SWMP & Erosion & Sediment Control Plan 11-30-05
CHANHASSEN SUBSTATION
for Minnesota Valley Electric Cooperative
STO~ATER~AGEMENTPLAN
&
EROSION & SEDIMENT CONTROL PLAN
CITY OF CHANHASSEN
RECEIVED
JV 3 0 2005
CHANHASSEN PLANNING DEPT
BM! Project No. C12.37317
Prepared by:
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TABLE OF CONTENTS
I. Introduction.................................................................................................. 1
II. Stormwater Management.. .......... ...... ........... ................. ............... ................2
A. General Information ........ .... .................. ............ ................ .... ...............2
B. Hydrology: Pre-Settlement and Post-Development .............................2
C. Storm Water Quality....... ............. .... ............. ........ ...... ........ ..... ............ 4
D. Storm Water Quantity ..........................................................................4
E. Wetlands.. .............. .... ...... ........ ....... ......... ......... .............. ............ ..........4
III. Erosion & Sediment Control .......................................................................5
A. Erosion & Sediment Control................................................................ 5
B. Implementation Schedule. .......... ............ ..... .......... .............. ........ .........5
Appendix
A. Soils Map; Floodplain & Wetlands Map; Areawide Contour Map
B. Site Grading and ESC plan; Construction Details; Landscaping
C. Drainage Boundaries & HydroCAD Model Output
I. INTRODUCTION:
The proposed project is located in the NE lf4 of the NW lf4 of Section 3, Township 115
North, Range 23 West, Carver County, MN. The substation site, which is the subject
of this document, consists of approximately 2.583 acres of grass and light tree cover,
as well as an abandoned substation. The site consists of a larger lot currently owned
by M. A. Gedney Company (PID# 250030700), as well as a substation parcel being
purchased from Northern States Power Company (pID# 300031800).
Currently, the site drains to a depression in the middle of the site, with initial
overflow to the north and ultimately heading to the southwest. The site is outside of
the mapped FEMA floodplain boundaries as shown in Appendix A, along with the
soils, extended contours and aerial photo.
The project includes the construction of an electric substation for the Minnesota
Valley Electric Cooperative (MVEC) and will include: site grading, culvert
installation, gravel pad, bituminous surfacing and landscaping (Appendix B). The
specific plan details for the design of the electric substation itself have not been
included at this time.
1
II. STORMWATERMANAGEMENT
A. General Information
The existing and proposed site drainage scenarios have been modeled using
HydroCAD 7.10 by Applied Microcomputer Systems. The Soil Conservation
Service Technical Release 20 (SCS TR 20) methodology was used to analyze the
site hydrology for an Antecedent Moisture Ccondition (AMC) IT. Type IT, 24-
hour rainfall distributions for the 2, 10 and 100-year events were analyzed with a
2.8-, 4.2- and 6.0-inch rainfall depth, respectively.
A national pollutant discharge elimination system (NPDES) permit application
will be submitted to the Minnesota Pollution Control Agency (MPCA) prior to
initiation of construction activities.
B. Hydrology: Existing and Proposed
The existing and proposed site watershed boundary delineations (with HydroCAD
node identifications) and model output are included in Appendix C.
The site consists of hydrologic soil group (HSG) Type A soils and drains to an
existing depression at the center of the site, which would overflow initially to the
low areas in the north and ultimately to the southwest in an extreme event. A
small portion of the site discharges directly to the north and a portion (the existing
Xcel Energy property) discharges directly to the southwest. The ten-foot contours
on the USGS quadrangle map indicate the runoff eventually travels south to the
Minnesota River. Additionally, runoff from 1 - 2 acres of cemetery land to the
east passes through the site via the swale on the north side of Stoughton Ave.
The substation site construction will include the addition of a bituminous
driveway entrance and small parking area, gravel pad area, aesthetic walls and an
infiltration area As shown in the proposed delineation (Appendix C), most of
the new site will contribute runoff to the infiltration basin. The southern portion
of the site will discharge through a 12" culvert under the new drive (which will
also convey offsite runofffrom the east to the west). The direct runoff to the
north will remain essentially unchanged.
Due to the total amount of new impervious area at the site being less than 1 acre
(0.90 ac), the site does not require water quality treatment per the MPCA's
NPDES requirements. A drainage system has been designed consisting of an
infiltration basin and emergency overflow, as well as a culvert/swale system.
