering
J J=&*= FW"g
4=U
Xaar, � TM 11111TH IRCIN IFILINGIIIII
10 a%ffwWGHT
131.911111
..... ... .....
an
nom M1NlMUMrCFI,4ANCH (Tre
�WAISHIEDROCK
(1 --it) WAWMMMJ
74le
RMENEVOLUMECIIIIII!1OFFAILAND
WATER
CLUALITY UNION FILING FULTRATION PROVIDES M REMOVAL TP,
clibmencievi
11OF
2.:RON FILINGS MUST MW MIDGED EVENLY IINFTO BAND.
Al ON
��nu� UST
CARVER COUNTY
6' x 24" or 30" or 36" Traffic Sign
�-Double Aluminum Street as Required
Slgn - Both Directions
I
2.51-B. 7' Upper
Galvanized Steed
Sign Past
2 3/8" O.D. (2) 5/16' x OIL
Galvanized Steel d M, Post Bolts - 3
Pipe 12 Guage �j 5 Tomperproof
with W.Sher. IT
Curb
�J
Anchor Plate 3UEL 7' Anchor
P.-f-PrOburn.tically Driven
Typical Street Typical Traffic
Sign Installation Sign lnstGllatio in
1. IT
2- 7Mn
Bolt Post With Sign
to Post In Concrete Past
Expansion Joint Material
6 4 Sid. Full Depth
Typical Sigr Installation
In Concrete Median Anchor Plate Detail
NOTES
1 . For Boulevard Location of Street Signs and for Traffic Signs, Contact Chanhassen
Street Superintendent (952-227-1303).
2. For Material Specifications See Section 4.11 of Standard Street Specs.
3. Traffic Signs with 9 Sq. Ft. or More of Surface Area and 36" or Larger in Size,
Must be Mounted with Two Separate Posts.
4. For PrIWxte Streets, Signs Shall be the Same as Above. Except Lettering to be
White on Blue Background.
MI Of STREET AND
TRAFFIC SIGN
INSTALLATION
ENGINEERING DEPARTMENT I'MARE": 5217
FILE NAMUQ7I1�cG1v, I
(D
SEOUL WATER OR COMBINATION SERIACE (CIRCUS ON
street Name--
__
=C�r�xeFA �A�7AxM By SP�Ielxa UMIlea be
PAA_ AXWE REQUASMENTS
SEWER'
Downstream Manhole No. -
lif . . -
Elevatlon at C.L. of Sewer MI
Distance from Sewer Main to Clearout-
'Me' p� Kov" abb "T"
Ta� 11 Wase"I `mAXXrM
Length, Size and Type of Service Pipe- ------
Depth at P.L.-
F.eT UDIS
WATER
Downstream Manhole No.
Ste. at P.L. from Downstream Manho1e______,_
M..,
z10 vAr FuSAMI
Depth at P.L. -
Curb Stop Carver Co. Coordinates: X_ Y Z
(XXO:t . e:t . a,
I- Denotes Sewer Service End 49 -Denotes Water Service End
(SHOW SKETCH WITH TIES HERE)
AT .. ASOF w. . TAPa.
Cadeate, F.Xn
Tied by Date
�D rualx� SERIES �Se OR bxM_
�irk xUr.
0
staticturbe Auch as building co-nare, wim boxes. manholea, catart bosibis, lbaranh, etc, Tax to bees, PoeMer bdex�
P c
t i:�:wva Ixepl-`='Ih t bV,=
g XIn.
@
.'s
IM 11
@
A. BE Til. e . I I/e . e
TIE CARD
1
J J=&*= FW"g
4=U
Xaar, � TM 11111TH IRCIN IFILINGIIIII
10 a%ffwWGHT
131.911111
..... ... .....
an
nom M1NlMUMrCFI,4ANCH (Tre
�WAISHIEDROCK
(1 --it) WAWMMMJ
74le
RMENEVOLUMECIIIIII!1OFFAILAND
WATER
CLUALITY UNION FILING FULTRATION PROVIDES M REMOVAL TP,
clibmencievi
11OF
2.:RON FILINGS MUST MW MIDGED EVENLY IINFTO BAND.
Al ON
��nu� UST
CARVER COUNTY
6' x 24" or 30" or 36" Traffic Sign
�-Double Aluminum Street as Required
Slgn - Both Directions
I
2.51-B. 7' Upper
Galvanized Steed
Sign Past
2 3/8" O.D. (2) 5/16' x OIL
Galvanized Steel d M, Post Bolts - 3
Pipe 12 Guage �j 5 Tomperproof
with W.Sher. IT
Curb
�J
Anchor Plate 3UEL 7' Anchor
P.-f-PrOburn.tically Driven
Typical Street Typical Traffic
Sign Installation Sign lnstGllatio in
1. IT
2- 7Mn
Bolt Post With Sign
to Post In Concrete Past
Expansion Joint Material
6 4 Sid. Full Depth
Typical Sigr Installation
In Concrete Median Anchor Plate Detail
NOTES
1 . For Boulevard Location of Street Signs and for Traffic Signs, Contact Chanhassen
Street Superintendent (952-227-1303).
2. For Material Specifications See Section 4.11 of Standard Street Specs.
3. Traffic Signs with 9 Sq. Ft. or More of Surface Area and 36" or Larger in Size,
Must be Mounted with Two Separate Posts.
4. For PrIWxte Streets, Signs Shall be the Same as Above. Except Lettering to be
White on Blue Background.
MI Of STREET AND
TRAFFIC SIGN
INSTALLATION
ENGINEERING DEPARTMENT I'MARE": 5217
FILE NAMUQ7I1�cG1v, I
GENERAL NOTES
.xAb .." xi� .. AL. wes .1 A y ai
M&P. avaup III ... ..
De ... .� .. Mea . avy A . .1. W APA's UAXAANO
... Assue. . . Au. . ANS Weare". AS Actiest.
es . or � own, LAHT . . IS Sue. X`
.... .1. PXoAUb . Me tT BE 1. us .
.Tax IN. To ivyr�. ma . ... xa.
.A. Tee PI w. . Atre. N&I. I
AU. IS FAOMY AMOb SAMAD.
A Me. See. AS .
.1 re, 1. wx -a
me E.1.1 weeba.
ALL USA, wo ONSUMANG "a � Max, Pbu� AND SxBoT cesseem)
IS PUMAD IN ..,
. be ... xl� .1 111. Al Au. y. XxxbXAMa ei�,
AN ORSIATE INK UMIT POLL
PRINCE WMAI Pee elible uXAsD � base
:u. (. . - -.)
M10F I LIGHTING
Cffl= POLE
REYISED; 2-0b ! ENGINEERING DEPARTMENT I PLATE 5240
FILE NAME.G'\E4C\SPECS\5240 I
CITY PROJECT NO.
(D
SEOUL WATER OR COMBINATION SERIACE (CIRCUS ON
street Name--
__
=C�r�xeFA �A�7AxM By SP�Ielxa UMIlea be
PAA_ AXWE REQUASMENTS
SEWER'
Downstream Manhole No. -
lif . . -
Elevatlon at C.L. of Sewer MI
Distance from Sewer Main to Clearout-
'Me' p� Kov" abb "T"
Ta� 11 Wase"I `mAXXrM
Length, Size and Type of Service Pipe- ------
Depth at P.L.-
F.eT UDIS
WATER
Downstream Manhole No.
Ste. at P.L. from Downstream Manho1e______,_
M..,
z10 vAr FuSAMI
Depth at P.L. -
Curb Stop Carver Co. Coordinates: X_ Y Z
(XXO:t . e:t . a,
I- Denotes Sewer Service End 49 -Denotes Water Service End
(SHOW SKETCH WITH TIES HERE)
AT .. ASOF w. . TAPa.
Cadeate, F.Xn
Tied by Date
�D rualx� SERIES �Se OR bxM_
�irk xUr.
0
staticturbe Auch as building co-nare, wim boxes. manholea, catart bosibis, lbaranh, etc, Tax to bees, PoeMer bdex�
P c
t i:�:wva Ixepl-`='Ih t bV,=
g XIn.
@
.'s
IM 11
@
A. BE Til. e . I I/e . e
TIE CARD
1
(D
S ..A_ .. uia�
PILATE NO.: 5221
I
FILE NAMAE47.1 SFECSN5221
3. STENCIL MIN 1/2 IN. I-ETTERS MANUFACTURER'S NUMBER
bF Sesew sb`.� a AMFOS
FuSetue, XPX ex Wai A suasAx � Fee ou�
nflXXT Fum
GENERAL NOTES
.xAb .." xi� .. AL. wes .1 A y ai
M&P. avaup III ... ..
De ... .� .. Mea . avy A . .1. W APA's UAXAANO
... Assue. . . Au. . ANS Weare". AS Actiest.
es . or � own, LAHT . . IS Sue. X`
.... .1. PXoAUb . Me tT BE 1. us .
.Tax IN. To ivyr�. ma . ... xa.
.A. Tee PI w. . Atre. N&I. I
AU. IS FAOMY AMOb SAMAD.
A Me. See. AS .
.1 re, 1. wx -a
me E.1.1 weeba.
ALL USA, wo ONSUMANG "a � Max, Pbu� AND SxBoT cesseem)
IS PUMAD IN ..,
. be ... xl� .1 111. Al Au. y. XxxbXAMa ei�,
AN ORSIATE INK UMIT POLL
PRINCE WMAI Pee elible uXAsD � base
:u. (. . - -.)
M10F I LIGHTING
Cffl= POLE
REYISED; 2-0b ! ENGINEERING DEPARTMENT I PLATE 5240
FILE NAME.G'\E4C\SPECS\5240 I
CITY PROJECT NO.
CITY OF CHANHASSEN
SEOUL WATER OR COMBINATION SERIACE (CIRCUS ON
street Name--
__
Let- Bl.�_ Addition Nami
SEWER'
Downstream Manhole No. -
St.. at P.L from Downstream Manhol.--+--
Elevatlon at C.L. of Sewer MI
Distance from Sewer Main to Clearout-
% of Grade for Service to be installed
Length, Size and Type of Service Pipe- ------
Depth at P.L.-
Distance Sewer Main to Riser Rlaw Height
WATER
Downstream Manhole No.
Ste. at P.L. from Downstream Manho1e______,_
Length, Size and Type of Service Pipe --
Depth at P.L. -
Curb Stop Carver Co. Coordinates: X_ Y Z
[]Check if Sewer Service Riser Installed
I- Denotes Sewer Service End 49 -Denotes Water Service End
(SHOW SKETCH WITH TIES HERE)
BOLT CIRCLE
Cadeate, F.Xn
Tied by Date
I-ocuteri arvi DePth of Sbivi� CwI by
NM
Service Has sell be beer, ties of nat mare um 100'In I.,UI beteaer He po.ta cad evil be Ueel te �orx�t
staticturbe Auch as building co-nare, wim boxes. manholea, catart bosibis, lbaranh, etc, Tax to bees, PoeMer bdex�
P c
t i:�:wva Ixepl-`='Ih t bV,=
g XIn.
1. FINISH. HOT UP GALVANIZE PM ASTIM-AISS (ILAMEST
IM 11
STANDARD SERVICE
Kvivi
TIE CARD
1
REM ED' 1 0
Lee-
1 1 -ERING DEPARTIM ENT
PILATE NO.: 5221
I
FILE NAMAE47.1 SFECSN5221
aff OF I LIGHTING
ASSEMBLY
ROM BASE DETAIL
REVISED: 2-08 ENGINEERING DEPARTMENT 1"': 5241
FILE NAMES ),ENG\SPEZCs\524I I
J..
AGGREGATE BASE
MINDOT SFUFCT GRANULAR BORROW
COURSE FILTER AGGREGATE
ER
_3
MNOOT 31491
12" DEEP
GRADE TO DRAIN
C Y SUB_r
LAY SUB -GRA
4" PERFORATED PIPE
C.
. OTF M , f
NOTCH CLAY SUB -GRADE GEOTEXTILE WRAP (... TYPE
3733, TYPE 1)
FOR PIPE PLACEMENT TRENCH DETAIL
Perforated PVC, or
Dual Wall simoolh
interior corrugated
PE pipe.
o) 6" CONIC.
OLLAR
PIPE DETAIL GROUT
AROUND
PIPE
NOTES -
1. CLEANOUTS REQUIRED AT 300' INTERVALS &
ALL ENDING POINTS.
2. SWING TIES TO BE SHOWN ON AS-BUILTS
FOR ALL ENDING POINTS TO ALL DRAINTILES. 60,
3. OPENINGS IN STRUCTURE FOR DRAINTILE TO
BE FABRICATED OR CORE DRILLED.
4. THIS DETAIL TO BE USED WHEN 2' OR MORE
OF EXISTING SOIL SUB CUT IS NECESSARY.
MI OF 4 SUB -SURFACE
DRAINTILE
RNSED: �09
ENGINEERING DEPARTMENT I'MI 5232
FILE I
26(M.4) /-CAPPED ROOF W/DRIP SHIELD (�SIDES) 14(355.6)
PHOTOO-ECTRIC CONTROL DEACE
AREA UGHIMG RESEARCH #SST_IES
TWISTI-OCK RECEPTACLE, 3-11RMINAL
IOOOW. 240VAC (MAX)
-PHOTOCELL INAL BLOCK
-DONTROL POWER TEST SWITCH, 2-POSITON
'AUTOr-'TESr. AUVI-SRADLEY TYPE 'MOT'
OlLnGHT JMOI
-METER SOCKET, 20OMP
-DOUBLE PADLOCK PROVISION
OF CIRCUIT BREAKER, 2DA/IP
-SJRGE SUPPRESSOR, SQUARE -D JSDSA1175(r-
-CONTROL PO R TEST BREAKER. SAMP/1P
SOMENS TYPE 'Bar
DEAD FRONT
P/'
2-60A/2P SIEMENS
L
CONTACTOR 2-60AMP/2P W/1210VAC 001L.
AU_EN-MADUEY TYPE 'IEC', OR EQUAL
DUPLEX OF RECEPTACLE. 20A,
IRON BASE FRAME WIM OPEN BOTTOM
FRONT ELEVATION
TERIOR DEVICE NITG. PANEL AND CONTINUOUSLY
BOTTOM HINGED DEADFRONT
ANCLE RON BASE FRAME (3/16- X 2- X 2-)
CONSTRUCTION NOI
1. SERVICE CABINET SHALL BE FABRICATED FROM 2 GAUGE
�A� FORMED AND WODED LVANIZED STUL FIN OUTDODIR
1(25.4) DIA. MTG. HOUE (4)
INCED
GASKETED DOOR SECURED
TO EXCEED 3/32- BELOW NOMINAL. SURFACE LEW- (2)
T TURIN
S.t. IA. IN a SECURED
nl2-� HARDWARE PACKAGE INCLUDES
BASE LAYOUT
PEAKS OR PCUTIW IRREGULARITIES NOT TO EXCEED 32"
(4) 1'.4- GAUV CARRIAGE BOLM FULL. THREADS.
AN OWN BAKED DARK GREEN ENAII WHO �1552.
(4) ROUND FLAT WASHERS.
HEUX
(5) V NUM.
(4) LOCK WASHERS. &
(4) Yx 3'xr TAPPEE) ff�TAINING WASHER.
TRACEABLE MUTING ME FOLLOWING SPEC119CATIONS,
8.75' TO Ir DIA.
�ATE ASTIM A28(UTEST REVISI
BOLT CIRCLE
ENGINEERING DEPARTMENT
STRUCTURAL STEEL, (CONFORM TO AASH70 TECH,
I
( (4) NOTCHES IN SHAFT
T TO �Oiy BOLT HUD
BULL. 1270.)
CLURMCE
C
NOTES
SHAU'7, ASTI A252-(ILiTEST REVISION) GRACE 2.
1. FINISH. HOT UP GALVANIZE PM ASTIM-AISS (ILAMEST
Kvivi
AU- RAIDI SECTIONS NORMAL
2. BASEPILhTE TO BE PERPENDICULAR TO Sli,AFT AM (k 1-)
AND HOUE C04TERUNE 0014CONTRIC (4.185) �, SHAIM AXIS.
TO AM +/- 3-
3. STENCIL MIN 1/2 IN. I-ETTERS MANUFACTURER'S NUMBER
AMR GALVANIZING.
4. PILOT PUNT AND SHAFT AXES TO HE CONCENTRIC
aff OF I LIGHTING
ASSEMBLY
ROM BASE DETAIL
REVISED: 2-08 ENGINEERING DEPARTMENT 1"': 5241
FILE NAMES ),ENG\SPEZCs\524I I
J..
AGGREGATE BASE
MINDOT SFUFCT GRANULAR BORROW
COURSE FILTER AGGREGATE
ER
_3
MNOOT 31491
12" DEEP
GRADE TO DRAIN
C Y SUB_r
LAY SUB -GRA
4" PERFORATED PIPE
C.
. OTF M , f
NOTCH CLAY SUB -GRADE GEOTEXTILE WRAP (... TYPE
3733, TYPE 1)
FOR PIPE PLACEMENT TRENCH DETAIL
Perforated PVC, or
Dual Wall simoolh
interior corrugated
PE pipe.
o) 6" CONIC.
OLLAR
PIPE DETAIL GROUT
AROUND
PIPE
NOTES -
1. CLEANOUTS REQUIRED AT 300' INTERVALS &
ALL ENDING POINTS.
2. SWING TIES TO BE SHOWN ON AS-BUILTS
FOR ALL ENDING POINTS TO ALL DRAINTILES. 60,
3. OPENINGS IN STRUCTURE FOR DRAINTILE TO
BE FABRICATED OR CORE DRILLED.
4. THIS DETAIL TO BE USED WHEN 2' OR MORE
OF EXISTING SOIL SUB CUT IS NECESSARY.
MI OF 4 SUB -SURFACE
DRAINTILE
RNSED: �09
ENGINEERING DEPARTMENT I'MI 5232
FILE I
26(M.4) /-CAPPED ROOF W/DRIP SHIELD (�SIDES) 14(355.6)
PHOTOO-ECTRIC CONTROL DEACE
AREA UGHIMG RESEARCH #SST_IES
TWISTI-OCK RECEPTACLE, 3-11RMINAL
IOOOW. 240VAC (MAX)
-PHOTOCELL INAL BLOCK
-DONTROL POWER TEST SWITCH, 2-POSITON
'AUTOr-'TESr. AUVI-SRADLEY TYPE 'MOT'
OlLnGHT JMOI
-METER SOCKET, 20OMP
-DOUBLE PADLOCK PROVISION
OF CIRCUIT BREAKER, 2DA/IP
-SJRGE SUPPRESSOR, SQUARE -D JSDSA1175(r-
-CONTROL PO R TEST BREAKER. SAMP/1P
SOMENS TYPE 'Bar
DEAD FRONT
P/'
2-60A/2P SIEMENS
L
CONTACTOR 2-60AMP/2P W/1210VAC 001L.
AU_EN-MADUEY TYPE 'IEC', OR EQUAL
DUPLEX OF RECEPTACLE. 20A,
IRON BASE FRAME WIM OPEN BOTTOM
FRONT ELEVATION
TERIOR DEVICE NITG. PANEL AND CONTINUOUSLY
BOTTOM HINGED DEADFRONT
ANCLE RON BASE FRAME (3/16- X 2- X 2-)
CONSTRUCTION NOI
1. SERVICE CABINET SHALL BE FABRICATED FROM 2 GAUGE
�A� FORMED AND WODED LVANIZED STUL FIN OUTDODIR
1(25.4) DIA. MTG. HOUE (4)
INCED
GASKETED DOOR SECURED
TO EXCEED 3/32- BELOW NOMINAL. SURFACE LEW- (2)
T TURIN
S.t. IA. IN a SECURED
HANDLE HI s SHAU BE
31
TO I ON-OORROSIW
BASE LAYOUT
PEAKS OR PCUTIW IRREGULARITIES NOT TO EXCEED 32"
AN OWN BAKED DARK GREEN ENAII WHO �1552.
ABOW NOMINAL SURFACE LEVEL OR INTERSECTIONS
HEUX
NOMINAL SURFACES
8. A� MATERIAL IS TO BE NEW. UNIUSED AND MILL
TRACEABLE MUTING ME FOLLOWING SPEC119CATIONS,
�ATE ASTIM A28(UTEST REVISI
W\G;PFcS\�524q2
ENGINEERING DEPARTMENT
STRUCTURAL STEEL, (CONFORM TO AASH70 TECH,
FILE NAME: Q
BULL. 1270.)
SHAU'7, ASTI A252-(ILiTEST REVISION) GRACE 2.
STEEL PIPE PUS. ALTERNATE MAITMUul, ASTIM
A!0 -"TEST RENISION) TYPE E OR B, MADE B.
AU- RAIDI SECTIONS NORMAL
STEEL PIPE OR ISM �(UITEST REASON)
TO AM +/- 3-
GRACE 6 STRUCTURAL STEEL TUBING.
Hu DO ASTIA AM-D-ATEST REMSON) HOT INDUED
STEEL
PILOT POINT: AuMel A575-(ILATZST REWSION) STEEL
BAR.
BUM, CARR BOLT PER ANSI Steel, 045 JoMM
GRADE -5.
10. BASEPUTE IS PERMANETfl_Y STMAPED WITH
AL M",N, NMMI
MANUFACTURER'S MONTI -ABC IN 1/2' LETTERS AND
TO AAS +/- Y
DAM CODE IN 1/4- LETTERS.
11. HARDWARE SHOULD BE PACCUEED IN EURUP BAG AND
ATTACHED TO FOUNDATION.
HELIX
MUST BE FORMED By MATCMNG
METAL. ME
RECOMEINDED TORQUE NO GREA`IOR THM 16,000 ". US.
(SIDE MEN OF TRUE HEUCAL FORM)
aff OF I LIGHTING
ASSEMBLY
ROM BASE DETAIL
REVISED: 2-08 ENGINEERING DEPARTMENT 1"': 5241
FILE NAMES ),ENG\SPEZCs\524I I
J..
AGGREGATE BASE
MINDOT SFUFCT GRANULAR BORROW
COURSE FILTER AGGREGATE
ER
_3
MNOOT 31491
12" DEEP
GRADE TO DRAIN
C Y SUB_r
LAY SUB -GRA
4" PERFORATED PIPE
C.
. OTF M , f
NOTCH CLAY SUB -GRADE GEOTEXTILE WRAP (... TYPE
3733, TYPE 1)
FOR PIPE PLACEMENT TRENCH DETAIL
Perforated PVC, or
Dual Wall simoolh
interior corrugated
PE pipe.
o) 6" CONIC.
OLLAR
PIPE DETAIL GROUT
AROUND
PIPE
NOTES -
1. CLEANOUTS REQUIRED AT 300' INTERVALS &
ALL ENDING POINTS.
2. SWING TIES TO BE SHOWN ON AS-BUILTS
FOR ALL ENDING POINTS TO ALL DRAINTILES. 60,
3. OPENINGS IN STRUCTURE FOR DRAINTILE TO
BE FABRICATED OR CORE DRILLED.
4. THIS DETAIL TO BE USED WHEN 2' OR MORE
OF EXISTING SOIL SUB CUT IS NECESSARY.
MI OF 4 SUB -SURFACE
DRAINTILE
RNSED: �09
ENGINEERING DEPARTMENT I'MI 5232
FILE I
26(M.4) /-CAPPED ROOF W/DRIP SHIELD (�SIDES) 14(355.6)
PHOTOO-ECTRIC CONTROL DEACE
AREA UGHIMG RESEARCH #SST_IES
TWISTI-OCK RECEPTACLE, 3-11RMINAL
IOOOW. 240VAC (MAX)
-PHOTOCELL INAL BLOCK
-DONTROL POWER TEST SWITCH, 2-POSITON
'AUTOr-'TESr. AUVI-SRADLEY TYPE 'MOT'
OlLnGHT JMOI
-METER SOCKET, 20OMP
-DOUBLE PADLOCK PROVISION
OF CIRCUIT BREAKER, 2DA/IP
-SJRGE SUPPRESSOR, SQUARE -D JSDSA1175(r-
-CONTROL PO R TEST BREAKER. SAMP/1P
SOMENS TYPE 'Bar
DEAD FRONT
P/'
2-60A/2P SIEMENS
L
CONTACTOR 2-60AMP/2P W/1210VAC 001L.
AU_EN-MADUEY TYPE 'IEC', OR EQUAL
DUPLEX OF RECEPTACLE. 20A,
IRON BASE FRAME WIM OPEN BOTTOM
FRONT ELEVATION
TERIOR DEVICE NITG. PANEL AND CONTINUOUSLY
BOTTOM HINGED DEADFRONT
ANCLE RON BASE FRAME (3/16- X 2- X 2-)
CONSTRUCTION NOI
1. SERVICE CABINET SHALL BE FABRICATED FROM 2 GAUGE
�A� FORMED AND WODED LVANIZED STUL FIN OUTDODIR
1(25.4) DIA. MTG. HOUE (4)
INCED
GASKETED DOOR SECURED
T TURIN
S.t. IA. IN a SECURED
HANDLE HI s SHAU BE
31
TO I ON-OORROSIW
BASE LAYOUT
TAMFVBPRCOF MARRIAGE BOLTS. EM DES SMALL BE
PAINTED A PM�M SHOP COAT OF RED CADE MHD s507 AND
AN OWN BAKED DARK GREEN ENAII WHO �1552.
2. SERVICE CABINETS SHALL BE UL USTED AND UBE 'SUITABLE
FOR USE AS SERMCE ENTRAINCE EQUIPMENT'.
Cfff OF
STR
REET LIGHT
SERVICE CABINET
W\G;PFcS\�524q2
ENGINEERING DEPARTMENT
5242
FILE NAME: Q
01 -ENG -1 12289-SHEET-DTI-S-UTIL-STR
LEGEND
EX SIGIMFICAPIT TREE ENGNMINNG DM
EXISTING PROPOrSED FUTURE
EX.TREEUNE
0
SANITARY MANHOLE
EX. GRAVEL SURFACE
EXISTING SANITARY SEWER
PRIINITED
PROPOSED SANITARY SEWEIR
FUT,IRE SANITARY SEWER
SURFACE
HYDRANT
H
GATE VAUVE
JUL 3 1 2013
1,
REDUCER!
--
-
EXISTING WATER!MAIN
SELECTBACKAL-
PROPOSED WATEFtUAIN
MATERIAL
-,- WATERMAIN
ENGINEERWri PA.
CATCH BASIN
0
ffEH VE
0
STORM MANHOLE
FLARED END SECTOR
CONTROL STRUCTURE
EXISTING STORM SEWER
PROPOSED) STORM SEWER
FUTURE STORM SEWER
SURMOUNTABLE CURB & GUTTER
B -STYLE CURB & GUTTER
RIBBON CURB & GUTTER
. . . . . .
PHASE UNE
-----------------------
EASEMENT UNE
- — - -
- - -
EXISTING 2' CONTOUR UNE
EXISTING 10* CONTOUR LINE
PROPOSED 2' CONTOUR UNE
OPOSED 10 CONTOIJR UNE
TONI WTI -ET UNE
POND HIGH WATER LINE
PROPOSED SPOT ELEVATION
EMERGENCY OVERFLOW
MUNEATED WT -AND LINE
FEMA FILOCOPLAIN BOUNDARY
. ................................
.
STANDARD EROSION CONTRG�
-818111-11---
... 11
HEAVY-DUTY EROSION CONTRO�
TREE FIENCE
RETAINING WALL
C
CONSERVATION AREA SIGN
W
WETLAND BUFTER SIGN
EK CULYERT
EX. OWRHEAD UTILITY LINES
EX. UNDERGROUND TELEVSION UNE
EX UNDERGROUND TELEPHONE UNE
EX. UNDERGROUND FIBER OPTIC LINE
EX. UNDERGROUND Fl FCTRIC LINE
EX. UNDERGROUND GAS UNE
EX. FENCE (BARBED NINE)
EX. FENCE (GRAIN UNK)
EX. FENCE (WOOD)
EX. CAST IRON MONUMENT
EX. EUECTRIC BOX
Ek FLAG POLE
EX. NATURAL GAS METER
a
EX. HAND HOLE
EX. FOUND RON PIPE
EX MUCIAL LAND MARK
EX. LIGHT PIDUE
0
U P% NAIL
—
EX. UTILITY PCLE
EX LAWN �NKUEFt VALW
EX LAWN SPRINKLER HEAD
EX SEMAPHORE
Ex. SERVICE
IN
EX. TELEPHONE BOX
0
EX. MST HOCE
a
EX. TELEVISION BOX
n,
EX. WATER WEU
.A.
EX. MONITORING WILL
0
EX MAILBOX
a
EX CONTROL POINT
EX SPIKE
EX. SIGN
T
EX. CI-EANOUT
CAMDEN RIDGE
FINAL GRADING & EROSION CONTROL PLAN
�-ll '11F 11F A � � -11F A 1�1 1�1 � III, -r -IL KlrX T-lk -T-Y-1 f -A I-% � A
LOCATION MAP
GRAPHIC SCALE IN FEET
BENCH MARK
TNH NW CORNIER OF BLUFF GREEK
BLVD. AND COMMONWEALTH EILVD.
ELEV-923.18
SHEETINDEX
1. COVER SHEET
2. EROSION CONTROL PLAN
3. DEMOLITION AND REMOVAL PLAN
4-6. GRADING PLAN
7-9. RETAF%flNG WALLS AND TRAILS
10. SEEDING PLAN
11-12. DETAILS
EROSION CONTROL BLANKET
STREET LIGHT
PISNEEReqinee7ing
2422at�Dn- (MOWU�014
M�H.,W.W551W F—WI-!M$8
9
EX SIGIMFICAPIT TREE ENGNMINNG DM
EX.TREEUNE
) V�V
EX. GRAVEL SURFACE
PRIINITED
EX BITUMINOIJS
SURFACE
EX CONCRETE
JUL 3 1 2013
SURFACE
SELECTBACKAL-
PIONEER
14�1
MATERIAL
ENGINEERWri PA.
GRAWL CONST.
ENTRANCE
EROSION CONTROL BLANKET
STREET LIGHT
PISNEEReqinee7ing
2422at�Dn- (MOWU�014
M�H.,W.W551W F—WI-!M$8
9
IA
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A
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2;
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MME MIRIM
E
0 - tvwm�'!
44
W
. 11�41k�'\ I
'Nx N
GRO'HIC SCAI.E IN FEET
BENCH MARK
TNII NW �M � SLUFF MEEK
T
OW MSTING FENCE
- - - - - - - - - - - ---- --- - - - - - - -
REMO',`E EXSTINr F`EN
t R AND GRUB
AINTAIN AND PRGTE� e
AND OVER AND GRU/ �EAR AND GRUB/ MNOOT-FENCE
Emow Powm POLZ LEA R
. ............... WRES AS INDICATED. r��)
AND GRUB
- - - - - - - - - - - OW MWEW POUE AND O%lER
HEAD ONES AS INNCATEC�-(�.)
�AJNTAJW AND PROTECT
INOOT I'ENCE
AR AND GRUB
IREMONSTAND DISPOSE OF
ONCRE Sl_AB AND FOUNDATION
.. ............
Ow Pow� POUE AND 0
ORES AS NDI�TED.
AND
t
GRUB
0
".0"Z /0/
OW AND DISP
c CRETE SI -AB POK
GRAPHIC SCAU IN
BENCH MARK
TN H NW CORNER
OF BUDIT GREEl< 'z "rnx
&\'D. AND COIWMON�� BLW.
0 OF TRA EmOW DISROBE OF
�V=923.18
ONCRETE Sl�a �M �N ON
AND
LEGEMD. RENO AND DISPOSE OF EOSTIN E A01
�S"Nuc ANDIrOUNDATION P
RM �AR AND GRUB AND mu
F��RE]CSTING STRUCTURE AND FOUNDATION TO K
BE REl,IO\lED AND DISPOSED OF � STE OW AND SP�E W E NG
SIRUCTURE FrIJDAD
EASTING CONMETE Sl_AB AND FOUNDATION RE A D! 05E
TO BE REhIOloED AND DISPOSED OF OoT SM r 11 S PAM G
E211EICSTING BITUMINOUS PANEMENT TO BE MAINTAIN AND PRO
NEAlollED AND DISPOSED G� G� SIM WDOT I'EN
MTING TRA TO BE RENO� AND
ki
NOTE: NO REhIOVAJ� ARE M BE PERFORIJED UN`RL
EROSION CONTR% MPS ARE WSTN IF PER THE e
EROSIC14 CONTROL �. SEE CONSTRUCTION
NOTES ON SHEET 11.
PMNEEReneneering ------
E� Im- �65])M[49 LENNAR CAMDEN
DEMOLMON AND REMOVAL PLAN 16��A�UENSU�W RIDGE 3 OF 12
MYAlIOU� �A 5� �A
7
'Wo
ow -%5. PAN.
rig!
;6�!r F41W
4, 11 -ANS
vi
I -, I W
Nei I WIS i
tb
, 00,440W),
I MM
fur
171)
oil
FROM 1
W—M
ENDS,
Wo
�4
All,
ANN
nm -
L
0
71,
Gil SCAU IN l
BENCH MARK
W1 NW C()FRNM � BLUIT MEEK
BLVD AND CWl l
PIONEEReneneming
24M ��. X� 1651�1 I:�N14
IR
OVERALL GRADING PLAN
LENNAR
CAMDEN RIDGE
4 12
l 5�
L�ATE�
BFTUMNAM TR�
G�PHIC SC� M FEU
BENCH MARK
NW C�M OF MUff MEEK
&�. mo oomm�W&N �vo.
��-923.18
PIONEERenonening
un�� (WOMI-1914
Wj�
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c
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L�ATE�
BFTUMNAM TR�
G�PHIC SC� M FEU
BENCH MARK
NW C�M OF MUff MEEK
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��-923.18
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un�� (WOMI-1914
Wj�
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MOXXXXI wxx \-V-q m I.m 12
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VOET VOL
STOR. �-17.43
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rm it ::7
L�ATE�
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G�PHIC SC� M FEU
BENCH MARK
NW C�M OF MUff MEEK
&�. mo oomm�W&N �vo.
��-923.18
PIONEERenonening
un�� (WOMI-1914
Wj�
OWN
MOXXXXI wxx \-V-q m I.m 12
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z
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ITKCEB;W.4 4,
T. 9&+
8:90.4
G�MC SC� IN
T.95.4
MARK
H NW (X04M � BWfT MUK
C 9
10 CMMONWEALM 81-�.
Aa ELEV-923.18
T. LW M
M
HOW
MAN
MIS
MIV
E
MOVE,
rol Mil
lail
im-1
IN:
roll"
Eli
SEE
ITKCEB;W.4 4,
T. 9&+
8:90.4
G�MC SC� IN
T.95.4
MARK
H NW (X04M � BWfT MUK
C 9
10 CMMONWEALM 81-�.
Aa ELEV-923.18
T. LW M
M
,-7
890 : 7
................... ......... ......... ......... ......... 7
: 885 :
................... .................. ......................
880 a w
: 890
................... . — ...... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ...................
a q : 885 :
.......... I .......................................................................................... ............... — ............................................................................
: 880 :
........... ....................................................................... I ............... ....... ...... ........... — ...............................................................
: 860 :
........................................
-
......... q ......... ........ ......... ......... .........
a
w :
q
: ......... ......... ......... .........
: 860
: .........
0+00
0+50 1+00 1+50 2+00 2+50 3+00
......... ......... ....... ......... ......... ......... ......... ............ ...... ........
�50 �00 �50 5+00 5+50 6+00 S+W 7+00 7+50 8+00
.. ......... ......... .........
8+50 9+00 9+50 10+00
.........
10+50 ll� 11+50 12+00 12+50
PISNEEReqinwring
N�I�W�
MU E� Dd�
RETAINING WALLS AND TRAIL PLAN
LENNAR
CAMDEN RIDGE
7 12
��gw NIN551m
MTHA�N�Uk
�A
MMIMI. �,A 5�
6
10
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T.- 7z�
0
8 79,5
U,27�8
& 71.5
1+19.5
tK9
'pr
T. 79.5
B:76 5
0+9&4
0+55.6
8 76.5
0.713
-14
-----------
NOTE:-
IWE AND COLOR OF RETAINING WAll MATERt& TO
'm
MI WAU
BE �B ITTED TO LENNAR FOR A�ROVAJ-
�T M FENCE
T&LER HIGH131 IIIAN 6 FEET SHAU NOT BE
CONSMCM WIIIi BOULDER ROCK.
Sao
am
DESGN OF WAU TO BE PROMDED By RETAINING
WAU MANUFAC� AND �PPUED FOR
�VAI- BY �E ENGNEER AND aTY OF
am —PPOSEE��
�RFACE ±270
870
EMS�NG (3ROUND
m
-0+25 0+00
Boo
1+00 1+50
BFNICH MARK
0+50
TNH NW CORNER OF BLU� CREEK
GRAPHIC SCA12 IN MU
BLYD AND COMMONWEAI-M BL�
....................
.........
................... ........
.........
.........
......... ......... .........
......... .........
................................
...... .........
......... ......... .........
.........
ELEV=923.18
....... ........
-:m ITS E
-A tAo
-t V
q:
r� d,
6: CC
j
SJ �14
!:N 0:
0.
2: 2:
2: Sm
2: 2:
900
q
w
......... ..... ...
......... ...... .........
: 900
......... ......... ......... ...........
STX- 1+36.00
pm wk:��oo
w
w
r
MA 87S,2D
PM EIL%k 87Z20
w
895
......... .........
.........
...... W.Oo .......
.........
.........
40 . ..... .........
.........
......... ......... .........
......... ......... ................... 89.5..:
890 : 7
................... ......... ......... ......... ......... 7
: 885 :
................... .................. ......................
880 a w
: 890
................... . — ...... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ...................
a q : 885 :
.......... I .......................................................................................... ............... — ............................................................................
: 880 :
........... ....................................................................... I ............... ....... ...... ........... — ...............................................................
: 860 :
........................................
-
......... q ......... ........ ......... ......... .........
a
w :
q
: ......... ......... ......... .........
: 860
: .........
0+00
0+50 1+00 1+50 2+00 2+50 3+00
......... ......... ....... ......... ......... ......... ......... ............ ...... ........
�50 �00 �50 5+00 5+50 6+00 S+W 7+00 7+50 8+00
.. ......... ......... .........
8+50 9+00 9+50 10+00
.........
10+50 ll� 11+50 12+00 12+50
PISNEEReqinwring
N�I�W�
MU E� Dd�
RETAINING WALLS AND TRAIL PLAN
LENNAR
CAMDEN RIDGE
7 12
��gw NIN551m
MTHA�N�Uk
�A
MMIMI. �,A 5�
865 ......... ........
: Lvt—mw: a
...... . ...............
w
......... ...... .. ......... ......... ......... ......... ......... ......... ......... --------- --------- ......... ... 86-5..: ... 8§5: ...........
................... ....................
885
r
1-z
w
860
..........................................................................................
......... 860 880
q q
880
12+50 13+00
13+50 14+00 1�50 1�00
......... ......... --------- ......... ......... ......... ......... ......... ......... ......... --------- ................... ..........
15+50 16+00 1�50 17+00 17+50 18+00 18+50 19+00 19+w 1+50 1+00 O+w 0+00 �50 3+50
--- . .....
1 1
.......
PIONE D - .
Oxengineenng
NOTE:
F. 6�1=
RETAINING WALLS TRAIL PLAN
LENNAR
890 -------
- - --
---- ----
M
TYPE AND COLM � �Al ING W� MA�& TO
N1
AND
1��A N�E�
�A�A� ��A
B!7&5
BE SUBUIUEE) TO L-ENNM FM �OV� W�
1,20.8
880
sw
TALLO HlWM THAN 6 = SH� NOT BE
�SMCTED WITH sw� R�.
970
DESIGN M W� M BE PROMI)EI) BY KTMNING
GWHIC SC� IN FEU
- T.860
W� MANUFAC� AND %IPPUM FM
8:78.5
ago ------
Boo
�OV& BY THE ENONEER AND THE OTY
-0+250+W
0+50
1+00
1+50
�ANH�.
:770
T,
1+30.4
1+�6
2+40.5
T 76A,
1+86,7
1+Z4.1 ------
-- ------
- -------
-- —
T
-- --------
0 2
2f 1-4
----------
..72.7 0
70 2�
:71.0
:m.s
8+00.0
goo
890 900
900
BOO
880
890
10
, , " I ffm
870 MO
800
------- ln"�W-Jmv
VI w
BENCH MARK
BEG 870
am
TNH NW C(XtNER KUIT
MEE)<
-0+250+00
0+50 1+00 1+50
2+00 2+25 �00 2+W
2+00 1+50 1+00
0+� ��M
Kw. AND �M�TH BLw
................... ......... .......................
. ............. .........
......... .........
.........
.........
......... .............................
GWHX �� UN I=
......... ......... ..............
�92alB
.2
�,P
:
A
A
�.Z
WI,
goo
............... ......... .......
.........
....... ............
................ .........
.........
900
820
.......
820
a
PM SM 14+11100 -PM STK- 1�90.W PM ST& 1��.00 PM ST& .18+=00
PM STk 0+256.70-
PW STX- 2+M.W
PM ELEV. 876.97 PVI �. 881.26
PM E�.
883.21 PM BEV. 079M
PM VLEV. M.51:
PM 889.07:
895 w
..... .........
It
LVC:
4.59 K; 12.m
2C 00 LW: MOO
K: 15.53 w K: 17+24
LNG 50.00 Lvc: -50=
F: 1.67
1 .00
...
895
915 ..........
........ ............... ................
............
915
HIGHM
STk
0+3Q48
PVI Si* 1+40�00
a
HIGH 8
- EL%
888.86 w
a
PVI EI�V. 8�.24 :
lw
A a
a
890..:
+
......
+
+
. ..
....... ..................
+
+
+
Iq
LV.
GO
;9ft
890
910 :
+
'!
. :
910
Ax
......
.................
. ..............
.........................
......................
....
PM ST&. I+Mw
+
+
w
FiVI E". 881.67
9.9.
:..885
885
905
U�
W.10
905
410
.........
.........
.........
...
LOW Fn
. ...........
LOW
887.93
J.30%
MO.: ........ ......
......... .........
...
.........
...
880
........................
900
...
+
..........
goo
a
+
...... ......... .........
...........
+
py
gT, 17+0(
�O
w
N
_875
...... ......... .........
P'P.E".
885
IN
875
895
895
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.......
K'. 4..W
....... ... ............
.-oa4z . ..... ...
... .........
.........
.........
.........
. ... ..
:HIGH
Lvr+ W+w
zl�
PT. ST�- 16+94.74:
Him PT 0XV. 885-U
870
.......... .........
-
870
890
........ .......
......... .........
...... ......... ......... .........
......... ......... .........
.....................
. ......
.....
.........
.........
...
...
. ...
.....
...........................
.........
P4 g 1�3 (;�6-29
865 ......... ........
: Lvt—mw: a
...... . ...............
w
......... ...... .. ......... ......... ......... ......... ......... ......... ......... --------- --------- ......... ... 86-5..: ... 8§5: ...........
................... ....................
885
r
1-z
w
860
..........................................................................................
......... 860 880
q q
880
12+50 13+00
13+50 14+00 1�50 1�00
......... ......... --------- ......... ......... ......... ......... ......... ......... ......... --------- ................... ..........
15+50 16+00 1�50 17+00 17+50 18+00 18+50 19+00 19+w 1+50 1+00 O+w 0+00 �50 3+50
--- . .....
1 1
.......
PIONE D - .
Oxengineenng
F. 6�1=
RETAINING WALLS TRAIL PLAN
LENNAR
CAMDEN RIDGE
8 1
�H=O� W55120
AND
1��A N�E�
�A�A� ��A
PIONElE7 D
ERengineenrg
UM E� E�-
ff.,� MN 55 IM F. m 1�
ME AND COLM � RUMNING WA� MATERI� TO
BE �BMI� TO �NNM FM �MOV� W�
T�R HJ�M THAN 6 �T �� NOT BE
CONSMUCTED WTH SW� R�.
MSGN � W� TO BE PROM� BY RUMNING
W� MANUFAMR� MD ��M F�
�ROV& By �E ENGNM AND W OTY OF
�ANH�SEN.
2,CO
QRaHTC SC� M
910
4' SPUT RML F�CE
990
880
2+50 3�00 1,50 4150
'V
—IN
WTE: SEE CONS�CTION NOTES FOIR
SEEDING AND MUL�ING RECAAREMENTS.
UGEND
MNDOT SEED MIXTIRE 250
MY sw� / POND
STATE SEED MIX 3�262
V
MY MAW SOI.I�
MN STATE SEED MIX �621
—.4
z
7�
V,
--- - - - - - - - -
WTE: SEE CONS�CTION NOTES FOIR
SEEDING AND MUL�ING RECAAREMENTS.
UGEND
MNDOT SEED MIXTIRE 250
MY sw� / POND
STATE SEED MIX 3�262
V
MY MAW SOI.I�
MN STATE SEED MIX �621
P18NEERmonwring
24� E� (651)MI-1914
� ul�
55IN
TNH NW C�Eft � BLU� MEEK
'W� MD COMM� BL��
ELEV-923.18
v
V
z
TNH NW C�Eft � BLU� MEEK
'W� MD COMM� BL��
ELEV-923.18
V
z
TNH NW C�Eft � BLU� MEEK
'W� MD COMM� BL��
ELEV-923.18
--"L WK. I Wall
VLT
RNCE
11 �bbbbb
b.b
Two
C�smc��
NMMCE
.�' I— — 5w,
LP
CL
3' 11 5.0' 5 0' 1'2'
ARIE I FACE OF WAL 1 L
/ (SEE PROFILE)
4
RETAINING WALL�
(WHERE INDICATED ON PLANS)
INSTALL PER MANUFACTURES
SPECIFICATIONS
I
MODEL#CG23
U& ATCH ffASN
Mbf�T
0
560
cut
IIIIIIIIIIIIIIIIN NDI.W� LOn
C
8'
PROJECT NAME
��AY
Al
bbb�...
wo
PL CL P L
15' 15'
10-0, 10.0'
2.0% 2-07
1.5:1
Drair
4" Topsoil, Seed
& Mulch or Sod.
4" Topsoil
Seed & Mulch
3"—MNDOT 2350 LVWE450308
6"—Closs 5 Aggregate Base, 100% Crushed
Compacted Subgrade per Soil Engineer
E31TUMINOUS TRAIL SECTION
P12NEERenginening (NOT TO SCALE)
401)M14914
1 1/2"—MNDOT 2350 LVWE35030B
Tack Coat — 2357
2"—MNDOT 2350 LVNW350308
PL
M� cm� �
FM INNMW� LM "� �� M��
WT 1 1 imi
by bb�bbb
Z77
11=1 _�_.__.bbbbbbbbbbb
WIN FM
SW� DRAINAGE
1 11121
G.I�j Wk
bbl,biq�
4" Topsoi
& M u: e.e" S`� d.
Drcintile�
Surmountable
Concrete Curb
12"—Class 5 Aggregate Bose, 100% Crushed
24" VINDOT 3149.28 Select
Granular Borrow
ACCESS STREET SECTION
(NOT TO SCALE)
25'
CL
SiltFaMcSl be
M MnDOT spmbd
��. 38M
'Lb�ED M VDIMMT �M
R� �R/WA� R�
CATCHSAM INSURT
PL
to Back 15.5' to Back 30'
Wear Course to be 1/2"
Above Edge of Gutter
3.0% 2.0% '5
6. 6
l.b
Drointile
I 1/2--MNDOT 2350 LVWE35030B 6 Concrete Sidewalk
Tack Coat — 2357 4" Class 5 Base
2"—MNDOT 2350 LVNW35030B
12"—Ciass 5 Aggregate Base, 100% Crushed
24" MNDOT 3149_2B Select
Granular Borrow (-See Note 7)
TYPICAL STREET SECTION
(NOT TO SCALE)
TYPICAL POND SECTION
III MNOOT QATACORY 2
EROSION CONNOL BLANKET I VARIES
OR fXTGH SLOPES It BENA
MCT"A�� - 7AL_
CMPAC70 8ADO11,L -/
"OH-SOUICT
MTHL MATINI
COMPACMD BACKR
6v
TH.E
Y.0 U.. ORADE
�E.STI MI
SUBGRADE CORREC110N DETAIL
NO SCALE
PIONEERengineering
DRAINAGE & UTIUTY —
- - - - - - - - - - -
EASEMENT
%T;
LOWEST �INI
I
-
7
LOWEST ROOR
ELEVATION
SUBGRADE CORREC110N DETAIL
NO SCALE
PIONEERengineering
DRAINAGE & UTIUTY —
- - - - - - - - - - -
EASEMENT
LOWEST �INI
I
ELEVATION
7
LOWEST ROOR
ELEVATION
GROUND R FVAnON
0 BUILDING
I
i
RECOMMENGED�
I
I n,
I%' . In- � 11.
GARAGE SIDE
".
I,.
It
RLMSJnZleFWWlyLom
RNISHED 0_EVARON-,,
It
0 LOT CORNER
L3
it
RNISHED GRADE I
zF7�susAcl(
(MIN
-
T
STREET
(�ICAL BECTON NOT TO SCALE)
NO.
NO�
LO —RAMBLER LOOKOUT
ENTRY WALKOUT
WO —RAMBLER WALKOUT
SLO —SIDE LOOKOUT
SWC —SIDE WALKOUT
1. � SOM 0, � RUL 0IIERATOW WUL BE DETERMINED BY w QUANTITY 01, SON_ IMINAl.
z � ASE BILL COMOOS, w ME GRADING SEMIOWX WOMEN, BELOB,
1. DEXAMBINE SUE 0' nU_ AREA SASIM ON AVAIMlUE SOL
I WED. RXXX OVIUMMIX
I 10n. � SOCBBENT C�WTRCL bl� (SK.T FSIMMIL
4 STR%I` O)IISOI., STOCKI AND SUBIUM IN MORM FOR FUO.WE 5IIIMMONG.
5, DID TawlIVIRAW, �T BASIN. BANH T, BE I= (7/Acm OF AREA, SWMI cxEAN TEMP
BASIN � So� RAf
AUL BOX. MUL. BE TESTED MIR SUITABILITY MIR RUL FISR � BORROW! FIT REOLMIATKIN
1IRBOR m BENG BRoUoHT OMSM.
AUL MALS, W, w BMI'I FIER W BOMIGN AT REMLUBANIN MI
I, AWTAN OMMMABE cumm<; GRADING �T. TO SEEMOBT a..
9. � SITE GRAOMWBI m FALAM.
10. IMSBIIMAXT � BANTAM A MINIMUM Ol' A- ODFITH.
11, MAINTAIN ORMNAGE TO MMI` SIS)INERT BASIN UNTIL WAY � BEGIB&
12. STMMUM ODBUDED AREAS AND ATOI WITHIN TOM llt� USTIM IN SIORON MWHOWN
PM,cllm
1. CKHMA"o" TO lo"'M To AUL 01' ME MHI FICULUTCH NOL
A., Mo`OZ& PERMIT. INCLLCING THE REOUIREMENT To UNMIM tM AWA OBSTURBID) BY
BBAONG AT MY BAN RIME AND TO � TURI` RESTORATKIN ME TIME REQUIROR By
1IMINT AI`MR � OF
A � OF NIRIE FILLAHS UST BE ON THE " SIM WWMEMnk IS N
PROGRESS.
I SWITS IMEMIt TO EROSION AM3 SEDIMENT CONMI IWA�S OORWO IN � BACA
FROTECTING WAMIR QUALITY IN URBAN AWAS AND MIE BIMINI �TKM SITE EBOSIOM
AW) SEDMINT � ILANNNG HANDBOOK_
AUL, EROSION AND S13MBENT CIOMMICIL F�M MIMP15) SMAU. III INI AND IN
�TKN FIRBOR To LAND �TNI SOME IMSHOM c:OBWKKLS SUOB As CNIE.
NAM, AND W,,,A,Y SILT PONI MAY BE MSTAU.M AS GRUMMIS OtXUFS IN W SIECII
AMtI MI BE MAINTAINED MUL CCWS�NM 4 COMB'LEBB, AND ME POTENTIAL FOR
OKI HAS ASSDI�
1, TI W� S SHOW, ON NIE POMB ARE OW . WOUIRDAI FOR ME .�AM SM
COHOUOMS AS AND U.IEVIEC. OR SEASONAL SMOUXIMS
DICTAR. THE PUhiITTM SHAUL ANWIIIATE MAT MORE OMI MU BE WCBSSARY M ENSURE
EBUSHON ABD SEUMINT (XINRIOL ON ME SIM. DURING ME COURSE Ol' �SMUACRON. IT Is
TE RESF�OBUBRJW OF ME lIfTSMITM TO ADDRESS MY WW CONOVIONS MAT MAY BE
(BOATED BY COBI ACBMTES AND/M CUMATIC EWNTS AND TO PROWE ADOMON&
FUMPS OWR AMC AMIW ME MINIMUM REQUIROWNTS SHOBIN ON ME 11_AHS MAT MAY BE
N� TO FIROWIE ORIBCDW FIROnCnOB Ol' WARER AND SOL RESQIM�
& AU_ � HOT USTED FOR ROMI SHAUL BE PROI DO HOT OFIERATE SOMMIUNT
IMMIN NE DROP UIM .0OT ZONES OR .. BRIM FIROI ABHX �
7� WHOMASR POSI FIRIESINIE NIE ITOSRNS � (MASS AND ONOR WGETARW COWER M
HIOP MILLER SIM)"I
B. �M NUMIC EQUIFIVINT (DOZER) W AND DOWN EXHOSED SOL � ON NNAL PASS.
U�AWMC TRACIC GROOMS TO � SUOIIIL 00 HOT BACX- BLAM MkW A
SUIBI'AnE . To MWMAm EROSION
MBPORUBRY — . BE DOW It AMl To MHOOT 2575 . 38711, CCOBBSTWO w
MINOXIT MIX 15D 0 AD UN. FIER AOM OR APoROWD
NUMUCH SHAUL K MMOOT TIIIIE 3 0 2 TOMS M A(IMZ OR
ANCHORED It P.AX OR AIIIIIIII EQUA, �� TO . BI= 0IMORMOE m
ME SUI AWA �
� I .� "I . ISO, UML m
1. FIERHAMENT TURF RESMIATION SMALL W DOW It MIN)RCIANCE WN MINCOT 2575 It 38M
CONSISTING M
INDOT MIATUM 250 AT IS NAUNDS FIER ACIME
MULM SHMI BE UNOOT TBI 3 0 2 TONS POR ABAB OR MiTBOWD EQUAL ANO "B"
AM�OWD N � OR AIIIIIIHOAM EOUA� INSTM I M TO MOMIJUM 9olt COWIMI a,
W SJH"AM AREA AT SO Z COWRAGE WN DW ANC210R.
TWIf 3 MOOMR. 22-5-10 MMOWIA 0 350 UBS FIER �
11. AT 11 OR STMI ANDkIR WHOM BROICAM) ON TIM FALAMS SHAU_ BE SOUDEX) W
HAW AN OBOSKON �NOXL BLANKET TYPE 3 WSlAUUUI OR MAY K HYDROSOMED WN
TAABBRBR mo�.
11 ME SHAU_ ROANE AU. SOILS AND SOMMONT MACKED ONTO COST. STREETS
AND PI ARI
I& F SLOWING OUSI BEINWS A NUISANCE ME CONTRACTOR SHALL AIIIILY WAMIR FROM A 7.
MAKIT To Au. �" .
1*. WTHIM 7 DAYS OF � OF � SIM GRADING �TONS W NUMM SIM (SIQUIT
RONOWAYS) MAUL HAW BEEN SEDED AND IAK.(>f0Cl AND SAY REI SNA, MMSTAUXD
AROMMO AUL
15, AU_ MINKMARY UNISON AND SEDIMENT C4MMOL WASURIES SHAUL ME IWIXIIISLY COSHISED M
vNim Morr (w) SAYS Aimit IMMi. Sw a maBmaB m MMW MI:
NWIOAAI MEASUNIS ARE . UMOSS WRIMM.
I .. PREWINTION THOES
1. NE �� SHAM, IW�ILEMIEHT �. NHABBG_ WGE7ABW RMIMR STRIM
HORMSONTAL � BMAOWG ANO ONER W�DOES NAT BIMINI EROSION,
ME �NW OF � HOT To K OtnUMBIED MUST BE DOUNATIBY (El IMM RLMSI
VACES, SONS, Sl_T � M) Olf THE �ENT M BEFORE WMIt BEGI
I A, ESKIMO Bot_ AIMAS WITHIN = RRY OF' A SURl`ACX MR OR ANY STORAMAJER
MW�� SYSMM VHMI IS (XMMI TO A SUMI VUER MOST BE STASIUMO
WITHIN 7 DAYS (SWIFIER MAN �l �l 1� SAYS (lot TO �' SUCIIIES). OR V DAYS
P= ND;E ARBAs .� AOmrS soc sto:m Eavema SOI AMAS; WIN
W TO A CURB AN) GUMOR SYSTEM. SMAN � MOD. OWUMN� OUBA
OR ONDI SYSTEM THAT OISCIARGES TO A SURFACE WAMR�
. NORNUAL � W .1 MI .. MUST BE STABI 11THIN 200
ON,,L ,,, TNW � NBOIIDSTY SOI OR FROM � PONT OF DISCHARME To ABY
SUI WAMR (WOON 24 HOURS V f%)NHECnNB TO A SUI WAMR)�
k,,II, OUTLET, MUST BE NISTABBI ON MBPORAR� OR FIERIJAWNT BOBBY OISSIPATOH
WITHIN 24 HOURS 01` (QKWCMB TO A SUI WATTR�
a �T cam, �m
1. SEDIMENT PIRACY= MST MINI �04T MMRWO SURI WANTS. O[MHES
AND SUDINIONT BASINS BECAME SEDIMENT OHRHA_ M�� ONLY AS AINIM]PRATE IOR
SM W OoWH SMAO� SySTOM IS OWRAQUI MOUTIONAL UPGRAM FIRACTIMS
BU,T E, IHSTAUM). AND MI: � MUST w AMEMI NOW SH,UL BE HO UNBROOD,
SU� UDIGN � GREARR MANI IS 1137 FOR SUCIFES WN A GRADE M 11 OR S�R
SLOIIES MAY BE MOMM ON SILT � BOOM �N OAMM COWNST SMAKIM OR On'
� armors Amo/m As SHOWN ON ME O;CSMOW COMMOL �
I SEOIASNT � IWACICES MUST BE ESTAdIMINED ON DOWNGSAX BEFORM
I � TWIMB OF SEDIMENT (XIMMKIL FIRACIMCEi MAY BE ADMIUSMED TO AIINIMOCIAM SHORT
,RM ,,,I NW,,R, � � BUI W IMST� BODI bll� T
IIIM.TAROM EWNT EWH W NE ASlTWTY 6 HOT COWIUVR�
4.,,HMAKTOB MUST MMGT ALL STORM OMMIN IMETS BY AM BMFITS 01
UNMI A� SOUWM�S MI KMHOA_ ITIR �UARKI TO ME MUET HAW
BUSH STMENUMD.
& MINIORARY STODUKI MUST HAW SILT MNCZ ARONO THE FISIBMI OF � BASE OA
W � AND �On K N_ACEII IN SUI WAMRB. NI STORM AMR
cxWWYAWEs Su. AS � AMC, WITTER SYSMMSB. OR UWfXBTS OR NI
6. CSINTRA�MR MUST INSTAU_ WIFORARY (M FIERMANI SUMBDUATUM BASINS WHOM MH
OR HOME ACIMS Ol' DISRURSM SOIL ORAM To A COMMON LOCATION AND/OR AS SHOMM M
ME maso, OHNO_ ILAN.
Q �A,RNG Mo SUI DRAINAGE
1. OVBATTMNG OR MY TWIC OF SURFADE DRAINAGE MAT MAY HAW ANSI OR SEDHON1
LAI OUSI .. MUST W OBACHARGUT . AM � SOXIBENT SI ON THE
IIIISMOGY SIM WHOWWRI IKBOBRA� F N� WATER CAHNOT W DISCIAROXCI TO A BAAH
tWQR TO � � S,JRfAa WAMB_ IT MUST W �M) BAN nt� �OFHkUM
BIMPIS SOON MAT ME OISK�HARXZ DOUB NOT AOWRSElY AFTECT NE WMMHC MR OR
_AMOOWI � CONMACTOR MUST ONSUK MAT OBI TS ABE
A,,MI THKI TROM UMISON " StOUAL . OBSKMARSE MOST BE DIII
,I NABOUML Roc, w W. SAME, B,,M It,SMC SHMTWG, m ON" �m DMIG,
BOTNIATION ld�
I AM_ WAMR INOM OONATERING MUST BE OBSCHUMNED IN A MAMMOB MAT � HOT �AUVZ
MUNINNI CXINOTIONI BROMMON, OR MUNDAMIN OF VIET,ANOB �AABMG SGWIIC�ABT Q.
.AI To � WERLAND.
M W,PfclX,,S ARD "ANUDUARKE
I� TIM CONTRACTOR MUST MoOMT SOMILOW To WSIIECT TM �TKA SIM CHCE EWtIY
SEWN DAYS DURING ACTW IINSNUtTON AND IRMIN 24 HOUffili AITER A RUI EYEBT
01' MAMR THM OS N� N 24 HOURS MU_ INSPC�TFOWS MUST BE IMC4ROEY H
WRITING AND RETAINED oER MR�l ..P.D.E.S, REOUREWBUS NOM � WRISDACTION
MAY WOUIRE A MORE IMEOUSHT WATIM 0' INSIIECTON-)
1. SOLD WASM uUST m DI 0, m M.P.C.A.
I ll� MAMRI BOOST BE STORED AND OOSIOI W M Ml.� REGULATION&
I EIDN'BA,_ MUMMIG OF CONSN't"M" WHINI MUST BE UMM M A OSIDNED AREA 0'
MI: sm RUMI MUST W CONTAINED AND WASTE O'SINISED W. NO CHOKE
M(IMAWK; a OWED OB sm
LMr4&K
I r—, ;;�— GRADING DETAILS 1 163Ob36TNAVENUEhU=E463O I C�Ef, �E
A,,� . 011, . M`IRMIOUTH� %IVMESI � �. MINNESOTA
12 ciF 12
60, Tno D"
CORRECTION'
I
i
SMACKS
I n,
I%' . In- � 11.
".
I,.
It
RLMSJnZleFWWlyLom
SETBACK
(MIN.)
It
25'
m SETBACK
60' TOIO OF
CORRECTION'
it
RNISHED GRADE I
zF7�susAcl(
(MIN
-
T
FoBT,
ll-",
N )
GRADING GRADE
0
Garage foundation to R�W -25
SINGLE
1
i
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FAMILY LOTS
1
,� LO
WO
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RNISHED GRADE
b RNISFED GRADE
0�5' TOPSOIL
ANISHED GRADE
RE-SJOREAD
_0
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HOLD DOWN
AND
-------
0 �5' TOPSOIL
WSP
R,-25'NUM, � Bluffcr,.laylWIBlUT,,
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DING OR
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2.. HOLD WN f
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TO TOPSOIL
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ANISHED GRADE
Max Buuklmg CovorI
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il'
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01
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SETBACKS
----
U, S
O�5 TOlOSOILl
RE-�REAQ
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L
I,tx ArBa =7.260 SF Avmp
OLD
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2 "_ HOLD
T
BASEMENT a"
DOW
DOM
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BASEMENT aOOR
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1,c* Wickh �50'
LOOKOUT
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f�ICAL
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I r—, ;;�— GRADING DETAILS 1 163Ob36TNAVENUEhU=E463O I C�Ef, �E
A,,� . 011, . M`IRMIOUTH� %IVMESI � �. MINNESOTA
12 ciF 12
KEY
COMMON NAME/SCIENTIFIC NAME
ROOT
IOUANTITY SPECIAL INSTRUCTIONS
BUFFER AREA ADJACENT TO HIGHWAY 212 IS A MINIMUM OF 30' WIDE
OVERSTORY TREES
REQUIREMENTS:40% OF (2 CANOPY, 4 UNDERSTORY, 6 SHRUBS PER
AM
AUTUMN MAZE MAPLE/ACER FREDAANII X �AUnM MAW
2-ar BAB
17
HEI
HA03ERRY/CELYIS 0WIDENTAUS
ZS,
10
HL
THORNLESS HONIE�LOCUST/GLEDITSA TRIACANTHOS INE10a
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17
RE)
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10, ENMEI
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SL
SENTRY UNDEN/lTUA AMERICANA ISNTRY'
ZVI EMMI
a
SM
SEINNA GLEN MAM �ACER FREEMANII X ISENNA GUEN'
15
E�RMEZN TRElS
BS
EILAM H� SPRU�/Pl� �CA DUtEATA
7' EIM
38 1 AVERAGE HEIGHT. V MINIMUM
W
, WHITE PIKE/PINUS STR�S
7 on
11 7- AVERAGE HEIGHT. 6- MINIMUM
TREES ON PRIVATE LOTS TO BE PLANTED AFTER HOMES ARE BUILT.
CONIFERS TO BE A MINIMUM OF 6' IN HEIGHT NTH AN AVERAGE OF 7'.
FRONT YARD DECIDUOUS TREES MUST BE A MINIMUM OF 2.5".
ALL OTHER DECIDUOUS TREES TO BE MINIMUM 1.5" NTH AN AVERAGE OF 2.5 -
TOTAL NUMBER OF PROPOSED TREES: 129
REQUIRED NUMBER OF TREES: 116 (SEE TREE PRESERVATION PLAN FOR CALCULATIONS.)
DECIDUOUS TREE PLANTING DETAIL
BUFFER YARD REQUIREMENTS:
980' ALONG HIGHWAY 212 WITH BUFFERYARD B
BUFFER AREA ADJACENT TO HIGHWAY 212 IS A MINIMUM OF 30' WIDE
REQUIREMENTS:40% OF (2 CANOPY, 4 UNDERSTORY, 6 SHRUBS PER
THIS EQUALS 8 OVERSTORY, 16 UNDERSTORY, AND 24 SHRUBS.
4-- IT -T3--
PROPOSED PLANTINGS: 54 OVERSTORY AND CONIFER TREES
WALL
SEEDING -SEE GRADING PLAN
PMNEERengineefing
24n �— DTT- (651)Mi-1914
mH
Olry OF CHANHASSEN
RECIFIVED
AUG 0 2 2013
CHANHASSEN PLANNING DEPT
0 . 1.
CONIFEROUS TREE PLANTING DETAIL
4-- IT -T3--
T IT
wmr-
scANNED
4-- IT -T3--
scANNED
P18NEERenginwring
(WIMI-1914
Gross project area: 25.8 acres
Wetland Area: 0.6 acres
Net area: 25.2 acres
Gross Canopy Area: 5.1 acres
Canopy within wetland area: 0.6 acres
Net Canopy Area:
Baseline Canopy Coverage: 17.9% (4.5/25.2
Canopy to be saved:
Canopy to be removed: x 1.2 (city multiplier/penalty for falling under required canopy)42 4 acr�ees]
Net Canopy Area after grading (and 1.2 penalty): 2.1 acres (4.5-2.4)
Minimum Canopy Coverage Requirement: 20% of net project area of 25.2 = 5.0 acres
Credited remaining existing Canopy of 2.1 acres
Required additional Canopy Coverage to be mitigated: 2.9 acres (126,324 sf)
Each additional tree = 1,089 sf
Additional trees required to meet Canopy Coverage Requirement: 116 (126324/1089)
See Landscape plan for proposed tree locations and plant schedule
TREE CANOPY TO BE SAVED
TREE CANOPY WITHIN WETLAND AREA
TREE CANOPY TO BE REMOVED BY DEVELOPER
*ANY TREE REMOVAL OCCURING FOR THE PROPOSED CITY TRAIL ON
THE SOUTH SIDE OF THE PROPERTY IS NOT INCLUDED IN THE ABOVE
CALCULATIONS. TREE REMOVAL FOR THAT TRAIL IS CITY
RESPONSIBILITY.
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CAMDEN RIDGE
KNOW ALL MEN BY THESE PRESENTS, That U,S. home Corporainw, a Delaware corporation. fee owner. of the following
described property siituoted in the County of Curver, State of Minneitota, to wit:
Callot A. CURISSEN INOGE. and Outlot A. PIONEER PASS. recording to the recorded plats thereat, Carver County
Minnesota,
Has caused the sona, to be surveyed and lotted! as CAMDEN RIDGE and d. hereby don.t� and dedficote to the Public far
public use forew,r the public ways And the easements as showtn an this plot for drainage and utility Purposes only.
In witness whereof said U.S, Home Corporation. a Delowore corporation. has caused these presents to be signed by its
prWar officer this _ day of 20_ .
U.S. Home Corporation
PLAT FILE NO.
C.R. DOC. NO.
CHANHASSEN, MINNESOTA
This plot of CAMDEN RIDa was approwNt and orce,I by the City Council of the City of Chanhassen, Mmm.sot. I .
regular meeting thereof held this — day of 20_ . and is in compliance with the arow,iors
of Minnesota Stobutes. Section �5.03. Suladhrelm 2. At[ monuments wilt the set as day of 20 ,
specified by the City Co,incd and as stated on this plot becoming to Minnesota Statutes Chapter 5135.
CITY COUNCIL Of� THE CITY Of' CHANHASSEN. MINNESOTA
Mayor 6, . Clerk
COUNTY SURVEYOR, Caryer County, Minnesota
ce, Pursuant to Chapter 395. Minnesota Laws of 1971. this plot hcs been approved this _ day of
STATE OF MINNESOTA 20_
COUNTY OF
Bne oregano instrument was actunowfedgeal before me this — any of 20_ . by
as — of IUS. home Corporation. . Delaware corporation. . behalf of said
company,
Notary Pubic. —
My Commission Exp[hts
SURVEYOR'S cERTinCATE
County Minnesota
I thereby certify that I haws wu�,edl and hdfied the property de.cnibed .. this ant as CAMDEN RIDGE. that this plot is .
correct representation of the boundary surw,X that .11 a.them.ti.al data and labels ... correctly d..i,h.l.d om the plot;
that all monuments depicted an the plot have been or will be correctly set within ons or as indicated cm the lot; that .11
water boundaries and wet lands as defined in MIS 505.01, Sulad. 3, existing as of the data of th., cratification ore shown
and labeled on the plot; and that all public ways are shown and labeled on the plot,
Peter J. Hawlanson. Registered Land Stwxe,or
Minnesota License No. 422"
STATE OF MINNESOTA
COUNTY OF
The foregoing Svrveyx�s Certificate by Peter J. howkirear. Minnesota License No. 42299. was ocionowledged before me this
— do, of 20 .
Notary Public. — County Minnesota
My Commission Expires
a
,tonn E Freenyer
CPmwbr County SIa,eyo,
COUNTY AUDITOR/TREASURER, Cowyer County. Minnesota
I hereby certify that taxes Payable in — and fior hos .� h.en paid far land described A Unis lot, Dated this
— day of 20 �
Laurie Engelen. County Auditor/Treasurer
COUNTY RECORDER, Coryvw County, Minnesota
I hereby certify that this plot of CAMDEN RIDGE wnA ffied this day of 20_ , at
. . clock — M. as Document No.
By
Mo. Lundgren. County Records,
C'ry0FCt4.4,,,.4,,,
RECEIVEO N
AUG 0 2 2013
CqANNASSEN PLANNING 0FpT
SCANNEC
PISNEERenginee?ing
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HE "'E"S ' "IT'L -A T BLUFF CR -1-111 CAMDEN RIDGE
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.00
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10&70 as S88*03'47*E SGXlM ME BT �G, 23. TW ITS. RGE, 23 )D4.18
IS
06, 111 COR X THE FIR 1/4 CI` �G 26
(cABmR Co. CT.TA)
OUTLOT A A
DRARBAGE AND UMU� n
A "..I . ALL 0�
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PLAT FILE NO.
C.R. DOC. NO.
I
// , "�:
GNUNE.� STTAI BE 1/2 NCTI . 'A 1. IRON
GNMEA� UBARICED BY kICENSE MUSIR 4�
2
605
"ITIES FICUND SNOW
4
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RIGRT GF .1 RI -AT .1 10�20.
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23 ..�Ip 5 . RANGE 23. RNICIT 15 A... IG
HA� A BEARING � SOUTIN BEI LAST
N. ..ME.T S� SHCANS AT .1 S.NBTE -
RED"TRE" - L�THTN. WWABES A FILAT NDNMEBT
T.AT SILL BE �T AND 10BRT1 SHAU BE N RILACE
IN T',R GRE YEAR � �E IIMD G, . `,AT SAID
GNUNE.� STTAI BE 1/2 NCTI . 'A 1. IRON
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w 0
SECTION 26. TWP. 116, RGE. 23
LOCA110N MAP
NO SCAff
IN MT
PIONEEReneneering
CAMDEN RIDGE
AREA SKETCH
0&
AREA
SUMMARY
BLOCK
I =
194,723 SF.
4.4700 AC�
BLOCK
2 =
140.427 SF.
12239 AC
BLOCK
3 =
130,455 SF.
2.9946 AC -
BLOCK
5177st
0.�
1.4638 AC�
OUTLOT A
5 =
0 357�
1�5547 AC.
TOTAL
LOT AREA
597,098 SF.
9 all�
TOTAL
12
248.247 SF.
5.6988 AC.
TOTAL
R/W AREA
191,803 SF.
4.4031 AC.
TOTAL
512%1
1.037,148 SF.
23M89 AC -
10 0 11 77M
0 M�
8
1�1,1
1
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1321711
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P18NEEReneneeTing �
�111 � I I —
AREA
SUMMARY
BLOCK
I =
194,723 SF.
4.4700 AC�
BLOCK
2 =
140.427 SF.
12239 AC
BLOCK
3 =
130,455 SF.
2.9946 AC -
BLOCK
5177st
0.�
1.4638 AC�
BLOCK
5 =
0 357�
1�5547 AC.
TOTAL
LOT AREA
597,098 SF.
9 all�
TOTAL
12
248.247 SF.
5.6988 AC.
TOTAL
R/W AREA
191,803 SF.
4.4031 AC.
TOTAL
512%1
1.037,148 SF.
23M89 AC -
10 0 11 77M
0 M�
8
1�1,1
1
71..l
10
0 164�
0.15�
1�3511
WOO
'5" 14
9
lum.,
15
.3116-
2
0 21�
133M,l
0 �
16
3
5
4
UTLOT G
3757TSf
1321711
5
A,
P18NEEReneneeTing �
�111 � I I —
AREA
SUMMARY
BLOCK
I =
194,723 SF.
4.4700 AC�
BLOCK
2 =
140.427 SF.
12239 AC
BLOCK
3 =
130,455 SF.
2.9946 AC -
BLOCK
4 =
63,771 SF.
1.4638 AC�
BLOCK
5 =
67.722 5F.
1�5547 AC.
TOTAL
LOT AREA
597,098 SF.
13.7070 AC.
TOTAL
OUTLOT AREA -
248.247 SF.
5.6988 AC.
TOTAL
R/W AREA
191,803 SF.
4.4031 AC.
TOTAL
AREA
1.037,148 SF.
23M89 AC -
4
UTLOT G
3757TSf
1321711
5
A,
P18NEEReneneeTing �
�111 � I I —
no
KEY
COMMON NAME/SCIENTIFIC NAME
ROOT
QUANTITY SPECIAL INSTRUCTIONS
980' ALONG HIGHWAY 212 WITH BUFFERYARD B
OVERSTORY TREES
BUFFER AREA ADJACENT TO HIGHWAY 212 IS A MINIMUM OF 30' WIDE
AM
MnUMN SAM WKYACER FRE3M X MJ7UMN KAW
IT 60
17
H8
HAOWE�/DELTIS OCCIDENTAUS
IT so
10
HL
IHMdESS H�EnWlSTjGUEDrrSIA TMACANTHOS HMO
IT ols
17
Ro-
NVER &RCH/BETUI-A NIGRA HERITAW (CLLW)
14Y B&B
tBAB
13
SL
SENMY UNDEN/-nUA AMERICANA -,ENTRY
ITBW
0
SM
SE101A GUN MAPUE/ACER FREEMAMI X 'SIDNA GLEN'
IT BOB
15
EVERGRMN "FREES
BS
N -ACK MIS �M� QAJCA DDWTA
7' BO
38 7' AVERAa HOWT, 6' MINIMM
, vp
, wm PIw/piNus SMOB�
7.
11 'r AWRAa H0%IT. 6' MINIMUM_,
TREES ON PRIVATE LOTS TO BE PLANTED AFTER HOMES ARE BUILT.
CONIFERS TO BE A MINIMUM OF 6' IN HEIGHT NTH AN AVERAGE OF 7'.
FRONT YARD DECIDUOUS TREES MUST BE A MINIMUM OF 2.5".
ALL OTHER DECIDUOUS TREES TO BE MINIMUM 1.5" NTH AN AVERAGE OF 2.5"
TOTAL NUMBER OF PROPOSED TREES: 129
REQUIRED NUMBER OF TREES: 116 (SEE TREE PRESERVATION PLAN FOR CALCULATIONS.)
DEaDUOUS TREE PLANTING DETAIL
BUFFER YARD REQUIREMENTS:
980' ALONG HIGHWAY 212 WITH BUFFERYARD B
BUFFER AREA ADJACENT TO HIGHWAY 212 IS A MINIMUM OF 30' WIDE
REQUIREMENTS:40% OF (2 CANOPY. 4 UNDERSTORY, 6 SHRUBS PER
THIS EQUALS 8 OVERSTORY, 16 UNDERSTORY, AND 24 SHRUBS.
PROPOSED PLANTINGS: 54 OVERSTORY AND CONIFER TREES
WALL
SEEDING -SEE GRADING PLAN
PIONEERenonwing
24= MI -1914
CITY OF CHANHASSEN
RECEIVED
AUG 0 2 2013
CHMHASMN PLANNING DE"
SCANNED
G�WC
K�V�
CONIFEROUS TREE PLANTING DETAIL
LANDSCAPE NOTES
<
A
7,
0
Nu
I'I 'N \k
ip\
4
% 4 �.
%
4
�4 U ff,�
J,,
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r; M;
L
1, 61
'S,
77
PISNEERenenee?ing
(WOU14914
Gross project area: 25.8 acres
Wetland Area: 0.6 acres
Net area: 25.2 acres
Gross Canopy Area: 5.1 acres
Canopy within wetland area: 0.6 acres
Net Canopy Area:
Baseline Canopy Coverage: 17.9% (4.5/25.2)
Canopy to be saved:F2—.5a—cre-sl
Canopy to be removed: �x 1.2 (city multiplier/penalty for falling under required canopy)
Net Canopy Area after grading (and 1.2 penalty): 2.1 acres (4.5-2.4)
Minimum Canopy Coverage Requirement: 20% of net project area of 25.2 = 5.0 acres
Credited remaining existing Canopy of 2.1 acres
Required additional Canopy Coverage to be mitigated: 2.9 acres (126,324 sf)
Each additional tree = 1,089 sf
Additional trees required to meet Canopy Coverage Requirement: 116 (126324/1089)
See Landscape plan for proposed tree locations and plant schedule
TREE CANOPY TO BE SAVED
TREE CANOPY WITHIN WETLAND AREA
TREE CANOPY TO BE REMOVED BY DEVELOPER
*ANY TREE REMOVAL OCCURING FOR THE PROPOSED CITY TRAIL ON
THE SOUTH SIDE OF THE PROPERTY IS NOT INCLUDED IN THE ABOVE
CALCULATIONS. TREE REMOVAL FOR THAT TRAIL IS CITY
RESPONSIBILITY.
G�MC K� M
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CAMDEN
KNOW ALL MEN BY THESE PRESENTS: That U.S. Home Corporation, a Delaware corporation, fee owner, of the following
described property situated in the County of Carver, State of Minnesota, to wit:
Outlot A, JEURISSEN RIDGE, and Outlot A, PIONEER PASS, according to the recorded plats thereof, Carver County,
Minnesota.
Has caused the same to be surveyed and platted as CAMDEN RIDGE and does hereby donate and dedicate to the public for
public use forever the public ways and the easements as shown on this plot for drainage and utility purposes only.
In witness whereof said U.S. Home Corporation, a Delaware corporation, has caused these presents to be signed by its
proper officer this — day of 1 20 .
U.S. Home Corporation
STATE OF MINNESOTA
COUNTY OF
[elm
RIDGE
CHANHASSEN, MINNESOTA
This plat of CAMDEN RIDGE was approved and accepted by the City Council of the City of Chanhassen, Minnesota at a
regular meeting thereof held this — day of 1 20 , and is in compliance with the provisions
of Minnesota Statutes, Section 505.03, Subdivision 2. All monuments will be set as day of 20_
specified by the City Council and as stated on this plat according to Minnesota Statutes Chapter 505.
CITY COUNCIL OF THE CITY OF CHANHASSEN, MINNESOTA
0
, Mayor 8 Y.
COUNTY SURVEYOR, Carver County, Minnesota
Pursuant to Chapter 395, Minnesota Laws of 1971, this plot has been approved this
20
By:
John E. Freemyer
The foregoing instrument was acknowledged before me this — day of 20_ , by Carver County Surveyor
as of U.S. Home Corporation, a Delaware corporation, on behalf of said
company.
Notary Public,
My Commission Expires
SURVEYOR'S CERTIFICATE
County, Minnesota
I hereby certify that I have surveyed and platted the property described on this plat as CAMDEN RIDGE, that this plat is a
correct representation of the boundary survey, that all mathematical data and labels are correctly designated on the plat;
that all monuments depicted on the plat have been or will be correctly set within one year as indicated on the plat; that all
water boundaries and wet lands as defined in MS 505.01, Subc. 3, existing as of the date of this certification are shown
and labeled on the plat; and that all public ways are shown and labeled on the plat.
Peter J. Hawkinson, Registered Land Surveyor
Minnesota License No. 42299
STATE OF MINNESOTA
COUNTY OF
The foregoing Surveyor's Certificate by Peter J. Hawkinson, Minnesota License No. 42299, was acknowledged before me this
— day of 1 20
Notary Public,
My Commission Expires
County, Minnesota
COUNTY AUDI TOR/TREASURER, Carver County, Minnesota
. Clerk
day of
I hereby certify that taxes payable in and prior years have been paid for land described on this plat. Dated this
— day of 1 20 .
COUNTY RECORDER, Carver County, Minnesota
I hereby certify that this plat of CAMDEN RIDGE was filed this
o'clock M. (is Document No.
0
Laurie Engelen, County Auditor/Treasurer
day of
By
Mark Lundgren, County Recorder
20 . at
CIT*Y0FCHANHASSEN'
RECEIVED
AUG 0 2 2013
CHANHASSEN PLANNING oEPT
AUG 0� 2013
P 10 NE't R
ENGINEEF�'i� (- P,,�
P18NEERengineering
CIVILENGINEERS LANDPIANNERS LANDSLRVEYORS IANDSCAPFARcHnLcis
SHEET 1 OF 2 SHEETS
�[ IT DF)ET-c7F I
r 1 IV/ r A -r -1 1 Ir-r-
c- r-\ I [�, L - %-) I F CN RE FL - 1�
r
CAMDEN
RIDGE
1'� A r\ r\ 1 � I /-'\ N
I 1\-/i sol'os "30
42.74
S88008'1 O"E S43 029'15 E
250.00
103.70 -
30.92 A25. 3 89.84
S88003'47"E SOUTH LINE OF SEC.
23, TWP. 116,
RGE. 23
-50 i --- -
-k
1004.18
-- l' 940.89
0 00 X NW CDR OF THE NW 1/4 OF SEC. 26
0- (CARVER CO. C.I.M.) 33.25
OUTLOT A PF
0 if DRAINAGE AND UTILITY 0 C) Lo qN ol
X EASEMENT OVER ALL OF 307.67 00. b) 0)
04 S4
w r�'
OUTLOT A 0 0
0 0 15 15 01
46.19 64b,
tpo \I3, 166.44
10 1 1 p\OCK DRiVE SOLIH 794
ul. I R
0. s 1
.1 6�j 19 46�
----Ib7a�3
7"c",,17-,
-5�' %, R=590-00 .3,
, 5p , _ 1 291-98 0. 0
r0l 295.17
<\ _�66 44 1 A=29005'41 C14- "N
v it
4, Ir.
304.68 If
R=600-00 '40 p
o , n,=O8948'48L
co C'4
o -45 �0-7 51b4"
A=29'Ob 41 13 02 1 T5.:57 F 77T2 <o
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5*20'33" 144. / I �-!z
8-966 60,66 0 Z /I
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-75.01 S89049 Zb L
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0 .55 -
z C�l
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0 5 6104 _uc, 1 9 '15 1 '-o'o
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c6 13 m
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.7 OUTLOT C -72.35 _j 7% ;�ll 'ja27 0
(0 _j 11 0:iG L-,�� -�'49'02- 1 -1 11 - ----- --- - .675'40'10- 42.871
_j T3 79
DRAINAGE AND UTILITY U. 75 A ip. C) 06-48-31 "W
Ell EASEMENT OVER ALL OF 71 B" 0. 6 ,
s -;(Tg 6i
0 i4 0 w
NL
0 OUTLOT C lo -.j 17 -§EL3 8 !L9�'�- -!��14�J,25.9
25 SSEN DRI 1 10
30 VE < r - - - - - - -1
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-7 40 5
�l OUTLOT E b, N
6 050� A=01'30'34" jr- 3.1 S89051'01" W 123.63 1 9 43.961
co 134.46 DRAINAGE AND UTILITY 10002'43 E
'�:;-11.61 '14:' 153.65 00 2 36 'v EASEMENT OVER ALL OF S
R=225.0 c;
�\ &= 1 8noO 2' uo� N89*51'01 "E 148.84-34 62�
loo 01 OUTLOT E 6
_��=34 30. 1 1 It
z 53'27 -04 u 3:
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BEARINGS ARE BASED ON THE SOUTH LINE OF SECTION LAO -A
23, TOWNSHIP 116, RANGE 23, WHICH IS ASSUMED TO X
vo)
HAVE A BEARING OF SOUTH 88003'47" EAST. <-
C-S.A. NO.
< A(�) A
NO MONUMENT SYMBOL SHOWN AT ANY STATUTE ICA N
REQUIRED - LOCATION, INDICATES A PLAT MONUMENT
THAT WILL BE SET AND WHICH SHALL BE IN PLACE
WITHIN ONE YEAR OF THE FILING OF THE PLAT. SAID .1 V
tr
I MONUMENTS SHALL BE 1/2 INCH X 14 INCH IRON .0
MONUMENTS MARKED BY LICENSE NUMBER 42299. b4:35
C.
SECTION 26, TWP. 116, RGE. 23
LOCATION MAP
NO SCALE
60 30 0 60
SCALE IN FEET
DENOTES FOUND IRON MONUMENT.
DENOTES RESTRICTED RIGHT OF ACCESS PER
MINNESOTA DEPARTMENT OF TRANSPORTATION
RIGHT OF WAY PLAT NO. 10-20.
00
0 bcN (po oAl
C555 %3\ 7
0
" <
PIONEERengineming
CTV�ENGI�RS L�RS LA�S�WYORS LANMCAPEARCH=S
SHEET1 OF2 SHEETS
1
12272sf
0.2817cc
2
13273sf
0.3047oc
OUTLOT
C
59337sf
9
1.3622ac
11 244sf
60 30 0 60
SCALE IN FEET
3
1041 7sf
0. 2391 cc
7
15384sf
0.3532ac
8
15504sf
0.3559ac
1
4
1 2157sf
0.2791 cc
5
12272sf
0.2817ac
6
1 4049sf
O�3225cc
9
13836sf
0.3176cc
OUTLOT A
2.1024ac
91582sf
a:
rri
C)
0
C
30822sf
0,7076ac
1
11164sf
0.2563ac
13
11848sf
O�2720cc
11
15592sf
0.3579ac
10
16767sf
0.3849ac
CAMDEN RIDGE
AREA SKETCH
V�J�R ROCK DRIVE SOUTH
2
10009sf
0.2298ac
12
10005sf
0.2297ac
12
1 5997sf
C.3672ac
3
4
5
9
1 0983sf
I
11 244sf
10449sf
0.2521 ac
0.2581 cc
0 2399ac
BLOCK
1 =
11
10205sf
0.2343ac
10
10731 sf
0.2464ac
SEN DR I VE
13
1 4160sf
0.3251 cc
100068sf
2.2972ac
6
11541 sf
0.2649ac
7
11 234sf
0.2579ac
W,
56342sf
1.2934ce
14
1 3043sf
0.2994oc
1
13435sf
0.3084cc
5
OUTLOTE
9
29047sf
C)
10427sf
0.2394ac
8
/CC)
6
BLOCK
1 =
194,723 SF.
10587sf
AC.
BLOCK
0.2431 cc
140,427 SF.
56342sf
1.2934ce
14
1 3043sf
0.2994oc
1
13435sf
0.3084cc
2
13356sf
0.3066ac
14003sf
0 3215ac/2
5223sf
0.11 990C
5305sf
0.1218ac
6262sf
2 0.1 437cc
3
6765sf
0.1553a
4
5
OUTLOTE
0.3385ac
29047sf
AREA
SUMMARY
6
BLOCK
1 =
194,723 SF.
4.4700
AC.
BLOCK
2 =
140,427 SF.
3.2239
AC.
BLOCK
3 -
130,455 SF.
2.9946
AC.
BLOCK
4 -
63,771 SF.
1.4638
AC.
BLOCK
5 =
67,722 SF.
1.5547
AC.
TOTAL
LOT AREA -
597,098 S'F.
13.7070
AC.
TOTAL
OUTLOT AREA
248,247 SF.
5.6988
AC.
TOTAL
R/W AREA
191,803 SF.
4.4031
AC.
TOTAL
AREA --
1,037,148 SF.
23.8089 AC.
2
13356sf
0.3066ac
14003sf
0 3215ac/2
5223sf
0.11 990C
5305sf
0.1218ac
6262sf
2 0.1 437cc
3
6765sf
0.1553a
4
7
6131
0.140
8
s
0.11 88cc
9
51 29sf
10 0.11 77oc
7152sf
0.1 642ac
PLAT FILE NO.
C.R. DOC. NO.
61113sl
0.1564" 3
6787sf 4
0.1 558ac 7782sf
0.1 786ac
5
9567sf
0.2196cc
6
11114sf
0.2551 cc
7560sf 7
c 0.1 735ac
5920sf 8
0.1 359ac
8160sf
0.1 873oc
61 57sf
O� I 413ac 9
8467sf 6851 sf
0.1 944ac 0.1 573ac 10
4
7999sf
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7ac
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0.1 914oc
6656sf 13
0.1 528ac
6520sf 14
0.1 497ac
9523sf 15
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0.3039cc
37511 sf
0. 8611 cc
5
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PICNEERengineering
CIVILENGINEERS LANDPLANNERS LANDSURVhYORS LAJNDSC�L�CIIITECIS I
SHEET1 OF 2 SHEETS
5
OUTLOTE
0.3385ac
29047sf
0.6668ac
6
7
6131
0.140
8
s
0.11 88cc
9
51 29sf
10 0.11 77oc
7152sf
0.1 642ac
PLAT FILE NO.
C.R. DOC. NO.
61113sl
0.1564" 3
6787sf 4
0.1 558ac 7782sf
0.1 786ac
5
9567sf
0.2196cc
6
11114sf
0.2551 cc
7560sf 7
c 0.1 735ac
5920sf 8
0.1 359ac
8160sf
0.1 873oc
61 57sf
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8467sf 6851 sf
0.1 944ac 0.1 573ac 10
4
7999sf
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7ac
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8338sf
0.1 914oc
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0.1 528ac
6520sf 14
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0.3039cc
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PICNEERengineering
CIVILENGINEERS LANDPLANNERS LANDSURVhYORS LAJNDSC�L�CIIITECIS I
SHEET1 OF 2 SHEETS
3
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0.3385ac
7
6131
0.140
8
s
0.11 88cc
9
51 29sf
10 0.11 77oc
7152sf
0.1 642ac
PLAT FILE NO.
C.R. DOC. NO.
61113sl
0.1564" 3
6787sf 4
0.1 558ac 7782sf
0.1 786ac
5
9567sf
0.2196cc
6
11114sf
0.2551 cc
7560sf 7
c 0.1 735ac
5920sf 8
0.1 359ac
8160sf
0.1 873oc
61 57sf
O� I 413ac 9
8467sf 6851 sf
0.1 944ac 0.1 573ac 10
4
7999sf
sf 0.1 836ac 11
7ac
8865sf
O�2035ac
12
8338sf
0.1 914oc
6656sf 13
0.1 528ac
6520sf 14
0.1 497ac
9523sf 15
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0.3039cc
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0. 8611 cc
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PICNEERengineering
CIVILENGINEERS LANDPLANNERS LANDSURVhYORS LAJNDSC�L�CIIITECIS I
SHEET1 OF 2 SHEETS
A
0 IEL
CATED
" WLO T E
. . .... .... 0
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C
�tl 2
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1 862 1 12 9 _j 7
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9
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10
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13 tK 4
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w—in 12
PICNEERengineering
CWILENGEW"S LANDPLANNERS LANDSURVEYORS LANDSCAPE ARCHITECTS
(651) 681-1914
2422 Enterprise Drive Fax:681-9489
Mendota Heights, Ml� 55120 www.ploneereng.com
@ 2013 Pion= Enginmring
880
SL_8
10
%
9 0. 0.
(55 2
2
. %
%
Y BUJFF CREEX DI
TUMINCUS 4
INTLAMOUS
5
Y&ILAND
R8—
x 694 72
N\, X
c
910
x 870
ddk
2
x
C5 -
1-5
'I
L N -i I
KEY
COMMON NAME/SCIENTIFIC NAME
ROOT
QUANTITY
SPECIAL NISTRUCTIONS
TAFGS. DO NOT CUT A
OVERSTORY TREES
LEADER. DO NOT PAINT WATER WITHIN TWO HOURS OF
)80' ALONG HIGHWAY 212 WITH BUFFERYARD B
CUTS. b INSTALLATION. WATERING MUST
BE SUFFICIENT TO THOROUGHLY
AM
AUTUMN BLAZE MAPLE/ACER FREEMANII X 'AUTUMN BLAZE'
2.5" B&B
17
HB
HACKBERRY/CELTIS OCCIDENTALIS
2.5" B&B
10
THE ROOT FLARE IS AT UNLESS SOIL MOISTURE IS
HL
THORNLESS HONEYLOCUST/GLEDITSIA TRIACANTHOS INERMIS
2.5" B&B
17
PROPOSED PLANTINGS: 54 OVERSTORY AND CONIFER TREES
RB
RIVER BIRCH/BETULA NIGRA 'HERITAGE' (CLUMP)
10, B&B
13
WIRE BASKET. (IF USED),
SL
SENTRY LINDEN/TILIA AMERICANA 'SENTRY'
2.5" B&B
8
SM
SIENNA GLEN MAPLE/ACER FREEMANII X 'SIENNA GLEN'
2.5" B&B
15
TOP k OF THE BASKET OR
THE TOP TWO HORIZONTAL
RINGS, WHICHEVER IS
GREATER. REMOVE ALL
E RGREEN TREES
BURLAP AND NARS FROM
TOP �2 OF THE BALL.