2
Storm water will arrive at the infiltration basin via overland sheet flow, which will
then be contained up to the runoff generated by a I DO-year rainfall event. The
existing discharge rates off site have been maintained to the extent possible. A
small increase will be seen discharging to the southwest during low precipitation
events due to the direct runoff from the paved driveway; however, the rates would
be so minimal that they would be negligible.
A summary of the model input parameters is shown in Table 1 and discharge
results are given in Table 2. The flowrates included in Table 2 correspond to the
two discrete outflow locations on the site: low area to the north (North) and that
that flows to the southwest (Southwest). Additionally, model output summaries
have been included in Appendix C for the three storm events described above.
Table 1: Model Input Parameters
1S 1.633 45
2S 0.741 49
3S 0.491 45
TOTAL 2.865 46
Pro osed
1S 1.664 65
2S 0.573 52
2aS 0.132 61
3S 0.496 45
TOTAL 2.865 59
Table 2: Model Discharge Results
North 0.00 0.04 0.55
Southwest 0.00 0.19 1.03
Pro osed
North 0.00 0.04 0.55
Southwest 0.04 0.18 0.58
3
C. Storm Water Quality
As described in the previous section, the site does not require permanent storm
water treatment due to the limited increase in impervious area at the site.
D. Storm Water Quantity
As with any development, the increased impervious area at the site will cause an
associated increase m runoff volume from the site. An infiltration basin has been
designed to infiltrate 15,700 CF of runoff prior to overflowing. This far exceeds
the volume that would be required by the NPDES (if it applied), which would be
the volume of runoff produced from W' of water from all new impervious areas,
or 1461 CF. The model results for the existing and proposed runoff volumes
leaving the site are listed in Table 3:
Table 3: Runoff Volumes Discharging from Site
North 0.000 0.009 0.033
Southwest 0.003 0.022 0.066
Pro osed
North 0.000 0.009 0.033
Southwest 0.007 0.033 0.084
As indicated by the table, even with the volume control measures, there will be a
slight increase in volume discharging from the site.
E. Wetlands
The site has been evaluated for wetlands and it has been determined that no
wetlands are present in the area. The site consists of Hydrologic Soil Group A
soils, indicating relatively rapid infiltration rates.
4
ID. EROSION & SEDIMENT CONTROL
A. Erosion & Sediment Control
All appropriate best management practices (BMPs) will be applied to the site. A
rock construction entrance and machine-sliced silt fence will be installed as
shown on Sheet 2 to capture and contain any transported sediment onsite. No
areas of significant concentrated flow or extended steep slopes exist on the site;
therefore, no blankets or biorolls are expected to be necessary. Riprap is included
at the culvert outfall to aid in energy dissipation and prevent scour/erosion.
A Storm Water Pollution Prevention Plan (SWPPP) will be developed prior to
initiation of construction activity as required by the NPDES permit.
B. Implementation Schedule
The anticipated construction start date is Summer 2006, with grading completed
shortly thereafter. After installation of erosion control measures (i.e., rock
entrance and silt fence) the site grading will begin with excavation of the
infiltration area occurring as late as possible to prevent sediment accumulation in
this area during construction activities. Once grading is complete the site will be
seeded as indicated on the plan. The silt fence will be removed once site
vegetation is 70% established (100% seeded).
5
APPENDIX A
Map Print Output
Page 1 of 1
Carver County GIS Mapping Application
Legend
Map Created on:
11-3-2005
Road Text
~ FEMA Floodplain
NWI Wetlands
[SJ RiwoorKI~
D ,. Saaon.atty fioodad bair. 0: fb1
D Sh~~
o .Si1anow~ W.atOl
~ Woodocl.-np
_, ~S Hlghwtiys
~" UN Highways
1'1' CSAH
County Roads
Lakes
Parcels
Color 2002
This map was created using Carver County's Geographic Information
Systems (GIS).. it is a compilation of information and data from various City J
County.. State.. and Federal offices. This map is not a surveyed or le~ally
recorded map and is intended to be used as a reference. Carver County is
not responsible for any inaccuracies contained herein.
http://156.99.124.167/website/parcel_search/map.asp
11/3/2005
Map Print Output
Page 1 of 1
Carver County GIS Mapping Application
Legend
'- ~~.:.::,
Carver
County
Map Created on:
11-14-2005
Road Text
UFt eo'*'urs
US Highways
tI UN Highways
/I CSAH
County Roads
lakes
Paruls
Color 2002
This map was created using Carver County's Geographic Information
Systems (GIS), it is a compil~tion of information and data from various City J
County, State, and Federal offices. This map is not a surveyed or legally
recorded map and is intended to be used as a reference. Carver County is
not responsible for any inaccuracies contained herein.
http://156.99.124.167/website/parcel_search/map.asp
11/14/2005
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CARVER COUNTY, MINNESOTA - SHEET NUMBER ,
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APPENDIX B
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EXISTING
COUNTY UNE
CfTY UMrrs
SECTION UNE
PRESENT RlGKT OF WAY UNE
PROPERlY/lOTUNE
PERPEIUAL EASEMENT
ZONINC SETBACK LINE
ACCESS CONTROl UNE
RAIlROAll RIGfIT OF WAY UNE
C.U.P~ PLANS" FOR
MINNESOTA VALLEY ELECTRIC COOPERATIVE
CHANHASSEN SUBSTATION
SITE GRADING, DRAINAGE AND EROSION CONTROL
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WATER EDGE
WATER CENTERLINE
HtGHWATER UN[
SWAU: CEMDlUNE
WETlAND BOUNDA1<'I
WETlAND/IolARSH
CURB ok Gt1TTER
CONCRETE EDCE
BnuMINOUS EDGE
GRAVEL EDGE
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CUl\IERT
o DECIDUOUS TREE
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..tL TRAFFJC SIGN
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15- STV INP )0;:' STORY SEWER
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4- WUN INP
CHANHASSEN, MINNESOTA
DECEMBER, 2005
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1 . TITLE SHEET
2. SITE LAYOUT
3. DETAILS
3. LANDSCAPING PLAN
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E1.ECTRIC TRANSfORMER
UNDERGROUND ELECTRIC
OVERHEAD nECTRIC
ELECTRIC PEDESTAl
UNDERGROUND TREPHONE
UNDERGROUND 'IV CABLE
BENCHWJ!l<
SOIL BORING
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CITIES OF
CHANHASSEN & CHASKA
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CDNS1RUCl1ON UMrrs
CURB ok Gl1TT!R
BITUMINOUS EDGE
'CDNCRrn: EDCE
GRAVEL EDCE
SILT FENCE-PREASSElotBLED
SILT FENCE-HEAVY Dl1lY
EROSION PROTECTION AT INLET
_HllLE
CATCH BASIN
SANITARY SEWER
1- SANITARY FORCEloIAlN
SANITARY UFT STATlON
STORM SEWER
PERFOAAlED PIPE DRAIN
CUL\IERT W/APRON
tI'IDRANT
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NOTE: EXISTING UTIUTY INFORMATION SHOWN ON THIS PlAN HAS
BEEN PROVIDED BY THE UTIUTY OWNER. THE CONTRACTOR SHALL
FIElD VERIFY EXACT LOCATIONS PRIOR TO COMMENCING
CONSTRUCTION AS REQUIRED BY STATE LAW. NOTIFY GOPHER
STATE ONE-CALL 1-800-252-1166 OR 612-454-0002.
THE SUBSURFACE UTIUTY INFORMATION IN THIS PlAN IS UTIUTY
QUAUlY LEVEl D. THIS UTIUTY QUAUTY LEVEl WAS DETERMINED
ACCORDING TO THE GUIDEUNES OF CI/ASCE 38-02, ENTITlED
"sTANDARD GUIDEUNES FOR THE COLLECTION AND DEPICTION OF
EXISTING SUBSURFACE UTIUTY DATA..
3000 0 3000
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SCALE FEET
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I HEREBY CER11FY lHAT lHlS PLAN, SPEClFlCAllON, OR REPORT WAS PREPARED
BY liE OR UNDER MY DIRECT SUPERVISION AND lHA TINA A DUlY UCDiSED
PRf:1FJfJON~ ENGINE!R lJND[R lHE LAWS Of' lHE STAlE: Of' IIINNESOT....
1<~,JrLlim NO. 24307 DAlE: 11/29/05
KREG J. IoIID
't\BOL TON & MENK. INC.
Consulting Engineers a: Surnyol'1l
lIANKA'TO, loiN fAlRIoIONT, loiN SlEEPY EYE, loiN W1WlAR, loiN
BURNSVIllE. loiN CHASKA. lIN NAES,....
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CHANHASSEN SUBSTATION
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PROPOSED POWER UNES
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GRADING UMITS
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SITE AREA - 2.87 AC
NEW BITUMINOUS = 0.17 AC
NEW GRAVEL AREA = 0.73 AC
TOTAL NEW IMPERVIOUS AREA = 0.90 AC
----....