BS
BLACK HILLS SPRUCE/PICEA GLAUCA DENSATA
7' B&B
38
7' AVERAGE HEIGHT, 6' MINIMUM
WP
WHITE PINE/PINUS STROBUS
7' B&B
11
7' AVERAGE HEIGHT, 6' MINIMUM
CITY OF CHANHASSEN
FIECEIVED
AUG 0 2 2013
C�IMHASSEN PLANNING DEPT
TREES ON PRIVATE LOTS TO BE PLANTED AFTER HOMES ARE BUILT.
CONIFERS TO BE A MINIMUM OF 6' IN HEIGHT WITH AN AVERAGE OF 7'.
FRONT YARD DECIDUOUS TREES MUST BE A MINIMUM OF 2.5
ALL OTHER DECIDUOUS TREES TO BE MINIMUM 1.5 29 WITH AN AVERAGE OF 2.5 $10
TOTAL NUMBER OF PROPOSED TREES: 129
REQUIRED NUMBER OF TREES: 116 (SEE TREE PRESERVATION PLAN FOR CALCULATIONS.)
DECIDUOUS TREE PLANTING DETAIL
3UFFER YARD REQUIREMENTS:
TRIM OUT DEAD WOOD AND WATER TO SETTLE PLANTS AND
WEAK AND/OR DEFORMED FILL VOIDS.
TAFGS. DO NOT CUT A
LEADER. DO NOT PAINT WATER WITHIN TWO HOURS OF
)80' ALONG HIGHWAY 212 WITH BUFFERYARD B
CUTS. b INSTALLATION. WATERING MUST
BE SUFFICIENT TO THOROUGHLY
SETPLANT ON SATURATE ROOT BALL AND
3UFFER AREA ADJACENT TO HIGHWAY 212 IS A MINIMUM OF 30' WIDE
UNDISTURBED NATIVE SOIL PLAN PING HOLE.
OR THOROUGHLY
4
0,
REQUIREMENTS: 40% OF (2 CANOPY, 4 UNDERSTORY, 6 SHRUBS PER
) COMPACTED BACKFILL PLACE MULCH WITHIN 48 HOURS
SOIL. INSTALL PLANT SO 4 4 OF THE SECOND WATERING
THE ROOT FLARE IS AT UNLESS SOIL MOISTURE IS
THIS EQUALS 8 OVERSTORY, 16 UNDERSTORY, AND 24 SHRUBS.
OR UP TO 2" ABOVE THE EXCESSIVE.
FINISHED GRADE.
PROPOSED PLANTINGS: 54 OVERSTORY AND CONIFER TREES
PLACE PLANT IN PLANTING SHREDDED WOOD MULCH MIN. 4"
DEEP (DO NOT PLACE MULCH
HOLE WITH BURLAP AND AGAINST TRUNK OF TREE).
WIRE BASKET. (IF USED),
INTACT. BACKFILL WITHIN PLUMB AND BACKFILL WITH
APPROXIMATELY 12" OF BACKTILL SOIL. BREAK DOWN
THE TOP OF ROOTBALL, SIDES OF HOLE WHEN
WATER PLANT. REMOVE BACKFILLING.
TOP k OF THE BASKET OR
THE TOP TWO HORIZONTAL
RINGS, WHICHEVER IS
GREATER. REMOVE ALL
BURLAP AND NARS FROM
TOP �2 OF THE BALL.
REMOVE ALL TWINE.
SCARIFY BOTTOM AND
SIDES OF HOLE PRIOR TO
PLAN TING.
+ 2-3 TIME
CONIFEROUS TREE PLANTING DETAIL
TRIM OUT DEAD WOOD AND WATER TO SETTLE PLANTS AND
WEAK AND/OR DEFORMED FILL VOIDS.
TWIGS, DO NOT CUT A
LEADER. DO NOT PAINT WATER WTHIN TWO HOURS OF
CUTS. INSTALLATION. WATERING MUST
BE SUFFICIENT TO THOROUGHLY
SET PLANT ON SATURATE ROOT BALL AND
UNDISTURBED NATIVE SOIL PLANTING HOLE.
OR THOROUGHLY
COMPACTED BACKFILL 45�/ PLACE MULCH WTHIN 48 HOURS
SOIL. INSTALL PLANT SO OF THE SECOND WATERING
THE ROOT FLARE IS AT UNLESS SOIL MOlMRE IS
OR UP TO 2" ABOVE THE EXCESSIVE.
FINISHED GRADE. SHREDDED WOOD MULCH MIN. 4"
PLACE PLANT IN PLANTING DEEP (DO NOT PLACE MULCH
OLE WITH BURLAP AND AGAINST TRUNK OF TREE).
WIRE BASKET. (IF USED). Ire
INTACT. BACKFILL WITHIN PLUMB AND BACKFILL WITH
APPROXIMATELY 12" OF BACKFILL SOIL. BREAK DOWN
THE TOP OF ROOTBALL, SIDES OF HOLE WHEN
WATER PLANT. REMOVE BACKFILUNG.
TOP k OF THE BASKETOR
THE TOP TWO HORIZONTAL
RINGS, WHICHEVER IS
GREATER. REMOVE ALL
BURLAP AND NAILS FROM IVA
TOP � OF THE BALL.
REMOVE ALL TWINE.
ND WALL
SCARIFY BOTTOM AND
SIDES OF HOLE PRIOR TO
PLANTING.
2-3 TIMES BALL DIAMETER
SEEDING -SEE GRADING PLAN
LANDSCAPE NOTES
- THE LANDSCAPE CONTRACTOR SHALL VISIT THE PROJECT SITE TO BECOME FAMILIAR NTH THE EXISTING CONDITIONS
PRIOR TO SUBMITTING A BID,
- THE LANDSCAPE CONTRACTOR SHALL NOTIFY THE LANDSCAPE ARCHITECT OF PROPOSED PHYSICAL START DATE AT
LEAST 7 DAYS IN ADVANCE.
- THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR THE FIELD VERIFICATION OF ALL EXISTING UTILITY
LOCATIONS ON THE PROJECT SITE WITH GOPHER STATE ONE CALL 1-800-252-1156 PRIOR TO COMMENCING WORK.
THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION AND REPAIR OF EXISTING UTILITIES
DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER. NOTIFY THE LANDSCAPE ARCHITECT OF ANY CONFUCTS
TO FACILITATE PLANT RELOCATION.
- GRADING TO BE PERFORMED BY OTHERS.
- NO PLANT MATERIAL SHALL BE INSTALLED UNTIL GRADING AND CONSTRUCTION HAS BEEN COMPLETED IN THE
IMMEDIATE AREA.
- ALL PLANT MATERIAL SHALL MEET THE STANDARDS FOUND IN THE AMERICAN ASSOCIATION OF
NURSERYMEN -AMERICAN STANDARD FOR NURSERY STOCK.
ALL CONTAINER MATERIAL TO BE GROWN IN THE CONTAINER A MINIMUM OF SIX (6) MONTHS PRIOR TO PLANTING ON
SITE.
DECIDUOUS AND CONIFEROUS TREES SHALL NOT BE STAKED. BUT THE LANDSCAPE CONTRACTOR MUST GUARANTEE
STANDABILITY TO A WIND SPEED OF 60 M.P.H.
- THE LANDSCAPE CONTRACTOR SHALL PROVIDE A MINIMUM GUARANTEE OF ONE YEAR ONE TIME REPLACEMENT ON
NEW PLANT MATERIALS. GUARANTEE SHALL BE AGREED UPON BY DEVELOPER/lBUILDER AND LANDSCAPE CONTRACTOR.
THE LANDSCAPE ARCHITECT RESERVES THE RIGHT TO REJECT ANY PLANTS WHICH ARE DEEMED UNSATISFACTORY
BEFORE, DURING OR AFTER INSTALLATION.
IF THERE IS A DESCREPANCY BETWEEN THE NUMBER OF PLANTS SHOWN ON THE PLAN AND THE NUMBER SHOWN ON
THE PLANT LIST, THE NUMBER SHOWN ON THE PLAN WILL TAKE PRECEDENCE.
-THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MULCHES AND PLAN IING SOIL QUAN nflES TO
COMPLETE WORK SHOWN ON THE PLAN. THE LANDSCAPE CONTRACTOR SHALL VERIFY ALL QUANTITIES SHOWN ON THE
0 50 100 200 PR11DAITED
PLANT SCHEDULE.
- COMMERCIAL GRADE POLY LAWN EDGING SHALL BE INSTALLED WERE NOTED.
AUG 0 2 2013
- THE LANDSCAPE CONTRACTOR SHALL REPAIR ALL DAMAGE TO THE SITE CAUSED BY THE PLANTING OPERATION AT
GRAPHIC SCALE IN FEET
NO COST TO THE OWNER.
PIONEER
ENGl,V=FRjKCA PA.
- THE LANDSCAPE CONTRACTOR SHALL KEEP PAVEMENTS CLEAN UNSTAINED. ALL PEDESTRIAN AND VEHICLE ACCESS
TO BE MAINTAINED THROUGHOUT CONSTRUCTION PERIOD. ALL WASTES SHALL BE PROMPTLY REMOVED FROM THE SITE.
ANY DAMAGE TO EXISTING FACILITIES SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE.
- THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WTH ALL APPLICABLE CODES, REGULATIONS AND PERMITS
GOVERNING THE WORK.
STORAGE OF MATERIALS OR SUPPLIES ON-SITE WILL NOT BE ALLOWED.
IFNNAR
r� A lk XT-%T"kT " TTNd" r'
W
880
C
862— 5 12
13
0
6
- - ------------- ----
P18NEERengineering
CIVIL ENGINEERS LAND PLANN�S LAND SURVEY01tS LANDSCAPE �'
(651) 681-1914
2422 Enterprise Drive Fax: 681-9488
Mendota Heights, MN 55120 www.pioncereng.com
@ 2013 Pion�r Engin=ing
10
'.10/
-9-
IMARY SLIFF CREEK
P18NEERengineering
CIVIL ENGINEERS LAND PLANN�S LAND SURVEY01tS LANDSCAPE �'
(651) 681-1914
2422 Enterprise Drive Fax: 681-9488
Mendota Heights, MN 55120 www.pioncereng.com
@ 2013 Pion�r Engin=ing
IMARY SLIFF CREEK
X
P18NEERengineering
CIVIL ENGINEERS LAND PLANN�S LAND SURVEY01tS LANDSCAPE �'
(651) 681-1914
2422 Enterprise Drive Fax: 681-9488
Mendota Heights, MN 55120 www.pioncereng.com
@ 2013 Pion�r Engin=ing
X 894.72
66&h�
9
;/2
4
/ 5 3
X6
2
3 7 ��r 0 - 5 , 2
4
OUTLOT E 9
10
4 wo
7
12
9
10
13
W -1111V 0,:`
14
2 15
16
5 3
4
5
8-
%
X 870 1
22
X I,11 th�
Gross project area: 25.8 acres
Wetland Area: 0.6 acres
Net area: 25.2 acres
Gross Canopy Area: 5.1 acres
Canopy within wetland area: 0.6 acres
Net Canopy Area: F4—.5 �acres
Baseline Canopy Coverage: 17.9% (4.5/25.2)
Canopy to be saved:
Canopy to be removed: F2—.O--ac—r7es x 1.2 (city multiplier/penalty for falling under required canopy)
Net Canopy Area after grading (and 1.2 penalty): 2.1 acres (4.5-2.4)
Minimum Canopy Coverage Requirement: 20% of net project area of 25.2 = 5.0 acres
Credited remaining existing Canopy of 2.1 acres
Required additional Canopy Coverage to be mitigated: 2.9 acres (126,324 sf)
Each additional tree = 1,,089 sf
Additional trees required to meet Canopy Coverage Requirement: 116 (126324/1089)
See Landscape plan for proposed tree locations and plant schedule
METREE CANOPY TO BE SAVED
............
. . . . . . . . . .. 4
TREE CANOPY WITHIN WETLAND AREA
...........
. . . . . . . . . .. 4
. . . . . . . . . . .
MTREE CANOPY TO BE REMOVED BY DEVELOPER
*ANY TREE REMOVAL OCCURING FOR THE PROPOSED CITY TRAIL ON
THE SOUTH SIDE OF THE PROPERTY IS NOT INCLUDED IN THE ABOVE
CALCULATIONS. TREE REMOVAL FOR THAT TRAIL IS CITY
RESPONSIBILITY.
0 50 100 200
GRAPHIC SCALE IN FEET
112289 1
IMARY SLIFF CREEK
X 894.72
66&h�
9
;/2
4
/ 5 3
X6
2
3 7 ��r 0 - 5 , 2
4
OUTLOT E 9
10
4 wo
7
12
9
10
13
W -1111V 0,:`
14
2 15
16
5 3
4
5
8-
%
X 870 1
22
X I,11 th�
Gross project area: 25.8 acres
Wetland Area: 0.6 acres
Net area: 25.2 acres
Gross Canopy Area: 5.1 acres
Canopy within wetland area: 0.6 acres
Net Canopy Area: F4—.5 �acres
Baseline Canopy Coverage: 17.9% (4.5/25.2)
Canopy to be saved:
Canopy to be removed: F2—.O--ac—r7es x 1.2 (city multiplier/penalty for falling under required canopy)
Net Canopy Area after grading (and 1.2 penalty): 2.1 acres (4.5-2.4)
Minimum Canopy Coverage Requirement: 20% of net project area of 25.2 = 5.0 acres
Credited remaining existing Canopy of 2.1 acres
Required additional Canopy Coverage to be mitigated: 2.9 acres (126,324 sf)
Each additional tree = 1,,089 sf
Additional trees required to meet Canopy Coverage Requirement: 116 (126324/1089)
See Landscape plan for proposed tree locations and plant schedule
METREE CANOPY TO BE SAVED
............
. . . . . . . . . .. 4
TREE CANOPY WITHIN WETLAND AREA
...........
. . . . . . . . . .. 4
. . . . . . . . . . .
MTREE CANOPY TO BE REMOVED BY DEVELOPER
*ANY TREE REMOVAL OCCURING FOR THE PROPOSED CITY TRAIL ON
THE SOUTH SIDE OF THE PROPERTY IS NOT INCLUDED IN THE ABOVE
CALCULATIONS. TREE REMOVAL FOR THAT TRAIL IS CITY
RESPONSIBILITY.
0 50 100 200
GRAPHIC SCALE IN FEET
112289 1
4�
U
V,
ppe—w
x x ppe—w X x
gw x 139�
91 '1400
1392 920 QUTL 02 1403
x
11967 �10
1 900 - - —
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1,32,
2
6
7 86
x 4
4 V39 4 A . /, 7 3
X
3MB4 5a
3 13 5
315@ o2
5 �PO 52
3 n—S
1 862 12 9 7
8 4
Co 0 6 t 9
N Co OUTLOT E
00 Co 6 1 L �10
*--5,,7 - 0 1 5
A%K. 4
7 6.
12 7
8130 9 12
10
x >< 1 13
10 4�1 4bW 408 A, 143*38
4lj 4 �4-�q x 14
Gf41 U 14"
9 09
1413 x 14 4 15
q>, Ir 2
14X X Q)
14 22
x
%
MARY 8U)FF CIFEEK
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4
BITUMINOUS
%
WETLAND
8-
X 894.72
C
x 870 1
22
ell th�
P19NEERengineering
C�ENG�RS L�P�T� L�NJDSURVEYORS L�DSCAPEARCHRWTS
2422 Enterprise Drive (651) 681-1914
Fax: 681-9488
Mendota Heights� MN 55120 www.pioneereng.com
@ 2013 Pioneer Engineering
Tag
Common Name
Scientific Name
DBH
Status
1301
Red Oak
Quercus rubra
10
Save
1302
Bur Oak
Quercus macrocarpo
7
Save
1303
Bur Oak
Quercus macrocarpa
7
Save
1304
Red Oak
Quercus rubra
11
Save
1305
Red Oak
Quercus rubra
7
Save
1306
Bur Oak
Quercus macrocorpa
33
Remove
1307
American Elm
Ulmus americano
9
Remove
1308
Bur Oak
Quercus macrocarpa
24
Remove
1309
Boxelder
Acer negundo
8
Remove
1310
Bur Oak
Quercus macrocarpa
40
Remove
1311
Boxelder
Acer negundo
9
Remove 1
1312
Boxelder
Acernegundo
7
Remove
1313
Bur Oak
Quercus mocrocorpa
41
Remove
1314
Boxelder
Acernegundo
12
Remove
1315
Boxelder
Acernegundo
9
Remove
1316
American Elm
Ulmus americana
9
Remove
1317
jBoxelder
Acernegundo
21
Remove
1318
Boxelder
Acernegundo
9
Remove
1319
American Elm
Ulmus americann,
11
Remove
1320
Boxelder
Acernegundo
14
Re move
1321
Boxelder
Acernegundo
11
Remove
1322
Boxelder
Acernegundo
13
Remove
1323
Boxelder
Acernegundo
14
Remove
1324
Boxelder
Acernegundo
13
Re move
1325
Boxelder
Acerregundo
10
Remove
1326
Boxelder
Acer negundo,
10
Remove
1327
Boxelder
Acernegundo
21
Remove
1328
American Elm
Ulmus americana
14
Remove
1329
Boxelder
Acer negundo
8
Remove
1330
Boxelder
Acer regundo
7
Remove
1331
Boxelder
Acer negundo
8
Remove
1332
Boxelder
Acer negundo
7
Remove
1333
Boxelder
Acer negundo
8
Remove
1334
Boxelder
Acer negundo
12
Re move
1335
jBoxelder
Acernegundo
11
Remove
1336
Boxelder
Acernegundo
18
Remove
1337
Boxelder
Acernegundo
10
lRemove
1338
Boxelder
A cer negundo
37
Remove
1339
Boxelder
Acer negundo
33
Remove
1340
American Elm
U/mus americana
7
Remove
1341
lAmerican Elm
Ulmus americana
8
Remove
1342
lBoxelde
Acernegundo
8
Remove
1343
Boxelder
Acernegundo
13
Remove
1344
BurOak
Quercus macrocarpa
24
Remove
1345
American Elm
Ulmusamericana
11
Remove
1346
Boxelder
Acer negundo
12
Remove
1347
American Elm
Ulmus americano
7
Remove
1348
Boxelder
Acer negundo
21
Remove
1349
Boxelder
Acer negundo
15
Remove
1350
Boxelder
Acer negundo
16
Remove
1351
American Elm
Ulmusamericano
9
Remove
1352
American Elm
Ulmus americano
9
Remove
1353
Boxelder
Acernegundo
8
Remove
1354
Boxelder
Acernegundo
7
Remove
1355
Boxelder
Acernegundo
10
Remove
1356
Boxelder
Acernegundo
19
Remove
1357
Boxelder
Acernegundo
8
Remove
1358
Boxelder
Acer negundo
16
Remove
1359
Boxelder
Acernegundo
18
Remove
1360
Boxelder
Acernegundo
7
Remove
1361
Boxelder
Acernegundo
11
Remove
1362
Boxelder
Acernegundo
18
Remove
1363
Boxelder
Acer negundo
10
Remove
1364
Boxelder
Acernegundo
26
Remove
1365
Boxelder
Acer negundo
21
Remove
1366
jBoxelder
Acer negundo
22
Remove
1367
Boxelder
Acer negundo
24
Remove
1368
Boxelder
Acer negundo
17
Remove
1369
Boxelder
Acer negundo
15
Remove
1370
Boxelder
Acer negundo
23
Remove
1371
Boxelder
Acer negundo
29
Remove
1372
Boxelder
Acer negundo
12
Remove
1373
Boxelder
Acer negundo
7
Remove
1374
Boxelder
Acer negundo
12
Remove
1375
Boxelder
Acernegundo
11
Remove
1376
Boxelder
Acernegundo
11
Remove
1377
Boxelder
Acernegundo
12
Remove
1378
American Elm
Ulmus americana
11
Remove
1379
Boxelder
Acernegundo
9
Remove
1380
Boxelder
Acer negundo
9
Remove
1381
Boxelder
Acer negundo
9
Remove
1382
Boxelder
A cer negundo
9
Remove
1383
American Elm
Ulmusamericana
7
Remove
1384
American Elm
Ulmusamericana
9
Remove
1385
Boxelder
Acer negundo
3S
lRemove
j 1386
jAmerican Elm
—JUlmusomericano
11
lRemove
1387
Boxelder
Acernegundo
7
Remove
1388
Boxelder
Acernegundo
12
Remove
1389
Boxelder
Acernegundo
17
Remove
1390
Eastern Red Cedar
Juniperus virginiona
6
Save
1391
Eastern Red Cedar
Juniperus virginiona
6
Remove
1392
Eastern Red Cedar
Juniperus virginiona
6
Remove
1393
BurOak
Quercus macrocorpa
8
Save
1394
BurOak
Quercus macrocarpa
10
Save
1395
Green Ash
Froxinus pennsylvanico
8
Save
1396
Green Ash
Froxinus pennsylvanica
12
Save
1397
American Elm
Ulmus americana
13
Save
1398
Red Oak
Quercus rubra
10
Save
1399
Red Oak
Quercus rubra
12
Remove
1400
Green Ash
Froxinus pennsylvanica
16
Remove
1401
American Elm
Ulmus arriericana
22
Remove
1402
American Elm
Ulmus americana
17
Remove
1403
American Elm
Ulmus americana
16
Remove
1404
Boxelder
Acernegundo
10
Save
1405
18oxelder
Acernegundo
10
Save
1406
Boxelder
Acer negundo
11
Save
1407
Boxelder
Acernegundo
9
Save
1408
Boxelder
Acer negundo
13
Save
1409
American Elm
Ulmus americona
8
Save
1410
BurOak
Quercus macrocarpa
19
Save
1411
Missing Tag
0
1412
Boxelder
Acernegundo
18
Save
1413
Boxelder
Acernegundo
11
Save
1414
Boxelder
Acernegundo
15
Save
1415
Missing Tag
0
Save
1416
Boxelder
Acernegundo
13
Save
1417
American Elm
Ulmus americona
17
Save
1418
American Elm
Ulmus americana
11
1419
MissingTag
U
1420
Boxelder
Acer negundo
8
Save
1421
American Elm
UIMU5 americana
15
Save
1422
Boxelder
Acer negundo
12
Remove
1423
Boxelder
Acernegundo
10
Remove
1424
Boxelder
Acernegundo
10
Remove
1425
Boxelder
Acernegundo
12
Remove
1426
Boxelder
Acernegundo
9
Remove
1427
Boxelder
Acernegundo
8
Remove
1428
American Elm
Ulmus americana
20
Remove
1429
Boxelder
Acernegundo
9
Remove
1430
Boxelder
Acernegundo
7
Remove
1431
Boxelder
Acernegundo
8
Remove
1432
Boxelder
Acernegundo
12
ISave
1433
Boxelder
Acernegundo
12
Save
1434
Boxelder
Acernegundo
10
Remove
1435
American Elm
Ulmus amen . cano
12
Remove
1436
American Elm
Ulmus americana
7
Remove
1437
American Elm
Ulmus amen . cgna
16
Remove
1438
American Elm
Ulmus americano
17
Remove
1439
American Elm
Ulmus amen . cano
10
Remove
1440
American Elm
Ulmusamericana
11
Remove
1441
American Elm
u1musamerf . cano
8
Remove
1442
Boxelder
Acernegundo
10
Remove
1443
Boxelder
Acernegundo
10
Remove
1444
Boxelder
Acernegundo
12
Remove
1445
Boxelder
Acernegundo
6
Remove
1446
Boxelder
Acernegundo
10
Remove
1447
Boxelder
Acernegundo
12
Remove
1448
Boxelder
Acernegundo
11
Remove
1449
Boxelder
Acernegundo
8
Remove
1450
Boxelder
Acernegundo
9
Remove
1451
Boxelder
Acernegundo
32
Remove
1452
Boxelder
Acernegundo
15
Remove
1453
American Elm
Ulmus americana
13
Remove
1454
Boxelder
Acer negundo
7
Remove
1455
Boxelder
Acer negundo
13
Save
1456
Boxelder
Acer negundo
12
Save
1457
Boxelder
Acernegundo
13
Save
1458
Boxelder
Acer negundo
is
Save
1459
Boxelder
Acernegundo
10
Save
1460
Boxelder
Acernegundo
13
Save
1461
jBoxelde r_
Acer negundo
13
Save
1462
Boxelder
Acernegundo
12
Save
1463
Boxelder
Acernegundo
9
Save
1464
Boxelder
Acernegundo
20
Save
1465
Boxelder
Acernegundo
10
ave
1466
Boxelder
lAcernegundo
23
isave
F
I
I
Z130
I
0 50 100 200
GRAPHIC SCALE IN FEET
112289 0
SITE DATA
DESIGN CRITERLAI
PROPOSED ZONING DISTRICT - RSF
LOT WIDTH - 90 FEET
LOT DEPTH - 125 FEET
PAD DEPTH - 60 FEET
SETBACKS
SIDE YARD SETBACKS -10 FEET
FRONT YARD SETBACKS -30 FEET
REAR YARD - 30 FEET
MIN. LOT AREA - 15,000 SIF
CqyoFCHANHASSEN
RECEIVED
JUL 19 Z013
CHANHASSEN PLANNING DEPT
VICINITY MAP
y 3aks F),
*'O'kfen Ln
White Gak Ln
KI
PREPARED BY
SATHRE-BERGQUIST, INC.
150 S. BROADWAY
WAYZATA, MN 55391
PHONE: (952) 476-6000
FAX: (952) 476-0104
hftp://www.sathre.com
Contacts:
Daniel L. Schmidt
schmidt0sathre.com
Kings Rd
"144j�-e
Lake 'kY
Saint Joe CL-Var Point Rd
PREPARED FOR
CLIENTIDEVELOPER
STS Development, LLC
Todd Simning
5605 Zumbra Drive
Excelsior, MN 55331
LEGAL DESCRIPTION:
Outlot A, CEVUvLARON, according to the recored plat thereof, Carver County, Minnesota.
and
That part of Lot 2 of Section Seven (7), Township One Hundred Sixteen(l 16), Range Twenty
Three (23), Fifth Principal Meridian, according to Goverrunent survey thereof, describe as
follows, to wit:
CORNER OF LOT 2�—
.7, TWP.116, RGE.23
Commencing at a point on the West line of said Lot Two (2), distance Twenty (20) rods from the
Northwest comer of said Lot; thence South, along said West line, Twenty (20) rods; thence East
at right angles, 32 rods; thence North at right angles, Twenty (20) Rods; thence west, at right
angles, Thirty-two (32) rods to the place of beginnin except that part platted as CIMMARON,
according the recorded plat thereof, Carver County Minnesota.
40 20 0 25 40 80
� 0 0 0 0 1
SCALE IN FEET
NW CORNER OF LOT 2,
-.---SEC.7, TWP.116, RGE.23
04 -0 0
�0 00
00 a� 6
0
0 on
0
0
0
FND IRON MON.
FND 1/2- IRON MON #16099,--�
(POINT OF COMMENCEMENT) I
NORTH
Ln 0
000
06
0 r -r)
0
0
C/�
ON
" -� 0
Co 00
0 0:� C5
1�1
0 0 ro
0
V)
NORTH LINE OF GOVERNMENT LOT 2—,
r
c1q
I--
0
-i
0
LLJ
Ld
G K A K A A N I
FN I V I I V I
—7
N89051'08"W
516.83
S89051'08"E
-- 528.00
(32 Rods)
N89051'08"W
E'S
-7
IV6
�? 0
7.q
LLJ
0-)/ 0
L0 CN
0-) 0
10 -7
0
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0
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00-r�,
40
0-)0
0
z
DESIGNER NO. BY DATE REVISIONS USE (INCLUDING COPYING, DISTRIBUTION, AND/OR CONVEYANCE OF I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS LA I Y FKUJtL; I NU. FILE NO.
DLS INFORMATION) OF THIS PRODUCT IS STRICTLY PROHIBITED WITHOUT PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT 1 87925
DRAWN BY SATHRE-BERGQUIST, INC.'s EXPRESS WRITTEN AUTHORIZATION. USE WITHOUT AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE PRELIMINARY PLAT
SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY LAWS OF THE STATE OF MINNESOTA. OP
DLS k+- (P SATHRE-BERGQUIST, INC.
CHECKED BY INDEMNIFY SATHRE-BERGQUIST, INC. OF ALL RESPONSIBILITY. T 150 SOUTH BROADWAY WAYZATA, MN. 55391 (952) 476-6000 CHANHASSEN,
SATHRE-BERGQUIST, INC. RESERVES THE RIGHT TO HOLD ANY ILLEGITIMATE
DLS USER OR PARTY LEGALLY RESPONSIBLE FOR DAMAGES OR LOSSES RESULTING anau r111 Cli MINNESOTA
107 LAKE ST. JOE'S COVE
DATE i FROM ILLEGITMATE USE. Daniel L. Schmidt, P.E. 0
05/05/04 Date: 06-19-2013 Lic. No. 26147 Ns P0,
Tree Calculations: St Joe's Cove
Date: 07-11-2013
Removed
Saved
1
APP
11
2
PIN
12.5
3
BOX
31
— — — — —
4
MAP
19
5
BOX
14.5
6
ELM
11.5
7
BOX
12
8
BOX
12.5
9
ELM
12
10
ASH
15
11
CHE
11
12
ELM
18
13
ASH
13
14
ASH
16
15
ELM
10
16
ASH
13
17
BOX
18
18
APP
19
19
MAP
17.5
— — — —
20
ELM
13
413
21
ELM
11
22
BOX
11.5
23
BOX
14
241ASH
D u n o
10.5
25
ASH
23.5
SCALE IN FEET
26
ELM
10.5
27
ASH
14
28
BOX
12.5
291ASH
41
30
BOX
25
31
BOX
12
32
BOX
12
33
ASH
12
341
BOX
13
35
ELM
10
36
BOX-
18
37
BOX
13.5
381ASH
10.5
391
BOX
10
401
BOX
10
411ASH
11.5
421
BOX
10.5
431ASH
21
441
MAP
31
451
MAP
25
461SPR
10.5
47
SPR
13
48
SPR
13
49
CED
10
50
CED
10
511
ELM
15
52
BOX
11
53
CED
14
54
CED
11.5
55
BOX
22
Total Caliper Inches
Proposed Removal
NORTH
968.5 caliper inches
823 caliper inches
I
CPO\
EIE�CHMARK
*� �H#
DESIGNER NO. BY DATE REVISIONS USE (INCLUDING COPYING, DISTRIBUTION, ANDIOR CONVEYANCE OF I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS suze U IT rKUJt:U I NU. FILE NO.
DILS INFORMATION) OF THIS PRODUCT IS STRICTLY PROHIBITED WITHOUT PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I 00's 87925-001
DRAWN BY SATHRE-BERGQUIST, INC.'s EXPRESS WRITTEN AUTHORIZATION. USE WITHOUT AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE TREE SURVEY PLAN
0
LAWS OF THE STATE C� MINNESOTA. Lu 0)
DLS SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY a 7P - SATHRE-BERGQUIST, INC. CHANHASSEN, ST JOE'S COVE
,�� T
CHECKEDBY INDEMNIFY SATHRE-BERGQUIST, INC. OF ALL RESPONSIBILITY. 150 SOUTH BROADWAY WAYZATA, MIN. 55391 (952) 47"WO TS1
SATHRE-BERGQUIST, INC. RESERVES THE RIGHT TO HOLD ANY ILLEGITIMATE .9
DILS G �01n� ALwff 'S, MINNESOTA
USER OR PARTY LEGALLY RESPONSIBLE FOR DAMAGES OR LOSSES RESULTIN I CHANHASSEN,MN
DATE I FROM ILLEGITMATE USE. Daniei L. Schmidt, P.E. G+Is��s Ts,
I Date: 06-19-2013 Lic. No- 26147 TS1
FND 1 /2" IRON
MON.
— — — — —
IN CONCRETE
—
—946— — — — —
— — — —
413
20 0 20 40
80
LoLn
C11
6PI
ko iilll
D u n o
SCALE IN FEET
DESIGNER NO. BY DATE REVISIONS USE (INCLUDING COPYING, DISTRIBUTION, ANDIOR CONVEYANCE OF I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS suze U IT rKUJt:U I NU. FILE NO.
DILS INFORMATION) OF THIS PRODUCT IS STRICTLY PROHIBITED WITHOUT PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I 00's 87925-001
DRAWN BY SATHRE-BERGQUIST, INC.'s EXPRESS WRITTEN AUTHORIZATION. USE WITHOUT AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE TREE SURVEY PLAN
0
LAWS OF THE STATE C� MINNESOTA. Lu 0)
DLS SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY a 7P - SATHRE-BERGQUIST, INC. CHANHASSEN, ST JOE'S COVE
,�� T
CHECKEDBY INDEMNIFY SATHRE-BERGQUIST, INC. OF ALL RESPONSIBILITY. 150 SOUTH BROADWAY WAYZATA, MIN. 55391 (952) 47"WO TS1
SATHRE-BERGQUIST, INC. RESERVES THE RIGHT TO HOLD ANY ILLEGITIMATE .9
DILS G �01n� ALwff 'S, MINNESOTA
USER OR PARTY LEGALLY RESPONSIBLE FOR DAMAGES OR LOSSES RESULTIN I CHANHASSEN,MN
DATE I FROM ILLEGITMATE USE. Daniei L. Schmidt, P.E. G+Is��s Ts,
I Date: 06-19-2013 Lic. No- 26147 TS1
AK ST. JO 'S COV
KNOW ALL PERSONS BY THESE PRESENTS: That STS PROPERTY, LLC, a Minnesota limited liability company, fee owner of the following
described property situated in the State of Minnesota, County of Carver, to wit:
Outlot A, CITvUvL4,R0N, according to the recored plat thereof, Carver County, Minnesota.
and
That part of Lot 2 of Section Seven (7), Township One Hundred Sixteen(I 16), Range Twenty Three (23), Fifth Principal Meridian,
according to Government survey thereof, describe as follows, to wit:
Commencing at a point on the West line of said Lot Two (2), distance Twenty (20) rods from the Northwest comer of said Lot; thence
South, along said West line, Twenty (20) rods; thence East at right angles, 32 rods; thence North at right angles, Twenty (20) Rods;
thence west, at right angles, Thirty-two (32) rods to the place of beginnin except that part platted as CIMMARON, according the recorded plat thereof,
COUNTY'SURVEYOR,
Carver County, Minnesota
Pursuant to Chapter 395, Minnesota Laws of 1971, this plat has been approved this
20
John E. Freemyer, Carver County Surveyor
LIN
Carver County Minnesota. COUNTY AUDITOR,
Carver County, Minnesota,
Has caused the same to be surveyed and platted as LAKE ST. JOE'S COVE and does hereby dedicate to the public for public use forever the drainage and I herby certify that there are no delinquent taxes for all years prior to
utility easements as created by this plat. transfer entered. Dated this day of _, 20
Mark Lundgren, County Auditor
In witness whereof said STS PROPERTY, LLC., a Minnesota limited liability company, has caused these presents to be signed by its proper officer this
day of 120.
STS PROPERTY, LLC By:
Todd M. Simning, Vice President
STATE OF MINNESOTA
COUNTYOF
The foregoing instrument was acknowledged before me this day of
STS PROPERTY, LLC., a Minnesota limited liability company.
Notary Public, Hennepin County, Minnesota
My Commission Expires:
20 , by Todd M. SimningVice President, of
I Daniel L. Schmidt, do hereby certify that this plat was prepared by me or under my direct supervision, that I am a duly licensed Land Surveyor in the
State of Minnesota; that this plat is a correct representation of the boundary survey; that all mathematical data and labels are correctly designated on the
plat; that all monuments depicted on the plat have been or will be correctly set within one year as indicated on the plat; that all water boundaries and wet
lands as defined in Minnesota Statutes, Section 505.01, Subdivision 3 existing as of the date of this certification are shown and labeled on the plat; and
that all public ways are shown and labeled on the plat.
Dated this
Daniel L. Schmidt
Licensed Land Surveyor
Minnesota License No. 26147
day of
STATE OF MINNESOTA
COUNTY OF HENNEPIN
The foregoing instrument was acknowledged before me this
Surveyor, Minnesota License No. 26147.
day of 20 , by Daniel L. Schmidt, Professional Land
Notary Public, Hennepin County, Minnesota Print Name
My Commission Expires:
Chanhassen, Minnesota
This plat of LAKE ST. JOE'S COVE was approved by the City Council of the City of Chanhassen, Minnesota at a regular meeting held this
day of .20 , and is in compliance with the provisions of Minnesota Statues Section 505.03, Subdivision 2.
CITY COUNCIL OF TTIE CITY OF CHANHASSEN, MINNESOTA
By: , Mayor
By: . City Clerk
if SATHRE—BERGQUIST, INC.
co
11��/�s PV
NW CORNER OF
SEC.7, TWP.116,
DRAINAGE AND UTILITY EASEMENTS ARE
SHOWN THUS:
J -
-1 L-5
L J
i NOT TO SCALE I
BEING 5 FEET IN WIDTH AND ADJOINING LOT
LINES, UNLESS OTHERWISE INDICATED, AND
10 FEET IN WIDTH AND ADJOINING RIGHT OF
WAY LINES, UNLESS OTHERWISE
INDICATED,AS SHOWN ON THE PLAT.
NORTH
50 25 0 25 50 100
SCALE IN FEET
The basis for the bearing system is the north line of
Government Lot 2, Section 7, Township 116, Range
23, which is assumed to bear S88052'40"E
day of
for land described on this plat and
NW CORNER OF LOT Z
_____SEC.7, TWP.116, RGE.23
3:,
'400
in's 0 C4
COW 6 LU
0
0 opo _7
0 ,1 V) X_
0 of
(n 6
W
z
W
W
f- -\ I k A k A A F ) r-\ r\ I \1 ; _)7
k1i ) -1 1
r r\ I IVI IVI r-\ I
7F
N89051'08'W — —
(32 Rods)
N89051'08"W 526.66
522.44 FM I/r W-2 247"
"'s Ve R" 24"64 129.31 125.00 148.02 Fm Vr 's W" 30.06
30.00 1 30.00 — —0 IV6 0
r.\%% , 1 3000
F F OT 00
ji: P 1` -5 9 ,
0 01 9 '>0
0
oco to
0 Ud CA
0 LO 01 A 10
0 ao 0 co
0 C)
(1,0171 3 ev , 0
0 C5 0 C; 00 CV
-50 041 10:' i�5 # 0) A
0
0 0 f-\ I I -T- I f-\-r-
�0
bc� '0 ) V
-) I #
-10.
7-1 1 co -
30. 30.60-60 Q:0- 0013
121
S760,371
r -)
COUNTY TREASURER,
Carver County, Minnesota,
I hereby certify that the taxes payable for the year
CIMMARON have been paid on this
Tom Kerber, County Treasurer
M
for land described on this plat as
day of 20
COUNTY RECORDER,
Carver County, Minnesota
I hereby certify that this plat of CIMMARON was filed this
o'clock—. M. as Document No.
Carl W. Hanson Jr., County Recorder
in
NORTH UNE OF GOVERNMENT LOT 2--
FND IRON MON.
FND 1/2' RON MON J!16099.-�j
(POINT OF COMMENCEMENT) I
0 DENOTES 1/2 INCH BY 14 INCH IRON PIPE SET IN
THE GROUND AND MARKED BY LICENSE NO. 26147
DENOTES A FOUND IRON MONUMENT
day of 20—, at
A 671, -1
—8 - _4r__ -V63 .566.71
4.31 125.00 29.0 0
rc-4 > - C� z
,T�
LOO
ooc�
.0
0c) 0 �?6037' 6ftE
0 K) Ln S89051'08"E a
0 rn) 6 - — - — - — - — -- -----
0 to 238.35
C�
Cn 10, 0 0
At,*o
ro-V MILL CREEK LANE
0
Z
164 118.02 98.68 0
4,190 - 93 fe
<
0001 If) 04
CD1 0
00 04.9.1..
04 0 .5.
P 00 . I .
QOWC; 0
0 0
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co. cb
QC4 q-/ // 00 0 0 10
O� 0 CA �A LA Uj -7
(n z 0
-0 0 Z
CNI 0
2
N N rg La\
r, Cj 0 !Z; —(Q. I
01 F) rA
0 0
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r- '� Uk
In
4 4
1 goo -1 lilt /A 9
L —1 L -4-
124.44 118.02 133.7j-- — 132.1T_
516.83
S89051'08"E -- 528.00
(32 Rods)
N89051'080W
SITE DATA
DESIGN CRITERIA
PROPOSED ZONING DISTRICT - RSF
LOT WIDTH - 90 FEET
LOT DEPTH - 125 FEET
PAD DEPTH - 60 FEET
SETBACKS
SIDE YARD SETBACKS -10 FEET
FRONT YARD SETBACKS -30 FEET
REAR YARD - 30 FEET
MIN. LOT AREA - 15,000 SF
SHEET INDEX TABLE
SHEET
Description
1
Title Sheet
2
Street Design
3
Sanitary Sewer and Watermain
4
Storm Sewer Design
5
Grading and Drainage Plan
6
Erosion Control Plan
7
Landscape Plan
8-9
Detail Sheets
* CD
0 co
VICINITY MAP
*a'krerl Ln
White Gak Ln
Red 30 Kings Rd
PREPARED BY
SATHRE-BERGQUIST, INC.
150 S. BROADWAY
WAYZATA, MN 55391
PHONE: (952) 476-6000
FAX: (952) 476-0104
hftp://www.sathre.com
Contacts:
Daniel L. Schmidt
schmidtasathre.com
DLS
DRAWN BY
DLS
CHECKEDBY
DLS
DATE
H'44-
:1,
Irl
'�e&far Point Rd
PREPARED FOR
CLIENTiDEVELOPER
STS Development, LLC
Todd Simning
5605 Zumbra Drive
Excelsior, MN 55331
40 20 0 20 40 80
LE IN FEET
NO. I BY I DATE REV
REMOVE
TEMPORARY
C -D -S
33
L, Z
0
6
Lu
F--
cwn
0
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XL"
33
NORTH
L
—1co
11
10
0
of
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(D
z
y
A
A
9
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I S
2
F– — — — — — — -
L— — — — — — — — — — — — — — — —
-------------------
1 F- — — — — — — — — —)
I N A K A A
I V I I V I
ST 4
-- — — — — — — — — — — — — —
T
Ij—
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NI - — — — — — — — —
7
ST#5
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0
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LL b-) LL
12
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)'x! I EXISTING 18" RCP
+-957.6ATSER
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D&U EASEMENT
OVER ALL OUTLOT B
DAYLIGHT DRAINTILE
PON -13—
I INVERT W.0
ECT 15" RCP --NW"50-
I — F — � I � 5% 10 1 111tj ivirl �4-1-7 END
6% 9%
67
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—6-1 F------- -1 F
% 6% 0
i : 979.0
F- G
GF� 969.0 \No
F! GF 974.0 FF GIF 978.0 970.
Vvu t')l I I A DRAINAGE EASEMENT OVER,
Z - - -
BF 961.0 WO LO UNDER, AND ACROSS ALL OF
BF 966.0 LID 973.0
DE: 07r% r% OUTLOT B
ETtNTI(5N rENCH
.24 -COMPOST 948-950)
(230 TO�S)
A.G-959.5
0.6
4 A.64V-1.5
-1 L - - - - - - - - - - I L - - - - - - - - - - - - - - - - - - - - - - --
ry-
---------------
USE (INCLUDING COPYING, DISTRIBUTION, ANDIOR CONVEYANCE OF
INFORMATION) OF THIS PRODUCT IS STRICTLY PROHIBITED WITHOUT
SATHRE-BERGQUIST, INC.'s EXPRESS WRITTEN AUTHORIZATION. USEWITHOUT
SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY
INDEMNIFY SATHRE-BERGQUIST, INC. OF ALL RESPONSIBILITY.
SATHRE-BERGQUIST, INC. RESERVES THE RIGHT TO HOLD ANY ILLEGITIMATE
USER OR PARTY LEGALLY RESPONSIBLE FOR DAMAGES OR LOSSES RESULTING
FROM ILLEGITMATE USE.
I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS
PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I
AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE
LAWS OF THE STATE Of MINNESOTA.
�anau Agl�ff
Daniel L. Schmidt, P.E.
Date: 06-19-2013 Lic. No. 26147
4u U)
T
SATHRE-BERGQUIST, INC. CHANHASSEN,
150 SOUTH BROADWAY WAYZATA, MN. 55391 (952) 476-6000 1 MINNESOTA
TITLE SHEET
LAKE ST. JOE'S COVE
FILE NO.
87925-001
1 0
110
2
-1
F
-n
-n -A0%
G) r 00
-n 0 -n
1
1
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6
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'0� ST#7
D&U EASEMENT
OVER ALL OUTLOT B
DAYLIGHT DRAINTILE
PON -13—
I INVERT W.0
ECT 15" RCP --NW"50-
I — F — � I � 5% 10 1 111tj ivirl �4-1-7 END
6% 9%
67
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F! GF 974.0 FF GIF 978.0 970.
Vvu t')l I I A DRAINAGE EASEMENT OVER,
Z - - -
BF 961.0 WO LO UNDER, AND ACROSS ALL OF
BF 966.0 LID 973.0
DE: 07r% r% OUTLOT B
ETtNTI(5N rENCH
.24 -COMPOST 948-950)
(230 TO�S)
A.G-959.5
0.6
4 A.64V-1.5
-1 L - - - - - - - - - - I L - - - - - - - - - - - - - - - - - - - - - - --
ry-
---------------
USE (INCLUDING COPYING, DISTRIBUTION, ANDIOR CONVEYANCE OF
INFORMATION) OF THIS PRODUCT IS STRICTLY PROHIBITED WITHOUT
SATHRE-BERGQUIST, INC.'s EXPRESS WRITTEN AUTHORIZATION. USEWITHOUT
SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY
INDEMNIFY SATHRE-BERGQUIST, INC. OF ALL RESPONSIBILITY.
SATHRE-BERGQUIST, INC. RESERVES THE RIGHT TO HOLD ANY ILLEGITIMATE
USER OR PARTY LEGALLY RESPONSIBLE FOR DAMAGES OR LOSSES RESULTING
FROM ILLEGITMATE USE.
I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS
PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I
AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE
LAWS OF THE STATE Of MINNESOTA.
�anau Agl�ff
Daniel L. Schmidt, P.E.
Date: 06-19-2013 Lic. No. 26147
4u U)
T
SATHRE-BERGQUIST, INC. CHANHASSEN,
150 SOUTH BROADWAY WAYZATA, MN. 55391 (952) 476-6000 1 MINNESOTA
TITLE SHEET
LAKE ST. JOE'S COVE
FILE NO.
87925-001
1 0
110
C -D -S
A
33
REMOVED 8" PVC STUE
L - - - - - - - - -
- - - - - - - - - j L - - - - - - - - - -
ST#6
- - - -
0
PL CL PIL
CONNECT TO EXISTING
w.
OR
' I T57 -t
. Back 15.5' to Back
55 'a �k
Wear Course to be 1/2'
t -r CE
Above Edge of Gutter
2-0%
u -Z
-n 'n
I F - - - - - - - - - - - --
1 2 1 1
I >,k
I
-n �0%
M:* 1
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(6� 696)
3.0%
0
(0
-J 00)0)
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2%
LID 1�
1.5 1
4- Topsoil. Seed 1/2"-MNDOT 2&50 LVWE3503M
-or L,
0 A
A to
jCh 6
C:5
00 1
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& Murich ;rS Sod.
2357
0 z
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SumnIountoMWe To k Coat -
Curb 2-c-MNDOT 225. LVNW3�
Concrete Curb
12'-Closs 5 Aggregate flows, 100% Crushed
OWP
5 c- ,
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Granular Borrow (See Note 7)
z I L - - - - - - J
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11
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EXISTING 18" RCP
8%
1p
�957.6 AT SER
Cj ap - - - - -
- - L - - - - - - - - I
1-- ST#7
1. Right -of -Way Required 60'.
1
2. Maximum street grade 7.0%.
3. Minimum strest grade 0.75%.
>
4. 4-0- Topsoil placed in disturbed areas.
5. 2 Rolls sod behind curb.
dQ% C,-
6. The biturnimus wearing surface shall be placed the next construction
< <
seasori following placement of the bituminous base.
7. A test rag of the prepared subgrade shall be performed by the owner
The has the to require
25
Cli
f'- (Cy -M
%L
5 77 1
in the presence of a city inspecta� city authority
additional subgrade correction or to reduce the requirement of 24' M14DOT
Borrow to 12" based the test
33
I DAYLIGHT DRAINTILE
POND- INVERT 94B.0
Select Granular an roll.
4
40
�-f
ECT 15"RCP
ISTING MH
6%
5%
I I +- 1-7 END
Crry OF TYPICAL
6%
U
CBANEA Soll RESIDENTIAL
--rT
STREET SECTION
\No
GF 974.0 GF9
REAMD: 2-97 2-01, 1-03 Imn 140�
2-97 5200
WO LO
A DRAINAGE
EASEMENT OVER,
nu "E. 393i
BF 966.0 LO 973 0
UNDER, AND ACROSS ALL OF
BF 970�O
OUTLOT B
N 5 'RET9NTI0'N I
2� C.OMPOS4=4
1230107S)
0.6
4
A.G-971.5'
NORTH
3 2
0
40 20 0 25 40 80
L - - - - - - - - - - - - J L - -
- - - - - - - - j L
-- - - - - - - - -
- - X
6 111111
SCALE IN FEET
T
------
KINGS
ROAD
MILL
CREEK LANE
K 41.80
PVI STA = 3+20
- will
200.0000'VC
PVI ELEV = 981.40
A.D. = 4.43
K = 22.56
C�o
LOW POINT ELEV = 969.78
HIGH POINT ELEV 970.60
PVI STA = 6+50
-0111 100.0000, VC
+
C"
0)
LOW POINT STA = 12+02.73
HIGH POINT STA = 10+60.32
LOW POINT ELEV 966.09
PVI ELEV = 973.70
>
6i
0
PVI STA = 12+22.12
PVI STA 10+20
LOW POINT STA = 8+67.77
A.D. = -2.08
>
PVI ELEV = 969.50
PVI ELEV 970.94
PVI STA = 8+70
K = 48.18
A.D, = 2.11
A.D. = -5.34
PVI ELEV = 964.00
---d 100.0000, VIC IN
+
04
00
K = 57.00
K = 20.60
A.D. = 9.04
(0
C14 0
L]Ij
0
0
K = 20.47
+ C:) >
00
"Will 120.0000'VC
"011 110.0000, VIC
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CITY PROJECT NO.
TITLE SHEET
FILE NO.
87925-001
DESIGNER NO. BY DATE REVISIONS
USE (INCLUDING COPYING, DISTRIBUTION, AND/OR CONVEYANCE OF
INFORMATION) OF THIS PRODUCT IS STRICTLY PROHIBITED WITHOUT
SATHRE-BERGQUIST, INC.'s EXPRESS WRITTEN AUTHORIZATION. USE WITHOUT
SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY
I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS
PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I
AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE
LAWS OF THE STATE O� MINNESOTA.
k0t S sfj,� 114�L
A
Lu k+- I SATHRE-BERGQUIST, INC.
-
DLS
CHANHASSEN,
DRAWN BY
2
DLS
INDEMNIFY SATHRE-BERGQUIST, INC. OF ALL RESPONSIBILITY.
a T
150 SOUTH BROADWAY WAYZATA,
MN. 55391 (952) 47E ----
CHECKEDBY
SATHRE-BERGQUIST, INC. RESERVES THE RIGHT TO HOLD ANY ILLEGITIMATE
�Onu& A4feff
cc
MINNESOTA
LAKE ST. JOE'S COVE
DLS
USER OR PARTY LEGALLY RESPONSIBLE FOR
FROM ILLEGITMATE USE.
DAMAGES OR LOSSES RESULTING
8
DATE
Daniel L. Schmidt, P.E.
1 Date: 06-19-2013 Lic. No. 26147
05/05/04
1.
ALL DIP FOR SANITARY SEWER LINES SHALL BE POLY -WRAPPED AND ALL BOLTS USED SHALL
BE STAINLESS STEEL.
I
2.
REFER TO DETAIL SHEETS TO SEE STRUCTURE DETAILS.
ST14 I I I
3.
33
ALL HYDRANT BENCHMARKS ARE TOP NUT OF HYDRANT. REMOVED 8" PVC S rUE
-1 ) I
ja - - - - - - - - - - - - i L - - - - - - - - -
ST#6
- - - - -
CONNECT TO EXISTING
CONNECT TO EXISTING
REMOVE 8" PLUG
4�
WYE LOCATIONS TO BE SUPPLIED & VERIFIED BY CONTRACTORS. WYE STATIONING IS
1A
CONNECT TO VIS I ING
CALCULATED FROM THE DOWN STREAM MANHOLES.
- - - - - -
0
5.
ALL TIES AND DISTANCES ARE TO THE CENTER OF SURFACE STRUCTURES.
z
1 1
g.,Ix G) r- Cu --1 2
10 _T1 0 -n I >,x
-n _n [Dx
(D
_j * co
OD
(0 1- (0
0 co
6.
ALL HYDRANTS AND HYDRANT GATE VALVES ARE RETAINED AND TIED BACK TO THE
0
0 M
p
3 ?>1
0111
2% U)
WATERMAN TEE BY MEANS OF APPROVED MEGALLIGS UNLESS OTHERWISE NOTED.
>
0
ro
A 6
-4� 1
CA co
0
0)
WATER SERVICES IF SEWER
z
0 2
0 + 5 B
DI LL 6) LL
7.
ALL SEWER SERVICES ARE LOCATED 3 FEET DOWNSTREAM OF
F_
CBOX 1.0 BF 969.0
BF 969 0
00
AND WATER ARE IN THE SAME TRENCH.
z
1969,10 S &
S SLO 972.
1+1
C X 5
8.
ALL SEWER AND WATER SERVICES ARE EXTENDED 10 FEET BEYOND THE PROPERTY LINE
0�-x y
L 0
LO
C96' 9 0
A GIF 977.0
9 .5
k
+ (10
C%j
9.
UNLESS OTHERWISE NOTED.
ALL VALVES ON THE WATERMAN FOR THIS PROJECT SHALL BE GATE VALVES. NO BUTTERFLY
5 BEND - - - - - - L@
1 1
CBOX ax
2Z5 BE 4 978,5
�!ISTING 18" RCP
+-957.6 AT SER
VALVES SHALL BE USED ON THE WATERMAN FOR THIS PROJECT.
A L
T7�
"ENGINEERING "SPECIFICATIONS"
ST#7
10. THE CITY OF CHANHASSEN CURRENT GUIDELINES" AND
pill 1,
SHALL GOVERN.
%0
11.. INSTALL HYDRANTS 5'BEHIND CURB (TYPICAL).
< C�
CD
POLY WRAP ALL HYDRANT BARRELS
33
1�
I . . .
1 1
I DAYLIGHT
INVERT
DRAI"LE
W.0
ii)
BAG ALL HYDRANTS UNTIL THEY ARE TESTED AND PUT IN SERVICE.
4
CO ECT15"RCP
ISTING MH
12. ALL 4"-12" WATERMAN SHALL BE PVC C900 (DR25).
CB 6X
C X GBOX X
-1
5z
1-7
END
ALL 16" WATERMAN SHALL BE PVC C905 (DR118)�
96 969.5
967.5 6% 9 74C 1
F
977s) 0
13. MECHANICAL BALLS SHALL BE INSTALLED IN SANITARY SEWER AT CONNECTION
G�_
I NNO
POINTSFOLLOWING INSTALLATION OF PIPE TO PROTECT EXISTING LINES FROM DEBRIS, &
GIF 969.0
S & GIF 974.0 GIF 978.0
N
S&V
A
SEDIMENT INFILTRATION. BALLS SHALL REMAIN UNTIL LINES ARE TELEVISED & ACCEPTED BY
wo S & VV S
0+0 WD LO
,v
_,<�
I
A DRAINAGE EASEMENT OVER,
THE CITY.
BF 961 0 0+84 1 +
BF 966.0 LO 9 3.0
966 -Ir
UNDER, AND ACROSS ALL OF
14. THE CONTRACTOR SHALL CONTACT THE SEWER & WATER DIVISION AT LEAST 48 HOURS PRIOR
9 6'
BF 9 0.0
-_ 5kETtINTION =)
OUTLOT 6
TO ANY PUBLIC SEWERIWATERMAIN CONNECTION.
.24-COMPOSI
12W TOI
NORTH
1- 4-- - -
P,.G�
A.G-965.5 - e
LW 5-7ke
'3
I I
4 1 1
k 1
40 20 0 25 40 80
3
O'�
L -
- - - - - - - - - - - J L -1 L - - - - - - -
- - -- - - - - - - - - - - - -
Ll Li Li 11
Lqni=4
............
SCALE IN FEET
KINGS ROAD
MILL CREEK LANE
K 41.80
PVI STA = 3+20
200.0000'VC
PVI ELEV = 981.40
A.D. = 4.43
K = 22.56
LOW POINT ELEV = 969.78 HIGH POINT ELEV 970.60
PVI STA = 6+50
100. 0000, VC
+
C,
LOW POINT STA = 12+02.73 HIGH POINT STA = 10+60.32
LOW POINT ELEV
966.09 PVI ELEV = 973.70
U)
0
>
PVI STA = 12+22.12 PVI STA 10+20
LOW POINT STA
= 8+67.77 A,D. = -2.08
Do
>
PVI ELEV = 969.50 PVI ELEV 970.94
PVI STA = 8+70 K = 48.18
0
r-
+
rl-:
It
EX MH #4
A.D. = 2.11 A.D. = -5.34
PVI ELEV = 964.00
100.0000' VC
C14
00
0)
TI
K = 57.00 K = 20.60
A.D. = 9.0.4
Cl)
IN
U)
0
>
L�j
BUILD -23.79'
K = 20.47
+ CD
co 00
0)
>
A.
120.0000'VC 110. 0000, VC 0
U)
185.0000'VC
0 00
0
0
> 0
>
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+
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MH #4 TC -978.85
+ r- C'i
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lu� M M
1�_ di
MH #3 TC -977.4 BUILD -11.35'
c:6 o6 :6
C/) w + CD + (D
0 01 5
r- 06 a
+ W >
0) >
TC -975.93 BUILD -10.15'
LU w
0 0)0)
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BUILD -8.91
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b b
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TOP -971 5
TC -970.52 TC -970.66
OP -958.17 TOP -969.4
15 BEND
+
BUILD -20.52' BUILD -14.71' MH
#1
MH #2
22.5 BEND 22.5 BEND
u')
+
C)
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TC -966.07 uj
AAD/0
C)
+
289
F 8" PVC
Cl) BUILD -9.64'
PVC
(D CY
SD
26
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> 8" 1 IP PLU
C900 WATEF MAIN
05 CN OD
0C
@0.
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IN 965. zr) 0 z
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a 0.40%
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958.34
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TOP 960.0 SDR 35 @3. 1%
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CITY PROJECT NO.
SANITARY AND WATER MAIN PLAN
LAKE ST. JOE'S COVE
FILE NO.
87925-001
DESIGNER NO. BY DATE REVISIONS
USE (INCLUDING COPYING, DISTRIBUTION, AND/OR CONVEYANCE OF
INFORMATION) OF THIS PRODUCT IS STRICTLY PROHIBITED WITHOUT
SATHRE-BERGQUIST, INC.'s EXPRESS WRITTEN AUTHORIZATION. USE WITHOUT
SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY
INDEMNIFY SATHRE-BERGQUIST, INC. OF ALL RESPONSIBILITY.
SATHRE-BERGQUIST, INC. RESERVES THE RIGHT TO HOLD ANY ILLEGITII MATE
I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS
PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I
AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE
LAWS OF THE STATE O� MINNESOTA.
lanau
toks Slit,
ItI
0 SATHRE-BERGIQUIST, INC.-
150 SOUTH BROADWAY WAYZATA, IMN. 55391 (952) 476-6000
co
DILS
CHANHASSEN,
MINNESOTA
DRAWN BY
3
DILS
CHECKED BY
DILS
USER OR PARTY LEGALLY RESPONSIBLE FOR DAMAGES OR LOSSES
RESULTING
Schmidt,
DATE
FROM ILLEGITIMATE USE.
Daniel L. P.E.
Datei 06-19-2013 Lic. No. 26147
s V" -I,
05/05/04
ST 4
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INFORMATION) OF THIS PRODUCT IS STRICTLY PROHIBITED WITHOUT
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SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY
INDEMNIFY SATHRE-BERGQUIST, INC. OF ALL RESPONSIBILITY.
SATHRE-BERGQUIST, INC. RESERVES THE RIGHT TO HOLD ANY ILLEGITIMATE
USER OR PARTY LEGALLY RESPONSIBLE FOR DAMAGES OR LOSSES RESULTING
FROM ILLEGITMATE USE.
I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS
PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I
AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE
LAWS OF THE STATE O� MINNESOTA.
�0_17� A44"Iff -
Daniel L. Schmidt, P.E.
Date: 06-19-2013 Lic. No.
980.00
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INFORMATION) OF THIS PRODUCT IS STRICTLY PROHIBITED WITHOUT
SATHRE-BERGQUIST, INC.'s EXPRESS WRITTEN AUTHORIZATION. USE WITHOUT
SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY
INDEMNIFY SATHRE-BERGQUIST, INC. OF ALL RESPONSIBILITY.
SATHRE-BERGQUIST, INC. RESERVES THE RIGHT TO HOLD ANY ILLEGITIMATE
USER OR PARTY LEGALLY RESPONSIBLE FOR DAMAGES OR LOSSES RESULTING
FROM ILLEGITMATE USE.
I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS
PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I
AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE
LAWS OF THE STATE O� MINNESOTA.
�0_17� A44"Iff -
Daniel L. Schmidt, P.E.
Date: 06-19-2013 Lic. No.
980.00
CBMH 3
TC: 968.7
BLP: 7.8 CB6 I
DlAi 4811 TC: 967.00
970.00 - - - - - - BLD: 4,0
DIA: 27"
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960.00
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GI I Y PRIDJEU I NIJ. FILE NO.
SATHRE-BERGQUIST, INC. CHANHASSEN, STORM SEWER PLAN 87925-001
150 SOUTH BROADWAY WAYZATA, MN. 55391 (952) 47"000 MINNESOTA LAKE ST. JOE'S COVE 4/
n
V 8
1. INSTALL SILT FENCE AS SHOWN ON PLAN, AS REQUIRED BY THE CITY OF CHANHASSEN OR DIRECTED BY THE ENGINEER.
2. THE WATER QUALITY POND MUST BE EXCAVATED AT THE BEGINNING OF GRADING OPERATIONS TO PROVIDE TEMPORARY STORM WATER DETENTION DURING
CONSTRUCTION. SAND AND SILT MUST BE REMOVED FROM THE POND AS NECESSARY DURING CONSTRUCTION AND AT THE COMPLETION OF THE PROJECT.
3. BEGIN GRADING, INSTALL PERFORATED RISER PIPE IN PONDS WHEN POND GRADING IS COMPLETE. TEMPORARY DRAINAGE PIPE SHALL BE USED FOR INTERMEDIATE
DRAINAGE DURING THE CONSTRUCTION PERIOD AS NECESSARY AND DIRECTED BY THE ENGINEER. INSTALL SILT FENCE AROUND EXCAVATED PONDS.
4. INSPECT PONDS, SILT FENCE, AND ROCK ENTRANCE BERM AFTER ALL RAINFALL EVENTS AS REQUIRED BY THE NPDES PERMIT.
5. LINE ALL PONDS NTH A MINIMUM 3"ORGANIC SOILS & SEED SLOPES BETWEEN NWL AND 100 YR HWL NTH A WATER TOLERANT MIX.
6. REMOVE PERFORATED RISER PIPE WHEN STORM SEWER AND OUTLET STRUCTURE FOR PONDS ARE INSTALLED.
7. STREET SECTION -
1.5"WEAR COURSE
2o" RASE COURSE
12" CLASS 5
24" SELECT GRANULAR BORROW
8. DRIVEWAYSLOPES-
MINIMUM-2.0%
MAXIMUM -10.0%
9. POND - 10: 1 BENCH (I FOOT) THEN 3:1 MAX
10. LO, SEWO, WO PADS 3:1 MAX. ALL OTHER SLOPES 4:1 MAX (UNLESS NOTED)
11. CONTRACTOR TO REMOVE SEPTIC SYSTEM AND CAP WELL
12. DEVELOPER WILL BE RESPONSIBLE FOR TEMPORARY DUST AND EROSION CONTROL UNTIL TURF IS ESTABLISHED. IF YARDS ARE ADJACENT TO A DITCH SWALE, THEN EROSION
CONTROL MUST REMAIN UNTIL ALL ADJACENT PROPERTY HAS TURF ESTABLISHMENT.
13. RESTORATION -3.0 ACRES
A. RESTORE ALL DISTURBED AREAS WITH 4"TO 6" OF TOPSOIL, OR EXISTING ON-SITE ORGANIC MTRL.
B. SEED POND SLOPES AND DETENTION AREAS WITH MN/DOT 310 OR BWSR P8 SEED MIX ATA RATE OF 100 LBSJACRE AND FERTILIZE WITH 20-G-10AT 100 LBS./ACRE.
C. SEEDALLOTHER DISTURBED AREAS WITH MNDOT 250 AND BWSR SEED MIX FOR WETLANDS ATA RATE OF 100 LBS./ACRE AND FERTILIZE WITH 20-0-10 AT 100 LBS.IACRE. (UNLESS
OTHERWISE NOTED)
D. ONLY PHOSPHOROUS FREE FERTILIZER IS TO BE USED ON SITE.
E. MULCH NTH TYPE 1 AT A RATE OF 2 TONSIACRE AND DISC ANCHOR IMMEDIATELY AFTER PLACEMENT. USE WOODFIBER BLANKET ON ALL SLOPES 3:1 (FT) OR GREATER.
F. PLACE APPROVED STORM SEWER INLET PROTECTION IN OR AROUND ALL STORM SEWER INLETS AND MAINTAIN UNTIL STREET CONSTRUCTION IS COMPLETED. REFER TO CITY
DETAILS ST -22 & ST -23 FOR APPROVED DEVICES.
G. MAINTAIN ALL SILT FENCE UNTIL TURF HAS BEEN ESTABLISHED.
H. RESTORATION WORKWILL BE COMPLETED WITHIN 72 HOURS OF GRADING COMPLETION.
14. SILTFENCE: BEFOREGRADING- 1,90OLF
AFTER GRADING - 140 LF
15. WOODFIBER BLANKET - 1700 SY
TYPICAL LOT DETAIL_
DENOTES LOT CORNER
ELEVATION
DENOTES LOWEST
ADJACENT GRADE
DENOTESLOT
NUMBER
DENOTES GARAGE -
FLOOR ELEVATION
DENOTES EASEMENT
LINE
AG'%5�6
BF 993 1
LO 996A
LO -
GF 1001 5
P /� DENOTES BLOCK
-fz / NUMBER
DENOTES REAR OF
BUILDING PAD
DENOTES BASEMENT
FLOOR ELEVATION
DENOTES HOUSE
TYPE
DENOTES SETBACK
LINE
3.8%--, ____ j
DRIVEWAY SLOPE (PER GRADING
PLAN ELEVATIONS)
FILTRATION SHELF NOTES:
1. Initial excavation of the rain garden shall be dug 2' below the finished final grade.
2. The bioretention soil within the filtration shelves will be installed after the storm sewer outlet control structure is installed.
3. To prevent soil compaction, heavy equipment shall not be allowed within the rain gardens at any time.
4. The bottom of the filtration shelves shall be tilled a minimum of 12" prior to placing the bioretention soil.
5. Relativley light equipment with tracks shall be used to excavate the filtration shelves
6. Immediately upon completion of grading the filtration shelves, silt fence shall be installed per the plan to establish perimter control.
8. The bioretention soil within the shelves will be 2' deep with a 6" draintile raised one foot above the base of the bioretention soil.
9. The bioretention soil recommended by MNclot of 3149.2J (fine filter sand aggregate) and 3890.2B (Compost, Grade 2).
10. The mix for the filtration shelves should be 35% compost and 65% sand.
0 FILTRATION BENCH 80 TONS Compost 150 Tons Sand
11. Minnesota Mulch & Soil can supply and deliver this soil premixed. (651) 330-0299
TYPICAL FILTRATION SHELF DETAIL
REMOVE
TEMPOR,
C -D -S
25 �-cava 25 - - - - - -
NoW te filtration a4as 2' bek wv finished gra
grading activities to allow for placemc nt of the b or 1
20 during Storm sewer installalion.
unetLre
4 4 Cw;0 20
15
10
5 -j IL -t Lj
0
0+00 0+10 0+20 0+30 0+40
40 20 0 25 40 80
� 11 0 0 10 d
SCALE IN FEET
NO. I BY I DATE
DLS
-DRAWN BY
DILS
CHECKED BY
DILS
DATE
10
------------
-7� Dra
6" Perforated intile with Sock (I'Above Filter Media)
BioreteritiGn Rlter�Media (2'Thi
36% ID T-SpeD-W902B�G 5
65%M DOTSpe-31149.2,1(Fi�ne =iltorSandl regale)
0
0+50 0+60 0+70 0+80 0+90 1+00
USE (INCLUDING COPYING, DISTRIBUTION, AND/OR CONVEYANCE OF
INFORMATION) OF THIS PRODUCT IS STRICTLY PROHIBITED WITHOUT
SATHRE-BERGOUIST, INC.'s EXPRESS WRITTEN AUTHORIZATION. USE WITHOUT
SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY
INDEMNIFY SATHRE-BERGQUIST, INC. OF ALL RESPONSIBILITY.
SATHRE-BERGQUIST, INC. RESERVES THE RIGHT TO HOLD ANY ILLEGITIMATE
USER OR PARTY LEGALLY RESPONSIBLE FOR DAMAGES OR LOSSES RESULTING
FROM ILLEGITMATE USE.
I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS
PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I 'a�Ls
AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE
LAWS OF THE STATE Of MINNESOTA. 110
T$+] C43
�anU&
Daniel L. Schmidt, P.E. OA.
Date: - 06-19-2013 Lic. No. 26147 ")YS
A-j- - - - - - -
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(230 TOIS)
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- - - - - - - - - - - -
FILE NO.
87925-001
SATHRE-BERGQUIST, INC. GRADING AND DRAINAGE PLAN
150 SOUTH BROADWAY WAYZATA, MN. 55391 (952) 476-600 CHANHASSEN,
MINNESOTA LAKE ST. JOE'S COVE
Z8
GENERAL NOTES:
1. THE GRADING CONTRACTOR IS RESPONSIBLE FOR ALL STORM WATER INSPECTIONS ACCORDING
TO THE MPCA STORM WATER PERMIT- THIS INCLUDES BOTH WEEKLY INSPECTIONS AND
INSPECTIONS DONE AFTER A 0.5" RAIN EVENT IN 24 HOURS. A COPY OF THE INSPECTION REPORT
MUST BE EMAILED TO THE ENGINEER, CITY AND DEVELOPER ON A WEEKLY BASIS. THIS SHOULD BE
DONE IN ACCORDANCE WITH THE APPROVED SWPPP PLAN.
2. THE CONTRACTOR SHALL PLACE INLET PROTECTION DEVICES IN ACCORDANCE WITH THE CITY OF
WOODBURY DETAIL PLATES FOR ALL STORM SEWER INLETS AND MAINTAIN THEM AS AN EFFECTIVE
SILT CONTROL DEVICE. INLET PROTECTION SHALL BE REMOVED WHEN RESTORATION HAS BEEN
ESTABLISHED.
3. ALL RETAINING WALLS WILL REQUIRE A STRUCTURAL DESIGN, A BUILDING PERMIT & A FINAL
INSPECTION REPORT.
4. A 1"-2" CRUSHED ROCK ENTRANCE BERM SHALL BE PLACED AT THE SITE ENTRANCE, TO REPLACE
SILT FENCE, AND MINIMIZE EROSION ON TO THE STREETS. THE ROCK BERMS SHALL BE THE WIDTH
OF THE ENTRANCE AND 2 FEET HIGH WITH 4:1 SLOPES.
(SEE DETAIL)
5. THE CONTRACTOR SHALL MAINTAIN POSITIVE DRAINAGE AWAY FROM THE BUILDING PAD AND
STREET AREAS THROUGHOUT CONSTRUCTION.
6. THE CONTRACTOR SHALL ATTEMPT TO PREVENT SOIL MATERIALS FROM LEAVING THE SITE BY
EROSION AND VEHICLE WHEEL TRACKING. HE SHALL BE RESPONSIBLE FOR CLEANING OF STREET,
BOULEVARD AND UTILITY FACILITIES THAT RECEIVE ANY ERODED OR TRACKED SOIL MATERIAL OR
OTHER CONSTRUCTION DEBRIS OR MATERIAL WITHIN 24 HOURS.
7. EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR
SHALL DETERMINE THE EXACT LOCATION OF ANY AND ALL EXISTING UTILITIES BEFORE
COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES ARISING
OUT OF HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL EXISTING UTILITIES.
8. SEDIMENT BASINS MUST BE DRAINED AND SEDIMENT REMOVED WHEN MATERIAL REACHES ONE
HALF VOLUME IN 72 HOURS.
9. SILT FENCE MUS BE REPAIRED OR REPLACED WHEN NON-FLICNTIONAL OR ONE THIRD FULL OF
SEDIMENT WITHIN 24 HOURS.
10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SWPPP MANAGMENT FOR THIS PROJECT:
11. GRADED AREA= 3.0 ACRES
ON-SITE BMPS
1. CD -P27 - CD -P27 WILL BE UTILIZED TO MEET OR EXCEED QUALITY AND RATE CONTROL REQUIREMENTS.
2. SKIMMERS - THE POND OUTLET STRUCTURE INCLUDES A SUBMERGED INLET PIPE TO ALLOW
SKIMMING.
3. RIP RAP - RIP RAP WILL BE UTILIZED AT ALL APRONS FOR ENERGY DISSIPATION AND PROVIDE
SEDIMENT CONTROL.
4. INLET PROTECTION - INLET PROTECTION WILL BE INSTALLED AND MAINTAINED IN ALL CATCH BASINS &
REAR YARD STRUCTURES.
5. SLOPE STABILIZATION - SILT FENCE WILL BE INSTALLED ALONG DOWN GRADIENT GRADING LIMITS AND
WOODFIBER BLANKET WILL BE UTILIZED ON ALL SLOPES 3:1 OR GREATER TO PROVIDE ADEQUATE
SLOPE STABILIZATION.
6. BIOROLLS - BIOROLLS WILL BE INSTALLED ALONG REAR YARD SWALES TO PREVENT SEDIMENT FROM
REACHING THE NURP POND AND ULTIMATELY DOWNSTREAM WETLANDS.
7. INFILTRATION AREAS - INFILTRATION AREAS WILL BE UTILIZED TO REDUCE THE AMOUNT OF RUNOFF
FROM THE INCREASED HARDSURFACE.
8. STREET SWEEPING - STREET SWEEPING WILL BE DONE A MINIMUM OF ONCE PER WEEK OR AS NEEDED
TO MINIMIZE DUST CONTROL AND VEHICLE TRACKING.
DLS
DRAWN BY
DLS
CHECKED BY
DILS
DATE
05/05/04
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Z: (0
1(0 162-
96� 00 r Co Z
0 CA)
72) Ap
M bi 2% to
0 1 : 110) A -G -,97t5 -I
E! < I --j F-/ 6r 1 0 J-1
I` 1/ -4 PA 3: f
CA
0r- I I (" 4� -
-A 6 \ , U-
> 9=7 4
0 bLU �1 Z-Ul-,
LO
F 9,9.-Ol 4- 1 JIM
r �969 U
IL F4 IQ
<
2,
GIF 977.0 1 Cj Cd
3PO SF BOyk6ER
22.5 BE /RETAININ6 WALL
CD A
4 ax 1-4
co
2
J1 7/00 SY OF
�Ilk A F-% r- r- 1Z I LC BLANKE
BEND �yl V%�V\L-L-F\
4�
(TYPICAL) < K D&U EASEMENT
-4 c,
CID 0)
240 SILT FENCE OVERALL OUTLOT B
--------- C.) AFTER GRADING DAYLIGHT,6RAINTILE
POND
NWL-95r'
HWL-952
CID CD
+L 1-7 END
- - - - - - - - - 6x 97. :0
LOT A
NO
- F-- \N j
wo GF 974.0 GF 978.0 io-n A DRAINAGE EASEMENT
WO 0
Ila ; r.. aa -i n IV UNDER, AND ACROSS AL
BF 966.0 -9-7-4; LO L9 7 3. 0
f7� OUTLOT B
70 �'972
0711 n
5 RETENTION PENCH
.24-COMPOST.(948-95o)
T 966 96 (2 0 TO S)
P6
0.6
'A.6-971.5
IF
I
1 1 700 'L
*14
-PL 6_ FO!E
XZIS
0 z)
�7-
- - - - - - - - - -
40 20 0 25 40 80
_-Steel T Posts 2,V in ground
Note:
ft
Zip Thes
Silt fence per MNDOT
El El F1 71
specifications, source 2000,
machine sliced woven
36"wide fastened to
SCALE IN FEET
monofilament,
steel T -Posts with 3(501b) tensile
I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS
V
strength plastic zip ties per
r - y
T -Post. (MGchine sliced)
6'Uh. Depth of Silt
ftr�
ou ou 0'-
n 00" 00. 0 01
S
U 0 U O�
EROSION CONTROL
SATHRE-BERGQUIST, INC.'s EXPRESS WRITTEN AUTHORIZATION. USE WITHOUT
SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY
&I, -U (DU ou
k�
FENCE - TYPE 1
00,000
�0
C)o 0 ou OL)
CHANHASSEN,
INDEMNIFY SATHRE-BERGQUIST, INC. OF ALL RESPONSIBILITY.
FILTER FABRIC (-),01-).otjo
kj o(j Ou. 0 0
SATHIRE-BERGQUIST, INC. RESERVES THE RIGHT TO HOLD ANY ILLEGITIMATE
6" MINIMUM DEPTH y0youo
Note:
1 91,)-Ou. ou, 01
Type 2 silt fence is the same as type I with hoy bales
installed as per detail.
704 Du, 0 0
Type 2 to be used to protect ail wetlands.
1" 2" WASHED ROCK e 0
01D
Daniel L. Schmidt, P.E.
1��s
901 -
18" MINIMUM CUT OFF BERM T6
--1hA
TO MINIMIZE RUNOFF FROM SITE
-s
Hay or Stmw Bale
Zip Ties 4"
---- ---
NOTE: FILTER FABRIC SHALL BE PLACETUNDER ROCK]
TO STOP MUD MIGRATION THROUGH ROCK.
EROSION CONTROL
FENCE - TYPE 2
CrrY OF
SI LT
CrrY OF
CANSASSEN
ROCK
CONSTRUCTION
FENCE
ENTRANCE
REVISED: 2-97, 1-02. I�
2-97
P�:TE
NO 5300
REVISED: 1 -98
DATE: 2-97
1
�TE 1,10�: 5301
FILE �E, 3935300
FH -E �E,3935301
DLS
DRAWN BY
DLS
CHECKED BY
DILS
DATE
05/05/04
-AA
0)1 --4
co
- - - - - - - - - - - - A f -- - - - - -
#8/7
C-) It I CBMI1
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oo
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- - - - - - - - - - - - -
00 i3- \
- - - - - - - - - --- - - - - - -
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N I
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A A I I A \\
CP I I //
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REMOVE -7 1
TEMPORARY
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C -D -S I I I I - -1
2- X/
'T
1700 �ILT F*NCE
S P SED A I I EFOFJE GRADING S
33 1 T#15
-t R M
E 0 E B" U BASUIY-- - - - - - -
R CK EN
CONNECT TO EX (982-2�
ERM I Ik --"Z � - - \ REMOVE 8" PLUG ISTVIH#2
IF A x
970.8) k- 4
F-
IZ
-4- rF -
>
Z: (0
1(0 162-
96� 00 r Co Z
0 CA)
72) Ap
M bi 2% to
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E! < I --j F-/ 6r 1 0 J-1
I` 1/ -4 PA 3: f
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0r- I I (" 4� -
-A 6 \ , U-
> 9=7 4
0 bLU �1 Z-Ul-,
LO
F 9,9.-Ol 4- 1 JIM
r �969 U
IL F4 IQ
<
2,
GIF 977.0 1 Cj Cd
3PO SF BOyk6ER
22.5 BE /RETAININ6 WALL
CD A
4 ax 1-4
co
2
J1 7/00 SY OF
�Ilk A F-% r- r- 1Z I LC BLANKE
BEND �yl V%�V\L-L-F\
4�
(TYPICAL) < K D&U EASEMENT
-4 c,
CID 0)
240 SILT FENCE OVERALL OUTLOT B
--------- C.) AFTER GRADING DAYLIGHT,6RAINTILE
POND
NWL-95r'
HWL-952
CID CD
+L 1-7 END
- - - - - - - - - 6x 97. :0
LOT A
NO
- F-- \N j
wo GF 974.0 GF 978.0 io-n A DRAINAGE EASEMENT
WO 0
Ila ; r.. aa -i n IV UNDER, AND ACROSS AL
BF 966.0 -9-7-4; LO L9 7 3. 0
f7� OUTLOT B
70 �'972
0711 n
5 RETENTION PENCH
.24-COMPOST.(948-95o)
T 966 96 (2 0 TO S)
P6
0.6
'A.6-971.5
IF
I
1 1 700 'L
*14
-PL 6_ FO!E
XZIS
0 z)
�7-
- - - - - - - - - -
FILE NO.
EROSION CONTROL PLAN 87925-001
6
LAKE ST. JOE'S COVE
8
40 20 0 25 40 80
El El F1 71
SCALE IN FEET
USE (INCLUDING COPYING, DISTRIBUTION, AND/OR CONVEYANCE OF
I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS
CITY PROJECT NO.
INFORMATION) OF THIS PRODUCT IS STRICTLY PROHIBITED WITHOUT
PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I
S
SATHRE-BERGQUIST, INC.'s EXPRESS WRITTEN AUTHORIZATION. USE WITHOUT
SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY
AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE
LAWS OF THE STATE Of MINNESOTA.
k+- op SATHRE-BERGIDUIST, INC.
�0
CHANHASSEN,
INDEMNIFY SATHRE-BERGQUIST, INC. OF ALL RESPONSIBILITY.
150 SOUTH BROADWAY WAYZATA, MN- 55391 (952) 479-6000
SATHIRE-BERGQUIST, INC. RESERVES THE RIGHT TO HOLD ANY ILLEGITIMATE
�01�u
MINNESOTA
USER OR PARTY LEGALLY RESPONSIBLE FOR DAMAGES OR LOSSES RESULTING
04,
FROM ILLEGITMATE USE.
Daniel L. Schmidt, P.E.
1��s
901 -
Date: 06-19-2013 Lic. No. 26147
FILE NO.
EROSION CONTROL PLAN 87925-001
6
LAKE ST. JOE'S COVE
8
ry
LLJ
D
w
LLI
0
PL
NOTES:
1. TYPICAL 6' THICK CONCRETE SIDEWAUK.
2, USE 7S "2TH7 FOR COMMERIQ0kL DRIVEWAY CROSSING.
3. JOINT T S' INTERVALS. EXPANSION JOINT SPACING AT 100'
INITRVALS AND WHEN ABunm EXISTING CONCRETE OR STRUCTURE
CrrY OF CONCRETE
IMMM SIDEWALK
RuUt 110:
2-97 521:4:_l
0
0
0
Z
Z
0
PLAN A M
T
NOTE. D
Me. dam, 10:1 Opfh
.? 3: 0
Ifop of Cud�7 or Tral WkIth. 1 5' 4�
6. 5.
7' 6'
5- =1. 1 5' EF 7*
vorl" 9, 8.
SECTION B -B. 10, 9,
Notv All Pedestrian Ramps i 5'=!E
to be concrete.
Ls' Concrete
/` L4' Cloes 5 131�
curb a Ga�
SECTION A -A U Evoml. Jant
NOTES.
In ljqn� of Due Above Treatment the Cmdrodtor at His OPtim. Ar. Normal Concrete
FmWhV. l4cr Embed Aqg= MwUN Die Requiremente of Spec. 3137 CA -70
Mocill I, Oxx of ti,a 1/2' to 3/8' . Sh� in the Grean Concrete. TM
Embedded Shall Protrude at LOGA 3/16� AtKNO the ConcrOW Sanaoii- Pie
aposed A; may be Lightly Rinsed to Wmh Mortar off of iL
Crry CF: PEDESTRIAN
M=00 CURB RAM
2-97 5215
1'cliameber ma No
NOTE:
Silt fence per MNDOT
speciflcations, source 200,
machine sliced oven
monofilament, 36" wide
f'stened to steel T -Posts A
with 3(501b) tensile strength
plastic zip ties per vnenimun
T-Post.(machine sliced)
24"
RUNOFF 12"
FILTE�REMD
SECTION AA
OFF ROAD C13
FILTER BARRIER
t
40 20 0 25 40 80
0 0 0 0 1
"iW�SCALE IN FEET
-Elul
No Scale
materials that meat pecdcaluanst
saucer to hoid wateer
1.
Pneme am loadall plant
5.
in
wild, Cat Wanifinere
matedaie that meett
2. Remove dead or damaged
.T=
,rmdue%. Retain the natural
and me of the sb. type
@
all 6dee.
3. Plnca� c bomer.
@
6.
Remcwe top 1/3 of
settlement) of shredtim!
ule or hown an the plans.
CURB & GUTTER
bialcip, from rmtbnN.
Z
R. dead or damaged
7.
Dig plant hole 1' -0 -
TYPICAL COLLECTOR RADIUS 30'
branch". Retain t1wi natural
. I i
min. larger than bell,
12' 14"
farm Of the slaub.
1 6- 1
R/W
3
Place weed bomer
nee.
R/W
MAI
in
10,
e6il.
4-
Place 4' layer (Aft,
SURMOUWABU`
C k G
eatflement) of alwmided
S.
somffy badohn of
eeawcr.....�......
TYPICAL CURB
plenting he;.
we
Gate wilwi location
Bituminous Curb
2-97
CrrY OF=
. Pro)ecb. of
DECIDUOUS
TYPICAL CURB
CIAMgo
AND GUTTER
property Kno.
DOE.
I 2-97
R/W
-
MILE NAMEROJENO
DETAIL
R/W
NOILW_;;_t�
M . be
apft.rdeel a mininnuin of
on. pipe lengtlhi beyond
NOTE
Wt. wi. am closed!
Water main to be an
with plug tied back to
hand, com woot side
I.
of center Ilac Unless
hydrants poia covillat
with prpoemi sidowen,
CrrY 0F
TYPICAL
M==
INTERSECTION
IPUQIZI�-
lo"n" 2-97
1001
-Elul
No Scale
materials that meat pecdcaluanst
saucer to hoid wateer
1.
Pneme am loadall plant
5.
Place mulc1h In farm
wild, Cat Wanifinere
matedaie that meett
2. Remove dead or damaged
.T=
,rmdue%. Retain the natural
and me of the sb. type
@
all 6dee.
3. Plnca� c bomer.
@
6.
Remcwe top 1/3 of
settlement) of shredtim!
ule or hown an the plans.
CURB & GUTTER
bialcip, from rmtbnN.
Z
R. dead or damaged
7.
Dig plant hole 1' -0 -
TYPICAL COLLECTOR RADIUS 30'
branch". Retain t1wi natural
. I i
min. larger than bell,
12' 14"
farm Of the slaub.
1 6- 1
eneeee"neneee........
3
Place weed bomer
nee.
gaclefill with planting
MAI
6
e6il.
4-
Place 4' layer (Aft,
SURMOUWABU`
C k G
eatflement) of alwmided
S.
somffy badohn of
eeawcr.....�......
TYPICAL CURB
plenting he;.
we
specified otherwise.
Bituminous Curb
2-97
CrrY OF=
DECIDUOUS
TYPICAL CURB
CIAMgo
AND GUTTER
TREE PLANTING
DOE.
I 2-97
RATE llO.:
5203
-
MILE NAMEROJENO
DETAIL
2-97
5310
erry Cq= LIGHTING
CIMM L POLE
00`111� 2-97 IPua""a_* 5240
SEDIMENT TRAP AS MANUFACTURED BY
WIMCO,LLC.SHAKOPEE, MN.
MODEL#CG23
V.
NOTE:
Clean filter madia afterr each m. awrd am replace N fifter logged wft
sedimendlL
Remo. debefe/amiment from ree-placle -ftw omh rom ewmL
CrrY 0F CATCH BASIN
03=02 SEDIMENT TRAP
1-04 5302A
Y
1" CORPORATION STOP
PLUGGED END
AFTER MEETING TEST REQUIREMENTS
THE AIR BLEED LINE SHALL BE
DISCONNECTED AT THE PLUG WITH
NO ADDITIONAL COMPENSATION.
Crry cr- AIR
BLEED
DETAIL
2-97 1003
rn� � P"0007 I"[211111M
(4) , W00Q_v
(4) ROUND R.AT INASHIRS.
J41 U= IeM
(4) rx Xxr T� INETNINING 100HOL
10 Ir aw
MTORME
(4) HIMINIS IN
110�001J�
CLEARIAKE
1. RNI% HOT W MMANRE M ASTM -A155 (LAR31
REMSIM4
�T, Hvegiveng Aiv caue,
�x If]uX AND P11.01' � ON � 11111110)
7. (1) V� Nei
(2)
IMSMAIlL � A2&-g.A1DiT FIEVIS"
IM)
flro,� AM 1131� �) GRADE I
7RNA, 1101� ASIN
==== E.M
To AdS./-
UIML ASW A9350� RE*W0 HOT
STUD_
BLULEMEL ASIM A575-GNRST REN!11061) 5101
INVI,
eieieu,� 'Aw IN 11r uEnees eiia
To exis 7 MM DOME IN 1/4- UFMIeS.
ATTACHED To
HIM W)FT BE � Or WICHNG
IMETA_ M PIOXSEMD � No QvAmR n"N 111,000 " U&
(SDE Wl1i W Mile! 11� FUMO
orry Cq= LIGHTING
ASSEMBLY
BASE DETAIL
2-03 HUMIZ 5241
cemended C.P. paw
Sail Giles
4' Wami Mulcl� -,
Tw6bid double viranded
14 Gonig. wim.
11, Steel =
notched dram
retain guy were.
Reinforced rubber
lu,ee .11'alloo,
=a=
7�
No Scale
materials that meat pecdcaluanst
saucer to hoid wateer
1.
Pneme am loadall plant
5.
Place mulc1h In farm
wild, Cat Wanifinere
matedaie that meett
2. Remove dead or damaged
W had water
,rmdue%. Retain the natural
and me of the sb. type
M18 CURB
all 6dee.
3. Plnca� c bomer.
and species giwin In plant
6.
Remcwe top 1/3 of
settlement) of shredtim!
ule or hown an the plans.
CURB & GUTTER
bialcip, from rmtbnN.
Z
R. dead or damaged
7.
Dig plant hole 1' -0 -
TYPICAL COLLECTOR RADIUS 30'
branch". Retain t1wi natural
. I i
min. larger than bell,
12' 14"
farm Of the slaub.
1 6- 1
.11 ides.
3
Place weed bomer
a.
gaclefill with planting
MAI
6
e6il.
4-
Place 4' layer (Aft,
SURMOUWABU`
C k G
eatflement) of alwmided
S.
somffy badohn of
handwoodl bark mulch or
TYPICAL CURB
plenting he;.
5312
specified otherwise.
Bituminous Curb
2-97
CrrY OF=
DECIDUOUS
TYPICAL CURB
CIAMgo
AND GUTTER
TREE PLANTING
DOE.
I 2-97
RATE llO.:
5203
-
MILE NAMEROJENO
DETAIL
2-97
5310
7�
0
b E
materials that meat pecdcaluanst
saucer to hoid wateer
9
Ga�iaml Beft
am species given in Plant
P.C.
wild, Cat Wanifinere
bmin,, from
2. Remove dead or damaged
(Candar, Nine.
,rmdue%. Retain the natural
CATCH BASIN IN RADIUS
M18 CURB
all 6dee.
3. Plnca� c bomer.
& GUITER
IT
SURMOUNTABLE
settlement) of shredtim!
9. Scarify bottom of
CURB & GUTTER
V-3 1/4-
specifiml Unerwaus.
MnDOT B612
TYPICAL RESIDENTIAI_ RADIUS 20'
DECIDUOUS
TYPICAL COLLECTOR RADIUS 30'
MIN.
I
. I i
10'
12' 14"
E
1 6- 1
�I,
ra"m
S.
7"
mademed bml� mulch m
MAI
6
1 2'
MNDCFr 8618 CDNC- C & G
CrTY C`1F:
SURMOUWABU`
C k G
iU
SECTION A -A
CrrY OF
TYPICAL CURB
2-97
5312
RADIUS
Bituminous Curb
2-97
5204 _j
7�
Trmb.d
Wom Past$
4 .4" x
He
U..b.r ar better
The barmccele board! face surfaces sinall be fully reffeclorized in
oNeennede ebier-e� orm nee strpmg. ugm,, a reffecunt sheeting
conforming to Due of MnDot S�. W52.2Qa. Standard No. 1.
� W Installing Vie � sheeting. the barricade bomils stall W
ii� a coroplele coating of While Wood Primer point conforming to
UnDot 9W 3513. followed by a second coot of white point eninfohnning to
UnDot spet. .3531 applead only to the mrfaces not cowerm with nellootim,
shaeting.
The barricade boardo ehiall M cernpletely pumtal oil reftectcrized
.heeting applied before being installed on the posks.
� barricellai shall be placed 10'-0' from and & bituminous mad, barricades
to be centered on the madwW. In be foc" trafic fiow.
Barricades to be inedoled in acconin. with the Minneecto Manuel an
WK. Trafic Contra! Dewices.
CrrY OF TYPICAL
CIMM BARRICADE
1-02 PUQT �- 5244
eare Rang eigougg Note,
If been, root onallailal io pecified
#~ addidenial requiremaile, must
be met. Bore roct sto& shall:
1. None their mo sooked overnight
tim mw bd. pionteg.
Z Hovi their ron protected ft.
drying during ineballation procies.
3. None ON domoge,
roade am root a
1. Prome am install plani,
-
materials that meat pecdcaluanst
saucer to hoid wateer
2`- 0" 1 C -o"
Ga�iaml Beft
am species given in Plant
& Rarrowe top
wild, Cat Wanifinere
bmin,, from
2. Remove dead or damaged
(Candar, Nine.
,rmdue%. Retain the natural
min. ImW than bell,
7-1/2t
all 6dee.
3. Plnca� c bomer.
1 V-3 1/4'
'
E
sail.
settlement) of shredtim!
9. Scarify bottom of
Inardwood bark mulch or
V-3 1/4-
specifiml Unerwaus.
MnDOT B612
2--2-
DECIDUOUS
Na. 1
MIN.
I
ROCK
Grade W.j
;=2� =
E
RUVE 5311
�I,
ra"m
S.
Scantly bottom al
mademed bml� mulch m
waffing hoki.
APPROX
1 2'
CrTY C`1F:
CONIFEROUS
V-11"
iU
TREE PLANTING
Trmb.d
Wom Past$
4 .4" x
He
U..b.r ar better
The barmccele board! face surfaces sinall be fully reffeclorized in
oNeennede ebier-e� orm nee strpmg. ugm,, a reffecunt sheeting
conforming to Due of MnDot S�. W52.2Qa. Standard No. 1.
� W Installing Vie � sheeting. the barricade bomils stall W
ii� a coroplele coating of While Wood Primer point conforming to
UnDot 9W 3513. followed by a second coot of white point eninfohnning to
UnDot spet. .3531 applead only to the mrfaces not cowerm with nellootim,
shaeting.
The barricade boardo ehiall M cernpletely pumtal oil reftectcrized
.heeting applied before being installed on the posks.
� barricellai shall be placed 10'-0' from and & bituminous mad, barricades
to be centered on the madwW. In be foc" trafic fiow.
Barricades to be inedoled in acconin. with the Minneecto Manuel an
WK. Trafic Contra! Dewices.
CrrY OF TYPICAL
CIMM BARRICADE
1-02 PUQT �- 5244
eare Rang eigougg Note,
If been, root onallailal io pecified
#~ addidenial requiremaile, must
be met. Bore roct sto& shall:
1. None their mo sooked overnight
tim mw bd. pionteg.
Z Hovi their ron protected ft.
drying during ineballation procies.
3. None ON domoge,
roade am root a
1. Prome am install plani,
5. Place, nnulcl,i to foron
materials that meat pecdcaluanst
saucer to hoid wateer
am me of � size to.
Place uIch to form
"b,
am species given in Plant
& Rarrowe top
echadule or shown on the plons,
bmin,, from
2. Remove dead or damaged
7. Dig Plant hole V-0-
,rmdue%. Retain the natural
min. ImW than bell,
farm of W, Shrub.
all 6dee.
3. Plnca� c bomer.
& Gocidill whili planting
4. Place 4" 1,. (After
sail.
settlement) of shredtim!
9. Scarify bottom of
Inardwood bark mulch or
lortin hole.
specifiml Unerwaus.
MnDOT B612
CrrY 0F
DECIDUOUS
8.
SHRUB PLANTING
ROCK
DETAIL
;=2� =
am. -97
FT 2
RUVE 5311
�I,
soNdament) a mradded
S.
CRY PR(WECT NO-
cnY OF CHANHASSEN
couieuViNe �
SEWER:
Dovinalrearn Manimle No -
Ste at P L from Downstrearn, Morhol
El.ation -a C 'L of S. Main-
Dietano, from Saeor Malo to a. -out
X of Orme for Sen4ce to be Installed
IF MINIMUM GRADE SERINCE
Length, Size and Tye of Seri4ce Pl"_
Depth at P.L_
WATM
Downstream Manhole No-
Sb� at P.L. ft. Downstrearn Moah�
Lengffi, Sin am tye a Ser%ice Pipe.
Depth at P.L_
OCImel, it S. S.,4. Rher Inatelml
-Denotes Sewer Sw4o, End
-Denatee Water Se,,I. End
(SHOW SCKETCH VAIN TIES HERE)
own. F.
-
by Dow
Tipe 2 to be and to protect all wetlom&
. and D11h of � CelOwl by
Place uIch to form
"b,
DMe
-1. MIN V;II
eVID
e"e
oe�
Zip Ties
A. metal detector.
C" OF
am wed" grwui in plant
STANDARD
MMLO
INUMEW!
TIE CARD
1-0
Dix. 2-97
7-
5221
branches, Retain Uu, natural
2-97
5300
farm of flue etaub.
6'
I Posts 2417 in wound
rm I
Xe. wpie a a
Note
Gietance taf
TWe 2 90 fence is Ille me as t)pe I with hay bales - Installed as per detail
Tipe 2 to be and to protect all wetlom&
5.
Place uIch to form
"b,
materloW that meet, ::cificatia..
-1. MIN V;II
� water.
Zip Ties
A. metal detector.
0D
am wed" grwui in plant
EROSION QQWRQL
FENCE - TYPE
2
schedule ar shown an the plane.
TO MINIMIZE RUNOFF FROM SITE
CrrY OF
SILT
7-
FENCE
branches, Retain Uu, natural
2-97
5300
farm of flue etaub.
MnDOT B612
all sid".
of compacted
Undisturbed sal or
compievitm! beckfill
Z
Rubber Ime, ocion,
12 Ge. wine - 3 0 IM
piontaq; ..
Planting SON
1�1 mat
2".4'.24' wood stoke
ft Scala
Gietance taf
6" MINI MUM DEPIri
1. Pra,me and ia�ftll Pla
5.
Place uIch to form
"b,
materloW that meet, ::cificatia..
-1. MIN V;II
� water.
am an, of the we Iyp.
A. metal detector.
0D
am wed" grwui in plant
6.
R. top 1/3 of
schedule ar shown an the plane.
TO MINIMIZE RUNOFF FROM SITE
burini, from, roaft.11.
2. Rermwe dead or damaged
7-
Dig plant hole I'-0`
branches, Retain Uu, natural
oum' "a- 5234
I.. lergeir than bell.
farm of flue etaub.
MnDOT B612
all sid".
3 Piece weed wmer
8.
Be"I ith Planting
ROCK
For �= uiet � Ddw�
4. Place 4- layer (Afi�
W'R
soNdament) a mradded
S.
Scantly bottom al
mademed bml� mulch m
waffing hoki.
epecilkd moorwiee.
1 2'
CrTY C`1F:
CONIFEROUS
Conan,b, Cook, arid Gafte�
L 17 1/2- 10 1/2
TREE PLANTING
DETAIL
2-97
2-97
5312
Bituminous Curb
6" Sh,ml, Formed
or- �kopp
FILTA'i FABRIC -_2�SAW� Me'
Gietance taf
6" MINI MUM DEPIri
Solwnt weld all clean out
metal plug to be set at
final grade. Metal top
jaints.l(Nori gosted)
1" 2* WASHED ROCK
-1. MIN V;II
=be
1 to cillow looniest
A. metal detector.
0D
18" MINIMUM CUT OFF BERM
moor 8618
TO MINIMIZE RUNOFF FROM SITE
PVC DRAINTILE
Conenele Curb ond Guffie,
CLEANOUT
FILTER FABRIC SHALL BE PLACED UNDER ROCKI
2-97
oum' "a- 5234
INOTE:
TO STOP MUD MIGRATION THROUGH ROCK.
MnDOT B612
L
Gance,te Curb and Gether
Nmia.
ROCK
For �= uiet � Ddw�
CONSTRUCTION
W'R
ENTRANCE
12*R 16"
W`R
/-Top � Matiml
1 2'
L�
1 8'
PROJECT NAME
PROJECT DESCRIFTION-A 54 LOT SINGLE FAMILY
RESIDENTIAL SUBDMSION
DEVELOPER- NAME
PHONE NUMBER
CONTACT- NAME
PHONE NUMBER 6'
PERMITTED CONSTRUCTION HOURS- MON.-FRI.
7AM-6PM
SATURDAY
9AM-5PM
ABSOLUELYU! NO CONSTRUCTION ACTNTTkS
MAINTENANCE OR DEUVERI
ALLOWED ON SITE OUTSIDE
OF THESE HOURS.
CITY OF 01INHASS04 W-11100 W. 114
NOTES:
1 . SIGN SHALL HAVE A MINIMUM OF TWO POSTS.
2. INSTALL SIGNS AT ALL CONSTRUCTION ENTRANCES.
3. SIGN SHALL HAVE WHITE BACKGROUND WITH
BLACK LETTERING.
4. LETTER SIZE TO FIT 8' X 6' SIGN.
CrrY OF DEVELOPMENT
clunlon INFO SIGN
1-98 531
3
I
-to'
Aggregate Rose
- - - - - - - - - - - - -
MnDOT Wect granular bonnow
Course Fiber Aggregate
Mn '"' 2H
W drain
drain Cloy �S.�grad�.
enim
4- perforated P
wan 33 TYP:7)S b-9
Ncb:� "oleatile Mp r3733. Type 1)
far *=jTde TRENCH DETAIL
,�Perfmotecl PVC, or Dual Wail
Smooth interim connugoted PE
pipe.
Grout 6" Conc.
PIPE DETAIL chound collor
Pipe
NOTES,
1. Umnauts requirm at ending points or
h. . itan.
Swingtift to . atiown an cs-=
=1
far I ending points to oil draintile.
3. Mi for draintfie to
drided.
4. Tlifs detail to be .d when 2' or more
of A.Ung .1 sub cul, is necessary.
C:lTY Of= 4" SUB -SURFACE
13=11111 DRAINTILE
DM. 2-97 RUME W.: 5232
3'
TO -Pow
6
Aggregate Base
Couree l'iftar Aggrvigode,
WDOT 3149.2H
=.Pr3133. Type 1)
r min.
12*
MAX. TRENCH DETAIL
Perfamilad M ar Dud ftN
smooth interior conaugabed PE pipe.
Grout 6, Care'
mouind Collar
Pipe
PIPE DETAIL
NOTES:
1. C1812rb, rq4r t ending points or
OPF
ar.
2- Sn U. to be A. on ae-bult.
4 ending point. on a draintile.
3. gr=.= far drairible to
drilled.
Crry of= ALTERNATE 4"
SUB -SURFACE
DRAINTILE
2-97 5233
Finished Ormle
one piece PVC
SCR -35
deannat ifee,r
(Si. W Plan) TIVT In
Long Turn
T -Y SOP -35
to'
Ridgid SDR -35
NOTE:
Gietance taf
1. Hub with IduamIm Z
Solwnt weld all clean out
metal plug to be set at
final grade. Metal top
jaints.l(Nori gosted)
3*r 1/2-1 ToP 131ftenimus Maheial
=be
1 to cillow looniest
A. metal detector.
3 ft
. .....
moor 8618
PVC DRAINTILE
Conenele Curb ond Guffie,
CLEANOUT
2-97
oum' "a- 5234
Top g"u"reaw" Noeda'
MnDOT B612
Gance,te Curb and Gether
Nmia.
For �= uiet � Ddw�
Par" or Moiliane.
W'R
12*R 16"
W`R
/-Top � Matiml
1 2'
SURMOUNTABLE
Conan,b, Cook, arid Gafte�
L 17 1/2- 10 1/2
4' S'
Bituminous Curb
6" Sh,ml, Formed
crry Cf=
TYPICAL CURB
canulm
AND GUTTER
�2-07
DOE.
I 2-97
RATE llO.:
5203
-
MILE NAMEROJENO
L�
1 8'
PROJECT NAME
PROJECT DESCRIFTION-A 54 LOT SINGLE FAMILY
RESIDENTIAL SUBDMSION
DEVELOPER- NAME
PHONE NUMBER
CONTACT- NAME
PHONE NUMBER 6'
PERMITTED CONSTRUCTION HOURS- MON.-FRI.
7AM-6PM
SATURDAY
9AM-5PM
ABSOLUELYU! NO CONSTRUCTION ACTNTTkS
MAINTENANCE OR DEUVERI
ALLOWED ON SITE OUTSIDE
OF THESE HOURS.
CITY OF 01INHASS04 W-11100 W. 114
NOTES:
1 . SIGN SHALL HAVE A MINIMUM OF TWO POSTS.
2. INSTALL SIGNS AT ALL CONSTRUCTION ENTRANCES.
3. SIGN SHALL HAVE WHITE BACKGROUND WITH
BLACK LETTERING.
4. LETTER SIZE TO FIT 8' X 6' SIGN.
CrrY OF DEVELOPMENT
clunlon INFO SIGN
1-98 531
3
I
-to'
Aggregate Rose
- - - - - - - - - - - - -
MnDOT Wect granular bonnow
Course Fiber Aggregate
Mn '"' 2H
W drain
drain Cloy �S.�grad�.
enim
4- perforated P
wan 33 TYP:7)S b-9
Ncb:� "oleatile Mp r3733. Type 1)
far *=jTde TRENCH DETAIL
,�Perfmotecl PVC, or Dual Wail
Smooth interim connugoted PE
pipe.
Grout 6" Conc.
PIPE DETAIL chound collor
Pipe
NOTES,
1. Umnauts requirm at ending points or
h. . itan.
Swingtift to . atiown an cs-=
=1
far I ending points to oil draintile.
3. Mi for draintfie to
drided.
4. Tlifs detail to be .d when 2' or more
of A.Ung .1 sub cul, is necessary.
C:lTY Of= 4" SUB -SURFACE
13=11111 DRAINTILE
DM. 2-97 RUME W.: 5232
3'
TO -Pow
6
Aggregate Base
Couree l'iftar Aggrvigode,
WDOT 3149.2H
=.Pr3133. Type 1)
r min.
12*
MAX. TRENCH DETAIL
Perfamilad M ar Dud ftN
smooth interior conaugabed PE pipe.
Grout 6, Care'
mouind Collar
Pipe
PIPE DETAIL
NOTES:
1. C1812rb, rq4r t ending points or
OPF
ar.
2- Sn U. to be A. on ae-bult.
4 ending point. on a draintile.
3. gr=.= far drairible to
drilled.
Crry of= ALTERNATE 4"
SUB -SURFACE
DRAINTILE
2-97 5233
Finished Ormle
one piece PVC
SCR -35
deannat ifee,r
(Si. W Plan) TIVT In
Long Turn
T -Y SOP -35
to'
Ridgid SDR -35
NOTE:
1. Hub with IduamIm Z
Solwnt weld all clean out
metal plug to be set at
final grade. Metal top
jaints.l(Nori gosted)
nuxje� of such
=be
1 to cillow looniest
A. metal detector.
CrrY 0F
SUB -SURFACE
PVC DRAINTILE
CLEANOUT
2-97
oum' "a- 5234
I
DESIGNER NO. BY DATE REVISIONS USE (INCLUDING COPYING, DISTRIBUTION, ANDIOR CONVEYANCE OF I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS S CITY PROJECT NO. FILE NO.
DILS INFORMATION) OF THIS PRODUCT IS STRICTLY PROHIBITED WITHOUT PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I
87925-001
DRAWNBY SATHRE-BERGQUIST, INC.'s EXPRESS WRITTEN AUTHORIZATION- USE WITHOUT AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE DETAIL SHEETS
DILS SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY LAWS OF THE STATE Of MINNESOTA. du an SATHRE-BERGIQUIST,INC.
INDEMNIFY SATHRE-BERGQUIST, INC. OF ALL RESPONSIBILITY. 150 SOUTH BROADWAY WAYZATA, MN. 55391 (952) 476 6000 CHANHASSEN, 8
CHECKED BY SATHRE-BERGQUIST, INC. RESERVES THE RIGHT TO HOLD ANY ILLEGITIMATE
MINNESOTA
DILS USER OR PARTY LEGALLY RESPONSIBLE FOR DAMAGES OR LOSSES RESULTING i LAKE ST. JOE'S COVE
Daniel L. Schmidt, P.E. 1 04,�� lie,
DATE FROM ILLEGITMATE USE. Date: 06-19-2013 Lic. No. 26147 f?s F01 9
05/05/04 1 1 1 a W�_
I
NOTES
1 . Shape of back of buttress
�-1.5' BIT. WEAR
BUTTRESS DI MENSIONS
may very as long as poure
i
GDROP
against firm undisturbed!
PIPE 22 1/2'
BEND 4V REND 90' BEND/TEE
earth.
SZE BI
B4V
Of 82 D2 B3 D
�'5'
2. Dimension CIJC2,C3 should
--
_5" 1
6 V -S" 1,-r
1-5
V -S, V-5, X 1,
be IOT enough to make
angle equal to or kinger
5. 2-0'
lee, V-5, V- . 7--l" -i �-r
1 1. _5
.-I I. J0. 4!-S' 2* -r
12" 1�10" V- 3* -4* X-0`
1 O_ to_
than �.
3. Dimension Al.A2.A3 should
0_
-1C 3--D- 2,-
3
M-43
S-10' X -Or X__67
te, as large as possilble
20' 3* -S* 2-
V 0 2
Ir Ir -O*
T-6* N -e
wiftnout interfering with
F
. . 3. _W W-ur S -1v
24C 4! _r 91 T-0
4
MJ boft&
4� B Minimum
30' -
W-31 61 -or 17' 6-0`
5. Piece polyethylene betheem,
MIN. (2-2-) ADJ. RINGS AMID
concrete, & pipe.
HOPE OR
'ONG WTH
"&r
6. At bends & fittings shall
M TOR 0.2')
ADJUSTING RINGS
be reslimined! with Megalugs
Precast concrete section
-ow
thrust restraints or *,..1
BIT. BASE OR BINDER COURSE ADJ. DETAIL
4 Siw mite
4 See role 4
DEPTH OF CASTING SET
T.
*Grade
Adjust top to 3/4' be[.
RI
WEAR COURSE I COVER SER I
BELOW BASE COURSE
0
Na. saw
26'
�A
OR BINM COURSE
A
PLAN W SENDS
PLAN 45' BENDS
WIN
CONCRETE SHALL
-SwisoI
A
IN CONTACT Wrfli
VBE..
A
THIS QUADRANT
U.�
OF PIPE
NOTES..
. . . each 4' of depth greater than 14',
MINERAL.
BE BEDDED WITH 1/4- TO 1/2 -
DATIN
SECTION
A -A
PLAIN n I/r sow
l CIF
CONCRETE
CrrY OF
THRUST
MANHOLE
MANSIA111231
BLOCKING
CASTING AND
2-97
NO` 1002
Tyler
Manhole Frome and Cover
1,
HOPE OR
-1/1 BARRIER- INNER PRECAST CONCRETE
MANHOLE RING SEAL ADJUSTING RINGS
IS MANUFACTURED
BY 'STRIKE PRODUCTS'
PRECAST. BLOCK, OR 27'
BRICK MANHOLE CONE MASTIC SEAL
CORBEL
. 4 .
NOTES:
1. TRIM TOP OF SEAL TO I' ABOVE TOP OF RINGS.
CASTING SHWLD W1 REST ON MAL
2. PLACE 'MASTIC" ON TOP OF COME SECTION AND BENEATH SEAL
3. NOT TO BE USED WHEN THERE ARE MORE THAN 5 RINGS OR NO RINGS.
4. CONTRACTOR SHALL INS -FALL THE SEALS, THEN CONTACT THE CITY
UTILITY SUPERINTENDENT FOR INSPECTION AT (952) 227-1300.
CrrY OF I &
BARRIER
DATE 1-03 IkAm ND� 2109
NOTE
Surmountable Curb & Gutter to be transitioneil
into a B618 type & catchtasin.
Catchisdisin Frame & Grat
Neemh R -3290-L or equal
with L Grate
A
A-
NOTE
Colichlbasm to b, depressed 2"
below design gutter line grade.
Surmountable Concrete ISOMETRIC
Curb & Gutter Me Seeks
14&Tl' Long
Rb.. way
S' Min. Transition 5' Min Transitioe D
Top of 2'1
Curb _\
A ..A
2 ONG
Fris. & Casting Rebam Each say
n gutter line gnodi,7 J4 60' L
SECTION A -A
N. �.I.
CRY OF CURB
cumsen CONSTRUCTION
An on AT,,�ATC6 BASIN 80
D'_98 _��J PIAUT
97 31�6
as
SCAIFIN FEE
DATE
DILS
DRAWN BY
DLS
CHECKED BY
DLS
DATE
05/05104
12* TO 24" 8 to 12 CY CL.3 PLAN lam
27" TO 33' 14 to 20 CY � GRANULAR FILTER REQUIRED
36" TO 413' 23 to 38 CY CL3 UNDER RIP RAP AND 2
54* AND UP 62 CY and up CL.4 LAYERS OF 50OX MIRAFI
(0. cubic yand ppromatdi 2.901) lixi FABRIC OR EQUAL
RIPRAP
ramliarr
G , ser (MNDOT 3601.20)
Deabodif Tifter Type III
R~
......... . . Granular Filter (MNOOFT 3601.213)
SECTION B -B G-Wxft Fiftel, Type III
CrrY OF RIPRAP
MARU1821 DETAIL
DAM PLAM NO:
�71` 2-97 3107
�k Street
I V.n.bic
PL
6' MUAL FENCE POST
DENOTING CURB BOX.
TOP 6' PAINTED BLUE
CURB BOX WITH 1 1/4 -
STANDPIPE AMID
STATIONARY ROD.
Water Service
k
I X I Corporation Coc� I* Tnoe *K* Coloper
'ec
Concrete Bk� Support
Water Main
NOTES;
1. DO NOT PLUG END OF CURB STOP.
2. THE USE OF PIG7AILS ARE NOT PERMITTED.
3. THE COPPER SERVICE UNE BETWEEN THE MAIN LINE
AMID CURB BOX SHALL BE ONE CONTINUOUS PIECE.
SPUCES WILL NOT BE PERMITIED.
CORPORATION COCK TO BE 1'Xl' INSIDE DIAMETER.
5. SADDLE REQUIRED ON 6" DIP OR SMAL1_ER MAIN.
6. SADDLES WHEN REQUIRED SHALL BE FORD STYLE F202 DOUBLE STRAP.
7. STAINLESS STEEL SADDLES REQUIRED ON ALL PVC WATERMAN.
CrrY OF TYPICAL
WATER
SERVICE
DAM. 2-97 IIATE M0_- 1005
Bc Use MNDOT 3149.21
Gromfor Borrow
Th e bottom of the trench shall te,
910 fit the = torrel for at
I.r501X of the de diameter
Di.+10 Mi..
Us' Denotene .W&
diameter at pipe
NOTES:
1. Muni existing wag conditions are not acceptable far backfill and/or compacti.
n the pipe zone, pipe bedding and baclefill shall be used as sthown above
2. A sells engirl will be required to determine the depth of the pipe
fo.mclation, embedment material if neaded. Pipe foundation material st
be accomance with MNDOT 3149.211 course filter aggreciate. I
CFrY OF PIPE BEDDING
CBUUM IN POOR SOILS
MM 2-97 1"Nual""s" 2201
See City Plate No. 3107 for riprap placement.
fl. last 3 pipe joints. �
Use 2 tie bat fasteners
per jDint- Install at
60� from top or bottom
of pipe.
Provide 3 anchor clips to fasten
Trash Guardl to Floureal End Section.
Hot dip galvanize after fabrication.
Anchor bo� skles.
ISOMETRIC TRASH GUARD SIZING
Plps, Size Bom 'H' Bafte
12�1113' -3 4- 5/8:
21'-42� r 314
41l 1 1/4'0 12, 1
NOTES.
1. Mi Reinforced Concrete Aprons shall be furnished and Installed with Trash Guarcle,
2- Mi now Reinforced Concrete Aprons an new pipe shall he tied back 3 pipe
length. back, fromn up..
3. All now Reinforced Concrete Aprons on existing pipe wholl be tied to the W
pipe adjacent to the opinion.
CrrY OF FLARED END
SECTION AND
CIIIANBAS1111 TRASH GUARD
=_____4_ 2-97 3108
�-1.5' BIT. WEAR
24'x36* slab opening for Neenah
r
T, 2' BIT BASE
I I
NEEHNAH-1979-0207 WITH
GDROP
2' MIN. RISE OR
E OR
APPROVED EQUAL
PRECAsT MTE
MRINGS
1�
T,
AQ,U. .G�
Rings shall be set . ABS
NOTES:
sedont or approved equal.
6' THICK CONCRETE
Z7'
COLLAR
NOTE: 2 -PIECE COVER RISER RINGS ARE NOT ALLOWED.
BIT. WEAR COURSE ADJ. DETAIL
CASTING SHALL BE NEENAH 1642 OR
Tack Coat - 2357
ne3O9SAND SHA� INCLUr`;ELF SEALING
VARIES SEE CHART
LO STAMPED SANITARY SEWE OR
12�Classi 5 Aggregate Base, 100% Crushed
STORM SEWER AS APPROPRIATE WITH TWO
F
CONCEALED PICK HOLES
-BIT. BASE
OR BINDER
MIN. (2-2-) ADJ. RINGS AMID
MAX_ (3-4-) ADJ. RINGS
HOPE OR
'ONG WTH
"&r
PRECAST CONCRETE
M TOR 0.2')
ADJUSTING RINGS
27'
Precast concrete section
-ow
S' THICK CONCRETE
COLLAR
BIT. BASE OR BINDER COURSE ADJ. DETAIL
TOP
12�
DEPTH OF CASTING SET
T.
*Grade
Adjust top to 3/4' be[.
RI
WEAR COURSE I COVER SER I
BELOW BASE COURSE
0
Na. saw
26'
THICKNESS SZE
OR BINM COURSE
Manhole steps, Neenah R1981J or
Muell.,
1 5' 2� IRS
1.�
e
proxide 12' of adjustment.
RISE I
�2
0.�_
No. VB5D2
27w
U.�
-e
NOTES..
. . . each 4' of depth greater than 14',
1. PRECAST CONCRETE ADJUSTING RINGS SHALL
BE BEDDED WITH 1/4- TO 1/2 -
MORTAR.
_4
2- HOPE ADJUSTING RINGS SHALL BE BEDDED WTH SEALANT MANUFACTURED
By LADTECH INC. OR APPROVED EQUAL
`O� ring mbber gaskets.
CrrY OF
,.".r No
Mueller No. H-10357
MANHOLE
MANSIA111231
CrrY OF
CASTING AND
Bibby-Ste-Groix B-5001
ADJUSTING DETAIL
Tyler
2-97
IV
PUqN` se'* 2110
Got. valve be., wersew t,,pe,
NOTE
Colichlbasm to b, depressed 2"
below design gutter line grade.
Surmountable Concrete ISOMETRIC
Curb & Gutter Me Seeks
14&Tl' Long
Rb.. way
S' Min. Transition 5' Min Transitioe D
Top of 2'1
Curb _\
A ..A
2 ONG
Fris. & Casting Rebam Each say
n gutter line gnodi,7 J4 60' L
SECTION A -A
N. �.I.
CRY OF CURB
cumsen CONSTRUCTION
An on AT,,�ATC6 BASIN 80
D'_98 _��J PIAUT
97 31�6
as
SCAIFIN FEE
DATE
DILS
DRAWN BY
DLS
CHECKED BY
DLS
DATE
05/05104
12* TO 24" 8 to 12 CY CL.3 PLAN lam
27" TO 33' 14 to 20 CY � GRANULAR FILTER REQUIRED
36" TO 413' 23 to 38 CY CL3 UNDER RIP RAP AND 2
54* AND UP 62 CY and up CL.4 LAYERS OF 50OX MIRAFI
(0. cubic yand ppromatdi 2.901) lixi FABRIC OR EQUAL
RIPRAP
ramliarr
G , ser (MNDOT 3601.20)
Deabodif Tifter Type III
R~
......... . . Granular Filter (MNOOFT 3601.213)
SECTION B -B G-Wxft Fiftel, Type III
CrrY OF RIPRAP
MARU1821 DETAIL
DAM PLAM NO:
�71` 2-97 3107
�k Street
I V.n.bic
PL
6' MUAL FENCE POST
DENOTING CURB BOX.
TOP 6' PAINTED BLUE
CURB BOX WITH 1 1/4 -
STANDPIPE AMID
STATIONARY ROD.
Water Service
k
I X I Corporation Coc� I* Tnoe *K* Coloper
'ec
Concrete Bk� Support
Water Main
NOTES;
1. DO NOT PLUG END OF CURB STOP.
2. THE USE OF PIG7AILS ARE NOT PERMITTED.
3. THE COPPER SERVICE UNE BETWEEN THE MAIN LINE
AMID CURB BOX SHALL BE ONE CONTINUOUS PIECE.
SPUCES WILL NOT BE PERMITIED.
CORPORATION COCK TO BE 1'Xl' INSIDE DIAMETER.
5. SADDLE REQUIRED ON 6" DIP OR SMAL1_ER MAIN.
6. SADDLES WHEN REQUIRED SHALL BE FORD STYLE F202 DOUBLE STRAP.
7. STAINLESS STEEL SADDLES REQUIRED ON ALL PVC WATERMAN.
CrrY OF TYPICAL
WATER
SERVICE
DAM. 2-97 IIATE M0_- 1005
Bc Use MNDOT 3149.21
Gromfor Borrow
Th e bottom of the trench shall te,
910 fit the = torrel for at
I.r501X of the de diameter
Di.+10 Mi..
Us' Denotene .W&
diameter at pipe
NOTES:
1. Muni existing wag conditions are not acceptable far backfill and/or compacti.
n the pipe zone, pipe bedding and baclefill shall be used as sthown above
2. A sells engirl will be required to determine the depth of the pipe
fo.mclation, embedment material if neaded. Pipe foundation material st
be accomance with MNDOT 3149.211 course filter aggreciate. I
CFrY OF PIPE BEDDING
CBUUM IN POOR SOILS
MM 2-97 1"Nual""s" 2201
See City Plate No. 3107 for riprap placement.
fl. last 3 pipe joints. �
Use 2 tie bat fasteners
per jDint- Install at
60� from top or bottom
of pipe.
Provide 3 anchor clips to fasten
Trash Guardl to Floureal End Section.
Hot dip galvanize after fabrication.
Anchor bo� skles.
ISOMETRIC TRASH GUARD SIZING
Plps, Size Bom 'H' Bafte
12�1113' -3 4- 5/8:
21'-42� r 314
41l 1 1/4'0 12, 1
NOTES.
1. Mi Reinforced Concrete Aprons shall be furnished and Installed with Trash Guarcle,
2- Mi now Reinforced Concrete Aprons an new pipe shall he tied back 3 pipe
length. back, fromn up..
3. All now Reinforced Concrete Aprons on existing pipe wholl be tied to the W
pipe adjacent to the opinion.
CrrY OF FLARED END
SECTION AND
CIIIANBAS1111 TRASH GUARD
=_____4_ 2-97 3108
FAI
18`X18,x8" concrete bilock
CITY OF CATE VALVE
AND BOX
INSTALLATION
IiENVQ�D:2 97.1-0,1-04 2-97 �ATE M.: 1006
Flu �L.� 1006 1
- I
L�T_
r
gog C.
0
a.
Miss,
NOTE
The Bohom of Due Tramh Shall tei Shaped
to Fit the Pipe Barrel far ot Least 5()% of
the Outside Diameter
CITY OF PIPE BEDDING
CSIANSASS21 GOOD SOILS
I RCP & DIP
2-97 2202
W�
1. Gnsuis W lie . h (2) PUMS
z. A, owns shoo ee�
See Deta A -A
F5�0 O.D.
1/4�- FLAT Se_
SMOOTH!
E
S". Resume (2)
P_ Gmus Par Drowxg�
,., ,� �" c -
I've, Head SWIM
Steil edu sun
New ons Washen,
NOTIDi, 1 _7=�
1. Slawlard file bedeffie, massive! an balls NO & will PI
CrrY OF POND OUTLET
CONTROL
CZARBASS21 STRUCTURE
1 -00, 1-03 2- N_AMIL NI
97 3109
I I
USE (INCLUDING COPYING, DISTRIBUTION, ANDIOR CONVEYANCE OF I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS
INFORMATION) OF THIS PRODUCT IS STRICTLY PROHIBITED WITHOUT PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I
SATHRE-BERGQUIST, INC.'s EXPRESS WRITTEN AUTHORIZATION. USE WITHOUT AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE
SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY LAWS OF THE STATE Of MINNESOTk
INDEMNIFY SATHRE-BERGQUIST, INC. OF ALL RESPONSIBILITY.
SATHRE-BERGQUIST, INC. RESERVES THE RIGHT TO HOLD ANY ILLEGITIMATE
USER OR PARTY LEGALLY RESPONSIBLE FOR DAMAGES OR LOSSES RESULTING
FROM ILLEGITMATE USE. Daniel L. Schmidt, P.E.
Date: 06-19-2013 Lic. No. 26147
7T_
011, 1�ks
wwwwwwwwww
6 m _VV-77.�
LH�RANT LEADS
71S
'I BEN D S
fto� -._----_--_.----
1. � To W USOD AT � WEEMANIGiL
2. PLACE 0014cli � UNDER A� GATE VALW3
AND HVINIANTS.
I plRUST BLOCKING AT BENDs AND
AT COTTAIN lm)RAfIM
4 AU_ RmNdz% � AND BOLTS SHAU_ 91� SPRAYS)
USING A BITUMINOUS COAL TAR MAT sufPUED BY
� MANUFACTU"ViL SLEEVES
Blocking against undisturbed sals,
CrrY OF TYPICAL
MEGALUG
LOCATION
10/98 "a- 1009
somisuix 6*
TRANSITION To sPEURED ONE PIPI� UDCTM
AS RINKINtED.
WATERMAIN UNDER STORM SEWER
CITY OF WATER MAIN
STORM SEWER
10BANBASSBY CROSSING
DATE -97 Wk,- 2204
RIIX NAi,, 303� i 2
PL
UD
24'x36* slab opening for Neenah
15,5. to Back 15.5' to Buick
7.5' Minimum cover required
GDROP
Tyler
No. 6860
Sanitary Sewer
over top of water main.
400!
MiAiller
No. H-10361
NOTES:
1. solvent Wed all Joint. (Non Gasketed)
1173
Bilbby-St.-Cmix
No. B-5160
& Mulch or Sod.
PROVIDE VALVE STEM RISERS
Surmountable
Tack Coat - 2357
Concrete Curb
2"-MNDOT 22F50 LVNW3503OB
OF
TO WITHIN 6' OF THE SURFACE
6
12�Classi 5 Aggregate Base, 100% Crushed
T barrel inextion, under top slab
24' MNDOT 3149.2B Seleet
PLAIT N(1: 2001
IF THE DISTANCE FROM
HOPE adjusting rings.
THE TOP NU`r OF THE VALVE TO
Mi jointei in rmnlmle to he.
Varks.
6' precast reinforced concrete slob.
THE SURFACE IS GREATER THAN 8'.
Precast concrete section
-ow
NOTES:
TOP
12�
I
T.
*Grade
Adjust top to 3/4' be[.
both the outside and inside.
Tyler
0
Na. saw
26'
grade. Box to be set to
Manhole steps, Neenah R1981J or
Muell.,
No. H-10361
26"
e
proxide 12' of adjustment.
pproyewl.
Bibby-Ste-Cmix
No. VB5D2
27w
-e
Varies
. . . each 4' of depth greater than 14',
All joints in manhole to have
and reinforce with 6*.6' 10/10 mesh.
T T I Bf
y er
yler No. 6860
_4
-0 �Typ
SEC11ON diameter at pipe and slope
`O� ring mbber gaskets.
grout 2� toward Invert.
,.".r No
Mueller No. H-10357
-e
E)TENSION
CrrY OF
Pinscast concrete section
Bibby-Ste-Groix B-5001
CATCH BASIN
Tyler
He, 511
IV
�100. 1-03
Got. valve be., wersew t,,pe,
T77- 2-97
3102
No. 59
18'
vI
3 piece. 5 1/4" shaft. size
klo� 60
24'
G box, 7'-6 extended,
Mueller
No. 58
14'
#6 round base
No. 59
20-
Bibby-Ste-Cmix
V0520
No. 57
9.
GATE VALVE ADAPTER: 1/4*
V6521
No. 58
14'
STEEL WITH PROTECTIVE
VB522
No. 59
20*
COATING, 1/2- RUBBER
VB523
NO. 60
26'
GASKET INSTALLED BETWEEN
CATCH BASIN
THE GATE VALVE AND
WITH SUMP
GATE VALVE ADAPTER.
BOTTOM
Tyler
No. 6560
65'
M.elle,
No. H-101361
65*
Bibby-Ste-Crol.
No VB516
60w
Resilient Wedge V.1,ts
Valve and
Be. to be
Conforming to AWWA
plastic wrapped per
<1
C-515-80 standard.
BASE sec Uorn 2_03o
with all stoiM. steel
nut. & taft.
FAI
18`X18,x8" concrete bilock
CITY OF CATE VALVE
AND BOX
INSTALLATION
IiENVQ�D:2 97.1-0,1-04 2-97 �ATE M.: 1006
Flu �L.� 1006 1
- I
L�T_
r
gog C.
0
a.
Miss,
NOTE
The Bohom of Due Tramh Shall tei Shaped
to Fit the Pipe Barrel far ot Least 5()% of
the Outside Diameter
CITY OF PIPE BEDDING
CSIANSASS21 GOOD SOILS
I RCP & DIP
2-97 2202
W�
1. Gnsuis W lie . h (2) PUMS
z. A, owns shoo ee�
See Deta A -A
F5�0 O.D.
1/4�- FLAT Se_
SMOOTH!
E
S". Resume (2)
P_ Gmus Par Drowxg�
,., ,� �" c -
I've, Head SWIM
Steil edu sun
New ons Washen,
NOTIDi, 1 _7=�
1. Slawlard file bedeffie, massive! an balls NO & will PI
CrrY OF POND OUTLET
CONTROL
CZARBASS21 STRUCTURE
1 -00, 1-03 2- N_AMIL NI
97 3109
I I
USE (INCLUDING COPYING, DISTRIBUTION, ANDIOR CONVEYANCE OF I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS
INFORMATION) OF THIS PRODUCT IS STRICTLY PROHIBITED WITHOUT PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I
SATHRE-BERGQUIST, INC.'s EXPRESS WRITTEN AUTHORIZATION. USE WITHOUT AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE
SAID AUTHORIZATION CONSTITUTES AN ILLEGITIMATE USE AND SHALL THEREBY LAWS OF THE STATE Of MINNESOTk
INDEMNIFY SATHRE-BERGQUIST, INC. OF ALL RESPONSIBILITY.
SATHRE-BERGQUIST, INC. RESERVES THE RIGHT TO HOLD ANY ILLEGITIMATE
USER OR PARTY LEGALLY RESPONSIBLE FOR DAMAGES OR LOSSES RESULTING
FROM ILLEGITMATE USE. Daniel L. Schmidt, P.E.
Date: 06-19-2013 Lic. No. 26147
7T_
011, 1�ks
wwwwwwwwww
6 m _VV-77.�
LH�RANT LEADS
71S
'I BEN D S
fto� -._----_--_.----
1. � To W USOD AT � WEEMANIGiL
2. PLACE 0014cli � UNDER A� GATE VALW3
AND HVINIANTS.
I plRUST BLOCKING AT BENDs AND
AT COTTAIN lm)RAfIM
4 AU_ RmNdz% � AND BOLTS SHAU_ 91� SPRAYS)
USING A BITUMINOUS COAL TAR MAT sufPUED BY
� MANUFACTU"ViL SLEEVES
Blocking against undisturbed sals,
CrrY OF TYPICAL
MEGALUG
LOCATION
10/98 "a- 1009
somisuix 6*
TRANSITION To sPEURED ONE PIPI� UDCTM
AS RINKINtED.
WATERMAIN UNDER STORM SEWER
CITY OF WATER MAIN
STORM SEWER
10BANBASSBY CROSSING
DATE -97 Wk,- 2204
RIIX NAi,, 303� i 2
PL
CL PL
W. 1 30
24'x36* slab opening for Neenah
15,5. to Back 15.5' to Buick
IE 1/8 BOW
W. Course to be 1/2'
Above Edge
Sanitary Sewer
Gravity Main
400!
Services; to be Used in Conjuncteri with Picustic Pipe Sever Main for Depths of
40*
NOTES:
1. solvent Wed all Joint. (Non Gasketed)
V_ 1.5
4* Topsoil, Seed
I 1/2*-MNDOT 2350 1 VNE350308
& Mulch or Sod.
Exceeds 90 Feet.
Surmountable
Tack Coat - 2357
Concrete Curb
2"-MNDOT 22F50 LVNW3503OB
C11,11,12ASSEN
12�Classi 5 Aggregate Base, 100% Crushed
T barrel inextion, under top slab
24' MNDOT 3149.2B Seleet
PLAIT N(1: 2001
Granular Burnev, (See Note 7)
IN
1. Ifight-of-Way Required - 60'�
2. Maximum street grode 7.0%.
3. Minimum street grade 0.75%.
4. 4.0* Topsoil placed in disturlied areas.
5. 2 Rolls sail behind curb -
6. The bituminous wearing surface shall be placed the next construction
season following placement of the bituminous bow.
7. A test rod of the prepared subgrade shelf be Performed by the owner
in the preswince of a city impectax, The city has the authority to require
additional subgrade correction or to reduce the requiremient of 24� MINDOT
Select Granular Borrow to 12� based! on the test roll.
CrrY OF TYPICAL
RESIDENTIAL
STREET SECTION
�.2-97 , 2-0% 1-03 1 aiaL 2-97 RUSE 5200
Fl.E ��_5M
CL PL
Variable
24'x36* slab opening for Neenah
T
Wye Plugged
IE 1/8 BOW
V PVC SDR -26 Pipe Ifir. Slope 1/4- Per F�.J
2'.9, Note
1/2 Pipe Diameter Win. See Note 2.
Sanitary Sewer
Gravity Main
SANITARY SEWER SERVICE CONNECTION DETAIL
Services; to be Used in Conjuncteri with Picustic Pipe Sever Main for Depths of
Cover with Less Than 16 Feet
NOTES:
1. solvent Wed all Joint. (Non Gasketed)
2. When Sanitary Sewer Service is not Accompanied by a Water Service in
the Same Trench. Install a 60 Heavy Metal Fence Post Next to 2 x 2
Marker and Point Top 60 of Past Florescent Green.
3. Cleamut Required on Prhate Property if Distance from Main to House
Exceeds 90 Feet.
4. MI pipe sholl be bedded an granular borrow 314A or courss� filter
aggregate (3149H).
CrrY OF
TYPICAL SANITARY
C11,11,12ASSEN
SEWER SERVICE
T barrel inextion, under top slab
)A7 2-97
PLAIT N(1: 2001
Inge flat top sealed with
NOTE
L Grab, Shown
of Curb��7
Direction of Flow
PLAN
Catchlbasin cosrhng
and grate Neenah
R3290 --L or equal e to be 2
3" radius curb box. tier grade
g ber
)J5Vtt.ng=dn each
side of catchbosin-
Precc, c as or Grate to be 2' below
HDPEs1dj g rings Top of Curb
i
I van
Minimum of 2-2 6,72-
moxanum of 5-2' Varies
concrete djuament 2r x W*
ringsi/allowed with I Fleeced: minimum
to 2' bed Pmo or
between each and . 3' Great
dild
6� thick concrete c! r
on the outside.
6"
Doo,hivuses half be /I/
=on both the
nd outside. SECTION
NOTES -
1. Steps shall be provided in all catch boar/mannholes and storm sewer maninakes.
2. Cashing to be totally encused in concrete curb section.
3. No block structures -1. allowexi.
4. No wood shims am Permitted in the adjusting rings.
CrrY OF STORM SEWER
C2,11,11BASSIN CATCH BASIN
�100'1_w DAM 2-97 PLUM W.: 3101
lnd� NAME�_3101 - I
2- 97 PLAIM MX,. 3104
FlUE WAIL3933104
SATHRE-BERGIQUIST, INC.- CHANHASSEN,
150 SOUTH BROADWAY WAYZATA, MN. 55391 (952) 476 6000 MINNESOTA
CIL
Biend as Needed Plug ---
Min. Slope wx 11/4�/P.
Limits of Excavation 2*.2* Markeri
6' PVC SDR -26 eye & service line.
Tamped Fill
Ties or Wye and 49 bend
I CY. concrete encasement.
Sanitary Sewer
NOTES:
1. Solvent Wild! .11 Joints. (Nw Gasksted)
2. When Sanitary Sewer Service is not Accompanied by a Water Service in
the Some Trench. Install a 6' Heavy Metal Fame Post Next to 2 x 2
Marker and Point Top C of Past Romment Green.
3. The Use of Bends Shall be Restricted to the Two Shown an This Detail.
4. Clearout Required on Privente Property if Distance From Moin to House
Exceeds 90 Feet.
CrrY OF SANITARY SERVICE
RISER (GREATER
CZANSASSIN THAN 16' DEEP)
"2.1�1� sigE 2-97 2002
24'x36* slab opening for Neenah
R3290 -L or equal
R3290 -L or equal
NOTE- L grate shown
Neench R3290 -L castmg and
Neenah R3290 -L custing dind
grate or equal.
grate or equal.
6'. Cone. collor
PLAN
Minimum of 2 maximum of 5
3' Rod..
concrete odjustmeent, rings with full
beds
6-
CC410
6� precast reinforced concrete slob.
of mortar.
!4 !-OTyp.
T barrel inextion, under top slab
P..st concrete or
Inge flat top sealed with
HOPE adjusting rings.
Mi jointei in rmnlmle to he.
Varks.
6' precast reinforced concrete slob.
Vied
Precast concrete section
-ow
NOTES:
12�
I
T.
=e
both the outside and inside.
Top of barrel section below top slab
2. No black structures are allowed.
Manhole steps, Neenah R1981J or
to have flat sedded with
pproyewl.
6
In
2 theads of r equal.
Rt=
-e
Varies
. . . each 4' of depth greater than 14',
All joints in manhole to have
and reinforce with 6*.6' 10/10 mesh.
_4
-0 �Typ
SEC11ON diameter at pipe and slope
`O� ring mbber gaskets.
grout 2� toward Invert.
-e
CrrY OF
Pinscast concrete section
CATCH BASIN
5-
C111,11,13,11,3021
Manhole steps, Neenah R1 981 J or
�100. 1-03
T77- 2-97
3102
RUE
equal. 16" o.c., Aluminum steps
vI
approved,
Dogtiouses shall be grouted on both
A 's-
the outside and inside.
NOTE:
No black structures am allowed.
Minimum slab thickneim, 6" for 14'
depth. Immose thiclaness 1' for
each 4d of depth greater than 14',
and reinforce with 6x6' 10/10 mesh.
=DQU
No drain holes
CrrY OF
CATCH BASIN
MANHOLE
WITH SUMP
2- 97 PLAIM MX,. 3104
FlUE WAIL3933104
SATHRE-BERGIQUIST, INC.- CHANHASSEN,
150 SOUTH BROADWAY WAYZATA, MN. 55391 (952) 476 6000 MINNESOTA
CIL
Biend as Needed Plug ---
Min. Slope wx 11/4�/P.
Limits of Excavation 2*.2* Markeri
6' PVC SDR -26 eye & service line.
Tamped Fill
Ties or Wye and 49 bend
I CY. concrete encasement.
Sanitary Sewer
NOTES:
1. Solvent Wild! .11 Joints. (Nw Gasksted)
2. When Sanitary Sewer Service is not Accompanied by a Water Service in
the Some Trench. Install a 6' Heavy Metal Fame Post Next to 2 x 2
Marker and Point Top C of Past Romment Green.
3. The Use of Bends Shall be Restricted to the Two Shown an This Detail.
4. Clearout Required on Privente Property if Distance From Moin to House
Exceeds 90 Feet.
CrrY OF SANITARY SERVICE
RISER (GREATER
CZANSASSIN THAN 16' DEEP)
"2.1�1� sigE 2-97 2002
Manhole Casting and Adjusting
Ring (See Plate 2110)
Provide 18d Banner on .11 unitury
sewer manholei plate 2109)
Manhole steps, Neenah R1981J
or Auminum, 16� on ... ter.
Ste" Shall be on Downstream
Side Unless Pipe Diameter is
Ism or Larger
AJI.joints in manhole to have
'0 HN rubber gaskets.
A Maximum of 2 Short Manhole
Ffinum, to be Used Directly
Below Gone Section
Pipe shall los cut out flush
with inside face of wall.
Precast Inverts Must be 1/2 of
Pipe Diameter and Benctness
/Mimmurn thicimunis of precast base is Sloped 2' Toward the Invert
6w far 14' deep or less, and increases
I" in thkJowees far every 4' 0 depth
greater than 14'.
NOTE --
1. Kor-n-seal manhole or equal considered acceptable alternate.
2. Ail dog houses shall be grouted an inside and outsiide.
3. When t1he manhole or catch busin structum is constructed
outside the traveled roadway a witness post and sign
shall be installed! next to the ma.h.l..
SECTION
CrrY OF STANDARD
CEASBASSIN MANHOLE
�:2-97.1-03,1-04 1' 2-97 PUM W.: 2101
QUE NAME 39�101 I
FILE NO.
DETAIL SHEETS 87925-001
9
LAKE ST. JOE'S COVE
9-
24'x36' shati opening far Neenah
R3290 -L or equal
NOTE- L grabs how.
Neench R3290 -L castmg and
grate or equal.
PLAN Minimum of 2 maximum of 5-2'
6'. Cone. collor
concrete adjustment Hinc,st with full
beds of mortar.
dju 9note6o,
g ings.
6� precast reinforced concrete slob.
!4 !-OTyp.
T barrel inextion, under top slab
Inge flat top sealed with
kge
2 beads Rgrr,�V
of or equal.
Mi jointei in rmnlmle to he.
Varks.
Om ring rubber gaskets.
Precast concrete section
-ow
NOTES:
1. Dogmuses shall be grouted on
both the outside and inside.
2. No black structures are allowed.
Manhole steps, Neenah R1981J or
equal, 16� o.c., Aluminum steps
pproyewl.
6
Minimum slab thickness. 6� for 14'
depth. Increase thickness L* for
. . . each 4' of depth greater than 14',
and reinforce with 6*.6' 10/10 mesh.
Grout bottom of manhole to 1/2
SEC11ON diameter at pipe and slope
grout 2� toward Invert.
CrrY OF
CATCH BASIN
C111,11,13,11,3021
MANHOLE
�100. 1-03
T77- 2-97
3102
RUE
Manhole Casting and Adjusting
Ring (See Plate 2110)
Provide 18d Banner on .11 unitury
sewer manholei plate 2109)
Manhole steps, Neenah R1981J
or Auminum, 16� on ... ter.
Ste" Shall be on Downstream
Side Unless Pipe Diameter is
Ism or Larger
AJI.joints in manhole to have
'0 HN rubber gaskets.
A Maximum of 2 Short Manhole
Ffinum, to be Used Directly
Below Gone Section
Pipe shall los cut out flush
with inside face of wall.
Precast Inverts Must be 1/2 of
Pipe Diameter and Benctness
/Mimmurn thicimunis of precast base is Sloped 2' Toward the Invert
6w far 14' deep or less, and increases
I" in thkJowees far every 4' 0 depth
greater than 14'.
NOTE --
1. Kor-n-seal manhole or equal considered acceptable alternate.
2. Ail dog houses shall be grouted an inside and outsiide.
3. When t1he manhole or catch busin structum is constructed
outside the traveled roadway a witness post and sign
shall be installed! next to the ma.h.l..
SECTION
CrrY OF STANDARD
CEASBASSIN MANHOLE
�:2-97.1-03,1-04 1' 2-97 PUM W.: 2101
QUE NAME 39�101 I
FILE NO.
DETAIL SHEETS 87925-001
9
LAKE ST. JOE'S COVE
9-
CAMDEN RIDGE
KNOW ALL MEN By THESE PRESENTS, That U,S, Home Corporation. a Delaware corporation. fee owner, of the following
described property situated in the County of Carver, State of Minnesota. to wit:
Outlat A. rEURISSEN RIDGE. and What A. PIONEER PASS. according to the ea.,dAd pilots thereof, Comwer County.
Mirxhssot.�
Has causect the same to be surveyed and dolted as CAMDEN RIDGE and does hereby carats and derlicon. to the public for
public use forever the public ways and the easements as shown on this plot for drainage and utRity purposes only
In witness whereof said U.S. Home Corporation, a Delaware corporatiori, has caused these presents to be signed by its
proper fficer this — day of 20
U.S� Home Corporation
STATE OF MINNESOTA
COUNTY OF
The foregoing instrument was acknowledged before me this — day of 20 . by
as — of U.S. Home Corporation. a Delaware, corporation. an beholf of said
company,
Notary Public. _
My Commission Expires
SURVEYOR'S CERTIFICATE
County. Minnesota
I hereby certify that I have surveyed and platted the property described an this plot as CAMDEN Rl that thm plot Is a
correct representation of the lh�nlkrry surs,i, that 01 mathematical data ard lathes are correctly deeqn.ted . the let;
that .11 ch.rhammis depicted an the lot have beer, or will be correctly set within a year as indicated! an the plot: that of
water bashoorkes and what hands as defirved kin MS 505.01. Subd. 3. existing as of the date of this cestificatica are shown
and labeled on the plot; and that be public ways are shokm and labeled! on, the plot
Peter J Hawkinson, Registered Land Surveyor
Minnesota License No. 42299
STATE OF MINNESOTA
COUNTY Or
The foregoing Surks,is's Certificote by Peter J Hawkinson. Minnesota License No. 42299. was acknowledged before me this
— day of 20 .
Notary Public. —
My Commission Expires
Counts Minnesota
CHANHASSEN, MINNESOTA
This plot of CAMDEN RIDGE was approved and accepted by the City Council of the City of Chcrihosser, Minnesota at a
regular meeting thereof held this — day of 20 . and is in corriplionce with the provisions
of Minnesota Statutes. Section 505,03. Subdivision 2. As anchuments will be set as day of 20
specified by the City Council and as stated oh� this plot according to Minnesota Statutes Cimpter 505,
CITY COUNCIL OF THE CITY OF CHANHASSEN. MINNESOTA
Mayor
Clerk
COUNTY SURVEYOR. Cwwr County, Minnesota
P.,s..ct to Chapter 395. Minnesota Laws 1 1971. this plot has been approved this — day of
20 �
John E, Freem,er
Carver County S, ... yor
COUNTY AUDITOR/TREASURER, Coh%er County. Minnesota
I hereby certify that taxes payable in _ and prior years have been paid for land describod! on this plat Dolddl this
— day of 20
Laurie Engelen. County Auditor/Treasure,
COUNTY RECORDER, Cal County, Minnesota
I hereby certify that this plot of CAMDEN RIDGE was Gold this day of 20_ . .1
o�cicxkk ML as Document No.
Mark Lundgren. County Recorder
C17'YOFCHANHASSE
PECEIVED N
AUG 0 2 2013
CHANHASSEN PL4NNIIVG 0FpT
SCANNED
PMNEERmonee?ing
THE PRE -SERVE AT FLU` CREEK I CAMDEN RIDGE PLAT FILE NO.
�5- -00 C.R. DOC. NO.
VO7.0 jD I
l-"'; 47-74
Sa8*WlO"E 250.00 S43_29'15*E SCE, LINE CL EE� �3� TIM' 11E� NEE 23
DIX", .""Wu SM*03'47E 1, 1004.18
0,
/4 OF SE11 N
I (CARMER DID TIME) OUTLOT A
r
0 SKI ERMNAa AND UTNE7`f Z;67. SA I
4, EASEMENT 0K`ER AL, OF V _ - A�s
I Pot CNEE" A "E, 15 15 1 1� RIK
-OCK DRIVE SoLl - -
IR
29111 2111S' Na
1, �jlq!
�V� F 3�t!
i 3 3; 4 7,1 1
I — q, i 6
RA .17" 3
80,44, 11'�' 26 1 DIN.
-1 1 g -_� 4
rn' Al 1 7
3 All
Ip 4
5
_j L _,H,
c')
OLD;;
IN
6
DILI,
RD
3
9
w 5 S-1
ME) 8 4 WTO
OUTLOT C L ------
v DRAINAGE � N� 31 'IE
L;e
o EAIAMNL` DMEEK M.E. CE sip_
0 CA"IDT C _3"
ISSEN DRIVE; i A.
OUTLOT E A&
A swB"m 12163
134ABB ANCI MIN,w
6 A� -3�15
EASEW
DARLOT E
IAB,
6
2", 10 r k
I Ifi 41
13 Ab
J V it! Z I Q 1 1 11 1
14b"ll el 'rm"
�Kt'.
I
I I A.
I I /,, I " 4 w
1� p
A' V Ell 0_1 'z
N, L
8
A,
NNE
bi x 4 DR. r
W I to 1, 14
0 1 A& I
2
16
N\
'A'U I/A N\ N
0'- IN
Al
1%
3
w A
70.04 4� 'IN
/ / I 1(J' A
J_
jp
Ile
4
r
V
REARNES ARE BASED ON THE SCLETH OF WCnCN
'3E TO.CINK, ".. REANBE n. � IS ASIAN. 7E,
NAA A SEARII,. DE NNUTH 8ffUT41' EASt
A.
�P
N. ENE.EN1 S_BDL 1H. AT .1 STATUTE - IN
REWIRED - LOCATION, "S A "'A" REMEMBER'
'NMA is
TKAT WILL BE IT A.. ... SHALL BE 1. PEACE
E W�N CHE ITAR a THE SLING CE ENS REAL SAID
ItI INCH A 14 INCH INCH
Y LICENSE NUMBER 42299E S"",R
ADHERENTS SIALE BE /2
INCREMENTS MARKED 8
11 '� Ile,
4- - 11
DEMOTED `Wfl� NOR ANDAININ't
DENOTES RESTRICTED MIDIAT DEL A=SS RIER
M. DEPARTMENT GE TRANSINCRIA.
INDMIT OF My BEAT END, 1I3 M
BIT 0 w
-0-0. A "IC
SECTION 26. TWID. 116, RGE. 23 Wro.
LOCATION MAP 0,
w sc� III FM PIONEERengineeiing
-L. NAR.
I
CAMDEN RIDGE
AREA SKETCH
0&
BLOCK 1 =
il-,
4.4700 AC.
0 1�1
10
3.2239 AC -
1MIM711
.1170
2.9946 AC.
ml.f
63,771 SF,
1,46311 AC*
BLOCK 5 =
67.722 SF.
1.5547 AC.
TOTAL LOT AREA
597,098 SF.
13.7070 AC -
TOTAL OUTLOT AREA -
Mi.
5.6988 AC.
TOTAL R/W AREA
OUTLOT A
4.4031 AC.
13
1.037,148 SF.
23.8GB9 AC.
4
12
I..f
14
7
61310
ol�
� .�O
2 Z�.�
IW)7.1
&W72-
.�f
&IQ7.
8
mul
sl�
ROCK DRIVE
SOUTH
9
12
51.
10
01,71-
1
2,2972-
66515.f
13
715W
MI.
M152II-
1�3W
M4�,
D
14
&1497M
15
2
3 4
5
16
6
IM83.1
112.
5
3
W3,1 3
12V2'I
2
,.W
.2521.
2
.2.-
21III.0
3
010243423f,
11W5,
Mn�
IM7�f
0 �7=
4
rn
7
3
MIMI-
1115721
z
;u
lll�f
.2w�
I
Mme
17�
M2nl-
ol
5
mll�
9557.1
0
a2l�
alv�
6
I'll.
GN20
am,.
10
12 0�
9
3
7
5
M0731sl
246..
676511
&111�
0.17�
1U72.
.2.1
7.7�
13
I� .234�
101270
8
OUTLOT C
7-
am7-
0.2W�
4
11
IM7.f
0 2431=
5`I�
0".
8
IMM0,1
5 1117�1
DRIVE
OUTLOT E
0
RISSEN
�7d
6W.
0
9
6
ol�
1�.49.1
3221�
6
0 . 0 so
7
3532"
8
BLOCK 1 =
il-,
4.4700 AC.
0 1�1
10
3.2239 AC -
1MIM711
.1170
2.9946 AC.
ml.f
63,771 SF,
1,46311 AC*
BLOCK 5 =
AREA SUMMAR
BLOCK 1 =
194.723 SF.
4.4700 AC.
BLOCK 2 =
140.427 SF.
3.2239 AC -
BLOCK 3 =
.1170
2.9946 AC.
ml.f
63,771 SF,
1,46311 AC*
BLOCK 5 =
67.722 SF.
1.5547 AC.
TOTAL LOT AREA
597,098 SF.
13.7070 AC -
TOTAL OUTLOT AREA -
Mi.
5.6988 AC.
TOTAL R/W AREA
10
4.4031 AC.
13
1.037,148 SF.
23.8GB9 AC.
4
12
I..f
14
7
61310
ol�
11
IW)7.1
&W72-
.�f
&IQ7.
8
mul
sl�
9
12
51.
10
01,71-
1
66515.f
13
715W
MI.
M152II-
1�3W
D
14
&1497M
15
2
16
5
3
,.W
AREA SUMMAR
BLOCK 1 =
194.723 SF.
4.4700 AC.
BLOCK 2 =
140.427 SF.
3.2239 AC -
BLOCK 3 =
130,455 SF.
2.9946 AC.
BLOCK 4 �
63,771 SF,
1,46311 AC*
BLOCK 5 =
67.722 SF.
1.5547 AC.
TOTAL LOT AREA
597,098 SF.
13.7070 AC -
TOTAL OUTLOT AREA -
248.247 SF.
5.6988 AC.
TOTAL R/W AREA
191,803 SF-
4.4031 AC.
TOTAL AREA =
1.037,148 SF.
23.8GB9 AC.
4
UTLOT G
5
le,
PIONEERe7onming �
LEGEND
"WIND PROPOSED FUTURE
DESCRIPTION
0
SANITARY MANHOLE
2AZZ E� D,i,
EXISTING SANITARY SEINER
PROPOSED SANITARY aWER
FUTURE SANITARY SEWR
HYDRANT
H
DATE VALVE
I�
REDUCER
EXISTING WATERMAIN
PROF�OSED WATERMAIN
FUTURE WATERMAIN
CATCH BASIN
BEEHIVE
STORM MANHOLE
10
FLARED END SECTION
CONTROL, STRUCTURE
EXISTING STORM SEINER
PROPOSED STORM SEINER
FUTURE STORM SEKR
SURMOUNTABLE CURB & GUTTER
B -STYLE CURB & GUTTER
RIBBON CURB & GUTTER
110110-Mlift . . . . ME
PHASE LINE
-----------------------
EASEMENT UNE
-------
EXISTING 2- CONITOUR LIME
EXISTING 10' CONTOUR LINE
PROPOSED 2' CONTOUR LINE
PROPOSED 10' CONTOUR LINE
POIND OUTLET LINE
POND HIGH WATER LINE
A
PROPOSED SPOT ELEVATION
* .0.
EMERGENCY OVERFLOW
- - - - - - -
DELINEATED MILAND LINE
FDoIA FLOODPLAIN BOUNDARY
................................. .
STANDARD EROSION CONTROL
HEAVY-DUlY EROSION CONTROL
TREE FENCE
RETAINING WALL
c
CONSERVATION AREA SIGN
WETIL,&ND BUFFER SIGN
EX CULVERT
EX OVERHEAD UTILITY LINES
E)C UNDERGROUND TEI-EMSON LIME
EX. UNDERGROUND TEI-EPHONE UNE
EX. UNDERGROUND FIBER OPTIC LINE
. . . . . .
EX. UNDERGROUND ELECTRIC LINE
EX, UNDERGROUND GAS LINE
EX. FENCE (BARBED WRE)
EX. FENCE (CHAIN LINK)
EX. FENCE (MOO)
EX. CAST IRON MONUMENT
EX. ELECTRIC BOX
Ex- FLAG P�
EX. NATURAL GAS METER
EX. HAND HOLE
EX FOUND FROM PIPE
EX XIDICIAL. LAND MARK
EX. LIGHT �
EX. PIK NAJL
EX. UTILITY ROLE
EX. LAWN SPRINKLER VALVE
EX. I.AWN SPRINKLER HEAD
EX. SEMAPHORE
EX. SEIZVICE
EX TELEPHONE BOX
a
EX MST HOLE
EX TELEVISION BOX
EX- WATER W�
EX. MONITORING WILL
Ek MAILBOX
Ek CONTROL POINT
EX SPIKE
Ek SON
EX CLEANOUT
EX, SIGNIFICANT TREE
EX. TREE UNE
EX. GRAVIEL SURFACE
EX BITUMINOUS
SURFACE
EX. CONCRETE
SURFACE
SELECT BACKFILL
MATERIAL
GRAVIEL CORSE
ENMANCE
EROSION CONTROL BLANKET
STREET EIGHT
P18NEERerigineetim
2AZZ E� D,i,
CAMDEN RIDGE
FINAL GRADING & EROSION CONTROL PLAN
�� � A -TA �� � A ri Cl T�'% T A Ar Yk Tk T-" t -I t—% I—F-1 A
COVER SHEET .5 31TH IITNtT N SU=
PLYMOL�H.NIEN�TSOT�5i�
cl.
LOCANION fAAP
GRAPHIC SCALE IN FEET
RENCH MARK
TINH ME CCIRNER OF BILUFF GREEK
BLVD. AND COMMONWEALTH BLVD.
EI.EV=922L18
SHEETINDEX
1. COVER SHEET
2. EROSION CONTROL PLAN
3. DEMOLITION AND REMOVAL PLAN
4-6. GRADING PLAN
7-9. RETAINING WALLS AND TRAILS
10. SEEDING PLAN
11-12. DETAILS
ClTy OF 08PMASSEtv
RECEIVED
AUG 0 2 2013
CH.4NHASSEN PLANNIPVG DEOI.
SCANNED
CAMDEN RIDGE 1 JiF 12
CHANHISSFI MILINESOTA I
PIONEERmonaning
UM Ent�w Ed" 165�1)U .1914
F 68�
X 7,
ON OF A Rl=T-W--T
F,
GRAPHIC SC" W FM
BENCH MARK
NK NW CMNER OF BLUFF �E"
ELE�923.18
BLVD. AND�CMMDNWEAL� BLVD.
Q, "
-w
War
m2 -9-M!"
- "p
§
ST
-Mli
-
MI
Em
ftljl,-AI 4
MCI
N Vvilly
%its
A
V
1 ro
1-M
ON OF A Rl=T-W--T
F,
GRAPHIC SC" W FM
BENCH MARK
NK NW CMNER OF BLUFF �E"
ELE�923.18
BLVD. AND�CMMDNWEAL� BLVD.
7NG FENCE
EMO� EXIS
--- - - - - - - - - - - - - - - - - - F
- - - - - - - - - -
REMOVE EXISTNG FENC
MITAIN AND PROTECT
LEA I I AND GRUB W, PO I pou OVER ��CUEAR AND GRUB-/ C�R AND MU 11 Bt/ MNODT FENCE
. ............ HEAD NRES AS NMCATED.
LEAR AND GRUB
\,-,EMOVE POWER POLE AND OVER
HEAD WIRES AS INDICATED.
��AINTAIN AND PROTECT
.NDOT FENCE
40 GRUB EMOVE AND DISPOSE OF
ONCRETE St -AB AND FWNDA TION
. ............
NER POLE AND OWF
ol
WIRES AS INDICATED.
UEAR
so AND GRUB
7
OVE AND DISPOSF-
C M" �B 4 TON
GRAPHIC SCALE IN FEM
k V
BENCH MARK
T14H NW CORNER Of BLUFF CREEK
OLM AND CCUMONWEALTH EILM V. 3 /AEAiO DISP Of TRA
�Ow AND DISPOSE OF
EUEV-923.18 ONCRETE SLAS AW FOUN ON
R / EMO I W AND DISPOSE OF EXIS N, ANOZISPOSE Or , I
LEGEND Uc AND FQMJDATI E PAVEM , MT 4
CUM AND GRUB STR
c AN U
EXISTNC STRUCTURE AND FOLINDATON TO OVE AND S06
BE REIACPAED AND DISPOSEG Of OFF SITE S FT
TRUCTURE rATI
R A ISP OF
EXISTNG CONICRETE Si -AB AND FOUNDATION N s PM G
TO BE REMOVED AND DISPOSED OF Off SITE
AWTAIN AND PRO
EXISTNG BITUMINOUS PA�ENT TO BE
RENIOVED AND DISPOSED OF Off STE MOOT
EXISTNG TRASH TO BE REMOVED AND
DISPOSED OF Off SITE
NOTE NO RE11OVAJ.5 ARE TO BE PERFORMED UNTIL
EROSON CONTROL BIWIPS ARE NSTkUfD PER THE — — — — — —
EROSION CONTROL PLAN. SEIE CONISTRUCTION
NOTES ON SHEET It
P18NEERengineeiting
2422�. 1651)69 LENNAR CAMDEN RIDGE JF
Fu 68 3 12
7777-77, F, ANT SLI=
PL�OUTH_M�WT� �NH�ASSEN W��OTA
DEMOLrrION AND REMOVAL PL 16105 36TH A�L UE N TE
N mom� I I
50
GRAPHIC SCAI.E IN FEET
BENCH MARK
TNH NW CMNER OF &Uff MUK
BLVD. AND COMMONW�TH BLVD.
�V=923.18
nemV
Z� E� Dri- (OI)MI-1914
""F!
- - - - - - - - - - -
50
GRAPHIC SCAI.E IN FEET
BENCH MARK
TNH NW CMNER OF &Uff MUK
BLVD. AND COMMONW�TH BLVD.
�V=923.18
nemV
Z� E� Dri- (OI)MI-1914
I rFjj
R i�
IS
M, on—EWA
F�A�^ -0 -
go
.11 11 ME
®r m �mm a MEMO= 44rw rU Z
mflmpj� No
Mir a 111 a
IL
WN
9 M An
0 mile
sm:
&4W
10 -- .#;%, 1 - , ,
CAMDEN RIDGE
U.7
miiv�
Em
7
I AV
VOL'
10,
10ofill
i
BLUM CKEK WS7
9
1W401iJ
BW.3
"CE
T M,
F
,be: 90.4
K4
30.4
CFUJ`HIC SC� IN nn
0
x
F MARK
-NL'
;F" Z BLUM IM
IN .K
Pitmtk�
1651)MI-1914
10,
10ofill
i
BLUM CKEK WS7
9
BW.3
"CE
T M,
,be: 90.4
K4
30.4
CFUJ`HIC SC� IN nn
0
F MARK
-NL'
;F" Z BLUM IM
IN .K
FTNCE
T. 96.3
0: M3
ONE
T-963
a
mom%
F
S(XIND �E BY OYAfERS
PRMAPE�B� MY-1,SELECT BACKFJLL
T.W�5
It
ON
BW.3
"CE
T M,
,be: 90.4
K4
30.4
CFUJ`HIC SC� IN nn
F MARK
-NL'
;F" Z BLUM IM
IN .K
FTNCE
T. 96.3
0: M3
ONE
T-963
a
F
S(XIND �E BY OYAfERS
PRMAPE�B� MY-1,SELECT BACKFJLL
T.W�5
B �.s
"CE
T M,
,be: 90.4
K4
30.4
CFUJ`HIC SC� IN nn
F MARK
-NL'
;F" Z BLUM IM
IN .K
3
860
r
:
........
w
......... --------- ......... : .........
- r
: ......... ..........................................
: 860
. ......... ..... ... ......... .........
0+00
B. 70.D
......... .........
2+00 2+50
......... ......... ......... ......... ......... .........
3+010 �50 "00 "w �00 5+50
......... ......... ......... .........
111 6+50 7+00 7+50 8+00
8+50 9+00 �50 10+00
10+50 11+00 11+50 12+00 12+50
P18NEERenginwim
L
2� En.�. Dd (651)Ul 1914
EM .� �..—
P- �"."
I
RETARMIG WALLS AND TRAIL PLAN
LENNAR
I6MMTlHAVEhlENSLI
1 MYWU71L �A 5�
CAMDEN RIDGE
OF 12
10
m4i"I"
.
10
OUTLOT
ABB4.5
B: 71.5
U 19. 1+19.5
G�27.8
Tl 8:75.5
B; 0+96.4
77K! 7".
G+m.6 8- 71L5
Gt73,3
NOTE
TYPE AND COLOR OF RETAINING WALL, MATERIAL TO
BE SUBMITTED TO LENNAR FOR APPROVAL WAU
890
4' SPLIT RAIL FENCE 890
T�R HIGHER THAN 6 FEET SHAI-L NOT BE
..
CONSTRUCTED WTHI ROI ROM
........
DESIGN OF WALL. TO BE PROVIDED BY RETAINING
5w
880
WALL MANUFACWRER AND �PPUED FOR
APPROVAL BY THE ENI AND THE CITY OF
CHI
m E�D WALL
SURFACE �270 SF 870
EMSTING
w
860
BENCH MARK
�m �00
1+50
TNT1 NW CORNER OF BLUFF
CREEK
GRAPHIC SCALE M FMT
BLVD. AND CONIMONWEALTH BLVD
.......... ..... ...
........ ........ ......
.. . .... ...................
......... .........
......... .........
......... .........
......... .........
ELEV-923.18
......... ......... ......... .........
":P
-A
900
........................
......... .........
............. ......... ......... .........
......... .........
...... ........
a
...... ...... ...... .. ..... .........
900
STA: 1+30.00
Pm STA,-:�W.00
F+VI ELEV+ 87S.20
PA ELEV� BM20
895
K: 9.37 :
INS ILGG
895
LvC: 5 0-oo
M 40.01
a
a
a
a
890
+
+ +
a
890
.....
......... .....
......
ga
.........
--------------- �;:
....
. . .
..... ......
.
......
......... .........
.........
: --------- : ......... : .........
: ......... : ......... ......... : ......... : .........
..........
4.
PW STA, 2+05.00 PVI STA,- 3+00410
a
PM E". 869.70 PM ELEV 869.13
885
K:: 6.82 IS CLOD
885
...
...............
.. .......... . .......
......... ......... ......... ......... .........
a
op.
d
880
880
... ...
.....
........................
....................
.........
.
a
875
875
..... ...........
.........
...
..... .........
........ .........
......... .........
......... ......
......... .........
......... ......... .........
......... ......... .........
.........
..........
0.00%
870
870
...........
.......... ......... .......
.. .......
0.00X..
.. ....
. ....... .... .........
......... .........
......... ......... .......
......... ... ........ . .. ........ .
-------
a
865 .........................
.........
.......................................
......... ......... .........
......... .........
........ ...............
a
.. ..............
................ ......... ......... .........
......... ......... ......... .........
... 86.5+ +:
860
r
:
........
w
......... --------- ......... : .........
- r
: ......... ..........................................
: 860
. ......... ..... ... ......... .........
0+00
......... ......... .........
0+50 1+00 1+50
......... .........
2+00 2+50
......... ......... ......... ......... ......... .........
3+010 �50 "00 "w �00 5+50
......... ......... ......... .........
111 6+50 7+00 7+50 8+00
8+50 9+00 �50 10+00
10+50 11+00 11+50 12+00 12+50
P18NEERenginwim
2� En.�. Dd (651)Ul 1914
EM .� �..—
P- �"."
I
RETARMIG WALLS AND TRAIL PLAN
LENNAR
I6MMTlHAVEhlENSLI
1 MYWU71L �A 5�
CAMDEN RIDGE
OF 12
10
m4i"I"
.
890 TYPE AND CUM OF RETAINING W� MATERIAI- TO
B 76�5 BE �BVIITTED TO UNNAR FOR "PROVAL- WA�
T� HIGI�IER THAN 6 F'EET �A� NOT BE
-1+20.8 mo CONSMCWD ATH BOULDER ROCK.
870 870 DESIGN OF W� TO BE PROVIDED BY RETAINING
GRAIPHIC SCA]2 IN IMor T-. 81.0 W� MANUFACT.JRER AND SUP�ED FOR
0:78.5 860 mo APPROV& BY THE ENGINEER AND TI-iE CITY OF
t - -0+250+00 0150 1100 1+50 CI-IANHASSEN.
x T:§o
18.0
34.8
n.s
77.0
T.-
-fL
B: 77.5
F-76.0 2+01.5 ........ T IKS.3
B.710 T 85.6 82�8
1+30.4 B: 84.6 -- 2:
1+216
T. 76 2+46.5
W7
I+ZA.l -------
- ------------
-------------- ----- -
4.
-717 0 4 3
VO 2,
20.0
710
m5
890 890 900
mo mo 890 890
10 870 aw
870 580
RENCH MARK
- - NH NW CORNER OF KUFF MEEK
No 86D 870 870
-O+mO+OO 0+50 1+00 1+50 2+00 2+25 �00 2+50 2+00 1+50 1+00 0+50 C+OO-O+25 mw. mc CCUIVION�TH BILVD.
GRAPHIC SCA,E M EI-E�923.13
.......................... ......... ......... ......... ........... - ............ ......... ......... ......... ......... ....... ......... ......... ......... ......... ......... .........
�q:2 R:2 �:F! -:5 G S
:d
WE WE
900 900 820 820
................................... ------- ................. ........... .......... .............. ........ ....... ....... ......... ......... ......... ......... .................... ...... ......... ......... ......... ....... ....................
PM WA, 2+35.06
I'm STk IWDOO STX. 1�90.00 I'm STA, 164�00 PM STA,- l8+ODOO PM STA 0+21630 -
PM U)M. 576.97 PVI 0". Bal.26 PM E]". 88171 PVI E". 879.01 PVI a". M.51: PM EU�. 889.07:
895 K 4m K: 12-:�3 PC 15.§3 K: 1.7.24 N: 1.67 895 915 X: 4.88 915
C-. 2DOO L�- LVC: 50.00 ........ � C, W., 0..: ......... ......... ...... .........
... ...... L� ljO.00
HIGH Pi ST&. t+W.48
HIGII § ELE)t, 888.86
Pw Sik 1+�.00:
S. 8.
PM nZV+ 877+24 6 p.
+ + . + 9
IQ �w
890 + 10
......... ..... . ......... ........... ........ - ....... ........ ....... .........
L Go 996 890 910
.............
885
............ .. ......
880
....................... ......... ... .... . ..... ........
..........
a
......... ......... ........ ...... 'z .. 88.0 ... : ... 900 ......
895
v - : 890 :
...... : ..............................
865 ' : Lvd:
a......... ......... ......... .. :17*717
acloo:
.. ......... ......... ......... ......... .........
8
+
: 865 885 a
......... ..
2, 885 905
: 885
......
kll STA, 1+76.00
PVI ELEV. 581.67
K- 2.N
................ ......... : ... - -: .........
.....
. f M.
LOW g ELVA6 qa7.93
a
......... ......... ........ ...... 'z .. 88.0 ... : ... 900 ......
895
v - : 890 :
...... : ..............................
865 ' : Lvd:
a......... ......... ......... .. :17*717
acloo:
.. ......... ......... ......... ......... .........
......... ......... ......... ...... ......... ......... ....... ......... ......... ......... .........
: 865 885 a
......... ..
......... --------- .........
: 885
......
860
860 880
............................. * ...
.... 880
12+50 13+00 1�50
......... ...................
1"m 1�50 1�00 1�50 16+00
......... ......... --------- ......... ......... ......... ......... --------- ......... .........
16+50 17+00 17+50 13+00 18+50 1"00 1�50 1+50 1+00 0+50
............................................
0+00 _O+w 3+50 �00 2+50
2+00 1+50 1+00 .
0+00
PIONEERenenming
2� E� Dfi�
AWK�
WALLS AND TRAIL PLAN
LENNAR
CAMDEN RIDGE
8 OF I
�.
RFrAFMG
16M5 MTfI A� N SILUTE 60301
GRAPW XAM IN
M
---------- -
gm
920
910
- 0,25 0+00
0,50 1.00 1+50 2+00 2+50 3+DO 3+50 4+00
PIONEU ll)
r-ixeVneen,ng
24M Er� DIi� (651)611�-1914
w
930
920
910
4+50
�OTE:
TYPE AND COLOR OF RETAINING WALL MATERIAL TO
BE WBMITTED TO LENNAR FOR �MOVAL- WI
TALLER HIGHER TAAN 6 FEET SHAU NOT BE
CONSTRUCTED WITH BOULDER ROCK.
DMGN OF WALL TO BE PROMDED BY RETAINING
WALL MANUFACTLIRER AND �PPUED FOR
Al'JAROVAL By THE ENGINEER AND THE CITY OF
CHANH�.
0
GRAPHIC �AU M
910
910
�4 SPLIT PAIL FENCE
900
900
890
EXPOSED WALL SLIRFACE ±1.270 SF
allo
�'–EXIS7Nn GRGUND-----
WO
–0+m 0+00 0+50
---------- —
1+00 —50 2+00 2+50 3+00 3+50
�00
aeo
I
BENCH MARK
TNIA NW CONNER OF BLUIEF GREEK
OLNO. AND COMMONI BLW.
ELEV=923.18
O�I�WAN.
INN,
CL
3' . .1: 5.0,
A
—NA
1' 2'
TEMPORARY SEDEWENT TRAP
2.5 ACRES OR LEM
MODEI #CG23
ATCH BASIN
SECTMENT Z
C
M02A
6
E'C�-.ENT
CNNNL
ER09M F07)
8'
--v�SIM IWO
PMNEERengineerirg
165116911914
T"'O'D9
PROJECT NAME
F 681W8
Nat,
NNNE
L*A1
Z
INN,
CL
3' . .1: 5.0,
A
—NA
1' 2'
TEMPORARY SEDEWENT TRAP
2.5 ACRES OR LEM
MODEI #CG23
ATCH BASIN
SECTMENT Z
C
M02A
6
E'C�-.ENT
CNNNL
ER09M F07)
8'
(NOT TO SCALE)
PMNEERengineerirg
165116911914
T"'O'D9
PROJECT NAME
F 681W8
Nat,
NNNE
6'
TTES 11 t. T�
7-&H[
.TF,1.1 Nit
.INC, T,
`AAS
IIISI� . .1 N,
"'AtA
4� LETTERSNETSTHITI..
Mir
DEWI-OPMENT
INFO �GN
A
C.. I—
PL CL PL
OF WALL
(SEE PROFILE)
0
1\0
4' FE�NCE 4:1
2.0% 4.-1 4" Topsoil, Seed
�4
RETAINING WALL—/ S/0 & Mulch or Sod.
(WHERE INDICATED ON PLANS) Topsoil
Topsoil
S,
See
INSTALL PER MANUFACTURES d & M.Ih
SPECIFICATIONS
3"—MNDOT 2350 LVWE45030B
6"—Class 5 Aggregate Bose, 100% Crushed
Compacted Subgrade per Soil Engineer
BITUMINOUS TRAIL SECTION
10.0' 10.0,
2.0% 2. OZ._
_I. 5: �1_S/'
,a
Dtile
ronti e
I 1/2--MNDOT 2350 LVWE35030B
Tack Coot — 2357
2"—MNDOT 2350 LVNW350306
EROS� CONFIROL �
FOR INDIADUAL LOTS W111 StIAUE DRAINAGE
LOT 1 —L"
FEEC�ON CORTROL FOR
1.0110UAL LOT NTH
'W�E DRAINAGE
��.-T I 5302D
Silt F�ric Sl�
MMnDOT�W
LL
(NOT TO SCALE)
PMNEERengineerirg
165116911914
T"'O'D9
F 681W8
Nat,
10.0' 10.0,
2.0% 2. OZ._
_I. 5: �1_S/'
,a
Dtile
ronti e
I 1/2--MNDOT 2350 LVWE35030B
Tack Coot — 2357
2"—MNDOT 2350 LVNW350306
EROS� CONFIROL �
FOR INDIADUAL LOTS W111 StIAUE DRAINAGE
LOT 1 —L"
FEEC�ON CORTROL FOR
1.0110UAL LOT NTH
'W�E DRAINAGE
��.-T I 5302D
Silt F�ric Sl�
MMnDOT�W
LL
T"'O'D9
(AIR "SE NN
Nat,
PL CL
25' 0 15 5, to Bock 30'
Wear Course to be 1/2"
Above Edge of Gutter
4" Topsoil. Seed N
& Mulch or Sod.
Draintile�
Surmountable -
Concrete Curb
12"—Class 5 Aggregate Bose. 100% Crushed
24" MNDOT 3149.213 Select
Granular Borrow
ACCESS STREET SECTION
(NOT TO SCALE)
NA
DII&ENT 1RA1`
T�= —IRIZATTLE ROLL
MS.
M
� 5 . 1
Drclntile
5'
1 1/2"—MNDOT 2350 LVINE35030B 6" Concrete Sidewalk
Tack Coot — 2357 4 . Class 5 Bose
2"—MNDOT 2350 LVNW35030B
12"—Closs 5 Aggregate Base, 100% Crushed
24" MNDOT 3149.2B Select
Granular Borrow (-See Note 7)
TYPICAL STREET SECTION
(NOT TO SCALE)
I
TYPICAL POND SECTION
MNOOT CATAGORY 2
1 CONTROL BLANKET I VAIDES
,� SLOPICS It BERM
65'
GRACE
ONED FINISHED MADE
GRACE
SELICT 80"All
CUT OF �MMAOC EXCAVATION
.A CE.,
I
SELECT BACK ll�
'I
NATURAL
C ORIPACTED BAINIFILL
VBAZ�
I,
_ I,
BACKITEE SAMEREALE
MOU-SIDICT
C'
SACNEMj_ mANTREA,
T_._"
a&
MA,
ACMUE, RANDALL
COMPACTED
—Allmw
DR.
KHT
B NOTELUM OF C
OTT. OF . STAN F
MATERIAL
SUBGRADE
CORRECTION
DETAIL
R� Sin& Faintly Los
NO SCALE
M! -SMACK
(MIN.)
PIONEERengineering
2R22 ENAMErov, DoW (650651-1914
wGd,CaHE,ghU,lM5s12O PoCURANUM,
,*NcarMM,_
DRAUNAGE &
EASEMENT
GROUND ELEVATION
0 BUILDING
RECOMMENDED—
GARAGE SIDE
FINISHED ELEVATOR
0 LOT CORNER
7
U LO
111 71 1
1 1
_ - - - - - - - - - - I
STREET
I OT INFORMATION
(TYPICAL SECTION NOT TO SCALE)
LET
Tonota RAI
ON S
LOT BENCHING DETAIL
NO SCALE
NO,
NO.
R —RAMBLER OR SPLIT ENTRY
—RAMBLER LOCKOUT OR SPLIT
ENTRY WALKOUT
WO —RAMBLER WALKOUT
SLO iSIDE LOCKOUT
SWO SIDE WALKOUT
, REDUENCE
1. � SIZE OF EAGR ADE OPERATOR WILL BE DIETERMARIED BY THE UUMMITY OF RAL IMIAMT.
2. CANi PHASE WILL CONSIST OF THE CRACKING SEQUENCE OUILINED BELOW
CRUMORIM SiOLANCE
1. DETENUME 97E OF ACT AREA BASED ON AVAILABLE SOR.
I ENSTAL. AGO, CONSTRUCTOR EMIDENNI
3 MI PERIMEMER SENUOTT � DIVACES (SET MERCER)
4 SIDE TOI STAI AMED �� IN � FOR Funfin SPREAVING,
5 DO TEMAMARY RENMENT ft� BASIN TO WE HMDO CIFIACRE OF MCA SAWNPUL CLEAN TOUP
NADN CAR 501C EULL,
5 � SOL VAUL BE TEEMED FORE SUIRAMMUM, Pon ASE, REM THE � FIT RECLUMATION
PKOTUCO� PRION TO BEING BROUGHT ONSTE.
7 A_F RIG MILL BE COMPAGIED FOR THE �� PIT RECLAMARON PROTIOCII
8, MAINTAN DRAINAGE DURING (READING OFIERATION TO TEMPORMY SOMMENT BASIN.
9 COMPUTE STE GRADING PER P�N.
10 RESPREAD TOI MAINTAIN A MINIMUM OF 4' CEPTHE
11 MAINTAIN DNMNAGE TO TRUMP SEGMENT BASIN UNTIL MEET PHASE SEGUNR�
12 STAMUZE DENUDED AREAS AND STOCKPILES UNIN MUL FRAME USED) IN ENORGIN PREMENTION
PRACTICES
QEWUJI
I o"Ann"N'S To ADHERE TO ALL REOURRIENDENTS OF THE MINNESOTA POLLUTION CONTROL,
AGENCY N.P.D.E,& PERMIT INCLUNING THE REGUIREMENT 70 MINJMIZE THE AREA NS� BY
MAKING AT MY GREN TIME AND 70 COMPLETE TURF RESTGRATION THE ONE UM� BY THE
PERMIT AFTER COMPLETION OF
I A COPY OF THESE PLANS MUST WE ON TIME " SEE SHEMEAR IS IN
I BUIPI REPER TO EROSION AND REEMIUMENT CONTROL PRACTICES � N THE MACA
PROTECTING WATER QUALITY IN URBAN AREAS AND THE MINNEGG7A CONSMUCTION SME ERMON
AND SEDIMENT CONTROU Fl�N..N. EMIMOOK�
4. AU EROI AND SEDIMENT CONTROL FACISUMES SMPS) SHAU. BE INSTALLED AM IN
OPERATOR PRIM TO _AND DISMASANCE ACIVIRES ROME ERICSON CONTROLS SUCH AS MEN
DAMS ANN TEMPORARY SAT PONDS MAY BE INSTALEED AS GRANGES OCCURS IN THE SPECURK
AREA, THEY SHAU_ BE MAJN7AJNED HFIL CONSTRUCTION IS COMPUTED AND TRE ADMENTIAL FOR
... N.� TASED
& THE BUP'S REGAIN ON THE P�R ME NE MINIMUM REQUIREMENTS FOR THE AMPICIPATED SEME
COND7U)INS. AS CONSTRUCTON PROGRESSER AND UNEXPECTED OR SEASOMMAL �
DI THE PERNI SHAU ANTCYPATE THAT MORE FINE'S YALE BE NECESSARY To ENSURE
EPOSON AND SUMMENT CONTROL ON THE SITE. DURING THE CONICS OF CONCEMECTION. IT IS
THE RESPONSIBIUDY OF THE PVNMAEE TO ADDRESS ANY NEW CONOTIONS NAT MAY BE
CREATED BY CONSTRUCTION ADMVIETER AMD/DR CUMAVC EANTS AND TO � ADDITIONAL
SUPTS OAR AND ABONE THE MINIMUM INEGOTHEMENTS SHOMM ON THE PLANS THAT MAY BE
WEEMBED TO PROAMSE EFI PROTECTION OF WMER AND SOL �
6, All RUDER WE USTED FOR �� SHMI.E. BE PROMCMADE DED NOT CRUSADE EQUIPMENT
IUMN INS . M. �T ZONES . "N't, WIDE PROTECIRON PENCE AREAR'
I. MINERNEWS PIESSMI PAESESTRE THE EJUSING IWE% MASS AND ONES REGETAMIE WAR TO
HELP, FRI MERGER.
S. OPERATE MAN ECCIPMENT (DOZER) UP AND OMIN EXPOMED SOL SCOPES ON ANAL PASS,
UAGANG MAN GROCAS PERPENNOULAR TO THE SCOPE DO NOT BACI � UAW A
SURFACE ROUGH 10 ... ENOMCN�
9. DEMPORARY READ, SKAU� BE � IN ACCORDANCE TO ~7 2575 It ARTS, CONSISTING 01".
�T MIX ISO 0 AD LB& RED JECRE OR APPRORED EQUAL.
MIJUGH BE IMOT TYPEE 3 0 2 MONS PER ACRE OR APPROW[i ECANAL. AND DISK
PEACE OR . OQUAL, INSTALLED TO MUS."On' BOX COMERAGE OF
THE MINTAGE AREA, NS�D.
TYPE I FERMUZER. 10-10-20 0 SOO LESS. PER ACRE
I0, PERMANENT Mfin MARMORNATION SHALI SE DONE IN ACCORDANCE METH MUDIT 257S & W76
COMMI OF
MUCOT MIXTURE 253 AT 75 POUNDS PER ACRE.
..CH SHAU. BE MUDD, TYPE � It S MONS M ACRE OR APPROMED EQUAL AND
. IN PEACE OR APFROAD EQN� INSTAUTO AD .. . CONAMENGE OF
THE SURFACE MEN AT SO X COVERAGE MAN ERIC ANCHOR.
TYPE � AAACCMETL Z2_�Mo SGXUAN IF 350 LUS REST .
11. SEOPEDS AT &I OR STUEFIlER. �/M WHERE TROVICATED ON THE MEANS SHAT K SEEMED AND
HAW AN ORDSON, CONTROL BL,NREF TYPE � RISTALLEM OR .1 BE
T� MULCU,
Iz THE C,MMATICIF SMALL RENOW ALL SIDES AND SEDINEENT INAGNED in EEMSMNG STRECTS
AND PAWD AREAS.
11 IF � DUME K�S A MURRANCE. THE �� SHAJU� APPEY MAMER FROM A TANK
DRUGS TO A.U. CONSTRUCTION ARE.
1,k WTHIM 7 0. OF COMPEEM"' OF "' SAE � "PER"I'M ME ENTRE SM (EXCEPT
RUAWUYS3 . RAW SEEN SEEDED AME kAJUCHUd AND SET PENCE SI MIALLED
AROMMID ALL POINDS
IS, NE, TEMPORARY ... AND SEDSAI CONTROL .� SMAU. K PIMINEINET � OF
MIRETY I.) DAYS ARITER AN. STE STABILIZATION 6 ADRIEUED OR AFFER THE
� MEASURES ARE NO LONGER METEDUE
CON.C. ACTORT, K�m
I LRO, INTEARTICK PRAI
1� ME CONTRACEM SHAU. IMPLEMENT CONSTRUCTION PHASING AGUlIAVW SAFFER STRIPS,
��T& SLOPE GRAEUNG, AND OTHER CONSTRUCTION INACVCES THAT MINIM21 EMI
THE UMCAPDU OF AREAS NOT M BE N�� MUST BE DELINEATED (EII SAN FUNDS,
STAKES SONS SILT RENA, VI ON THE STE BEFORE YORK BEGINS
AM, CAPOSED, Suq� AREAS WIMIN ZOO FEET OF A SURFACE WATER OR .1
COURAMMICE SYSTEM WHICH 6 CONNECTED To A SURFAGE WHEN MUST BE STNESIZED
W. I ENDS (STEEPERS MAN a, I� DAYS clo, TO ", "O"s). OR 2, DAYS
MAN In,). ANI AREAS MENEDE POND SIDE SCOPESS EANDMED SM AREAS MEN
A ROSTRA RED,, To A MISS ANd DUTIES BASTEDU Sluffil SEVVE INI DRAINAGE MICH.
OR ONES SYSTEM NAT NSCENARGES TO A SURFACE WATEIL
3. THE NORMAE METTED PARIMETER OF MY DRAMATIC OFFICE! MUST BE STAMUIED WITHIN ZOO
UNANI FEET PROMI ME � EIMI AN FROM THE PONT OF DISCHARGE TO ANY
SURFACE MTR Dt. . Houss OF CONRAD. TO N SAFACE NATERL
,E PIPE DEPECTS MUST BE PROWMED VAR ARY OF �� EWRGDf DISSIPATION
WITHIN 24 HOURS OF CONNECTION TO A SURFACE WATEDIL
S. SUDDIENT CONTROI PRACMCFS
1. SEDIMENT CONTROL PRACTCES MUST MIMMIZE REDRAW ENTERING SURFACE WI DETCHES
AND SEDIMENT BASINS REQUIRE BERNMENT CONTROL PRACTICES ONLY AS APPROPRIATE FOR
SM CONOETI IT AGAIN GRACE SYSTEM IS ONFIDUCIAMED, ADDI UPGRADE PNA41SDES�
MUST WE NSTALIED, AND THE SVIPPIP MOST BE AMENDED, THERE SMALL BE NO UNBROKEN
S.ORE UENGTH OF MEATER THAN 75 FEET FOR �OPER MEN A GFEAVE OF It OR STAITURE
RLORtS MAY SE BROKEN WIN SLY FEMI WON �CK DANS, COMPOSE SNAKES. OR CARDS
APPROAD METERIM AND/DS AS SUMUN ON THE ENDSON CONTROL PLAN,
,MNAU'r � PRACTICES MOST WE ON DOMUSSUNCE � BEFORE
UPGRADE LAND ORMURIONG ACTOMES BEGN,
I FEE MUM OF SEDIMENT CONTINUE PRACTICES MAY IME ADIRSTED TO ACCOMMODATE SHORT
TERM ACNWMES� HOWAR. TRIEUE PRACICES I BE WS`hM_EED BEETWE THE BEAT
PREGSTIATICK EMENT CAN F THE ACIDIFY IS NOT COMPUERL
4, CONTRACTMIR MUST PROTECT ACE R. CRAM INLETS BY AME BURAS DERUNG
CONSFRATMDR UNT, AU, SOURCES, MAN AFTEMORM, AM Sou"AROUNG TO ARE MEET A
BEEN STASUZED.
MDRAMARY STOCKPIUS MUST HAW SET PENCE AROUND THE PERIMETER OF THE IMSEE OF
THE STOCKPILE AND CARROT BE PLACED IN SURFADE WATERES. NI STORM WATER
CONAYANCES SUCH AS CURB AND GUMIR SYSTEMS OR CONDUITS OR DITCHES
6 CONTRACTOR MUST INSINEE TEMPORARY (ON PERNMENED SUMMENTAMON BADRIS WHERE MEN
ON MORE AOKS OF WMARIMED SOL MAIN TO A �� LOCAMON AND/M AS SHOUN ON
THE EROSION CONSKE. PLAN.
C, DEWkTEFMG AND SURFACE MMAU
I OMATERM. OR ANY TYRIE OF SERFACE DRAMAGE THAI MAI RAW MESSIMME OR SECAMENT
IDEA GHSCRAINGE VATER .1 ME IFECHARCED TO AN APPMOAD SEDOWNT BASIN ON THE
PROI STE WRENEAR POSSOIC IF THE WATER CANNOT BE MSCHARGED TO A BASK
PRIM TO ENTERING THE WRAGE NAMR. IT MUST BE TREATED WN THE APPROMATE
WP'S SUCH NAT THE DYSCHARGE DOES NOT ADYIERSOI AFFECT THE RECEIVING MATER OR
THE CONTRACTOR MUST UNDURE THAT WRIGHARGE PONTS ME
ADEQUATELY PROMACM . . AND SCOUR THE DDSCHARGE MUST BE NSPERSET
,NE, NATURAL, ADDS, MR FAR. SAND) BASS PI SHAFTING. OR OTHER ACNPTRG ENERGY
DIRSPNEON, WNSUREES.
I N, WATER Anal DIAMMERING � BE IN A MANNER THAT DOES NOT CAUST
NUISANCE CONDITIONS. MICRON. OFF �A� Of WEDUARDS CAROM SIONFICAND ADVERSE
IMPACT TO THE UUM_MD
IF PTSPFCVONR AND MANTEHANCE
I THE CONTRACMON MUST APPONT � TO INI THE CON.ION STE ONCE EARY
SEAR DAYS DURING ACIA AND WHIM 24 HOURS AFTER A RI RANT
OF GREATER THAN 05 RANKS IN 24 HOURS AUE INSPECIANKS MUST BE RECOADED N
WINTERS AMID RETAINED FOR MPG& KPOI& RIEWIMENENTS tROM LOCAL JJRSDSCMOU
MAY AWRE A MORE AREQUANT MEETTENAL OF INSPECTION)
E. Poi I MoN PRPANMOU MANAGEMEST MEASUIBI
1, SOLID WASTE MUST WE DRAOSED OF PER UPC A RROUIREMENTS
I NAZAAMMMUS MATERIALS MUST BE STORED AND M. I POR ILJEIIA� KGUI
I ATERNME TUSHUNS M CONSMITCRON ANGLES MUST BE LAUTED 70 A � AREA OF
THE Sm AUNCAF MUS, BE COMONNED AND ... Y O'SPOSED OF, No ARGUE
DE. IS ALUMMED I SML
60' Too m -
SETBACKS
CORRECTION,
I
DR.
I IS, ITT 19'
R� Sin& Faintly Los
M! -SMACK
(MIN.)
T
5'
a TRACK
T F
CORRECTION'
1!
nNISHED MADE I
FI SETBACK
TRACK
(MIN)
MIN
Front:
Gaiat, foundation to R -O -W -25
SINGLE
gi
S,
I
MANNG MADE
D, i
HODNR foundatpon to R�W
FAMILY LOTS
FINISHED MADE
LO
R
FINISHED MADE
'1114DE
wo
H.. fordoticoo to skk Smoot =20
5�
FINISHED MADE
UCE
ER
0.5' TOPSOIL
5 TOPSOIL
RE -SPREAD
RE_SPREAD I
0
Side, =5'G,uagc 10 -Building
HOLD DOWN
AND
4�E
0 5' TOIRSOIL
I
OF5 TOPESCIL
Ro'-25, MuT, � ElhiffYiNulty/wedandlS
Idin An�
CFLADuNG OR
RE -SPREAD
C$tADIN E_/
�Aut.
RE -SPREAD
W Ama --9.ODO SF
SErBACKS
GRACING CRADEJ
30' HOLD
: Wd&
2 67' HOLD D OWN
, _4
EASEMENT AUDOR
,WN
DOWN
D
ONASEMENT I'LOOR
'T
An HIS A CAM
H DOM
2 DIED
Lot Width =7S. SO SIMOTRAmmol OWnAay
BASEMENT FLOOR
EMCS.,. A
FINISHED MADE
M
TO TOPSOIL
RAMBLER
FINISHED MADE
MiA Buildmg Cmera&�35%
(TYPICAL
SECTK)N NOT TO SCALE)
TO TOPSOIL
LUUKUtj I
(TYPICAL SECTION NOT TO SCALE)
K,� C
IMU!tIJVUU I
*C1,04 V TO ALE)
SETBACKS
w
-AS- 17'
25'
72'
It
E.0 _SMACK_
TIP
T� HER.
TWIN HOMES
�i
1
TZADING
SMACK
RR
FINISHED MADE I
Z. (MIN
Front
FAMILY LOTS
MADE
MAZE I
:11 (MIN )
GRADING MADE
i
3G
GREI foundition to R-O-W =25
0
LO,
S:
HMMC foundation to R -O -W -25
D,
14
Cl
R tn
I
i 10'
Ho= foundation to Sixth: Stroxt =20
HOLD DO"
10'
5* ,
10'
6 6
10" 0 5' TOPSOIL
Si& Buildling to Budding =15
AND
ED
ED
ED
RE-WREAD 1
10' zo
R�25'hl,ua To Son, ROW
----
It , TCRSDnL
to' OES' TOPSOIL
---
---- --- -----
- --
01
av ToRsOLj,
SErBACKS
B'_SPBEAD
no z RE -SPREAD
FRIE-SPREAD
Nfin A,,M,
l_,Ot ADDS =7,2ffl SF AWrat:
L2.00' NEED
LOT Width:
�56 HO
2 HOLD
2054
3.0! HOLD
DOM
EASEMENT FLUOR
DOM
WN
BAaMW ALOM
DOM
RAMBLER
EASEAAENT FLOOR7
WALKOUT
(TYPCAL SECTOR NO TO SCALE)
TIDPI A T
I
-I
LFGEM
EXISTIW PR�D FUTURE DESCRIPTIDN
III SANITARY MANHOLE CAMDEN RIDGE
EXISTING SANITARY SEIMER
PROPOSED SANITARY SEWN
FUTURE SANITARY SEWER FINAL UTILITY & STRE T PLAN
HYDRANT WEE
IHI GAM VALVE
I- REDUCER
EXISTING WATERMAN
PROPOSED WATERM I AIN CHANHASSEN, MINNESOTA
FUTURE WATERMA01
CATCH BASIN
0 BEEH'VE
0 0 STORM MANHOLE
W FLARED END SECTION
0 CONTROL STRUCTURE
--- EXISTING STORM SEINER CITY OF CHANHASSEN
PROPOSED STORM SEWER RECEIVED
FUTURE STORM SEWER
SURMOUNTABLE CURB & GUTTER
B -STYLE CURB & WITTER
RIBBON CURB & CUTIER AUG 0 2 2013
a . . . . . . PHASE LINE
----------------------- EASEMENT UNE
EXISTING 2' CONTOUR LINE CHANHASSEN PLANNING DEPT
EXISTING 10' CONTOUR HNE
PROP(YSED 2' COl4TOJR LINE % I
PROPOSED 10' CONTOUR LINE
POND OUTLET UNE It
POND HIGH WATER UNE
PROPOSED SPOT ELEVATION
A
-11� -w EMERGENCY OVERFLOW
- - - - - - - DELINEATED WEILAND UNE
FEMA AUOODPLAIN BOUNDARY - - - - - - - - - - - - - - - - - - -
......... ........... .. STANDARD ER09W COWTROI-
8 119. 1. HEAVY-WTY ERDSJON C01,17RID-
TREE FENCE 0
RETAINING WALL
CONSERVATION AREA SIGN
IMETILAND BUFFER SIGN
M CULVERT
EX. OVERHEAD UTILITY LINES
Ek UNDERGROUND TELEVISION UNE
EX. UNDERGROUND TELEPHONE UNE
EX UNDERGROUND FIBER OPIDC LINE
EX UNDERGROUND ELECTRIC LINE ----- it
EX. UNDERGROUND GAS LINE
EX FENCE (BARBED WRE)
EX. FENCE (CHAIN UNK)
EX. FENCE (4,00D)
E)L CAST IRON MONUMENT
a EX ELECTRIC BOX L
G, EX. FLAG PIDUE
0 EX. NATURAL GAS METER
0 EX HAND HOLE
EX FOUND FRON PIPE
EX. JUDICIAL LAND MARX
EX LIGHT POLE
0 EX, PK NAIL
- EX. UTILITY POLE
EX. LAM SPRINKLER VALVE
EX. LAM SPRINKLER HEAD
EX SEMAPHORE
Ex. SERMCE
EX TEUEPHONE BOX
Ek MST HOLE
a EX. TELEVISION BOX
EX. WATER INELL
EX M0141TORING WELL
EX. MARLBOX
0 EX. CONTROL POINT
EX. SPWE
EX SIGN I)IIII!K
T EX, CLEANOUT
EX, SIGNIFICANT FREE
EX. TREE LINE
EX GRAVEL SLIRFACE
EX. BITUMINOIJS
SURFACE
,F7 EX. CONCRETE
SURFACE
SO -ECT BACKFIU-
MAMIII�
GRAVEL CONST.
ENTRANCE
EROSION CONTROL BLANKET
STREET LIGHT
PIONEERengirtm-fing
16-5 1) = I � LENNAR
D6 COVER SHM I6� mm.k� N SUITE 6X)
F -'al will
PL�UTH, MINNEMIT� 5�
LOCATION MAP
0 5� . 1 2?0
6omPmm%mmmmi
GRAPHIC SCALE W =
RENCH MARK
TNH NW CORNER OF BLUFF CREEK
BLVD. AND COMMONWEALTH BLVD.
EILEV-923.18
SHEETINDEX
1. COVER SHEET
2. SANITARY SEWER& WATERMAIN
3. SANITARY SEWER& WATERMAIN
4. SANITARY SEWER& WATERMAIN
5. SANITARY SEWER& WATERMAIN
6. STORM SEWER
7. STORM SEWER
8. STORM SEWER
9. STORM SEWER
10. STREET CONSTRUCTION
11. STREET CONSTRUCTION
12. STREET CONSTRUCTION
13. STREET CONSTRUCTION
13. STREET CONSTRUCTION
14. CITY DETAILS
15. CITY DETAILS
16. CITY DETAILS
WMNED
W"'S
on
TO E�STINO
FIELD VERIFY LOCATION
& ELEVATION.
8'Gv
HYDRMT
B -X6 -TEE W/6 -GV
6'-6"DP CL52
�D. EUEVW19
r-11%'BEND
ELI
B-GY
5
STAn,,,EO FROM DOWNSTREAM MANHOLES.
2. ALL SANITARY SEWER & WATER MM SERMCES
SHAILL TERMINATE AT 9' PAST Row.
3. ALL SANITARY SEWEIZ SERMOES AND RISERS SHAM
BE 6' P�� SOR 26 SOI -VENT WELD 4INT (140t4-GASKETED).
WITH A MINIMUM SERMCE MADE OF 2X
,L WATER SERMCES ARE 3' UP STREM FND;A
SANITARY SERMCE WITH A MIN 7.5' BURY�
5� ALL WATER SERMaS SHAUL BE I- (TYPE -K-)
COPPER UNLESS OTHERWISE NOTED.
6. AM WATER MAIN SHAM BE C-9DO DR -18
UNLESS OTHERWISE NOTED.
7. ALL UTILITY CONFLICTS SHAU- BE RESOLVED
ACCORDING To CITY STANDARD �EaFICATIONS,
B. CONTRACTOR IS RESPONSIBLE FOR ALL TIMM DES�
AND MEETING ALL OSHA REGULATION&
9, MAINTAIN JU HORIZONTAL AND 1.5' VERTICAL
SEPARATION BETWEEN SANITARY SEWER AND WATEJRMAJN.
10. SANITARY SEWER INVERT ELEVATIONS ARE
AT END OF SERMCE
IEND 11. ACTIVATION OF WATERUMN SYSTEM SNALL
BE PERFORMED By OTY PERS0104E. ONLY.
1� DE�CTTDN TESTING FOR AM NON -RIGID PIPE SHAM BE
CONDUCTED AFTER THE FINAL SACKFIM HAS BEEN IN PI.Aa
FOR W DAYS�
13. THE SEWER AND WATER SERMCE SHAM BE INICLUDED
IN THE PRESSURE AND UEAXAGE TESTING REOUIREMENTS
FOR THE MAIN UNM B-xa,
8"GN
OUTLOT A
� \�- I -- - -- - - %::: - 1, -_-- I BLW. AND COMMONWEALTH BLVD.
S=0+57 EI-EV=923.10
INV -889.9
C& H RISEN -15.0'
HYDRANT INV=887 8
H- 'i
0 -xS-TEE W/6-Gv S-0+97 cs=-aw
8 RISER -13.0' 4
34!-6*MP U52 INV -M4.9
CS -893.9
-,Ck!D. EUEV.-S87.6
S-0.13 RfSER�IOO'
INV -8150.2 3
CS -5512
RISER-S.Op
2
V�
o
GRADE 2
> RIVER ROCK DRIVE SOUTH ....... 92Q.
. .......... ....................... ......... .... ...... ..........
C!
2
................... ..................................
.................... ... ..... ......... ......... .. ...... ....
.. ........ m
NG:
D
IN
It E, 29TING
It ......... ......... - .. ......... .........
.............. �;.V: ... : ......... ............ .... .... ... ............. ......... ... ... ... ... ..... ......... .... . ...... ... . ..
;D
r
259P
..... ............ ......................
0 4.= . ...... ..
9 05 .. ........ 8-
7.5' M
Flamm
it NO GRAM
I I �NECT TO EASIT� q
90.Q .. ......... WATERMAIN;
TRAITORa .. .... ........ .. ................ .. ..... ......... .. ... ..... ......... ... ......... ...... ....... .............. ........ .... ... ..... ....... . ........... ......
FIELD VERIFY uo�lqm 40'
Al ELEVATION; .............. . ir DIP �2:
7.W m
BURT 0 4.2M
........ .... .. ..... ......... .... .............
.......... . ..... ... .............. .... .... ......
......... ........ ........ ..... 4* . .. ... ......... ..... . ...... ......... ......... ........ ........ ........ ......... ......... ......... ...... .........
-18
......... .. ...... .. ..... .......
. ................. .......... ......... ... .... ......... . ....... ...... ....... ....... g ......... . . . ...... ......... ................... ......... ........
CT TO E)GSTING
11 SANITARY SEWER.
(U)NITIACTOR TOwFIELD
............... . ........... ........ ......... ... . ... ......... . . ............. 112 ...... 7 ..... ........ . .... ....... .
Ila,
8" PV� SOR 26 7w r PYC DR IS 0 0-40X
i:t -: ......... ......... ......... ......... ......... :..87.5:
........ .... ......... PVC.SDR 26. - S`.PW SDR 26 0 0.40%
72' ..... Too ................... FIVIJ SW V T40%
-7 - - - - - - - -- a' DIP (:L52 a" DIP CLS2 0 0.40%
a' DIP �2 0 1�
PIONEEkleVnemng 0 0.� 0 0.�
2� E.,m- f651[) LENNAR
CAMDEN RJDGE
2 16
lq.� �Z2 sANrrARy & wATomAiN PLAN 1630XTIHA�NSUTFE� MINNESOTA
F`LYW1OUTK MIMNESOTA 5�
S-2+87
6
�913.15
S=2+09
INV=903.2
4
6� YDRANT
a M -TEE W/6-Gv
27-6'DIP CLS2
GIND. MEV.-9IZ7
S=1+33 3
INV=899.1
CS=908+0
INV -894.6
2
CS --903.6
GRAPHIC SCALE IN
BENCH MARK
INN NW INDRINER OF BLUFF
� \�- I -- - -- - - %::: - 1, -_-- I BLW. AND COMMONWEALTH BLVD.
S=0+57 EI-EV=923.10
INV -889.9
C& H RISEN -15.0'
HYDRANT INV=887 8
H- 'i
0 -xS-TEE W/6-Gv S-0+97 cs=-aw
8 RISER -13.0' 4
34!-6*MP U52 INV -M4.9
CS -893.9
-,Ck!D. EUEV.-S87.6
S-0.13 RfSER�IOO'
INV -8150.2 3
CS -5512
RISER-S.Op
2
V�
o
GRADE 2
> RIVER ROCK DRIVE SOUTH ....... 92Q.
. .......... ....................... ......... .... ...... ..........
C!
2
................... ..................................
.................... ... ..... ......... ......... .. ...... ....
.. ........ m
NG:
D
IN
It E, 29TING
It ......... ......... - .. ......... .........
.............. �;.V: ... : ......... ............ .... .... ... ............. ......... ... ... ... ... ..... ......... .... . ...... ... . ..
;D
r
259P
..... ............ ......................
0 4.= . ...... ..
9 05 .. ........ 8-
7.5' M
Flamm
it NO GRAM
I I �NECT TO EASIT� q
90.Q .. ......... WATERMAIN;
TRAITORa .. .... ........ .. ................ .. ..... ......... .. ... ..... ......... ... ......... ...... ....... .............. ........ .... ... ..... ....... . ........... ......
FIELD VERIFY uo�lqm 40'
Al ELEVATION; .............. . ir DIP �2:
7.W m
BURT 0 4.2M
........ .... .. ..... ......... .... .............
.......... . ..... ... .............. .... .... ......
......... ........ ........ ..... 4* . .. ... ......... ..... . ...... ......... ......... ........ ........ ........ ......... ......... ......... ...... .........
-18
......... .. ...... .. ..... .......
. ................. .......... ......... ... .... ......... . ....... ...... ....... ....... g ......... . . . ...... ......... ................... ......... ........
CT TO E)GSTING
11 SANITARY SEWER.
(U)NITIACTOR TOwFIELD
............... . ........... ........ ......... ... . ... ......... . . ............. 112 ...... 7 ..... ........ . .... ....... .
Ila,
8" PV� SOR 26 7w r PYC DR IS 0 0-40X
i:t -: ......... ......... ......... ......... ......... :..87.5:
........ .... ......... PVC.SDR 26. - S`.PW SDR 26 0 0.40%
72' ..... Too ................... FIVIJ SW V T40%
-7 - - - - - - - -- a' DIP (:L52 a" DIP CLS2 0 0.40%
a' DIP �2 0 1�
PIONEEkleVnemng 0 0.� 0 0.�
2� E.,m- f651[) LENNAR
CAMDEN RJDGE
2 16
lq.� �Z2 sANrrARy & wATomAiN PLAN 1630XTIHA�NSUTFE� MINNESOTA
F`LYW1OUTK MIMNESOTA 5�
I&Hagl & WATERMAIN CONSTRUMN NOTES -
1. SANITARY KKR SERVICE WYES ME
STATIOF4ED MOM DOWNSTREAM MANHOLES.
Z ALL SANITARY KKR & WATER MAIN SERVICES
9-IALL TERMINATE AT W PAST ROW.
3. ALL SANITARY KKR aRVICES AND RIKRS SHALI-
BE 6* PVC. MR 26 SOLVENT WILD 10INT (NON-CASKETED).
WTH A MINIMUM KRVICE GRADE Ol' 2X
4. WATER SERMCES ME 3- UP STREAM FROM
SANITARY SERVICE WITH A MIN 75 BURY.
5. ALIL WATER SERVICES SHALIL BE I- (TYPE -K-)
COPPER UNLESS 01HERWIK NOTED
S. ALL WATER MAIN SHALIL BE C-900 DR -18
UNLESS OTHER"K NOTED.
7. ALL UTILITY CONFI-ICTS SHALI- BE RESO-VED
ACCORDING TO CITY STANDARD SPEOFICATIONS,
& CONTRACTOR IS RESPONSIBLE FOR � TRENCH DESiCH
AND MEETING ALL OSHA
9. MAINTAIN JU HORIZONTAL ANEI 1.5' VERTICAL
SEPARATION BETWEEN SANITARY aWER AND WATERMAIN.
10. SANITARY KKR INVERT ELEVATIONS ARE
AT END OF' SERVICE.
11. ACTIVATION Ol' WATERUMN SYSTEM SJ-IAU-
BE PERFORMED By CITY PERSONNEL MLY.
12. DEFuECnON TESTING FOR ALL NON-RIQD PIPE SHALL BE
CONDUCTED AF`TER THE MAIL BACKI'll-L HAS BEEN IN PLACE
FOR 30 DAYS,
13. THE SEWER AND WATER KRVICE SIAALL BE INCLUDED
IN, THE PRESSURE AND LEAKAa TESTING REQUIREMENTS
I . HYDRANT
na TEE W/G-cv
6,op �2
.N..-894.8
S--0.14
S�0+65 INV=W.2
S�1+So S=0+98 CS=892.6 CS�BSIZ2
INV-BR5.j tNV-883 9 Nv-�.6
CS -894.1 CS -892 9
3 4
2
S TO
S-0+77
82 S--1+25 INV-SM.8 S-0+09
S-1+78 INV -8845 CS -892.8 INV=883 3
INV-886.1CS-0916 CS=892 3
CS=1195A
S-0+71
Al
NV -8810 S-0+30
9' Pw Sm 215
CS -892.0 INV -882.7
x
CS=891.7
a
S-0+11
1.70%
NV -802.6
6
CS--89IS 14 T
/,-8"-22)ilKND
B�T W/6 -1V
41
VC MR 35
1-1
DETAIL VO4
S-0+55
LOWER WATER MRMCE TO MAINTAJ.114,�F.0
NV=889.4
H-
CS -89&4
AND INSURAM :
LOWER *AXR MAW
am pvc MIR w
........
INV=896.4
387 :��mm AND ms -LATE
1 20t
.......
H-
CS=905�4
II+OD Il+w 12+00
12+50 1�013 1�w
1�00 1�50
15+00 15+w 16+00 16+50 17+00 17+54) 18+00 18+50 1�00 ii�w �00
w- 21+00 Ti+M, �,Hoo
22+50 2�00
INV=901 5
PIONEERenginening
0.6
24M E� Dfi� 16511MI 1914
5
LENNAR
CAMDEN RIDGE
3 16
w ANITARY & WATTRMAIN PLAN
s
M305�A�ENSUTTEW
CHANHASSEN �A
WIN
S--0.14
S�0+65 INV=W.2
S�1+So S=0+98 CS=892.6 CS�BSIZ2
INV-BR5.j tNV-883 9 Nv-�.6
CS -894.1 CS -892 9
3 4
2
S TO
S-0+77
82 S--1+25 INV-SM.8 S-0+09
S-1+78 INV -8845 CS -892.8 INV=883 3
INV-886.1CS-0916 CS=892 3
CS=1195A
S-0+71
NV -8810 S-0+30
9' Pw Sm 215
CS -892.0 INV -882.7
x
CS=891.7
a
S-0+11
1.70%
NV -802.6
6
CS--89IS 14 T
/,-8"-22)ilKND
B�T W/6 -1V
S-1+03 ll'-6"DIP U52
NV -882 3 /
E1+71 42
S� D+89 5
INV=882.3 6
CS=891.3
�o+w
"INN -881.9
CS -890.9
n4
END, ELEV,891.0
INV -882.7
CS -891.1
S-0+20
9 INV=881.7
CS=��7'
10
INV=881.5
22YSEND CS -8905
11 S=0+20
NV=8BI.3
Ilk 12 CS=BM3
S--2+01 7T
INV -881 5 7
CS --890.5
S. 1+45 8
IN%�-8811.9
CS -891.0
LOWER WATER SERVICE TO MAINTAIN S-1+14
INV -882.1
18" SEPARATION AND INKILAM CS -891.2 9 1',
10
S-0+62
INV=882,5
CS=891.7
RIVER ROCK DRIVE SOUTIJ
............ ......... ......... ......... ..................... ........... ................. ......... ............................. ......... ......... ........
S-2+11
INV-Ml�3
13 CS --6-90 3
S=1+70
14 NV=881.6
CS=89IL7
19,
S=1+37
11,1�881,8
15 CS=891.0
S=-0+85
16 "INV=M2.2
-Bgl 4
E � M �
CS= -891.4
LOWER AWATEAMMI TO MAINTAIN
ER
AR
ir SEPARATION AND �= M
a
Ty
(SEE CITY STANDARD PILATE 2204)
B*GV
n _TEE GRkPmC SCALE IN FIKIRT
0
BENCH MARK
TNH NW CORNER OF BtUff CREEK
BLVD. AND COMMONWEALTH BLVD.
E
�UEURISSEN DR" EUE�923,18
.......
................................................ a
. . ........... . ........ . .... .. ..... ....
9 10 ... : .......... :
..................
.............
.......... :
...........
.......... - ....... ............ I ................ ...... ...................................................................................
............
.. ............
139
9' Pw Sm 215
x
a
1.70%
iNSULA
ING .......
41
VC MR 35
1-1
DETAIL VO4
LOWER WATER MRMCE TO MAINTAJ.114,�F.0
0.4b% : 8' PVC MR 35
AND INSURAM :
LOWER *AXR MAW
am pvc MIR w
........
m
......
387 :��mm AND ms -LATE
1 20t
.......
........
875
II+OD Il+w 12+00
12+50 1�013 1�w
1�00 1�50
15+00 15+w 16+00 16+50 17+00 17+54) 18+00 18+50 1�00 ii�w �00
w- 21+00 Ti+M, �,Hoo
22+50 2�00
Z�w 2"00 2�50
PIONEERenginening
24M E� Dfi� 16511MI 1914
LENNAR
CAMDEN RIDGE
3 16
w ANITARY & WATTRMAIN PLAN
s
M305�A�ENSUTTEW
CHANHASSEN �A
WIN
SAM1169Y & WATERMAdN CONSTRUCTION NOTES -
1. SANITARY SEINER SERMCE VfYES ARE
STATIONED FROM DOWNSTREAM MANHO�S,
2. ALL SANITARY SEWER & WATER MAIN SERMCES
WILL TERMINATE AT 9' PAST ROW.
3. A� SANITARY SEINER SERMCES AND RISERS SHAUL
BE 6' PVC. WR 26 SOLVENT � "T (NON-GASKETED).
IMTH A MINIMUM SERACE MAX OF M
4� WATER SERACES ME X UP STREAM FROM
SANITARY SERMCE IMTH A MIN 7.5' BURY.
5. ALL WATER SERMCES SHAI-E BE I- (TYPE W)
COPPER UNLESS OTHERIMSE NOTED.
6. ALL WATER MAIN SHALL BE C-!iDD DR -la
UNLESS 01HIERIMSE NOTED.
7. ALL UTILITY CONT'UCTS SHAU- BE RESOLVED
ACCORDING TO CITY STANDARD sPEcinCATONS,
8. CONMACTOR IS RESf`CNSBLE FOR AU TRENCH DESGN
AND MEETING ALL OSHA REGULATIONS,
9. MAINTMN 10' HORIZONTAL, AMID 1.5' VERTICAL
SEPARATION BEII� SANITARY SEWN AND WATETWA04-
10. SANITARY SEWER INWRT EI-EVATIONS ME
AT END OF SERMCE.
11. ACTIVATION OF WATERMAIN SYSTEM SHALL
BE PERFORMED By CITY PERSONNEL ONLY.
1Z DEFLECTIOm TESTING FOR ALL NON -RIGID PIPE SMALL BE
C�CTED AFTER THE FINAL BACKST-1- HAS BEEN IN PI -Aa
FOR W DAYS.
11 THE SEINER AMID WATER SERMCE SHAI-L BE INCLUDED
IN THE PRESSURE AND I-EAKAGE TESTING REQUIREMENTS
FOR THE MAIN UNFS
GRAPERC SCAlX Di PEW
U.
0
12
13
LD
(<
rGv
Pw DR
wx6-TEE W16-Ov
W-119SEND,
IV-6'DIP CL52 4
S=2+22
D ELEV,899.7
INV—M+5
CS --888.5
965
..........................................................
RISER -30
5
I
RISER=3.O'
6
8--2
S=-1+24
INV=874.9
CS=884Z
10
S-1+52
14�-87ZB
INV=572.15
CS=881.8
\HYDRANT
8-X6-REWCER W/6 -GV
INV=B73.9
CS=882.9
8
BENCH MARK
TNH NW CORNER OF BLUFF MEEK
BILVD. AND COMMONINEALTH BL�
fffiNRY COURT ........... . ........ E . UV- . 923. . I . B .........
.......... ........... - .................................................................................
905 905
.. ........ .......... ...... �) ......... ...... : ......... ......... ......... ......... ......... ...... ......... ...... ......... ........
900
-- ...... : ......... : ... ..... ......... ......... .. ......... . ........ .........
895 :
.............. ........................ —.-- .............. .......
: 890 :
...................................................................................................
885 :
.................................. — ...... .............. ...................................
880 : r
................. ...................................... ......... :.— ...... ..................
875 : r a
...... — ................ I ............ ......... a ... ......... ......... ......... ........
870 : a p
..................... ................ : ......... ......... ......... ......... : ......... ........
a
900
.................... ...... .......... ......... ......... --------- .........
... . .........
895
---------- .............. ........ --------- ........ .......... ........ .... ..... ...................
a 890
. ......... ......... ................... .......
: 885
... ........ ....................... .
: 880
.......... ....... ... . .........
: 875 :
.................. ..................................................
a : 870
.. . ............ ......... ......... ................... ......
a 26
Pw DR
a
965
..........................................................
a ......... .........
....... .... . .. .......
965
........ I ......... — ........ .............
...............................................
CHHDO
......... .....................................................................
0+50 1+00 1+50
2+00 2+50 �00 JHK50 �013 �50 5+00
PIONEERenginevint
LENNAR
CAMDEN RIDGE
4
I
1
SANTrARY & WATERMAIN PLAN
I
16MXTTIA�TENSUTTE�
�SSEN. W�OTA
m3
.
MYW=. �QTA 5�
5ANITARY & WATERMAIN CONSTRUCTION NOTES-
I� SAN TARY SEWER SERMCE �S ME
11
STATIONED FROM DOWNSTREAM MANHO�S.
2. ALL SANITARY SEWER & WATER MAIN KRMCES
SHAILL TERMINATE AT 9' PAST ROW.
1 ALL SANITARY SEWER SEFtMCES AND RISERS SHALE
BE 6" PVC. SOR 26 SCILVENT WELD JUNT (NOW-GASKETIDD).
WITH A MINIMUM SERACE CRAM OF 2X
4. WATER �MUS ME 3' UP STREAM FROM
SANITARY SERMCE IMPH A MIN 7.5' WRY.
5. ALL WATER SERMMS SHAUL BE I- (TYPE -K-)
COPPER UNUESS OTHERWISE NOTED.
& ALL WATER MAIN SHAU, BE C-900 M-18
UNLESS OTHERWISE NOl`ED.
7 All UTILITY CONFUCTS SHAUL BE RESOLMED
ACCORDING TO CITY STANDARD �ECIFICATONS.
B. CONRACTOR IS RESPONSIBILE FOR AU� TRENCH DESIGN
AND MEETING ALL OSHA REWILATONS.
9. MAINTAIN 10' HORIZONTAL AND 1.5 VERTICAL
SEPARATION BETWEEN SANITARY SEWER AND WATIORIAMIN..
10. SANITARY SEWER INMERT EUVATIONS ME
AT END OF SERMCE_
11. ACTIVATION OF WATERMAN SYSTEM SHALL
BE PERFORMED By CITY PERSCNNEL ONLY.
12. �CTC� TESTING FOR ALL NON -RIGID PIPE SHAUL BE
CONDUCTED AFTER THE FINAL BAMFILL HAS BEEN IN PLACE
FOR 30 DAYS.
13. THE SEWER AND WATER SERMCE SHAU BE INCLUDED
IN THE PRESSURE AND LEAKAGE TESTING REMIREMENTS
L
GRAYlUC Sc� IN
........................
I
I
... ............ . . . . . . . . . . . .
........ ... .... . --- - -----
w W..:
-
S--O+6O
S-_ 11
.... ...............
10 INV=881.0
INV= q
BLVD. AND COMMONWEALTH BLVD+
.......... .............................
......... ...... .........
......... .............................
........ ...... ......
JEURISSEN DRIVE
.......... ....................................
CS -_889.9
CS=_ 6.8
HYDRANT
....... ....... ...... -
ELEV-923,18
........... ............ I ........
S=2+65 RISER=10"
7
�B'XEI-TEE W/6 -13V
INV=88a2
',11* -6 -DIP CL52
......... ..
.. ............................
CS=892.1
DND. El_EY-08"
........ ........ ..............
....... .............
........ .........
RISER -10'
......... ......... .........
......... ...... ........ ..
a' pvc SDR 35
INV=88all
CS= -892.8 8-22%'BEN
8�-22%IBEN
OUTLOT E
136: Ir PVC 35 0 191% a
A y.l
RISER=4.O'
�271'
ar P� SDR 26 0 0_46z
w a
57Q..
HYDRANT
a' PW SOR 26
0 ll�
---------
...... . ........
. .... .........
B'M-ME W/6 -GV
- --: .........
a
............ ... .. OQQ..
......
..... .........
w
.... .... .......
............. .........
......... ......... ...
....
12 21'�"DIP US,
6 am
I
_r
:
w
w
S=1+10 GND. ELEV,892A
TO MAINTAN l5w SEPARATION a
13
INV-WZ7
a a
9
WITH STORM SEWER CROSSING
a
S�0131
CS=891.7
GROUND
ii
I
--------- ......... ......... ......... .........
INV=8813
RISER -10'
........ ..
1�0� 1+50 2+00
10 B"Cv
......... ......... ...
.... ........
15
CS=890.0
+
_7... ......
HYDRANT
...................
a
RISIER=aCr
'XWTEE
H-1
W/B -Cv
z;
*GV
-22%'BEND
. ,
S-_1+08
H-
"B'n,
9" 6'
D. ELEV.-
w
S=2+4D
INV -879.7
CS -887.6
LENNAR
CAMDEN RIDGE
5 16
W�H6 �Nsslm P -M
INV -882L5
SANUARY & WATERMAIN PLAN
16M�AVEXUENSUTTEMI
�. �TA
CS -892.4
_4
RISUR-4.0'
14
S-0+54 0`22Y,"BEN
-cu,
CC
..A
S-1+14 13
CS -8815.5
YDRANT
�891.4
8 -XIS -REDUCER W/6 -GV
S=1+40
1U-6*DIP CL52
INV=BW 2
ONO. EIEfV,8ZB.D
S --0+26 12
CS=-88sEi
H-
21�1 11
N�_880.9
S=O+58
�143 11
-113.1
CS=_888.9
INV-M2�5
RISER=3-0'
CS -891.7
2
S=0+76
INV=881.1
S-1+21
INV�879 8
CS=8w.8
4
5
........................
... ............ . . . . . . . . . . . .
........ ... .... . --- - -----
w W..:
-
BENCH MARK
T,IH NW CORNER OF BELIEF CREEK
.... ...............
BLVD. AND COMMONWEALTH BLVD+
.......... .............................
......... ...... .........
......... .............................
........ ...... ......
JEURISSEN DRIVE
.......... ....................................
.........
......
....... ....... ...... -
ELEV-923,18
........... ............ I ........
7
w
......... ..
.. ............................
905:
........ ........ ..............
....... .............
........ .........
......... ......... .........
......... ...... ........ ..
a' pvc SDR 35
136: Ir PVC 35 0 191% a
A y.l
�271'
ar P� SDR 26 0 0_46z
w a
57Q..
a' PW SOR 26
0 ll�
---------
...... . ........
. .... .........
.........
- --: .........
a
............ ... .. OQQ..
......
..... .........
w
.... .... .......
............. .........
......... ......... ...
....
.....
6 am
I
_r
:
w
w
TO MAINTAN l5w SEPARATION a
w
a a
a
WITH STORM SEWER CROSSING
a
w
.......... : ..................
GROUND
ii
a ......... ................... ......... ......... ......... .........
--------- ......... ......... ......... .........
............................... ........
............. ....... ..........
........ ..
1�0� 1+50 2+00
........
......... ......... ...
.... ........
..........
....... 6 . -+:
+
_7... ......
...................
a
z;
P
2� b., - On- (01) =119114
w
........................
... ............ . . . . . . . . . . . .
........ ... .... . --- - -----
w W..:
-
.... ...............
T
7
......... ..
.. ............................
......
......
0 D.�-
........ .........
a' pvc SDR 35
136: Ir PVC 35 0 191% a
�271'
ar P� SDR 26 0 0_46z
57Q..
a' PW SOR 26
0 ll�
0 O.�
......... .........
w
: ......... ......... ......... w ......... .........
a a
...... ... : ...... .........
.........
�SDR_26_
.........
.......
........
................. ......... ........
a
6 am
NOTE.: LOWER WATIRMAl
w
TO MAINTAN l5w SEPARATION a
w
a a
a
WITH STORM SEWER CROSSING
a
.......... : ..................
......... .........
...................
a ......... ................... ......... ......... ......... .........
--------- ......... ......... ......... .........
............................... ........
0�0� 0�;5�
1�0� 1+50 2+00
2+50
�00
.........
�50 �00 �50 &EIDO 5*50 "00 6+50 7+0D
7+W 8+00 8+50 9+0D 9+50
PIONEERengineeiing
2� b., - On- (01) =119114
LENNAR
CAMDEN RIDGE
5 16
W�H6 �Nsslm P -M
SANUARY & WATERMAIN PLAN
16M�AVEXUENSUTTEMI
�. �TA
_4
0
L—m��
GRAPHIC SCALB IN F�
STORM SEWER CONSTRUCTION NOTES'
1. PROADE R-�7V OR R-�7W. AT LOW POINTS. NEENAH CASTINGS OR
APPRO�D EQUAL ON � CATCH BASINS UNLESS OTHERWSE NOTED.
2. PROMDE 24�xWw SLAB OPENING FOR R -30157V N�AH CASTINGS ON ALL
CATCH BASIN MANHOLES UNLESS OTHERWISE NOTED.
3. DRAIN TILE TO BE PLACED I' BEHIND BACK OF CURB. MAIN TLE TO BE
PERFORATED. CORRUGATED DUAL WALL SNOOTH LINE. AND PLACED AS
SHOWN ON PLAN. DRAIN PLE �AN-OUTS PLACE AS SHOWN ON PILAN.
4. FINAL STRUCTURE OR' -SET TO BE �FIED BY CONTRACTOR AND
N�ECTOR BASED ON MATERIAL SUPPUED TO PROXCT. REM STMING
SET ACCORMtG TO BACI(-OI`-CURB.
12
2
13
mw
rKE-ul 2� 5.
71.
STRUCTURE
NAIK
STRUCTURE
SZE
NEENAH
CASTING OR
EQUAI-
CB-105
W"X2e
R -3D67 V
CB-Iw
M')(2e
11-2$067 V
M-115
27' DIA.
R-4�2
CB -1v
27- DlA-
R-4�2
�H-102
48' Olk
R-"7 V
CBMH-103
0" DIA.
R-3067 V
CBMH-104
I 48w Dlk
I R-3067 V
CBI*I-III
4ow DiA-
R-"7 V
CBIwIH-I12
48' DIA.
R-"7 V
C31IR-1-113
mI, DIX
R-30137 V
C01oll-1-114
4aw NA.
R-21067 V
CS -I
Bw DIX
SPECIAL
MH -101
40' DIA.
R-1542
10
rpm.
POND OulUET cl� STWClURE
CI; -I
I
lor.
4
OUT
:c -
C
ouTLOT c 5
POND I
OUTUET-8615
HWL-871.2
I WET VOL -1.37 AC�
PTOR. ��l -1.01 A�
6
HOPE DRAIN
SSEN-
N RON RUM TRE.�
Im SEE DETAIL
4� HOPE
PERFORAIM
PIPE (TYP.)
4
BENCH MARK PIT
NQ
2
>
Z
.9 Y. g5
RIP RAP W/GEOTEXTIlUE
FILTER "KET
WET Nbi--1.12 ACOFT
STOR. �-0.91 C�
48,N44,
Lc.,,NG
SAFL a GROUNID
96.03
885
TNH NW CORNER OF allW CREEK
BLYD. AND OONMONAE&TH BLYD.
---
- ------------
CLEANOUT
---
Akr
IM -91-79
1+6534 13 12
.......... .........
...
-A
....... ......... .........
........ ........ ...
EUEV-9�5.18
HOPE DRAIN
SSEN-
N RON RUM TRE.�
Im SEE DETAIL
4� HOPE
PERFORAIM
PIPE (TYP.)
4
BENCH MARK PIT
�— lopmamAd
900
�zz
...... 89.5..:
. :,]Z�- : duu :
.............
900
NQ
1
>
Z
.9 Y. g5
RIP RAP W/GEOTEXTIlUE
FILTER "KET
WET Nbi--1.12 ACOFT
STOR. �-0.91 C�
48,N44,
Lc.,,NG
SAFL a GROUNID
900
885
TNH NW CORNER OF allW CREEK
BLYD. AND OONMONAE&TH BLYD.
......... ......... .. ........
..... ... ........
.... ........
TIE "ST 3 JOINTS ... : .... : ... .........
885
.......... .........
...
-A
....... ......... .........
........ ........ ...
EUEV-9�5.18
....... .........
....... ......... .......
............
..... .. .......................
.;n
.............
.......... — ......... .......... .. ....
.........
ls� RCP cLS
....... ..............
.......
......
157 REP
a
880
880 : 865 32' 0 7 19%
10.
...... .........
.........
865
.........
915
a
.................... .........
IV RCP CL5
W/ 41 !tco cis... ....
915
900
GRAM
.>:>>
a......... .........
......... .............................
...... —.4....
m>>
......... ...... ....... ...
........................
......... .........
.........
............
..........
W RAP W/GEOTE)CTIUE
z
...
...
....... .........
22' 0 Q.
875 860 18' REP
..
.......... ..........
................
860
I ................ ......................................
M".,JKP Q-5
... .................... ....... ........
....................... .................
.................. ........
..............................
PMNEEReqinoming
wa
WRY
ir
gg iE iE8
910
2—= —(651)171 7�
U Eza�
910
895
LENNAR
CAMDEN RIDGE
6 OF 16
�mgw�,wmlm
. ... ...... .........
......... ......... ........ .........
... ....... . .........
.........
......... ......... ......... ..
...... ....
......... ......... ........
..
.....
...
890
.... ..
: 875
........
a
N. a I..
;w o 1. ..... .............
29' CLS
875
12W
15M Rcpr. GUS
W/
OUTUET-568.5
21' REP 4
)POSED
El
905
905
890
... ............
A a
...... . ................ ....... .
.........
......
...
R.zz.
a
a
�— lopmamAd
900
�zz
...... 89.5..:
. :,]Z�- : duu :
.............
900
NQ
>
Z
.9 Y. g5
RIP RAP W/GEOTEXTIlUE
FILTER "KET
WET Nbi--1.12 ACOFT
STOR. �-0.91 C�
48,N44,
Lc.,,NG
SAFL a GROUNID
900
885
........ .................
......... ......... .. ........
..... ... ........
.... ........
TIE "ST 3 JOINTS ... : .... : ... .........
885
.......... .........
...
-A
....... ......... .........
........ ........ ...
I ..... I .........................
....... .........
.......
..... ....... ......
. . .... ...... ..
.... .....
.........
ls� RCP cLS
SIDE DETAIL
157 REP
a
880
880 : 865 32' 0 7 19%
10.
...... .........
.........
865
.........
.................... .........
IV RCP CL5
W/ 41 !tco cis... ....
89-5..:
30'
15' RCIP 3M5
GRAM
.>:>>
895
880
m>>
880
............
..........
W RAP W/GEOTE)CTIUE
.....................
...
...
....... .........
22' 0 Q.
875 860 18' REP
..
.......... ..........
................
860
I ................ ......................................
M".,JKP Q-5
... .................... ....... ........
....................... .................
.................. ........
..............................
PMNEEReqinoming
wa
ir
gg iE iE8
2—= —(651)171 7�
U Eza�
- —11
STORM SEWER PLAN
LENNAR
CAMDEN RIDGE
6 OF 16
�mgw�,wmlm
29':0 0.52%
890 ......
...... ..........
.. ..
o i
...............
....
...
890
.... ..
: 875
........
... ..... . .......
Pow I
N. a I..
;w o 1. ..... .............
29' CLS
875
12W
15M Rcpr. GUS
W/
OUTUET-568.5
21' REP 4
885
>
Z
.9 Y. g5
RIP RAP W/GEOTEXTIlUE
FILTER "KET
WET Nbi--1.12 ACOFT
STOR. �-0.91 C�
48,N44,
Lc.,,NG
SAFL a GROUNID
L
870
........ .................
......... ......... .. ........
..... ... ........
.... ........
TIE "ST 3 JOINTS ... : .... : ... .........
........ ...... . ........
ird". b ......
..............
w:
3r 60.�
SOT. 8 2
01
ls� RCP cLS
SIDE DETAIL
157 REP
a
880
880 : 865 32' 0 7 19%
10.
...... .........
.........
865
.........
.................... .........
IV RCP CL5
W/ 41 !tco cis... ....
110 CY.- CL.m
W RAP W/GEOTE)CTIUE
875
19 09..
22' 0 Q.
875 860 18' REP
HILTER BLANKET
TIE LAST 3 JOINTS
860
I ................ ......................................
M".,JKP Q-5
... .................... ....... ........
....................... .................
.................. ........
..............................
PMNEEReqinoming
2—= —(651)171 7�
U Eza�
- —11
STORM SEWER PLAN
LENNAR
CAMDEN RIDGE
6 OF 16
�mgw�,wmlm
K�� �TA 5�
�TA
ir
14
>
AR0
4
CLEANOIJI
-K 99.09
N'I"'. 96.59
10 5
IN 08.3
9 INV. B5.82
6- MAIN TLE SERACE (TYP+)-,_�
CLEAN CUT (TYP-)
2
H- I
0
2
6- ll� DRAIN TLE
IN lRgN RUNG FILTER �LRENCH
SE ETAIL
---u 3
BUT (TYP.) 1W.-8821 6
WET �=2.03 AC -17
STOR. V01-1.73 AC -FT
4
GRAPHIC SCALE Di FEET
................................................ ............................................................................................. .............
�IgQ
NOTES'
3061W. A I LOW FUN lb. NLIENAH CAS�NGS OR
APPROVED EQUAL ON ALL CATCH BASINS UNLESS OTHERWISE NOlED+
2. PROMDE 2�xW' SLAB OPENING FOR R-�� NEENAH CASTINGS ON ALL
CATCRI BASIN VANIAOUES UNLESS OT11ERWSE NOTEO
3. DRAIN PUE TO BE PLACED V BEHIND BACK OF CURB. DRAIN TRUE TO BE
PERFOIRATED. CORRUGATED DUAL WALL SMOOT-1 ONE. AND PLACED AS
BROWN ON Pl-k4. DRAIN MILE CLEAH-CUTS PLACE AS SHOWN ON PLAN
k RNAL STRUCTURE CHF -SET TO BE VERInED BY CONTRACTOR AND
INSPECTOR BASED ON MATERIAL SUPPUED TO PRO�Cl ROD STAXING
SET ACCORDING TO BACK-01`-CLRB.
STRUCTURE TABLE
STRUCTURE
NAIJE
STRUCTURE
SZE
NEENAH
CASTING OR
EDO&
CB-�
W'X24'
R-21067 V
M-214
27" DIA.
R-4342
CO -215
27' DIA.
R-4342
CE -216
27' DO.
R-4�2
COMIA-203
4ar DUL
R-�7 V I
CBMH-212
48" DIA.
R-3067 V
CBMH-213
49" DIA.
R-ZO67 V
CBM�251
I 48m UA.
R-1642
CS -2
60' DUL
SPECIAL
mH-ml
W DIX
R-1642
MH -202
60' DIA.
R-1642
UH -211
48' DIK
R-1642
MH -252
48- DIA
11-1�2
13ENCH MARK
NH NW CORNER OF' BLUM CREEK
HLW. AND COMMONWEALT-1 BLVV
ELE�92118
..........
890
890
9� 910
930
930
........
.. .......... .......
POND 2
. .........................
.............
....
........
� r
.......
......
.......
aw=llaudi
zzz
WET VOL --1021 AC�
885
'6885
§rOR. �-1,73
905
925
925
N.
.................
.........
.........
. .....
......
...... .................
.........
.................
Ezz. F.
z .
wn
880
880 :
z
-w-
GRaUND, V
-0 900
920
920
....
.......
. ........
.......
.......................
:- r
... v!2 . ... ...
.......
.
.........
.........
...................
:2
Z.4
%"
w .
19 kE 8
zz—z
875
875
'a iE ii 3
895
915
915
......
...........
Ml� --- ....
.
--- — - ----------
-
MADE
.............................
..........
.... ...
......
........
92' 0 3.M
J�lm>>
22�
30
V>�>
.922 :
W RCP US
-0
I x>> >
A-8
ii>�
:
870
A
rzzz
m>
890
910
910
.......... .........
........ ...
W ....
..
... ................
....
...... .............
.. ........
........
... ..... ..
5 CIO
.. ... ..
ml>
z 4
I's
w
885
885
905
A IR
90-5-.:
..........
. .....
.....
...........
. ...............
........
.. ......... ...........
....
...... .. . .....
... .........
I
...... .........
......
.... ... ........
......
__0
M>>>
880
EMS 0
GROUNDI�
:4V 0 0.3M
880
900
KzzK
goo
. ...
0 .....
9 — -
......
15' RCP
.......
CUS
...........
126' 0 A35X ......
W 0 �sex
........ ......... ...........
......
.. ... .........
.........
.........
ly F -E -S.
24' 0 0.00X
24' RCR CI
lir REP CLS
W REP
CLS:
BURY
NET 0 3'
BURY
W/ TRASH WARD,
r RN CU*
a -3
COFIRUGATEI)
HOPE PIPE
lWay.— CL -m
tz 0
48-Xi4- S� BAffLE
a
a
a
RIP BAR
875 W?BEOTExTLE
a n
24'
875
895
895
1YR�
--- ..... ...
.... OPT, '04....
.........
......... ........
...... . ........
...... .........
.........
........
.........
......... a .........
......... ......
.. a ..........
a
.. .... .....
.........
a TIE LAST 3 JOINTS
:130' 0 2.62-t
24'
a
$
W CL5
W/ TRA-i� WARD.
a
12.0 QY.— CL -El
870.
MP RAIP W/BEOTEx-nuE
: 870
890
890
...
.........
.........
— ETER ZHILANKET ..........
.........
........
..........
.............
..........
.........
......... .........
......... .........
.. .... ............
.........
.........
TIE LAST 3 JOINTS
PMNEERenginmning
tn�
LENNAR
CAMDEN RIDGE
OF
7 16
mN 55 in
� �A� � �
STORM SEWER PLAN
I
PLYMOUTH. �OTA 3�
�TA
PERFORATED
PIPE (TYP.)
12 11 lo 9
STORM SEINER CONSTRUCTION NODES,
1, PROADE R-�W OR K-�IVH, AT LOW PONT% NEENAH CASTINGS OR
ApPROvED EQUAL ON ALL CATCH BASINS UNLESS 01HERNSE NOTED.
2. PROMDE 24%M' SLAB OPENING FOR R -3067V NEENAH CASTINGS ON ALL
CATCH BASIN MANHOLES UNLESS OTHERIMSE NOTED.
3, DRAIN TLE TO BE PLACED 1' BEHIND BAM Of' CURB. DRAJN TILE TO HE
PERFORATED. CORRUGATED DUAL WALL SMOOT4 LINE. AND PLACED AS
,,0,,,, M PLAN. DRAIN MILE CLEAN -OUTS PLACE AS SHOINN ON P-Ak
4. RNAI- STRUCTURE o7 -SET TO BE VIEWED By CONTRACTOR Ahl)
INSPECTOR BASED ON MATERIAL SUPPUED TO PRO,ECT. nELD STMING
SET ACCORDING TO BACK -OF -CURB.
-POND 2
OUTUET-880.0
HIML-m.6
WET �-ZO3 AC�
S'FOR. �-1.73 A�FT
7 MH-221-
OUTLOT E 1 1 -a—
HDPE
9
4
10 15 �z
STRUCTURE TABLE
STRUCTURE
NAME
STRUCTURE
SIZE
NEENAH
CASTING OR
EQUAL
CS -U3
35'X24'
R-3067 V
M-232
36'X24'
R-3067 V
CB-2�
Wn4m
R-3067 V
W -3a3
27' DUL
R-�2
M-311
2r DUL
R-4�2
CBMH-2n
1 45' DIA.
R-3067 V
CBMH-231
48" DV�
R-"7 V
CBMH-241
487 OV,
R-3057 V
CBMH-242
487 DIA.
R-3067 V
CBMH-301
49' DM-
R-�2
MMH-302
"* MA,
R-�2
MH-nI
48m DIA-
I R-1642
16 15 14 13 12 11 10 9
0
GRAPHIC SCALE IN
GRAPHIC SCATS IN
BENCH MARK
TNH NW CORNER Of' BLUff CRSE<
&,,. AN, COM,RWALT, BL,,_ GRAPHIC WALE IN
........................
ELEV-92118
.......
...................
.......
.......................................
.................................................
......
....... ..........
...... .........
...................
......... ............
- ... ......
905
905
.............
.. . .......
......
............................
.........
........
. ---
.....
......... ........... ..................
.... .......
29
900
....
900
..... . ...... .........
.........
........ —
�zz
3i
........................
a crM3
895
GROUND
�l
........ ....
ig
...... .......
895
. .........
......
......
ik
.......
...
....
EXSRNQ�.... ... .....
GROUND
........
... ...
I iEii-
Z. I
r
L
Za
8
>
> > >
890
890
..
......
......
---- ...........
..........
...
. .......
.
a a
;i W. 'o
X ZB
ROPOSED
i>
ar>>
GRADE
GROUNN
885
885
........... ....... .....
.......................
..................
.. ......
... .....
........
.. .... . .......
.... .....................
........... ....
. ..... ... ......
...
GRAM
a
29'
0
WX
le RCP CLS
880
............... ...........
197* 0 0.503[
:W RCP CLP
........................... ... .......
4Y- 0 0.65X
CLS..: .........
145' 0 0.65X
15' RCP CL5
.........
15* R
.........
.......
. ........
. ..........
w
......... .............
.... ....
.....
880
. .... ..
4
I RCP CL4
875
i
21' F.E..
W1 TRASH CUMD.
a
T
T23-0 I.W.
15":RCP CLS
4- 0 I.00V.
875
.........
......... .........
.......
11;2 C.Y� -13LM
.. .. .... ..
... ......
....
....
...
..........
93 0 1.�.
Is' ROP OUS .
......
.........
Z
POND:2
RIP RAP W/MOTE)ITILE
15' RCP CL5
Otr�T=880.0
: FILTER BLANMET
WX44' SAFL "IFFILE
HVW&= .6
THE LAST 3 JOINTS
TOP. 084.16
BOT, 880.49
w
a
870
870
WET VOL=2-03.AC-FT
q
w 0 1�00%
......... ......... .........
.........
......... ......
...
STOR.: VOU�1.73 XC*FT
. .... .
Itax. co
. .......
15- F.E.S. :
a
W/ TRA� WARD.
TOO QY-- �m
RIP W WIGEOTEXRUE
865
86.5
nLTER BLANIKET
... ................................
................... .........
....
.........
.....................
......
.....
-: ......... .........
at I&T 3 "NIS
.........
....... ..........
PIONEERenencering
..I..
-7
m E� � (01)"11-1914
�n
LENNAR
CAMDEN RIDGE
8 OF
F -al 9,
STORM SEWER PLAN
CHANHASSEN.
�A
Ill
VILYMOUIE. �A 5�
SMEN SEWER CONSMICTION NOTE&
1. PROMDE R -3067Y OR R-3067VB. AT LOW PUNTS, NEENAH CASTNGS OR
APPROVED EQUAL ON ALL CATCH BASINS UNI -ESS OTHERWISE NOTM.
I PROWDE 2e�W' SLAB OPENING FOR R -"N NEENAH CASTINGS ON ALL
CATCH BASIN MANHOUS UNLESS OTHERWISE NOM.
3 MAIN ME TO BE PLACED V BEHIND BACK OF MRS. MAIN ME TO BE
PERFORATED, CORRUGATED DIDAL WALL SIAOOTH LINE. AND PLACED AS
SHOft ON PILAN. MAIN ME Cl-EAN-ODTS PLACE AS SHOWN ON PILAN.
4. FINAL STRUCTURE OFF -SET TO BE VERIFIED BY CONTRACTOR AND
INSPECTOR BASED ON MATERIAL SLEPLIED TO PRO�CT. FIEW STMING
SET ACCORDING TO BACX-OF-CMIL
GRAPHIC SCALE IN FEE!T
.......................... ....... .............
OUTLET=874.6 I
STOR. �-17.� A�T - NIJ
I �,�WTLET TO BE
RELOCATED N RELD
STRUCTIME TABLE
SIRUCTIME
N�
STRUCTME
SIZE
NEENAH
CASTING OR
DOUAL
CB-�
M*X24"
R-3067 V
CB -403
W'X24'
R-3067 V
M-411
36'X24'
R-3067 V
MH-�
48' DIA.
R-3067 V
MUH-402
48' CIA.
R-3067 V
v
R-3067 V
m-1067
R-3067 V
R-3067 V
BENCH MARK
TWA NW CORNER OF BLUFF CREEK
BLVD. AND COIAMONWEALTH BLVD.
ELE�92atB
.. . . ......... .. .....
31�
905
90.5..:. ..........
......... ........ .1. OAR.: ......... ......... .................... ..................
M>>
z
goo
900
a ......... ...... ......... .........
.. ...... ..... ..... .. ............ .. . ....... .... ....... .... . .... ......... ......... ......... ...... ......... .........
2 mi� �>' . .�H-
z I
29 0 0411 Sy 0 0 SOX 6
15' RCP C-5
895 W RCP CL5 q 895
m� >>
.......... ...... ......... ...... ....... ....... . ...... .... ........ ........ g . ............ ......
. ......... ............. ....... ...... ...........
a
.42,0 _Z,
2>>
a �zz
-- . : 890
890 M2*:D &
.................................. ............................... ......... ................ ........ .. ....... .... ......... ........ ................. ............... .... — . ....... ......... ........................ .........................
885
880
875 * q : 875
......... ......... ......... ......... ......... ......... ......... ... ......... ......... ........ ....... ......... -2r F:E.S, .... ..... . ..... ......... .. .. ..
W/:TRASH WAAD.
12.0 C.Y- CL -10
RIP RAP W/GEOTEXME
870 24' ROP 0-3 FILTER BI-ANKET
TIE LAST 3 JOINTS 87 0
865 : 865
................... ......... ......... ......... ........ ......... ...... ......... ...... ......... ......... ....... . ......... ... ......... — .... I ..... .. .........
PMNEEReneneeHng
24�1 E� Dn- (651)Wl-1914
W�� H,,gift. NN 55 [20 ml�
Eol
L
STREET SIGN
STOP SON (RI 1)
BL.
RTME!
K
&
m
E� .1 .11�
LLLL I �r-M�T 23. L�3�� L 6. C -le SW"�
11 C- - 2MI
r-"130� 2� .~�W
lr-� � �. � 1. .
2�' �l ll.�.
TYPICAL STREET SECTION
(NOT TO SCAUE)
OUTLOT A
4
4" PERFORATED HOPE 6
ORMINME 0 BOC (�CAL)
RMN�UE CLEANOUT
0 BCC (MNCAL) 5' CONCRETE SDEWAL
SEE OW DETAIL 5V*�.
0 2
STOP SIGN (Rl-l)
M RIVER OCK DR S
C
FENRYRCT
40
CURB LEGEND
- TOP OF CURB ELEVA�ON 620
FOR SURMOUNTABLE CURB
PE321 - TOP OF CURB EUEVA�ON 16�9� 0
OUTLOT B 4
FOR B-S� MRS 7
0782 TOP OF CURB ELEVAPON GHMG POLE
FOR RIBBON CURB SEE CIW DETAILS 5240. 3
- - MOUNTABLE CURB & CU�R 5241. 524Z 5243. 2
- - B-S� CURB & GU�R 1
- - RIBSON WIRE & GLJMR RENCH MARK D
- CONCRETE PEDESTRIAN RAMP N NW CORNER OF BLUIT CREEK I
=MEW BLVD. AND COMMONWEALTH BLVD.
GRAPHRIC SCALE IN � �92&18 RIVER ROCK DRIVE SOUTH
.................................. ...................... .......... ......... ............................................................................... ...... ........................................ .................................. ........... ....................
5
17001,
M wMill
EN
0
915 ................... .
...... . .........
CURVE TABLE
.........
......... ......... ---------
CURVE
DELTA
LENGTH
RADIUS
TANGENT
PC
I PT
Cl
25�r5r
1��
300.00
67.79
1+16.69
2+�02
U
481,V23'
�ZM
3BG.00
1M32
2+50.02
�OZISI
m
5W'02'
28.19
".00
14.11
�37.70
�65.89
"
61-32'le
139.62
130.00
n.�
�65.89
7+0&51
C5
29-W41'
�-W
SCO -GO
15&70
B+n.95
11+76.63
CS
2W39'50'
295.17
59000
150.74
11+76.63
EEil
915 ................... .
...... . .........
.........
......... ......... ---------
......... .........
......... .........
...... .........
.. ..........................
915 :
....
..
......
....
.. 935.
910
910
.......... .. ......... . ...... ..........
......... .........
. ......
......... ..... .........
......... .........
......... .........
.........
......... .............
.......
......
.......
Pm Sm: �50.00
" si�rk- 6+65.06
PM EUEk 887.15
" a" 885.22.
GROUND-_>
905
..........
K,- 31.14
r4 28.17
... .
.......
905
....
.
0
...................
......
:..92
......... ........
IZ S.
........
.......
......
.........
.........
...
LOW PT; STA: �9O..M
................
LOW PT EUM. 886.00
: .
Z
PRWOS
GRA
'T
900
+.i
+
.... ......... .
....... ...................
.....
.....
.................
.......
-------
108%
Z.
J
895
.......... ......... .......
+
9
+
...
..... .........
.........
895
................
............ .........
.....
. ... ......
. .. .....
d
.................................
PM SjA, 1+60.47
....................
........ ............................
...
....................................
'Y1
r
PM E". 907.42
K: 19.92
STA,. 1O+m8O
PM:EUEV. M.B2
890
LN;� 20MOO
...........
890.:
:K: M57
LAC 10G.00
... ......... ........
..
...... ...........................
.........
HIG14 PT:ELEV. WS -30
18
885
+ ........
........
905..:
...................
.............
.........
...............................
.......................
.........
.........
.........
.........
............
Pm'w& a+w.6o
":ELM. 894.&
GRAS,
880
LVC. 11)[LOO
880
900
......... .........
......
... ..
.................. ......... .........
.........
.........
......... ........
......
... . ......
. .........
.........
.........
j
875
:..875
aa5...
.................... . ...............
0+00 0+50 1,+'m
: ........ .....
1+5o 2+0D
......................................................................
2+50
3+00 3+50 �DD
�50 5+00
......................................
5+50 6+00
6+50 7+00
.........
7+50 84:6D w-
..89.5..: ....................................................
9+50 10+00
10+50 11+00 11+50 12+00
.... .....
12+50
PISNEERep;onming
..I�lll
2�E�
N,
STREFr CONSTRUC-flON
LENNAR
CAMDEN RIDGE
107167
M�� �A 5�
CURVE TABL
CURVE
DELTA
LENGTH RADRIS TAN(
C?
23W50-
IM.38 300.00 62
ca
�-5viw
ga.si 10aw 53
0
39,40,06,
71.31 lQ3.0D 37
4- T��,
T2� W= -2��51LWW�
A
TYPICAL STREET SECTIM
(NOT TO SCALE)
CURB LEGEND
....................... ......... ......... ......... ...
9. Q.Q ... : ........................... ............ :
........... ........................... Q -Q.. .. ....
UK' 17+26.0D
EUM. 893.32
............................................................. ..................... ........ ............
89.5.. r
........................................................
ull., -AA
r
..... : .........
STOP SON (RI -1) 1.
...
= TOP OF CUM EUEVAT04
.. 875.
11+50 12+DD 12+50
1�w 13+50 14+00
RIWR ROCK DR S
1�8
FOR SURMOUNTABLE CURB
22+00 U+50 �50 2�w
3
P18NEERenenee7ing
XURI� DR 10
Fo. 3 21
- TOP OF CURB ELEVA ON
FOR B-S� CURB
07.82
= TOP OF CURB ELIVAnCH
FOR RIBBON CURB
LENNAR
CAMDEN RIDGE
= MOUNTABLE CUM & CUTTER
STREET CONSTRUCTION
16MMYHA�NUENSUTTEM
= B-S� CURB & COTTER
�TA
Rl DR
RIBBON CURB & GUTTER
BENCH MARK
TNH NW OWNER OF StDff CREEK
C�
b.
CONCRETE �S7RIAN R�
�AUg M
BLVD AND C�MONWEA-TH BLW.
RIVER ROCK DRIVE SOUTH
..........................
a
...... ......... ................... .........
935
a
..
.. .. ......... .........
939
91.0..:
a
.... .. glo...
.-93jD--:
... ..... ...... ..... ... ...............
.......
GRCUND
a
.......... .........
..........
... ......... ......... ......... ......... .........
.................... ........ a
......... ..
a
STX 1�30.Do
STA: M+6500
....................... ......... ......... ......... ...
9. Q.Q ... : ........................... ............ :
........... ........................... Q -Q.. .. ....
UK' 17+26.0D
EUM. 893.32
............................................................. ..................... ........ ............
89.5.. r
........................................................
r
..... : .........
......... .. ..... - ....
...
-4� ......
.. 875.
11+50 12+DD 12+50
1�w 13+50 14+00
1 15+00
.....
15+50 16+00 1�w 16+50 17+00 17+50 1 8+00 1 8+50 1 9 +0D 19+50
�00 20+50 21 +0D 21 +50
22+00 U+50 �50 2�w
P18NEERenenee7ing
2 =65J),;77b4
LENNAR
CAMDEN RIDGE
11 16
STREET CONSTRUCTION
16MMYHA�NUENSUTTEM
�TA
C�
4' PERFORATED HOPE
DRAINT11—E 0 BCC (�)
0
0
DRAdNTl_E
0 BOC
CURB LEGEND
= TOP OF CURB �VAION
FOR SURMOUNTABLE CURB
P973-21 = TOP OF CURB �VAEON
FOR B—S� CURB
D7 82 — TOP OF CURB ELEVATION
I
FOR RIBBON WRO
MOUNTABLE CURB & GUTTEFt
B-S� CURB & GUTTER BENCH MARK
RIBBON CURB & CUTTER TNH NW CORNER OF BLUFF CRIEEK
CONCRETE PEDESMIAN RAMP BLW. AND COMMOWNE�M BL%O.
GRAJ`HIC SCAJ2 IN MW EUV -923.18 =wm� ��Tm� ACfPlZQ DAM
12
20 M�T �G&-,
CURVE TABLE
CLftw
1. 1.�
LLI
LL
TANWNT
K
PT
ma
1�6, 1:ME
_T
12+99.20
1 �74.89
Sl� "R ISSEN OR
13�'43'
1 101.14 1 415.53
1 50.82
1 1+98.05
1 2+99.20
07
M28 -4-r
STOP (Rl�I)�
RIVER ROCK D� S
1 5951
10+000011+1520
890 905 :
905
HENRY CT
5' CONCRETE S'
....
... .... .
.... .. .. .... ......
........... . . ......
..... .
. ... .........
TYPICAL
STR�T SECTIQU
......... .........
'A
�W
ME QTY DETA 2�.
(NOT TO SCAI-E)
885
10
2-
a
900
goo
......... ................... .....
.
K: fZ50 ...... ...................
...................
.......
.......... ...... ......
885
......... ........ ......... .........
.........
...... ........ ......... .....
PL
Of
�SIING
GROUND
2 �'O
05- Z32
9G.I
a
880 ...............
......... ... ... .....
...
......... .......
...... ...... .........
.....
880 895
.......
GRAM
a
......... .......
895
......... : .......... ...... ......... .........
a
a
a
4'T S.
875
a
Y2'—. L
890
........ ......... .........
........ . .... ........
......... ...................
.........
.........
TZ 2367
7
................. ......... ......
......... .........
.........
4 5
-I.Tog
8
t
6
21 NNWT ..'M �l
870
r
7
REET SECTION
885
0+50
o+
OUTLOT A
2+ W,
(NOT TO SCALE)
00 �50
�00
............................
w 2+00
1+50 1+00
8
................. ..................... ............
PISNEERenenming
3
7
FOR RIBBON WRO
MOUNTABLE CURB & GUTTEFt
B-S� CURB & GUTTER BENCH MARK
RIBBON CURB & CUTTER TNH NW CORNER OF BLUFF CRIEEK
CONCRETE PEDESMIAN RAMP BLW. AND COMMOWNE�M BL%O.
GRAJ`HIC SCAJ2 IN MW EUV -923.18 =wm� ��Tm� ACfPlZQ DAM
CURVE TABLE
CLftw
GTIl 51
TANWNT
K
PT
ma
1�6, 1:ME
37.94
12+99.20
1 �74.89
Cil
13�'43'
1 101.14 1 415.53
1 50.82
1 1+98.05
1 2+99.20
07
M28 -4-r
1 115.20 1 186.03
1 5951
10+000011+1520
a
-
a
:
890
+
A
/-PROPOSED:
890 905 :
905
......... .. ........
....
... .... .
.... .. .. .... ......
........... . . ......
..... .
. ... .........
................
......... .........
......... .........
......... ....... ......... ......... .........
885
STA,- 0+50.15
PM � 89930
a
900
goo
......... ................... .....
.
K: fZ50 ...... ...................
...................
.......
.......... ...... ......
885
......... ........ ......... .........
.........
...... ........ ......... .....
tw�. 350.00
�SIING
GROUND
a
880 ...............
......... ... ... .....
...
......... .......
...... ...... .........
.....
880 895
.......
GRAM
a
......... .......
895
......... : .......... ...... ......... .........
a
a
a
875
a
875 890
890
........ ......... .........
........ . .... ........
......... ...................
.........
.........
. ........
................. ......... ......
......... .........
.........
...... .........
-I.Tog
8
c +
870
r
870 885
885
0+50
o+
GO
2+ W,
2+50 �00
00 �50
�00
............................
w 2+00
1+50 1+00
........................................
0+50 0+00
................. ..................... ............
PISNEERenenming
l.,.
24n E� W� 16%)",z
a
SIREM'CONSTRUCIION
LENNAR
CAMDEN RIDGE
�wt,i&,Ms5m
�TA
9
10
5' CONCRETE SIDEWAILK
SEE CITY DETAIL 5214
12
a am (TYFicAL)
4' PERFORATED HOPE
DRAINTILE 0 BOC (TYPICALY
i
OUTLOT E I
8
CURB LEGEND 4
- ToF OF CURB ELEVATION 5 0
FOR SURMOUNTABLE CURB
0 M.2 = TOP OF CURB ELEVATION
FOR B -STYLE CURB
07.32 - TOP OF CURB ELEVATION
FOR RIBBON CURB 1 72
— = MOUNTABLE CURB & WITTER
— - B -STYLE CURB & GUTTER BENCH MARK
= RMBON CURB & GOTTEN TNH NW CORNER OF BLUFF CREEX
BLAX AND COMMONWEALTH BLVD.
GWHK SCALE lK ELEV-923.15
CURVE TABLE
....
..
Ir T 31 1 n
DELTA
LENGTH
RMUS
TM T
STU
RIW
PT
Ir
�14�20*
13
�00
69 W
----
0+ 7-28
l+W.73
C13
TYPICAL STREET SECMM
15 (NOT TO SCAUE)
15165
STREET SIGNI
CT4
2713*18"
12&28
270-M
STOP SIGN (Ri-
HENRY CT
C15
�13'57'
107.54
16
CV6
31'47'59'
141.53
255M
.........
%
......... ......... ......... ......
14
1 3 13
PM ELW. 894�09
K:
12
....... ...............
. ..... .........
.......
... ..... .....
IW�: 20O.bO .......
.........
.....
.........
.........
. ;,A su, - 8+40.,00
.........
2
......... ......... ......... ........
k
y� 3
PW ELEV. 893.85
CURB LEGEND 4
- ToF OF CURB ELEVATION 5 0
FOR SURMOUNTABLE CURB
0 M.2 = TOP OF CURB ELEVATION
FOR B -STYLE CURB
07.32 - TOP OF CURB ELEVATION
FOR RIBBON CURB 1 72
— = MOUNTABLE CURB & WITTER
— - B -STYLE CURB & GUTTER BENCH MARK
= RMBON CURB & GOTTEN TNH NW CORNER OF BLUFF CREEX
CONCRETE PEDESTRIAN RMP
.....................
BLAX AND COMMONWEALTH BLVD.
GWHK SCALE lK ELEV-923.15
CURVE TABLE
....
..
CURVE
DELTA
LENGTH
RMUS
TM T
!!E-
PT
02
�14�20*
134-46
�00
69 W
----
0+ 7-28
l+W.73
C13
M-36*�*
15165
270.00
CT4
2713*18"
12&28
270-M
C15
�13'57'
107.54
IWOO
CV6
31'47'59'
141.53
255M
.........
......... ......... ......... ......
CONCRETE PEDESTRIAN RMP
.....................
BLAX AND COMMONWEALTH BLVD.
GWHK SCALE lK ELEV-923.15
....
..
JEURISSEN DRIVE
...
...... .. ......
.........
:g
......
......... .........
.........
......... ......... ..................
.............. .........
.........
......... ......... ......... ......
..........
FIA STA 3+05.00
PM ELW. 894�09
K:
....... ...............
. ..... .........
.......
... ..... .....
IW�: 20O.bO .......
.........
.....
.........
.........
. ;,A su, - 8+40.,00
.........
......... ......... ......... ........
PW ELEV. 893.85
HIGH PT+ STA: 2+59.39
K� 23.38
9
HIGH PT ELEV. 892.70
LVC, MOT
PM STX- 5+20.QD
HIM PT --STA, 8+06.49
HIGH PT:ELLV+ 89Zlk
:
......
.......................
...
...
ELEV- B8&12 .......
........
.....
................ .......
.. .. ....... . ... ... ---------
:K: M73
9
A
M.00
+
6
+
m
Lonif PT+ STA'. 5+M91
0
LOW FT ELM. an 27
.
:
895..
..... .........
.....
. .... ..... .........
....... ......... ....
R
........
.........
.....
.... .......... ........
........
....................
.......
590
i .
..
.........
......
.....
.........
...... ......
.....................
..... . .......
.............................
.........
.......
....... ..........
.........
.... .............. ....
....
.........................
GRAPE
...................
.......
.............................
.........
.......................................
.............
.........
.........
............
+: ....
.............. ......... ......... .........
.855
GROUND
0
. .........
..
.........
. .
........
.........
.—M
......
...................
......
w
............
...............
.... .
.........
. .......... . . ....
... ...
.........
teR.........
ar
0+
+
...................
... .....
......
.........
............................................................................................................................................
.
......
A I
. . ....
0+00
0+50
1+00 1+50
2+00
2+50 3+00 3+50
�00
�50
5+00 5+50 I!+w
6+50
7+W
7+50 8+00 B+5D
9+00
9+50 10+00
PIONEERengineefing
2� E� Dd- (651)MI-1914
LENNAR
CAMDEN RIDGE
13 OF 16
STREEr CONSTRUCrION
Z6MMTHA�UENSlRTE600
�A
LWEND
EX. SIGNIFICANT MEE
EXISTING PROPOSED FUTURE
DESCRIPTION
Ek GRAWL SWAM
0
S4MT4Rv MANHOLE
--
EXISTING SANITARY SEWER
EX. CONMETE
PROPOSED SANITARY SEWER
SELECT BACKFILL
FUTURE SANITARY SEVIER
MATERIAL
F7770
HYDRANT
DO
H
GATE VALA
EROSION CONMOL BI-ANKET
I-
REDUCER
EXISTING WATERMAIN
PROPOSED WATERMAIN
FUTURE WATERMAIN
CATCH BASIN
0
0
BEENJ�
0
0
STORM MANHOUL
0.
0.
FLARED END SECTION
0
0
CONTROL SMUCTURI:
- - -----
EXISTING STORM SEXIER
PROPOSED STORM SEVYER
FUTURE STORM SE�
SURMOUNTABLE CURB & WITTER
B -STYLE CURB & GUTTER
M88ON CURB & GUTTER
NUMMOMMUMMUNME
PHASE LINE
-----------------------
EASEMENT LINE
- - - - - - — - -
- - -
EXISTING 2' CONTOUR LINE
EXISTING 10' CONTOUR LINE
PROPOSED 2' CONTOUR LINE
PROPOSED 10' CONTOUR UNE
POND OUTLET LINE
POND HIGH WATER LINE
IM,3
PROPOSED SPOT ELEVATION
1W -10 -W
EMERGENCY OWRROW
DELINEATED IYETLA14D LINE
FEMA FLOOOPI.AIN BOUNDARY
STANDARD ER09M CONTROL
...............
111111-14
HEAW-DUTY EROSION CONTROL
TREE FENCE
RETAINING WALL
c
CONSERVATION AREA SIGN
WERAND BUFFER SIGN
EX. CULNERT
EX. OWRHEAD UnUTY LINES
EX� UNDERGROUND TEI-EMSION LINE
EX. UNDERGROUND TELEPHONE UNE
EX. UNDERGROUND FIBER OPTIC LINE
. . . . . .
EX. UNDERGROUND ELECTRIC LINE
EX. UNDERGROUND GAS LINE
EX. FENCE (BARBED "RE)
Ek FENCE (CHAIN LINK)
EX� FENCE (wom)
EX. CAST RON MONUMENT
Ek ELECTRIC BOX
EK FLAG POLE
EX. NATURAL GAS METER
EX. HAND HOUE
EX. FOUND RON PIPE
EX. XDIOA- LAND MARK
EX. LIGHT POLE
Ex PIK NAIL
EX UTILITY POLE
EX, LAWN VRINKLER VALW
EX. LAWN SPRINKLER HEAD
EX. SEMAPHORE
EX. SERVICE
EX. TEI-EPHONE BOX
EX. MST HOLE
EX TELEMSON BOX
EX WATER WELL
Ek MONITORNG wELL
E)L MAJLBOX'
EX� CONTROL POINT
EX SPIKE
EX SGN
EX. CLEANOUT
PIONEERenensering
CAMDEN RIDGE
FINAL GRADING & EROSION CONTROL PLAN
CHANHASSEN. MINNESOTA
0/�
CITY OF CHANHASSEN
RECEUVED
- L-
�"P 1 7 2013
ENGINEEW4G Dp-r.
N
LOCATION MAP
GRAPHIC SCALI� IN FEET
BENCH MARK
UH NW CORNER OF SLUFF CREIEK
BLVD. AMID COWIMONWEALTH BI -VD.
ELEV-923.18
SHEET INDEX
1. COVER SHEET
2. EROSION CONTROL PLAN
3. DEMOLITION AND REMOVAL PLAN
4-6. GRADING PLAN
7-9. RETAUNflNG WALLS AND TRAILS
10. SEEDING PLAN
11-12. DETAILS
1� 11 , �"' slIl=
EX. SIGNIFICANT MEE
EX. MEE LINE
Ek GRAWL SWAM
EX BITUMINOUS
SURFACE
EX. CONMETE
SURFACE
SELECT BACKFILL
MATERIAL
F7770
GRAVEL CONST.
ENTRANCE
IF77_77
�'/771
EROSION CONMOL BI-ANKET
STREET UGHT
PIONEERenensering
CAMDEN RIDGE
FINAL GRADING & EROSION CONTROL PLAN
CHANHASSEN. MINNESOTA
0/�
CITY OF CHANHASSEN
RECEUVED
- L-
�"P 1 7 2013
ENGINEEW4G Dp-r.
N
LOCATION MAP
GRAPHIC SCALI� IN FEET
BENCH MARK
UH NW CORNER OF SLUFF CREIEK
BLVD. AMID COWIMONWEALTH BI -VD.
ELEV-923.18
SHEET INDEX
1. COVER SHEET
2. EROSION CONTROL PLAN
3. DEMOLITION AND REMOVAL PLAN
4-6. GRADING PLAN
7-9. RETAUNflNG WALLS AND TRAILS
10. SEEDING PLAN
11-12. DETAILS
1� 11 , �"' slIl=
x
/A
6—
N
"A
i -\ N
41
L
Al
5:
a,,
r
A
too,
-�o
-17
r
A
It,
_.NO
LDCATED
L
'N
- ��-Zz
%
? 1- -llr
"I "T, 1\
6:
X
k , Ar
y
A
I C
16" 1/ 1
N
v
;s
IN,
"3
> �WMC SCALE M FEET
RENCH MARK
�H NW CCRNER OF SLUff CREEK
BLM AND-cbmmmwE&� U%0.
UEV-023.18
PlaNEEReneneving
2� En.� m� (651)MI-1914 LENNAR CAMDEN RIDGE 2 12
� IM � A� N SWE OF
551m M�� �A 5 �TA
EROSION CONTR
oL
M.n��
r t z
r
/41
,, F
N
7>
N
WTIST-874 6
EX POND 4
STOR. �=17.43 AC-"
NOT Fil
t A
2-69—
V
LOCATE
?a
.7
p"
!;a Rej
It
MIT
RETAJNING W�*c
L
fit
BITI)MINOUS TRAIL
4.
6
74.1
GIIAi'MC SCAU IN nl�
0
BENCH MARK
TNH NIN COFRNM OF BWff �EEK
MW. AND COMMONWALTH BL%V.
aE�923.18
P18NEERenenee7ing
2� E� D� (MI)MI-1914
p"
!;a Rej
It
MIT
6�
H
N
I
2
T8 LLR
31
_R
Iml-KIWIRESIS is
tYllmlim
--- IL
C
10
R
. . . .........
....... . . ...
11 RtTANING WAU D
10
'2
2.4
I
PRIMARY BLUFF CREEK DISTRI
�MRKVS
83
P'l
Z.
'; . 1, . . I
-PISNIERe' VA6erim
ZIEZZ E� Dd- (65001-1914
GRADING PLAN
mgN, miN 55120
I
INS"
�ND FENCE By ETHERS
FENCE PREPARE BASE W� SELECT B/ACK7/1
T. 95 5
B: 87.5
FENCE
T. 99. 7
PENCE
T.W.5
S� 92.5
FENCE
T 117
B: ":7
RET�NING
TNCEB:J5?-6
T. 97.6 25 50 Iw
B:89.6
FENCE
I ARK
NER
Co
H NIN RNE, F 9L.FF CREEK
L W , ".
A. C ... NJAL� L.
'w. I ELEV=923A8
I WINOWN
0 LWI
NBC
Wit
�ND FENCE By ETHERS
FENCE PREPARE BASE W� SELECT B/ACK7/1
T. 95 5
B: 87.5
FENCE
T. 99. 7
PENCE
T.W.5
S� 92.5
FENCE
T 117
B: ":7
RET�NING
TNCEB:J5?-6
T. 97.6 25 50 Iw
B:89.6
FENCE
I ARK
NER
Co
H NIN RNE, F 9L.FF CREEK
L W , ".
A. C ... NJAL� L.
'w. I ELEV=923A8
0 WL3�
890 :
..... ...... ..................
=EASTING
885
. ......... .... ... ......... ......... .. .... .. ......
880
......................... ... .................... ...... . .... ....... ...
L t 1W 890 910
........................ ............... .......... ......... ......... ...... ......... .........
STA,- 1+70UOD
ELEV�. M�87
8
K. Z96
T.6 + K 885 905
...... ..... ......
.............. ......... ....................... .......... 71 . .....
L07 B197.13
+
a
......... . .... ......... ......... ..........
880 900
— Jo
a -/ I.
........... ..... ... . . . . . ........ ..
: 910 :
.............
: 905 :
.............
900
........... ------ ......... .........
895 :
..........
865 : -
......... ........
. I I :
�:.. —..: ......... .........
......... ......... ......... ......... ......... ......... .........
. 865 885
......... .........
........ ......... . ...........
: 885
.... ......... ......... ......... ......... .........
PW STA,' 13+79.4Q5
.........
PVI ELM. 87524
K: I"
860
..........
T-.76.6
r
860 880 .........
......... .....................
N OTE:
......... ......... .... ..
12+50 13+00
......... ......... ......... ......... ......... .........
I�w 1�50 1!5400 1�50 16+00 16450 17+00 17+50
......... ......... ......... ........ ......... ......... .............................
18+00 18+50 19+00 19+50 1+50 l+OD 0+50
................
0+00 —0+50 3+50 �w 2+50
2+00 1+50 1+00 43+50
8,76A
am
8W
TYPE AND COLOR OF RETAINJNG WALL MATERIAL TO
EXPOSED WALL SURFACE
1651)
BE SUB ITTED TO LENNAR FOR APPROVAL WALL
RErARgNG wALLs AND TRAIL PLAN
LENNAR
16�RCFHAVIEN�NSUFFEM
CAMDEN RIDGE
1
12
TALLERMHIIGHER THAN 6 I'EET �A!-L NOT BE
RLYIW� �A 5�
�, �TA
12.165
CONSTRLCTIED WTH BOULDER R�.
GRAPHIC SCALB IN
T: 80.6
8� 78.1
No
DESIGN OF WALL TO BE PROVIDED BY RETAINING
WAILL MANUFACTURER AND SlJPPUED FOR
APPROVAL BY THE ENGINEER AND THE CITY Of
a70
EXISTNG GROUND -Z
870
ClHANHASSEN.
T -
Y7.6
1
"A
-0+25
0+00 0+50
1+00
1+50
76.6
T04
&-I'
5j7
5 2+M
6 7dY
76.0 2+0tS
710
T� 76
I+W.7
— -
B 7
- —
--
1 --
1+ .1
------- -
1 1 � .- .
-
--
1
------- ,
T 74,01
4.
7 2.7 0 44,1
06 2�
890
Bet) 900
900
4' SPLIT RAIL PENCE
EXISTNG GROUND
-----------
wo
m 890
--
-------- ---------
0
---------
10
—\,�,—.IING
a7o 880
O�D WALL SUR FACX. FAGE *490 SF
m GRAPHIC SCALE IN
RFACE ±435 SF
GROUND
-
RENCH MARK
TNH NW CORNER OF BLUM CREEK
B60
m 870
-- — - — --
870 BL%Cl. AND COMMONWAI-T-1 BLVD
..........
-0�25 0+00 0�50 1+00
1+50 2+00 2+25 �00
......... .........
2+50
..........
2+00 1+50
......... .........
I+OD
......... .........
O+w 0+00 -0+25 EUEV-923.18
................... ......... ...... ..........
......... ......... . .......
......... ......... .........
......... ......
900
900
820
82.0+.:
......... .......................................
...... ............
......... ......... ......... .........
.................................
........................
................
...............
......... .........
STIL 1�01I-14:" STA,- 14M.14 STA:- 164M.14
PM STA:' 17+99+14
" sik. o+W.M:
YrA, 2+nOO -
M ar�. 676.17 0". SM46 PM EUE�. 85Z41
PVI 0114 373-21
" 0". BaWL91:
PM ELEV. 8a8.27
895
....
...
...... ......
K:
Ly(�:
4.N K; IZJ3 K: 15.42
20,00 L� �00 LVG: �.00
K: 11.90
L� 50.00
.......... .........
......... ........
r�
1.67
895
......... .........
915 .............
X'- 4.811
L
915
......... ......... ......... .......
Pm S� 1+110.00
HIGIi
ELE16
888oOS
PM EtEV. 876.64
1,
6-
890 :
..... ...... ..................
=EASTING
885
. ......... .... ... ......... ......... .. .... .. ......
880
......................... ... .................... ...... . .... ....... ...
L t 1W 890 910
........................ ............... .......... ......... ......... ...... ......... .........
STA,- 1+70UOD
ELEV�. M�87
8
K. Z96
T.6 + K 885 905
...... ..... ......
.............. ......... ....................... .......... 71 . .....
L07 B197.13
+
a
......... . .... ......... ......... ..........
880 900
— Jo
a -/ I.
........... ..... ... . . . . . ........ ..
: 910 :
.............
: 905 :
.............
900
........... ------ ......... .........
895 :
..........
865 : -
......... ........
. I I :
�:.. —..: ......... .........
......... ......... ......... ......... ......... ......... .........
. 865 885
......... .........
........ ......... . ...........
: 885
.... ......... ......... ......... ......... .........
PW STA,' 13+79.4Q5
.........
PVI ELM. 87524
K: I"
860
..........
LVLl. 2MOO:
r
860 880 .........
......... .....................
880
......... ......... .... ..
12+50 13+00
......... ......... ......... ......... ......... .........
I�w 1�50 1!5400 1�50 16+00 16450 17+00 17+50
......... ......... ......... ........ ......... ......... .............................
18+00 18+50 19+00 19+50 1+50 l+OD 0+50
................
0+00 —0+50 3+50 �w 2+50
2+00 1+50 1+00 43+50
0+00
PIONEERaiginaffing
1651)
RErARgNG wALLs AND TRAIL PLAN
LENNAR
16�RCFHAVIEN�NSUFFEM
CAMDEN RIDGE
1
12
RLYIW� �A 5�
�, �TA
1 0
GRAS`WC ScAl
920
mo —
-0+25 O+Oo
ow
P18NEERepigineefing
2� �� Do� (01)" 1914
BENCH MARK
TNIH NW CONNER OF BLUff MEEK
KVD. AND COWIAONWEALTH BLVD.
ELEV-923.18
910
NOTE:
TYPE AND COLOR OF RETAINING WAU WATERAL TO
BE �BMITTED TO LENNAR FOR A�ROVAL WAU
TALUR HIGHER �AN 6 = �AU NOT BE
CONSTRUCTED WTH BOULDER R=.
OE9GH Ol' WAU TO BE PROWDED BY RETAINING
WA� MANUFAC�RER AND �PPIJED FOR
APPROVAL BY �E ENGINEER AND THE CITY OF
CHANHASSEN.
G�HIC �AU M HET
1+00 1,50
K
V
I W
vi
. �75;
4
42
11r
ik; A-bl-
A,
7 . . .
0
re
qt- -1,;
\1W �V�.-, 1
t4
0
g,
T—
Q�
if
NOTE, SEE COMSMCTIW NOTES FM
V�'
SEEDING AND MULMNG WWREMENTS,
LEGEND
Pl. V. 'A 't
UNCOT u
UIXIURE
. . . 250
—j
MY SW&E FOND
STATE SEED MIX 33-262
Yl ytr,71 ll�
x
0 Iw M
My FRMRIE SOIJ�EAST
MN STATE mix �621
�V
x
G�MC SC� IN FEET
BENCH MARK 1% 4
7NH NW C�NER OF BLUFF CREEX
:f 141,
Blt�� MO COMMO14WEAL� BLVD.
.7
ELEV=923Aa
P18NEEReneneving
(651)6SIZ14 wj,.. CAMDEN RIDGE
68, . OF
SEEDING PLAN 10 12
M� �TA3� ��N ��TA
2� Enb�. Dri� LENNAR
4'
- — —1—
I'M M,
AA_AAA
W — [LIA'A
In 9L—i—P
mi
L
.__AAAA_
i . -
PIONEERAeriginening
III—M-21—al
2� E.� Mv, (651)UI-1914
PROJECT NAME
_A_
PA0,ACT DE��A N WT � �y
.__AAAA_
CIL
'i 5. 0' 5 0'
—j'_� -
VARIE I
–FACE OF WALL
(SEE PROFILE)
2.0%
RETAINING WALL �
(WHERE INDICATED ON PLANS)
INSTALL PER MANUFACTURES
SPECIFICATIONS
A----------
11 &%N A
LI I _&M
4-1—
A .. A-,
2'
I
M.�CAARI SEDWAI 1U1 I
2 5 ACKS � LESS
AAA.
=_AA
MODEL#CG23
- - EA..
MOM SEEATCINT �.
5X2A
ER� ON� VCR
NNMWJML 1.0n
(NOT TO SCALE)
PIONEERAeriginening
III—M-21—al
2� E.� Mv, (651)UI-1914
PROJECT NAME
_A_
PA0,ACT DE��A N WT � �y
off
.`VEL�-
CNSMCTN
CIL
'i 5. 0' 5 0'
—j'_� -
VARIE I
–FACE OF WALL
(SEE PROFILE)
2.0%
RETAINING WALL �
(WHERE INDICATED ON PLANS)
INSTALL PER MANUFACTURES
SPECIFICATIONS
A----------
11 &%N A
LI I _&M
4-1—
A .. A-,
2'
I
M.�CAARI SEDWAI 1U1 I
2 5 ACKS � LESS
AAA.
=_AA
MODEL#CG23
- - EA..
MOM SEEATCINT �.
5X2A
ER� ON� VCR
NNMWJML 1.0n
P L CL PL
15' 15'
10.0' lao.,
1L14=0-7- �1� 2-ov 2.o7
1.5:1
1, Drain
4" Topsoil. Seed
& Mulch or Sod.
4" Topsoil
Seed & Mulch
3"–MNDOT 2350 LVWE45030B
6"–Closs 5 Aggregate Bose, 100% Crushed
Compacted Subgrade per Soil Engineer
BITUMINOUS TRAIL SECTION
(NOT TO SCALE)
PIONEERAeriginening
III—M-21—al
2� E.� Mv, (651)UI-1914
PROJECT NAME
_A_
PA0,ACT DE��A N WT � �y
.`VEL�-
6'
IAA�
SA.T
TA,, AT ENTRAN.
. �AU HAA WRITE SACKQRMA�
�ACK " �
A .�� .. TO TIT V A
M-6mmi
A
s
P L CL PL
15' 15'
10.0' lao.,
1L14=0-7- �1� 2-ov 2.o7
1.5:1
1, Drain
4" Topsoil. Seed
& Mulch or Sod.
4" Topsoil
Seed & Mulch
3"–MNDOT 2350 LVWE45030B
6"–Closs 5 Aggregate Bose, 100% Crushed
Compacted Subgrade per Soil Engineer
BITUMINOUS TRAIL SECTION
I 1/2"–MNDOT 2350 LVWE35030B
Tack Coat – 2357
2"–MNDOT 2350 LVNW35030B
PL
EREZT ONIROL �
FM I.Nlnu� Lon "TH W� ER�Am
WT 2
Ga].'I�j WIT
,v/ �.' ..
4" Topsoil, Seed N
& Mulch or Sod.
Draintile�
Surmountable -
Concrete Curb
12"–Closs 5 Aggregate Bose, 100% Crushed
24" MNDOT 3149-213 Select
Granular Borrow
ACCESS STREET SECTION -
(NOT TO SCALE)
25'
A.
CO.T�O CR
ow '�AL LOT'.'�
5WA'E DRAINAGZ
'.uAi.�AATOT' --5302D
6
(NOT TO SCALE)
PIONEERAeriginening
III—M-21—al
2� E.� Mv, (651)UI-1914
_A_
I 1/2"–MNDOT 2350 LVWE35030B
Tack Coat – 2357
2"–MNDOT 2350 LVNW35030B
PL
EREZT ONIROL �
FM I.Nlnu� Lon "TH W� ER�Am
WT 2
Ga].'I�j WIT
,v/ �.' ..
4" Topsoil, Seed N
& Mulch or Sod.
Draintile�
Surmountable -
Concrete Curb
12"–Closs 5 Aggregate Bose, 100% Crushed
24" MNDOT 3149-213 Select
Granular Borrow
ACCESS STREET SECTION -
(NOT TO SCALE)
25'
A.
CO.T�O CR
ow '�AL LOT'.'�
5WA'E DRAINAGZ
'.uAi.�AATOT' --5302D
6
ioi
'I F910 -0—M-1
III—M-21—al
CIL
&RF�S] �
W M.DOT �W
�3M
15.5' to Bock i 15.5' to -1
— Wear Course to be 1/2"
Above Edge of Gutter
7:
cow R� EM SENMENT TIE�
R= �/WATM_E RCu_
SM2r
QA�� INSUrT
PL
30'
2.0%
6- 6"
1.5 , 1
Draintile
1 '/2"–MNDOT 2350 LVWE350308 6" Concrete Sidewolk
Tack Coat – 2357 4" Class 5 Base
2"–MNDOT 2350 LVNW35030B
12"–Ciass 5 Aggregate Base, 100% Crushed
24" MINDOT 3149-2B Select
Granular Borrow (-See Note 7)
TYPICAL STREET SECTION
(NOT TO SCALE)
'I F910 -0—M-1
III—M-21—al
QA�� INSUrT
PL
30'
2.0%
6- 6"
1.5 , 1
Draintile
1 '/2"–MNDOT 2350 LVWE350308 6" Concrete Sidewolk
Tack Coat – 2357 4" Class 5 Base
2"–MNDOT 2350 LVNW35030B
12"–Ciass 5 Aggregate Base, 100% Crushed
24" MINDOT 3149-2B Select
Granular Borrow (-See Note 7)
TYPICAL STREET SECTION
(NOT TO SCALE)
VIRe a we �01 lot 1 12
MNOOT CATAGORY 2
CONTROL BLANKET I VARIES
A S_OPES & .,A.
65,
UOPSUI
ARE"T
—EUSP.G GRADE
UOPSUHL
HIS ORADE
C "HISH. DRADE
��"CT BA"nS, � I T I C VA
UNIT
OF We"FACE Im
AL a
AU'_
TERNAL
_At_ 'zw
MONI BRUNEI IUMAA_
ON
OF
NNE
AMAA_ COMPACTED WHOU'll.
P SUMONESUE ow
SUBGRADE CORRECTION DETAIL
NO SCALE
P18NEERenenee,ing
� BONDI Davc (651)6111-191�
MWSIIDU� HEigho. IMEN 55 IM PDO at 'Nas
MANAGE & LJTIJ�W�
EAS13IIENIT
LOWEST OF
ELEVATION 7 -
LOWEST FILOOR�
ELEVATON
GIRDING ELEVATION
A.
0 BUILDING
SETBACKS
RECOMMENDI
I
LID
GARAGE SIDE
9 7.0
I '!Ii. W
FINISHED ELEVATOR
0 LOT CORNER
- - - - - - - - -
STREET
LOT INFORMADON
(TYIDICAL SECTION NOT TO SCALE)
NCL
NO.
ED —RAMBLER LOOKOUT
ENTRY WALKOUT
WD —RAMBLER WALMOUT
SLO —SIDE LOOKOUT
SKID —SIDE WALKOUT
SENCE, ANI
ONSI �," ON STREET A'
LOT BENCHING DETAIL
NO SCALE
1. DETERMINE SIZE OF FILE AREA BASED ON AVAILABLE SCIL
2. INSTAII ROACK CONSTRUCTION DEREENCLE
3 WSTAU_ PEJWRETER SEDIMENT CONTROL DEMSEES (.7 FEACE)
. SURRE MINI SMICAPELE AND STABALUM IN NOW CCA FUTURE SPREADING.
5 CBS RNERMANY sucKNEENT Womm. lumm m BE im cI or AREA STRIPPED CLEAN mWR
a. CROD SPA FUL_
S. ALL SOL WA_ BE TESTED FDA SUITABILETY FM FILE, PER THIL �M PIT W�`ROA
PROTOCOL PRON I BLIND BRADUCHI ONEETE.
A_1 SOILS STI BE COMPACTED PER THE BOARDS AT RECLAMMUS PROTOCOL
Ry L MAINTAIN CHARADE WRING GRADING DEVIATION TO TEMPORMY MOMENT BASIN.
SPLIT IL COMPLETE STE GRAMING PER A.M.
110. RESPREAD TOPSOIL MAINTAIN A MINIMUM OF N' DEPTH
MAUSTAIN DRAINAGE TO HEMP SEDIMENT BAD UNTL NUT PHASE BACK&
12. STABILIZE CENTERED AREAS AND STOCKPILES KIRIN THRE FRAMME USTED IN SHOSSAN PREWSPOWN
,AACINDES
1. CONOTACMIR TO ATTERE TO A_L REOUREMENTS OF THE MINNESOTA POLLUTION CONTROL.
AGEACY N.P.D.E.S. PERMIT. INO.UDWG THE REQUIREMENT TO AMAZE THE AREA ORSTURMID BY
DANCING AT MY G4WN TWE AND TO CONI TUNE RESTORATION THE TWE SECURED BY THE
.I AFTER COMPLETION Of
A COPY OF THESE PLUR� MUST BE ON THE JOS SEE WHEREEMOR �� IS A
PROGRESS
3 SIMP'S WERN M EROSION AND SEDWENT CONNOL PRACTICES DEFIRMED IS THE MPCD�
PROTECTING WATER QUAETY IN URBAN AREAS AND THE MINNESOTA CONSTRUCTION SEE EROSION
AND �T CONTROL PLANNIN. IM...
* AU_ MOSROM AND SEDIMENT C�7ROL FACILITIES BMF'E) STALL BE INSTRELED AND IN
OPERATOR . ED . CC%RSANCE ACNITE& SOME VICS. CONTROLS WON AS CRISIS,
DAMS AND TEMPORARY SET PORTS MAY HE INSI AS BEADING OCCURS IN THE EPEGFV�
AAFA_ THU SHPUL BE MAINTAINED UNTIL IS COMPLETED AND THE FEW
MOSION, HAS PASSED
* THE BRIP'S SHOWN ON NE PLANS ME THE MINIMUM REQUIREMENTS FOR THE AMENOWATTED SITE
CCPDMONR AD CONSTNEC11ON PROGRESSES AND UNURYOTED OR SEASONAL CONDITIONS
NOTATE. THE PERMUTES Sl� ANTI NAT MORE OWES W11 BE NEMSSARY M ENSURE
INCI AND SEDIMENT OCATTROL ON THE SETE. DURING TO COURSE OF IT IS
FEE REOPONSIBILITY OF THE PERIMITEE TO ADDRESS ANY NEW CONDITIONS THAT MAY SE
CREATED BY CONSTRUCTION AC7PATRS AND/OR CUMADC EVENTS AND TO PROPOSE ADDITIONAL
BMPS O�R AND ABOW THE MINIMUM REQUIREMENTS DROWN ON THE FEARS THAT MAY K
NEEDED M FACADE V`FECTPVF PREDTECACN OF WATER AND SCUL RESCUSKI
6. AL_ FREES HOT JETED FOR AFROVAL SHALL BE PROTECTEIT Do HOT OPEREETE EQUIPMENT
RVII. ARE CHIP UNE ROOT ZONES OR � TRUE PHOMICTION FORCE AREAS,
7. WHEREAR POSSIBLE. PRESERVE THE EXISTINNO TREES. CROURS AND OTHER MEGETANNE POWER TO
HELP FILTER RUNDET'
S' "E"M M. EQU1.1ET (DOZER) UP AND DOWN UNCHEET1 SOL SLOPES ON ISSUE PASI
LEMING TRACA GRUDWE PERPENDECOI.Aft At THE S_OFI Do HOT BACN SLAUSE. LEME A
SURFACE ROUCHN TO MINIMIZE MI
TDONDRASE, SEED SHALE BE DONE IN ACCOADANDE To WHOOT 2575 & W� CONDRUNN't OF
.7 . ISO 0 � UES. M ACRE OR MISHOMED E�. EDUAL AND OSSIN
WACNi SHALE . INNER TWPtE 3 111 2 TONS PER ACRE OR
ANCHORED IN PEACE CIA APPROVED EQUAL INI ME COMENUMME OF
THE SURFACE AREA N��.
TYPE I FERTILIZER. 10-10-10 0 = URS. THAT NOW
10. PERMANENT TURF E,,AARDS NN,, WE DONE IN WIN USEENCT tS7S & M75
CONSIDINE, OF,
�T K 253 AT n � PER ACRE.
MUNUCH SHAUL BE INSIST TYPE 3 0 2 MRS PER ACRE ON APPROPARD EQUAL AND
"ANDRES T TLAGE ON ARNS"A'S EQUAI_ INI AD . . COVERAGE 0,
THE SUNNI AREA ms�..� AT Wo . M,AA,, ., FS, ANCHOR.
TVPf 3 REATILIMIL n -S-10 .. 0 2150 USS PER �
11. SLOPIES AT A I OR SATEPER. Mdt� WINEENE INDICATED ON THE PIANO SMAI SE � AND
NAW AN ORESSNOW, CONTROL ELMNSET TYPE 3 INSTALLED OR MAY BE WAR
PROCTER MULCH.
IZ NE � SHAUL REMINE . SIDES AND ��T � ONES) EMSnWG STREETS
AND PAVED AREAS.
11 IF � DUST SE. A � THE CONTRACTOR SHALE APPLY WATER FARM A TANA
SIMON TO Au. AREAS.
11 WHERIN 7 Win OF � OF THE SITE GRACING OPERATIONS THE ENTIRE SITE DDADEPT
INDMONAYS) SHIML RAW BEEN SMIDED AND MULCHED AND SET FENCE SHAUL INSTALLED
� ALL INNIMIG.
J& MEL � MOMENT AND SEDIMENT CONTROL MEASURES SMALL ME �Y � OF
wrim vient, (m) SAYS NMR FINAL SITE w�� IS ACHNEWD OR AFTER THE
� � ARE ING, � �.
ACTIM", REQUIREMENTS
I EFROSSON PREVENTION PFAUCACES
1, THE CONTRACMET �AU_ IMPLEMENT CONSTSUCICON PHASING, WEGETATW BUFFER S�
HORIZONTAL STUFF GRADPIC. AND ONES CONSUFFLOTON PRACTICES THAT MINNICIE CROSICKE.
THE LOCATION OF AHEAD NOT TO BE DISTURRIED MUST BE DOWEATED OUI WIN PASSL
ST.E% SIGNS, aT FLACE. ETC�) ON THE OFTATORNMENT SITE BEFORE — SECIRSOL
I � E� $CO3 MUS WNW BOB FEET CE A SURFACE WoTER OR ANY STORMARSHER
COMI � WHOM a �CM M A SURFACIE WATER MUST AT ST�
WNIN 7 DAYS (� SAM &I SESPES), 1� DAYS (IMI TO &I St.CRES). OR Z DA�
(.TULA THAN IMI� AHEER� AREAS INCLUDE FORD SIDE SLOPI UPOSED ADL AREAS WTH
A PDATI SLOPE To A WAS ANS WESER SYSTEM. STCRAI SEWER INLET. DRAWAGE DFI
ON ONES SYSTEM THAT DISSONANCES TO A SURFACE NUMIL
I THE NONNI KLEFEEPS NEIDNERES of MY MANAGE DEMN MUST BE STABILIZED INTERIM M
INCA, FEET FACKE AHE THREFIENEF ENDE. OR FIROM SHE PONT of DDFOHARGE TO MY
SURFACE WATER (WNIN 24 HOUSES CE CONNECTING TO A SURFACE WMETU)�
PNE OUTLETS MUST BE . WITH TERNI CIA PERMANENT ENERGY [NOMINATION
MEN. 2A HOUSES OF CONNECTOR 1. A SURFACE KATEI
A SECHIEW CONTRI). NACTOES
11 REDISMENT CONINOt PRACTICES MUST MININIM MOMENT TEETERING SURFACE WATERS, DITCHRIES
AND SECIMENT BASINS REWIRE SEEDWENT CONTROL PfUkCIECES ONLY AS FEW
SITE COMI IF DOMM GRADE SYSTEM, IS OMERLOADED. ADWSPRO, UPGRADE PRACTICES
MUST BE NI AMID THE SUPIT MOST SEE MENEFEE THEM BRUTE BE AD �
RECIFE LENOIR OF "REATER RRM IRS FEET FOR SLOPES .1 A GRACE OF �' OR �
1OPE1 MAY BE �M " SAT FENCE� RCCX CRECE DMS. COMFORT SNAUUEES� OR (ERNEST
APPSOMED METHODS ANDI AS SHOWN ON ARE DISCUSS CONTARD TRANI
I SEDIMENT COMISOL PREACITCES MOST BE ON DONSIONATEE PEANNE� BEFORE
UPORADE LAND DISTURBING ACTIVITIES SEGUL
THE THING OR SETTANT CONTROL PRACIDDIES MAY ME ANESTED M ACCOMMODATE SHORT
TERN ACINETUES, ROME... THEM PRI NOUST SE -STALOOD SEEM THI NUT
PRINDATAROM EMERY EVEN F of ACESETY IS HOT COMPLETE.
'L UNTRACTOR NORSE PROTECT ALL STORAN DRAW SUITS By SIMPS DOWNS
UNIX AU_ SOURCES MTH INDIENTIM. FDA ORCHARDING TO � MEET RAW
SEEN STMINUMD.
& STDCOUPILES MOST HAW MET FEACIE AROUND THE PEJRNETER OF ATE BUSE OF
THE STDCNI AND CANNOT BE PLADED IN SURFACE WI WILUDIND SEDAN WATUR
CDNWYAWCES SUCH � MRS AND BETTER SYSTEIN4 ON COMEASSM UP DOME&
SE MOST INSTAU TEMPORARY (OR PERNAMENT) RUSSIANS WHERE TOM
CIA WORE ACRES OF DISTERBED SON. DRAW ED A CONINCH LOCUEEKS AND/W AS SHOWN ON
THE � CONTROL. PLANE
C. �� AND AUREF, DRAKAGE
�A� OR ANY TYPE OR SURFACE DRANNACE THAT MAY RME TOWNS OR �T
LASEN NSMAFS,O W.,AE KURT SO ED AN APPROVED �T BASS1 OR NIE
FAWLEY SETE KNEREASSE FORNALE, F THIA WATER CANNOT BE DISCHARGES M A WURN
ENSURE M ERY,UND TRIF SUANF� NAME. IT HIRST SE TREATED MEN THE APPROPRIATE
SIMP'S SUCH THAT THE DISCHARGE DOES NOT ADWASELY AFFECT THE RECEARMS WATER OR
,oNW,NUME � THI, CORIBI MUST ENCIARE THAT DISCHARGE POINTS ARE
ADEQUATELY PROTECTED FRACK EROSION AND SCOUIT ARE DISADRANDE MUST BE DISPENSED
CoER NMRSLA_ RHOW NOR ... SAND BADI P,A. � OR OTHER ACCEPIRED DROAD',
CHOSPATICIN NUIEURES
Z AU_ WATER FROM DUATERING MST BE DISCHARGED IN A M� SHUT DOES HOT CAUSE
NUISANCE CONI EAOSON. ON INUNDATION OF IWtLARES CAUSING SIGNIFICANT ADWASIC
IMPACT TO THE WENLAND
D NSPFCTCAS AND MAINTENANCE
I THE CONTRACTOR MUST APPOWIT SOMEONE TO RESPECT THE CONSTRUCTION SE11 ONCE EMERY`
DOWN DAYS WANG ACEW CONE�TNEW AND MENIN 24 � AFTER A �� EVENT
Of GREATER THAN 0 5 WINES IN 24 HOURS, A, INSPECTIONS MUST BE � IN
WATNG AND AE7�NED PER MPCk N.P.&ES. K� CROM LOCAI
MAY REDUIRE A MORE FREQUENT INTERnAL OF �C�.)
1. SOLD WASTE WST BE CUFC�D OF PER MR."
2. HA�ZAIKIWR MARINI MUST M STORES) AND DISPOSED OF POR KPI WGUNATICHOL
I EXTERMA_ WASHISHO OF CONSTRUCTION WHICTIM MUST BE LIMITED TO A DOWNE) ARU M
THE STE, RUNCIFY MUST BE CCNT� ANIT WASTE PROPERLY DISPOSED CE- No ENCURE
OE. . �OWED ON SET,
fin,
SETBACKS
CORRECTION'
W
I '!Ii. W
7v
It
RLMSingkFamayLon,
m -SETBACK-
EM 2 5.
SETRACK
SEMCK
An TEND 11,
CORRECTION
CORRECTION,
F`NtNED MADE I
FIN
ZI 1
(MIN,)
-1 'WUN'
IN
(MIN.)
CMIN.)
Etl IN
GRADING MAN
GNSV, foundtficto to R�W -25
H.. fouRMIDWRE, to R -O -W =2,5
SINGLE
1
- I
wo
1
FAMILY LOTS
I
,I MADE
LO
FINIS
MD GRADIE
R
ED
INISIMID MAX
X
H. founciamoun 1. SkII, ShRod =20
5'
0 5' TOPSOIL
RE -SPREAD
4��ACK
So& =5' -Gap Iff-BuMing
HOLD DOWN
AND
----
I
j
-- 'AM
RE-S�READL
RE -SPREAD
f
OT5! TOPSOK_
0"
RE -SPRE'AD
RE -SPREAD
Rear-25'�, 0 Bluff overlay/WaIDERIS
bfi. A`otO
SE7 BACKS
WADING W AD
i
SIR AGING GRAIN
DRAWING GRADIEJ
ACE
w Ao� --g'" SF
0 TL_
0 OLD
HDL
A�GOMN
0� H
26-7 HOLD DOM
BASEMENT FLOOR
BASEMENT I1_OOR
ENT
2.�50" H= DOWN
LEE WWth =75'. 9OSfMo]WW1 ONN,Flay
BASEMENT FLOOR
FINISH EMADE
NOSOIL
RAMBLER
FINISHED MADE
h4axBuikUngCoWRS,,S11135%
(TYPICAL
SECTION NOT
TO SCALE)
TO TORSI
(�Al_ SECTION NOT TO SCALIE)
R&MI
N,%T. TO SfAi_E)
SE'rBACKS
25'
4"N
W .
t
A4
;Kw.mnc
_*CpQN
A' SE ACK_
:N
It
T.UR FRESNO,
TVnN HOMES
EM!
(WK.)
I
y: SE�
_nNISHED MADE
Focog:
FAMILY LOTS
0
FINISHED MADE
GRADING A E
GRADING MADE
Zi (MIN.)
—GRADING MADE
WO
GOOD, fWNI 1. R-OIW =25
HOUSE founI R�W
01
S,.
LID
R
to =25
Houso foon"m to Side SENSE =20
HOLD DOVVFN
to'
5'
I
10'
6 6
fj�
10'
1
Sx1S BuI to Buticling =15
AND
AD
ED
ED
L
SPREAD I
10'
�_25TIsicutoSONSSROW
SET BACKS
10 T
10' M5 TOP1ML
K_SWADL
O.Sp TOPSOLI,
RE -SPREAD
NITA
]_Ut AEDa =7,260 SF Averap
_C`O
L,O'
2 00 HOLD
LD, NVidth:
2.5' HOLD
HOLD
DOWN
D 'NN
LUx Wuldh =50'
AIT I
BASEMENT FLOOR
DOWN
I C1OK0LJT
BASEMENT F10OR7
DOM
_72
BASEMENT FLOOR
WALKOUT
(T'VPICAL SECTION NOT TO WALE)
SECTION NO
A, Q
(TYPICAL SECTOR NOT TO SCAL.E)
LEGEND
EXInNG PR04POSED FU�
DESC74PTM
CAMDEN IUDGE
0 0
SANITARY MANHOLE
EXISTING SANITARY SEKR
PROPOSED SANITMY SEWR
FUTURE SANITARY KKR
FINAL UTILITY & STIEZIFE= PLAN
HYDRANT
D4 N
GAT VALVE
RMCER
EXISTING W, WAIN
"TTER.
CHANHASSEN MINNESOTA
I
PROPOSED .A AIN
i A
FUTURE WAIERMAIN ;401,
0 0
CATCH BASIN
a 0
BEEHIA
0 0
STORM MANHOLE
D.
FLAKED ENO SECTION
CONTRa STRUCTURE
EXJSnNG STORM SEMER
PROPOSED STORM KKR
FUTURE STORM KKR
SURMOUNTABLE CURB & GUTTER
B -STYLE CURB & GUTTER
RIBBON CURB & GUTTER
. . . . . . XX XX
PHAK LINE
-----------------------
EAKMENT UNIT
— -----
EXISTING 2' CONTWR UNE
EXISTING 10' CONTOUR UNE
PROPOSED 2' CONTOUR UNE
PROPOSED 10' CONTOUR LINE
POND OUTLET UNE
POND HIGH WATER UNE
W3
A _
PROPOSED SPOT ELEVATION
I
I- -w
EMERGENCY OVERFLOW
- - - - - - -
DELINEATED WTIANO LINE
--- - - - - - - - - - -
LOCATION MAP
— — - — — - —
�A FLODOPLAIN BOUNDARY
- - - - - - -
........
STANDARD EROSION CONTRM
HEAVY-DUTY ER.ON CONTROL
MEE FENCE
RETAINING WALL
CONSERVATION AR A SON
IMETLAND BUFFER SIGN
Ek CULVEFtT
EX OVERHEAD UTULITY LINES
Ex. UNDERGROUND TEILEMSION LINE
EX UNDERGROUND TELEPHONE LINE
EX U DERGROUND FIBER OPTIC LINE
ElECViC UNE
EX UNDERGROUND GAS
0
EX. FENCE (BARBED ORE)
EX. FENCE (CHAIN LINK)
GRAPHIC SCALE IN FXET
EX. FENCE (WOO)
EX CAST MON MONUMENT
'XI= It
RENCH MARK
EX. ELECTRIC BOX
INN NW CORNER OF MUM MEEK
EX FLAG FOXE
BLVD. AND COMMONWALTH BLVD.
0
EX. NATURAL GAS MEIFR
mmE
ELEV-923.18
0
EX HAND HOLE
Ex FOUND IRON PIPE
Ex �IUDICIAL LAND MARK
EX. LIGHT POLE
a
EX. PK NAIL
EX. UTILITY POLE
SHEETINDEX
Ex. LAM SPRINKLER VALVE
1.
COVER SHEET
EX LAM SPRINKLER HEAD
EX. KMAPHORE
2.
SANITARY SEWER& WATERMAIN
U. SERMCE
SEWER & WATERMAIN
IN
EX. TELEPHONE BOX
3.
SANITARY
a
EX. TEST HOLE
4.
SANITARY SEWER& WATERMAIN
Ek TELEMSIM BOX
EX. WATER KILL
5.
SANITARY SEWER & WATERMAIN
A-
Ex. MONITORING KILL
6.
STORM SEWER
0
0
EX MAIWOX
EX CONTRIX POINT
7.
STORM SEWER
EX. SPIKE
Ex SIGN
8.
STORM SEWER
EX Cl-EANOUT
9.
STORM SEWER
EX SIGNIFICANT MEE
10.
STREET CONSTRUCTION
11.
STREET CONSTRUCTION
EX. MEE UNE
12.
STREET CONSTRUCTION
EX GRAVEL SURFACE
13.
STREET CONSTRUCTION
13.
STREET CONSTRUCTION
EX. BITUMINOUS
SURFACE
14.
CITY DETAELS
-F- .1 ---1
EX CONCRETE
15.
CITY DETAELS
IF"
SURFACE
16.
CITY DETAMS
KLECT BACKFILL
MATERIAL
GRAVEL CONST.
ENTRANCE
F777
ERCSION CONTROl- MANKET
STREET LIGHT
PIONEERenginening
2� E� W-
�WUAMIMI
k
-fKlM-- �... I B=
COVERS
LENNAR
CAMDEN RIDGE I OF 16
I
16MMTHA�UENSLT7`EIRW
"A
..9.2.0 ........
OTE:
CONNECT TO EMSTING SANITARY & WATERMAN CONSTRUCTION NOTES,
WATERMAIN. CONTIR CTOR TO t SANITARY SEWER SERVICE WYES ARE
FIELD VERIFY LOCA ON STATIONED FROM DOWNSTREAM MANHOIXS. 57-11%1BEND-
EILEVATION. /)�Y/
2. ALL SANITARY SEWN & WATER MAIN SERMCES
8 --Il SHAUL TERMINATE AT 9' PAST ROW.
8 GV HYDRANT 3. ALL SANITARY SEWER SERVICES AND RISERS SIIAL-
-X6-TEE W/6 -GV 4,1 - PW. MR 26 SOLVENT wELD JOINT (NON-GASI(ETED).
0 BE 6
6'-6- WIN A MINIMUM SERVICE MADE OF
DIP Cl� 4, WATER SERVICES ARE 3' UP STREAM FROM 8`11)(VEN
GNO. E�.=903.9
8w PLUG SANITARY SERVICE IMTH A MIN 7.5' BURY. -Kw)
-11XIBEMD TOP PIPE & ALL WATER SERVICES SHAUL BE Iw (TYPE
COPPER UNLESS OTHERWISE NOTED.
��895.52 6. ALL WATER MAIN SHAUL BE C-900 DR -18
UNLESS O�ERIMSE NOTED
Gv 7. ALL UTlUTY CONFUCTS S14AU- BE RESOLVED
"WTEE ACCORDING TO CITY STANDARD SPELCIFICATIMS.
B. CONTRACTOR IS RESPONSIBLE FOR ALL TRENCH DESIGN
-lI*WND AND MEETING ALL OSHA REGULATION&
9. MAINTAIN 10' HORIZONTAL AND 1.5' YERTCAL
SEPARATION BET)IIEEN SANITARY KWER AND WATERMAIN.
10. SANITARY SEWER INVERT ELEVATIONS ARE .87
AT ENO OF SERVICE. INV -903.7
-22)J'BEND 11. ACTIVATION OF WAMRMAIN SYSTEM SHAUL CS=9123
kALVE MANHOLE BE PERFORMED BY CITY PERSONNEL ONLY.
ANASSEN 12. DEFLECTION TESTING FOR ALL NOW -RIGID PIPE SHAU BE
CMDUCTIED AFTER THE FINAL SACI<FIU- HAS KEN IN PLACE a, S-2+09
FOR 30 DAYS. INV-9OZO 4
13. THE SEWER AND WATER SERVICE SHAUL BE INCLUDED CS*911.0
IN THE PRESSURE AND LEMAGE TESTING REQUIREMENTS
FOR THE MAIN UNES. SWTBE
ar S-I+M 3
OUTLOT A INV=a97.7
8--IIY.BEND
S" 22Y,`BENO NV=893.6 2
W-22%IBEND CS= -902.6
S-0+57
NV -889 3
CS -698.i
RISER -15 . 0,
ou
or S--1 +17
12 le? H�ANT NV=887.0
CS= -896.0
00" WX6 1� W/6 -GV S-0+97
7� 79 INW88cl RISER -13.0' 4
bi W -SW M52 �8113.1
Z
-7 S-0+13 RIKR-10.0'
wv=879.8 3 T
;D -�,, �og 2
'OPoKv -m.4�2
.>>> RIVER ROCK DRIVE SOUTH
.......... TJ ........................................... ......... ......... ......... ......... ...... .......... ....... .
6
\ 5
HYDRANT
WX6-TEE W/6 -GV
27'-6'CIP U52
MD. ELEV.-911.9.
GRAPHIC SCAM IN
BENCH MARK
TIIH NW CORNER OF SLUFF CREE<
Bl -W. AND COWIMONIWALTH BL�
ELEV-923.18
z
... ......... I ...............
. . . . . . . . ......... ......... ......
................ ..... .. ......... ........ ..... ......... .. ..... . .....
-COGO
.. ... ....... 0 - - j loo. - - - a-
-- - - - - - w Pvc cgw (MIS) B- Pvc caco (MIS)
e PVC C900 (MIS) 0 0.� a 0.�
PIONEERawinming
�E�D� (006111-1914
.: ............
................. ................................
.............. ............... - . ..........
................. ....... .. ......... ..
-20.5' OUTSIDE
DROP
II I --T9S- -
71.- S'-PvC OR
ir Pvc m IS AQ.� 875
S' PvC WIT 26 0 ......... .........
.............................
0
......... ....
... .......
....... .. .....
......
IT
..... ........ .....
...
...................
ii->> .
..................................
: . I .
.........
.........
.........
......... ......... .........
.. .......... .........
-MIOSMNG
CT 0 TING
RTARY T.19R.
13 a
a
CMTRACTOR 10� FIELD
....... . ......
+WAFY LOCATION A ..
... .......
It
MOUNC,
Ex 118* a
875 a- Pvc Gwo (mla):
91-0..
It
�jj
D....
... ......
. It .............. .... ..
......
.......
.......
......
...............................
. .... . ...............
........ ..
... ...
a
SN2 -0
a
a
r
:�T
0
259- q
...........
it
..... .......... .
..... .. ..
.. .........
...... ....................
add 2 8
1>
------
I
>-PROPOSED
4.=
11 Nom�
7.5! M
3m...
11 CONNECT- TO EMSTING
WATERMAN;
GRADE
...... 4
900.
CONTRACTOR -M ..
..... - - -
. .... .........
.......
.......
... ....... .........
...... . .........
....... . ......... ......... ......... ......
.......
FIELD VERIFY LOCATIM
7.5' MIN.
BURY
...................
............
....
... .. .... ..... .....
........
.. ....
.........
...........
......... .........
. . . . . . . . ......... ......... ......
................ ..... .. ......... ........ ..... ......... .. ..... . .....
-COGO
.. ... ....... 0 - - j loo. - - - a-
-- - - - - - w Pvc cgw (MIS) B- Pvc caco (MIS)
e PVC C900 (MIS) 0 0.� a 0.�
PIONEERawinming
�E�D� (006111-1914
.: ............
................. ................................
.............. ............... - . ..........
................. ....... .. ......... ..
-20.5' OUTSIDE
DROP
II I --T9S- -
71.- S'-PvC OR
ir Pvc m IS AQ.� 875
S' PvC WIT 26 0 ......... .........
.............................
......... ....
... .......
IT
CT 0 TING
RTARY T.19R.
13 a
a
CMTRACTOR 10� FIELD
....... . ......
+WAFY LOCATION A ..
... .......
EI-EYATON.
Ex 118* a
875 a- Pvc Gwo (mla):
. . . . . . . . ......... ......... ......
................ ..... .. ......... ........ ..... ......... .. ..... . .....
-COGO
.. ... ....... 0 - - j loo. - - - a-
-- - - - - - w Pvc cgw (MIS) B- Pvc caco (MIS)
e PVC C900 (MIS) 0 0.� a 0.�
PIONEERawinming
�E�D� (006111-1914
.: ............
................. ................................
.............. ............... - . ..........
................. ....... .. ......... ..
-20.5' OUTSIDE
DROP
II I --T9S- -
71.- S'-PvC OR
ir Pvc m IS AQ.� 875
S' PvC WIT 26 0 ......... .........
.............................
I " k��) I S-1170
S-0+94 14 INV=880 6
INV=900.8 6 S-2+01 CS=889 6
-BOB a INV -880 5 7
CS-889�5
5 S -o+45 8 S=1+37
INV -8181.0
CS -890.0 INV=881.0
1 15 CS=890.0
- 0+85
S=1+14 16 w=w-S
LOKR WATER SERMCE TO MAINTAIN INV=881.3
CS=890.5
1B' SEPARATON AND INSUI-ATE. CS -890.3 OWER WARERMAIN TO MAINTAIN
lr SEPARATION AND INSULATE.
S-0+62 10 (SEE CITY STANDARD PLATE 2204) Im
�587.8 6-Gv
-CS-89,16-
GRAPHIC SCALE IN FEET
H
BENCH MARK
ENE! NW CORNER OF BLUFF MEEK
BLW. AND COMMONWEALTI BLVD
RrvTR ROCK DRIVE SOUTH JEURISSEN DRIVE EUEV=923.18
............... ..................... ............ ....... ......... ......... ......... .............. ......... ............ . .... ........ ..... ... ..... ......
a
........... ................... ...... ......... ......... ......... ......... .........
........................ ......... ......... ......
c -'g
......... ... ......... ......... ......... ..... ......... ......... ...... ......
905. ....... ....................... ....................... ..... .. ......... ......... ......... ........ ....... ..... 905..:
.... .............. ... ......... .........
Z.1 j, I
I EM G-�V a
.110
.... . .. ... .... ....... .........
. ... ............ .. . .... ........... .......... ..... . . .......
3
W=Z
T,
259* ...... . .........
......... ......... .......... ...... ......... ........ .....
36*: .....
8, PVC Sog 35
6.021k OK40E
........ ............... ...... ..... ........ .... ..
......... ... ................ ... ........ ....... . ................... ......... ... ..... ..
2 7.5 NOTE
-Iss
a' LOWER WATERMAIN. TO
SDR m MANTMINAB" SEPARATION
a
................... ........ ....... WITN slumul KWER-.. ......... .......
CROSSINQ
DR -18 ft
ar PW: MR 35 .........
a ......... ......... ......... ......... ....... .... s 1;701 - -- ........ . 78 N TE X-ING
r PVC SDR 35 12 KE CITY
a 0 I.DOX 8' PVC SDR 35 70 DETAIL 22D4
00.40% w pvc MR m
0 140% 08
r PVC SDR 35
. ............ 875..
...................................................................................................................... ............................................................. --------- ......... ... ..... ......... 0 t2QX .... .................. :
ll� ll+5D 12+00 12+W 13+00 13+50 l+tw 15� 15+50 16+00 16+50 17+00 17+50 18+OD 1�50 19+00 1"M �00 �W 21+00 5+w 17+w 7�00 23+50 2"CO 2�W
LOWER WATER SERVICE TO MAINTAJ
PIONEERe?wineeHng le SEPARATION AN01) INSULATE.
2�E�� W LENNAR
CAMDEN RIDGE
PLAN �. MINNESOTA 3 OF 16
SANUARY & WATIRMAIN 16MMTHAVENLIENSUTI
PLYMOUITTE �A 5�
HYDRANT
�-O+T4
S--0+30
SANIIAEY & WAMEMAIN CONSTRUCTION NOTES-
TEE w/6-Ov
MV -882-3
CS -891.2 INV=881.8
* SANITARY KKR SERACE �S ARE
1 6'C%P 0-52
�1+w S=-0+98 I,v=,,2.7CS=89t3
CS=890,8
STATIONED FROM DOWNSTREAM MANHOLES,
INV -884 3 INV -883.1 CS=8917
S-0+09
* ALl- SANITARY KKR & WATER MAIN SERMCES
.-�694.0
�8933 CS -892.1
6
INV�Ml,6
SAALL TERMINATE AT 9' PAST ROW.
4
5
YDRANT
CS 89O 7 /�rWTEE
3. ALL SANITARY SEWER KRMCES AND RSERS Sl4U-
3
8- 22YTEND
W/SwGV
-1+03
BE 5w PVC. MR 25 SOLVENT WILD JOINT (NON-GASKETED).
S Q-52
"Til A MINIMUM SERMCE MADE Of M
4� WATER SERMCES ARE 3 UP FIRM
INV -881 4 1NO. ELEV,890.2
7 CS -890.4
STREAM
SANITARY KRMCE WITH A MIN 7.5- BURY.
5. ALL WATER SERMCIES SlALL
8 S-0+71
BE I- (TYPE
COPPER UNLESS OTHERWISE NOTED.
5'-22Y,
6. ALL WATER MAIN SHALL BE C-900 DR -18
8"Gv
I
UNLESS OTIAERMSE NOTED.
z
7. ALL UTILITY CONFEICTS SHALL BE RESOLVED
S-0+20
ACCORDING TO ON STANDARD SPECIFICATIONS.
9 INV=8807,'
& CONTRACTOR IS RESPONSIBLE FOR ALL TRENOH DESION
W-22wiN
RlYIEW
CS=889�7
AND MUMNG ALL O�A REQUILATIONS,
10
9. MAINTAIN 10' HORIZONTAL AND 1.5' VERTICAL
SEPARATION BETWEEN SANITARY SEWER AND WATERMAIN.
10. SANITARY SEWER INVERT EUEVATIONS ARE
a
H-
AT END OF KIRMCE
H-
cs-mg.5
11. ACTIVATION OF WATERMAIN SYSTEM SHAIJ-
3
�,9�2 , .
I ,,
BE PERFORMED By ON PERSONNEL ONLY.
S0+20
IZ DEFLECTION TESTING FOR ALL NOH-RIQD PIPE SHALL BE
INV -880.3 --
CONDUCTED AFTER THE FINAL BACKFIU- HAS BEEN IN PLACE
S-0+77
CS -BBB 3
FOR 30 DA�
�1�.S 82 s-,,5 NV=882.9 S=-0+09
5
12
13. THE SEWER AND WATER SERMCE SHALL BE INCLUDED
S-0+55
CS=891.9
S-1+78 INV-BBZ7 INV=882�4
S=-0+89
IN THE PRESSURE AND LEAKAGE TESTING REQUIREMENTS
N�888,6
-891 4
INV=881 3 6
N
FOR THE MAIN LINES.
�-AA7 A
INV-gR&�CS-WZ7 CS=
I
-
I " k��) I S-1170
S-0+94 14 INV=880 6
INV=900.8 6 S-2+01 CS=889 6
-BOB a INV -880 5 7
CS-889�5
5 S -o+45 8 S=1+37
INV -8181.0
CS -890.0 INV=881.0
1 15 CS=890.0
- 0+85
S=1+14 16 w=w-S
LOKR WATER SERMCE TO MAINTAIN INV=881.3
CS=890.5
1B' SEPARATON AND INSUI-ATE. CS -890.3 OWER WARERMAIN TO MAINTAIN
lr SEPARATION AND INSULATE.
S-0+62 10 (SEE CITY STANDARD PLATE 2204) Im
�587.8 6-Gv
-CS-89,16-
GRAPHIC SCALE IN FEET
H
BENCH MARK
ENE! NW CORNER OF BLUFF MEEK
BLW. AND COMMONWEALTI BLVD
RrvTR ROCK DRIVE SOUTH JEURISSEN DRIVE EUEV=923.18
............... ..................... ............ ....... ......... ......... ......... .............. ......... ............ . .... ........ ..... ... ..... ......
a
........... ................... ...... ......... ......... ......... ......... .........
........................ ......... ......... ......
c -'g
......... ... ......... ......... ......... ..... ......... ......... ...... ......
905. ....... ....................... ....................... ..... .. ......... ......... ......... ........ ....... ..... 905..:
.... .............. ... ......... .........
Z.1 j, I
I EM G-�V a
.110
.... . .. ... .... ....... .........
. ... ............ .. . .... ........... .......... ..... . . .......
3
W=Z
T,
259* ...... . .........
......... ......... .......... ...... ......... ........ .....
36*: .....
8, PVC Sog 35
6.021k OK40E
........ ............... ...... ..... ........ .... ..
......... ... ................ ... ........ ....... . ................... ......... ... ..... ..
2 7.5 NOTE
-Iss
a' LOWER WATERMAIN. TO
SDR m MANTMINAB" SEPARATION
a
................... ........ ....... WITN slumul KWER-.. ......... .......
CROSSINQ
DR -18 ft
ar PW: MR 35 .........
a ......... ......... ......... ......... ....... .... s 1;701 - -- ........ . 78 N TE X-ING
r PVC SDR 35 12 KE CITY
a 0 I.DOX 8' PVC SDR 35 70 DETAIL 22D4
00.40% w pvc MR m
0 140% 08
r PVC SDR 35
. ............ 875..
...................................................................................................................... ............................................................. --------- ......... ... ..... ......... 0 t2QX .... .................. :
ll� ll+5D 12+00 12+W 13+00 13+50 l+tw 15� 15+50 16+00 16+50 17+00 17+50 18+OD 1�50 19+00 1"M �00 �W 21+00 5+w 17+w 7�00 23+50 2"CO 2�W
LOWER WATER SERVICE TO MAINTAJ
PIONEERe?wineeHng le SEPARATION AN01) INSULATE.
2�E�� W LENNAR
CAMDEN RIDGE
PLAN �. MINNESOTA 3 OF 16
SANUARY & WATIRMAIN 16MMTHAVENLIENSUTI
PLYMOUITTE �A 5�
5ANIIARY & WATERMAIN CONSTRUCTION NOTES -
L SAM TARY KKR KRAM �S ME
STATIONED MOM DOWWSREAM MANHXE&
2. M -L SANITARY KKR & WATER MAIN KRVICES
Sll� TERMINATE AT 9' PAST ROW.
3. � SANITARY SEWER SERIltNS AND RISERS SHAU-
BE 6' PW. MR 26 SOLVENT WELD JOINT (NON-GASI(ETED).
WITH A MINIMUM KRVIM MAN OF 2X
4. WATER SERVICES ME 3' UP STREAM �
SANITARY WRVIN WTH A MIN 7.5' BURY.
S. AU WATER KRMUS SHAU- BE I' (TYPE "K')
COPPER UNUESS OTHERWISE NOTED.
6. AU WATER MAIN SHALL BE C-90 DR -18
UNLESS OlHMWlSE NOTED.
7. Al� UllUlY CON�CTS SHAU� BE RESOLWD
ACCORDING TO OTY STANDARD SPECIMATIONS.
8. CONTRACTOR IS RESPONSIKE FORK AU TRENM DESIM
AND MEETING AU OSHA REGULATIONS,
9� MAINTAIN IV HMIZONT& AND 1.5' I0ERTICAL
SEPARATION BETWEEN SANITARY KKR AND WAYMMAIN.
10. SANITARY SEWER INMERT EUVATIONS ARE
AT END Ol' KRVIU.
11. ACTIVATION OF WAWRMAIN SYSTEM SHAU�
BE PETIFORMED By QTY PERSONNEL ONLY.
12. DE�CTION TESTING FOR � NON-RIQD PIPE SHAU BE
CONDUCTED Af-TER THE FINA- BA�RU HAS BEEN IN PI -ACE
FOR W DA�
13. THE SEWER AND WATER SERVla SHAU� BE IN=OED
IN- THE. PRESSURE -AND t_EAKAN TESTING REQUIREMENTS
0
0
0
0
w
12
13
T --ATqANT
10
S-1+52
H -I 114�87Z4
CS-EMIZ3
IrXG-TEE W/6 -V
__1O'-6'OiP CO2
8 X8 TEE
D. ELEV.=899.1 4
S=-2,22
wv=87S
87GV
GRAPHITIC SCAM IN FE]KT
I I- =:::t==: =-aj
�8811
S-0+20
.......... .... ...... ............ .........
RFNCH MARK
TNH NW CORNER OF BLUff MEEK
RISER -3.0'
11,1�575.7
cs-
.......... ........ ...........
..............................
RISER-3.0'
........... ......... ........... .........
ELE"92118
....... ................ ......... ......... .........
61 a- PV� SbR 26
M;
6
S-1+24
_50' w
Pvc SDR:" 0 0.49%
INV -874.6
Ir PC EIR is
�118&9
7
S-1+45
01�-973.4
INV=87Z4
�=IMM3
8-XCRE�R W/6 -GV
: 870 :
-
GRAPHITIC SCAM IN FE]KT
I I- =:::t==: =-aj
870
.......... .... ...... ............ .........
RFNCH MARK
TNH NW CORNER OF BLUff MEEK
&VD. AND COIJMONK&TH &W.
.......... ........ ...........
..............................
HFNRY COURT
...... ......... ......... .............
........... ......... ........... .........
ELE"92118
....... ................ ......... ......... .........
61 a- PV� SbR 26
M;
_50' w
Pvc SDR:" 0 0.49%
Ir PC EIR is
905
0 M40X
905
................... .............
a......
.........
965
........... ................... I ........
.........
.............. ......... .........
......... ...........
. .......
900
........ ......... ..................
" ... . .... ...... I�M ......
2�� ..... Z;Z� �' w, 5�DD
... ... 900
PISNEERengi.newing
....................
............
.. . ......... .... .........
4% ............. ... . ...
.. ......
2� Er�I, D� (651)UI-1914
ROPOSED
RDPOSFD
I I SANrr ARY & WATERMAIN PLAN
LENNAR
N MTTE 6(30
1
CANWEN RIDGE
4 16
RADE
G GRAIIE
895 ..........
16=i � A�
M&MlihSMN
q 895
..... ....... ......
................... ........
............ .. ...
......... ........
.. STIND
. VS=
MR,
rG OUND
>
f I
......... .
...... ..... .................. ................
q
d
890
k
890
.................... .........
........ . .......
.. ........
..........
.... .. .......
: 870 :
-
: I
I I- =:::t==: =-aj
870
.......... .... ...... ............ .........
................... ................
.......
61 a- PV� SbR 26
_50' w
Pvc SDR:" 0 0.49%
Ir PC EIR is
0 0.�:
0 M40X
965
........... ................... I ........
....... ....... .......................
......
.... ...... 965
........ ......... ..................
" ... . .... ...... I�M ......
2�� ..... Z;Z� �' w, 5�DD
PISNEERengi.newing
2� Er�I, D� (651)UI-1914
I I SANrr ARY & WATERMAIN PLAN
LENNAR
N MTTE 6(30
1
CANWEN RIDGE
4 16
16=i � A�
M&MlihSMN
I � ". I I
KYMID� MINNEMTA 5�
5AN11MY & WATERMAN CONSTRUCTION NOTES -
L SANITARY SEWER SERMCE WYES ARE
STATIONED FROM DOWNSTREAM MANHOLES -
2. AU SANITARY SEWER & WAMR MAIN SERMCES
SHALL TEFIMINATE AT 9' PAST ROW.
3. ALL SANITARY SEWER SERMCES AND RISERS SHALL
BE 6' P�, SOR 26 SOLVENT WELD JONT (NON-GASKETED).
WITH A MINIMUM SERVU GRADE OF 2X
4. WATER SERMOES ARE 3- UP STREAM FROM
SANITARY SEF?MCE WITI A MIN 7.5- WRY.
5. AI -L WATER SERMCES SHAILL BE I- (TYPE -K-)
COPPER UNUESS OTHERWISE NOTED.
6. ALL WATER IJUMN SHALL BE C-900 M-18
UNLESS OTiERWSE NOTED.
7, AI -L UTILITY C014FUCTS SHAI-L BE RESOLVED
ACCORDING TO OTY STANDARD SPEOnKlATIONS.
8. CONTRACTOR IS RESPONSIBLE FOR � TRENCN DESIGN
AND MEETING ALL OS11A REGULATIONS.
9, MAINTAIN IV HORIZONTAL AND 1.5- VERTC&
SEPARATION BETWEEN SANITARY SEWER AND WATERMAIN.
10. SANITARY SEWER INVERT ELEVATIONS ARE
AT NO OF SERVIM
11. ACTIVATION OF WATERMAIN SYSTEM SlAL-
BE PERFORMED By OTY PERSONNEL ONLY
12. DERUECTiON TESTING FOR ALL NON-FIGID PIK S11AU. BE
CONDUCTED AFTER THE FINAL BACKnLL HAS BEN IN PLAIDE
FOR 30 DAYS.
11 THE SEWER AND WATER SERAa 511ALL BE INaUDED
IN TAE PRESSURE AND LEAKAGE TESTING REOUIREMENTS
L
GRAPHW �� W �
13
S-0+31
INV -879,5
�8138�5
a --s c
S=1+29
tNV=877.0
cS=8WO
RISER -3.0'
@10
.........
1-�
Mr
S--2+65
11
INV=882�3
BENCH MARK
TNH NW CORNER OF BLUFF MEEK
�891.3
S=-1+84
RISEY-3.0'
114�-803.0
CS --892.0 8'A-22)j�
RISER=4.Cr
HYDRANT
................................
8 -X6 -TEE W/5 -GV
OUTLOT E
12 21'�"DIP U51
C�-886.8
ONO EUV.=891.8
S-1+10
INV -1582.7
NV=881.9
LENNAR
CS -890.9,
5
R
S=1+29
tNV=877.0
cS=8WO
RISER -3.0'
8'XS-TEE W/6'GV
.........
1-�
Mr
W-VIDIP Q-52
0+50 0+00 0+50 1+00 1+50 2+00 2+50 �00 3+50
BENCH MARK
TNH NW CORNER OF BLUFF MEEK
GS� -22)J`BENO
t;ND. EUN.-BB&I
PIONEERawineering
S-1+08
wv=a�.8
................................
................................
OUTLOT E
S-2+40
C�-886.8
... ..........
.............
INV -1582.7
905 4-
LENNAR
F- CAMDEN RIDGE
5
CS -1591.7
......
RISER -4.D'
. ..... ..
WGV
14
M�U� �A �
10
13
15
HYDRANT
9QO..:
CS --890.6
0
RISER -3.0,
-0+215
12
-mm
INV -879 4
.........
............. -:-W ...... .. ....
....... ........ .900..
N.
PJSER=3-O'
S,n"TEE
8'XS-TEE W/6'GV
.........
...........................
....... *** ....
W-VIDIP Q-52
0+50 0+00 0+50 1+00 1+50 2+00 2+50 �00 3+50
BENCH MARK
TNH NW CORNER OF BLUFF MEEK
5+00 �50 6+00 6��a 7+00
t;ND. EUN.-BB&I
PIONEERawineering
BLVD. AND COMMONWEAJ�Tll BLVD.
................................
................................
OUTLOT E
JEURISSEN DRIVE
......... ......... ------------------- ......... ......
--7
... ..........
.............
8
905 4-
LENNAR
F- CAMDEN RIDGE
5
��O�m5sm
......
9
. ..... ..
WGV
M�U� �A �
10
1
15
HYDRANT
9QO..:
0
......... ........ .......
0. ELEV.-
.....................
5+. 91
.........
............. -:-W ...... .. ....
....... ........ .900..
N.
S,n"TEE
8--22Y,�
S-0+54
INV -876.6
cs-aB5.6
H-1
.......... %� ... .........
YORANT
ff-x6-REWcM W/6-Gv
S*1+40
10'-B'W UL52
14�-879 4
H-1
PR �J-
ONO. ELEV.-887.9
�-SBBA
211, �l
S=,+ 58
9,43 75
INV=881 8
CS=890 8
B90..:
:
2
S--0+76
INV=Ml.O
......... ......... ..........
...........
..
..............
..................
. ......... ....
C9
............
........ ....... ....... . .......
.....
S=1+21
.. ..... .........
3
INV=879.7
CS --888.7
c)
gz!
4
5
INSULATE X-ING
SEE 0TY
. ...... .. .... ...... DIETAM, 2204.
AM... ......... .......
ar m sixt Z6
ol . six
I: - - . ................. ......... ................... ........ :..870...
- ........................................................ ........
............. - ..................................................................................................................
.........
...........................
....... *** ....
...... .......
0+50 0+00 0+50 1+00 1+50 2+00 2+50 �00 3+50
BENCH MARK
TNH NW CORNER OF BLUFF MEEK
5+00 �50 6+00 6��a 7+00
;.w i;c� 9+00 9+50
PIONEERawineering
BLVD. AND COMMONWEAJ�Tll BLVD.
................................
................................
............... - ........ ..........
JEURISSEN DRIVE
......... ......... ------------------- ......... ......
--7
... ..........
.............
ELEV-923.18
............. ........ .........
905 4-
LENNAR
F- CAMDEN RIDGE
5
��O�m5sm
......
....... .........
. ..... ..
M�U� �A �
�TA
1
9QO..:
......... ........ .......
.....................
.........
............. -:-W ...... .. ....
....... ........ .900..
N.
......... .. 895..
q
.......... %� ... .........
PR �J-
B90..:
:
......... ......... ..........
...........
..
..............
..................
. ......... ....
...... ......
............
........ ....... ....... . .......
.....
.........
.. ..... .........
-.1.5' MN.
BURY
...................
...... ..
.....
...................
......... .......
. ......... ....
..............
.........
......... .....
........
.........
...
....... .......
.
.......... .........
......... ......... 8&
L.D� WAI��AJN
"A
TO ANTAIN IS' SEPARATION
..............
..........
00 :
................... .......
[ .....
III STORM SEWER
....... ... ...
......
.......
.......
..... ....
........................
......................
INSULATE X-ING
SEE 0TY
. ...... .. .... ...... DIETAM, 2204.
AM... ......... .......
ar m sixt Z6
ol . six
I: - - . ................. ......... ................... ........ :..870...
- ........................................................ ........
............. - ..................................................................................................................
.........
...........................
....... *** ....
...... .......
0+50 0+00 0+50 1+00 1+50 2+00 2+50 �00 3+50
.........
�00 �50
5+00 �50 6+00 6��a 7+00
;.w i;c� 9+00 9+50
PIONEERawineering
--7
2�Fm.� (651)al-1914
Dd
LENNAR
F- CAMDEN RIDGE
5
��O�m5sm
SANUARY & WATERMAIN PLAN
I
OF
M�U� �A �
�TA
1
0 25 50 1.
Li��
GRAPH]C SCALE IN �
1 9t5 ....
: 910 : I
.................
: 905
..........
aw . S BURI
CORRUGA : 3ED HOPE P11 . NIE
900
.......... —
STORM SEVIER COt4STRUCTM NOMS'
1. PROMDE R-3M7V OR R-3M7VS. AT LOW PUNTS. NEENAH CASTINGS OR
�PROVED EQUAL ON ALL CATCH B�NS UNLESS 01HERNSE NOTED.
2. PROMDE 24'.36* SLAB OPENING FOR R-�W NEENAH CASTINGS ON ALL
CATCH BASIN MANHU�S UNLESS OIHER"SE NOM.
3. MAIN TILE TO BE PLACED V BEHIND BAC3( Ol' CURB. MAIN TLE TO BE
PERFORATED. CORRUGATED DUAL WAU- SloICOTH UNE. AND PLACED AS
SHOM ON PI -AN. MAIN TILE CLEAN -CUTS PLACE AS SHOM ON PILAN.
4. RNAL STFtUCTLJRE �-SET 70 BE VERIFIED BY CONTRACTOR AND
INSI'ECTOR BASED ON MATERIAL SUPPLIED TO PROJECT. RELD STMING
SET ACCORDING TO RACK-M-CUREL
STRUCTURE
INANE
STRUCTURE
SIZE
NEENAH
CASTING OR
EQUA&
ca -105
W'Y24*
R-3067 v
CB -106
35m�4'
R-"7 V
CB -115
27' DIA.
R-�42
CB -121
27' W.
R-�42
CENIH-102
487 DUL
R-3067 V
CBMH-103
48w DIA.
R-"7 V
CBMH-104
48* MA.
R-3067 V
COUH-111
48w OUL
R-3067 V
CERIN -112
487 U&
R-3067 V
ClNuIH-113
48" DIA.
R-3067 V
COM -114
48" DIA.
R-3067 V
�l
sor U&
SPECIAL -
NH -101
487 Olk
R-1642
10
5' HOPE MAIN TILE
IN $RON nUNG FILTER �NCH
SEE DETAIL SHEET 16
IDUTLOT C
pOpqD 1
WYLET=ms
6
-- - --1 - 3
2 CLEANOUT
_�:97.73
------ -------- %CLEA.MT
IN 90.99
------ INV 88.49
12 11
910 895 ......
......... ......... ......... ......... ......... ...... — . � � —...: ......... ......... ......... ......... ......... ......... : ...
895 is- Z� ;CL5 GRADE : &?= .. I I I l,m
%- W6 0.: 895 880 :
.... . ..... ....... ......... ......... ........ ..................................... ................ . .................... ......... ........ .........
B, 22 24 2:
CP CU%
890
>: 890 875
............ ..... ..... .................. ................ ...... ......... ......... ......... ........ ...
15
1211' 0 a, 7MA5N WARD,
0
IT RoP, Cus 9.0 Cy-- GLIB
...........
.. ......... ........... ...... .... ...
5
z
.... . ..... ......... ......... . .....
POND I
OUTLET -571.5
HW�11774.f :-'
WET VOL-1.29:AC�
SIM. VOL -1.00
- : 895
.... iL
j Z�� !. : ... 89.0..:
44� 0 1. '� N� .: 880 :
.11 -.n ...................
11 : 875
.................. .........
21" RCP C-4
RIP RAP W/GEOTEXTILE
885 MTEFt "KET 870
... ......... .......... ... ...... . ......... ........ ........ ...... .........
......... ...... .... .. .. ....... ........... .... -- ......... ........ THE LAST 3,MTS
..... . ..... 3 . 4 0 OAU I
: ST 0 1. -
880
905 :
: 890 :
.........
........... ....
....... .........
......... .........
........
................................ .................
....... ...........
PISNEERenenee?ing
E�. (651)MI-1914
H�,,Ia, AIN 551M �681�
900
885
...........
. . ............ ....... .........
......... ........ — ..........
du�
Z. .
.........
........
3
Z9z
895 is- Z� ;CL5 GRADE : &?= .. I I I l,m
%- W6 0.: 895 880 :
.... . ..... ....... ......... ......... ........ ..................................... ................ . .................... ......... ........ .........
B, 22 24 2:
CP CU%
890
>: 890 875
............ ..... ..... .................. ................ ...... ......... ......... ......... ........ ...
15
1211' 0 a, 7MA5N WARD,
0
IT RoP, Cus 9.0 Cy-- GLIB
...........
.. ......... ........... ...... .... ...
5
z
.... . ..... ......... ......... . .....
POND I
OUTLET -571.5
HW�11774.f :-'
WET VOL-1.29:AC�
SIM. VOL -1.00
- : 895
.... iL
j Z�� !. : ... 89.0..:
44� 0 1. '� N� .: 880 :
.11 -.n ...................
11 : 875
.................. .........
21" RCP C-4
RIP RAP W/GEOTEXTILE
885 MTEFt "KET 870
... ......... .......... ... ...... . ......... ........ ........ ...... .........
......... ...... .... .. .. ....... ........... .... -- ......... ........ THE LAST 3,MTS
..... . ..... 3 . 4 0 OAU I
: ST 0 1. -
880
.......................
.........
875
................................ .................
....... ...........
PISNEERenenee?ing
E�. (651)MI-1914
H�,,Ia, AIN 551M �681�
24 RUP CI -25
3f ::PG.�r
IV L5"�_ 24- \-48'X44' BAFFLIE.
880 865 42- 0 O.� law cP co III TRASH GUAM. TOP:.876.40 865
.......... %2O:C-Y--CL.D1: ......... eOT-. $72-73 .............
.... . ....... .. ... .... 4K
is cis RIP RAP W/GEOTE)MUE SEE DETAIL
F.E-S. MIER KANKET
THE I -AST 3 "M
V/ TRASH WARD.
ME LAST:3 JOINTS
875 860 860
.............................. - .......... ........... .................................................. ....... ......... .... ......... ................... .........
4
CLEANOUT
�114 98.29 ,
NV 95.79
10 5
CLEANOUT
RIM 90.8��
INV 88 30
CLEANWT
RIM; 87.5
NV. 85.02
9 6
ORMN mTr SERma (TrP.
OUT _CIYP.Y - - -
14
7
HDPE
-PERFORATED
PIPE (�.J, H-
H -
H_
4
2
'JWE DRAM MEE
',. FILING FILTER TRENCH
DETAIL SHEET 16 1 -
�2 POND 2
OUTLET=579
Hft=w3.2 3
7 AC -FT
.78 AC -FT
4
N OUT �TP
GRAPHY SCALE IN
............................... ............... ........ ............................................................. ....... ....... ..................... ....... ..................
890
: 890 :
S�MJRF
SZE
: 870
C (�q_
-X24-
R-3067 V
kSIRUC�
B-214
C CB I
. 61
........................
........... .... .
. ..........
...... a ........ ............
__ ........... .........
... .......................
R-4342
�-=5
......
R -W67 V
z . I .
GUTLET-879.0
0;
CBW-213
49' D�
;>
CBMH25I
2
R -I"2
885
O>
SPECIAL.
101-m
48w OUL
R-16,42
M-202
...... ..........
P .....
101-211
XT �-ZW A�
R-1642
...
:" �Mk�
870
890
.......... .........
885
—0
> >
STOP. YOL=f,73 AC -FT
.................................
�9
a
M LAST 3 JOINTS
......... .....
88.0...
......................................
=6501:719MI4
..............
... ....
> .....
1
N-
1. 1,
1
I
LENNAR
W/ MIA� WARD..
24' 0 O.00X
880
STORM SEWER PLAN
> 880
A-48:
Z.,
EXISTING,
....... --------
I T'�
si
: ... 87.5..: .......
0 2'83%
RCP US
... 87.5..:..
870
UC TUBE
NAME
NAME
S�MJRF
SZE
: 870
C (�q_
-X24-
R-3067 V
kSIRUC�
B-214
C CB I
. 61
........................
CB_ "
CB -215
. ....
..... I, ......
.....
27' DIA.
R-4342
�-=5
48' DIK
R -W67 V
�;q
a
0;
CBW-213
49' D�
;>
CBMH25I
2
R -I"2
885
O>
SPECIAL.
101-m
48w OUL
R-16,42
M-202
...... ..........
P .....
101-211
....
R-1642
...
:" �Mk�
870
890
.......... .........
......
it' Rmi CL5
—0
> >
RIP -RAP M/GEOIEKMUE
.................................
�9
PlarqEUD -
1.uxeVneenng
M LAST 3 JOINTS
FILTER BLANKET
ME LAS� 3 JOINTS
88.0...
S
=6501:719MI4
... ....
> .....
1
N-
1. 1,
1
I
LENNAR
W/ MIA� WARD..
24' 0 O.00X
STORM SEWER PLAN
IW RCP CEI
Rag Z> K> I
..... ......
STORM SEVIER CONSTRUCTON NOTES
1. PROMDE R-�� OR R-306�. AT LOW 'UNTS. NEENAH CASMNM DR
APPROWD EQUAL ON ALL CAM� BASINS UNLESS OMRERIMSE NOTED.
2. PROMDE 24'.M' SLAS OPENING FOR R-3M7V NEENAN CAS�NIGS ON ALL
CAMW BASIN MANHOLES UNLESS OTHERMSE NOTED
3. MAIN MILE TO BE PLACED V BEHIND SA� OF WRO. DRAIN PLE TO BE
PERFORATED. CORRUGATED W& WAI-1- SMOOTH LINE AND PLAICED AS
SHOM ON PLAN. DRAIN MILE PLACE AS SHOW ON PLAN.
4. FINAI_ STRUCTURE OFF -SET TO BE WRIFIED BY CONTRACTOR AMID
INSPECTOR BASED ON MATERIAL SUPPLIED TO PRO&CT. FIELD STMING
SET A�ORDING TO BAM-OF-CURB.
STRUCTURE TABLE
UC TUBE
NAME
NAME
S�MJRF
SZE
C NEENAH
ASTING OR
EQUAL
C (�q_
-X24-
R-3067 V
kSIRUC�
B-214
C CB I
. 61
ll-�2
CB_ "
CB -215
27' DIA.
R-�2
M-216
C'_
27' DIA.
R-4342
�-=5
48' DIK
R -W67 V
�;q
49" D�
0;
CBW-213
49' D�
;>
CBMH25I
a
R -I"2
CS -2
O>
SPECIAL.
101-m
48w OUL
R-16,42
M-202
60' N&
R -I"2
101-211
48- DIA.
R-1642
M-252
:" �Mk�
870
890
.......... .........
......
it' Rmi CL5
—0
> >
RIP -RAP M/GEOIEKMUE
.................................
.............. .................................................................................
PlarqEUD -
1.uxeVneenng
M LAST 3 JOINTS
FILTER BLANKET
ME LAS� 3 JOINTS
Rag Z> K> I
..... ......
STORM SEVIER CONSTRUCTON NOTES
1. PROMDE R-�� OR R-306�. AT LOW 'UNTS. NEENAH CASMNM DR
APPROWD EQUAL ON ALL CAM� BASINS UNLESS OMRERIMSE NOTED.
2. PROMDE 24'.M' SLAS OPENING FOR R-3M7V NEENAN CAS�NIGS ON ALL
CAMW BASIN MANHOLES UNLESS OTHERMSE NOTED
3. MAIN MILE TO BE PLACED V BEHIND SA� OF WRO. DRAIN PLE TO BE
PERFORATED. CORRUGATED W& WAI-1- SMOOTH LINE AND PLAICED AS
SHOM ON PLAN. DRAIN MILE PLACE AS SHOW ON PLAN.
4. FINAI_ STRUCTURE OFF -SET TO BE WRIFIED BY CONTRACTOR AMID
INSPECTOR BASED ON MATERIAL SUPPLIED TO PRO&CT. FIELD STMING
SET A�ORDING TO BAM-OF-CURB.
STRUCTURE TABLE
UC TUBE
NAME
NAME
S�MJRF
SZE
C NEENAH
ASTING OR
EQUAL
C (�q_
-X24-
R-3067 V
kSIRUC�
B-214
C CB I
27'
ll-�2
CB_ "
CB -215
27' DIA.
R-�2
M-216
C'_
27' DIA.
R-4342
�-=5
48' DIK
R -W67 V
MEIMH-212
49" D�
R-3067 V
CBW-213
49' D�
R-3067 V
CBMH25I
46' DIAL
R -I"2
CS -2
Bar DIAL
SPECIAL.
101-m
48w OUL
R-16,42
M-202
60' N&
R -I"2
101-211
48- DIA.
R-1642
M-252
:" �Mk�
870
BENCH MARK
TNH NW CORNER OF BELIEF CREEK
S,�. AND �MDNYIEALMA BLVD
ELE�923.18
........... ............. .............................
910 930 930
................... — ..................... — .............. . ..............
905 925
Iw Rmso::
a 15' RM CL5
885 905
. .............................
.'�lw KIP DES.
4V 0 0 S)k a 880 : 900
...................................................................
15, � az
0 O= W ROP 3CL5 2B .35Z 2.5OX:
. � , I lir ROP CL5 IV
RIP R�
§75 W/*OEOTEV LE
ILE
FILTER SI
.......
...........
1,2' 0
BOT, :878.06
... 875
......
895
.........
ME L43T 3 �ONTS:
1 RCP CLS
:13W 0 1.8511
:15' R� CL5
:24'
W/ TRAsN WARE.
870 :..
38*011SOX.
A4:
C-111
870
890
.......... .........
......
it' Rmi CL5
......... ..
W/ MASH GUA R.
RIP -RAP M/GEOIEKMUE
.................................
.............. .................................................................................
PlarqEUD -
1.uxeVneenng
M LAST 3 JOINTS
FILTER BLANKET
ME LAS� 3 JOINTS
=6501:719MI4
1
N-
1. 1,
1
I
LENNAR
STORM SEWER PLAN
PLYMOUTH- WTNNMSOTA 5�
: 925 :
................
: 905 :
...........................
: 900
I's 11.3.. BUR, ........ .........
CORRUGATED HOPE PIPE
895 :
..........
890 :
......... .......... . ........ ........
0�1�m
STCRM SEWER CCNSTRuCMON NOIES
1. PROMDE R -306n OR AT LOW POINTS, NEENAH CASTINGS OR
APPROWD EQUAL ON ALL CATCH BASINS UNLESS OTHERNSE NOTED.
2. PROADE 24".36* SLAS OPENING FOR R -306n NEENAH CASTINGS OR ALL
CATCH BASIN MANHO�S UNLESS OTHERNSE NOTED.
3. DRAIN MILE TO BE PLAUD V BEHIND BACK OF CURB. DRAIN TILE TO BE
PERFORATED. CORRUGATED MAL WALL SMOOi`H UNE. AND PLACED AS
SHOM ON PI.A14. DRAIN MILE CLEAN -CUTS PI -ACE AS SHOWN ON PLAIN.
4. nNAL STRUCTURE Off -SET TO BE VERInED BY CONTRACTOR AND
INSPECRDR BASED ON MATERIN. SUPPLIED TO PROXCT. REM STAKING
SET ACCORDING TO BACK-OF-CLRB.
16 15 14 13
STRUCTURE TABLE
STRUCTURE
NAME
STRUCTURE
sm
NEENAH
CASTING OR
EQUAL
Cff-m3
W'Y24'
R-�7 V
CB -232
W'�4,
R-21067 V
CB-2�
W'�e
R-3067 V
C13-303
27' W.
R-4342
M-311
27' DW
R-4�2
CSUH-m
48' DU,
R-3067 V
MMH-231
487 DIA.
R-3067 V
48w DIA.
R-3067 V
H-2 2
48' DI&
R-3067 V
rZ24'
4ar DUL
R-4342
=_�
,_3,2
48' CIA.
R-�2
M._U,
4e Olk
R-1642
PISNEERengineffing,-
2�E�D�
STORM SEWER PLAN
LENNAR
I
CAMDEN RWE
8 OF 16
I
16M URN A� N SUITE W
RLY� MINNESOTA 5�
890
I
. ......
GRADE
...... ....................
....... .... ....... ........
I
q
'4
885
I -
......
........... ......... .........
4s'.6 6.1 St .....
iv
jq: 0 1V RCP CLS
16 15 14 13
STRUCTURE TABLE
STRUCTURE
NAME
STRUCTURE
sm
NEENAH
CASTING OR
EQUAL
Cff-m3
W'Y24'
R-�7 V
CB -232
W'�4,
R-21067 V
CB-2�
W'�e
R-3067 V
C13-303
27' W.
R-4342
M-311
27' DW
R-4�2
CSUH-m
48' DU,
R-3067 V
MMH-231
487 DIA.
R-3067 V
48w DIA.
R-3067 V
H-2 2
48' DI&
R-3067 V
rZ24'
4ar DUL
R-4342
=_�
,_3,2
48' CIA.
R-�2
M._U,
4e Olk
R-1642
12 11 10 9
905 :
11.2 C.Y,- GLUT
i q
............. ......... .........
......... ......... ......... ......... ......... ......... ......... ......... ......... ...
............... . ....... . .......
......... ........ ...........
. . . .
nLTER BLANKET
0 N G
. . k i-! e
mm>>
ME LAST. 3 JNNTS
W/ MASH WARD.
D
-
.>>>>
10.0 C.Y-- X�m
895
E..z Z.
----
865
900
11.2 C.Y,- GLUT
a 870
............. ......... .........
......... ......... ......... ......... ......... ......... ......... ......... ......... ...
...........
. . . . . . . . . . . . . . . . . . . .
. . . .
nLTER BLANKET
0 N G
. . k i-! e
mm>>
ME LAST. 3 JNNTS
W/ MASH WARD.
D
-
.>>>>
10.0 C.Y-- X�m
895
E..z Z.
----
865
865 a
I'll -TER BI-ANKET
.............
...... *4w ......... : .............
..... .
.....
'ME LAST 3 JONTS .. ......... .........
.......
PISNEERengineffing,-
2�E�D�
STORM SEWER PLAN
LENNAR
I
CAMDEN RWE
8 OF 16
I
16M URN A� N SUITE W
RLY� MINNESOTA 5�
890
I
. ......
GRADE
...... ....................
....... .... ....... ........
I
q
885
1.7(
......
........... ......... .........
4s'.6 6.1 St .....
C
jq: 0 1V RCP CLS
. ....... ......... .........
GROUND
............
bi A Z., 905
............................. ...... . .........
900
................. ........ ........... ......... ......... ......... ...... ......... .........
> >
*6
895
. ......................... .......................... ......... ...... ........... ........ .: ..........
> "NO IDIM FOUNDATION
r= -T BAC3011ILL M
>
> ........... ....... Id: ..........
F33K 890
... ..... . . .... --- I ................. . ........ ��oDl -
lu
:GRADE�u
0 0.50%
2 > azz
&zzz Ez.
, E38 , 5
��-ffiqqm�
[ : : 12i 0 �,� .-1 A -14o -0.5�M 875 :
- --15-:RW'CLS--: - JHL �oon 115t RCP M5: - : ...... :
870
11.2 C.Y,- GLUT
a 870
............. ......... .........
......... ......... ......... ......... ......... ......... ......... ......... ......... ...
RF, RAF W/gOT ...... ......... ........ ...
POLE ........
...... ......... .........
......... ........................................
nLTER BLANKET
15" F.E.S.
ME LAST. 3 JNNTS
W/ MASH WARD.
10.0 C.Y-- X�m
RIP RAF W/GDOTEXMILE:
865
865 a
I'll -TER BI-ANKET
...............................
..... .
....... ... ............... ............................
'ME LAST 3 JONTS .. ......... .........
.......
PISNEERengineffing,-
2�E�D�
STORM SEWER PLAN
LENNAR
I
CAMDEN RWE
8 OF 16
I
16M URN A� N SUITE W
RLY� MINNESOTA 5�
�TA
I
I
FQ&�n CONSTRUCTION NOTES,
-�W OR R-3U17W. AT LOW POINTS, NEENAH CASTINGS OR
APPROVIED EQUAl- ON ALL CATCH BASINS UNLESS OlHER"SE NOl7ED.
2. PROVIDE 24%W SLAB OPENING FOR R-�n NEENAH CASTINGS ON ALL
CATCH BASIN MANHO11S UNLESS OTHERNSE NOTED.
I DRAIN RILE TO BE PLACED f BEHIND BAM 01' CURB. DRAN RUE TO BE
PERFORATED, CORRUGATED DUAL WALL SNOOTH LINE. AND PLACED AS
SHOWN ON PLAN. DRAN TLE CLEAN -OUTS PLACE AS SHOWN ON PLAN.
4. RNAL STRUCTURE OFF -SET TO BE VERIRED By CONTRACTOR AND
INSPECTOR BASED ON MATERIAi- SUPPILIED TO PROJECT. flELO SWING
SET ACCORDING TO BAM-Ol'-CURB.
EX POND 4 let,
OUTUET-874.6
STOR. VOL -17.43 AC7- NOTE.]
OUTILET TO BE
RELOCATED IN nElD
GRAPHIC SCAIZ IN �
4' HDPE
PERFORATED
PiPiE OUTLOT A
2
5+94.07
OUTLOT B
STRUCTURE TABIE
STRUCTURE
NME
STRUCTURE
sia
NEENAH
AIL
CB-�
W-ne
R-3067 V
M-408
36-
V
W-411
_:7
7 V
CBmH-*UI
4a' DIK
R-3067 V
�H-402
48" DA.
- 7 V
CBI,IH-�
48, DUL
7 V
CBMI-1-405
4aw UK
7
VI
!R_
CBMI
48' CIA.
7 V
CS&II-1-407
48m UK
7
BENCH MARK
TNH NW CORNER OF BLUM CREEK
865 : : 865
......... : ......... : ......... : ... ..... :. .. - ......... : ........ .......... ........ .......... ......... ......... ......... ......... ......... ......... ......... ......... ................... ......... ......... ......... ...... ........ ............................... - -
PICNEUD . .
Lixengineenng
2� E� Dn� (01)U�-1914
F- 68 9.8
—.0—g—
BLVD. ANID COmmONWALTH BLVD,
ELE�92118
.................
............................. ....................
....... ........... .........
......... ......... ...... .....
— . .........
.........
................... .................
......... : ......... ......
....... — ... ......... .........
a w
w
z =.I
905
.3
w .....
...... ................... 905
........................
.99
......... ............
....... ........ I
m- Rzz Egg
r
w
900
goo
.................
......
.......
-w . ........
�i ..............
.............................
.........
CREME
I go o
..
Ezz
-7
2S. 5w
895
15 RCP CL5 ms
is,
3
a
895
.....
..... . ...........................
.......
... .. .
. ....
........... .......
....... .........
........ .........
q
RE:
2$
�Q;6' .
F
890
2OX eism
890
..... ......
......... .........
......... ...... IS'fmF CMLS*
.. . .... . .........
.........
.........
........ ......
... ......... ......... ...
a
L Egg M>>
I
Egg
RE
a
885
.....
........
......... ... ......
.. ........
........
......... ......... ...
........... .......
........... ......... .........
885
....... ....... .........
............................
......... ......... ...................
.... ......
15' RCP CIL!5:
w
�r 0 a
A
O-aaz
880
W RcI, CLS:
.8
15' RCIP
F.
88.0..:
.......... ......... .............
.............. .........
...........................
.6
....... . .................
2. 0 0-8011�
2§1 d Tddz
........ ....... ........
w
w
15�*BP CL5
875 a
w
>
w
875
....... .......
........
...... ........ ...... .........
......... ......... ......... .....
24� F.ES, ......... .........
........ ............................. .......
......... ......... ......... .........
W/: TRASH GUAAD.
110 cy.— CL -111
65' a owsax
RIP RAP W/GEOJEXTILE
a
a
870
w
2e RCP CL3
MIER BLANKET
870
..................................................................................................................
...................
.........................
TIE JOINTS
:�AST 13� 1 ......................................................................................................
....... w
865 : : 865
......... : ......... : ......... : ... ..... :. .. - ......... : ........ .......... ........ .......... ......... ......... ......... ......... ......... ......... ......... ......... ................... ......... ......... ......... ...... ........ ............................... - -
PICNEUD . .
Lixengineenng
2� E� Dn� (01)U�-1914
F- 68 9.8
—.0—g—
LN
I I
STREET �GN
STOP SGN (R
,/lUff
MVER ROCK DR S
�BARRICADE
m
®R
SOME
V.
1 MT 21W X0 L
T� �—1 - �M7 L
lr-Cl... 5 A�W 1M%
TYPICAI STREET SECTION
(NOT TO SCAUE)
OUTLOT A
5
4" PERFORATED HOPE 4
DRAINTILE 0 BOC (1WICA-)
RAIN'DUE �OUT
0 BOC (�CAL) 5* CONCRETE WEWAM
SEE CITY DETAIL 5214
1.4
2
STREET %GN
raw STOP WN (RI -1)
900 w......... ...........
....... ......... .......
R RIVER RCCX DR S
..... w .........
CURB LEGEND
lk I
A0
01
.60
HENRY CT
R�S
- TOP OF CURB E�ADON
FOR SURMOUNTABLE CURB
7
PT
2
2517'5r
1W.�
".00,
$7.79
1+16.69
2+50.02
- TOP OF CURB ELEVARON
(XJTLOT B
L 58
D
1�.M
FOR B -STYLE MRS
�OZ61
C3
4
07Z2
= TOP OF CURB �AMON
14.11
CHTING P� (lYP-)
�6&89
C4
FOR RIBBON MRS
139.62
SEE CITY DETALS 5240.
77.*0
�6&89
= MOUNTABLE CURB & GU17ER
- B -STYX CURB & CUTTER
M
5241. 524Z 5243. 2
3G4.Sa
60000
- RIBBON CURS & GUTTER
BENCH MARK
11+76.0
CS
I-
- CONCRETE PEDESMAN RAW
'01
THH NW CONNER OF BtUff CREEK
150.74
11+7663
900 w......... ...........
....... ......... .......
CURVE TABLE
..... w .........
==Md
GRAPHX SCAM W
CURW
DELTA
LENGTH
R�S
TANGENT
PC
PT
Cl
2517'5r
1W.�
".00,
$7.79
1+16.69
2+50.02
C2
481'rnw
L 58
D
1�.M
2+�02
�OZ61
C3
5'23*1 �2r
19
PM ME4. 907-42
14.11
�37.70
�6&89
C4
51'32'14w
139.62
130.00
77.*0
�6&89
7+05.51
M
29W41'
3G4.Sa
60000
155.70
S+n.95
11+76.0
CS
25'39'W
295.17
�00
150.74
11+7663
900 w......... ...........
....... ......... .......
.
..... w .........
==Md
GRAPHX SCAM W
BLVD. AND MWON�TH BLVD.
ELCV-92�18
RIVER ROCK DRIVE SOUTH
. . . .......... .........
........ .......
.........
......... .........
.........
.........
...................
...................
+
+
s
Big
. ......
Sik, 1+60.47:
1� A
OR.
PM ME4. 907-42
R A
!2 a
19m
RZ
Z6
!:a
.2
.0 ig,
F,
.:F a
91
............
........
......... .........
w
..........
........
...... ......... ......... .........
.........
915
3
.....
.........
.... . .......
....
..
910 :
a
a
. w
- a
9
w
-- --
---
.........
......... ......... ......
.........
.......................
..............................
........................
...
...
Pm STA,: ��.00
FM ELM 587.15
�A,- 5+70-00
":EUM SS5.83
SQSTWG�
905
..............................
.........
......... .
K� 29.68
K: 31.79
..............
............ .......
905
--- -----
- 92,5.
LZ". STA,' �9C07
PT Et.� M34
900 w......... ...........
....... ......... .......
.
..... w .........
w
895
+
+
.........
. ......
Sik, 1+60.47:
PM ME4. 907-42
E
19m
W&.v
885 1 ..........................
880
, ......... .....
875 LAG! 3 a
Wm .... : ......... .
0+00 -+-O*o 450 2+00
P18NEERenenming
24M F� Dn� (651)01-1914
W 5514 u 1 W8
I
V ;s ;! W : : ;; i c
+ 6 1
: 900
................... ............. ......... ..
ka
895
............ .......... ...................
890
.... ............. ............... .........
a
i 8 w 8 w w
885
. . .. .. ........ ........................ 9.0.,5 ...................
PM
..... : ......... :-.880-.:. goo.-: ........
" �&, 11+
N_ OPOSED
... eR ........
GRAM
................................ ......... .........
: 8
.................. ................. ...... . .......
2+50 3+00 3�W �w 54�6 14!� 6�:C�' 64:5� ;+C�' Y�Ni S;w 8�w 4+00 9+50 1�_ W_ ...... 10'+'5'0 ...... 11,+'o'o ..... ll-+'S'o... 12'++0'0 12+50
�Z,
0
L-5' CMCRETIE SIDEwAv
SEE CITY �Alt. 5214
5
roSEE CITY �AILS 5240.
l�11141. 5242. 5243.4
GHTING POLE (TYP.)
PED
awl.
: f�75.. .....
CURVE TABLE
...................... .. ....... *'*''*
:
.. . ....... ....................
CUW&
DMTA
LENGTH
RAms
TANIDENT
n
22+00 22+W �w 23+50 2�W
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CAMDEN RIDGE LEGAL DESCRIPTION
MENDOTA HEIGHTS
CORPORATE OFFICE
2422 E�tepme Dme
MendoU Heigh�. MN 55120
phone (6S])681-1914
fim (651)681-9488
Outlot A, Jeurissen Ridge and Cutlot A, Pioneer Pass, according to the recorded plats thereof, Carver
County Minnesota.
SCANNED
CADMEN RJDUBI
LOCATION'— BLUFF CIMUNK BDUfLZVA9D AND RIVER RDCK RORD SOUrfH
LEGAL DESCRIPTION AND FIX CUITLCrl� A JUERISSM BLUM AND OUrLOr A PIONEIIR PASS
TOTAL ACREAGE 23.8099
WETLANDS PRESENT:
PRESENT ZONING
REQUESTED ZONING:
PRESENT LAND USE E
A-2
PUD -R
YES 1 NO
RXSID� MIT'IM =SITY
REQUESTED LAND USE DESIGNATION' SAM
REASON FOR REQUEST: FINAL P�T FM ICHE PRMOUSLY APPROM �M RIDGE PRELIMINARY
PLAT
FOR SITE PLAN REVIEW Includenumberefexialingenroi7yees: and nm
This application must be com~ in *A and be typawnder, or clearty printed and must be accompanied by all mlormaton
and plans required by applicable Cily Ordinance proAsioans Bekx Ong this application. you should confer with the
Plwrrg Department to determine ft -11 ordrance and procedural n,quvementa applicable to your appicabom
A determination of completeness of the appokadon shall be made within 15 business days of apphcabon suarniftal. A wrrtten
nolice of A)PIjMo0n defciencies shall be inailed bD the applicant w0w 15 bUsireas days of application.
This is lo cersty, Ihat I am making application for Ille deacUmd ackn by the Cilly and that I Am responsible for comphring th
all Cdy requirements w1h regard lo thms request This applicallion should be processed in my name and I an, the party whom
the City Should cont3ct regarding any matter pertaining M this appkaftn- I hane attached a copy of proof of cn,rnership
lethal, copy of Owmer's Duplicale Cerfificate of Tirtle, Abstract of T-4- w purchase agreement), or I am the authc�ed person
to Mike this SpWicallon and the fee owner has also signed We application.
I wII keep myself inflw-med of the deadlines for Kiinnismion of matena, and On progress of the apphnb0n� I further
understand that additional fees may be charged for owwAlling lees, leasibililtv studM5, etc. fth an estimate pnor M any
authorization to proceed vvith the study The clocumenlawed infoornation I have submided aretrue and ccwreet to the beet of
my knmlecige.
of Applicant
of Fee Owner
CITY OF CHANHASSEN
7700 MarKet Boulevard – P-0- Box 147
Chanhassen, MN 55317 – (952) 227-1100
DEVELOPMENT REVIEW APPLICATION
*%944;
16305 36TH AVE NOM SUITE 600
PLYMOUTH M 55446-4270
�tacL � "AELONEI
PhUM-15-2- �Fwr_
Email: aoE.jAsLot;sKi4LmmR.cc@q
Planning Case -3
Contact
Phone: Fax
Emil:
NOTE- Consultation with City staff is required prior to submittal, including review of development
�iww
— Comprehensive Plan Amendment
Conditional Use Permit (CUP)
Interim Use Pernrid aUP)
Non -conforming Use Permit
Planned Unit Developmerr
— Re;zoning
— Sign Pernuts
— Sign Plan Review
— Site Plan Review (SPRr
X C,
Subdimsio.. _-� 5�
Temporary Sales Permit
Vacation of Right_of�Way/Easements (VAC)
rn.,."M
Vartance (VAR)
Welland Alteraton Penmd (WAP)
Zonng Appeal
7xnnii Ondmance Amendment
Notificabol, Sign - $200
(City to install and remon)
X tilcpw fix Fdng FeelifAllipmey Cost-
(5511kUP/SPRIVACIVARANAPAletes & Bounds
- $450 ~ SUS
TOTALFEES
An additional fee of$3.00 per address within the public hearing notifiradmiiiintowillitse invoicedto Whe applicant
prior to the public hearing.
Mve (5) full-size folded copies of the plans must be submitted, including an 8%" X 11" reduced
copy for each plan sheet along with a diartal cop inT1FF-Group4(*trf)fonmat.
–Escrow will be required for other applications through the development contract.
Building matenal samples must be submitted with site plan reviews.
NOTE: When multiple applications are processed. the appropriate fee shall be charged for
each application.
PIXNEERengineering
CIVIL ENGINEERS LAND PLANNERS LAND SURVEYORS LANDSCAPE ARCHIT
ENGINEER'S ESTIMATE
FOR
CAMDEN RIDGE
IN
CHANHASSEN9 MN
August 2, 2013
M ENDOTA HEIGHTS
CORPORATE OFFICE
2422 Enterprise Dri.
Mendota Heights, IVIN S5120
phom (651) 681-1914
fa. (651)681-9488
CITY OF CHANHASSEN
RECEIVED
AUG n 2 2013
CHANHASSEN PLANNING DEPT
Contract Item
Unit
Unit Price
Bid Estimate
I Quantity
Amount
Section A - Sanitary Sewer
8- PVC SDR 35, IV -12' Depth
LF
$21.00
11771
$24,717.00
8- PVC SIDR 35,12!-14' Depth
LF
$21.00
249
$5,229.00
8- PVC SDR 35, IV -16 Depth
ly
8- PVC SDR 26, IV -20P Depth
LF
$30.00
77
S2,310.001
8- PVC SDR 26,2(Y-= Depth
LF
$50.00
79
S3,950.00
8- PVC SDR 26, =-24! Depth
LF
$55.00
145
$7,975.00
8' PVC DR 18, 12'-1 4' Depth
LF
$23.00
96
$2,208.00
8- PVC DR 18, 14!-16 Depth
LF
$23.00
105
$2,415.00
8- PVC DR 18,16-1 W Depth
LF
$27.00
418
$11,286.00
8- PVC DR 18, 1 V-201 Depth
LF
S32.00
96,
S3,072.00
8- PVC DR 18,2(Y-22'Depth
LF
$35.00
35
S1,225.00
8' PVC DR 18,2T -2,V Depth
LF
S45.00
351
$1,575.00
8- PVC DR 18, 24-26 Depth
LF
S45.00
116
S5,220.00
8- PVC DR 18, 26-28' Depth
LF
$70.00
116
$8,120.00
8' PVC DR 18, 28'-30- Depth
LF
$70.00
204
S14,280.00
8- PVC DR 18, 30'-32Depth
LF
$80.00
37
S2,960.00
8" D.LP. Class 52 (4V@<l 5, Rest@ 2540)
LF
$150.00
323
$48,450.00,
4" PVC SDR 26 Service Pipe
LF
$14.00
2247
$31,458.001
4' PVC SDR 26 Riser Pipe
VF
$15.00
76
$1,140.00
8"x4"PVC Service WYE
EA
$100.00
58
$5,800.00
Sanitary Sewer Manhole (01-19 Depth)
EA
$2,900.00
27
$78,300.00
Sanitary Sewer Manhole Extra Depth
VF
$95.00
225.36
$21,40910
Outside Drop Section
VF
S450.00
20.5
$9,M.00
Connect to Existing Sanitary Sewer
EA
$12,500-00
1
$12,500.00
Televise Sanitary Sewer
LF
$1.50
3538
$5,307.00,
ITotal Sanitary Sewer Contract Amount
S314,961.20
SCANNED
Contract Item
Unit
Unit Price
I Bid Estimate
Quantity Amount
Section B - Watermain
6" D.I.P. Class 52
8w D.I.P. C-900 DR -18
LF
LF
$30.00
$32.00
187
4224
$5,610.00
$135,168.00
Fire Hydrant w/6" Gate Valve
EA
$4,450.00
12
$53,400.00
D.I.P. Fittings
1,B
$3.00
2640
$7,920.00
I" Corporation Stop
EA
$125.00
58
$7,250.00
1 - Curb Stop & Box
EA
$235.00
58
$13,630.00
I" Copper (Type -K) Service Pipe
LF
$18.00
2340
S42,120.00
6" Gate Valve & Box
EA
$32.00
2
S64.00
8" Gate Valve & Box
EA
$1,600.00
12
$19,200.00
3" Rigid Irtsulation
SF
$6.50
45
$292.50,
Connect To Existing Watermam
EA
$800.00
1
$800.00
Watermain Test
LS
$1,000.00
1
$1,000.00
48- Catch Basin Manhole (9-10, Depth)
EA
$1,750.00
23
S40,250.00
48" Catch Basin Manhole (Extra Depth)
EA
$100.00
6.66
$666.00
IrTotra, =atllmain Contract Amount
EA
$2,750.00
$286,454.50
Contract Item
Unit
Unit Price
I Bid Estimate
Quantity Amount
Section C - Storm Sewer
15" RCP Class 5
18" RCP Class 5
LF
LF
$24.00
$27.00
1623
220
$38,952.00
$5,940.00
21" RCP Class 4
LF
$29.50
314
$9,263.00
24" RCP Class 3
LF
$31.00
129
S3,999.001
15" FES w/Trash Guard
EA
$750.00
1
$750.00
18" FES wfrrash Guard
EA
$1,100.00
1
$11100.00
21" FES w/Trash Guard
EA
$1,400.00
1
$1,400.00
24" FES w/Trash Guard
EA
$1,650.00
3
S4,950.00
27" Diameter Catch Basin
EA
$1,000.00
6
S6,000.00
24"x36" Catch Basin
EA
$1,225.00
10
$12,250.00
48' Manhole (01 -IV Depth)
EA
$1,900.00
4
$7,600.00,
48- Manhole (Extra Depth)
VF
$100.00
5.22
S522.00
48- Catch Basin Manhole (9-10, Depth)
EA
$1,750.00
23
S40,250.00
48" Catch Basin Manhole (Extra Depth)
EA
$100.00
6.66
$666.00
60"Manhole
EA
$2,750.00
1
$2,750.00
Pond Outlet Control Structure (See Detail)
EA
$3,000.00
2
$6,000.00
ItH�RAP Class III
CY
$95.00
65.2
$6,194.00
4" HDPE Perforated Draintile
LF
$14.00
6937
$97,118.001
6" HDPE Perforated Draintile
LF
$16.00
1187
$18,992.00
8" HDPE Perforated Draintile
LF
$18.00
267
$4,906.00
4" HDPE Draintile Cleanout
EA
$150.00
13
$1,950.00
6" HDPE Draintile Lleanout
EA
$200.00
13
$2,600.00
48"X44" SAFL BAFFLE
EA
$2,800.00
3
$8,400.00
Catch Basin Inlet Protection
EA
$125.00
39
S4,875.00
ITotal Storm Sewer Contract Amount
$287,327.00
Contruct Item
Unit
Unit Price
I Bid Estimate
Quantity Amount
Section D - Streets
Total Street Contract Amount
S801,784.76
TOTAL CONTRACT AMOUNT
$1,690,527.46
mobilization
LS
$3,000.00
1
$3,000.00
Subgrade Prepration
SY
$0.60
17660
$10,596.00
24- Granular Borrow (Mr0OT 3149)
SY
$11.75
16799
$197,388.25
12" Class 5 1000/9 Crushed (MnDOT 3138)
SY
$9.00
15498
$139,482.00,
Tack Coat (MnDOT 2357)
GL
$3.70
821
$3,037.08
1.5" Bituminous Wear (MnDOT 2350 LVWE35030B)
SY
S5.40
12256
$66,181.20
2' Bituminous Base (MnDOT 2350 LVNW35030B)
SY
$6.45
12256
$79,049.77
rete Surmountable Curb & Gutter
LF
$8.90
6831
SW,112.80
Concrete B61 8 Curb & Gutter
LF
$10.00
680
S6,800.00
Adjust Gate Valve Box
EA
$275.00
10
$2,750.00
Adjust Catch Basin Casting
EA
$150.00
25
$3,750.00,
Adjust Manhole Casting
EA
$400.00
28
$11,200.00
Backfill Curb & Gutter, Grade, restore and final stabilize Boulevard
LS
$15,000.00
1
$15,000.00
5�c6' concrete Sidewalk w/4- Granular Bedding
SY
$38.25
3340
$127,755.00
Sod 3'Bchind Back of Curb
SY
$3.00
2504
$7,511.00
Concrete Pedestrian Romp
EA
W.00
7
$2,800.00
Subgrade Preparation for Path
SY
$1.00
3195
S3,195.00
15- CW CulverLIFES and Rip Rap under path
EA
$1,800.00
2
$3,600.001
6" Class 5 for Bituminous path
SY
S6.00
3195
$19,172.67
3" Bituminous Path (MnDOT 2350 LVWE45030B)
SY
$12.00
2659
$31,904.00
Backfill, restore and final stabilization along Path
LS
$7,500.00
1
$7,500.00
JTotal Street Contract Amount
S801,784.76
Total Sanitary Sewer Contract Amount
$314,961.20
Total Watermain Contract Amount
$286,4154.50
Total Storm Sewer Contract Amount
$287,327.00
Total Street Contract Amount
S801,784.76
TOTAL CONTRACT AMOUNT
$1,690,527.46
CAMDEN RIDGE
July 31, 2013
Property Owner:
Consultant to Projea owner:
PICNEERenginee7ing
CITY OF CHANHASSEN
RECEIVED
CHANHASSEN PLANNING DEPT
Lennar
16305 36th Avenue N., Suite 600
Plymouth, MN 55446
Pioneer Engineering, P.A
2422 Enterprise Drive
Mendota Heights, Minnesota SS120
SCAt,11NED
1. Introduction
The following is a hydrology summary for the construction of a combined 32 unit single family
home and 26 unit duplex townhorne development to be called Jeurissen lt Addition. The site is
located in the southeast of the intersection of Bluff Creek Boulevard and River Rock Drive North
and north of Trunk Highway No. 212, in Chanhassen, Minnesota. An offsite street connection
will be required to access the site from Bluff Creek Boulevard.
The current project proposes construction of the residential units on the north portion of the site,
with the southern portion placed in an outlot and left alone. Therefore, this study only covers the
northern development.
11. Existing Site Conditions
The site was a farmstead approximately 26 acres in size. On the east side, a farm yard area is
located with a house and farm facility structures, a large cultivated field is located on the north
portion and a smaller field is located on the south portion of the site. Bluff Creek runs through
middle of the site from west to east. The low area around the creek is wooded. A large wooded
preserve is located north of the site. This site has approximately 70 feet of relief, from a high
knob just north of the site in the wooded preserve, down to Bluff Creek on the south side of the
site.
There are four drainage areas on the site, and an additional area is included for the access street.
These areas can be seen on the attached existing hydrology map. The first d namage area (IS)
covers approximately 10.0 acres and drains southwest to Bluff Creek. The second drainage area
(2S), of 7.8 acres, drain south also to Bluff Creek. The third area (3S), of 3.5 acres drains
southeast into Highway 212s drainage ditch in the highways right of way. It should be noted the
cattle pen in the farm yard drains into an existing manure lagoon pond, also in the state right of
way. The fourth area (5S) of 4.2 acres drains to the northeast into a large wetland complex. The
offsite area (4S) of 4.6 acres is located northwest of the site and drains into an existing retention
basin. The assumption is this existing basin was sized for the existing of site development and
future "build out" development north of the connection road. In addition, some minor drainage
enters the site from the offsite northern woodland preserve.
A review of the USDA Natural Resources Conservation Services Soils Survey; maps the site
with several groups; the Kilkenny -Lester Loam, Lester-Kilkeenny Clay Loams and Hamel
Loanis. Both of these groups are classified as clay according to the Unified Soil Classification
System and are associated with moraines and the Minnesota River Flood Plain. This information
was confirmed by soil borings performed by Haugo GeoTechnical Services and contained their
Geotechnical Exploration Report dated December 20,2012. The report can be found in
Appendix D.
M. Proposed Site Conditions
The proposed development consists of a combined 32 unit single family home and 26 unit
duplex townhome development with the extension of Rock Creek Drive off of Bluff Creek
Boulevard. The general internal layout is a loop street with the townhomes on the east side, and
single family on the south, west and only the southern side of the north portion. Two Cul -de -
Sacs off of these roads completes the site.
The drainage under the proposed conditions was designed to mirror, as closely as possible, the
existing drainage pattern. The comparable drainage areas are:
Drainage Areas
Existing
Proposed
IS vs I R
(Southwest)
10.0 acres
6.1 acres
2S vs 2R
(South)
7.8 acres
12.3 acres
3S vs 3R
(Southeast)
3.5 acres
2.1 acres
5S vs 5R
(Northeast)
4.2 acres
1.3 acres
4R vs 4R
(Ex. Basin)
4.6 acres
8.3 acres
Two storinwater basins are proposed to treat the storinwater for the development Pond I treats
(I S) water before discharging to Bluff Creek, Pond 2 treats (2S) water before discharging to
Bluff Creek, and Pond 4 (existing) treats (4R) water before discharging to Bluff Creek.
To extend the detention times from smaller/more common storm events a weir is proposed in
each of the pond outlet control structures. This weir is a 3" inch wide opening in a concrete wall
inside the control structure. Ile bottom is set at the ponds Normal Water Level, and the top of
the wall/opening is set at the I 0 -year storm event.
The majority of onsite soils have very low infiltration rates. These low rates are not favorable to
infiltration BMPs. In an effort to alleviate this problem, filtration trenches are proposed in the
two ponds aquatic bench. To further improve the phosphorus removal of the sand media, iron
filings are proposed to be added to the filtration medium. A Carver County detail of the Iron
Filing Filter Trench is included in Appendix D.
IV. Design Considerations
The City of Chanhassen Stormwater Management Ordinance requires all new developments to
meet quality, flow rate requirements. These requirements are summarizes as follows:
1. Rate Control - The proposed flow rate from the proposed development shall not exceed
the flow rate of the existing drainage areas for the two, ten and 100 year storm events.
I - 2. Water Quality- Best management practices are required to reduce the Total Suspended
LSolids (TSS) by 80% and Total Phosphorous by 60%.
3. Storm Sewer Conveyance System — Designed to handle a 10 Year Storm Event.
V. Results
Topographic information was field located by Pioneer Engineering. The basins were sized to
meet NURP standards with the use of HydroCAD, a SCS TR -20 based computer model was
utilized for the hydrology study. P8 a stormwater quality model was used to quantify the removal
efficiency of BUT's used in the design.
The following table is a comparison of the required wet volume required by NURP Standards
and the size provided for the Site.
Wet Volume Reauirement
Basin Volume Required Volume Provided
Ac*Ft Ac*Ft
1p 0.67 1.37
P 1.11 2.03
The following table is a summary of the results of the various HydroCAD models. The
individual model results, drainage maps and ancillary supporting documents are attached for
your review.
Drainage
2 -Ye
(cfs)
10 -Year (cfs)
100- ear (cfs)
Area
Existing
Proposed
Existing I
Proposed
Existing
Proposed
8.81
0.83
22.37
2.15
41.78
8.52
2 (Pond)
8.11
4.81(l.27)
19.32
10.53 (3.16)
35.03
22.30 (10.12)
3
6.00
3.04
12.97
6.44
22.34
11.51
5
3.83
2.05
9.67
4.28
18.03
7.25
4
0.00 1
0.00
1 0.00
0.00
1 0.00
0.00
Detention Time
Detention Time
Detention Time
Center of I
Mass
Plug Flow
Center of
Mass
Plug Flow
Center of
Mass
Plug Flow
Pond 1
4.81 hr
NA*
4.13 hr
NA*
3.15 hr
11.19 hr
Pond 2
5.18
NA*
4.51 hr
NA*
3.52 hr
10.85 hr
* Not calculated: initial storage exceeds outflow.
The flow rate for all design storm events are reduced from the existing condition.
The results from the HydroCAD model can be found in Appendix A.
To evaluate 80% TSS reduction and 60%T? criteria a P8 model was created. Local climate data
L for the 20 year lifetime design (1974-1994), sequence were used to compile the results. The
stromwater system provides a relative 85.25% TSS and 72.02% T? removal for the design
Llifetime. Results from the P8 model can be found in Appendix B.
Additional plans and supporting documentation can be found in Appendix D.
ppen
ydrocad
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�Z=Z-55120
4R �-- 4P �-- 4S
Ex Pond Ex. Pond #4 Flow to Ex. Pond 5S
NE Flow off Site
is
SW Flow off Site
2S 3S
S.Flow off site WE Flow off site
Routing Diagram for 112289 Existing Hydrology
Subcat Reach Pond Link Prepared by Microsoft, Printed 8/1/2013
HydroCADO 10.00 s/n 00590 @ 2011 HydroCAD Software Solutions LLC
112289 Existing Hydrology Type I/ 24 -hr 2 -Year Rainfail=2.75"
Prepared by Mic,rosoft Printed 611/2013
HydToCADV 1 O.GO sin 00590 Q 2011 HydroCAD Software Solutions LLC Pads 1
Summary for Subcatchment IS: SW Flow off Site
Runoff 8.81 cis 0 12.137 his, Volume= 22.851 cf, Depth� 0.63 -
Runoff by SCS TR -20 method, JH -SCS. Time Span= S.OD.20.00 fire. dt- 0.05 him
Type 11 24 -hr 2 -Year Rainfall=2.75"
304,505 74 Pasture/grasslandfrange, Good, HSG C
436,060 73 Weighted Average
436,060 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (tuft) OVS80 (cfs)
13.5 980 0.0806 1.21 Lag/CN Method,
Summary for Subcatchment 2S: S.Flow off site
Runoff 8.11 cis to 12.06 hra, Volume= 20.418 d. Dspth� 0.72"
Runoff by SCS TR -20 method, LIH-SCS, Time Span= 5.00-20.00 Irrs, dtz 0.05 him
Type 11 24 -hr 2 -Year Rainfall=2.75"
21.057 70 Woods. Good, HSG C
7.743 98 Paved parking, HSG C
4,170 96 Gravel surface. HSG C
256,194 74 Posture/grassiand/range, Good, HSG C
52,768 74 �75% Grass cover, Good. HSG C
341,932
75 Weighted Average
334,189
97.74% Pervious Area
7,743
2.26% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
MIR) (fusee) (ch')
13.3 1,005
0.0776 1.26 Lag/CN Method,
17,507
Summary for Subcatchment 3S: WE Flow off site
1491 Hint: Tc�2cft may require smaller dt
Runoff
6.00 d3 (M 11.96 fire, Volume- 11,037 f, Depth� O�86-
Runoff by SCS TR -20 method, JH -SCS, Time Span- 5.00-20.00 hr., dtz 0.05 him
Type 11 24 -hr 2 -Year Rainfall=2.75"
112289 Existing Hydrology Type 11 24 -hr 2- Year Rainfall=2.75*
Prepared by Microsoft Printed 8/l/2013
HydmCADID 10.00 3/n 00590 0 2011 HYdmCAD Software Solutions LLC Page 2
17,507
98 Paved parking, HSU G
6,186
96 Gravel surface, HSG C
63,020
74 Pasturelgrassiand/range. Good. HSG C
86,548
74 75% Grass cover. Good, HSG C
153,261
78 Weighted Average
135,754
88.58% pervious Area
17,507
11.42% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(Wft) (ft/sec) (cfs)
5.0 320
0.0750 1.08 Lag/CN Method,
Summary for Subcatchment 4S: Flow to Ex. Pond
Runoff
5.12 cfs Q 12.00 hr. Volume= 10,514 cf, Depth� 0.63"
Runoff by SCS TR -20 method, UH=SCS, Time Spanz 5.00-20.00 firs, dt- 0.05 his
Type 11 24 -hr 2 -Year Rainfall=2.75"
136,5B9 74 �75% Grass cover, Good, HSU U
63451 70 Woods, Good. HSG C
200,040 73 Weighted Average
200,D40 100,00% pervious Area
Tc Length Slope Velocity Capacrty Description
(min) (feet) (Wit) fft/sec) (cfs)
7.7 560 0.1020 1.21 LagICN Method,
Summary for Subcatchment SS: NE Flow off Site
Runoff 3.83 cfs Q 12.06 hr. Volume= 9,572 cf, Depth> 0.63"
Runoff by SCS TR -20 method, JH=SCS, Time Span= 5,00-20.00 his, dt- 0.05 him
Type 11 24 -hr 2 -Year Rainfail=2.75"
157,649
74 Pasturelgressland/range, Good, HSG G
24,931
70 Woods, Good, HSG C
182,580
73 Weighted Average
182,580
100.00% pervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feetl
(ft/ft) (ft/sec) (cfs)
12.6 590
Oo800 1.18 Lag/CN Method.
112269 Existing Hydrology Type I/ 24 -hr 2 -Year Rainfali=2.75'
Prepared by Microsoft Printed 81112013
"mCADS10.00 SM00590 C2011 HYdnCADSffwareSolut1kmsLLC Pope 3
Summary for Reach 4R: Ex Pond
140] Hint: Not Described (Outflow-Infim)
Inflow Area 200.040 sf, 0.00% Impervious, Inflow Depth= 0.00" for 2 -Year event
Inflow O�DO GfB (a 5.00 hrs, Volume= 0 Cf
Outflow 0.00 cfs till 5.00 hrB, Volume= 0 cf, Atfim= 0%, Lag- 0.0 1,
Routing by Stor-Ind+Trans method, Tim, Span- 5.00-20.00 his. dt- O.D5 him
Summary for Pond 4P: Ex. Pond #4
Inflow Area 200,040 of, 0.00% Impervious, Inflow Depth > 0.63" for 2 -Year event
Inflow 1. 12 do Q 12.00 hm, Volume= 10,514 cf
Outflow 0.00 do (M 6.00 hrs,'Volume- 0 cf, Atten= 100%, Lag= 0,0
Primary 0.00 aft Q 5.00 his, Volume= 0 cf
Routing by Stor-Ind method, Time Span- 6.00-20.00 his, dt- 0.05 rus
Peak Elev= 870.311 C 20.00 Ins Surf.Area= 33,913 of Storage- 10,504 ar
Plug -Flow detention tlme� (not calculated: Initial storage excedes oufflow)
Center-af-Mass det. time- (not calculated: no outflow)
Volume
Invert Avail.Storaas Storage Descflption
41
870.00' 261.606
cf Custom Stage Date (Prismatic)Llsted below (Recalc)
Elevation
SurfArea
Inc.Store Cum.Store
Yeab
(sq -ft)
(cubk�feet) (cublo-feet)
870.00
32,835
0 0
872.00
39,685
72,620 72,620
874.00
47.071
88,756 159,276
a76.00
55,259
102,330 261,606
#1 Primary
26.00 long X 15.0' breadth Broad-Crestod Rector
Head (feet) 0.20 0,40 0.60 0.80 1.00 1.20 1.40
Coal. (English) 2.68 2,70 2.70 2.64 2.63 2.64 2
112289 Existing Hydrology TypeII24-hr 10-YearRainfafi-4,20'
Prepared by Microsoft Phnted 8/112013
tkdmCADO 10.00 sIn 00590 0 2011 HYdrcCAD Software Solutions LIC P.. 4
Summary for Subcatchment IS: SW Flow off Site
Runoff 22.37 cis C 12.06 hra. Volume= 55,196cf, Depth> 1.52 -
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hni, dt= 0.05 him
Type 11 24 -hr 10 -Year Rainfall -4.20"
304,505 74
436,060
436,060
Area
Tc Length Slope Velocity Capacity Descripton
(min) (feet) ft/ftl (fusec) Will
13.5 980 0.0806 1.21 LogIGN Method,
Summary for Subratchment 2S: S.Flow off site
Runoff 19.32 CIS C 12.06 hrs, Volume- 47.241 cf, Depth> 1.66 -
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 his, dt= 0.05 bra
Type 11 24 -hr 10 -Year Rainfall -4.20"
Area (of) CN DOSCH17tion
21,057 70 Woods, Good, HSG C
7,743 98 Paved parking, HSG C
4,170 96 Gravel surface, HSG C
256,194 74 Pasturelgrasslandirangs, Good, HSG C
334.189 97.74% Pervious Area
7.743 2.26% Impervious Area
ocity Capacity Description
Isec) Will
1.26 Lag/CN Ma
grimary OutFlow Max -0.00 afs a 5.00 1m; HW -a70.00' (Free Discharge)
-1-Brood-Crested Rectangular Weir( Controls 0.00 do) I Summary for Subcatchment 3S: WE Flow off site
(49] Hint: Tc<dt may require smaller dt
Runoff 12.97 cis Q 11.96 his, Volume= 24,054 cf, Dspth� 1.88"
Runoff by SCS TR -20 method, UHzSCS, Time Span= 5.00-20.00 his. ch. 0.05 hire
Type 11 24 -hr 10 -Year Rainfall -4.20"
112289 Existing Hydrology Type1124-hr 10- Year RainfaY4.20"
Prepared by Microsoft Printed 8/1/2013
HydroCADVIO.00 sh,00590 02011 HydroCAD Software Solutions LLC Pace 5
Area (sf)
CN
Description
17,507
98
Paved parking, HSG C
6,186
96
Gravel surface HSG C
63,020
74
Pasturelgrassiond/range, Good, HSG C
66,548
74
75% Grass cover, Good. HSG C
153,261
78
Weighted Average
135,754
159,276
88.58% Pervious Area
17,507
102.330
11.42% Impervious Area
To Length Slope Velocity Capacity Description
-1 1- -, - --- 1 11.1
1.08 Lag/CN Method,
Summary for Subcatchment 4S: Flow to Ex. Pond
Runoff 12.69 cis @ 12.00 his, Volume= 25,381 cf, Dspth� 1.52'
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20,00 hus, dt- 0.05 hm
Type 11 24 -hr 10 -Year Ronfolzut.20"
Arsa NO
CN
Description
136,589
74
�75% Grass cover, Good, HSG C
63,451
70
Woods, Good, HSG C
200,040
73
Weighted Average
200.040
39,685
100.00% Pervious Ares
To Length Slope Velocity Capacity Description
(min) (feet) ffttft) (ft/sec) lots)
7.7 560 0.1020 1.21 Lag/CN Method.
Summary for Subcatchment SS: NE Flow off Site
Runoff 9.67 cis @ 12.05 hra, Volume= 23,119cf, Depth- 1.52"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 his dt- 0.05 Kra
Type 11 24 -hr 10 -Year Rainfall=4.20"
74 Pastur./GraBsiand/range, Good,
Average
Pervious Area
Te Length Slope Velocity Capacity Description
(min) (feet) (ftffi) (ftfsec) (cf3)
12.6 890 0.0800 1.18 Lag1CN Method,
112289 Existing
Type 1124 -hr 10-YaarRainfail=41.20"
Printed 8/112013
C Pace 6
Summary for Reach 4R: Ex Pond
[40] Hint: Not Described (Oufflow-Inflow)
Inflow Area 200,040 at, 0.00% Impen,lous, Inflow Depth = 0.00" for 10 -Year event
Inflow 0.00 ds Q 5.00 hm, Volume= 0 d
Outflow 0.00 on, (M 5.00 his, Volume= 0 cf, Attan- 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hns, dt= 0.05 Irra
Summary for Pond 41p: Ex. Pond #4
Inflow Area 200,040 sf,
0.00% Impervious, Inflow Depth 1 1,52" for 10 -Year event
Inflow 12,69 cis C
12.00 hrs, Volurne= 25,3811 cf
Outnow, 0.00 ch, 0
5.00 hrs, Volumem 0 of, Atterum 100%, Lag= D.D min
Primary 0.00 cis @
5,00 his, Volume= a of
Routing by Stor-Ind method, Time Span= 5.00-20.00 Irs, dt= 0.05 hrs
Peak Elev= 870.74'(M 20.00 hns
Surf.A.a= 35,382 at Storage= 25,363 of
Plug -Flow detention bme= (not calculated: Initial storage excedes outflow)
Center�of.Nlass det. time= (not calculated: no outflow)
Volume Invert Avaii.Storaae Storsoe Description
#1 870.00' 261,606 cf Custom Stage Data (Prismatic)Listed below (Recale)
Elevation
SurfArea
Inc.Store
Cum.Stom
(feet)
acl
(cubic -feet)
Ccul,12:tReq
870.00
32.835
0
0
872.00
39,685
72.520
72,520
874.00
47,071
86.756
159,276
876.00
55,259
102.330
261.606
#1 Primary 874.60' 25.0- long X ib.o� nossom tsroaa�reswo ru.cusnguisr �i
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.2a 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
frimary OutFlow, Mex=o.00 cfs Q 5.00 hns HW=870.00' (Free Discharge)
�11 -Broad-C rested Rectangular Weh( Controls 0.00 Cis)
112289 Existing Hydrology Type 11 24 -hr 100- Year Rainfal1=6.00"
Prepared by Microsoft Printed 811/203
HydroCADO 10.00 B/n 00590 0 2011 HYdroCAD Softun, Solutions U -C P.— 7
Summary for Subcatchment 13: SW Flow off Site
Runoff 41.78 cls Q 12.06 hrs, Volume= 103,177 of, Depth� 2,84"
Runoff by SCS TR -20 method, UH=SCS. Time Span- 5.00-20.00 his, (it- 0.06 hm
Type 1124 -hr 100-YearRainfall=6,00'
Nbu U
435.060 73 Weighted Average
436,060 100.00% Pervious Area
To Length Slope Velocity Capacity Description
13.5 980 0.0806 1.21 LagICN Method,
Summary for Subcatchment 2S: S.Flow off site
Runoff 35.03 are C 12.05 firs, Volume= 86.224 cf. Deptlh� 3.03"
Runoff by SCS TR -20 method, UH -SCS, Time Span= 5.00-20.00 his, dt- 0.05 hns
Type 11 24 -hr 1 00 -Year Rainfall=6.00-
743 98 Paved parking, HSG C
170 96 Gravel surface, HSG C
194 74 Pastum/grassland/range, Good, HSG C
7,743 2.26% IMPONIOU3 Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (fljft) (ft/sec) (cfs)
13.3 1,005 O�0776 1.26 Lag/CN Method,
Summary for Subcatchment 3S: WE Flow off site
[49] Hint: Tc�2dt may require smaller dt
Runoff 22.34 cis C 11.96 firs, Volume= 42,430 of, Depth- 3.32"
Runoff lyy SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hre. dtx 0.05 fire
Type 11 24 -hr 100 -Year Rainfall=6.00"
112289 Existing Hydrology TypeI124-hr 100- Year Rainfa9=6.00"
Prepared by Microsoft Printed a/112013
HydroCAIND10.00 SInGOS90 02011 HydroCADSoftnianetialutionst-LC P.�. a
96 Gravel surface, HSG C
74 Pasture/gressland/range, Good, HSG C
135.754
88.58% Pervious Area
17,507
11.42% Impervious Area
To Length
Slope Velocity Capacity Description
(min) (feet)
(ftm) (ft/sec) (cls)
5.0 320
0.0750 1.08 LsgICN Method,
Summary for Subcatchument 4S: Flow to Ex. Pond
Runoff
23.43 of$ a 11.99 furs, Volume- 47,430 of, Depffr� 2.85"
Runoff by SCS TR -20 method, UH=SCS. Time Span= 5.00-20.00 Imi, din 0.05 hn;
Type 11 24 -hr 100 -Year Rainfallw6.00"
Area (at)
CN Description
136,509
74 -75% Grass cover, Good, HSG C
63,451
70 Woods, Good, HSG C
200,040
73 Weighted Average
200,040
100.00% Pervious Area
To Length
Slope Velocity Capacity Description
(min) (feet)
(ftffl) Yvsec) (of$)
7.7 560
0.1020 1.21 Lag/CN liflathad,
Summary for Subratchment SS: NE Flow off Site
Runoff
18.03 cis (M 12.05 his, Volume= 43,215 of, Depth� 2.84"
Runoff by SCS TR -20 method, UH -SCS, Time Span- 5.00-20.00 hm, of- 0.05 lure
Type 11 24 -hr 100 -Year Ralnfall=6.00"
102,580 73 Weighted Average
182,560 100.00% Pervious Area
To Length Slope Velocity Capacity Description
12.6 890
112289 Existing Hydrology TypeI124-hr 100-YearRainfafl=6.00"
Prepared by Microsoft Primed 8/11/20113
q.n 0 nil H.H-r.An q�... S.I.fi.n. LLG Pads 9
Summary for Reach 4R: Ex Pond
(401 Hint: Not Described (Dufflow=lnflow)
Inflow Area 200,040 sf, 0.00% Impervious, Inflow Depth= 0.00" for I 00 -Year event
Inflow 0.00 cis @ 5.00 lus, Volume= a Cf
Outflow 0.00 dis C 5.00 tirs, Volume= 0 cf, Ahern 0%, Lag= 0.0 min
Routing by Stor-Ind.Trans method, Time Spann 5.00-20.00 hus. dt= 0.05 its
Summary for Pond 4P: Ex. Pond #4
Inflow Area 200,040 sf, 0.00% Impervious. Inflow Depth � 2.85" for 100 -Year event
Inflow 23.43 cis @ 11.99 his, Volume= 47,430 cf
Out"ov, 0.00 cis C 5.00 his, Volume= 0 d, Allen= 1 OD%. Lag= 0.0 min
Primary 0.00 chi (111 5.00 thm, Volume= 0 of
Routing by Stor-Ind method, Time Spann 5.00-20.00 his, dt= 0.05 him
Peak Elev�- 871.35' 0 20.00 ire Surf.Ama= 37,454 at Storage= 47,402 cf
Plug -Flow detention time- (not calculated: initial Storage excedes oufflow)
Centar-of-Mass dot. flim,= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 870.00' 261,606 ef Custom Stage Data Frismadc)LIsted below (RecaIC)
Elevation SurfArea Inc.Store Gum.Store
(feet) (SQ -11) (cubic -teen (cublo-feet)
870.00 32,835 0 0
072,00 39,685 72,520 72,520
874.00 47.071 86,756 159,276
876.00 56,259 102.330 261,606
Device Routing Invert Outlet Devices
#1 Primary 874.60' 26.0'long x 16.0' breadth Broad -Created Rectangular weir
Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef.(English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
trimaryOutFlowMax=0.00cfs@5.00hm HW -870.00' (FreeDischarge)
11 -Broad -Created Rectangular Weir( Controls 0.00 efs)
d 1 0 z I
3DM NHaWVD
ADOIOUGAH (laSOd011d
AD
LL
Ivan
, X
ZA,
ab
me
lk
V
------
'k ""VN ,
N
Ivan
, X
ZA,
4R T— 4P � 40S
Ex. Pond Ex. Pond #4
Subcat Reach
Connection Flow
1R
SW Flow off 1 P is
Pond #1 Flow into Pond 1
Pond Link
2S
t
Flow in t Pond 2
50S ---� 5R
NERearYards NEFlowoffSite
30S
SE Rear Ya��
MI
20S 2P S E Flow off Site
S. Rear Ya tow �` nd #2
2R
S. Flow off Site
112289 Camden Ridge Hydrology Type /I 24 -hr 2 -Year Event Rawfs11=2.75"
Prepared by Microsoft Printed 81112013
Hyd.CADO 10.00 SM 00500 0 2011 HydmCAD Software Solutions LLC Pace 1
Time span=5.00-36.00 hm, dt=0.05 hrs, 621 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind-Trans method - Pond routing by Slor-Ind method
SubcstchmentIS: Flow Into Pond 1 Runoff Afee-266,350 at 41.04% Impervious Runoff Depth -1.31"
Tc-10.0min CN -84 Runoff-12.17efs 29,149d
Subcatchment2S: Flow into Pond 2
Subcatchment20S: S. Rear Yard Flow
Subcatchment30S: SE Rear Yards
Subcatchment40S: Connection Flow
Subcatchm*nt5OS: NE Rear Yards
Reach i R: SW Flow off Site
Reach 2R: S. Flow off Site
Reach 3R: SE Flow off Site
Reach 4R: Ex. Pond
Reach GR: NE Flow off Site
Pond I P: Pond #1
Pond 2P: Pond #2
Pond 4P: Ex. Pond #4
Runoff Area=421,070 $I 46.24%imparvious Runoff Depth= 1.38"
Tc-10.0min CN -85 Runoff-20.22ch; 48,"5.f
Runoff Area=1 15,294 or 23.87% Impervious Runoff Depth,1.07�
Tc-10.0min CN -80 Runo"4.24cts 10,240cf
Runoff Araa=93,164 at 17.16%fimpervious Runoff Deplh=O.95"
Tc -10.0.1n CN -78 Runoff-3.04cfs 7,410d
Runoff Ama,363,709 at 12.85%Impervious Runoff DepthmO.85N
T.-10.OmIn GN -76 Runoff-10.42cts 25,779ef
Runoff Area=55,B25 a( 23.05%Impervious Runoff Depth -1.07"
Tc-10.0min CN -80 Runoff-2.06cfs 4,958cf
lnflo�0.83 ds 27,199 cf
Oulffq�0.83 cis 27,199 d
Inflow -4.81 cis 54.776 cf
Outfl�4.81 cis 54.776 d
lnflow�3.0409 7,410cf
Oufflow�3,04cfs 7,410d
lnflo�0.00 ch, 0 or
Ouffl�0.00 eta 0 d
lnffow�2.05 do 4,958 cf
Oufflo�2.05 cf, 4.958 d
Peak Eley=869.51' Starage=74,955 cf lnfiow�12.17cfs 29,149af
Oufflow-0.83cfe 27�199d
Peak El.v=Ml.34' Storage -114,628d finflow�20.22 cls 48,445 c!
Outflow�1.27 ch, ".536 d
Peak Elov-870.76' Storage -25,778 or Inflow-10,42cl, 25,779cf
Oufflow�0.00 cts D d
112289 Camden Ridge Hydrology Type// 24 -hr 2- Year Event Roinfafl=2.75"
Prepared by Microsoft Printed 8/1/2013
Hydn,CADO 10.00 Wn 00590 (9) 2011 HydroGAD Software Solutions LLC Pope 2
Summary for Subcatchment 1S: Flow Into Pond 1
Runoff 12.17 cfs (M 12.02 hrs, Volume= 29,149 cf. Depth= 1.31"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-36.00 hm, dt= D.05 Ims
Type 11 24 -hr 2 -Year Event Rainfall=2.75"
Area far) CN Description
96,002 98 Paved parking, HSG C
142,675 74 �75% Grass cover, Good, HSG C
14.361 70 Woods, Good, HSG C
266,360
84 Weighted Average
157,036
58.96% Pervious Area
109,324
41.04% Impervious Area
To Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
10.0
Direct Entry,
Summary for Subcatchment 2S: Flow Into Pond 2
Runoff
20.22 cis 9 12.02 hm, Volume= 48,445 cf, Depth= 1.38"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-36.00 hm. dt- 0.05 hra
Type 11 24 -hr 2 -Year Event Rainfall=2.75"
Area (sf)
CN Description
176.337
98 Paved parking, HSG C
196.471
74 �75% Gross cover, Good, HSG C
29.899
70 Woods, Good, HSG C
421.070
85 Weighted Average
226,370
53.76% Pervious Area
194.700
46.24% Impervious Area
Tc Length
1-1 1-11
Slope Velocity Capacity Description
1.- - --- I 1�1.1
10.0 Direct Entry,
Summary for Subcatchment 20S: S. Rear Yard Flow
Runoff 4.24 cis C 12.02 his, Volume= 10,240 cf, Depth= 1.07"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-36.00 hm, dt= 0.05 hrs
Type 11 24 -hr 2 -Year Event Rainfall=2.75"
1112289 Camden Ridge Hydrology T�ype If 24 -hr 2- Year Event Rainfaff=2.75"
Prepared by Microsoft Printed 8/1/2013
HydroCAD9 10.00 s/n 00590 0 2011 HydroCAD Software Solutions LLC P... 3
rlb� �
15,294 80 Weighted Average
87,776 76.13% Pervious Area
27,518 23.87% Impervious Area
Tc Length Slope Velocity Capecity Description
(min) (feet) (An) (ftfsec) (d3)
10.0 Direct Entry,
Summery for Subcatchment 303: SE Rear Yards
Runoff 3.04 ch, (M 12.02 bra, Volume= 7,411)cf, Depth= 0.95"
Runoff by SCS TR -20 method, UH=SCS, Time Span- 5.00411.00 fire, dt- 0.05 hm
Type 11 24 -hr 2 -Year Event Rainfall -2.75"
r1bu �
93,164 78 Weighted Average
77,179 82.84% Pervious Area
is'985 17.16% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) Min) (filsec) (Cfs)
10.0 Direct Entry,
Summary for Subcatchment 40S: Connection Flow
Runoff 10.42cfs(M 12.03hra, Volume= 25,779cf, Depth= 0.55"
Runoff by SCS TR -20 method, UH -SCS, Time Span= 5.00-35.00 hm. dt= 0.05 hm
Type 11 24 -hr 2 -Year Event Rainfail=2.75"
Area (at)
CN
Description
46,750
98
Paved parking, HSG C
189,640
74
�75% Grass cover, Good, HSG C
127,319
70
Woods, Good, HSG C
363,709
76
Weighted Average
316,959
87.15% Pervious Area
46,750
12.85% Impervious Area
To Length Slope Velocity Capacity Description
(min) (feet) (fvft) (ft/sec) (of$)
10.0 Direct Entry,
112289 Camden Ridge Hydrology Type 11 24 -hr 2- Year Event Rainfall -2.75'
Prepared by Microsoft Printed 81112013
HydroCADS10.00 sinOO590 02011 HydroCADSoftwaret5oluflonsi-ILC Pace 4
Summary for Subcatchment SOS: NE Rear Yards
Runoff 2.05 cis C 12.02 hrs, Volume= 4,956 of, Depth- 1.07"
Runoff by SCS TR -20 method, UH -SCS, Time Span= 5.00-36.00 hm, dt. 0.05 fire
Type 11 24 -hr 2 -Year Event Rainfall=2.75"
12,870 98 Paved parking, HSG C
42,955 74 �75% Gross cover, Good, HSG C
56.1325 80 Weighted Average
42,955 76.95% Pervious Area
12,870 23.05% Impervious Area
To Length
Description
Summary for Reach 1 R: SW Flow off Site
(401 Hint: Not Described (Outflowminflow)
Inflow Area 266,360 at, 41.04% IMPOMOU3, Inflow Depth � 1.23" for 2 -Year Event event
Inflow 0.83 ch; 13.02 hm, Volume= 27,199 d
Outflow 0.83 cf3 13.02 hm, Volume= 27,199 cf, Aften= 0%, Lea- 0.0 min
Routing by Stor-ind+Trans method, Time Span- 5.00-36.00 his, dt- 0.05 hire
Summary for Reach 2R: S. Flow off Site
(40] Hint: Not Described (Outflow=lnflow)
Inflow Area 536,364 sf. 41.43% Impervious, Inflow Depth , 1.23" for 2 -Year Event event
Inflow 4.81 cis (M 12.03 his, Volume= 54,776 of
Outflow 4.81 cf3 Q 12.03 his, Volume= 54,776 of, Athm= 0%. Lag- 0.0 min
Routing by Stor-Ind+Tmns method, Time Span- 5.00-36.00 hm, dt- 0.06 hm
Summary for Reach 3R: SE Flow off Site
[401 Hint: Not Described (Outflow -Inflow)
Inflow Anu, 93.164 of, 17.16% Imperviow, Inflow Depth - 0.95' for 2 -Year Event event
Inflow 3.04 ch; C 12.02 hrs, Volume= 7,410 of
Outflow 3.04 cfs C 12.02 hm, Volume= 7,410 of, Atten= 0%, Leg- 0.0 min
Routing by Stou-Ind+Tmns method, Time Span- 6.00-36.DO hm, dt- 0.05 hm
112289 Camden Ridge Hydrology Type it 24 -hr 2-YearEvent Raintall=2.75"
Prepared by Microsoft Printed 8/1/2013
HvdmCADQD 10.00 aln 00590 0 2011 HydmCAD Softwore Solutions LLC Peat 5
Summary for Reach 4R: Ex. Pond
f40] Hint: Not Described (Outillow-Inflow)
Inflow Area 363,709 at, 12.85% Impervious, Inflow Depth = 0.00" for 2 -Year Event event
Inflow 0.00 eta C 5.00 hm, Volume- 0 Cf
Outflow O.OD cfs @ 5.00 hrs, Volume- 0 cf, Aftan= 0%, Lag= 0.0 min
Routing by StDr-ind+Trans method, Time Span- 5,00-36.00 hm, dt= 0.05 hrs
Summary for Reach SR: NE Flow off Site
[40] Hint: Not Described (Oufflow=lnflow)
Inflow Area 55,825 of, 23.05% Impervious, Inflow Depth = 1.07" for 2 -Year Event event
Inflow 2.05 cfs (M 12.02 hni, Volume= 4,958 d
Outflow 2.05 cfs a 12.02 hrs, Volume= 4,958 cf, Allen= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 hra, dt-- 0.05 Ins
Summary for Pond I P: Pond #1
Inflow Area 266,360 of, 41.04% Impervious, Inflow Depth = 1.31 " for 2 -Year Event event
Inflow 12.17 eta @ 12.02 hns. Volume= 29,149 cf
Outflow 0.83 oft Q 13.02 hra, Volume= 27,199 cf. Atten= 93%, Lag= 60.2 min
Primary 0.83 cfs C 13.02 hrs, Volume= 27,199 cf
Routing by Stor-Ind method, Time Span= 5.00-36.00 bra, dt= 0.05 bra
Starting Elev= 868.50' Surf.Ares= 14,242 at Storage- 59,513 cf
Peak Elev=869.51'@ 13.02hrs Surf.Ares=15,6116sf Stonoge=74,955cf (15,141 cf above start)
Plug -Flow detention time= (not calculated: initial storage excedes outflow)
Center -of -Mass chat. time= 289.0 min ( 1. 126.2 - 837.2 )
Volume Invert Avall.Storage Storage Description
#1 859.00, 119.059cf Custom Stage Data (PrIsmatic)LIated below (Recalc)
Elevation
Surf.Area
Inc.Stora
Cum.Store
(feet)
ag-ft)
(cubic -feet)
(cubic -feet)
859.00
1,672
0
0
860.00
2,841
2,257
2.257
862.00
4.315
7,156
9,413
864.00
6,103
10.410
19,831
866.00
8,211
14,314
34.145
867.50
9.943
13,616
47.760
868.00
12,014
5,489
53,249
868.50
14,242
6,564
59.813
870.00
16,382
22.968
82,781
871.00
18,098
17.240
100,021
872.00
19,978
19,038
119.059
112289 Camden Ridge Hydrology Type ft 24 -hr 2- Year Event Rsimfelf=2.75"
Prepared by Microsoft Printed 81112013
HydroCADS 10.00 31n 00590 0 2011 HydroCAD Software Solutions LLC Facto 6
Device Routing
Invert
Outlet Devices
#1 Primary
868.50'
16.0" RounclCulvert L=22.0' Ke -0.500
(cubic -feet)
(cuthic-feet)
Inlet/ Culler Invert- 868.50'/ 868.39' SmO.0050r Cc -0.900
3,623
0
n= 0.013 Concrete pipe, bends & connections, FlowArea= 1.23 of
02 Device 1
868.50'
Custom Weir/Orifice, C" 2.62 JC- 3.28)
8,915
874.00
Head (feet) 0.00 1.90 1.90 3.00
12,557
21,472
Width (feet) 0.25 0.25 5.00 5.00
#3 Device 2
866.25'
18.0" Round Culvert L= 22.0* Ke= 0.500
$78.00
12,100
Inlet I Outlet Invert- 866.25'/ 116625' S- 0.0000 'r Cc- 0.900
59,939
879.00
n= 0,013 Concrete pipe, bends & connections, Flow Area= 1.77 of
trIlmary OutFlow Max -0.83 cfs @ 13.02 hm HW -869.51' (Free Discharge)
tCulvert (Passes 0.83 eta of 2.70 ch; potential flow)
4!.ustom WeirfOrifice (Weir Controls 0.83 cis @ 3.29 fps)
3 -Culvert (Passes 0.83 cfs of 8.56 cfs potential flow)
Summary for Pond 2P: Pond #2
[58] Hint: Peaked 32.84' above defined flood level
Inflow Area 421.070 of, 46.24% Impervious, Inflow Depth - 1.38" for 2 -Year Event event
Inflow 20.22 cf$ Q 12.02 hrs, Volume= 48,445 cf
Outflow 1.27 cla, Q 13.12 hra, Volume= 44,536 cf, Aften- 94%, Lag- 66.2 min
Primary 1.27 CIS 0 13,12 hrs, Volume= 44,536 cf
Routing by Stor-Ind method, Time Span= 5.00-36.00 hm, dt= 0.05 We
Starting Elev- 880,00' Surf.Area= 18,363 at Storagen 88,613 cf
Peak Elsv= 881.34' a 13,12 hrs Surf.Area= 20,501) at Storage- 114,628 cf (26,016 cf above start)
Flood Elev�- 848.50' Surf.Area= 0 at Storage= 0 d
Plug -Flow detention t1me= (not calculated: initial storage excedes outflow)
Center -of -Mass det, time= 310.6 min ( 1,144.2 - 833.6 )
Volume Invert Avaii.Storane Storeae Description
#1 870.00' 201,020 cf Custom Stage Data (PrIsmstic)Usted below (Recoic)
Elevation
Surf.Area
no.Store
Cum.Stora
(feet)
(SeFft)
(cubic -feet)
(cuthic-feet)
870.00
3,623
0
0
872.00
5,292
8.915
8,915
874.00
7,265
12,557
21,472
876.00
9,551
16,816
38.288
$78.00
12,100
21,651
59,939
879.00
13.442
12.771
72.710
880.00
18,363
15,903
88.613
882.00
21,556
39,919
128,532
884.00
25.013
46,569
175,101
885.00
26,826
25,920
201.020
112289 Camden Ridge Hydrology Type U 24 -hr 2- Year Event Rsinfall=2 75"
Prepared by Microsoft Printed 8/1/2013
Hvd,oCADV10.00 s/nOO590 02011 HydroCAD Software Solutions LLC Pope 7
Device Routing
Invert
Oultet Devices
#1 Primary
880.00'
15.0" Round Culvert L=270.0' Ke=0.500
Primary - 0.00 do @
5.00 hrs, Volumem
Inlet I Outlet Invert= 880.00'1745,50' S=0.4981 1' Cc= 0,900
Routing by Stor-Ind method, Time Span= 5,00-36.00 hm.
dt= 0.05 him
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 of
92 Device 1
880.00'
Custom WerfOrifice, C" 2.62 (C- 3.281
72,520
874.00
Head (fast) 0.00 2.50 2.50 3.50
86,756
159,276
Width (feet) 0.25 0.25 5.00 6.00
#3 Device 2
877.50'
18.0" Round Culvert L= 24.0' Ke= 0.500
Inlet/ Outlet Invert= 877.50'/ B77.50* S=0.00007 CC=0.900
n=a.ol3 Concrete pipe. bends& connections, FlowArea=1.77&f
trimaryOutF[owMax=1.27cfs@13.12hrs HW=881.34' (Fr"Discharge)
tCulvert (Passes 1.27 cis of 4.99 cis potential flow)
4! Custom Wer/OrIf1ce (Weir Controls 1.27 do Q 3.79 fps)
3 -Culvert (Passes 1.27 cis of 9.85 cis potential flow)
Summary for Pond 41s: Ex. Pond #4
Inflow Ares = 363.709 of, 12.85% Impervious, Inflow Depth = 0.85" for 2 -Year Event event
Inflow 10.42 do @
12.03 hrs, Volume=
25,779 d
Outflow = 0.00 cis @
5.00 fire, Volume=
0 cf, Aftan= 100%, Lag= 0.0 min
Primary - 0.00 do @
5.00 hrs, Volumem
0 or
Routing by Stor-Ind method, Time Span= 5,00-36.00 hm.
dt= 0.05 him
Peak Elev= 870.76' @ 24.60 him
Surf.Area= 35,422 at
Storage= 25,778 d
Plug -Flow detention time= (not calculated: initial storage excedes outflow)
Center -of -Mass det. time= (not calculated: no outflow)
Volume Invert Avall.Storage Storage Description
#1 870.00' 281,606d Custom Stage Data (Prismatic)[Listed below (Recalc)
Elevation
Surf.Arsa
Inc.Store
Cum.Store
(feet)
(so -ft)
(cubic -feet)
(cubic -feet)
870.00
32,835
0
0
872.00
39,685
72,520
72,520
874.00
47,071
86,756
159,276
876�00
55,259
102,330
261,606
Device Routing Invert Outlet Devices
#1 Primary 874.60' 25.0'long x 16.0' breadth Broad -Created Rectangular Weir
Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef.(English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
rrmary OutFlow Max=0.00 do @ 5.00 him HW=870.00' (Free Discharge)
-t-Broad-Crested Rectangular War( Controls 0.00 do)
112289 Camden Ridge Hydrology Type if 24 -hr 10- Year Event Raintafl=4.20"
Prepared by Microsoft Printed B/1/2013
HydroCADMIO.00 s1nD0590 02011 HydroCAD Software Solutions LLC Paae 8
Time span=5,00-36.00 his, dt=0.05 Inns, 621 points
Runoff by SCS TR -20 method, JH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentIS: Flow Into Pond I
Subcstchmont2S: Flow Into Pond 2
Subcatchment20S: S. Rear Yard Flow
Subcatchment30S: BE Rear Yards
Subcatchment4OS: Connection Flow
SubcatchmentSOS: NE Rear Yards
Reach IR: SW Flow off Site
Reach 2R: S. Flow off Site
Reach 3R: SE Flow off Site
Reach 4R: Ex. Pond
Reach GR: NE Flow off Site
Pond 1 P: Pond #1
Pond 2P: Pond 92
Pond 4P: Ex. Pond #4
Runoff Area -266,360 at 41.04% I.pdvIous Runoff Depth -2.55"
Tc-10.0min CN -84 Runoff-23.40cfs 58,560d
Runoff Area=421,D70 of 48.24%Imperwous RumffDepth,2.64"
Tc-10.OmIn GN -85 Runoff -38.15.1, 92,540d
Runoff Aroa=115,294 of 23.87%linpervious Runoff Depth,2.21"
T.-10.0min CN -80 Rundrall.8fids 21,216d
Runoff Araa,93,164 of 17.16%lmpe"lous Runoff Depth,2.05"
Tc-10.0min CN -78 Ru.off-0,64cfs 15,890d
Runoff Area -363,709 of 12.85% Impervious Runoff Depth -1.89"
Tc-IoOmIn CN=76 Runoff-23.93cfs 57,378d
Runoff Area -55,825 .1 23.05%impervious Runoff Depth -2.21"
Te-10.0niln CN=80 Runoff-4.28afs 10,272d
lnflow�2.15 cis 54.198 d
Outflow�2.15 cis 54,198 d
lnfiow�10.53 ds 108,981 d
Oufflo.-10.53 do; 108.981 d
lnfkiw�6.64cfs 15,898d
Ouffl.�6.64 do 15,896 d
innow,o.00 do o of
O.M�0.00 do 0 d
lnflow�4.219 cis 10.272 d
Oufflow-4.28 do 10,272 d
Peak Elev-870.40' Starage=89,497 d lnflow�23.40 do 56,560 of
Outflow�2.15 .19 54,198 or
Peak Elev-882.46' Storage -138,623 d lnffoiw�38.15 ds 92,540 d
Oufflow-3.1 8 cf. 87,706 cf
Peak Elov-871.61' Shnage-57,378 cf Inkm,23.93 do 57378 cf
Outftow�0.00 do 0 cf
112289 Camden Ridge Hydrology Type I/ 24 -hr 10- Year Event Rainlall=4.20"
Prepared by Microsoft Printed 8/1/2013
HydroCADe 10.00 On 00590 0 2011 HydroCAD Software Solutions LLC papa 9
Summary for Subcatchment 1S: Flow into Pond 1
Runoff 23.40 cis C 12.01 his, Volume= 56,560 or, Depth= 2.55"
Runoff by SCS TR -20 method, UH -SCS, Time Span- 5.00-36.00 hns, dt= 0.05 Inns
Type 11 24 -hr 10 -Year Event Rainfall=4.20"
95,082 98 Paved parking, HSG C
142,675 74 �75% Grass cover, Good, HSG C
14,361 70 Woods, Good, HSG C
14,242 98 Water Surface HSG C
266,360 84 Weighted Average
157,036 58.96% Pervious Area
109,324 41.04% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (Cfs)
10.0 Direct Entry,
Summary for Subcatchment 2S: Flow Into Pond 2
Runoff 38.15 ds C 12.01 hirs, Volume= 92,540 cf, Depth= 2.64"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.013-36.00 hirs, dt= 0.05 hire
Type 11 24 -hr 10 -Year Event Rainfall=4.20"
Area (at)
CN
Description
178,337
98
Paved parking, HSG C
196,471
74
75% Grass cover, Good, HSG C
29.899
70
Woods, Good, HSG C
18,363
98
Water Surface, HSG C
421,070
85
Weighted Average
226,370
53.76% Parvious Area
194,700
46,24% Impervious Area
To Length Slope Velocity Capacity Description
(min) (test) (ftM) (filsec) lots)
10.0 Direct Entry,
Summary for Subcatchment 20S: S. Rear Yard Flow
Runoff 8.85 cfs C 12.02 hrs, Volume= 21,215cf, Depth= 2.21"
Runoff by SCS TR -20 method, UH -SCS, Time Span= 5.OD-36.00 hm, dt= 0.05 hrs
Type 11 24 -hr 10 -Year Event Rainfall -4.20"
— . I
112289 Camden Ridge Hydrology Type 11 24 -hr 10- Year Event Rainfalt=4.20"
Prepared by Microsoft Printed 81112013
14ydmCAD8 10.00 sm 00590 0 2011 HvdroCAO Sollvare Solutions LLC peoe 10
Area (at) DIN Description
27,518 98 Paved parking, HSG C
87,776 74 �75% Grass cover, Good, HSG C
80 Weighted Average
76.13% pervious Area
23.87% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Summary for Subcatchment 30S: SE Rear Yards
Runoff 6.64 efs @ 12.02 hrs, Volume= 15,896 cf, Depth= 2.05"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-36.00 hirs, dt- 0.06 hr,
Type 11 24 -hr 10 -Year Event Rainfall=4.20"
HSG C
93,164 70 Weighted Average
77,179 82.64% Pervious Area
15,985 17.16% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) Uttsec) (cfs)
10.0 Direct Entry,
Summary for Subcatchment 40S: Connection Flow
Runoff 23,93 Us @ 12.02 hrs, Volume= 57.378 cf. Depth= 1.89"
Runoff lyy SCS TR -20 method, UH=SCS, rime Span= 5.00-36.00 hirs. dt= 0.05 hrs
Type 11 24 -hr 10,Year Event Rainfall=4.20"
Area (at) CN Description
46,750 98 Paved parking, HSG C
189,64a 74 �75% Grass cover, Good, HSG C
127,319 70 Woods, Good, HSG C
363,709 76 Weighted Average
316,959 87.15% Pervious Area
46,750 12.85% Impervious Area
To Length Slope Velocity Capacity Description
(min) (feet) (ftffi) (fttsec) fcfsl
10.0 Direct Entry,
112289 Camden Ridge Hydrology Type I/ 24 -hr 10 -Year Event Rainfl;11=4.20"
Prepared by Microsoft Printed 81112013
HydroCADO 10.00 aln 00590 0 2011 HydroCAD Software Solutions LLC Pans 11
Summary for Subcatchment SOS: NE Rear Yards
Runoff 4.28 cis @ 12.02 his, Volume= 10,272 cf, Depth- 2.2 1"
Runoff by SCS TR -20 method, UH=SCS, Time Spar= 5.OD-36.00 im, dt= 0.05 hre
Type 11 24 -hr 1 O -Year Event Rainfall -4.20"
12.870 23.05% Impervious Area
Te Length Slope Velocity Capacity Description
;.I 11_. I.. I., --- 1 1-1
10.0
Summary for Reach 1R: SW Flow off Site
[40] Hint: Not Described (Outflowminflow)
Inflow Area 266,360 of, 41.04% Impervious, Inflow Depth � 2.44" for 10 -Year Event event
Inflow 2.15 cis jif 12.60 his, Volume- 54,198 d
Outflow 2.15 of& a 12.60 firs, Volume- 54,198 cf, Atten- 0%, Lag= 0.0 min
Routing by Stor-Ind-Trons method, Time Spon- 5.00-36.00 ma, dt- 0.05 hrs
Summary for Reach 2R: S. Flow off Site
[40] Hint: Not Described (Oufflow-inflow)
Inflow Area 536,364 at, 41.43% Impervious, Inflow Depth � 2.44" for 10 -Year Event event
Inflow 10.53 ch, @ 12.03 hrs, Volume- 108.981 of
Outflow 10.53 ofs a 12.03 his, Volume- 100,901 d, Athon- 0%, Lag- 0.0 min
Routing by Stor-Ind+Trans method, Time Spon- 5.00-36.00 Ims, dt= 0.05 Ims
Summary for Reach 3R: SE Flow off Site
[40] Hint: Not Described (Oufflow=lnflow)
Inflow Area = 93.164 of, 17.16% Impervious, Inflow Depth - 2.06" for 1 O -Year Event event
Inflow a 6.64 cis C 12.02 hrs, Volume- 15,896 of
Outflow = 6.64 clo @ 12.02 hm, Volume= 15,896 cf, Atten- 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span- 5.00-36.00 hm, dt= 0.05 hrs
112289 Camden Ridge Hydrology rype /I 24 -hr IL�Year Event Rainfall=4.20'
Prepared by Microsoft Printed 8/112013
HVdroCAD810.00 sm00590 02011 HydroCADSoffw@mSclutInsLLC
Summary for Reach 411: Ex. Pond
[401 Hint: Not Described (OufflowAnflow)
Inflow Area 363,709 of, 12.85% Impervious, Inflow Depth - 0.00' for 10 -Year Event event
Inflow 0.00 cfa @ 5.00 fire, Volume= 0 of
Outflow 0.00 cis a 5.00 hra, Volume= 0 of, Attewc D%, Lag- 0.0 min
Routing by StoMnd+Trons method, Time Soon- 5.00-36.00 Ims, dt- 0.05 hn;
Summary for Reach SR: NE Flow off Site
1401 Hint: Not Described (Outflow=lnflow)
Inflow Area 56,625 of, 23.05% Impervious, Inflow Depth - 2.21" for 10 -Year Event event
Inflow 4.28 cis C 12.02 hrs, Volume- 10,272 of
outflow 4.28 ch; @ 12.02 his, Volume- 10,272 of, After- 0%, Lag= 0.0 min
Routing by Stor-ind+Trans method, Time Spamm 5.00,36.00 hm, dt- 0.05 his
Summary for Pond IP: Pond #1
Inflow Area 265,360 of, 41.04% Impervious. Inflow Depth - 2.55" for 1 O -Year Event event
Inflow 23.40 ch; 12.01 Ims, Volume= 66,660 of
Outflow 2.15 ofs 12.60 Ims. Volume= 54.198 of, Atten= 91%, Lag= 36.5 min
Primary 2.15 cis Q 12.60 Ims, Volume= 64,198 of
Routing by Stor-Ind method, Time Span- 5.00-36.00 Ims, dt- 0.06 his
Starting Elev- 868.50' Surf.Ares- 14,242 of Storage- 59,813 of
Peak Elav�- 870.40' (Cli 12.60 hra Surf.Area= 17,071 of Storage- 89,497 of (29,684 of above start)
Plug -Flow detention time- (not calculated: initial storage excedes outflow)
Csntsr�f-Mass det. time- 247.8 min ( 1,066.0 - 018.3 1
Volume Invert Avail.Stonage Storame Description
*1 859.00' 119,069cf Custom Stage Data fPrismatic)Listed below (Rowle)
Elevation
Surf.Arsa
Inc.Store
Cum.store
(test)
fag -ft)
(cubic -feet)
(cubic -feet)
859,00
1,672
0
0
860Ao
2.841
2,257
2,257
062.00
4,315
7,156
9,413
864.00
6,103
10,418
19,831
66.00
8,211
14,314
34,145
67.50
0,943
13,616
47,760
868.00
12,014
5,489
53,249
868.50
14,242
6,564
59.813
870.00
16,382
22.968
82,781
871.00
18,098
17,240
'100,021
B72.00
19,978
19,038
119,069
112289 Camden Ridge Hydrology Type 11 24 -hr 10- Year Event Rainfalf=4.20"
Prepared by Microsoft Printed 8/1/2013
HYdmCADV 10.00 Wn D0590 0 2011 HydroCAQ Software Solutions LLC Pace 13
#1 Primary 868.50' 16.0" R.undCulvert L-22.0' Ke=0.500
Intel/ Outlet Invert- 868.50'/868.39' S=13.00507 Cc=0.900
n=0.013 Concrete pipe. bends& connections, FlowAreazl.238f
#2 Device 1 868.50' Custom Weir/Orifics, Cv- 2.62 JC- 3.28)
Head (foot) 0.00 1.90 1.90 3.00
Width (feet) 0.25 0.25 5.00 5.00
#3 Device 2 866.25' 18.0" Round Culvert L- 22.0' Ke= 0.500
Inlet/ Oulfiet Invert- 866.25'/ 866.25' S=0.0000T Cc=0.900
n=0.013 Concrete pipe, bonds& connections, FlowAma-1.77af
tlmaryOutFlowMax=2.15ds@12.60hrs HW -870.40' (FreeDischarge)
tCulwrt (Passes 2.15 cis of 6.06 eta potential flow)
rCustom Weir/Orifice (Weir Controls 2.15 ch, C 4.45 fps)
3 -Culvert (Passes 2.15 cfs of 11.73 ale potential flow)
Summary for Pond 2P: Pond #2
[581 Hint: Peaked 33.96'above defined flood level
Inflow Area 421,070 at, 46.24% Impervious, Inflow Depth = 2.64" for 10 -Year Event event
inflow 38.15 ch, a 12.01 li Volunne= 92,540 at
Outflow 3.16 cis @ 12.67 hrs, Volunre= 87.766 cf, Atten= 92%. Lag= 39.1 min
Primary 3.16 do a 12.67 hrs, Volurne= 87,766 at
Routing by StDr-Ind method, Time Span= 5.00-36.00 hm. dt= 0.05 hns
Starting Elev= 880.00' Surf.Area= 18,363 sf Storage= 88,613 of
Peak Elev= 882.46' Q 12.67 hra Surf.Area= 22,351 sf Storage= 138,623 ef (50,011 cf above start)
Flood Elev= 848.50' Surf.Ares= 0 at Storage= 0 at
Plug -Flow detention time- (not calculated: Initial storage excedes outflow)
Centar�of-Mass det time- 270.5 min ( 1,085.6 - 8 15.11
Volume Invert Avaii.Storeae Storage Description
#1 870.00' 201,020 cf Custom Stage Data (Prlsmatic)Listed below (Rece1c)
Elevation
(feel)
Surf.Area
(sq-th
Inc.Stora
(cubic -feet)
Cum.stom
(cubic -feel)
870.00
3,623
0
0
872.00
5,292
8,915
8,915
874.00
7,265
12,557
21,472
876.00
9.551
16,816
38.288
878.00
12,100
21,651
59,939
879.00
13.442
12,771
72.710
880.00
18,363
15,903
88,613
882.00
21,556
39,919
128,532
884.00
25,013
46,569
175,101
885.00
26,826
25,920
201,020
112289 Camden Ridge Hydrology Type // 24 -hr 10- Year Event Rainfafl=4.20"
Prepared by Microsoft Printed 81112013
HydroCADS 10.00 91n 00590 0 2011 HvdmCAD Software Solutions LLC Pace 14
Device Routino Invert
Outlet Devices
N1 Primary 880.00'
15.0" Round Culvert L= 270.0' Ke- 0.500
Inlet / Outlet Invert= 880.00'/ 745.50' S= 0.4981 T Cc= 0.900
n= 0.013 Concrete pipe, bonds & connections, Flow Area= 1.23 at
#2 Device 1 880.00'
Custom Weir/Orifice, Cw 2.62 (C- 3.28)
Head (feet) 0.00 2.50 2.50 3.51)
Wdth (feet) 0.25 0.25 5.00 5.00
#3 Device 2 877.50'
18.0" Round Culvert L= 24.0' Ke- 0.500
Inlet / Oudet Invert= 877.50'/ 877.50' S= 0.0000 T CC� 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 at
erimary OutFlow Max -3.16 as C 12.67 hro HW=882.46' (Free Discharge)
tCulvert (Passes 3.16 cfs of 8.00 cis paternal flow)
4fCustom WeIrfOrifice (Weir Controls 3.16 are C 5.14 fps)
3 -Culvert (Passes 3.16 ate of 13.34 are potential flow)
Summary for Pond 4P: Ex. Pond #4
Inflow Area 363,709 of, 12.85% IMPONIOUS, Inflow Depth - 1.89" for 10 -Year Event event
Inflow 23.93 ale Q 12.02 hrs, Volunnew 57,378 at
Outflow 0.00 ch, (M 5.00 hrs, Volume= 0 cf, Atten- 100%, Lag= 0.0 min
Primary OM efs C 5.00 hns, Volumem 0 Cf
Routing by Star -Ind method, Time Span= 5.00�36.00 hrs, dt- 0.06 hre
Peak Elev= 871.61' @ 24.60 him Surf.Area= 38,356 at Storage= 57,378 cf
Plug -Flow detention time= (not calcul ted: initial storage excedes outflow)
Center -of -Mass det. bme= (not calcul:ted: no outflow)
Volume Invert Avail.Storage Storage Description
#1 870.00' 261,606 ef Custom Stage Date (Prismatic)Listed below (Recalc)
Elevation SurfArea Inc.Store Cum.Store
(feet) fsq-ft) (cubic -feet) (culti2:tSC
870.00 32,835 0 0
872.00 39,685 72,520 72,520
874.00 47,071 86,756 159,276
876.00 55,259 102,330 261,606
Primary 874.60' 26.0' long x 16.0' breadth Brood -Crested Rectangular Wq
Head (feet) 0.20 0A0 0.60 0.80 1.00 1.20 1.40 1.60
Cost. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2,63
krilmary ClutFlow Max=0.00 da C 5.00 hm HW --870.00' (Free Discharge)
�1-13road-Crested Rectangular Weir( Controls 0.00 at&)
112289 Camden Ridge Hydrology
Type1124-hr 100. Year Event Rainfafl=6. Do -
Prepared by Microsoft
Printed 8/112013
FlYdrOCADS 1O.DO sh, 00590 C' 2011 HydroCAD Soft..r. Solutions LLC P... 15
Time span=5,00-36.00 hire, dtmO.05 thns, 621 points
Runoff by SCS TR -20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond muting by Star -Ind method
SubcatchmentlS: Flow Into Pond I
Runoff Ares -266,360 Sf 41.N%lmPOrVlk)U3 Runoff Depth,4,20'
98
Tc-10.0min CN -84 Rum,17-37.80afs 93,148d
Subcatchment2S: Flow Into Pond 2
Runoff Area=421,070 if 46.24% lndi�IDL]s Runoff Depth>4,30"
Weighted Average
Tc -1 0.0 min CN -85 Runoff=60.97 Cis 150.970 ef
Subcatchment20S: S. RearYard Flow
Runo"Are.-115,294sf 23.87%Impervimus Runoff Depth-3,78-
194,700
Tc,10.Omin CN=80 Runoff,14.97cls 36,330d
Subcatchment30S: SE Rear Yards
Runoff Am. -93,164 at 17.16%impervious Runoff Depth-3.58-
Slope Velocity Capacity Description
Tc-10.Omln CN -78 Runoff,11.51cfs 27.785cf
Subcatchment4DS: Connection Flow
RunoffAma-363,709sf 12.85%Imparvious Runoff Depth,3.38"
Tc-10,Omin CN -76 Runoff-42,61cfs 102,448ar
SubcatchmentSCS: NE Rear Yards
Runoff Area=55,825 at 23.05%impervious Runoff Depth,3.78"
Tc-10.Omin CN -80 Runoff-7.25cls 17,591cf
Reach IR: SW Flow off Site
Inflo"11.52 cfs 90,499 cf
Outflovr�8.52 cis 90.499 of
Reach 2R: S. Flow off Site
lnflow�22.30 Cis 181,939 cf
Oufflo�22.30cfs 1B1,939cf
Reach 311: SE Flow off Site
lnfiow�11.51 cis 27,785 d
Outffow�l 1.51 cis 27,785 d
Reach4R:Ex.Pond
lnff.�0.00 d. 0 cf
Outflo�-13.00 CIS 00
Reach 6R: NE Flow off Site lrflo�7.25 cis 17.591 cf
Outflm-7.25 eta 17,591 d
Pond 1 P: Pond #1 Peak Elov-871.20* Starega-103,752 d Inflow -37.80 ds 93.148 cl
Oulffo�8.52 Cis 90,499 cf
Pond 2P: Pond #2 Peak Elov,883.56' Starage,164,186 cf Inflow,61).97 ds IM,970 cf
Oufflo�10.12 ds 145,609 d
Pond 4P: Ex. Pond 04 Peak Elov-872.73' Storage -102,447 of Inflow -42.61 cis 102,448 of
Outllo�O'OOCIS ad
112289 Camden Ridge Hydrology Type1124-hr 100-YearEventRaintafi=600"
Prepared by Microsoft Printed 811/2013
HydroCAD(M 10.00 9/n W590 C 2011 HydmCAD Sollwana Solutions LLC Pace 16
Summary for Subcatchment 1 S; Flow into Pond 1
Runoff 37.80 cis @ 12.01 hm, Volume= 93,148 cf, Depth= 4.20"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.OG-36.00 his. or= 0.05 his
Type 11 24 -hr 100 -Year Event Rainfall=6.00"
Area (at) CN Description
95,082 98 Paved parking, HSG C
142,675 74 �75% Gross cover, Good, HSG C
14,361 70 Woods, Good, HSG C
14,242 98 Water Surface, HSG C
266,360 84 Weighted Average
157,036 56.96% Pervious Area
109,324 41.04% Impervious Area
Tc Length Slope Velocity Capacity Desciription
I-;., 11-il 1.., 1.1-1 1�1.1
Summary for Subcatchment 2S: Flow Into Pond 2
Runoff 60.97 cis C 12.01 his, Volume= 150,970 cf, Depth> 4.30"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-36.00 his, dt- 0.05 his
Type 11 24 -hr 100 -Year Event Rainfall=6.00"
Area (sn CN Descriotion
176,337
98
Paved parking, HSG C
196,471
74
>75% Gress cover, Good, HSG C
29,899
70
Woods, Good, HSG C
18,363
98
Water Surface, HSG C
421.070
85
Weighted Average
226.370
53.76% Pervious Area
194,700
46.24% Impervious Area
Te Length
Slope Velocity Capacity Description
(min) (feet)
(filft)
ffusecl (cfs)
10.0 Direct Entry,
Summary for Subcatchment 20S: S. Rear Yard Flow
Runoff 14.97 cis Q 12.01 hrs, Volume= 36,330 cf, Depth= 3,78"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-36.00 hirs, dt= 0.05 hrs
Type 11 24 -hr 1 00 -Year Event Rainfsll=6.00"
112289 Camden Ridge Hydrology TypeII24-hr 100- Year Event Rainfail=6.00"
Prepared by Miaosoft Printed 81112013
HydroCADO 10.1)0 9/n 00590 0 2011 HvdmCAD Softwere Solutions LLC Pace 17
98
Le
115,294 80 WeightedAverage
87,776 76.13% Pervious Area
27.518 23.87% Impervious Area
To Length Slope Velocity Capacity Description
(min) (feet) (Nft) (ft/sec) (cfs)
10.0 Direct Entry,
Summary for Subcatchment 30S: SE Rear Yards
Runoff 11.51 cfs @ 12.01 hrs, Volume= 27,785 cf, Depth= 3.58'*
Runoff by SCS TR.20 method, JH=SCS, Time Span= 5.00-36.00 hra. dt= 0.05 hm
Type 11 24 -hr 100 -Year Event Rainfall=6.00"
93.164 78 Weighted Average
77,179 82.84% Pervious Area
15,985 17.16% Impervious Area
To Length Slope Velocity Capacity Description
(min) (feet) Min) (ft/sec) lots)
10.0 Direct Entry,
Summary for Subcatchment 40S: Connection Flow
Runoff 42.61 efs C 12.01 hus, Volumem 102,448 cf, Depth='3.38'*
Runoff by SCS TR -20 method, JHzSCS. Time Span= 5.00-36.00 hrs, dt= 0.05 hrs
Type 11 24 -hr I 00 -Year Event Rainfall=6.00"
Area (3f) CN Description
46,750 98 Paved parking, HSG C
189,640 74 75% Grass cover, Good, HSG C
316,959 87. 15% Pervious Area
46,750 12.85% Impervious Area
To Length Slope Velocity Capacity Description
(min) (feet) (fl/ft) (ft/sac) lots)
10.0 Direct Enty,
112289 Camden Ridge Hydrology Type // 24 -hr 100- Year Event Rainfelf=G. 00"
Prepared by Microsoft Printed 8/112013
HydroCADS 10.130 9/n 00590 Q 2011 HydroCAD Software Solutions LLC Paoe 18
Summary for Subcatchiment SOS: NE Rear Yards
Runoff 7.25 ch; @ 12.01 hrs, Volume= 17,591 of, Depth= 3.78"
Runoff by SCS TR -20 method. UH=SCS, Time Span= 5.00-36.00 hat, dt- 0.05 Irra
Type 11 24 -hr 1 00 -Year Event Rainfall=6.00"
Area af) CN Description
12.870 98 Paved parking, HSG C
42,955 74 �75% Grass cover, Good, HSG C
55,825 80 Weighted Average
42,955 76.95% Pervious Area
12.870 23.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (fi/ft) (fusee) lots)
10.0 Direct Entry,
Summary for Reach 1 R: SW Flow off Site
[40] Him: Not Described (Oufflow=lnflow)
Inflow Area 266,360 sf, 41.04% Impervious, Inflow Depth � 4.08" for 100 -Year Event event
Inflow 8.52 cfs C 12.25 me, Volume= 90,499 cf
Oufflow 8.52 cfs @ 12.25 hrs. Volurne= 90,499 of, Attenz 0%, Lag= 0.0 min
Routing by Stor-Ind-Trans method, Time Span= 5,00-36.00 hm. dt= 0.05 Irrs
Summary for Reach 2R: S. Flow off Site
[40] Hint: Not Described Cutlow=Inflow)
Inflow Area
536,364sf,
41.43%impervious,
InflowDepth, 4.07" for 100 -Year Event event
Inflow
22.30CIS(M
12.06hm, Volunne=
181,939 of
Outflow
Z230cf3@
12.06hra, Volume=
181,939cf, Atten=O%, Lag-0.0mIn
Routing by Stor-Ind+Trans method, Time Span= 5.00-36.00 Kra, dt-- 0.05 hra
Summary for Reach 3R: SE Flow off Site
[40] Hint: Not Described (Oufflow=lnftow)
Inflow Area 93.164 af, 17.16% Impervious, Inflow Depth = 3.58" for 100 -Year Event event
Inflow 11.51 cfs (M 12.01 hra, Volume= 27,785 of
Oufflow 11.51 cfs C 12.01 Ims, Volume= 27,785 cf, Atten= 0%, Lag= Do min
Routing by Stor-Ind-Trans method, Time Span= 5.00-36.00 hns, dt= 0.05 hn;
112289 Camden Ridge Hydrology Type 1124 -hr 100-YearEvsntRainha11=6.00'
Prepared by Microsoft Printed 811/2013
HydroCADO 10.00 am 00590 0 2011 HydroCAD Software Solutions LLC Pace 19
Summary for Reach 4R: Ex. Pond
[401 Hint: Not Described (Outflow=Inflow)
Inflow Area 363.709 sf, 12,85% Impervious, Inflow Depth 0.00" for 100 -Year Event event
Inflow 0.00 ds @ 5.00 tirs, Volume= ef
Outflow 0,00 cis @ 5.00 hirs, Volume- 0 of, Allen- 0%, Lag= 0.0 min
Routing by Stor-Ind+Trons method, Time Span- 5,00-36.00 his, dt- 0.05 bra
Summary for Reach SR: NE Flow off Site
1401 Hint: Not Described (Oufflow=lnflow)
Inflow Area 55,825af, 23.05%impervious, InflowDepth= 3.78" for 100 -Year Event event
Inflow 7.25cfa(M 12.011hre, Volume= 17,591 ef
Outflow 7.25 eta @ 12.01 hni, Volume= 17,591 cf, Allen- 0%, Los= 0,0 min
Routing by StDr-Ind+Tnms method, Time Span- 5.00-36.00 hm. dt-- 0�05 him
Summary for Pond IP: Pond #1
Inflow Area 206,360 at, 41.04% ImperAous, Inflow Depth - 4,20" for 1 00 -Year Event event
Inflow 37.80 cfs Q 12.01 his, Volume= 93,148 of
Outflow 8.52 ds Q 12.25 hirs, Volumen 90,499 cf, Atten- 77%, Laq- 14.2 min
Primary 8.52 of& @ 12.25 hm, Volume= 90,499 of
Routing by StDr-Ind method, Time Soon- 5.00-36.00 hm, dt= 0.05 him
Starting Elev= 868.60' Surf.Ares- 14,242 sf Storage= 59,813 cf
Peak Elav= 871.20' Q 12.25 lirs Surf.Area- 18,481 at Storage= 103,752 cf (43.938 cf above start)
Plug -Flow detention tims- 671.5 min calculated for 30,686 cl (33% of inflow)
Center -of -Moss dot. Ume= 188.9 min ( 992.9 - 804.1 )
Volume Invert Avall.Stomoo Storage Description
#1 859.00, 119.059cf Custom Stxgo Data (PrIsmadc)[.13ted below (Recalc)
Elevation
Surf.Arss
Inc.Store
Cum.Stom
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
8159.00
1,672
0
0
860.00
2,841
2,257
2,257
862.00
4,315
7.166
9,413
864.00
6,103
10,418
19,631
$66.00
8,211
14,314
34,145
867.50
9,943
13,616
47,760
868.00
12,014
5,489
63,249
868.60
14,242
6,564
59,813
870.00
16,382
22.968
82,701
871.00
13,098
17,240
100.021
872.00
19,978
19,038
119,069
112289 Camden Ridge Hydrology Type U24 -hr 100-YdarEventRainfall-600'
Prepared by Microsoft Printed 811/2013
HydroCADID 10.00 9/n D0590 0 2011 HvdnoCAD Software Solutions ILLC Pace 20
Device Routing
Invert
Outlet Devices
#1 Primary
868.50'
16.0" Round Culvert L- 22.0' Ke- 0.500
(cubic-fasO
(cublo-fest)
Inlet / Outlet Invert- 868.50'/ 868,39' Sm 0.050 T Cc= 0,900
3,823
0
n= 0.013 Concrete pipe, bends & connections, Flow Area- 1.23 of
#2 Device 1
868.50'
Custom Weir/Orifice, Cw 2.62 (C- 3.28)
8,915
874.00
Head (feet) 0.00 1.90 1.90 3.00
12,557
21,472
Width (feet) 0.25 0.25 5.00 5.00
#3 Device 2
566.25'
18.0" Round Culvert L- 22.0' Ke= 0.500
878.00
12,100
Inlet/ Outlet Invert- 866.25'1866.25' S=0.0000T Cc -0.900
59,939
879.00
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 st
]LrimaryOutFlowMax=8.52cfsCl2.25hm HW�871.20' (FreaDischarge)
rCulvert (Inlet Controls 8.52 cis C 6.94 fps)
tCustom Weir/Orifice (Passes 8.52 efs of 14.84 eta potential flow)
3 -Culvert (Passes 8.52 ore of 13.99 cis potential flow)
Summary for Pond 2P: Pond #2
(951 Waming: Outlet Device 02 rise exceeded
[581 Hint: Peaked 35.06'above defined flood level
Inflow Area 421,070 of, 46.24% Impervious, Inflow Depth > 4.30" for 1 00 -Year Event event
Inflow 60.97 eta a 12.D1 hm, Volume= 150,970 d
Outflow 10.12 efs C 12.32 hire, Volume= 145.609 of, Aften� 83%, Lag= 18.4 min
Primary 10.12 cfa C 12.32 11 Voli 145,609 d
Routing by Stor-Ind method, Time Spero 5.00-36.00 lirs, dt= 0.05 hrs
Starting Elev- 880.00' Surf.Ari 18,363 at Storage- 88,613 d
Peak Elsv�- 883S6'@ 12.32 him Surf.Area= 24,247 of Storage- 164,186 d (75.574 cf above start)
Flood Elev= 848.50' Surf.Ares- 0 sf Storage= 0 cf
Plug -Flow detention time- 651.1 min calculated for 56,904 d (38% of Inflow)
Conter-of-Mass det. time= 211.3 min ( 1.012.5 - 801.2 )
Volume Invert Avall.Storaos Stonrae Description
#1 870.00' 201,020 of Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Stors
(fact)
(3% ft)
(cubic-fasO
(cublo-fest)
70.00
3,823
0
0
72.00
5.292
8,915
8,915
874.00
7,265
12,557
21,472
876.00
9,561
16,816
38,280
878.00
12,100
21,651
59,939
879.00
13,442
12,771
72,710
880.00
18.363
15,903
88,613
882.00
21,556
39.919
128,632
884.00
25,013
46,569
175,101
886.00
26,826
25,920
201.020
112289 Camden Ridge Hydrology Type1124-hr 100- Year Event Rauniall=6.00'
Prepared by Microsoft Printed 8/1/2013
FtydroCAD010.00 a/nDO590 02011 HydroCAD Software Solutions LLC Pace 21
Device Routing
Invert
Outlet Devices
#1 Primary
880.00'
15.0" Round Culvert L= 270.0' Ke= 0.500
(cubic -feet)
(cubic -feet)
Inlet / Outlet Invert- 880.00'1745.50' S= 0.4981 'P Cc= 0,900
32,835
a
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 at
02 Device 1
880.00'
Custom Weir/Orifice, Cv- 2.62 (C- 3.28)
72,520
874.00
Head (feet) 0.00 2.50 2.50 3.50
86.756
159,276
Width (feet) 0.25 0.25 5.00 5.00
#3 Device 2
877.50'
18.0" Round Culvert L= 24.0' 10.500
Inlet/ Outlet Invert- 877.50'/ 377.50' S=O.ODOOT CO=0.900
n=0.013 Concrete pipe, bends &connections, FlowArea=1.773f
frimaryOutFlowMax=10.11cfs@12.32hm HW=883.56' (FreaDischarge)
�rCulvert (Inlet Controls 10.11 cis Q 8.24 fps)
tCustom Weirforifice (Passes 10.11 cfa of 22.14 ch, potential flow)
3 -Culvert (Passes 10.11 efs of 16.04 cts potential flow)
Summary for Pond 4P: Ex. Pond #4
Inflow Area = 363,709 af, 12.85% Impervious, Inflow Depth = 3.38" for 100 -Year Event event
Inflow m 42.61 ds 12.01 hra. Volume= 102.448 cf
Outflow = 0.00 ds 5.00 hrB, Volume= 0 of, Aften= 100%. Lag= 0.0 min
Primary = 0.01) cfs 5.00 hra, Volume= 0 d
Routing by Stor-Ind method, "Ime Si 5.00-36.00 Irms. dt- 0.05 hra
Peak Elev= 872.73- C 24.60 him SUrf.Area= 42,378 at Storage= 102,447 ef
Plug -Flow detention time= (not calculated: initial storage excedes oufflow)
Canter�f.Mass det. firne= (not calculated: no outflow)
Volume Invert Avail.Storaga Storage Description
#1 870.00, 2611,606d Custom Stage Data iPrismatic)Llsted below (Recalc)
Elevation
Surf.Area
Inc.Store
CUM.Stome
(feet)
(ag-ft)
(cubic -feet)
(cubic -feet)
870.00
32,835
a
0
872.00
39,60
72,520
72,520
874.00
47.071
86.756
159,276
876M
55.259
102.330
261,606
874.60' 26.0' long x 16.0' brandth Brood -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
f rimary OutFlow Max=0.00 cis C 5.00 hm HW=870.00' (Free Discharge)
-i -Broad-Crested Rectangular Wer( Controls 0.00 cis)
Appendix B
" H61,
Model
P8 Urban Catchment Model, Version 3.4
Startup Caw
Run Date
08/01/13
Cawi 112289 P8 7-31-20133.pBc
FimtDate
01101174
Precip(m)
627A
Tide Startup Caw
LastDate
12r3l/94
Rain(in)
527.47
PrecFile MSP5095.pcp
Events
1539
Snow(in)
W66
PartFile nurp5O.p8p
TotalHm
183720
TotarYm
20.96
Case T,V.e
Startup Caw
C� Data File
1122a9 P8 7-31-20133 p8c
Path
LAEngirieering 30il 12289 Jeud� ParceRHydrology DesignT8 Moderk
Casc Notes
Proposed Drainage
Storm Data File
MSP5095 PCP
particle File
nurp50.p8p
Air Tamp File File
MSP6095 trap
Time Steps Per Hour
Marnurn Inter -Event Tinrie (bm)
Mmmurn Continuity Enror %
Rainfall Breakpoint (inches)
Precipitation Scale Factor
Air Ternp Offset (deg -F)
Loops Thru Storm File
ISimuiation Dates
4
2
0
1
6/1/1973
1/1/1974
12t3l/1994
Mw Snowfall Ternperature (deg -1)
32�O
SnowMelt Temperature (deg -f)
320
Snowmelt Coef (irVdagF-Day)
0.06
Soil Freeze Tmp (deg -F)
32�O
Snownrelt Abstraction Factor
1.00
Evapo-Trans. Calibration Factor
1.00
Growing Season Start Month
5
Growing Season End Month
10
ay Antecedent Rainfall + Runoff (inches)
Antecedent Moisture C�ondition
vAng Season
iGrowing Season
AMC -11 �A
C-111111
MC
1A0 2,10
0.50 1.io
I
lWatershed Data
Watershed Name
Drainage 1S
Drainage 2S
Drainage 4S
Runoff to De"�
Infiltration to Device
Watershed Area
Basin 1p
Basin 2P
Basin 4P
611 905
834
SCS Curve Number (Pervious)
Scale Factor for Permous Riurroff Load
Indirectly Connected Impery Fraction
74
74
74
1 1
1
0 15 011
0,08
UnSwept Impervious Fraction
UnSwept Depression Storage (inches)
UnSwept Impery Runoff Coefficient
UnSwept Scaile Factor for Partcle Loads
0,22
0,17
0 1
002 002
002
1 1
1
1 1
1
Swept ImPen�ous Fraction
Swept Depression Storage (inches)
Swept Impery Runoff Coefficient
Swept Scaile Factor for Particle Loads
Sweeping Frequency
Sweeping Efficiency
Sweeping Start Date (MMDD)
Sweeping Stop Date (MMDO)
0
0
0
002 002
002
1 1
1
1
1
0 05
05
1 1
1
101 101
101
1231 1231 1
1231
Devioe Data
Device Name
Basin 1P
Basin 2P
Basin 4P
Device Type
Infiltration Outlet
Normal Outlet
Spillway Outlet
POND
POND
POND
Particle Removal Scale Factor
Bottom Elevation (ft)
Bottom Area (acres)
Permanent Pool Area (acres)
Permanent Pool Volume (ac -ft)
Pemn Pool Infilt Rate (in/hr)
Flood Pool Area (acres)
Flood Pc>ol Volume (ac -ft)
Flood Pool Infilt Rate fin/hr)
Infilt Basin Void Fraction (%)
1
1
1
0 1 0
0
0�04 008
0435
O�327 0422
07538
1 37 203
3015
O�05 0.05
0
0458 0616
1 2688
2 73
6
0,05 oio;'
Detention Pond Outlet Parameters
Outlet Type
Outlet Onfice Diameter (in)
Onfice Discharge Coef
Outlet Weir Length (ft)
VVeir Discharge Coef
Perforated Riser Height (ft)
Number of Holes in Riser
Holes Diameter
Flood Pool Drain Time (hrs)
WEIR WEIR
ORIFICE
12
06
025 025
13 33
I
Swale Parameters
Length of Flow Path (ft)
Slope of Flow Path %
Bottom Width (ft)
Side Slope (ft-vtft-h)
Maximum Depth of Flow (ft)
Mannings n Constant
"Oidl
,±d'au"c
Pipe, Sp;,Te, uifer Parameter
jHydraulic Res. Time (hrs)
Parbole Data
Particle File
nurp50 p8p
99000
600000
13600
2000
Pamde Class
PO%
P10%
P30%
P50%
P80%
Filtration Efficiency (%)
Setting Velocity (ft/hr)
First Order D�y Rate (1/day)
2nd Order Decay (1/day-ppm)
90
100
100
100
100
0 003 03 1.5
15
0 0 0 0
0
0 0 0 0
0
Impervious Runoff Conc (ppm)
Pervious Runoff Conc (ppm)
Pervious Conc Exponent
Accum Rate (lbs -ac -day)
Particle Removal Rate (1/day)
Washoff Coefficent
Washoff Exponent
Sweeper Effiaency
1
0
0
0
0
1 100 100 100
200
0 1 1 1
1
0 1�75 1 75 1 75
35
0 025 025 025
025
0 20 20 20
20
0 2 2 2
2
0 0 0 5
15
Quality Component Data
)nent Name i TSS TP TKN cu PB ZN HC
lContent Scale Factor 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Particle Composition (mgfkg)
PC%
P10%
P30%
P50%
P80%
0
99000
600000
13600
2000
64DOOO
250000
1000000 3850 15DOO 340 180 1600
22500
1000000 3850 15000 3-40 18 1600
22500
1000000 3850 15000 340 18
225DO
1000000 0 0 340 180 0
22500
P8 Urban Catchment Model, Version 3.4
Case
112289 P8 7-31-20133.p8c
Title
Startup Case
Prec:File
Msp5095.pcp
PartFile
nurp50.p8p
Flow-VAd-Mean Concs (ppm) Ternq = 10 surface outnDw
Device
Type
QoMeancfs
OVERALL
NONE
0.01
Basin 1 P
POND
0.00
Basin 2P
POND
0.00
Basin 4P
POND
0.01
Outflow Loads (lbs) Term = 10 surface outflow
89.3
Device
Type
OoMeancfs
OVERALL
NONE
0.01
Basin 1P
POND
0.00
Basin 2P
POND
0.00
Basin 4P
POND
0.01
Removal Efficiency
36.00
2614.04
Device
Type
OoMeancfs
OVERALL
NONE
0.01
Basin I P
POND
0.00
Basin 2P
POND
0.00
Basin 4P
POND
0.01
Mass Balance Error
7&37
'13.2
Device
Type
QoMeancfs
OVERALL
NONE
0.01
Basin I P
POND
0.00
Basin 2P
POND
0.00
Basin 4P
POND
0.01
FirstDate
01/01174
LastDate
12/31/94
Events
1539
Totall-irs
183720
QVO[Acft
PO%
P10%
P30%
113.1
0.98
22.39
17.40
10.5
1.00
62.42
50.49
13.2
1.D0
72.60
58.73
89.3
O�97
10.21
7.36
CIVOLAcft
PO%
P10%
P30%
113.1
301.D4
6882.79
6348.06
10.5
28.67
1789.60
1447.70
13.2
36.00
2614.04
2114.67
89.3
236.37
2479A4
1785.69
QVoiAcft
PO%
P10%
P30%
113.1
57.94
6&64
75.63
10.5
80.54
73.26
7&37
'13.2
80.60
69.91
75.66
89.3
0.00
62.25
72.81
QVOLAcft
PO%
P10%
P30%
113.1
0.01
0.00
O.DO
10.5
0.00
0�00
O.DO
13.2
0.00
0.00
0J)o
89.3
0.04
0.00
0.00
Run Date
08/01/13
Precip(in)
627.1
Rain(in)
527.47
Snow(in)
99.66
TotalYm
20.96
P50%
P80%
TSS
TP
TKN
cu
PB
ZN
9.96
2.91
52.67
0.29
1.33
0.03
0.01
0.71
31.52
10.10
154.53
0.66
2.77
0.07
0.03
0.87
36.36
11.15
178.84
0.74
3.12
0.07
0.03
0.91
3.50
0.84
21.92
0.18
0.90
0.02
0.01
0.66
P50%
P80%
TSS
TP
TKN
cu
PB
ZN
3062.10
895.73
16188.67
88.68
410.02
9.60
3.52
217.14
903.79
289.51
4430.60
1838
79.32
1.90
0.85
24.98
1309.06
401.29
6439.06
26.81
112.17
2.68
1.23
32.70
849.25
204.93
5319.02
43.09
21&53
5.02
1.43
159.46
P50%
P80%
TSS
TP
TKN
cu
PB
ZN
86.05
97.96
85.25
72.02
7019
78.70
83.05
60.95
86.49
97.B4
86.76
79.68
79.79
85.22
86.24
80.36
84.93
9T69
85.17
77.79
78.14
94.07
84.80
80.00
87.07
98.44
83.80
56.23
49.60
64.68
77.44
12.49
P50%
P80%
TSS
TP
TKN
cu
PB
ZN
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
O.DO
0.00
0.00
0.00
0.00
0.00
0.00
0.00
O.DO
0.00
0.00
0.00
0�01
0.01
0.01
0.00
0.03
HC
1.43
3.73
4.27
0.74
HC
439,51
106.86
153.88
178.77
HC
83,05
86,24
84,80
77.44
HC
0.00
0.00
0.00
0.00
I
Appendix C
Ration Method
Pipe Design
CAMDEN RIDGE
PROJECT: 112289 STORM FREQUENCY 10YR
DATE: 07-31-2013 TYPE OF PIPE VARJES
BY: KAVV MANNINGS'N 0.03
I
LOCATION
AREA
COEFFICIENT
I
TIME OF CONC.
INTENSITY
FLOI I
PIPE DESIGN
I
PROFILE
I
CATCHMENTI
FROM
TO
INC.
cum.
INC
INC
cum.
TC
TC
cum.
INC.
cum.
INC
cum.
DIAM.
GRADE
MAX
FULL
LENGTH
RIM
INVERT
INVERT
JUMP
BUILD
COVER
BUILD
COVER
DESIGN COMMENTS
REACH
STRUCTURE
STRUCTURE
A
A
C
CA
CA
(LAND)
(PIPE)
Tc
I
I
a
(IN
%
a
V
(FT.)
ELEV
(IN)
(OUT)
(OUT)
(IN)
41
FLOW TO P
-
121
CB -121
CBMH- I 11
0.742
0.742
0.48
0.35
0.353
10.00
0.15
10.00
5.75
5.771
Z03 1
2.03
15.00
0.40
4.08 1
3.30
30.55
887.95
884.45
U4.33
350
2.06 1
628
4,1114
DIN
BUILD IW3.i-
B
115
CB -115
114A
CA76
OATS
022
0.11
0.105
lom
am
10.00
5.75
i_5
0.61 1
0.61
IUDO
29.50
6.54 1
ILSO
Sam
921 M
915.75
398.54
1
a Ga
4.60
BUILD IW3.5'
S DIN a
U'
114A
114A
CBMH-114
0261
0.7n
0.00
0.00
0.1011
lom
OJOG
10.06
5.75
5.74
0.00
p1loa
8.00
2.00
1.70
4.84
15.00
LOS
40
3"79
379
2.93
DESIGN A CCE T OLE
DESIGN ACCEPTABLE
114
CBMH-1 14
CBMH-113
ome
lM4
OA2
0.14
0.247
lom
om
10.11
5.75
5.73
OM
15.00
I'M
----
- -
$97M
CST I
L93 I
4 "
4JS
Los
CC : 13LE
DESIGN ACCEPTABLE
all G EPTA
IN A
:W
V
113
CBMH-113
CBMH-112
0.463
I.M
0.71
am
0.574
lam
11.04
19
1100.23
75
� n
IL"
a
&n
&n
IL25
14,75
33
901.59
"1
4M I
L"
4A3
Co
&00
GNA CCEPT
DESIGN ACCEPTABLE
n
112
CBMH-112
CBMH-Ill
oD34
1.561
0.85
0.03
0.
0.14
-
R
5.74
L'71
Z17
3."
15.00
8.00
18.25
I
S24,64
AAS
3.00
_n
Gn
4,54
P
CCE TABLE
vEsI ACCEPTABLE
DESIGN A
III
CBME-111
CBMH-103
u6s
2AW
OM
&is
1.064
io.00
0.32
10.37
5.75
LU
0.67
an
ISAO
1
6.45
L21
go.
GAO
L28
4M
4.07
L63
CCEPT OLE
DESIGN ACCEPTABLE
INA
GN
106
CB -106
CBMH-103
IMO
1.046
am
0.62
0.416
10.00
1.18
10.00
5.75
7
�Gs
&W
am
216 1
BOOM
1177.30
L14
10.97
111
DMGNA�E�A�F
A CCaPT al
1
105
CB -105
CBME-104
o3n
OX13
DA52
0.24
0.244
10.00
0.14
10.00
5.75
i.7'5
11AI
iAl
15.00
LED
4M
UTA2
OAT
111
11.01
0.117
CC T : L
DESIGN ACCEPTABLE
IGN A EPT LE
1134
CBMH-104
CBMH-103
o.400
0.793
OM
0.77
a. F19--
10.00
0.10
14.14
6.75
L73
I.0
2-aT
'5�
I M,
am
I
STYX
im
am
Is
lojr
9A
9A
OCEPT LE
N A EPT"ABLE
DESIGN ACCE"�
103
CBMH -102
omo
"76
am
0.11
L206
10.00
0.09
11.10
5.75
5.53
11.11111
i 2.70
KOO
.05
IL71
111
876.04
1.37
160
'-53
A E PTAEL
102
CBMH-102
MH -101
OM2
4"
0.64
0.25
L542
IODD
0.29
Ilm
5.76
5M
1,42
14.02
21.00 1
1.30
1111.1117
TAG
129.
687 38
$75.86
17
52ma
I"
9A
4,17
igh�"L
E
:LE
iol
MH -101
FES -10D
0.000
4JM
ODD
100
L542
10.00
0.15
11.90
5.75 1
11,4111
0.00
Ilual
0.50
ISLOO
Cos
4422
878 34
868.72
80.60
am
7,44
21aA,
213A
CBMH-213
OJOW,
OMI
0.00
0.00
M02
io.00
034 1
10.13
5.75
!j73
0.00 1
0.59
8.00
050
0
2
GO
al
' 00
'9'
"1 `9
891."
721
11A
4M
&W
DESIGN ACCEPTABLE
216
CB -216
MH -211
Ims
1.026
0.43
01"
OAU
10.00
O.N
10.00
5.75
.75
Las
L56
15.00
0.30
3.53
�42
2 06
45 �3481
45.1 4
BMW
882.30
$02.16
3.77
Lu
5.70
425
DESIGN ACCEPTABLE
215
CB -215
213A
0.461
OAGI
0.22
0.10
0.102
IOM
0.13
10.00
5.75
5.75
0."
L59
B. Dwo
19.00
5
I'Ll 2
1.
1 n
i_�
i
g 19.00
891.60
LTG
4.93
7.81
LM
DESIGN ACCEPTABLE
214
CB -214
CBMH-213
o.44s
OA46
022
0.10
&099
10.00
GAS
lom
5.75 1
5.75
0.57
OAT
15A
0.50
4.56
&69
19.19 1
.00
MA
AM
2.61
5.311
&94
DESIGN ACCEPTABLE
213
CBME-213
CBMH-212
am
IA119
038
0.22
OA23
10.00
0.13
IGA7
5.75
5.86
Izo
Las
15m
am
4.56
&W
29.
1190.71
L38
3.911
GAS
4.09
DESIGN ACCEPTABLE
212
CBMH-212
MH -211
OMS
Los?
0.54
oaf
O.M
1000
021
10.60
535
a"
4A3
15.00
5.60
15.27
I2J4
152.70
895.24
M.71
111112.16
Lee
5,70
4.n ---BESIGN
DESIGN ACCEPTABLE
211
MH -211
MH -202
OZ76
3me
am
GAS
I.M
10.00
---
4.12
14,1111
5.75
LGO
&32
10.13
15.00
!L
1020
L24
III
887AG
ULio
"0.65
&M
am
ACCEP
2114
CB -204
CBM11-203
oms
0.926
0.50
0.55
0.549
ic.00
0.17
IOU00
5.75
6,711
3.16
ms
15.00
0.300
3.53
2.86
-ROO
184
"I.is
881.09
3AS
101
3.54
LIS
BUILD IN43
203
CBI -AH -203
MH -202
CAST
1.613
0.71
OAS
1.034
10.00
--i.00
10,17
5.75
L72
179
L92
18-00
0.35
L21
3,411
1 126.02
i"63
1"
M.40
3 -
202
MH -202
ME -201
O.ODO
Larl
am
BAD
XS42
10.00
0.03
10.93
5.75
LU
0000
1&65 1
24DO
OLSO
lam
&W
8.00
111
Mm90
1179.86
IT
7.17
4,11111
�61
201
MH -201
FES -200
o.wo
5.671
0.00
, 0.00
1842
MOO
0.04
IL96
6.75
L57
LOS
15.114
24.00
am
ILOO
1 5.05
12.00
W4AS
muse
rMso
N2
i il n2A3
1 1
DES IN ACCEPTABLE
243
CB -243
CBMH-242
om6
a"
0.69
0.37
0.
u w
14
0.13
0:"
io.00
5.75
5,75
15.00
OM
ILM
3.69
29AI
89025
MA3
�5
753
5.28
T.0
SIGN ACCEPTABLE
242
CBMH-242
CBMH-241
0.418
0.964
0.73
0.31
-
0.977
10.00
000
0
LOT
10.13
5.75
L73
1.
3M
15.00
0.65
5.=
IL20
WOAl
S&L
11111 111
7.17
DESIGN ACCEPTABIL
241
CBMH-241
CBMH-222
0313
I.M7
OJID
0.19
0.004-
lo.
000
0.17
10.71
5.75
am
1.09
4JIT
15.00
0.65
520
4,20
43.18
assi
as
7.27
LU
1 7.32
1 LOS
DE51ON AIDCEPTABL
232
CB -232
CMM -231
OJ564
0.564
am
0.37
0.37
110'=00
.17
074
0.74
is
10.00
5.75
2
GN AC�I`TAOIL
231
CBMH-231
CEIMH-222
oOoo
OAM4
0.00
0.00
10
0.0
am
IL74
5.75
L61
ILOO
2M
15.00
0.50
4M
&19
196.70
Wi.08
as
6.00
TM
an
DESIGN ACCEPTABLE
223
CB -223
CBMH-222
oJI42
91
0.72
0.61
OLSOl
11101 0
0.13
0.13
10600
5.75
L75
3,49
&49
15M
OLSO
AM
169
2931
8NOBL39
ULOG
7.IS
5.74
7.32
LBO
DESIGN ACCEPTABLE
2�22
CEI -222
MH -221
O.WS
1
3.159
am
am
L173
10.00
0.02
11.63
5.75
SAS
1.90
11.85
21.00
-
too
-T--4
TL6"-
6
6.75
869.38
ul
881.49
7.82
5.89
3.62
11.54
-
DESIGN ACCEPTABLE
221
N21
ry �27
FES -220
1.026
&IN
OA3
OAS
Isis
10.00
0.38
11.66
5.75
SAS
Las
14.77
21.00
1.00
15,114
am
149.09
890.01
$$1 2
BOOM
L52
6.58
1
DESIGN ACCE
CB -311
CBMH-301
O!n7
a=
0,01
0.15
0.15108
1 1200
1 39
0�
FLOI
15.00
1.00
1 $A
L21
1 122.82
1 88130
877.71
$76.48
6.00
1 3.59
2.15
4.21
2.78
PTABLE
1 -DESIGN ACCEPTABLE
311
303
CB -303
CBMH-302
O� 5
LU5
a."
0.15
0.1
io�6
0 i 1
;0.00
5.7S
6.76
IBM
IJOD
IIAS
L21
113M
seom
anos
III
1
1 64
i
Zia
1 6.17
3.74
DESIGN ACCEPTABLE
302
CBMH-302
CBMH-301
07183
0.529
0.49
0.011
0.241
10.00
0.30 1
10.36
5.75
5.0
15.00
1.00
L45
5.21
1 93.40
881.09
975.91
1 874.915
1 3.50
1 5.17
3.74
1 6.71
4.28
DESIGN ACCEPTABLE
301
CBMH-301
FES -300
13
021
1
1.078
1
1 0.34
0.07
0.461
1
10.00
1
0.211
10.66
5.75
5.63
15.00
120
L45
L21
BODO
BOOM
871AO
BMW
SM
7.78
1
1 1
DESIGN ACrFPTABl E
411
�
CB411
I
CEIMH -405
-
151 a
1518
1.518
o.31
c.4a
o.477
lo.00
o.os
10.00
5.75
5.76
2.74
FL
1 2-74
16.00
1.00
LU
LM
29.00
BOB
3M
I I
!I Ila
L42
DESIGN ACCEPTABLE
408
CB -409
CBMH�M
DIMS
0:
111
036
0.32
0.321
10.00
0.13
10.00
5.75
LTG
Im
I I.&S
15.00
OM
4M
&"
29.06
�05
OM
41M
1
16
132
DESIGN ACCEPTABLE
407
CBMH-407
CBMWH-406
0
as"
1�
CAB
029
0.603
lam
023
10.13
5.76
5.73
1.62
3AS
lam
0.60
11,56
3.611
49.99
901.94
1 OWIS
3
M919
MG
2.32
4111
3.17
DESIGN ACCEPTABLE
406
CBMH-406
CBMH.405
om2
1.5"
0.75
0.05
0.649
10.00
0.25
10.36
5.T5
Los
0.27
&69
15.00
6.30
I&M
13.09
20220
902.54
1 UT.93
4.01
3.17
3.85
2A2
DESIGN ACCEPTABLE
405
CBMH-405
CBMH-401
0.139
3.2n
0.75
&is
1.231
10.00
02D
10.44
5.75
L"
0.00
L94
15.00
3AS
11.99
0.68
117AD
MA5
1156,19
W.14
10.00
3M
2AZ
4AI
L07
DESIGN ACCEPTABLE
1104
CB -404
CBMH-403
2.711
L711
0.27
0.73
0.730
10.00
--i.03
5.75
4.20
4.20
15.00
0.80
5.77
4.66
7.96
805.38
Ni.87
ni.ol
150
2J1G
am
Lill
DESIGN ACCEPTABLE
403
CBMH-403
11-402
CBUH-402
tuo
3.11141
026
0.30
1.029
10.00
0.00
5.75
1.72
Lol
16.00
1.00
GAS
L21
29.00
U535
NIAI
$91.62
3AS
Lill
3.84
2AO
DESIGN ACCEPTABLE
402
CBMH-401
0740
4Ml
0.72
am
1.658
10.00
0.15
5.73
&44
L93
IBM
0.80
Ln
&V
47.51
88536
M.27
Wo
10.00
4M
MG
11,76
&OT
DESIGN ACCEPTABLE
401
1
7MB
0.76
am
L852
10.00
020
6.60
0.36
ILOT
24.00
0.60
17.63
6.53
65.19
1185.65
1170.39
$70.00
1526
13.07
I
ppendix
Supporting
ocumen
mm IIII)MI'ma
M=
1. � ft N (2) P�
L AR R,Iaw w mi,�
�O A -A
69'. "
MIIIIi.
P� �� M,Iiim III Rip
RM �m �cwm
Rl�.*- 21
4%
SIm
1-9
PRECAST
CONIC. WEIR
w
DETAIL A—A
�18' CL.5 RCP
00.0%
15* CL
0 ol�
MI
4OMS. 1-1 M.I. MP
L S.� kw
Z ll� J�� Llim W Ift wt mm�. 1.
POND OUTLET CONTROL STRUCTURE
cs-1
1. k.t- I. in (2) 0—
I Ml metd �dl I, hlt-d"d-gol—izad Mtal A -A
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SAND INSTALLED IN 2 LIFTS OF 1 FOOT.
IRON TILLED IN USING A ROTARY TYPE
2.0
TILLER BETWEEN LIFTS. WMO
R t
EPRESENTATIVE MUST BE PRESENT
WHEN IRON FILINGS ARE TILLED IN.
EL 98.25
EL 98 . 0 0.25
0.75
6" HOPE CORRUGATED
DRAIN TILE -I �) WASHED F
WITHOUT SOCK
3'-0"
CLEAN SAND MIXED
WITH IRON FILINGS
5% BY WEIGHT
MINIMUM 3" OF 1/4 -INCH (TYP
"BUCKSHOT"WASHED ROCK
ADD ROCK BELOW TILE TO
RECEIVE VOLUME CREDIT ALSO
----------------------------------
CALCULATIONS TO MEET RULES
VOLUME: NO VOLUME CREDIT GIVEN FOR IESF UNLESS STORAGE IS PROVIDED BELOW TILE.
(SEE FILTRATION TRENCH DETAIL)
WATER
QUALITY: IRON FILING FILTRATION PROVIDES 90% REMOVAL TP.
DRAWDOWN: 48 HOUR DRAWDOWN OF BMPS IS REQUIRED. TO DETERMINE LENGTH OF TRENCH
NEEDED, USE FILTRATION RATE OF 50 CF PER LINEAR FOOT OF TWIDE TRENCH, OR 17 CF
PER SF OF TRENCH.
IRONFILINGS: 1. AMOUNT OF FILINGS CAN BE DETERMINED BY CALCULATING TOTAL SAND NEEDED TO
FILL THE TRENCH, AND MULTIPLYING BY 5%.
2. IRON FILINGS MUST BE MIXED EVENLY INTO SAND.
3. IRON FILINGS MUST BE CLEANED AND WASHED. PROVIDE SUPPLIER INFORMATION TO
WMO. NO OIL OR GREASE ALLOWED.
1 �-�4
DATE:
MARCH 2013
MINNESOTA FILTER
(IRON FILING)
TRENCH DETAIL
USDA
United States
A product of the National
Department of
Cooperative Soil Survey,
Agriculture
a joint effort of the United
k6e
NRCS
States Department of
Agriculture and other
Federal agencies, State
Natural
agencies including the
Resources
Agricultural Experiment
Conservation
Stations, and loca.
Service
participants
Custom Soil Resource
Report for
Carver
County,
Minnesota
Jeurissen Parcel
May 3. 2013
Preface
Soil surveys contain information that affects land use planning in survey areas. They
highlight soil limitations that affect various land uses and provide information about
the properties of the soils in the survey areas. Soil surveys are designed for many
different users, including farmers, ranchers, foresters, agronomists, urban planners,
community officials, engineers, developers, builders, and home buyers. Also,
conservationists, teachers, students, and specialists in recreation, waste disposal,
and pollution control can use the surveys to help them understand, protect, orenhance
the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil properties
that are used in making various land use or land treatment decisions. The information
is intended to help the land users identify and reduce the effects of soil limitations on
various land uses. The landowner or user is responsible for identifying and complying
with existing laws and regulations.
Afthough soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some cases.
Examples include soil quality assessments (http://soils.usda.gov/sqio and certain
conservation and engineering applications. For more detailed information, contact
your local USDA Service Center (http://offices.sc.egov.usda.govAocator/app?
agency=nrcs) or your NRCS State Soil Scientist (http://soils.usda.gov/contacu
state—officeso.
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey orwet soils are poorly suited to use as septic
tank absorption fields. A high water table makes a soil poorly suited to basements or
underground installations.
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies. The Natural Resources Conservation
Service (NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil
Data Mart is the data storage site for the official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, marital status, familial status, parental status, religion, sexual
orientation, genetic information, political beliefs, reprisal, or because all or a part of an
individual's income is derived from any public assistance program. (Not all prohibited
bases apply to all programs.) Persons with disabilities who require alternative means
for communication of program information (Braille, large print, audiotape, etc.) should
contact USDA's TARGET Center at (202) 720-2600 (voice and TDD)- To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272
(voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and
employer.
Contents
Preface......................................................
2
How Soil Surveys Are Made ..................................................................................
5
SoilMap .......................................................... ........................................................ 7
SoilMap ................................................................................................................
8
Legend..................................................................................................................
9
MapUnit Legend ................................................................................................
10
MapUnit Descriptions ........................................................................................
10
CarverCounty, Minnesota ..............................................................................
13
CS—Canisteo silty clay loam, depressional ................................................
13
GL—Glencoe clay loam ..............................................................................
14
HM—Hamel loam ........................................................................................
15
KB—Kilkenny-Lester loams, 2 to 6 percent slopes ..................................... 16
KB2—Lester-Kilkenny loams, 2 to 6 percent slopes, eroded ......................
17
KC—Lester-Kilkenny loams, 6 to 12 percent slopes ...................................
19
KC2—Lester-Kilkenny loams, 6 to 12 percent slopes, eroded ....................
20
KD2—Lester-Kilkenny loams, 12 to 18 percent slopes, eroded ..................
22
KE2—Lester-Kilkenny foams, 18 to 25 percent slopes, eroded ..................
23
KF—Lester-Kilkenny loams, 25 to 40 percent slopes .................................
25
IVIK—Houghton and Muskego soils .............................................................
26
ND3—Lester-Kilkenny clay loams, 12 to 18 percent slopes, severely
eroded...................................................................................................
27
NE3—Lester-101kenny clay loarns, 18 to 26 percent slopes, severely
eroded...................................................................................................
29
PM-19ossner muck ....................................................................................
30
TB—Tenrif loam, 0 to 6 percent slopes ........................................................
31
References............................................................................................................
33
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas
in a specific area. They include a description of the soils and miscellaneous areas and
their location on the landscape and tables that show soil properties and limitations
affecting various uses. Soil scientists observed the steepness, length, and shape of
the slopes, the general pattern of drainage; the kinds of crops and native plants; and
the kinds of bedrock. They observed and described many soil profiles. A soil profile is
the sequence of natural layers, or horizons, in a soil. The profile extends from the
surface down into the unconsolidated material in which the soil formed or from the
surface down to bedrock. The unconsolidated material is devoid of roots and other
living organisms and has not been changed by other biological activity.
Currently, soils are mapped according to the boundaries of major land resource areas
(MLRAs). IVILRAs are geographically associated land resource units that share
common characteristics related to physiography, geology, climate, water resources,
soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically
consist of parts of one or more IVILRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that is
related to the geology, landforms, relief, climate, and natural vegetation of the area.
Each kind of soil and miscellaneous area is associated with a particular kind of
landform or with a segment of the landfiorm. By observing the soils and miscellaneous
areas in the survey area and relating their position to specific segments of the
landform, a soil scientist develops a concept, or model, of how they were formed. Thus,
during mapping, this model enables the soil scientist to predict with a considerable
degree of accuracy the kind of soil or miscellaneous area at a specific location on the
landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented by
an understanding of the soil -vegetation -landscape relationship, are sufficient to verify
predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them to
identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The cAasses are used as a basis for
comparison to classify soils systemabcally. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character of
soil properties and the arrangement of horizons within the profile. After the soil
scientists classified and named the soils in the survey area, they compared the
5
Custom Soil Resource Report
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that have
similar use and management requirements. Each map unit is defined by a unique
combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components of
the map unit The presence of minor components in a map unit in no way diminishes
the usefulness or accuracy of the data. The delineation of such landforms and
landform segments on the map provides sufficient information for the development of
resource plans. If intensive use of small areas is planned, onsite investigation is
needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, induding scale of
mapping, intensity of mapping, design of map units, complexity of the landscape, and
experience of the soil scientist. Observations are made to test and refine the soil -
landscape model and predictions and to verify the classification of the soils at specific
locations. Once the soil -landscape model is refined, a significantly smaller number of
measurements of individual soil properties are made and recorded. These
measurements may include field measurements, such as those for color, depth to
bedrock and texture, and laboratory measurements, such as those for content of
sand, silt cJay, salt and other components. Properties of each soil typically vary from
one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists interpret
the data from these analyses and tests as well as the field -observed characteristics
and the soil properties to determine the expected behavior of the soils under different
uses. Interpretations for all of the soils are field tested through observation of the soils
in different uses and under different levels of management. Some interpretations are
modified to fit local conditions, and some new interpretations are developed to meet
local needs. Data are assembled from other sources, such as research information,
production records, and field experience of specialists. For example, data on crop
yields under defined levels of management are assembled from farm records and from
field or plot experiments on the same kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on such
variables as climate and biological activity. Soil conditions are predictable over long
periods of time, but they are not predictable from year to year. For example, soil
scientists can predict with a fairly high degree of accuracy that a given soil will have
a high water table within certain depths in most years, but they cannot predict that a
high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
identified each as a specific map unit. Aerial photographs showtrees, buildings, fields,
roads, and rivers, all of which help in locating boundaries accurately.
Soil Ma
The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Nso presented are various metadata about data used to
produce the map, and a description of each soil map unit.
7
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Custom Soil Resource Report
MAPLEGEND
MAP INFORMATION
Area of Interest (A01)
4Z Very Stony Spot
Map Scale: 1:4,500 If printed on A size (8.5� x I l') sheet.
[7]
Area of Interest (A01)
Wei Spot
The soil surveys that comprise your A01 were mapped at 1: 12.000.
Soils
Other
Soil Map Units
Special Line Features
Warning: Soil Map may not be valid at this scale.
Special
Point Features
Gully
k9
Blowout
Enlargement of maps beyond the scale of mapping can cause
Short Steep Slope
misunderstanding of the detail of mapping and accuracy of soil line
Borrow Pit
Other
placement. The maps do not Show " small areas of contrasting
Clay Spot
soils that could have been shown at a more detailed scale.
Political Features
Closed Depression
0 Cities
Please rely on the bar scale on each map sheet for accurate map
Gravel Pit
Water Feahmas
measurements.
Gravelly Spot
Streams and Canals
Landfill
Transportation
Source of Map: Natural Resources Conservation Service
Rails
Web Soil Survey URIL: http://websoilsumey.nres.usda.gov
A
Lava Flow
Coordinate System: UTM Zone 15N NAD83
�6
Marsh or swamp
Interstate Highways
US Routes
This product is generated from the USDA-NRCS certified data as of
19
Mine or Quarry
version date(s) listed below.
0
Miscellaneous Water
Major Roads
Local Roads
Soil Survey Area: CaNer County, Minnesota
perennial Water
Survey Area Data: Version 9. Jul 3, 2012
Rock Outcrop
Date(s) aerial images were photographed: 7/18/2003
+
Saline Spot
Sandy Spot
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
0
Sinkhole
of map unit boundaries may be evident.
�11
Slide or Slip
jW
Sodic Spot
S
Spod Area
a
Stony Spot
Custom Soil Resource Report
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
12
Custom Soil Resource Report
Carver County, Minnesota
CS—Canisteo silty clay loam, depressional
Map Unit Setting
Elevation: 700 to 1,900 feet
Mean annual precipitation: 23 to 35 inches
Mean annual air temperature: 43 to 50 degrees F
Frost -free period., 155 to 200 days
Map Unit Composition
Canisteo, depressional, and similar soils: 85 percent
Minor components: 15 percent
Description of Canisteo, Depressional
Setting
Landform: Depressions on moraines
Down-slope shape: Concave
Across -slope shape: Concave
Parent material: Till
Properties and qualities
Slope: 0 to 1 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Very poorly drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 inlhr)
Depth to water table: About 0 inches
Frequency of flooding: None
Frequency of ponding: Frequent
Calcium carbonate, maximum content: 25 percent
Gypsum, maximum content., 1 percent
Available water capacity., High (about 10.7 inches)
Interpretive groups
Farmland classification: Prime farmland if drained
Land capability (nonirrigrated): 3w
Hydrologic Soil Group: B/D
Typical profile
0 to 18 inches: Silty clay loam
18 to 39 inches: Loam
39 to 80 inches: Loam
Minor Components
Cordova
Percent of map unit: 9 percent
Landform: Depressions
Glencoe
Percent of map unit., 6 percent
Landform: Depressions, drainageways
13
Custom Soil Resource Report
GL—Glencoe clay loam
Map Unit Setting
Elevation: 700 to 1,600 feet
Mean annual precipitation: 23 to 35 inches
Mean annual air temperature: 43 to 50 degrees F
Frost -free period., 155 to 200 days
Map Unit Composition
Glencoe and similar soils: 85 percent
Minor components: 15 percent
Description of Glencoe
Setting
Landform: Depressions on moraines
Down-slope shape: Concave
Across -slope shape: Concave
Parent material: Till
Properties and qualities
Slope: 0 to 1 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Very poorly drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high
(0.14 to 1.98 in/hr)
Depth to water table: About 0 inches
Frequency of flooding: None
Frequency of ponding: Frequent
Calcium carbonate, maximum content., 20 percent
Gypsum, maximum content 1 percent
Available water capacity. High (about 11.2 inches)
Interpretive groups
Farmland classification: Prime farmland if drained
Land capability (nonirrigated): 3w
Hydrologic Soil Group: B/D
Typical profile
0 to 10 inches: Clay loam
10 to 35 inches: Clay loam
35 to 48 inches: Loam
48 to 60 inches: Loam
Minor Components
Canisteo
Percent of map unit: 10 percent
Landform: Swales
14
Custom Soil Resource Report
Okoboji
Percent of map unit: 5 percent
Landform: Swales
HM—Hamel loam
Map Unit Setting
Elevation: 700 to 1,600 feet
Mean annual precipitation: 23 to 35 inches
Mean annual air temperature: 43 to 50 degrees F
Frost -free period: 155 to 200 days
Map Unit Composition
Hamel and similar soils: go percent
Minor components: 10 percent
Description of Hamel
Setting
Landform: Drainageways on moraines
Down-slope shape: Concave
Across -slope shape: Linear
Parent material., Till
Properties and qualities
Slope: 1 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to
0.60 in/hr)
Depth to water table: About 6 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content. 20 percent
Gypsum, maximum content., I percent
Available water capacity. High (about 11.6 inches)
Interpretive groups
Farmland classification: Prime farmland if drained
Land capability (nonirTigated): 2w
Hydrologic Soil Group: C/D
Typical profile
0 to 24 inches: Loam
24 to 46 inches: Clay loam
46 to 60 inches: Loam
Minor Components
Glencoe
Percent of map unit: 5 percent
15
Terril
Custom Soil Resource Report
Landform: Depressions, drainageways
Percent of map unit: 5 percent
KB—Kilkenny-Lester loarns, 2 to 6 percent slopes
Map Unit Setting
Elevation: 700 to 1,600 feet
Mean annual precipitation: 23 to 35 inches
Mean annual air temperature: 43 to 50 degrees F
Frost -free period: 155 to 200 days
Map Unit Composition
Kilkenny and similar soils: 60 percent
Lester and similar soils: 40 percent
Description of Kilkenny
Setting
Landform: Moraines
Landform position (two-dimensional): Backslope
Down-slope shape: Linear
Across -slope shape: Linear
Parent material.- Till
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to
0.60 in/hr)
Depth to water table: About 20 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content 20 percent
Gypsum, maxi . mum content 1 percent
Available watercapacity- High (about 10.5 inches)
Interpretive groups
Farmland classification: All areas are prime farmland
Land capability (nonifrigated): 2e
Hydrologic Soil Group: C/D
Typical profile
0 to I I inches: Loam
I I to 35 inches: Clay loam
35 to 80 inches: Loam
16
Custom Soil Resource Report
Description of Lester
Setting
Landform: Moraines
Landform position (two-dimensional): Backslope
Down-slope shape: Linear
Across -slope shape: Linear
Parent material: Till
Properties and qualities
Slope: 2 to 5 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table: About 43 to 47 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content. 20 percent
Gypsum, maximum content., 1 percent
Available water capacity., High (about 10.5 inches)
Interpretive groups
Farmland classification: All areas are prime farmland
Land capability (nonitrigated): 2e
Hydrologic Soil Group: B
Typical profile
0 to 8 inches: Loam
8 to 35 inches: Clay loam
35 to 40 inches: Clay loam
40 to 60 inches: Loam
K132—Lester-Kilkenny loams, 2 to 6 percent slopes, eroded
Map Unit Setting
Elevation: 700 to 1,600 feet
Mean annual precipitation: 23 to 35 inches
Mean annual air temperature: 43 to 50 degrees F
Frost -free period: 155 to 200 days
Map Unit Composition
Lester, eroded, and similar soils: 60 percent
Kilkenny, eroded, and similar soils: 40 percent
Description of Lester, Eroded
Setting
Landform: Moraines
Landform position (two-dimensional): Backslope
17
Custom Soil Resource Report
Down-slope shape: Linear
AcrDss-slope shape: Linear
Parent material., Till
Properties and qualities
Slope: 2 to 5 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table: About 43 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 25 percent
Gypsum, maxi . mum content., 1 percent
Available water capacity: High (about 10.5 inches)
Interpretive groups
Farmland classification: All areas are prime farmland
Land capability (nonirrigated): 2e
Hydrologic Soil Group: B
Typical profile
0 to 8 inches: Loam
8 to 35 inches: Clay loam
35 to 58 inches: Loam
58 to 60 inches: Loam
Description of Kilkenny, Eroded
Setting
Landform: Moraines
Landform position (two-dimensional): Backslope
Down-slope shape: Linear
Across -slope shape: Linear
Parent material., Till
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Capacity of the most limiting layerto, transmit water (Ksat): Moderately high (0.20 to
0.60 in/hr)
Depth to water table: About 20 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content-, 20 percent
Gypsum, maximum content., 1 percent
Available water capacity., High (about 10.5 inches)
Interpretive groups
Farmland classification: All areas are prime farmland
Land capability (nonirrigated): 2e
Hydrologic Soil Group: C/D
Typical profile
0 to I I inches: Loam
I I to 35 inches: Clay loam
18
Custom Soil Resource Report
35 to 60 inches: Loam
KC—Lester-Kilkenny loarns, 6 to 12 percent slopes
Map Unit Setting
Elevation: 700 to 1,600 feet
Mean annual precipitation: 23 to 35 inches
Mean annual air temperature: 43 to 50 degrees F
Frost -free period., 155 to 200 days
Map Unit Composition
Lester and similar soils: 60 percent
Kilkenny and similar soils: 40 percent
Description of Lester
Setting
Landform: Moraines
Landform position (two-dimensional): Backslope
Down-slope shape: Linear
Across -slope shape: Linear
Parent material: Till
Properties and qualities
Slope: 6 to 12 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table, More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 25 percent
Gypsum, maximum content., 1 percent
Available water capacity- High (about 10.5 inches)
Interpretive groups
Farmland classification: Farmland of statewide importance
Land capability (nonitrigated): 3e
Hydrologic Soil Group: B
Typical profile
0 to 7 inches: Loam
7 to 38 inches: Clay loam
38 to 60 inches: Loam
60 to 80 inches: Loam
Description of Kilkenny
Setting
Landfor7n: Moraines
19
Custom Soil Resource Report
Landform position (two-dimensional): Backslope
Down-slope shape: Linear
Across -slope shape: Linear
Parent material: Till
Properties and qualities
Slope: 6 to 12 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to
0.60 in/hr)
Depth to water table: About 30 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content., 20 percent
Gypsum, maxi . mum content. 1 percent
Available watercapacity-, High (about 10.4 inches)
interpretive groups
Farmland classification: Farmland of statewide importance
Land capability (nonirrigated): 3e
Hydrologic Soil Group: C
Typical profile
0 to 9 inches: Loam
9 to 53 inches: Clay loam
53 to 80 inches: Loam
KC2—Lester-Kilkenny loarns, 6 to 12 percent slopes, eroded
Map Unit Setting
Elevation: 700 to 1,600 feet
Mean annual precipitation: 23 to 35 inches
Mean annual air temperature: 43 to 50 degrees F
Frost -free penod: 155 to 200 days
Map Unit Composition
Lester, eroded, and similar soils: 60 percent
Kilkenny, eroded, and similar soils: 40 percent
Description of Lester, Eroded
Setting
Landform: Moraines
Landform position (two-dimensional): Shoulder
Down-slope shape: Convex
Actoss-slope shape: Convex
Parent material.- Till
Properties and qualities
Slope: 6 to 12 percent
20
Custom Soil Resource Report
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content., 25 percent
Gypsum, maximum content. 1 percent
Available water capacity., High (about 10.5 inches)
Interpretive groups
Farmland classification: Farmland of statewide importance
Land capability (nonirrigated): 3e
Hydrologic Soil Group: B
Typical profile
0 to 7 inches: Loam
7 to 38 inches: Clay loam
38 to 60 inches: Loam
60 to 80 inches: Loam
Description of Kilkenny, Eroded
Setting
Landform: Moraines
Landfonn position (two-dimensional): Shoulder
Down-slope shape: Convex
Across -slope shape: Convex
Parent material. Till
Properties and qualities
Slope: 6 to 12 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Capacityof the mostlimiting layerto transmit water (Ksat): Moderately high (0.20 to
0.60 in/hr)
Depth to water table: About 30 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 20 percent
Gypsum, maximum content. 1 percent
Available water capacity: High (about 10.4 inches)
Interpretive groups
Farmland classification: Farmland of statewide importance
Land capability (nonirrigated): 3e
Hydrologic Soil Group: C
Typical profile
0 to 9 inches: Loam
9 to 53 inches: Clay loam
53 to 80 inches: Loam
21
Custom Soil Resource Report
KD2—Lester-Kilkenny loarns, 12 to 18 percent slopes, eroded
Map Unit Setting
Elevation: 700 to 1,600 feet
Mean annual precipitation: 23 to 35 inches
Mean annual air temperature: 43 to 50 degrees F
Frost -free period: 155 to 200 days
Map Unit Composition
Lester, eroded, and similar soils: 60 percent
Kilkenny, eroded, and similar soils: 40 percent
Description of Lester, Eroded
Setting
Landform: Moraines
Landform position (two-dimensional): Shoulder
Down-slope shape: Convex
Across -slope shape: Convex
Parent material., Till
Properties and qualities
Slope: 12 to 18 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacilyof the most limiting layerto transmit water (Ksat): Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content., 25 percent
Gypsum, maxi . mum content., 1 percent
Available water capacity., High (about 10.5 inches)
Interpretive groups
Farmland classification: Not prime farmland
Land capability (nonirrigated): 4e
Hydrologic Soil Group: B
Typical profile
0 to 7 inches: Loam
7 to 38 inches: Clay loam
38 to 60 inches: Loam
60 to 80 inches: Loam
Description of Kilkenny, Eroded
Setting
Landform: Moraines
Landform position (two-dimensional): Shoulder
22
Custom Soil Resource Report
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Till
Properties and qualities
Slope: 12 to 18 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Capacity of the most limiting layerto transmit water(Ksat): Moderately high (0.20 to
0.60 in/hr)
Depth to water table: About 30 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content. 20 percent
Gypsum, maximum content I percent
Available water capacity. High (about 10.4 inches)
Interpretive groups
Farmland classification: Not prime farmland
Land capability (nonirrigated): 4e
Hydrologic Soil Group: C
Typical profile
0 to 9 inches: Loam
9 to 53 inches: Clay loam
53 to 80 inches: Loam
KE2—Lester-Kilkenny loarns, 18 to 25 percent slopes, eroded
Map Unit Setting
Elevation: 700 to 1,600 feet
Mean annual precipitation: 23 to 35 inches
Mean annual air temperature: 43 to 50 degrees F
Frost -free period., 155 to 200 days
Map Unit Composition
Lester, eroded, and similar sails: 60 percent
Kilkenny, eroded, and similar soils: 40 percent
Description of Lester, Eroded
Setting
Landform: Moraines
Landform position (two-dimensional): Shoulder
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Till
Properties and qualities
Slope: 18 to 25 percent
Depth to restrictive feature: More than 80 inches
23
Custom Soil Resource Report
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content., 25 percent
Gypsum, maxi . mum content., 1 percent
Available water capacity.- High (about 10.4 inches)
Interpretive groups
Farmland classification: Not prime farmland
Land capability (nonitrigated): 6e
Hydrologic Soil Group: B
Typical profile
0 to 5 inches: Loam
5 to 34 inches: Clay loam
34 to 60 inches: Loam
60 to 80 inches: Loam
Description of Kilkenny, Eroded
Setting
Landform: Moraines
Landform position (two-dimensional): Shoulder
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Till
Properties and qualities
Slope: 18 to 25 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to
0.60 in/hr)
Depth to water table: About 30 inches
Frequency of flooding.- None
Frequency of ponding: None
Calcium carbonate, maximum content 20 percent
Gypsum, maximum content 1 percent
Available water capacity.- High (about 10.4 inches)
Interpretive groups
Farmland classification: Not prime farmland
Land capability (noninigated): 6e
Hydrologic Soil Group: C
Typical profile
0 to 7 inches: Loam
7 to 31 inches: Clay loam
31 to 80 inches: Loam
24
Custom Soil Resource Report
KF—Lester-Kilkenny loarns, 25 to 40 percent slopes
Map Unit Setting
Elevation: 700 to 1,600 feet
Mean annual precipitation: 23 to 35 inches
Mean annual air temperature: 43 to 50 degrees F
Frost -free period., 155 to 200 days
Map Unit Composition
Lester and similar soils: 60 percent
Kilkenny and similar soils: 40 percent
Description of Lester
Setting
Landform: Moraines
Landform position (two-dimensional): Backslope
Down-slope shape: Linear
Across -slope shape: Linear
Parent material., Till
Properties and qualities
Slope: 25 to 40 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content 25 percent
Gypsum, maximum content., 1 percent
Available water capacity., High (about 10.4 inches)
Interpretive groups
Farmland classification: Not prime farmland
Land capability (nonirrigated): 7e
Hydrologic Soil Group: B
Typical profile
0 to 5 inches: Loam
5 to 34 inches: Clay loam
34 to 60 inches: Loam
60 to 80 inches: Loam
Description of Kilkenny
Setting
Landform: Moraines
Landform position (two-dimensional): Backslope
25
Custom Soil Resource Report
Down-slope shape: Linear
Across -slope shape: Linear
Parent material.- Till
Properties and qualities
Slope: 25 to 35 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to
0.60 in/hr)
Depth to water table: About 30 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 20 percent
Gypsum, maxi . mum content., 1 percent
Available water capacity.- High (about 10.4 inches)
Interpretive groups
Farmland classification: Not prime farmland
Land capability (nonirrigated): 7e
Hydrologic Soil Group: C
Typical profile
0 to 7 inches: Loam
7 to 31 inches: Clay loam
31 to 80 inches: Loam
MIK—Houghton and Muskego soils
Map Unit Seffing
Elevation: 600 to 1,400 feet
Mean annual precipitation: 23 to 35 inches
Mean annual air temperature: 43 to 50 degrees F
Frost -free period.- 155 to 200 days
Map Unit Composition
Muskego and similar soils: 50 percent
Houghton and similar soils: 50 percent
Description of Houghton
Setting
Landform: Depressions on moraines
Down-slope shape: Linear
Across -slope shape: Linear
Parent material., Organic material
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Very poorly drained
26
Custom Soil Resource Report
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.60 to 6.00 in/hr)
Depth to water table: About 0 inches
Frequency of flooding: None
Frequency of ponding: Frequent
Available water capacity. Very high (about 23.9 inches)
Interpretive groups
Farmland classification: Farmland of statewide importance
Land capability (nonirrigated): 3w
Hydrologic Soil Group: A/D
Typical profile
0 to 10 inches: Muck
10 to 80 inches: Muck
Description of Muskego
Setting
Landform: Depressions on moraines
Down-slope shape: Linear
Across -slope shape: Linear
Parent material: Organic material over coprogenous earth
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Very poorly drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: About 0 inches
Frequency of flooding: None
Frequency of ponding: Frequent
Calcium carbonate, maximum content: 80 percent
Available water capacity., Very high (about 19.4 inches)
Interpretive groups
Farmland classification: Farmland of statewide importance
Land capability (nonirrigated): 4w
Hydrologic Soil Group: C/D
Typical profile
0 to 9 inches: Muck
9 to 36 inches: Muck
36 to 60 inches: Coprogenous earth
ND3—Lester-Kilkenny clay loarns, 12 to 18 percent slopes, severely
eroded
Map Unit Setting
Elevation: 700 to 1,600 feet
Mean annual precipitation: 23 to 35 inches
27
Custom Soil Resource Report
Mean annual air temperature: 43 to 50 degrees F
Frost -free period., 155 to 200 days
Map Unit Composition
Lester, severely eroded, and similar soils: 60 percent
Kilkenny, severely eroded, and similar soils: 40 percent
Description of Lester, Severely Eroded
Setting
Landform: Moraines
Landform position (two-dimensional): Shoulder
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Till
Properties and qualities
Slope: 12 to 18 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 25 percent
Gypsum, maximum content., 1 percent
Available water capacity: High (about 10.2 inches)
Interpretive groups
Farmland classilication: Not prime farmland
Land capability (nonirrigated): 4e
Hydrologic Soil Group: B
Typical profile
0 to 7 inches: Clay loam
7 to 38 inches: Clay loam
38 to 60 inches: Loam
60 to 80 inches: Loam
Description of Kilkenny, Severely Eroded
Setting
Landform: Moraines
Landform position (two-dimensional): Shoulder
Down-slope shape: Convex
Across -slope shape: Convex
Parent material., Till
Properties and qualities
Slope: 12 to 18 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to
0.60 in/hr)
Depth to water table: About 30 inches
Frequency of flooding: None
90
Custom Soil Resource Report
Frequency of ponding: None
Calcium carbonate, maximum content., 20 percent
Gypsum, maximum content I percent
Available water capacity' High (about 10.2 inches)
Interpretive groups
Farmland classification: Not prime farmland
Land capability (nonirrigated): 4e
Hydrologic Soil Group: C
Typical profile
0 to 7 inches: Clay loam
7 to 30 inches: Clay loam
30 to 80 inches: Loam
NE3—Lester-Kilkenny clay loarns, 18 to 25 percent slopes, severely
eroded
Map Unit Setting
Elevation: 700 to 1,600 feet
Mean annual precipitation: 23 to 35 inches
Mean annual air temperature: 43 to 50 degrees F
Frost -free period. 155 to 200 days
Map Unit Composition
Lester, severely eroded, and similar soils: 60 percent
Kilkenny, severely eroded, and similar soils: 40 percent
Description of Lester, Severely Eroded
Setting
Landform: Moraines
Landiform position (two-dimensional): Shoulder
Down-slope shape: Convex
Across -slope shape: Convex
Parent matetial., Till
Properties and qualities
Slope: 18 to 25 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 25 percent
Gypsum, maximum content."l percent
Available water capacity-, High (about 10.2 inches)
29
Custom Soil Resource Report
Interpretive groups
Farmland classification: Not prime farmland
Land capability (noninigated): 7e
Hydrologic Soil Group: B
Typical profile
0 to 5 inches: Clay loam
5 to 34 inches: Clay loam
34 to 60 inches: Loam
60 to 80 inches: Loam
Description of Kilkenny, Severely Eroded
Setting
Landform: Moraines
Landforin position (two-dimensional): Shoulder
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Till
Properties and qualities
Slope: 18 to 25 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to
0.60 in/hr)
Depth to water table: About 30 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content., 20 percent
Gypsum, maxi . mum content: 1 percent
Available water capacity: High (about 10.2 inches)
Interpretive groups
Farintand classification: Not prime farmland
Land capability (nonirrigated): 6e
Hydrologic Soil Group: C
Typical profile
0 to 7 inches: Clay loam
7 to 31 inches: Clay loam
31 to 80 inches: Loam
PM—Mossiner muck
Map Unit Setting
Elevation: 800 to 1,400 feet
Mean annual precipitation: 23 to 35 inches
Mean annual air temperature: 43 to 50 degrees F
Frost -free period., 155 to 200 days
30
Custom Soil Resource Report
Map Unit Composition
Klossner and similar soils: 85 percent
Minor components: 15 percent
Description of Klossner
Setting
Landform: Depressions on moraines
Down-slope shape: Linear
Across -slope shape: Linear
Parent material: Organic material over till
Properties and qualities
Slope: 0 to 1 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Very poorly drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.20 to 2.00 in/hr)
Depth to water table: About 0 inches
Frequency of flooding: None
Frequency of ponding: Frequent
Calcium carbonate, maximum content. 20 percent
Gypsum, maximum content., 1 percent
Available water capacity: Very high (about 17.7 inches)
Interpretive groups
Farmland classification: Farmland of statewide importance
Land capability (nonirrigated): 3w
Hydrologic Soil Group: B/D
Typical profile
0 to 26 inches: Muck
26 to 36 inches: Mucky silty clay loam
36 to 48 inches: Silty clay loam
48 to 80 inches: Loam
Minor Components
Canisteo
Percent of map unit.- 10 percent
Landform: Swales
Glencoe
Percent of map unit: 5 percent
Landform: Depressions, drainageways
TB—Terril loam, 0 to 6 percent slopes
Map Unit Setting
Elevation: 1, 100 to 1,450 feet
Mean annual precipitation: 23 to 35 inches
31
Custom Soil Resource Report
Mean annual air temperature: 43 to 50 degrees F
Frost -free period., 155 to 200 days
Map Unit Composition
Terril and similar soils: 90 percent
Minor components: 10 percent
Description of Terril
Setting
Landform: Moraines, stream terraces
Landform position (two-dimensional): Footslope
Down-slope shape: Concave
Across -slope shape: Linear
Parent material: Colluvium over till
Properties and qualities
Slope: 0 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table: About 43 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 20 percent
Gypsum, maximum content 1 percent
Available water capacity: High (about 11.4 inches)
Interpretive groups
Farmland classification: All areas are prime farmland
Land capability (nonitrigated): 2e
Hydrologic Soil Group: B
Typical profile
0 to 27 inches: Loam
27 to 40 inches: Loam
40 to 63 inches: Loam
63 to 80 inches: Loam
Minor Components
Delft
Percent of map unit.- 10 percent
Landform: Drainageways
32
References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U -S. Fish and Wildlife Service
FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18.
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436.
Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service.
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual.
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook.
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430 -VI.
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.
33
Custom Soil Resource Report
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210.
LMI
CAMDEN RIDGE
block
lot
Lot Area (SF)
ALLOWABLE IMPERVOILIS
AREA (SF)
1
1
12272
4606
2
13273
4606
3
10417
4606
4
12157
4606
5
12272
4606
6
14049
4606
7
15384
4606
8
15504
4606
9
13836
4606
10
16767
4606
11
15592
4606
12
15997
4606
13
14160
4606
14
13043
4606
2
1
11164
3984
2
10009
3984
3
10449
3984
4
10983
3984
5
11244
3984
6
11541
3984
7
11234
3984
8
10587
3984
9
10427
3984
10
10731
3984
11
10205
3984
12
10005
3984
13
11848
3984
3
1
14003
3051
2
6813
3051
3
6787
3051
4
7782
3051
5
9567
3051
6
11114
3051
7
7560
3051
8
5920
3051
9
6157
3051
10
6851
3051
11
7999
3051
12
8865
3051
13
8338
3051
14
6656
3051
15
6520
3051
16
9523
3051
6CANNEU
4 1
5223
3051
2
5305
3051
3
6262
3051
4
6765
3051
5
8160
3051
6
8467
3051
7
6131
3051
8
5177
3051
9
5129
3051
10
7152
3051
5 1
13435
4606
2
H
13356
4606
3
14745
4606
4
13237
4606
5
12949
4606
PIPNEERengineering
CIVIL ENGINEERS LAND PLANNERS LAND SURVEYORS
To: City of Chanhassen
From: JenniThorripson, RLA, AlCP
Re: Landscape Estimate for Camden Ridge
Date: August 2, 2013
LANDSCAPE ARCHITECTS
CrTY OF CHANHASSEN
RECEIVED
AUG 0 2 2013
CHANHASSEN PLANNING OEPT
MENDOTA HEIGHTS
CORPORATE OFFICE
2422 Enterprise Drive
Mendota Heights, MN 55120
phone(651)681-1914
fax(651)681-9488
www.plomereng.com
There are 129 trees proposed on Camden Ridge. This will cost approximately $38,000 for
materials and installation.
Please call me with any questions.
Thank you,
Jenni Thompson, RLA, AICP
Land Planner -Landscape Architect
Pioneer Engineering
651-251-0627
SCANNED
PICNEERengineering LETTER OF THMSKIYAL
UM ENTE"ME DM%T
F-1 MENDOTA FIZIGHTS, MN 55120
PHONE: (651) 681-1914
FAX: (651) 681-9488
TO: City of Chanha en
"101 CHANHASSEIq
RECEIVED
AUG 112 ?013
CHANHASSEN PLANNING DEPT
CORRESPONDENCE SENT VIA:
El MAIL E] FAX: [] OTHER
DATE: 8-2-13 1 JOB NO. 112289
ATTENTION: Bob Generous
RE: Camden Ridge
r-1 PAGES INCLUDING TRANSMITTAL
COPIES
DATE
NO.
DESCRIPTION
3
Final Construction Plans w/ I I x 17 reduction
I
Storm water Management Plan, Engineers Cost Estimate, Grading and Utility Specifications
Traffic Noise Assessment, Lot Tabulation and Legal Description
3
Final Tree Preservation and Landscape Plans w/I I x 17 reduction
5
Final Plat and Area Plat w/I lxl7 and 8.5xI I reduction
THESE ARE TRANSNUTTED AS CHECKED BELOW
F� FORAPPROVAL [] FOR YOUR USE L] AS REQUESTED 0 FOR REVIEW AND COMMENT
IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE
SCANNED
CITY OF
CHMHASSEN
7700 Market Boulevard
PO Box 147
Chanhassen, MN 55317
Administration
Phone: 952.227.1100
Fax: 952.227.1110
Building Inspections
Phone: 952.227.1180
Fax: 952.22T1190
Engineering
Phone: 952.227.1160
Fax: 952.227.1170
Finance
Phone: 952.227.1140
Fax: 952.227.1110
Park & Recreation
Phone: 952.227.1120
Fax: 952.227.1110
Recreation Center
2310 Coulter Boulevard
Phone: 952.227.1400
Fax: 952.227.1404
Planning &
Natural Resources
Phone: 952.227.1130
Fax: 952.227.1110
Public Works
7901 Park Place
Phone: 952.227.1300
Fax: 952.227.1310
Senior Center
Phone: 952.227,1125
Fax: 952.227.1110
Web Site
www.ci.chanhassen.mn.us
MEMORANDUM
TO: Todd Gerhardt, City Manager
FROM: Bob Generous, Senior Planner
DATE: September 9, 2013
SUBJ: Final Plat Approval — Camden Ridge
Planning Case #2013-13
PROPOSED MOTION
"The Chanhassen City Council approves the final plat for Camden Ridge subject to
the conditions of the staff report."
Approval requires a majority vote of City Council.
PROPOSAL SUMMARY
The applicant, Lennar a subdivision of U.S. Home Corporation, is requesting final plat
approval for a 32 single-family lots, 26 twinhome lots, and seven outlots on
approximately 23 acres zoned Planned Unit Development -Residential (PUD -R)
located at 1500 Pioneer Trail and legally described as Outlot A, Jeurissen Ridge.
BACKGROUND
On July 22, 2013, the Chanhassen City Council approved the following:
A. Rezoning from Agricultural Estate (A-2) to Planned Unit Development -
Residential (PUD -R) for Camden Ridge;
B. Preliminary plat of approximately 23 acres into 32 single-family lots, 26
twinhome lots and 7 outlots;
C. Conditional Use Permit to allow for development within the Bluff Creek
Overlay District for the Camden Ridge development; and
D. Development Contract for grading of Camden Ridge.
E. The Final Plat for Jeurissen Ridge which created four outlots. Outlot B
contains the Bluff Creek primary zone to be preserved in conjunction with
Camden Ridge, and Outlot A contains the land for Camden Ridge.
Chanhassen is a Community for Life - Providing for Today and Planning for Tomorrow SCANWO
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 2
CAMDEN RIDGE
The applicant is requesting final plat
approval for 32 single-family lots, 26
twinhome lots, and seven outlots in a
residential subdivision. The Bluff Creek
primary zone boundary follows the
southern perimeter of the site. Access will
be via an extension of River Rock Drive
South which serves the development to the
north, The Preserve at Bluff Creek.
STREETS AND ACCESS
The developer proposes to construct 3 1 -foot wide local streets throughout the development. The
portion of River Rock Drive South that connects to Bluff Creek Boulevard must he within a
60 -foot wide right of way.
The other streets must be within a 55 -foot wide right of way. The right of way is reduced 5 feet
in the development to reduce impacts to the Bluff Creek primary zone.
Henry Court and Jeurissen Drive are 90 -foot diameter cul-de-sacs within 120 -foot wide right of
way.
The profile of Henry Court must be revised to ensure the profile meets the minimum length
requirements for vertical curves.
The proposed centerline grade within 30 feet of an intersection must not exceed 3%.
According to City Code § I 8-57(k), a street terminating in a cul-de-sac cannot be longer than 800
feet. This site is bordered by TH 212 and Bluff Creek Boulevard, so an additional street
connection is impractical. To comply with §18-57(k), the Access Path, located in the northwest
portion of the development, will act as an emergency access in the future. It will provide access
to the north of the development in case of an emergency that could block access to Bluff Creek
Boulevard via River Rock Drive. The Access Path is not intended to regularly carry traffic. It is
20 feet wide and is within 30 feet of right of way. The City of Chanhassen shall own and
maintain this access.
The Access Path shall be shifted as far east as practical to reduce impact to the Bluff Creek
primary zone.
The development is adjacent to Bluff Creek Boulevard and is therefore subject to the arterial
collector fee at the time of final plat. The fee shall be $32,904.00 ($2,400 x 13.71 developable
acres).
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 3
The proposed trail begins at the southeast comer of the development in Outlot F and runs along
the southern edge of the development, following Bluff Creek. It ties into an existing trail near
the existing storm water pond.
The trail profile shall be revised to have a minimum slope of 1.0 percent to facilitate drainage on
the bituminous pavement.
GRADING, DRAINAGE AND EROSION
Bluff Creek flows through the property from west to east. The existing drainage on the
northwest comer of the development drains into an existing retaining pond before discharging to
Bluff Creek. The majority of the property's surface water runoff drains to Bluff Creek. The
eastern section of the property drains into the TH 212 ditch system, and the northeast comer of
the property drains northeast into a wetland.
The proposed drainage would divert storm water to the existing retaining pond and two new
ponds before it leaves the site. Pond I and Pond 2 would discharge water to Bluff Creek.
Erosion Prevention and Sediment Control
The applicant has provided a detailed erosion prevention and sediment control plan. This plan
covers best management practices that will be used for all phases of the project from demolition
and removals to final stabilization. The plan adequately addresses the requirements of Chapter
19 in city code and the required elements under the General Permit Authorization to Discharge
Stormwater Associated with Construction Activity MNR 10000 L
A standalone Surface Water Pollution Prevention Plan (SWPPP) was submitted for review.
While elements of the SWPPP will need to be updated with the project, the document is
extremely well organized and thorough — addressing all obviously foreseeable scenarios.
Section 1.2 of the SWPPP "Contact Information/Responsible Parties" needs to be updated to
include contractor information and the on-site inspector.
The proposed seed mixes shown on the seeding plan are acceptable. Given the existing tree
cover which will likely result in a shaded condition along the southern portion of the subject
property, the applicant may wish to consider state mix 36-211 "Woodland Edge South and
West." This seed mix is more likely to successfully establish in the shaded condition.
Drainage
The revised plans eliminated the most easterly pond. This was accomplished by bringing the
drainage from the cul-de-sac on Jeurissen Drive back to pond 2 and shifting the low point on
River Rock Drive south. This configuration is preferred for a variety of reasons: it eliminates the
need for a retaining wall behind Lots 15 and 16 of Block 3; it reduces the storm water
maintenance costs associated with the development, and it minimizes the number of outfalls into
pond 2.
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 4
Pond I will most likely be accessed via the bituminous trail although in order to maintain the
pond inlet, it will be necessary at times to access the pond between Lot 5 and Lot 6 of Block 1.
Access to pond 2 will be from Jeurissen Drive and the trail within Outlot D.
RETAINING WALLS
The developer proposes six retaining walls on this site.
Retaining Wall A runs parallel to River Rock Drive and will be located on Outlot A. It is 420
feet long and has a maximum height of 9 feet. A 4 -foot, split rail fence will be installed at the
top. Walls taller than 6 feet sball not be constructed with boulder rock.
The retaining wall in the center of Block 2 runs along the back lot lines of the houses that front
River Rock Drive South. This wall is 429 feet long and has a maximum height of 4 feet. A 4 -
foot, split rail fence will be installed at the top.
The retaining wall in Outlot G runs parallel to the western edge of the property. It is 121 feet
long with a maximum height of 2.5 feet.
Three walls less than 4 feet in height will run parallel to sections of the trail. The intent of these
short walls is to delineate the back yards of the homes from the trail and Bluff Creek. The
developer may elect to install a different feature, such as landscaping boulders, which would
serve the same purpose
The retaining wall near Lot 1, Block 1, is 120 feet long, with a maximum height of 3 feet. A
4 -foot split rail fence will be installed on the top. The grading behind the retaining wall near Lot
1, Block I must be modified so that water will not drain down the face of the wall.
The retaining wall near Lot 13, Block I is 204 feet long, with a maximum height of 2.5 feet. A
4 -foot split rail fence will be installed on the top.
The retaining wall near Lot 3, Block 5 is 286 feet long, with a maxinnun height of 2.5 feet.
A Homeowners Association must be created to own and maintain all retaining walls and the
draintile along the face of Retaining Wall B.
SANITARY SEWER AND WATERMAIN
The developer proposes to construct new 8 -inch PVC watermain that will connect to the existing
watermain that is stubbed out from Bluff Creek Boulevard.
SEH's watermain model shows that the watermain pressures would be high enough to cause
surge pressures that could damage the system. To lower the water pressure and prevent potential
damage by the water hammer effect, the developer's engineer must incorporate pressure
reducing valves and surge protection system into the watermain plans.
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 5
The developer proposes to construct new 8 -inch sanitary sewer that will connect to the existing
8 -inch PVC sanitary sewer that is stubbed out from Bluff Creek Boulevard.
All sanitary sewer shall be constructed with PVC pipe to prevent corrosion damage.
Thirty percent (30%) of the water and sewer hook-ups are due at the time of final plat. The
partial hook-up fees will be $143,202.00 ($1,818.00 x 58 units + $651 x 58 units).
ASSESSMENTS
An assessment for Bluff Creek Boulevard improvements is outstanding for this property. The
principal of $601,212.65 was deferred until development and it has been accruing 6% since
2009. As of June 6, 2013, the assessment amount due was $796,302.3 1. This assessment has
been paid.
SHORELAND MANAGEMENT DISTRICT
That portion of the property within 300 feet of Bluff Creek is considered to be within the
Shoreland Management District and is subject to the standards and requirements of this district.
The intent of the shoreland rules are to protect the habitat, viewscape and water quality of the
waters of the state by setting design standards to this end. The proposed plan is consistent with
the requirements of the Shoreland Management District and meets the intent of the shoreland
rules.
WETLAND PROTECTION
A wctland delineation was performed, reviewed and approved in the fall of 2012. The existing
conditions plan appears to accurately depict the wedand boundary. No wetland impacts are
proposed as part of the design. The wetland is contained within the Bluff Creek Overlay District
so die buffer protection will be coincidental to the protection of the Primary Zone.
Figure 1. Mitigation area 9, State Project 1017-12
As part of State Project 10 17-12, T.H.212
Design Build, a large wetland mitigation area
was created east of the subject property. This
mitigation area included wetland buffer credit
extending to the property boundary. Signage
will need to be placed along this boundary
coincidental to the placement of erosion
control measures and prior to any earth -
disturbing activities. The city will provide
these five signs free of charge so that the
developer may place them while placing the
other signs.
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 6
BLUFF CREEK OVERLAY DISTRICT
Much of the property lies within the Bluff Creek Overlay District. This is accurately reflected
within the plan set. Efforts were made during the design of this development to avoid
disturbances within the primary zone and setback where possible to do so. The only exception is
for the placement of the pond outlets. The erosion control plan and landscaping plan have
provided for establishment of vegetation in these areas and protection of the area from further
impacts.
Section 20-1561 states that one of the intended purposes of the BCOR is "the creation of a
greenway connecting Lake Minnewashta Regional Park and the Minnesota River Valley. The
greenway will serve as an uninterruptedpedestrian trail, bikeway system, and wildlife corridor
affording opportunities for recreation, education, physicalfitness and non -motorized
transportation". This must be balanced with the protection of Bluff Creek and the natural
resources within the corridor. Staff and the applicant have worked together to achieve this
balance. This plan set reflects the product of those discussions.
Signage must also be placed to demarcate the corridor. The placement shown on the preliminary
erosion control plan, and elsewhere throughout the plan set, is adequate. These signs should be
placed concurrently with the perimeter control best management practices before any site
grading occurs.
STORM WATER MANAGEMENT
Under existing conditions, the entire site is tributary to Bluff Creek. The site is a mixture of
farmstead, cultivated land, woodlands and seasonally flooded wetlands. The majority of the land
area (591/6) discharges directly to Bluff Creek through sheet flow. The most northwesterly
portion of the property drains to an existing pond that was constructed with the Preserve at Bluff
Creek I" Addition before discharging to Bluff Creek. This area accounts for 15% of the
watershed area. The most northeasterly portion of the property accounts for 14% of the
watershed and discharges to a large wetland mitigation area, which then discharges into MnDOT
right-of-way and then into Bluff Creek. The remaining 12% of the property discharges directly
to MnDOT right-of-way and then to Bluff Creek.
The design calls for the construction of two new stormwater ponds in which iron -enhanced
filtration benches will be constructed. The site will also include sump manholes with SAFL
baffles and will utilize the existing pond which was constructed with the Preserve at Bluff Creek
Is'Addition.
Bluff Creek is listed under 303D of the Clean Water Act to have known impairments for
turbidity and indices of biological integrity for fish. The stressor identification report indicates
that extreme fluctuations in flow and sedimentation due to erosion are the most probable
candidate causes. The urbanization of the watershed contributes to this condition by:
1. Increasing the rate and volume of surface runoff into the stream. This increases the
frequency and intensity of "flashiness" or bank full events;
Todd Gerhardt
Camden Ridge - Planning Case 2013-13
September 9, 2013
Page 7
2. Decreasing the amount of infiltration into the shallow aquifers and subsequently
decreasing base flows within Bluff Creek. This is observed annually as the flows fall
below detectable levels on monitoring equipment.
3. Increasing the pollutant load being delivered to the creek.
The developer and their consulting engineer have engaged city staff in an effort to develop a
storm water management plan that will include several best management practices designed
specifically to decrease these potential effects on Bluff Creek and improve the quality of the
water being discharged to Bluff Creek from this watershed.
Under all modeled rainfall events, the post -development runoff rate will be substantially reduced
from the pre -development rates. The following table from the Storm Water Management Plan
summarizes these reductions.
Drainage
Area
2-Year(cfs)
Eidsting
Proposed
10-Y (cfs)
E3dsting Proposed
100-Year(cfs)
EjdsWw I Proposed
1
8.81
0.83
22.37
2.15
41.78
8.52
2 (Pond)
8.11
4.81(l.27)
19.32
10.53 (3.16)
35.03
22.30 (10.12)
3
6.00
3.04
12.97
6.44
22.34
11.51
5
3.83
2.05
9.67
4.28
18.03
7.25
4
0.00
0.00 1
0.00
0.00
0.00
0.00
Figure 2. Comparison of runoff rates pre- and post -development
City design standards require that water quality treatment is designed to the National Urban
Runoff Program (NURP) recommendations. The current General Permit Authorization to
Discharge Stormwater Associated with Construction Activity MNR 10000 1 stipulates that
development with these characteristics must design the project so that "the water quality volume
of one (1) inch of runoff from the new impervious surface .... is retained on site (i.e. infiltration or
other volume reduction practices) and not discharged to a surface water."
Infiltration practices, as discussed earlier, can help ameliorate the impairment issues within Bluff
Creek. To this end, the applicant has proposed iron -enhanced filtration/infiltration benches along
both newly constructed ponds. These benches will provide a reduction in runoff volume and an
increase in infiltration and, quite possibly, base flow. In addition, iron -enhanced filters have
been shown to have upwards of 90% phosphorus removal efficacy as they react with the
dissolved phosphorus and not just the particulate fraction. The city will provide the applicant
with the iron filings. These iron filings will come from iron filings that were left over from the
2012 road reconstruction project.
City design standards require that ponds that discharge to impaired waters be constructed with a
forebay and be constructed to have a water quality treatment volume in excess of NURP
recommendations. The forebay is intended to reduce long-term maintenance costs by decreasing
the area of pond dredging to just that forebay rather than the entire pond area. This feature also
decreases the potential for re -suspension of particulates that have settled out of suspension.
Because of site constraints, the applicant and city staff discussed using sump manholes equipped
with baffles designed at the University of Minnesota Saint Anthony Falls Laboratory commonly
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 8
referred to as SAFL Baffle. Several of these have been installed in Chanhassen and have been
observed to be functioning. This technology further reduces maintenance costs by increasing the
life cycle of the ponds and allowing maintenance to be performed in-house, with city owned
equipment and within city right-of-way, thus eliminating the need to access the pond with heavy
equipment through an easement on privately owned land.
City design standards also require that ponds that discharge to impaired waters be constructed to
have a water quality treatment volume in excess of NURP recommendations. The applicant has
accommodated in their design as well as shown in the following table from the storm water
management plan.
Wet Volume Req
irement
Basin Volume Required
Ac*Ft
Volume Provided
Ac*Ft
I P 0.67
1.3
2P 1.11
2.03
Figure 3. Proposed volume vs. NURP volume
By sizing the ponds in this way, the treatment efficacy will remain higher longer. This will also
increase the duration of time before maintenance of the pond is necessary.
The horings were performed in November of 2012. On an annual cycle this is the time of year
when the water tables are the furthest from the surface. However, no ground water was observed
in any of the 10 borings and only boring #3 and #10 showed any secondary indications of
subsurface hydrology. Boring 10 is in the location of the proposed westerly pond while boring
#3 is in the vicinity of Lot 6 of Block 3. The profile at boring #3 indicates that a buried hydric
soil unit exists at about 12 feet below the surface. The proposed grading plan shows fill in this
area. Therefore there will be no cut necessary and should groundwater be present it will likely
be at an elevation of approximately 973'msl or 12 feet below the proposed low floor elevation.
SURFACE WATER MANAGEMENT
Surface Water Management trunk storm sewer fees are collected with each subdivision. The fee
is based upon buildable land area and is intended to be scalar according to potential surface water
runoff contribution.
The fee for this development was estimated with the following assumptions:
• That Outlots B, C and E would not be assessed as they are used expressly for stormwater best
management practices and/or regional trail.
• That the land dedicated for public right-of-way is 1.2934 acres and would not be assessed.
• That the net density of the site is over 4 units/acre — medium density
• That the stormwater best management practices constructed for this project will receive and
treat 10. 17 acres of watershed.
* That the assessable land is 17.01 acres.
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 9
The fees are calculated as follows:
Figure 4. Surface Water fee calculation table
These fees will be due with the final plat.
PARKS AND RECREATION
The city's comprehensive park plan calls for a neighborhood park to be located within one-half
mile of every residence in the city. The proposed Camden Ridge development is located within
the park service area of Pioneer Pass Park. Construction of the 8.7 -acre Pioneer Pass Park site is
currently underway and Phase I of development is expected to be complete in 2014.
One of the most anticipated trail extensions within the city is the north/south Bluff Creek
Corridor Pedestrian Trail that extends from Lyman Boulevard south to Pioneer Trail. The
proposed Camden Ridge development is poised to complete this extension. The proposed
development will construct a trail starting at the current southern terminus of the Bluff Creek
Trail and extending south — stopping at a location north of TH 212. In order to complete a link
to Pioneer Trail, the city would like to work with the property owner of Outlots B, C and D,
Jeurissen Ridge to extend the trail under the TH 212 bridge to a point connecting with the
existing pedestrian trail along Pioneer Trail.
The developer shall pay parks fees of $315,600 (32 single-family x $5,800 = $185,600 plus 26
twinhorne units x $5000 = $130,000) prior to recording the final plat.
COMPLIANCE TABLE
BASE FEE
ACRES
TOTAL
WATER QUANTITY
$5,590
17.01
$95,099.32
WATER QUAL Y
$2,830
17.01
$48,145.09
SUBTOTAL
Notes
$143,244.11
(SF)
BASE CREDIT
ACRESTREATED
Area (SF)
WATER QUALIT CREDIT
1 $2,830(0.5)
10.17
($14,390.55)
TOTAL SWM trunk sewer fee
*75 feet in Shoreland
1 $128,853.86
Figure 4. Surface Water fee calculation table
These fees will be due with the final plat.
PARKS AND RECREATION
The city's comprehensive park plan calls for a neighborhood park to be located within one-half
mile of every residence in the city. The proposed Camden Ridge development is located within
the park service area of Pioneer Pass Park. Construction of the 8.7 -acre Pioneer Pass Park site is
currently underway and Phase I of development is expected to be complete in 2014.
One of the most anticipated trail extensions within the city is the north/south Bluff Creek
Corridor Pedestrian Trail that extends from Lyman Boulevard south to Pioneer Trail. The
proposed Camden Ridge development is poised to complete this extension. The proposed
development will construct a trail starting at the current southern terminus of the Bluff Creek
Trail and extending south — stopping at a location north of TH 212. In order to complete a link
to Pioneer Trail, the city would like to work with the property owner of Outlots B, C and D,
Jeurissen Ridge to extend the trail under the TH 212 bridge to a point connecting with the
existing pedestrian trail along Pioneer Trail.
The developer shall pay parks fees of $315,600 (32 single-family x $5,800 = $185,600 plus 26
twinhorne units x $5000 = $130,000) prior to recording the final plat.
COMPLIANCE TABLE
Lot
Lot
Allowable
Block
Lot
Lot Area
Width
Depth
Impervious
Notes
(SF)
(Feet)
(Feet)
Area (SF)
*75 feet in Shoreland
Single-Fandly
9,000
70*
130
District
Twin Home
1 5,100
32
120
1
1
1
12,272
90
131
4,606
2
13,273
90
148
4,606
3
10,417
72
133
4,606
4
12,157
80
133
4,606
Comer lot
Todd Gerhardt
Camden Ridge - Planning Case 2013-13
September 9,2013
Page 10
Lot Area
Lot
Lot
Allowable
Mock
Lot
(SF)
Width
Depth
Impervious
Notes
(Feet)
(Feet)
Area (SF)
*75 feet in Shoreland
Single -Family
9,000
70*
130
District
TwinHome
5,100
32
120
5
12,272
91
135
4,606
6
14,049
91
154
4,606
Shoreland District
7
15,384
96
156
4,606
Shoreland District
@ 85 ft. at setback,
8
15,504
66 @
134
4,606
Bluff Creek primary
zone and Shoreland
District
@ 84 ft. at setback,
Bluff Creek primary
9
13,836
57 @
130
4,606
zone and Shoreland
District
@ 88 ft. at setback,
Bluff Creek primary
10
16,767
60 @
132
4,606
zone and Moreland
District
Bluff Creek primary
11
15,592
116
131
4,606
zone and Shoreland
District
Bluff Creek primary
12
15,997
93
176
4,606
zone and Shoreland
District
Bluff Creek primary
13
14,160
108
152
4,606
zone and Shoreland
District
Bluff Creek primary
14
13,043
120
133
4,606
zone and Shoreland
District
1
11,164
86
132
3,984
Comer lot
-2
2
10,009
77
133
3,984
3
10,449
75
138
3,984
4
10,983
86
142
3,984
5
11,244
78
146
3,984
6
11,541
93
148
3,984
7
11,234
93
143
3,984
8
10,587
77
140
3,984
9
10,427
73
135
3,984
Todd Gerhardt
Camden Ridge - Planning Case 2013-13
September 9, 2013
Page I I
Block
Lot
Lot Area
(SF)
Lot
Width
(Feet)
Lot
Depth
(Feet)
Aflowable
Impervious
Area (SF)
Notes
Single -Family
9,000
70*
130
*75 feet in Shoreland
District
Twin Home 1
5,100
32
120 1
10
10,731
71
132
3,984
11
10,205
72
130
3,984
12
10,005
77
134
3,984
13
11,848
95
132
3,984
Comer lot
3
1
14,003
56
161
3,051
twin home
2
6,813
43
160
3,051
twin home
3
6,787
42
160
3,051
twin home
4
7,782
42
160
3,051
twin home
5
9,567
34
170
3,051
twin home
6
11,114
34
177
3,051
twin home
7
7,560
31
141
3,051
twin home
8
5,920
43
139
3,051
twin home
9
6,157
42
145
3,051
twin home
10
6,851
47
147
3,051
twin home
I 1
7,999
33
151
3,051
twin home
12
8,865
35
159
3,051
twin home
13
8,338
40
160
3,051
twin home
14
6,656
43
156
3,051
twin home
15
6,520
42
154
3,051
twin home
16
9,523
83
147
3,051
Comer lot, twin home
4
1
5,223
42
124
3,051
twin home
2
5,305
47
124
3,051
twin home
3
6,262
66
127
3,051
twin home
4
6,765
64
138
3,051
twin home
5
8,160
93
135
3,051
twin home
6
8,467
100
127
3,051
twin home
7
6,131
56
129
3,051
twin home
8
5,177
43
126
3,051
twin home
9
5,129
43
125
3,051
twin home
10
7,152
60
125
3,051
Comer lot, twin home
5
1
13,435
153
133
4,606
Bluff Creek primary
zone and Shoreland
District
Outlot
7,148
0.16 ac. Trail
D
Outlot
.67 ac. Stormwater
E
29,047
pond
Outlot
7,747
0. 18 ac. Trail
F
Outlot
0.86 ac. Noise wall
G
37,511
and Open Space
ROW
191,803
4.4 ac.
TOTAL
1,037,148
23.8 ac.
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 13
The PUD ordinance requires setbacks from roadways and property lines. The following table
displays those setbacks.
The entire development, including the public and private streets and Outlots, may not exceed
35 percent hard coverage. Individual lots may exceed the 35 percent site coverage. Lots
within the shoreland district may not exceed 25 percent site coverage on average. Lot
coverage may not exceed those established in the compliance table.
REVIEW CONDITIONS OF APPROVAL
Building Conditions:
1. Demolition permits are required for the removal of any existing structures.
*This condition still applies.
2. Buildings may be required to be designed by an architect and/or engineer as determined by
the Building Official.
*This condition still applies.
3. A final grading plan and soils report must be submitted to the Inspections Division before
permits ran be issued.
*This condition still applies.
Setback Standards
Highway 212
50 feet
Exterior (Perimeter) Lot Lines
50 feet
Front Yard
25 feet
Front Yard (side street)
20 feet
Side Yard: garage side and house side
7.5 feet (minitnurn separation
between buildings is 15 feet)
Rear Yard
25 feet
Hard Surface Coverage
35 % *
Bluff Creek Primary zone boundary (BCO)
40 feet with the first 20 feet as buffer
Nlinhnum Lot Dimensions
Standards
Single-family detached (area)
9,000 square feet
Single-family detached (lot width)
70 feet (75 feet in shoreland district)
_
Single-family detached (lot depth)
130 feet
Twinhome lot (area per unit)
5, 100 square feet
Twinhome lot (lot width)
32 feet
Twinhome lot (lot depth)
120 feet
The entire development, including the public and private streets and Outlots, may not exceed
35 percent hard coverage. Individual lots may exceed the 35 percent site coverage. Lots
within the shoreland district may not exceed 25 percent site coverage on average. Lot
coverage may not exceed those established in the compliance table.
REVIEW CONDITIONS OF APPROVAL
Building Conditions:
1. Demolition permits are required for the removal of any existing structures.
*This condition still applies.
2. Buildings may be required to be designed by an architect and/or engineer as determined by
the Building Official.
*This condition still applies.
3. A final grading plan and soils report must be submitted to the Inspections Division before
permits ran be issued.
*This condition still applies.
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 14
4. Retaining walls over four feet high require a permit and must be designed by a professional
engineer.
*This condition still applies.
5. Each lot must be provided with separate sewer and water services.
*This condition still applies.
6. The applicant and/or their agent shall meet with the Inspections Division as early as possible
to discuss plan review and permit procedures.
*This condition still applies.
7. Submit proposed street names to Chanhassen Building Official and Chanhassen Fire Marshal
for review and approval.
*This condition has been met.
Based on review of the final plat, the following condition shall be added:
8. Provide a 1:200 "clean" plat drawing.
Engineering Conditions:
1. The developer must obtain right-of-way for the part of River Rock Road that connects to
Bluff Creek Boulevard.
*This condition has been met.
2. The proposed "Easement Detail" must be revised to include how the easements around the
perimeter of the twinhome lots will be platted.
*This condition has been met
3. The developer's engineer must adjust the grading on the trail near Outlot F so that it will
meet ADA standards.
*This condition has been met.
4. The contours near the northwest comer of Pond 2, between Lots 6 and 7 must be smoothed
out.
*This condition has been met.
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 15
5. Additional information needs to be noted (such as elevation points between the lots) between
lots on the north side of Street B to show the grading will allow water to drain away from the
structures.
*This condition has been met.
6. The final plans must note the survey benchmark on the plan set.
*This condition has been met.
7. The final plans must note the existing and proposed elevations at the comers of each lot.
*This condition has been met.
8. The grading behind all the retaining walls must be modified so that water will not drain down
the face of the wall.
*This condition shall be modified as follows:
The grading behind all the retaining walls near Lot 1, Block I must be modified so that
water will not drain down the face of the wall.
9. Walls taller than 6 feet shall not be constructed with boulder rock.
*This condition has been met.
10. Retaining Wall B must be moved so that it is outside the drainage and utility easement at the
back of the lots.
*This condition has been met.
11. A Homeowners Association must be created to take ownership of all retaining walls and the
draintile along the face of Retaining Wall B.
*This condition still applies.
12. Local streets must be within a 60 -foot wide right-of-way.
*This condition has been met.
13. At final plat, the Engineering Department will review the profile of Street A between stations
2+00 and 4+00 to ensure the profile meets the minimum length requirements for vertical
curves.
*This condition shall be modified as follows:
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 16
At final plat, the Engineering Depa—FtmMit ivill FeMWMA�_Tb profile of Stmet A Henry Court
must be revised between stations 2 1 00 and 4 ! 00 to ensure the profile meets the minimum
length requirements for vertical curves.
14. The proposed centerline grade at the intersection of River Rock Drive and Street A must not
be greater than 3%.
*This condition shall be modified as follows:
The proposed centerline grade at A within 30 feet of an intersection of Rivef- Reek Drive
and StFeet A must not be greater than 3%.
15. The existing driveway access to TH 212 must be closed except for access for agricultural
purposes only on Outlot C, Jeurissen I ' Addition. An access easement across Outlot B,
Jeurissen I' Addition, shall be recorded which shall follow the existing driveway alignment
with a width of approximately 26 feet. Said easement shall be vacated should alternate
access to Outlot C, Jeurissen Is' Addition become available.
*This condition applies to the Jeurissen Ridge plat.
16. The developer's engineer must design a Street C typical section.
*This condition shall be modified as shown in Condition 14 above.
17. The development is adjacent to Bluff Creek Boulevard and is therefore subject to the arterial
collector fee at the time of final plat for Camden Ridge. The fee shall be $55,030.56 ($2,400
x 22.9294 acres of Outlot A, Jeurissen I' Addition).
*This condition shall be modified as follows:
The development is adjacent to Bluff Creek Boulevard and is therefore subject to the arterial
collector fee at the time of final plat for Camden Ridge. The fee shall be $32,904.00
55,030.56 ($2,400 x 22.9294 13.71 acres of Outlot A, Jeurissen I" Addition).
18. The developer's engineer must incorporate pressure -reducing valves and a surge protection
system into the watermain plans.
*This condition still applies.
19. The developer's engineer will ensure that CBNM- 102 does not conflict with the nearby
watennain.
*This condition has been met.
20. Unless the Bluff Creek Boulevard Improvements assessment, City Project 06-05, levied
against the property described on Exhibit "A" is paid in full before the plat is recorded the
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 17
assessment is reapportioned against Outlot A (Jeurissen Ridge). As of June 6, 2013, the
assessment amount with accrued interest was $796,302.3 1.
*This condition has been met.
2 1. Water and sewer hook-up fees must be paid at the time of final plat.
*This condition shall be modified as follows:
Water and sewer hook-up fees in the amount of $143,202 must be paid at the fiffle 0 with
the final plat and is calculated as follows: SAC 58 units x $651/unit = $37,758, WAC 58
units x $1,818/unit = $105,444. The remaining 70 percent of the fees must be paid with
the building permit at the rate in effect at that time.
22. Preserving 60 feet of right-of-way to the property straight north of Camden Ridge.
*This condition has been met.
Based on review of the final plat documents, staff is recommending that the following conditions
be added:
23. The Access Path shall be shifted to the east to preserve the Bluff Creek primary zone.
24. All sanitary sewer shall be constructed of PVC pipe to prevent corrosion.
25. The trail profile shall be revised to have a minimum slope of 1.0 percent to facilitate
drainage on the bituminous pavement.
Fire Conditions:
1. A three-foot clear space must be maintained around fire hydrants.
*This condition still applies.
2. Temporary street signs must be installed prior to home construction.
*This condition still applies.
3. No burning permits will be issued. Any trees removed must either be chipped on site or
removed from site.
*This condition still applies.
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 18
4. Water mains shall be made serviceable prior to combustible construction.
*This condition still applies.
5. Posts, fences, utility boxes etc. shall not be placed near fire hydrants which would hinder
firefighters to quickly locate and/or operate fire hydrants in a safe manner.
*This condition still applies.
Natural Resources Conditions:
1. The applicant shall increase bufferyard plantings to meet minimum requirements -
*This condition still applies.
2. The applicant shall plant a minimum of 130 trees in the development.
*This condition still applies.
3. The applicant shall diversify the plant schedule so that no one species comprises more than
one third of the total number of trees.
*This condition has been met.
4. The applicant shall specify vegetation proposed for Outlots A, B and C.
*This condition has been met.
5. The applicant shall submit a revised landscape plan to the city prior to final approval.
*This condition still applies.
6. The applicant shall preserve trees #1301, 1302, 1303. These trees along with trees #1393-
1398 shall be protected by fencing prior to and during any grading or construction activities.
*This condition has been met.
7. ne developer shall install signage at lot lines to demarcate the Bluff Creek Primary Zone.
*This condition still applies.
Parks Conditions:
Full park dedication fees shall be collected per city ordinance in lieu of requiring parkland
dedication.
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 19
*This condition shall be modified as follows:
Ftill Park dedication fees of $315,600 shall be collected per city ordinance in lieu of requiring
parkland dedication.
2. Construction of Bluff Creek Trail from its current southerly terminus, extending between the
new homes and Bluff Creek to a terminus point at TH 212. The developer shall provide
design, engineering, construction and testing services required of the "Bluff Creek Trail."
All construction documents, including material costs, shall be delivered to the Park and
Recreation Director and City Engineer for approval prior to the initiation of each phase of
construction. The trail shall be 10 feet in width, surfaced with asphalt and constructed to
meet all city specifications. The applicant shall be reimbursed by the City for the cost of the
aggregate base, asphalt surfacing, and storm water systems utilized to construct the trail. This
reimbursement payment shall be made upon completion and acceptance of the trail and
receipt of an invoice documenting the actual costs for the construction materials noted.
Labor and installation, design, engineering and testing services are not reimbursable
expenses.
*This condition still applies.
Planning Conditions:
1. The developer shall pay $6,285.00 as its portion of the 2005 AUAR prior to recording the final
plat.
*This condition still applies.
2. The developer shall prepare a noise analysis for noise generated by traffic on Highway 212.
The analysis shall identify appropriate noise mitigation measures to meet noise standards for
residential homes as specified by the Minnesota Pollution Control Agency, which shall be
implemented by the developer.
*This condition shall be modified as follows:
The d&�,eleper- shall pr-epe&e a neise analysis for noise generated by tfaffie en Highwa5,212.
The Camden Ridge Chanhassen, Minnesota Traffic Noise Assessment prepared for
Pioneer Engineering by David Brauslau Associates, Inc. dated August 2, 2013 analysis
shall identi identified appropriate noise mitigation measures to meet noise standards for
residential homes as speeified by the Minnesota Pollution GeFgFel Agene5- VA3i shall be
implemented by the developer.
Note: The Assessment specified that with the construction of the proposed noise wall, the
use of year-round climate control for homes and construction standards that provide an
Exterior -Interior Noise Reduction of 30 dBA standard will provide the appropriate level of
noise mitigation.
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 20
3. The Bluff Creek Overlay District primary zone, Outlot "B", shall be conveyed to the City by
warranty deed free and clear of any encumbrances or a preservation easement acceptable to
the City shall be established over Outlot B before the plat is recorded.
*This condition applies to the Jeurissen Ridge plat.
4. Before any development plans are submitted for Outlot C, the property owner shall provide
appropriate technical information, including but not limited to a topographical survey, flora
and fauna survey and soil data deemed necessary for the city to determine the exact
watershed zone boundary on Outlot C, Jeurissen I" Addition. Data for watershed zone
delineation shall be generated and provided by a qualified professional specializing in
watershed management, environmental science or other related profession.
Development of Outlot C Jeurissen I" Addition would be inconsistent with the adopted
Alternate Urban Areawide Review, AUAR. Any development would need to conduct
additional environmental documentation or review or request an amendment to the 2005
AUAR.
*This condition applies to the Jeurissen Ridge plat.
5. The property owner must advise the city of the intended use of Outlot C, Jeurissen I"
Addition, and how it shall be accessed. This Outlot may not be developable or accessible in
the future.
*This condition applies to the Jeurissen Ridge plat.
6. Final plat approval will be contingent on the developer resolving the access issue. Either an
access easement or right-of-way must be in place prior to any site development.
*This condition has been met.
7. Individual lots may not exceed the maximum hard cover per lot established in the compliance
table.
*This condition still applies.
Water Resources Conditions:
1. Land disturbance within the first twenty feet of the Bluff Creek Overlay District setback shall
not be allowed unless the applicant can demonstrate that the goal cannot be achieved without
the proposed disturbance.
*This condition has been met.
2. A mitigation/restoration plan must be provided for any disturbance within the Bluff Creek
Overlay District or setback from the BCOR.
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 21
*This condition has been met.
3. Trail must be aligned to minimize the encroachment into the BCOR primary zone and
minimize loss of natural vegetation and habitat.
*This condition has been met.
4. Efforts must be made to minimize the number of inlets into each pond.
*This condition has been met.
5. The proposed ponds must be designed with a forebay.
*This condition has been met.
6. The plans must demonstrate how water quality basin #1 and water quality basin #3 will be
accessed. This includes all inlets, outlets and filtration benches as well as sediment removal
from forebay and water quality volume.
*This condition has been met
7. The stormwater design shall, to the greatest extent practicable, seek to maximize infiltration,
extend detention times and protect Bluff Creek from scour and other erosive conditions.
*This condition has been met.
8. The applicant must evaluate downstream flow conditions as indicated in Section 19-144.
*This condition has been met.
9. A Surface Water Pollution Plan and all required elements must be provided to the city for
review. This plan must be compliant with NPDES requirements as well as the requirements
of Chapter 19 of city code.
*This condition shall be modified as follows:
A Surface Water Pollution Prevention Plan shall be updated to include contact
information of responsible parties and all requifed elements must be pfevided to the eit)
for- review. This plan must be eempliant with NPI)ES fequimments aswell gs th
requirements of Ghapter- 19 ef eity eede.
10. SWMP trunk fees due at final plat are estimated to be $104,930.25.
*This condition shall be modified as follows:
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 22
SWMP trunk fees due at final plat are eqtimated calculated to be $128,853.86 $104,930.25
11. The development must comply with the MN Rules chapter 6120 and the DNR must issue
their concurrence to this effect.
*This condition still applies.
12. No alterations are allowed within the primary corridor or within the first 20 feet of the
setback from the primary corridor. Grading activities have been observed within this area
along the south side of Bluff Creek. The applicant should submit a plan for the revegetation,
of this area that incorporates native plants and is consistent with the City's Bluff Creek
Natural Resources Management Plan Appendix C. Any such areas that have been disturbed
through the removal or addition of soils material prior to approval shall be addressed prior to
commencement of other grading activities but no later than seven (7) days from approval.
*This condition still applies.
RECOMMENDATION
Staff recommends approval of the final plat for Camden Ridge subject to the following
conditions:
Building Conditions:
I . Demolition permits are required for the removal of any existing structures.
2. Buildings may be required to be designed by an architect and/or engineer as determined by
the Building Official.
3. A final grading plan and soils report must be submitted to the Inspections Division before
permits can be issued.
4. Retaining walls over four feet high require a permit and must be designed by a professional
engineer.
5. Each lot must be provided with separate sewer and water services.
6. The applicant and/or their agent shall meet with the Inspections Division as early as possible
to discuss plan review and permit procedures.
7. Provide a 1:200 "clean" plat drawing.
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 23
Engineering Conditions:
1. The grading behind the retaining wall near Lot 1, Block I must be modified so that water will
not drain down the face of the wall.
2. A Homeowners Association must be created to own and maintain of all retaining walls and
the draintile along the face of Retaining Wall B.
3. The profile of Henry Court must be revised to ensure the profile meets the minimum length
requirements for vertical curves.
4. The proposed centerline grade within 30 feet of an intersection must not exceed 3%.
The Access Path shall be shifted as far east as practical to reduce impact to the Bluff Creek
primary zone.
6. The trail profile shall be revised to have a minimum slope of 1.0 percent to facilitate drainage
on the bituminous pavement.
7. The developer's engineer must incorporate pressure reducing valves and a surge protection
system into the watermain plans.
8. All sanitary sewer shall be constructed with PVC pipe to prevent corrosion damage.
9. The development is adjacent to Bluff Creek Boulevard and is therefore subject to the arterial
collector fee at the time of final plat. The fee shall be $32,904.00 ($2,400 x 13.71
developable acres).
10. Water and sewer hook-up fees in the amount of $143,202 must be paid with the final plat and
are calculated as follows: SAC 58 units x $651 /unit= $37,758, WAC 58 units x $1,818/unit
= $105,444. The remaining 70 percent of the fees must be paid with the building permit at
the rate in effect at that time.
Fire Conditions:
1. A three-foot clear space must be maintained around fire hydrants.
2. Temporary street signs must be installed prior to home construction.
3. No burning permits will be issued. Any trees removed must either be chipped on site or
removed from site.
4. Water mains shall be made serviceable prior to combustible construction.
5. Posts, fences, utility boxes etc. shall not be placed near fire hydrants which would hinder
firefighters to quickly locate and/or operate fire hydrants in a safe manner.
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 24
Natural Resources Conditions:
1. The applicant shall increase bufferyard plantings to meet minimum requirements.
2. The applicant shall plant a minimum of 130 trees in the development.
3. The applicant shall submit a revised landscape plan tothe city prior to final approval.
4. The developer shall install signage at lot lines to demarcate the Bluff Creek Primary Zone.
Parks Conditions:
Park dedication fees of $315,600 shall be collected per city ordinance in lieu of requiring
parkland dedication.
2. Construction of Bluff Creek Trail from its current southerly terminus, extending between the
new homes and Bluff Creek to a terminus point at TH 212. The developer shall provide
design, engineering, construction and testing services required of the "Bluff Creek Trail."
All construction documents, including material costs, shall be delivered to the Park and
Recreation Director and City Engineer for approval prior to the initiation of each phase of
construction. The trail shall be 10 feet in width, surfaced with asphalt and constructed to
meet all city specifications. The applicant shall be reimbursed by the City for the cost of the
aggregate base, asphalt surfacing, and storm water systems utilized to construct the trail. This
reimbursement payment shall be made upon completion and acceptance of the trail and
receipt of an invoice documenting the actual costs for the construction materials noted.
Labor and installation, design, engineering and testing services are not reimbursable
expenses.
Planning Conditions:
The developer shall pay $6,285.00 as its portion of the 2005 AUAR prior to recording the final
plat.
2. The Camden Ridge Chanhassen, Minnesota Traffic Noise Assessment prepared for Pioneer
Engineering by David Brauslau Associates, Inc. dated August 2, 2013 identified appropriate
noise mitigation measures to meet noise standards for residential homes shall be
implemented by the developer.
Note: The Assessment specified that with the construction of the proposed noise wall, the
use of year-round climate control for homes and construction standards that provide an
Exterior -Interior Noise Reduction of 30 dBA standard will provide the appropriate level of
noise mitigation.
3. Individual lots may not exceed the maximum hard cover per lot established in the compliance
table.
Todd Gerhardt
Camden Ridge — Planning Case 2013-13
September 9, 2013
Page 25
Water Resources Conditions:
1. A Surface Water Pollution Prevention Plan shall be updated to include contact information of
responsible parties.
2. SWMP trunk fees due at final plat are calculated to be $128,853.86.
3. The development must comply with the MN Rules chapter 6120 and the DNR must issue
their concurrence to this effect.
4. No alterations are allowed within the primary corridor or within the first 20 feet of the
setback from the primary corridor. Grading activities have been observed within this area
along the south side of Bluff Creek. The applicant should submit a plan for the revegetation
of this area that incorporates native plants and is consistent with the City's Bluff Creek
Natural Resources Management Plan Appendix C. Any such areas that have been disturbed
through the removal or addition of soils material prior to approval shall be addressed prior to
commencement of other grading activities but no later than seven (7) days from approval.
ATTACHMENTS
1. Reduced Copy Final Plat.
2. Traffic Noise Assessment dated August 2, 2013.
9:\plan\2013 planning cascs\2013-13 caraden ridge\carnden ridge final plat\staff report carriden ridge fp.doe
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CITY OF CHANHASSEN
RECEIVED
AUG 0 2 2013
CWANWASSP,1 PLANNNG DEOT
Camden Ridge
Chanhassen, Minnesota
TRAFFIC NOISE ASSESSMENT
Prepared for
Pioneer Engineering.
by
David Braslau Associates, Inc.
6603 Queen Avenue S. Suite N
Richfield, MN 55423
Tel: 612-331-4571
Fax: 612-331-4572
Ent]: david@braslau.com
Dr. David Braslau, President
2 August 2013
SCANNED
Camden Ridge Traffic Noise Assessment
Table of Contents
1.0
INTRODUCTION ........................................................................................
1
1.1.
Objectives of this Noise Assessment ......................
.... .................................................. 1
1.2.
Site Location and Layout ................................................................................................
1
13.
Minnesota Noise Standards .............................................................................................
1
1.4.
Report Components .........................................................................................................
4
2.0 METHODOLOGY FOR ANALYZING HIGHWAY NOISE ................................. 5
2.1. Noise Modeling Assumptions ......................................................................................... 5
3.0 TRAFFIC NOISE LEVELS ........................... ............... . .. ....................................... 7
3.1. Predicted Noise Levels .................................................................................................... 7
3.2. Compliance with State Standards for the 6-7 AM (nighttime) Period ............................ 9
3.3. Construction needed to provide an Exterior -Interior Noise Reduction of 30 dBA ....... 10
4.0 SUMMARY OF FINDINGS .. ...................................... . . ................ ............................. 11
David Braslau Associates, Inc.
Camden Ridge Tmffic Noise Assessment
List of Figures
Figure1.1 Site Location .............................................................. . ...... ..... . ............................ 2
Figure 1.2 Site Layout and Grading Plan .............................................................................. 3
Figure 2.1 Location of Receptor Sites and Proposed Berm and Noise Wall ...................... 6
List of Tables
Table 1.1 Minnesota State Noise Standards for Residential Land Uses (NAC -1) ........... I
Table 3.1 Predicted LIO for the PM Peak Hour ................................................................. 7
Table 3.2 Predicted LIO for the 6-7 AM Hour .................................................................... 8
Table 3.3 6-7 AM Level s relative to the NAC -2 Standards ............................................. 10
David Bmslau Associates, Inc.
Camden Ridge Traffic Noise Assessment
1.0 INTRODUCTION
1.1. Objectives of this Noise Assessment
This Noise Assessment evaluates the potential impacts of noise from Trunk Mghway 212 on the
proposed Camden Ridge residential development in Chanhassen, Minnesota.
Projected traffic noise levels from TH 212 are compared with the Minnesota daytime and
nighttime noise standards to determine the potential for noise impacts and effectiveness of the
proposed noise wall on top of the existing berms. The exterior -interior noise attenuation
provided by the proposed building construction is assumed for typical construction in Minnesota
and compared with the exemption provisions contained in the Minnesota rules.
1.2. Site Location and Layout
Location of the Camden Ridge development within the City of Chanhassen is shown in
Figure 1.1. The development and grading plan is shown in Figure 1.2. Noise impacts have
been evaluated for receptors at the ground floor and upper floor levels.
13. Minnesota Noise Standards
The Minnesota State Noise Standards for residential land uses are presented in Table 1.1.
Residential land uses are included in the NAC -1 (Noise Area Classification -1) under Minnesota
Rule 7030.0040.
Table 1.1 Minnesota State Noise Standards for Residential Land Uses (NAC -1)
I I Daytime (7:00 amto 10:00 pin Nighttime (10:00 pm to 7:00 am
L—L-10-1 65 dBA 55 dBA
I L50 1 60 dBA 50 dBA
LIO is the level exceeded 10% or 6 minutes of an hour. L50 is the level exceeded 50% or 30
minutes of an hour. The L10 level is used as the primary indicator of traffic noise impact since it
accurately reflects the potential impact of traffic.
Braslau Associates, Inc. Page I
Camden Ridpe Traffic Noise Assessment
Figure 1.1 Site Location
Source: Pioneer Engineemg
David Braslau Associates, Inc.
Page 2
...........
. . .........
rm
r
0
Camden RidIze Traffic Noise Assessment
1.4. Report Components
Section 2.0 of the report describes the methodology and assumptions used for analyzing traffic
noise.
Section 3.0 of the report addresses projected traffic noise and compliance with state noise
standards.
Section 4.0 presents a summary of findings.
David Braslau Associates, Inc. Page 4
Camden Ridge Traffic Noise Assessment
2.0 METHODOLOGY FOR ANALYZING FUGHWAY NOISE
Noise levels from TH 212 have been predicted using the MinnNoise highway noise model upon
MnDOT traffic counts on TH 212. Noise levels are evaluated at receptors facing the highway at
each of the proposed lots 5 feet above ground level where outdoor activity can be expected and
also at the upper floors of homes with living and sleeping rooms.
Predicted traffic noise levels are compared with the Minnesota state noise standards to determine
compliance with the standards.
2.1. Noise Modeling Assumptions
Model geometry was based upon the grading plan with adjacent highway layout and elevations
shown on Figure 2.1. Vehicle mix and volumes were taken from the MnDOT MinnNoise
model input for TH 212 just east of the project and adjusted based upon the 2012 volume of
41,500 vehicles per day.
An 8 foot high noise wall on a berm up to 4 feet in height, depending upon location, is proposed
along the entire property fronting TH 212 as shown on Figure 2.1.
Noise receptors have been assumed 5 feet above ground level and at the upper floors of the lots
closest to TH 212.. Some limited shielding of noise is assumed to be provided by homes.
David Braslau Associates, Inc. Page 5
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Camden Ridee Traffic Noise Assessment
3.0 TRAFFIC NOISE LEVEILS
3.1. Predicted Noise Levels
Predicted daytime LIO noise levels at ground level receptors (5 feet above ground elevation) and the
upper floor at each of the receptor sites are shown in Table 3.1. The last two columns show the
predicted L10 level relative to the daytime standard of 65 dBA. All levels are expressed in dBA (A -
weighted decibels). Location of the receptor sites is shown on Figure 3.1.
Table 3.1 Predicted L10 for the PM Peak Hour
It can be seen from the table that all of the outdoor ground floor receptors are predicted to be below the
daytime noise standard. Levels at the upper floors upper floor levels are generally several dBA above the
daytime standard but are not intended for outdoor uses. With appropriate home construction required for
compliance with the nighttime standard (see discussion in Section 3.2, the applicable LIO standard will
be 70 dBA, so that these homes will be in compliance with the state noise standards.
David Braslau Associates, Inc. Page 7
Ll 0 PM Period
Re Day Standard
.Receptor
Ground Fir
Upper Fir
Ground Fir
Upper Fir
LOTI -3
62.9
64.4
-2.1
-0.6
LOT1-4
64.2
66.3
-0.8
1.3
LOT1-5
63.4
68.6
-1.6
3.6
LOT2-15/16
62.8
67.8
-2.2
2.8
LOT2-13/14
1 63.2
67.8 1
-1.8
2.8
LOT2-11/12
63.2 1
67.4
-1.8 1
2.
LOT2-9/1 0
62.4
664
-2.6
1.4
LOT2-7/8
61.2
65.6
-3.8
0.6
'CO -T2-5/6
62.0
63.9
-3.0
-1.1
It can be seen from the table that all of the outdoor ground floor receptors are predicted to be below the
daytime noise standard. Levels at the upper floors upper floor levels are generally several dBA above the
daytime standard but are not intended for outdoor uses. With appropriate home construction required for
compliance with the nighttime standard (see discussion in Section 3.2, the applicable LIO standard will
be 70 dBA, so that these homes will be in compliance with the state noise standards.
David Braslau Associates, Inc. Page 7
Camden Ridge Traffic Noise Assessment
Sound levels have also been estimated for the 6-7 AM period assuming 60% of the PM peak traffic
which is a typical value for this important commuting hour.
These levels are presented in Table 3.2. The last column shows the predicted LIO level relative to the
nighttime standard of 55 dBA. All levels are expressed in dBA (A -weighted decibels).
Table 3.2 Predicted L10 for the 6-7 AM Hour
It can be seen that the predicted 6-7 AM LIO levels exceed the nighttime level by as much as 12 dBA on
theupperfloor. However, exceptions tothe Nlinnesota rules permit a higher LIO standard or limit to be
applied if the land use meets certain conditions. These are addressed below in Section 3.2.
Braslau Associates, Inc. Page 8
L10 6- 7 AM
Re Night Standard
Receptor
Ground Fir
Upper Fir
Ground Fir
Upper Fir
LOT1-3
61
62
6
7
LOT1-4
62
64
7
9
LOT1-5
61
67
6
12
LOT2-15/16
61
66
6
11
LOT2-13/14
1 61
66 1
6
11 1
LOT2-11/12
61
65
6
10
LOT2-9/1 0
60
64
5
9
LOT2-7/8
59_
1
64
4
9
LOT2-516
60
62
5
7
It can be seen that the predicted 6-7 AM LIO levels exceed the nighttime level by as much as 12 dBA on
theupperfloor. However, exceptions tothe Nlinnesota rules permit a higher LIO standard or limit to be
applied if the land use meets certain conditions. These are addressed below in Section 3.2.
Braslau Associates, Inc. Page 8
Camden Rid2e Traffic Noise Assessment
3.2. Compliance with State Standards for the 6-7 AM (nighttime) Period
Under exceptions contained in Minnesota Rules, commercial noise standards (NAC -2) can be applied to
a residential land use if provisions in the rules can be met. The applicable provisions of Minnesota Rule
7030.0050 are presented below.
Subp. 3. Exceptions. The noise area classification for a land use may be changed in the
following ways if the applicable conditions are met.
B. The standards for a building in a noise area classification 2 shall be applied to a building
in a noise area classification I if the following conditions are met:
(1) the building is constructed in such a way that the exterior to interior sound level
attenuation is at least 30 dB(A);
(2) the building has year-round climate control; and
(3) the building has no areas or accommodations that are intended for outdoor activities.
Since there are no areas outside of the upper floor that are specifically intended for outdoor use during
the nighttime period, condition (3) of the provisions can be met. Condition (2) will be met if the homes
are required to provide year-round climate control which is planned. Condition (1) can be met if the
exterior to interior sound attenuation of the homes is 30 dBA or greater,
Under NAC -2, the LIO is 70 dBA for both daytime and nighttime periods. Comparisons of the projected
nighttime (6-7 am) LIO levels for receptors relative to the NAC -2 LIO 70 dBA standard are presented in
Table 3.3.
David Braslau Associates, Inc. Page 9
Camden Rid -Re Traffic Noise Assessment
Table 3.3 6-7 AM Level s relative to the NAC -2 Standards
It can be seen that the Upper Floor daytime levels will be 3 dBA or more below the LIO 70 dBA
standard.
Therefore, all of the homes on the site will comply with the state noise standards if the homes meet or
exceed an exterior to interior noise reduction of 30 dBA.
3.3. Construction needed to provide an Exterior -Interior Noise Reduction of 30 dBA
Proposed construction for the homes in the development is noted below:
Exterior construction proposed:
LP Smart Board
15/32" sheathing
Tyvek wrap
2x6 studs 16 " o.c.
R-19 batt insulation
W' gypsum board
Mechanical ventilation system: 3 -ton central air unit
Windows STC 25-28
Patio doors: STC 25-28
Entry doors: STC 29
In order to achieve the 30 dBA exterior to interior sound attenuation, STC 28 windows would be required
if windows make up 15% of the wall area, and STC 29 windows if windows account for 20% of the wall
area facing the highway.
David Braslau Associates, Inc. Page 10
LIO 6- 7 AM
Re L10 70
Receptor
Ground
2nd Floor
Ground
2nd Floor
LOT1-3
61
62
-9
-8
LOT1-4
62
64
-8
-6
LOT1 -5
61
67
-9
-3
LOT2-15/16
61
66
-9
-4
LOT2-13/141
61
66
-9
-
LOT2-11/12
61
1 65
-9
-5
LOT2-9/1 0
60
64
-6
LOT2-7/8
1
59
64
-11
-6
LOT2-516
60
62
-10
-8
It can be seen that the Upper Floor daytime levels will be 3 dBA or more below the LIO 70 dBA
standard.
Therefore, all of the homes on the site will comply with the state noise standards if the homes meet or
exceed an exterior to interior noise reduction of 30 dBA.
3.3. Construction needed to provide an Exterior -Interior Noise Reduction of 30 dBA
Proposed construction for the homes in the development is noted below:
Exterior construction proposed:
LP Smart Board
15/32" sheathing
Tyvek wrap
2x6 studs 16 " o.c.
R-19 batt insulation
W' gypsum board
Mechanical ventilation system: 3 -ton central air unit
Windows STC 25-28
Patio doors: STC 25-28
Entry doors: STC 29
In order to achieve the 30 dBA exterior to interior sound attenuation, STC 28 windows would be required
if windows make up 15% of the wall area, and STC 29 windows if windows account for 20% of the wall
area facing the highway.
David Braslau Associates, Inc. Page 10
Camden Ridge Traffic Noise Assessment
4.0 SUMMARY OF FINDINGS
Traffic noise levels have been predicted for the Camden Ridge residential development northwest of TH
212 in Chanhassen, Minnesota.
The analysis has been performed for nine receptor locations (representing 15 proposed living units
closest to TH 212) both at the ground floor and upper floor level.
An 8 -foot noise wall on top of a berm up to feet in height is proposed along the entire frontage of the
development with TH 212.
With the berm and wall combination, all of the ground level receptors are predicted to be below the
daytime LIO 65 dBA standard for residential land uses. Upper story receptors will experience levels
several dBA above the daytime standard but are not planned for outdoor uses.
Nighttime (6-7 am) levels at all of the receptor sites are estimated to be over the LIO 55 dBA standard.
However, exceptions to the noise standards permit the NAC -2 or Commercial Noise Standard to be
applied which is LIO 70 dBA, providing certain conditions are met. With appropriate home construction,
these conditions should be met so that all receptor sites will be in compliance with the state noise
standards.
Y:\jobs\2013jobs\213038\repmt\�dm—ridge�-traffic—noiw—�smmt.cloc
Associates, Inc. Page I I
(Reservedfor Recording Data)
QUIT CLAIM DEED
STATE DEED TAX DUE HEREON: $1.65
Dated: JU, '-A' 2013.
1
FOR VALUABLE CONSIDERATION, the CITY OF CHANHASSEN, a Minnesota
municipal corporation, Grantor, hereby conveys and quitclaims to U. S. HOME
CORPORATION, a Delaware corporation, d/b/a LENNAR, Grantee, real property in Carver
County, Mirmesota, described as follows:
Outlot A, Pioneer Pass, Carver County, Mmnesota.
together with all hereditaments and appurtenances belonging thereto, subject to the following
exceptions: None
THE GRANTOR CERTIFIES THAT TIIE GRANTOR DOES NOT KNOW OF ANY WELLS ON THE
DESCRIBED REAL PROPERTY.
The consideration for this transfer was less than $500.00.
CITY OF CHANHASSEN
C-7
Bv- I �
Todd Gerhardt, City Manager
171648vl
STATE OF MRSINESCITA )
)ss.
COUNTY OF CARVER
* The 'Oreoing instrument was acknowledged before me this -V TA day of
r of t 2013, by Thomas A. Furlong and Todd Gerhardt, respectively the Mayor
City anage he City of Chanhassen, a Minnesota municipal corporation, on behalf of the
cdoratlon and p t to the authority granted by its City Council, Grantor.
Notary Pt
Tax Statements for the real property
described in this instrument should be sent to;
City of Chanhassen
7700 Market Boulevard
P. 0. Box 147
Chanhassen, Minnesota 55317
THIS INSTRUMIENT WAS DRAFTED BY:
CAMPBELL KNUTSON, P.A.
1380 Corporate Center Curve, Suite 317
Eagan, Minnesota 55121
651-452-5000
RNK/cjh
171648v]
7 )L KAREN J. 'EN ELHARDT,,
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4m. y C�issim Expim _ J an 31, 2015
vw;ow—�I
CITY OF CHANHASSEN
CARVER AND HENNEPIN COUNTIES, MINNESOTA
ORDINANCE NO. 587
AN ORDINANCE CHANGING STREET NAMES
WITHIN THE PLAT OF CAMDEN RIDGE
THE CITY COUNCIL OF THE CITY OF CHANHASSEN, MINNESOTA ORDAINS:
SECTION 1. The street named "Jeurissen DTivc" from Henry Court to its cul-de-sac end is
changed to "Camden Ridge Drive".
SECTION 2. The unnamed street stub extending north from River Rock Drive South to the
Camden Ridge north property line shall be named Miranda Way.
SECTION 3. This ordinance shall be effective immediately upon its passage and
publication.
PASSED AND ADOPTED this 10 day of October, 2013, by the City Council of the City
of Chanhassen, Minnesota.
ATTTE- L
To erhardt, City Manager Thomas A. Furlong, Mayor
(Published in the Chanhassen Villager on October 24, 2013)
1 '7, — I ��
cpC � N; -j F [)
Park and Recreation Commission — June 25, 2013
border line properties, they always take a lot of teeth grinding and citizen input to keep things rolling
along. Sorry to take up so much of your time on it but if I can answer any of your questions.
Kelly: Thank you Gary.
Scharfenberg: Todd, is this something that's on the City's radar at all?
Hoffman: Yes it is.
Scharfenberg: Okay.
Hoffman: And Terry Jeffery, our Water Resources Coordinator and Paul Oehme, our City Engineer and
Public Works Director, Mike Wegler our Street Superintendent, they're all very familiar with this so I'll
follow up with those staff members and the City of Shorewood and assess where it's at with the
storrawater issue in the park and then we'll respond back to Mr. Carlson.
Kelly: Okay, thank you Gary. Thank you Todd. No other visitor presentations.
PARK AND TRAIL CONDITIONS OF APPROVAL -CAMDEN RIDGE -REQUEST FOR
REZONING FROM AGRICULTURAL ESTATE (A2) TO PLANNED UNrF DEVELOPMENT-
iESIDENTIAL (PUD -R), SUBDIVISION OF APPROXIMATELY 24 ACRES INTO 32 SINGLE
FAMILY LOTS, 26 TWINHOME LOTS, AND 7 OUTLOTS, AND A CONDITIONAL USE
PERMrr TO ALLOW DEVELOPMENT WITHIN THE BLUFF CREEK OVERLAY DISTRICT.
PROPERTY IS LOCATED AT 1500 PIONEER TRAIL. APPLICANT: LENNAR. OWNER:
BRUCE JEURISSEN.
Hoffman: Thank you Chair Kelly, members of the commission. This is a property we visited just some
probably half hour, 45 minutes ago. Camden Ridge is a new development being proposed by Lennar
Group and then the owner of the property, Bruce Jeurissen. It's situated in Bluff Creek, in the Bluff
Creek corridor area. Areas of the plat are near or in the primary Bluff Creek watershed and where we
stopped on our tour, we drove right down this temporary trail and we were stopped right at the end of our
trail system, which our trail ends right here. So as you looked to the south and back to the east, that's the
field where these homes, new homes would be constructed as a part of the Camden Ridge. The proposed
motion for the commission tonight, recommending that the City Council apply a couple of conditions of
approval conceming parks and trails for Camden Ridge. That full park dedication fees be collected per
city ordinance in lieu of acquiring parkland dedication. In this case a single family home is $5,800. The
twins are less than that. That is collected at the time of the platting. At the time of the final platting and
those dollars are then deposited in the City's park fund to help pay for all the other improvements that are
going on in the area in parks and trails. The second proposed motion for Camden Ridge is the
construction of the Bluff Creek trail from it's current southerly terminus, which we took a look at
extending between the new homes in Bluff Creek to a terminus point at Highway 212, and how we do
those is, this trail section would be a part of the Comprehensive Plan. It's on our trail plan so when the
developer is developing the adjacent piece of property, we want them to grade, install the trail but we
don't feel like it's their complete obligation to build that trail for the entire community so we want to pay
them back for the gravel, the asphalt, and the stormwater improvements. The other costs are incidental to
the development of the property and those are expected to be paid for by the developer. So the trail
should be 10 feet in width. Surfaced with asphalt and constructed to meet all city specifications and then
the applicant will be reimbursed. Labor, installation, design, engineering and testing services are not
reimbursable expenses. That's been a comm n use practice in our community and constructing trails
concurrent with development and Camden Ridge, or their representatives have not been notified of any
dispute to that recommendation. Background of the property. We're not going to go through that in great
SQP-NWH)
Park and Recreation Commission — June 25, 2013
detail. Parks and open space. We have a half a mile park service area and the park for this, these homes
would be Pioneer Pass Park. So it's on the exterior is on the outside. It's not, it's at the 1 1/2 mile radius
and it is obviously, there are some hills but there is a trail system. That's how you would connect to the
Pioneer Pass Park. In this situation many of these residents would choose to load up their family,
especially small children and drive to that park site which is also convenient and then park in the parking
lot to access the park. So the park needs are met. There's also the woods which isjugt to the north.
Portions or all of that will be preserved into a park preserve type setting. That is part of the primary zone
and the Bluff Creek Overlay, and that's the woods. The large woods which is right up in this hill so there
will be much open space in the area. The trail plan, we've already talked about that. This section of the
Comprehensive Plan, City's comprehensive trail plan is on this property and so would run right along the
creek from north down to south. Everybody calls it the spider bridge on 212. That's located right here.
When we get to that terminus of the plat we would like to work with the owner, Bruce Jeurissen and
Lennar to try to extend this at least on a temporary basis and so people can get up to Pioneer Trail down
that driveway. That gravel driveway. They're going to do it anyway. You're so close now that they're
going to want to make that connection and so, but there may be some property issues that they don't want
to get involved with so we'll have to have those conversations but when dealing with the plat, what is
outlined in black those are the recommendations that we have for you tonight and again I've heard no
negative comments from the developer. Be happy to answer any questions of the commission and then I
recommend you make a motion to the City Council.
Kelly: So Todd what, if we got full fees would it be about $300,000?
Hoffman: I've not done the calculation.
Kelly: I'm sorry.
Hoffman: I've not done the calculation.
Echtemacht: Todd, if I recall, is it Degler that has one little area there so all the trees behind that area
would remain.
Hoffman: Correct.
Echtemacht: Okay. Just those 6 lots or7 lots, okay.
Hoffman: All those trees are likely to remain. That's into a future development but it's in the primary
Bluff Creek zone which says by zoning that they shall, it shall remain and it's recommended to stay but
until that land comes in for development there really is no definitive answer on what will happen to that
particular location. Because it's under private ownership.
Scharfenberg: Todd where is this request in terms of the rezoning process?
Hoffman: It's at the Planning Commission and it was approved at the preliminary level and so now
you'll incorporate your recommendations and it will go to City Council next.
Scharfenberg: Okay.
Hoffman: Another interesting thing to take, at least be aware of This road extension is likely to be a fire
lane that will extend on the east side of the trees all the way back up to Bluff Creek Drive. So this would
be a through road but would not be open and it may be utilized as a pedestrian trail in the interim so it
Park and Recreation Commission - June 25, 2013
would be a full width road but it would be closed to traffic unless you have a fire lane situation where it
could be opened...
Kelly: I just figured it based on roughly $6,000 for single homes and $3,000 for twin homes. I don't
know what, you said it was $5,800 1 think -
Hoffman: Yep, $5,800 for the single, yep.
Kelly: And I don't know what the double homes are.
Hoffman: $3,800 or slightly more than that.
Kelly: So my estimate should be a little low.
Echternacht: Todd is it pretty standard that parks are within a mile and a har Is that what?
Hoffman: Half a mile.
Echtemacht: Oh half a mile, okay.
Hoffman: So there's a park service area map on page 3 of the packet
Echtemacht: Yep.
Hoffman: It shows the Pioneer Pass Park service area and the green circle incorporates all of Camden
Ridge so they're within a half a mile of Pioneer Pass Park. Basically what that is saying to them, if you
want a park within a half mile of everyone's front door you certainly should not be more than that
because you can't afford to pay for thern, construct them and maintain them in the future so you want just
enough park to service everyone. In this case it would be the full half mile walk to the park but that's
within the park service area.
Thunberg: In the neighborhood across the street, is that The Preserve? There's a small park in the middle
of that development. Is that a city park or is thatjust within?
Hoffman: That's association.
Thunberg: Tbat's association. So there is a small park across, on that location
Hoffman: But that's, we wouldn't include that in our calculation. I think in the future when that wooded
area develops, there would be a chance for a pocket park kind of right up alongside the road so to
incorporate ahnost like a trailhead so if you had trails in that woods, you'd have a little pocket park. It'd
be up in, just up in the north here so there might be that opportunity.
Kelly: So Todd the construction of the trail, it looks like you want the applicant to do pretty much
everything but what are we paying for on that?
Hoffman: Rock, asphalt and then the storrawater pipe.
Kelly: So we're just paying for the materials and they're doing all the work as part of the deal?
Park and Recreation Commission — June 25, 2013
Hoffinan: Correct. It's a good arrangement. That's the time when the trail should be built. It's in such
tight proximity that when they're grading for those lots, then they should go ahead and grade that trail
bench in. It really doesn't work to have them do their work first and then have us come back and...
Kelly: Right, so what do we estimate our costs at?
Hoffman: We don't have those numbers.
Kelly: Yeah. What's a best educated guess?
Hoffman: 100 bucks per foot.
Kelly: Okay.
Hoffman: And I don't know what the... Over a 1,000 feet so, yeah $150,000 or less probably.
Kelly: Okay.
Hoffman: We'll get those numbers. Once it's approved they'll go ahead and estimate those numbers and
I can report back on those costs.
Kelly: Any other questions for Todd at the moment? Does anybody want to provide a motion?
Scharfenberg: I'll make a motion. I would move adoption of staff s recommendations for Camden Ridge
for fill park dedication fee to be collected per city ordinance requiring parkland, in lieu of parkland
dedication. Along with construction of the Bluff Creek trail as set forth in staffs proposal.
Kelly: Is there a second?
Carron: Second.
Kelly: AlIthoseinfivor. Oliquestions? Do you have a question?
Scharfenberg moved, Carron seconded that the Park and Recreation Commission recommends the
City Council apply the following conditions of approval concerning parks and trails for Camden
Ridge:
I . Full park dedication fees shall be collected per city ordinance in lieu of requiring parkland
dedication; and
2. Construction of Bluff Creek Trail from it's current southerly terminus, extending between the
new homes and Bluff Creek to a terminus point at TH 212. 'Me developer shall provide design,
engineering, construction and testing services required of the "Bluff Creek Trail". All
construction documents, including material costs, shall be delivered to the Park and Recreation
Director and City Engineer for approval prior to the initiation of each phase of construction. The
trail shall be 10 feet in width, surfaced with asphalt and constructed to meet all city specifications.
The applicant shall be reimbursed by the City for the cost of the aggregate base, asphalt surfacing,
and storm water systems utilized to construct the trail. This reimbursement payment shall be
made upon completion and acceptance of the trail and receipt of an invoice documenting the
actual costs for the construction materials noted. Labor and installation, design, engineering and
testing services are not reimbursable expenses.
Park and Recreation Commission — June 25, 2013
All voted in favor and the motion carried unanimously with a vote of 8 to 0.
Echtemacht: Question for you.
Hoffinan: Yeah.
Echternacht: Do our new commissioners realize that they can vote as well? They may not know the
rules.
Hoffman: Just say aye or nay.
Kelly: Yeah, you guys vote and ask questions, you know that right? Okay.
RECREATION CENTER REPORT.
Sarles: Great, thank you Chair Kelly. Greetings commissioners from the Rec Center. I'm Jodi Sarles.
I'm the manager out there. Welcome you guys. We are now on summer hours so starting Memorial Day
we kind of shorten our days a little bit. We go 5:30 a.m. to 9:00 p.m. so we cut an hour out of the day
there. Weekends we go 8:00 to 6:00 and Sundays we're closed in the summer. Just kind of based upon
the usage of the Rec Center and people in and out, kind of a little bit of money savings but also due to
lack of use out there so. We've got a few things. Summer maintenance is going to come up faster than
we think but August 15'h and so we shut down from August 15'h through Labor Day this year. It's about
the same every year. The amount of time that we go down for basic overhaul cleaning. They sand down
the floors and re -surface the gym and the studio there. The last week we're open we tried, last year
usually they try to make us stay open for 4 days but we don't have a gym or studio. This year they're
only going to sand it one of those days so we were able to slim that down just a little bit this year so we
can let our basketball players and our dancers and everybody to continue to use the space. Let's see, it
feels like it's been a while but Dance for Fun, we just had our year end recital. That was in May over at
the Chan High School. We had around 200 dancers participating. We sold over 730 tickets for the 3
shows. We worked with some in town, Chanhassen Floral to sell the flowers out there. We did t -shirts
and DVD's and already we're starting, we've placed 44 dancers into competition teams and they're
starting to work for next year already so just is kind of a never ending process there. We keep the girls
dancing all summer into the fall so. Youth safety training. I should update these numbers for you today.
Today we had 16 more achieve their babysitting training certificates so it's 32 now so far for the year. 21
lads have done the Safe On My Own class. We added I I more yesterday so now we're up to 32 on that
one. Those are great classes for kids. That teaches them how to be safe when they're at home and then
the babysitting one, at] the kids want to get those certificates so they can go out and earn some summer
dollars here helping out the neighbors. Rec Center Sports. It's been a challenging summer a little bit
with the weather. We had a slow start to a few of the programs but for the spring the Small Fry Sports,
we just had overwhelming. We would fill those program upright away so we weren't able to keep up
with the demand so for the summer we expanded our roster sizes which added the challenges because we
couldn't bring them back into the gym because you can't have 25 kids playing, little, little ones playing
soccer so, so we had a few cancels but we're back up and we did some reschedules and some reftinds and
reschedules and so we're working with our staff to get that settled and hoping that that second session
works much better. That the weather stays away. At least I'm crossing my fingers for Mondays, or
Tuesdays and Wednesdays is when we run programs and about the first two weeks this summer, both
those days were not good days to have them. So but we've run the little ones, we had 68 soccer players.
Our first session of the Small Fry t -ball had 51 kids. When we did run that one in the gym we did end up
having whiffle balls and plastic bats and a little more safe equipment in there for those kids. Our 4 to 6
year old children, those are the Lil Stars and again wet weather so it's been difficult there but we had 40
GITY OF CHANHASSEN
P 0 BOX 147
CHANHASSEN M 55317
08/12/2013 4:12 PM
Receipt No. 00227350
CLERK: AshleyM
PAYEE: North American Title Company
5001 American Blvd Suite 300
Bloomington MN 55437-
1500 Pioneer Trail
Planning Case 2013-13
-------------------------------------------------------
Final Plat Review Fee 250.00
Plat Review / Attorney Fee 550.00
Total
Cash
Check 75244774
Change
-----------
800.00
0.00
800.00
-----------
0.00
Is -i3
SCANNED
GF#: 40852-12-11653 "" REAL ESTATE CLOSING 75244774
BuyedBorrower: U.S. Home Corporation , a Delaware Corporation
Seller: B. Elmer Family Farms, LLC, a Minnesota limited liability company
Lender: To Be Determined
Property: 1500 Pioneer Trail
Settlement Date: August7,2013
Disbursement Date, August 9, 2013
Check Amount: $800.00
Pay To: City of Chanhassen
For: Plat review/attorneys fees/rec
SCA14NED
To: Joe Jablonski
Lennar
16305 36�' Avenue North
Plymouth, MIN 55446
City of Chanhassen
7700 Market Boulevard
P.O. Box 147
Chanhassen, MN 55317
(952) 227-1100
RE: Jeurissen Ridge
Planning Case 2013-13
Invoice
SALESPERSON DATE TERMS
KTIM July 31, 2013 upon receipt
QUANTITY
DESCRIPTION
UNIT PRICE
AMOUNT
1
Final Plat Review Fee
$250
$250.00
1
Attorney Fee
$450
$450.00
2
Document Recording Fee
$50
$100.00
TOTAL DUE
Make all checks payable to: City of Chanhassen
Please write the following code on your check: Planning Case #2013-13.
If you have any questions concerning this invoice, call: (952)-227-1107.
THANK YOU FOR YOUR BUSINESS!
$800.00
CAMPBELL KNUTSON
August 9, 2013
HAND DELIVERED
Ms. Kimberly Schultz
North American Title Company
5001 American Boulevard, Suite 300
Bloomington, Minnesota 55437
Re: City of Chanhassen — B. Elmer Family Farms, LLC
Plat of Jeurissen Ridge
Dear Ms. Schultz:
This office is legal counsel for the City of Chanhassen. For convenience,
North American Title Company is referred to in this letter as "you." This letter
("Escrow Instructions") constitutes Escrow Instructions for the closing scheduled for
August 9, 2013, with B. Elmer Family Farms, LLC.
The City's closing documents are enclosed herewith. The City's closing
documents shall be disbursed strictly in accordance with the Escrow Instructions.
Attached to this letter is an acknowledgement by you of the receipt of this letter and
your agreement to hold and disburse the closing documents and funds in
accordance with the Escrow Instructions. Prior to undertaking any actions related
to the Escrow Instructions, you must first sign and return a copy of this letter to me
via fax (original to follow by mail).
1. Documents. The following City documents are included herein:
A. Development Contract between the City of Chanhassen and B.
Elmer Family Farms, LLC for Jeurissen Ridge;
B. Official final plat mylar for Jeurissen Ridge;
C. Three paper copies of final plat (I" — 200' scale) (one each to
County Auditor, County Assessor and County Surveyor); and
D. Easement for permanent flowage and preservation and protection of
wetlands.
2. Closing Conditions. The escrowed documents are to be disbursed,
if and only if, the following conditions have been met:
1676230
SCANNED
Ms. Kimberly Schultz
August 9, 2013
Page T
7A. B. Elmer Family Farms, LLC has delivered to you a check payable to the City of
Chanhassen or you are able to pay to the City from the closing proceeds the amount of
$802,627.43 for the deferred assessment for Bluff Creek Boulevard Improvement Assessment
(City Project 06-05) levied against the Subject Property. (This amount increases by $98.83 per
day.)
VB- B. Elmer Family Farms, LLC has delivered to you a check payable to the City of
Chanhassen or you are able to pay to the City from the closing proceeds the amount of $800.00
to cover e City's costs for final plat review, attorney's fees and document recording.
7C - B. Elmer Family Farms, LLC has delivered to you a Grant of Permanent and
Temporary Easement from Degler Land Company, LLC to the City of Chanhassen (copy
enclose ).
7D. B. Elmer Family Farms, LLC has delivered to you a Grant of Permanent and
Temporary Easement from Chanhassen Residential Development Partners, LLC to the City of
Chanhassen (copy enclosed).
\1E. You are prepared to record a Certificate of Full Release of Mortgage and
Assignment of Rents and Profits releasing the mortgage dated September 23, 2011, recorded on
October 3, 2011, as Document No. 543137.
\//F. You are prepared to record a Certificate of Full Release of Mortgage and
Assignment of Rents and Profits releasing the mortgage dated January 30, 2013, and recorded on
February 5, 2013. as Document No. 571094.
G. You have received all documents that you deem necessary and are immediately
prepared to record the Certificates of Full Release of Mortgage and Assignments of Rents and
Profits as referred to above, Development Contract, Plat mylar and Easement in the following
order and prior to any transfer documents or other liens or encumbrances:
A"� Certificate of Full Release of Mortgage and Assignment of Rents and Profits
releasing the mortgage dated September 23, 2011, recorded on October 3, 2011,
as Document No. 543137;
Certificate of Full Release of Mortgage and Assignment of Rents and Profits
releasing the mortgage dated January 30, 2013, and recorded on February 5, 2013,
as Document No. 571094;
Development Contract;
Plat mylar;
Easement;
,6-" Warranty Deed from B. Elmer Family farms, LLC to U.S. Home Corporation; and
-4��docurnents, 4� Opt
4
1717250
Ms. Kimberly Schultz
August 9, 2013
Page Three
H. You have received telephonic instructions from the undersigned or member of
this firm to proceed with the closing of the transaction.
3. Closing Instructions. When the conditions under Section 2 of these Escrow
Instructions have been met, you shall:
A. Deliver to the City your check payable to the City of Chanhassen in the amount of
$802,627.43 for the deferred assessment for Bluff Creek Boulevard Improvement Assessment
(City Project 06-05) levied against the Subject Property.
_JV Deliver to the City your check payable to the City of Chanhassen in the amount of
$800.00 to cover the City's costs for final plat review, attorney's fees and document recording.
2) C.
Once all documents have been recorded with the County, provide this office with
the appropriate recording information by requesting the County Recorder to complete the enclosed
blue "Filing of Documents" sheet and emailing the completed sheet to me. The City will not
permit the developer to start work on the project until we receive the recording information.
Have the original recorded Development Contract and Easement returned to me
after r riding.
4. Closing Date. Unless you are able to close this transaction before the end of
busincsson' Friday, August 9, 2013, you shall return the Escrowed Documents to me, unless you
receive other instructions from the respective parties.
Very truly yours,
Campbell Knutson
Professional Association
el'4
AMP:cjh By: eA
Enclosure Andrea McDowell Poehler
Agreed to and accepted thisaA day of
2013.
Nor' e4ncane Company
BY
rly Sc u
Rimbe -h I
171725v[
)?)-13
Chanhassen City Council — October 14, 2013
Todd Hofffim: It is.
Mayor Furlong: Thank you. 4:30 p.m. Please arrive on Wednesday the I e for this event. It should be a
lot of fim and that is, I understand I'm looking forward to being there and seeing that trail myself
Beautiftil loop trail around Rice Marsh Lake Park that is really just a great extension of our trail system.
So lots of events here in the next couple weeks and we hope that people have the opportunity to take a
part. Let's move on now to the next items on our agenda.
CONSENT AGENDA:
Mayor Furlong: If there is desire for separate discussion by either members of the council or the public
present I'd ask that you let me know at this time. Mr. Laulenburger.
Councilman Laufenburger: Yes Mr. Mayor. I'd like to have discussion regarding item number 7 and
number 11. Just brief comments and questions about those two.
Mayor Furlong: Okay. Ahight, we can pick those up before visitor presentations or right after.
Councilman Laufenburger: Let's do them right before visitor presentations would be fine.
Mayor Furlong: Okay, thank you. Any other requests for items on the consent agenda? If not then is
there a motion to approve items E(l) through (10) excluding (7).
Councilman McDonald moved, Councilwoman Tjornhom seconded to approve the following
consent agenda items pursuant to the City Manager's recommendations:
I . Approve of City Council Minutes dated September 9, 2013.
2. Receive Planning Commission Minutes dated September 3, 2013.
3. Receive Park and Recreation Commission Minutes dated August 27, 2013.
4. Resolution #201343: Lift Station #10 Improvements: Award of Bid.
5. Resolution #2013-44: TH 212 Improvements from Chaska to Cologne: Approve Resolution
Supporting Carver County's Application for Corridor Commerce Funding.
6. Resolution #201345: Library Parking Ramp Rehabilitation Project 12-02-1: Approve Quote.
8. Repeal Conditional Use Permit for Stable Permit, 3530 and 3670 ffighway 7, Premier Bank.
9. Approval of Cell Tower Lease, T -Mobile.
10. Ordinance Approving Street Name Changes in the Camden Ridge Plat.
All voted in favor and the motion carried unanimously with a vote of 5 to 0.
E(7). APPROVE QUOTE FOR CONSTRUCTION OF CONCRETE PEDESTRLAN MEDIAN
SCAN�IED
0
CITY OF
CHANHASSEN
e:-10
MEMORANDUM
TO: Todd Gerhardt, City Manager
FROM: Bob Generous, Senior PlannerQie
DATE: October 14, 2013
7700 Market Boulevard
PO Box 147 SUBJ: Approve Street Name Change of Jeurissen Drive to Camden Ridge
Chanhassen, MN 55317 Drive and Name Unnamed Street Stub Miranda Way
Administration
Phone: 952.227.1100
Fax: 952.227.1110
Building Inspections
From 952,227.1180
Fax: 952.227.1190
Engineering
Phone: 952,227,1160
Fax: 952.227.1170
Finance
Phone: 952.227.1140
Fax: 952.227.1110
Park & Recreation
Phone: 952.227.1120
Fax: 952.227.1110
Recreation Center
2310 Coulter Boulevard
Phone: 952.227.1400
Fax: 952.227.1404
PROPOSED MOTION
"The Chanhassen City Council approves an ordinance changing the public street
name of "Jeurissen Drive"to"Camden Ridge Drive"and the unnamed street stub shall
be named Miranda Way."
City Council approval requires a simple majority vote.
EXECUTIVE SUMMARY
The City Council is requested to approve the attached ordinance changing the street name
of Jeurissen Drive to Camden Ridge Drive and the unnamed street stub to Miranda Way.
BACKGROUND
The streets in question were dedicated as part of the Camden Ridge plat on September 9,
2013. However, another plat already contains a road named Jeurissen so public safety
requested that a new name be approved.
Planning &
City staff has received a request from Lermar to change the street name of Jeurissen
Natural Resources
Drive to Camden Ridge Drive and to name the unnamed street stub, going to the north
Phone: 952.227.1130
property line, Miranda Way.
Fax: 952.227.1110
The City Attorney has advised staff that a street name change requires adoption of an
Public Works
ordinance changing the street name by the City Council. The City Fire Marshal has
7901 Park Place
Phone: 952.227.1300
reviewed the proposed name changes and has no issues with them.
Fax: 952.227.1310
RECOMMENDATION
Senior Center
Phone: 952.227.1125
Staff recommends that the City Council approve the street name changes.
Fax:952.227.1110
Web Site
ATTACHMENTS
www.ci.chanhassen.mn.us
1. Ordinance.
2. Reduced Copy Final Plat.
gAplan\2013 planning ca�\2013-13 caniden ridge\camdm ridge final pla6street tuune change nano.doc
Chanhassen is a Community for Life - Providing for Today and Planning for Tomorrow SCANNED
CITY OF CHANHASSEN
CARVER AND HENNEPIN COUNTIES, MINNESOTA
ORDINANCE NO.
AN ORDINANCE CHANGING STREET NAMES
WITHIN THE PLAT OF CAMDEN RIDGE
THE CITY COUNCIL OF THE CITY OF CHANHASSEN, MINNESOTA ORDAINS:
SECTION 1. The street named "Jeurissen Drive" from Henry Court to its cul-de-sac end is
changed to "Camden Ridge Drive".
SECTION 2. The unnamed street stub extending north from River Rock Drive South to the
Camden Ridge north property line shall be named Miranda Way.
SECTION 3. This ordinance shall be effective immediately upon its passage and
publication.
PASSED AND ADOPTED this 14dday of October, 2013, by the City Council of the City
of Chanhassen, Minnesota.
ATTEST:
Todd Gerhardt, City Manager Thomas A. Furlong, Mayor
(Published in the Chanhassen Villager on
g:\plan\2013 plarming cases\2013-13 caunden ndge\camdm ridge final plat\sneet nanne change orddoc
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CITY OF
CHANNSEN
7700 Market Boulevard
PC Box 147
Chanhassen, MN 55317
Administration
Phone: 952.227.1100
Fax: 952.22TIl 10
Building Inspections
Phone: 952.227.1180
Fax: 952.227.1190
Engineering
Phone: 952.227.1160
Fax: 952.227.1170
Rnance
Phone: 952.227.1140
Fax: 952.227.1110
Park & Recreation
Phone: 952.227.1120
Fax: 952.227.1110
Recreation Center
2310 Coulter Boulevard
Phone: 952.227.1400
Fax: 952.227.1404
Planning &
Natural Resources
Phone: 952.227.1130
Fax: 952.227.1110
Public Woft
7901 Park Place
Phone: 952.227.1300
Fax: 952.227.1310
Senior Center
Phone: 952.227.1125
Fax: 952.227.1110
Web Site
www.b.chanhassennn.us
September 11, 2013
Mr. Joe Jablonski
Lennar
163 05 36' Avenue North
Plymouth, MN 55446
Re: Camden Ridge — Final Plat, Planning Case #2013-13
Dear Mr. Jablonski:
This letter is to confirm that on September 9, 2013, the Chanhassen City Council
approved the final plat for Camden Ridge with the following conditions:
Building Conditions:
I . Demolition permits are required for the removal of any existing structures.
2. Buildings may be required to be designed by an architect and/or engineer as
determined by the Building Official.
3. A final grading plan and soils report must be submitted to the Inspections
Division before permits can be issued.
4. Retaining walls over four feet high require a permit and must be designed by a
professional engineer.
5. Each lot must be provided with separate sewer and water services.
6. Tle applicant and/or their agent shall meet with the Inspections Division as early
as possible to discuss plan review and permit procedures.
7. Provide a 1:200 "clean" plat drawing.
Enizineerinja Conditions:
8. The grading behind the retaining wall near Lot 1, Block I must be modified so
that water will not drain down the face of the wall.
9. A Homeowners Association must be created to own and maintain of all retaining
walls and the draintile along the face of Retaining Wall B.
10. The profile of Henry Court must be revised to ensure the profile meets the
minimum length requirements for vertical curves.
11. The proposed centerline grade within 30 feet of an intersection must not exceed
3%.
Chanhassen is a Community for Life - Providing for Today and Planning for Tomorrow
SCANNED
Mr. Joe Jablonski
Camden Ridge — Planning Case 2013-13
September 11, 2013
Page 2
12. The Access Path shall be shifted as far east as practical to reduce impact to the Bluff Creek
primary zone.
13. The trail profile shall be revised to have a minimum slope of 1.0 percent to facilitate drainage
on the bituminous pavement.
14. The developer's engineer must incorporate pressure reducing valves and a surge protection
system into the watermain plans.
15. All sanitary sewer shall be constructed with PVC pipe to prevent corrosion damage.
16. The development is adjacent to Bluff Creek Boulevard and is therefore subject to the arterial
collector fee at the time of final plat. The fee shall be $32,904.00 ($2,400 x 13.71
developable acres).
17. Water and sewer hook-up fees in the amount of $143,202 must be paid with the final plat and
are calculated as follows: SAC 58 units x $651/unit = $37,758, WAC 58 units x $1,818/unit
= $105,444. The remaining 70 percent of the fees must be paid with the building permit at
the rate in effect at that time.
18. All streets must be within a 55 -foot wide right-of-way including the road to the north.
Fire Conditions:
19. A three-foot clear space must be maintained around fire hydrants.
20. Temporary street signs must be installed prior to borne construction.
21. No burning permits will be issued. Any trees removed must either be chipped on site or
removed from site.
22. Water mains shall be made serviceable prior to combustible construction.
23. Posts, fences, utility boxes etc. shall not be placed near fire hydrants which would hinder
firefighters to quickly locate and/or operate fire hydrants in a safe manner.
Natural Resources Conditions:
24. The applicant shall increase bufferyard plantings to meet minimum requirements.
25. The applicant shall plant a minimum of 130 trees in the development.
26. The applicant shall submit a revised landscape plan to the city prior to final approval.
27. The developer shall install signage at lot lines to demarcate the Bluff Creek Primary Zone.
Mr. Joe Jablonski
Camden Ridge — Planning Case 2013-13
September 11, 2013
Page 3
Parks Conditions:
28. Park dedication fees of $315,600 shall be collected per city ordinance in lieu of requiring
parkland dedication.
29. Construction of Bluff Creek Trail from its current southerly terminus, extending between the
new homes and Bluff Creek to a terminus point at TH 212. The developer shall provide
design, engineering, construction and testing services required of the "Bluff Creek Trail."
All construction documents, including material costs, shall be delivered to the Park and
Recreation Director and City Engineer for approval prior to the initiation of each phase of
construction. The trail shall be 10 feet in width, surfaced with asphalt and constructed to
meet all city specifications. The applicant shall be reimbursed by the City for the cost of the
aggregate base, asphalt surfacing, and storm water systems utilized to construct the trail. This
reimbursement payment shall be made upon completion and acceptance of the trail and
receipt of an invoice documenting the actual costs for the construction materials noted.
Labor and installation, design, engineering and testing services are not reimbursable
expenses.
Planning Conditions:
30. The developer shall pay $6,285.00 as its portion of the 2005 AUAR prior to recording the final
plat.
3 1. The Camden Ridge Chanhassen, Minnesota Traffic Noise Assessment prepared for Pioneer
Engineering by David Brauslau Associates, Inc. dated August 2, 2013 identified appropriate
noise mitigation measures to meet noise standards for residential homes shall be
implemented by the developer.
Note: The Assessment specified that with the construction of the proposed noise wall, the
use of year-round climate control for homes and construction standards that provide an
Exterior -Interior Noise Reduction of 30 dBA standard will provide the appropriate level of
noise mitigation.
32. Individual lots may not exceed the maximurn hard cover per lot established in the compliance
table.
Water Resources Conditions:
33. A Surface Water Pollution Prevention Plan shall be updated to include contact information of
responsible parties.
34. SWMP ftunk fees due at final plat are calculated to be $128,853.86.
35. The development must comply with the MN Rules chapter 6120 and the DNR must issue
their concurrence to this effect.
Mr. Joe Jablonski
Camden Ridge — Planning Case 2013-13
September 11, 2013
Page 4
36. No alterations are allowed within the primary corridor or within the first 20 feet of the
setback from the primary corridor. Grading activities have been observed within this area
along the south side of Bluff Creek. The applicant should submit a plan for the revegetation
of this area that incorporates native plants and is consistent with the City's Bluff Creek
Natural Resources Management Plan Appendix C. Any such areas that have been disturbed
through the removal or addition of soils material prior to approval shall be addressed prior to
commencement of other grading activities but no later than seven (7) days from approval.
Two signed mylar copies of the final plat shall be submitted to our office for signatures. One
1 "=200' scale mylar reduction of the final plat and one 1 "=200' scale paper reduction of the final
plat with just street names and lot and block numbers shall be submitted. The executed
development contract and the required fees ($664,589.16) plus an additional $6,285.00 for your
portion of the AUAR and security ($2,043,442.42) specified therein shall be submitted to the
City. In addition, a digital copy in.dxf format and a digital copy in.tif format (pdf compatible)
in Carver County coordinates of the final plat shall be submitted. The City will submit all the
necessary documents to Carver County for recording. Processing of the final plat docurnents
prior to recording usually takes approximately two weeks upon receipt by the city
All current year taxes must be paid in full and any delinquent property taxes or green acres taxes
must also be paid.
Once everything is submitted, please contact Gordy Stauff at 952-227-1166 to coordinate the
preconstruction meeting. Should you have any questions, please contact me at (952) 227-1131
or by email at bgenerousQci.chanhassen.mn.0 .
sill;
Robert Generous, AICP
Senior Planner
Enclosure
ec: Kate Aanenson, Community Development Director
Alyson Fauske, Assistant City Engineer
Todd Gerhardt� City Manager
Terry Jeffery, Water Resources Coordinator
Jerry Mohn, Building Official
c: Bruce Jeurissen
B. Elmer Family Farms, LLC
19450 28 Is' Street
Belle PIaine,MN 56011-5010
9:\PlaBN2013 planning cascs\2013-13 carridn ridg6,amden ridge fmal plat�appw�al letter.doc
CITY OF CHANHASSEN
CARVER AND HENNEPIN COUNTIES, MINNESOTA
CAMDEN RIDGE
DEVELOPMENT CONTRACT
(Developer Instafled Improvements)
TABLE OF CONTENTS
SPECIAL PROVISIONS
PAGE
1. REQUEST FOR PLAT APPROVAL ............................................................................
SP -1
2. CONDITIONS OF PLAT APPROVAL ........................................................................
SP -1
3. DEVELOPMENTPLANS ............................................................................................
SP -1
4. IMPROVEMENTS ........................................................................................................
SP -2
5. TIME OF PERFORMANCE .........................................................................................
SP -2
6. SECURITY ....................................................................................................................
SP -2
7. NOTICE .........................................................................................................................
SP -3
8. OTHER SPECIAL CONDITIONS ................................................................................
SP -3
9. GENERAL CONDITIONS ...........................................................................................
SP -7
GENERAL CONDITIONS
I.
RIGHT TO PROCEED .................................................................................................
GC -1
2.
PHASED DEVELOPMENT ........................................................................................
CjC-1
3.
PRELIMINARY PLAT STATUS ................................................................................
GC -1
4.
CHANGES IN OFFICIAL CONTROLS .....................................................................
GC -1
5.
IMPROVEMENTS .......................................................................................................
GC -1
6.
IRON MONUMENTS ..................................................................................................
GC -2
7.
LICENSE ......................................................................................................................
GC -2
8.
SITE EROSION AND SEDIMENT CONTROL .........................................................
GC -2
8A. EROSION CONTROL DURING CONSTRUCTION OF A DWELLING
OROTHER BUILDING ..................................................................................
GC -2
9.
CLEAN UP ...................................................................................................................
GC -3
10.
ACCEPTANCE AND OWNERSHIP OF IMPROVEMENTS ....................................
GC -3
11.
CLAIMS .......................................................................................................................
GC -3
12.
PARK DEDICATION ..................................................................................................
GC -3
13.
LANDSCAPING ..........................................................................................................
GC -3
14.
WARRANTY ...............................................................................................................
GC4
15.
LOTPLANS .................................................................................................................
GC4
16.
E)USTING ASSESSMENTS .......................................................................................
GC4
17.
HOOK-UP CHARGES .................................................................................................
GC4
18.
PUBLIC STREET LIGHTING .....................................................................................
GC4
19.
SIGNAGE
.....................................................................................................................
GC -5
20.
HOUSEPADS ..............................................................................................................
GC -5
21.
RESPONSIBILITY FOR COSTS ................................................................................
GC -5
22.
DEVELOPERS DEFAULT .........................................................................................
GC -6
22.
MISCELLANEOUS
A. Construction Trailers ........................................................................................
GC -6
B. Postal Service ....................................................................................................
GC -7
C. Third Parties ......................................................................................................
GC -7
D. Breach of Contract ............................................................................................
GC -7
E. Severability .......................................................................................................
GC -7
i
F.
Building Permits ............................................................................................... GC -7
G.
Waivers/Amendments .......................................................................................
GC -7
H.
Release .............................................................................................................. GC -7
1.
hisurance ........................................................................................................... GC -7
J.
Remedies ...........................................................................................................
GC -8
K.
Assignability .....................................................................................................
GC -8
L.
Construction Hours ...........................................................................................
GC -8
M.
Noise Amplification .......................................................................................... GC -8
N.
Access ............................................................................................................... GC -8
0.
Street Maintenance ............................................................................................ GC -8
P.
Storm Sewer Maintenance ................................................................................
GC -9
Q.
Soil Treatment Systems .....................................................................................
GC -9
R.
Variances ...........................................................................................................
GC -9
S.
Compliance widi Laws, Ordinances, and Regulations ..................................... CYC -9
T.
Proof of Title .....................................................................................................
GC -9
U.
Soil Conditions ................................................................................................ GC -10
V.
Soil Correction ................................................................................................ GC -10
W.
Haul Routes ..........................................................................................................
GC -10
X.
Development Signs ..............................................................................................
GC -10
Y.
Construction Plans ...............................................................................................
GC -10
Z.
As -Built Lot Surveys ............ 7 ..............................................................................
GC -I I
ii
CITY OF CHANHASSEN
DEVELOPMENT CONTRACT
(Developer Installed Improvements)
� �11 L .1 1 �)
AGREEMENT dated September 9, 2013 by and between the CITY OF CHANHASSEN, a
Minnesota municipal corporation (the "City"), and, US HOME CORPORATION D/B/A LENNAR
(the "Developer").
1. Request for Plat Approval. The Developer has asked the City to approve a plat for
CAMDEN RIDGE (referred to in this Contract as the "plat"). The land is legally described on the
attached E7Nbit "A".
2. Conditions of Plat Approval. The City hereby approves the plat on condition that
the Developer enter into this Contract, furnish the security required by it, and record the plat with
the County Recorder or Registrar of Tides within 30 days after the City Council approves the plat.
3. Development Plans. The plat shall be developed in accordance with the following
plans. The plans shall not be attached to this Contract. With the exception of Plan A, the plans may
be prepared, subject to City approval, after entering the Contract, but before commencement of any
work in the plat. If the plans vary from the written terms of this Contract the written terms shall
control. The plans are:
Plan A: Final plat approved September 3, 2013, prepared by PIONEER ENGINEERING.
Plan B: Gradin& Drainage and Erosion Control Plan dated July 31, 2013, prepared by
PIONEER ENGINEERING.
Plan C: Plans and Specifications for linprovements dated August 2, 2013, prepared by
PIONEER ENGINEERING.
Plan D: Landscape Plan dated August 2,2013, prepared by PIONEER ENGINEERING.
SP -1
4. Improvements. The Developer shall install and pay for the following:
A. Sanitary Sewer System
B. Water System
C. Storm Water Drainage System
D. Streets
E. Concrete Curb and Gutter
F. Street Lights
G. Site Grading/Restoration
H. Underground Utilities (e.g. gas, electric, telephone, CATV)
I. Setting of Lot and Block Monurnents
J. Surveying and Staking
K. Landscaping
L. Erosion Control
5. Time of Performance. The Developer shall install all required improvements
except for the wear course on public streets by November 15, 2014. The Developer may, however,
request an extension of time from the City Engineer. If an extension is granted, it shall be
conditioned upon updating the security posted by the Developer to reflect cost increases and the
extended completion date.
6. Security. To guarantee compliance with the terms of this Contact payment of
special assessments, payment of the costs of all public improvements, and construction of all public
improvements, the Developer shall finnish the City with a letter of credit in the form attached
hereto, from a bank acceptable to the City, or cash escrow ("security") for $2,026,991.93. The
amount of the security was calculated as I 10% of the following:
Sanitary Sewer $ 314,961.20
Watermain $ 286,454.50
Storm Sewer, Drainage System, including cleaning and maintenance $ 287,327.00
Streets $ 801,784.76
Sub-tota4 Construction Costs $1,690,527.46
Street lights and signs (9 lights @ $1500 each, 6 signs @ $250 each) $ 15,000.00
Engineering, surveyin& and inspection (7% of construction costs) $ 118,336.92
Landscaping (2% of construction costs) $ 33,810.55
Sub-totA Other Costs $ 167,147.47
TOTAL COST OF PUBLIC IMPROVEMENTS $1,8572674.9
I SECURITY AMOUNT (110% of $1,857,674.93) $2,043,442A2
This breakdown is for historical reference; it is not a restriction on the use of the security. The
security shall be subject to the approval of the City. The City may draw down the security, without
F -49M
notice, for any violation of the terms of this Contract. If the required public improvements are not
completed at least thirty (30) days prior to the expiration of the security, the City may also draw it
down. If the security is drawn down, the draw shall be used to cure the default. With City approval,
the security may be reduced from time to time as financial obligations arc paid, but in no case shall
the security be reduced to a point less than 10% of the original amount until (1) all improvements
have been completed, (2) iron monuments for lot comers have been installed, (3) all financial
Obligations to the City Satisfied, (4) the required "recard" plans have been received by the City, (5) a
warranty security is provided, and (6) the public improvements are accepted by the City.
7. Notice. Required notices to the Developer shall be in writing, and shall be either
hand delivered to the Developer, its employees or agents, or mailed to the Developer by registered
mad at the following address:
JON AUNE
US HONES CORPORATION
B/D/A LENNAR
16305 36' AVE N SUITE 600
PLYMOUTH, MN 55446-4270
Phone: 952-249-3014
Notices to the City shall be in writing and shall be either hand delivered to the City Manager, or
mailed to the City by certified mail in care of the City Manager at the following address:
Chanhassen City Hall, 7700 Market Boulevard, P.O. Box 147, Chanhassen, Minnesota 55317,
Telephone (952) 227-1100. 1
8. Other Special Conditions.
A. SECURIFEES AND FEES
A $2,026,991.93 letter of credit or escrow for the developer -installed improvements, the
$543,513.72 cash administration fee and the fiffly-executed development contact must be submitted
and shall be submitted prior to scheduling a pre -construction meeting. The cash fees were
'calculated as follows:
Administration fee: 2.5% of $1,000,000.00 +
$
35,357.91
1.5% of $690,527.46
GIS fee: $25 (plat) + (65 parcels x $ 1 0/parcel)
$
675.00
Surface water management fee
$
113,350.25
Park Dedication Fee
$
336,400.00
Street Light Operating Fee
$
2700.00
Partial sewer hookup fee: 58 units x $651/unit
$
37,758.00
Partial water hookup fee: 58 units x $1,818/unit
$
105,444.00
Arterial Collector Fee
$
32,904.00
Total cash fee S 664,589.16
SP -3
B. BUILDING OFFICIAL CONDITIONS OF APPROVAL:
1. Demolition permits are required for the removal of any existing structures.
2. Buildings may be'required to be designed by an architect and/or engineer as determined
by the Building Official.
3. A final grading plan and soils report must be submitted to the Inspections Division before
permits can be issued.
4. Retaining walls over four feet high require a permit and must be designed by a
professional engineer.
5. Each lot must be provided with separate sewer and water services.
6. The applicant and/or their agent shall meet with the Inspections Division as early as
possible to discuss plan review and pen -nit procedures.
7. Provide a 1:200 "clean" plat drawing.
C. ENGINEERING DEPARTMENT CONDITIONS OF APPROVAL:
8. The grading behind the retaining wall near Lot 1, Block 1 must be modified so that water
will not drain down the face of the wall.
9. A Homeowners Association must be created to own and maintain of all retaining walls
and the draintile along the face of Retaining Wall B.
10. The profile of Henry Court must be revised to ensure the profile meets the minimum
length requirements for vertical curves.
I I - The proposed centerline grade within 30 feet of an intersection must not exceed 3%.
12. The Access Path shall be shifted as far east as practical to reduce impact to the Bluff
Creek primary zone.
13. The trail profile shall be revised to have a minimum slope of 1.0 percent to facilitate
drainage on the bituminous pavement.
14. The developer's engineer must incorporate pressure reducing valves and a surge
protection system into the watermain plans.
15. All sanitary sewer shall be constructed with PVC pipe to prevent corrosion damage.
SP -4
16. The development is adjacent to Bluff Creek Boulevard and is therefore subject to the
arterial collector fee at the time of final plat. The fee shall be $32,904.00 ($2,400 x 13.71
developable acres).
17. Water and sewer hook-up fees in the amount of $143,202 must be paid with the final plat
and are calculated as follows: SAC 58 units x $651/unit = $37,758, WAC 58 units x
$1,818/unit = $105,444. The remaining 70 percent of the fees must be paid with the
building permit at the rate in effect at that time.
18. All streets must be within a 55 -foot wide right-of-way including the road to the north.
D. FIRE MARSHAL'S CONDITIONS OF APPROVAL:
19. A tbree-foot clear space must be maintained around fire hydrants.
20. Temporary street signs must be installed prior to home construction.
21. No burning permits will be issued. Any trees removed must either be chipped on site or
removed from site.
22. Water mains shall be made serviceable prior to combustible construction.
23. Posts, fences, utility boxes etc. shall not be placed near fire hydrants which would hinder
firefighters to quickly locate and/or operate fire hydrants in a safe manner.
E. ENVIRONMENTAL RESOURCES SPECIALIST CONDITIONS OF APPROVAL:
23. The applicant shall increase bufferyard plantings to meet minimum requirements.
24. The applicant shall plant a minimum of 130 trees in the development.
25. The applicant shall submit a revised landscape plan to the city prior to final approval.
26. The developer shall install signage at lot lines to demarcate the Bluff Creek Primary
Zone.
F. PARKS AND RECREATION DIRECTOR CONDITIONS OF APPROVAL:
27. Park dedication fees of $315,600 shall be collected per city ordinance in lieu of requiring
parkland dedication.
28. Construction of Bluff Creek Trail from its current southerly terminus, extending between
the new homes and Bluff Creek to a terminus point at TH 212. The developer shall
provide design, engineering, construction and testing services required of the "Bluff
Creek Trail." All construction documents, including material costs, shall be delivered to
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the Park and Recreation Director and City Engineer for approval prior to the initiation of
each phase of construction. The trail shall be 10 feet in width, surfaced with asphalt and
constructed to meet all city specifications. The applicant shall be reimbursed by the City
for the cost of the aggregate base, asphalt surfacing, and storm water systems utilized to
construct the trail. This reimbursement payment shall be made upon completion and
acceptance of the trail and receipt of an invoice documenting the actual costs for the
construction materials noted. Labor and installation, design, engineering and testing
services are not reimbursable expenses.
G. PLANNING DEPARTMENT CONDMONS OF APPROVAL:
29. The developer shall pay $6,285.00 as its portion of the 2005 AUAR prior to recording the
final plat
30. The Camden Ridge Chanhassen, Minnesota Traffic Noise Assessment prepared for
Pioneer Engineering by David Brauslau Associates, Inc. dated August 2, 2013 identified
appropriate noise mitigation measures to meet noise standards for residential homes shall
be implemented by the developer.
Note: The Assessment specified that with the construction of the proposed noise wall,
the use of year-round climate control for homes and construction standards that provide
an Exterior -Interior Noise Reduction of 30 dBA standard will provide the appropriate
level of noise mitigation.
3 1. Individual lots may not exceed the maximum hard cover per lot established in the
compliance table.
H. WATER RESOURCE COORDINATOR CONDITIONS OF APPROVAL:
32. A Surface Water Pollution Prevention Plan shall be updated to include contact
information of responsible parties.
33. SWMP trunk fees due at final plat are calculated to be $128,853.86.
34. The development must comply with the MN Rules chapter 6120 and the DNR must issue
their concurrence to this effect.
35. No alterations are allowed within the primary corridor or within the first 20 feet of the
setback from the primary corridor. Grading activities have been observed within this area
along the south side of Bluff Creek. The applicant should submit a plan for the
revegetation of this area that incorporates native plants and is consistent with the City's
Bluff Creek Natural Resources Management Plan Appendix C. Any such areas that have
been disturbed through the removal or addition of soils material prior to approval shall be
addressed prior to commencement of other grading activities but no later than seven (7)
days from approval.
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9. General Conditions. The general conditions of this Contract are attached as
Exhibit "B" and incorporated herein.
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CITY OF CHANHASSEN
BY:
Thomas A. Furlong, Mayor
(SEAL)
Todd Gerhardt, City Manager
US HOMES CORPORATION D/B/A LENNAR:
13W
STATE OF MINNESOTA )
(ss.
COUNTY OF CARVER )
JON AUNE, Its.
The foregoing instrument was acknowledged before me this _ day of
2013, by Thomas A. Furlong, Mayor, and by Todd Gerhardt, City Manager, of the City of
Chanhassen, a Minnesota municipal corporation, on behalf of the corporation and pursuant to the
authority granted by its City Council.
NOTARYPUBLIC
STATE OF MINNESOTA )
(as.
COUNTY OF
The foregoing instrument was acknowledged before me this _ day of 1
2013, by JON ALTNE, of US HOMES CORPORATION D/B/A LENNAR, on
behalf of the company.
DRAFrED BY:
City of Chanhassen
7700 Market Boulevard
P.O. Box 147
Chanhassen, MN 55317
(952) 227-1100
Wn
NOTARY PUBLIC
EXHIBIT "All
TO
DEVELOPMENT CONTRACT
LEGAL DESCRIPTION OF SUBJECT PROPERTY:
Outlot A, Jeuxissen Ridge and Outlot A, Pioneer Pass, according to the recorded plats thereof,
Carver County, Minnesota.
MORTGAGE HOLDER CONSENT
TO
DEVELOPMENT CONTRACT
which holds a mortgage on the subject property, the development of which is governed by the
foregomg Development Conbuct, agrees that the Development Contract shall remam in filu force
and effect even if it forecloses on its mortgage.
Dated this — day of 20—.
STATE OF MINNESOTA )
(ss.
COUNTYOF
The foregoing instrument was acknowledged before me this _ day of
20� by
NOTARY PUBLIC
DRAIFTED BY:
City of Chanhassen
7700 Market Boulevard
P.O. Box 147
Chanhassen, MN 55317
(952) 227-1100
FEE OWNER CONSENT
TO
DEVELOPMENT CONTRACT
fee owners of all or part of the subject property, the development of which is governed by the
foregomg Development Contrac� affirm and consent to the provisions thereof and agree to be
bound by the provisions as the same may apply to that portion of the subject property owned by
them.
Dated this _ day of 20—.
STATE OF MINNESOTA )
( ss.
COLNTY OF
The foregoing instrument was acknowledged before me this
20—, by
DRAFTED BY:
City of Chanhassen
7700 Market Boulevard
P.O. Box 147
Chanhassen, MN 55317
(952) 227-1100
day of I
NOTARY PUBLIC
ntiREVOCABLE LETTER OF CREDfr
No.
Date:
TO: City of Chanhassen
7700 Market Boulevard, Box 147
Chanhassen, Minnesota 55317
Dear Sir or Madam:
We hereby issue, for the account of (Name of Developer) and in your favor, our
Irrevocable Letter of Credit in the amount of $ available to you by your draft drawn on sight
on the undersigned bank.
The draft must:
a) Bear the clause, "Drawn under Letter of Credit No. dated
2. of (Name of Bank)
b) Be signed by the Mayor or City Manager of the City of Chanhassen.
c) Be presented for payment at (Address of Bank) on or before 4:00 p.m. on November 30,
2
This Letter of Credit shall automatically renew for successive one-year terms unless, at least forty-
five (45) days prior to the next annual renewal date (which shall be November 30 of each year), the Bank
delivers written notice to the Chanhassen City Manager that it intends to modify the terms ot or cancel, this
Letter of Credit. Written notice is effective if sent by certified mail, postage prepaid, and deposited in the
U.S. Mail, at least forty-five (45) days prior to the next annual renewal date addressed as follows:
Chanhassen City Manager, Chanhassen City Hall, 7700 Market Boulevard, P.O. Box 147, Chanhassen, MN
55317, and is actually received by the City Manager at least thirty (30) days prior to the renewal date.
This Letter of Credit sets forth in fall our understanding which shall not in any way be modified,
amended, amplified, or limited by reference to any document, instrument, or agreement, whether or not
referred to herein.
This Letter of Credit is not assignable. This is not a Notation Letter of Credit. More than one draw
may be made under this Letter of Credit.
This Letter of Credit shall be governed by the most recent revision of the Uniform Customs and
Practice for Documentary Credits, International Chamber of Commerce Publication No. 600.
We hereby agree that a draft drawn under and in compliance with this Letter of Credit shall be duly
honored upon presentation.
M.
its
CITY OF CHANHASSEN
DEVELOPMENT CONTRACT
(Developer Installed Improvements)
EXMIT "B"
1. Right to Proceed. Within the plat or land to be platted, the Developer may not
grade or otherwise disturb the earth, remove ft -ccs, construct sewer lines, water lines, streets,
utilities, public or private improvements, or any buildings until all the following conditions have
been satisfied: 1) this agreement has been fully executed by both parties and filed with the City
Clerk, 2) the necessary security and fees have been received by the City, 3) the plat has been
recorded with the County Recorder's Office or Registrar of Title's Office of the County where the
plat is located, and 4) the City Engineer has issued a letter that the foregoing conditions have been
satisfied and then the Developer may proceed.
2. Phased Development. If the plat is a phase of a multiphased preliminary plat� the
City may refuse to approve final plats of subsequent phases if the Developer has breached this
Contract and the breach has not been remedied. Development of subsequent phases may not
proceed until Development Contracts for such phases are approved by the City. Park charges and
area charges for sewer and water referred to in this Contract are not being imposed on outlots, if
any, in the plat that are designated in'an approved preliminary plat for firture subdivision into lots
and blocks. Such charges will be calculated and imposed when the outlots are final platted into lots
and blocks.
3. Preliminary Plat Status. If the plat is a phase of a multi -phased preliminary plat,
the preliminary plat approval for all phases not final platted shall lapse and be void unless final
platted into lots and blocks, not outlots, within two (2) years after preliminary plat approval.
4. Changes in Official Controls. For two (2) years from the date of this Contract� no
amendments to the City's Comprehensive Plan, except an amendment placing the plat in the current
urban service area, or official controls shall apply to or affect the use, development density, lot size,
lot layout or dedications of the approved plat unless required by state or federal law or agreed to in
writing by the City and the Developer. Thereafter, notwithstanding anything in this Contract to the
contrary, to the full extent permitted by state law the City may require compliance with any
amendments to the City's Comprehensive Plan, official controls, platting or dedication requirements
enacted after the date of this Contract.
5. Improvements. The improvements specified in the Special Provisions of this
Contract shall be installed in accordance with City standards, ordinances, and plans and
sPecifications which have been prepared and signed by a competent registered professional engineer
furnished to the City and approved by the City Engineer. The Developer shall obtain all necessary
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permits from the Metropolitan Council Environmental Services and other pertinent agencies before
proceeding with construction. The City will, at the Developer's expense, have one or more
construction inspectors and a soil engineer inspect the work on a full or part-time basis. The
Developer shall also provide a qualified inspector to perform site inspections on a daily basis.
h%pector qualifications shall be submitted in writing to the City Engineer. The Developer shall
instruct its project engmeer/inspector to respond to questions from the City Inspector(s) and to make
periodic site visits to satisfy that the construction is being performed to an acceptable level of
quality in accordance with the engineer's design. The Developer or his engineer shall schedule a
preconstruction meeting at a mutually agreeable time at the City Council chambers with all parties
concerned, including the City staff, to review the program for the construction work.
6. Iron Monuments. Before the security for the completion of utilities is released, all
monuments must be correctly placed in the ground in accordance with Minn. Stat § 505.02, Subd.
1. The Developer's surveyor shall submit a written notice to the City certifying that the monuments
have been installed.
7. License. The Developer hereby grants the City, its agents, employees, officers and
contractors a license to enter the plat to perform all work and inspections deemed appropriate by the
City in conjunction with plat development.
8. Site Erosion and Sediment Control. Before the site is rough graded, and before
any utility construction is commenced or building permits are issued, the erosion and sediment
control plan, Plan B, shall be implemented, inspected, and approved by the City. The City may
unpose additional erosion and sediment control requirements if they would be beneficial. Ali areas
disturbed by the excavation and backfilling operations shall be reseeded forthwith after the
completion of the work in that area. Except as otherwise provided in the erosion and sediment
control plan, seed shall be certified seed to provide a temporary ground cover as rapidly as possible.
All seeded areas shall be fertilized, mulched, and disc anchored as necessary for seed retention. The
parties recognize that time is of the essence in controlling erosion and sediment transport. If the
Developer does not comply with the erosion and sediment control plan and schedule of
supplementary instructions received from the City, the City may take such action as it deems
appropriate to control erosion and sediment barisport at the Developer's expense. The City will
endeavor to notify the Developer in advance of any proposed action, but failure of the City to do so
will not affect the Developer's and City's rights or obligations hereunder. No development will be
allowed and no building permits will be issued unless the plat is in full compliance with the erosion
and sediment control requirements. Erosion and sediment control needs to be maintained until
vegetative cover has been restored, even if construction has been completed and accepted. After the
site has been stabilized to where, in the opinion of the City, there is no longer a need for erosion and
sediment control, the City will authorize the removal of the erosion and sediment control, i.e. hay
bales and silt fence. The Developer shall remove and dispose of the erosion and sediment control
measures.
8a. Erosion Control During Construction of a Dwelling or Other Building. Before
a building permit is issued for construction of a dwelling or other building on a lot, a $500.00 cash
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escrow or letter of credit per lot shall also be firmished to the City to guarantee compliance with
City Code § 7-22.
9. Clean up. 'Me Developer shall maintain a neat and orderly work site and shall daily
clean, on and off site, dirt and debris, including blowables, from streets and the surrounding area
that has resulted from construction work by the Developer, its agents or assigns.
10. Acceptance and Ownership of Improvements. Upon completion and acceptance
by the City of the work and construction required by this Contract, the improvements lying within
public easements shall become City property. After completion of the improvements, a
representative of the contractor, and a representative of the Developer's engineer will make a final
inspection of the work with the City Engineer. Before the City accepts the improvements, the City
Engineer shall be satisfied that all work is satisfactorily completed in accordance with the approved
plans and specifications and the Developer and his engineer shall submit a written statement to the
City Engineer certifying that the project has been completed in accordance with the approved plans
and specifications. The appropriate contractor waivers shall also be provided. Final acceptance of
the public improvements shall be by City Council resolution.
11. Claims. In the event that the City receives claims from laborers, materialmen, or
others that work required by this Contract has been performed, the sums due them have not been
paid, and the laborers, materialmen, or others are seeking payment out of the financial guarantees
posted with the City, and if the claims are not resolved at least ninety (90) days before the security
required by this Contract will expire, the Developer hereby authorizes the City to commence an
Interpleader action pursuant to Rule 22, Minnesota Rules of Civil Procedure for the District Courts,
to draw upon the letters of credit in an amount up to 125% of the claim(s) and deposit the firrids in
compliance with the Rule, and upon such deposit, the Developer shall release, discharge, and
dismiss the City from any further proceedings as it pertains to the letters of credit deposited with the
District Court except that the Court shall retain jurisdiction to determine attomeys'fees.
12. Park Dedication. The Developer shall pay full park dedication fees in conjunction
with the installation of the plat improvements. The park dedication fees shall be the current amount
in force at the time of final platting pursuant to Chanhassen City Ordinances and City Council
resolutions.
13. Landscaping. Landscaping shall be installed in accordance with Plan D. Unless
otherwise approved by the City, trees not listed in the City's approved tree list are prohibited. The
minimum tree size shall be two and one-half (2Y2) inches caliper, either bare root in season, or
balled and burlapped. The trees may not be planted in the boulevard (area between curb and
property line). In addition to any sod required as a part of the erosion and sediment control plan,
Plan B, the Developer or lot purchaser shall sod the boulevard area and all drainage ways on each
lot utilizing a minimum of four (4) inches of topsoil as a base. Seed or sod shall also be placed on
all disturbed areas of the lot. If these improvements are not in place at the time a certificate of
occupancy is requested, a financial guarantee of $750.00 in the form of cash or letter of credit shall
be provided to the City. These conditions must then be complied with within two (2) months after
the certificate of occupancy issued, except that if the certificate of occupancy is issued between
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October I through May I these conditions must be complied with by the following July I st. Upon
expiration of the time period, inspections will be conducted by City staff to verify satisfactory
completion of all conditions. City staff will conduct inspections of incomplete items with a $50.00
inspection fee deducted from the escrow fimd for each inspection. After satisfactory inspecton, the
financial guarantee shall be returned. if the requirements are not satisfied, the City may use the
security to satisfy the requirements. The City may also use the escrowed funds for maintenance of
erosion control pursuant to City Code Section 7-22 or to satisfy any other requirements of this
Contract or of City ordinances. These requirements supplement, but do not replace, specific
landscaping conditions that may have been required by the City Council for project approval.
14. Warranty. The Developer warrants all improvements required to be constructed by
it pursuant to this Contract against poor material and faulty workmanship. The Developer shall
submit either 1) a warranty/maintenance bond for 100% of the cost of the improvement, or 2) a
letter of credit for twenty-five percent (25%) of the amount of the original cost of the improvements.
A. The required warranty period for materials and workmanship for the utility
contractor installing public sewer and water mains shall be two (2) years from the date of final
written City acceptance of the work.
B. The required warranty period for all work relating to street construction, including
concrete curb and gutter, sidewalks and trails, materials and equipment shall be subject to two (2)
years from the date of final written acceptance.
C. The required warranty period for sod, trees, and landscaping is one full growing
season following acceptance by the City.
15. Lot Plans. Prior to the issuance of building permits, an acceptable Grading,
Drainage, Erosion Control including silt fences, and Tree Removal Plan shall be submitted for each
lot for review and approval by the City Engineer. Each plan shall assure that drainage is maintained
away from buildings and that tree removal is consistent with development plans and City
Ordinance.
16. Existing Assessments. Any existing assessments against the plat will be re -spread
against the plat in accordance with City standards.
17. Hook-up Charges. . At the time of final plat approval the Developer shall pay
30% of the City Sewer Hook-up charge and 30% of the City Water hook up charge for each lot
in the plat in the amount specified in Special Provision, Paragraph 8, of this Development
Contract. The balance of the book -up charges is collected at the time building permits are issued
are based on 70% of the rates then in effect, unless a written request is made to assess the costs
over a four year term at the rates in effect at time of application.
18. Public Street Lighting. 'Me Developer shall have installed and pay for public street
lights in accordance with City standards. 'Me public street lights shall be accepted for City
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ownership and maintenance at the same time that the public street is accepted for ownership and
maintenance. A plan shall be submitted for the City Engineees approval prior to the installation.
Before the City signs the final plat the Developer shall pay the City a fee of $300.00 for each street
light installed in the plat. The fee shall be used by the City for firmishing electricity and
maintaining each public street light for twetity (20) months.
19. Signage. All street signs, traffic signs, and wedand monumentation required by the
City as a part of the plat shall be fimiished and installed by the City at the sole expense of the
Developer.
20. House Pads. The Developer shall promptly furnish the City "as -built" plans
indicating the amount� type and limits of fill on any house pad location.
21. Responsibility for Costs.
A. The Developer shall pay an adriumstrative fee in conjunction with the
installation of the plat improvements. This fee is to cover the cost of City Staff time and overhead
for items such as review of construction documents, preparation of the Development Contract,
monitoring construction Progress, processing pay requests, processing security reductions, and final
acceptance of improvements. This fee does not cover the City's cost for construction inspections.
The fee shall be calculated as follows:
i) if the cost of the construction of public improvements is less than $500,000,
three percent (39/o) of construction costs;
ii) if the cost of the construction of public improvements is between $500,000
and $1,000,000, three percent (3%) of construction costs for the first
$500,000 and two percent (2%) of construction costs over $500,000;
iii) if the cost of the construction of public improvements is over S 1,000,000, two
and one-half percent (2Y2%) of construction costs for the first $ 1,000,000 and
one and one-half percent (I Y2%) of construction costs over $ 1,000,000.
Before the City signs the final plat, the Developer shall deposit with the City a fee based upon
construction estimates. After construction is completed, the final fee shall be determined based
upon actual construction costs. The cost of public improvements is defined in paragraph 6 of the
Special Provisions.
B. In addition to the administrative fee, the Developer shall reimburse the City for
all costs incurred by the City for providing construction and erosion and sediment control
inspections. This cost will be periodically billed directly to the Developer based on the actual
progress of the construction. Payment shall be due in accordance with Article 21E of this
Agreement.
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C. The Developer shall hold the City and its officers and employees harmless from
claims made by itself and third parties for damages sustained or costs incurred resulting from plat
approval and development. The Developer shall indemnify the City and its officers and employees
for all costs, damages, or expenses which the City may pay or incur in consequence of such claims,
including attorneys, fees.
D. In addition to the administrative fee, the Developer shall reimburse the City for
costs incurred in the enforcement of this Contract� including engineering and attorneys' fees.
E. The Developer shall pay in full all bills submitted to it by the City for obligations
incurred under this Contract within flinty (30) days after receipt. If the bills are not paid on time,
the City may halt a plat development work and construction, including but not limited to the
issuance of building permits for lots which the Developer may or may not have sold, until the bills
are paid in full. Bills not paid within thirty (30) days shall accrue interest at the rate of 8% per year.
F. In addition to the charges and special assessments referred to herein, other
charges and special assessments may be imposed such as, but not limited to, sewer availability
charges ("SAC"), City water connection charges, City sewer connection charges, and building
permit fees.
G. Private Utilities. The Developer shall have installed and pay for the installation
of electrical, natural gas, telephone, and cable television service in conjunction with the overall
development improvements. These services shall be provided in accordance with each of the
respective franchise agreements held with the City.
H. The developer shall pay the City a fee established by City Council resolution,
to reimburse the City for the cost of updating the City's base maps, GIS data base files, and
converting the plat and record drawings into an electronic format Record drawings must be
submitted within four months of final acceptance of public utilities. All digital information
submitted to the City shall be in the Carver County Coordinate system.
22. Developer's Default. In the event of default by the Developer as to any of the work
to be performed by it hereunder, the City may, at its option, perform the work and the Developer
shall promptly reimburse the City for any expense incurred by the City, provided the Developer is
first given notice of the work in default, not less than four (4) days in advance. This Contract is a
license for the City to act, and it shall not be necessary for the City to seek a Court order for
permission to enter the land. When the City does any such work, the City may, in addition to its
other remedies, assess the cost in whole or in part.
23. Miscellaneous.
A. Construction Trailers. Placement of on-site construction trailers and temporary
job site offices shall be approved by the City Engineer as a part of the pre -construction meeting for
installation of public improvements. Trailers shall be removed from the subject property within
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thirty (30) days following the acceptance of the public improvements unless otherwise approved by
the City Engineer.
B. Postal Service. The Developer shall provide for the maintenance of postal
service in accordance with the local Postmasters request
C. Tbird Parties. Tbird parties shall have no recourse against the City under this
Contract. The City is not a guarantor of the Developer's obligations under this Contract. The City
shall have no responsibility or liability to lot purchasers or others for the City's failure to enforce
this Contract or for allowing deviations from it.
D. Breach of Contract. Breach of the terms of this Contract by the Developer shall
be grounds for denial of building permits, including lots sold to ffiH parties. The City may also
issue a stop work order halting all plat development until the breach has been cured and the City has
received satisfactory assurance that the breach will not reoccur.
E. Severability. If any portion, section, subsection, sentence, clause, paragraph, or
phrase of this Contract is for any reason held invalid, such decision shall not affect the validity of
the remaining portion of this Contract.
F. Building Permits' Building permits will not be issued in the plat until sanitary
sewer, watermain, and storm sewer have been installed, tested, and accepted by the City, and the
streets needed for access have been paved with a bitummous surface and the site graded and
revegetated in accordance with Plan B of the development plans.
G. Waivers/Amendments. The action or inaction of the City shall not constitute a
waiver or amendment to the provisions of this Contract. To be binding, amendments or waivers
shall be in writing, signed by the parties and approved by written resolution of the City Council.
The City's failure to promptly take legal action to enforce this Contract shall not be a waiver or
release.
H. Release. This Contract shall run with the land and may be recorded against the
title to the property. After the Developer has completed the work required of it under this Contract,
at the Developer's request the City Manager will issue a Certificate of Compliance. Prior to the
issuance of such a certificate, individual lot owners may make as written request for a certificate
applicable to an individual lot allowing a minimum of ten (10) days for processing.
1. Insurance. Developer shall take out and maintain until six (6) months after the
City has accepted the public improvements, public liability and property damage insurance covering
personal injury, including death, and claims for property damage which may anse out of
Developer's work or the work of its subcontractors or by one directly or indirectly employed by any
of them. Limits for bodily mjury and death shall be not less than $500,000 for one person and
$ 1,000,000 for each occurrence; limits for property damage shall be not less than $500,000 for each
occurrence; or a combination single limit policy of S 1,000,000 or more. The City shall be named as
an additional insured on the policy, and the Developer shall file with the City a certificate
evidencing coverage prior to the City signing the plat The certificate shall provide that the City
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must be given ten (10) days advance written notice of the cancellation of the insurance. The
certificate may not contain any disclaimer for failure to give the required notice.
I Remedies. Each right, power or remedy herein conferred upon the City is
cumulative and in addition to every other right, power or remedy, expressed or implied, now or
hereafter arising, available to City, at law or in equity, or under any other agreement and each and
every right, power and remedy herein set forth or otherwise so existing may be exercised from time
to time as often and in such order as may be deemed expedient by the City and shall not be a waiver
of the right to exercise at any time thereafter any other right, power or remedy.
IC Assignabili The Developer may not assign this Contract without the written
permission of the City Council. The Developer's obligation hereunder shall continue in full force
and effect even if the Developer sells one or more lots, the entire plat or any part of it.
L. Construction Hours. Construction hours, including pick-up and deliveries of
material and equipment and the operation of any internal combustion engine, may only occur from
7:00 a.m. to 6:00 p.m. on weekdays, from 9:00 am. to 5:00 p.m. on Saturdays with no such activity
allowed on Sundays or on legal holidays. Contractors must require their subcontractors, agents
and supplies to comply with these requirements and the Contractor is responsible for their failure to
do so. Under emergency conditions, this limitation may be waived by the written consent of the City
Engineer. If construction occurs outside of the permitted construction hours, the Contractor shall
pay the following administrative penalties:
First violation $ 500.00
Second violation $ 1,000.00
Third & subsequent violations All site development and construction must
cease for seven (7) calendar days
M. Noise Amplification. The use of outdoor loudspeakers, bullhoms, intercorns,
and similar devices is prohibited in conjunction with the construction of homes, buildings, and the
improvements required under this contracL The administrative penalty for violation of construction
hours shall also apply to violation of the provisions in this paragraph.
N. Access. All access to the plat prior to the City accepting the roadway
improvements shall be the responsibility of the Developer regardless if the City has issued building
permits or occupancy permits for lots within the plat.
0. —Street Maintenance. The Developer shall be responsible for all sweet
maintenance until streets within the plat are accepted by the City. Waming signs shall be placed by
the Developer when hazards develop in streets to prevent the public from traveling on same and
directing attention to detours. If streets become impassable, the City may order that such stcets
shall be barTicaded and closed. The Developer shall maintain a smooth roadway surface and
provide proper surface drainage. The Developer may request, in writing, that the City plow snow
on the streets prior to final acceptance of the streets. The City shall have complete dismdon to
approve or rcject the request. The City shall not be responsible for reshaping or damage to the sftet
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base or utilities because of snow plowing operations. The provision of City snow plowing service
does not constitute final acceptance of the streets by the City.
P. Storm Sewer Maintenance. The Developer shall be responsible for cleaning and
maintenance of the storm sewer system (including ponds, pipes, catch basins, culverts and swales)
within the plat and the adjacent off-site storm sewer system that receives storm water from the plat.
The Developer shall follow all instructions it receives from the City concerning the cleaning and
maintenance of the storm sewer system. The Developer's obligations under this paragraph shall end
two (2) years after the public street and storm drainage improvements in the plat have been accepted
by the City. Twenty percent (20%) of the storin sewer costs, shown under section 6 of the special
provisions of this contract will be held by the City for the duration of the 2 -year maintenance
period.
Q. Soil Treatment S3atems. If soil treatment systems are required, the Developer
shall clearly identify in the field and protect from alteration, unless suitable alternative sites are first
provided, the two soil treatment sites identified during the platting process for each lot. This shall
be done prior to the issuance of a Grading Permit Any violation/disturbance of these sites shall
render them as unacceptable and replacement sites will need to be located for each violated site in
order to obtain a building permit
R. Variances. By approving the plat, the Developer represents that all lots in the
plat are buildable without the need for variances from the City's ordinances.
S. CMpliance with Laws, Ordinances, and Re . In the development of the
plat the Developer shall comply with all laws, ordinances, and regulations of the following
authorities:
1. City of Chanhassen;
2. State of Minnesota, its agencies, departments and commissions;
3. United States Army Corps of Engineers;
4. Watershed District(s);
5. Metropolitan Government its agencies, departments and commissions.
T. Proof of Title' Upon request, the Developer shall furnish the City with evidence
satisfactory to the City that it has the authority of the fee owners and contract for deed purchasers to
enter into this Development Contract.
U. Soil Conditions. The Developer acknowledges that the City makes no
representations or warranties as to the condition of the soils on the property or its fitness for
construction of the improvements or any other purpose for which the Developer may make use of
such property The Developer further agrees that it will indemnify, defend, and hold harmless the
City, its governing body members, officers, and employees from any claims or actions arising out of
the presence, if any, of hazardous wastes or pollutants on the property, unless hazardous wastes or
Pollutants were caused to be there by the City.
KAM
V. Soil Correction. The Developer shall be responsible for soil correction work on
the property The City makes no representation to the Developer concerning the nature of
suitability of soils nor the cost of correcting any unsuitable soil conditions which may exist. On lots
which have no fill material a soils report from a qualified soils engineer is not required unless the
City's building inspection department determines from observation that there may be a soils
problem. On lots with fill material that have been mass graded as part of a multi -lot grading project,
a satisfactory soils report from a qualified soils engineer shall be provided before the City issues a
building permit for the lot. On lots with fill material that have been custom graded, a satisfactory
soils report from a qualified soils engineer shall be provided before the City inspects the foundation
for a building on the lot.
W. Haul Routes. The Developer, the Developer's contractors or subcontractors
must submit proposed haul routes for the import or export of soil, construction material,
construction equipment or construction debris, or any other purpose. All haul routes must be
approved by the City Engineer
X. Develol)ment Signs. The Developer shall post a six foot by eight foot
development sign in accordance with City Detail Plate No. 5313 at each entrance to the project.
The sign shall be in place before construction of the required improvements commences and
shall be removed when the required improvements are completed, except for the final lift of
asphalt on streets. The signs shall contain the following information: project name, name of
developer, developer's telephone number and designated contact person, allowed construction
hours.
Y. Construction Plans. Upon final plat approval, the developer shall provide the
City with two complete sets of ftffl-size construction plans and four sets of 11 "x 17" reduced
construction plan sets and three sets of specifications. Within four months after the completion of
the utility improvements and base course pavement and before the security is released, the
Developer shall supply the City with the following: (1) a complete set of reproducible Mylar
as -built plans, (2) two complete full-size sets of blue line/paper as -built plans, (3) two complete sets
of utility tie sheets, (4) location of buried fabric used for soil stabilization, (5) location stationing
and swing ties of all utility stubs including draintile. cleanouts, (6) bench mark network, (7) digital
file of as -built plans in both Axf & tif format (the Axf file must be tied to the current county
coordinate system), (8) digital file of utility tie sheets in either doc or Aif format and (9) a
breakdown of lineal footage of all utilities installed, including the per lineal foot bid price. Ile
Developer is required to submit the final plat in electronic format.
Z. As -Built Lot SjmLe3T. An as -built lot survey will be required on all lots prior to
the Certificate of Occupancy being issued. The as -built lot survey must be prepared, signed, and
dated by a Registered Land Surveyor. Sod and the bituminous driveways must be installed before
the as -built survey is completed. If the weather conditions at the time of the as -built are not
conducive to paving the driveway and/or installing sod, a temporary Certificate of Occupancy may
be issued and the as -built escrow withheld until all work is complete.
GC -10
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Chanhassen City Council — September 9, 2013
Councilman Laufenburger moved, Councilwoman Tjornhom seconded that the Chanhassen City
Council approve the Development Contract and the construction plans and specifications for Lake
St. Joe's Cove conditioned upon the following:
I The applicant enter into the Development Contract and supply the City with a cash escrow or
letter of credit for $513,766.64 and pay a cash fee of $95,318.38.
2. The applicant's engineer shall work with City staff in revising the construction plans to meet City
standards.
All voted in favor and the motion carried unanimously with a vote of 5 to 0.
CONSENT AGENDA: CAMDEN REI)GE, 1500 PIONEER TRAIL:
A. FINAL PLAT APPROVAL.
B. APPROVAL OF DEVELOPMENT CONTRACT AND PLANS & SPECI-FICATIONS.
Mayor Furlong: Ms. Aanenson, our conversation, there were a couple of clarifications that needed in the
condition and in the plat drawing itself.
Kate Aanenson: Yes. Thank you Mayor for catching that. Typically when we do the final plat we show
for tracking purposes the conditions that were recorded with the plat and as it's stated in here it said that
the roads for the Camden Ridge needed to be 60 foot wide and it said that condition has been met and as
they are shown on the plat they are 55 foot wide. In working through that project, in order to get the
change in grade to make that work we felt that the 55 foot would be more appropriate. In addition and we
talked about a ruad extending to the north for emergency access, that that also be shown as a public street
and that wasn't identified on the plat so what we would recommend, and I'm on page 15 of the staff
report that said the right-of-way be shown at 65 feet. That condition should say, has not been met. Or has
been modified. It should say has been modified so I would.
Mayor Furlong: Has been modified to 55.
Kate Aanenson: To 55 but it should actually, this is just a tracking thing. What we really want to do is
add another condition to the, under engineering and that would be on page 23. Page 23 under engineering
condition you want to add condition number 11. Because the first one's just a tracking item that would
say this condition has been modified. So the condition under number I I would state, all street right-of-
way shall be shown at 55 feet including the street extending to the norft Therefore the mylar would then
have to be modified to meet that.
Mayor Furlong: By street to the north, the street, the stubbing out, the stub street to the property.
Kate Aanenson: Correct.
Mayor Furlong: To the Fox property.
Kate Aanenson: That's correct.
Mayor Furlong: Thank you.
Kate Aanenson: So with that we're consistent with the original recommendation.
29 SCANNED
Chanhassen City Council — September 9, 2013
Mayor Furlong: From the preliminary, thank you.
Kate Aanenson: Correct.
Mayor Furlong: Any questions on that? If not then would somebody Uc to make a motion of approval
subject to that additional condition I I under engineering?
Councilinan Laufienburger: I'll get there in just a second Mr. Mayor.
Mayor Furlong: Okay, Councihnan Laufenburger.
Councilman Laufcnburger: Okay, Mr. Mayor I move that the Chanhassen City Council approves the
final plat for Camden Ridge subject to the conditions of the staff report as stipulated plus changing page
15, item 12. Kate I need your help on that wording.
Kate Aanenson: Stating this condition has been modified.
Councilman Laufienburger: This condition has been modified to read 55 feet.
Kate Aanenson: Correct.
Councilman Laufenburger. And page 23, adding item I I under engineering that all streets will be 55 feet
including the stub street to the north into the Fox property.
Kate Aanenson: That's correct.
Mayor Furlong: Thank you. Is there a second?
Councilwoman Ernst: Second.
Mayor Furlong: Mr. Knutson, is that okay.?
Roger Knutson: Development contract?
Mayor Furlong: And approval of the development contract.
Todd Gerhardt: B.
Councilman Laufenburgcr: B, oh excuse me. And item B. 313. including the approval of the
development contract.
Councilwoman Ernst: Second.
Mayor Furlong: Motion's been made and seconded for items 3A. Or item A modified and then B as
presented. Any discussion? Seeing none, motion's been made and seconded. We'll proceed with the
vote.
Councilman Laufenburger moved, Councilwoman Ernst seconded to approve the Final Plat for
Camden Ridge subject to the conditions in the staff report, with the following changes: Page 15,
item 12 has been modified to 55 feet; and Page 23, condition 11 under Engineering would read, Ali
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Chanhassen City Council — September 9, 2013
street rigbt-of-way shall be shown at 55 feet including the street extending to the north. Ali voted in
favor and the motion carried unanimously with a vote of 5 to 0.
Councilman Laufenburger moved, Councilwoman Ernst seconded to approve the development
contract and the construction plans and specifications for Camden Ridge conditioned upon the
following:
The applicant shall enter into the development contract and supply the City with a cash escrow or
letter of credit for $2,043,442.42 and pay a cash fee of $664,589.16.
2. The applicant's engineer shall work with City staff to revising the construction plans to meet City
standards.
Ali voted in favor and the motion carried unanimously with a vote of 5 to 0.
PROPOSED 2014 BUDGET: RESOLUTION APPROVING CERTIFYING PRELIMINARY
LEVY TO THE CARVER COUNTY AUDITOR.
Mayor Furlong: Mr. Sticha, good evening.
Greg Sticha: Good evening Mayor, Council members. The first meeting of September every year, as the
City Council's aware, we pass a preliminary levy that is used for essentially Truth in Taxation statement
purposes that our residents will be receiving the middle of November. This evening, as in previous years,
you'll be passing a preliminary levy that is a not to exceed number between now and setting a final levy
on December 90'. The levy that you pass this evening will be part of the Truth in Taxation statements that
will be received by our residents here, like I said, mid November and then we'll set the final levy on
December 9th when we can only go down from this number. We cannot increase the final levy based on
what we set this evening for preliminary levy so I'm just going to go through a brief power point that kind
of talks about some of the items that impacted this year's budget discussions so far for those people at
home who haven't had the opportunity to take in some of the budget discussions we've had. Before I go
too far I'm going to go over the budget calendar for the remainder of the year in case people want an
opportunity to discuss any of the budget items between now and setting the final levy on December 9h.
This evening we'll pass a preliminary levy. Our first meeting in October will be a very intensive budget
discussion meeting in particular during the work session. We're going to be reviewing our enterprise and
special revenue fund budgets. We'll also be reviewing the 2014 through 2018 CIP along with how we've
done so far throughout 2013 in terms of revenue and expense data through 3 quarters and then we'll also
be presenting our utility rate study for 2014 presented by our financial advisors, Ehlers as we do every
year. November 12'h and 25th we have some time set aside in each of those work sessions if we need
additional discussion time on any of those previous items that we'll be discussion on October 10.
December 2"' we'll be holding the public budget meeting formerly known as the Truth in Taxation
hearing. This meeting or hearing will be giving our residents that opportunity to come and speak to the
effect of the budget. Again we'll be discussing the budget at that meeting based on the preliminary levy
and that's what the discussion will revolve around at that point and they can give feedback to the City
Council that would help direct them for setting a final levy on December 9'h where we will also adopt a
2014 to 2018 CIP and set our utility rates for 2014. The budget assumptions used for preparing the 2014
budget were 3% wage increase for city employees. Now keep in mind the City pay system is a merit
based pay system which is different than some communities. It incorporates a couple components which
other communities typically have step increases as well as cost of living. Our pay system is a complete
merit based pay system. We have 15% included for an increase in health care costs. If you'll recall from
earlier meetings, and those of you at home that were not able to attend those, Carver County has told us
that there's approximately 1.8% new construction dollars in the City of Chanhassen which would be,
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