EXISTING GEDNEY PROPERTY AREA = 26.47 AC
APPROX. TOTAL HARD SURFACE AREA = 11 .1 4 AC (42.1%)
MVEC GEDNEY AREA = 2.35 AC
FUTURE GEDNEY PROPERTY AREA = 24.12 AC
FUTURE GEDNEY HARD SURFACE AREA = 11 . 1 4 AC (46.2%)
MVEC XCEL AREA = 0.52 AC
TOTAL MVEC AREA = 2.87 AC
MVEC HARD SURFACE AREA = 0.90 AC (31.5%)
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EARTHWORK SUMMARY
RAW CUT +4141 CY RAW FILL = -4647CY
SECTION CUT = +1673 CY SHRINK (25%) -1162 CY
TOTAL CUT = +5814 CY TOTAL FILL = -5809 CY
BALANCE = +05 CY (EXCESS)
.t!2It;. "F1.1TURE" llEI'ERS TO AFTER MVEC pURCHASE AND DOES NOT
CONSIDER Nrr OTHER Al1EAAllON TO THE GEDNEY PROPERlY.
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I HEREBY camFY ll1A.T 1MlS PlAN, Sf"tClFlCATlON. OR RrPORT WAS PREPARED
BY WE OR lmDER t.n" DIRECT SUPEfMSJOH AND lHA.T I AM A DULY UCEHSm
PROFtSSIOtW.. ~EER UNDER niE LAWS Of lHE $TAl[ or "NNESOTA.
OIlP
~BOL TON & MENK. INC.
ConsultIng EngIneers a: Surveyors
UANKAlO, I.fN FAlR/oIONT, I.fN SL.EEP'f EYE. I.fN W1WolAR. I.fN
BlJRNSVIl.l.E, I.fN CWSKA. I.fN AMES.....
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MINNESOTA VALLEY ELECTRIC COOPERATIVE
CHANHASSEN SUBSTATION - 2005
SITE LAYOUT
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PLAN IS 8
II 10
21 10
24 12
V 12
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2' lYPE 41 WEAR COURSE (:2331)
BfTUI.IlNOUS TACK CCl.'.T (2357)
3' lYPE 31 BASE COURSE (:2331)
10' AGGREG.t.TE BASE PLACED CL S (100" CRUSHED) (:2:z11)
SUBGRADE PREPARATION (2112)
BITUMINOUS DRIVE
NOT TO SCALE
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SECTION B-B
B' - D.7S' CLrAR, WASHED RIVER ROCK
6' - 1.S' CLEAR, WASHED RIVER ROCK
SUBGRADE PREPARATION (2112) (INCIDENTA1.,)
GRAVEL PAD
NOT TO SCALE
GEOTEXTlLE FABRIC, PER SPEC. 3601.
THE FABRIC SHOUUO COVER THE AAfA
OF THE RIPRAP AND EXTEND UNDER
THE CULVERT APRON THREE FEET.
SECTION A-A
RCP CULVERT END RIPRAP
NOT TO SCALE
l:lQIE: DETAILS ARE NOT TO SCALE
09-01-2005 7:00
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6' IIINIIIUII DEPTH
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ROCKS AT ENTRANCE CLEAN WORKSrTE IIUD
OFF OF TRUCK TIRES BEFORE DRMNG
ONTO IIAIN ROAD.
ROCK ENTRANCE CONSTRUCTION
NOT TO SCALE
PLASTIC "ZIP' TIES
(501 TENSILE)
LOCATED IN l'oP 8'
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STEEL STUDDED .,. POST
Sft IIINIIIUII LENGTH POSTS
AT 6ft IlAXlIlUII SPACING
GEOTEXTlLE FABRIC, 36' WIDTH
DIRECllON OF
RUNOFF FLOW
IlACHINE SUCE
8'-12' DEPTH
(PLlJS 6' FlAP)
SILT FENCE - MACHINE SLICED
NOT TO SCALE
I HEREEn' CERTIfY 1W.T THIS PLAN. SPEClFlCATlOH, OR REPORT WAS ~ARED
EI't ME OR UNDER ...... DIRECT SUPfJMSK>N AND lHAT I AIol A DULY LICENSED
PROfESSIONAL ENGINEER UNOCR THE lAWS OF ntE STATE Of "NN[SOT.\.
PRINTED NAME HERE
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1\BOL TON & MENK. INC.
Con.ultlng EngIneers a: Surveyors
w.NKATO, lIN FAlRlIONT, lIN SLEEPY EYE. loiN WlLLlIAR. lIN
BURNSVIl1.E. loiN CHASKA. IIN NolES, IA
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NOTES:
1) EXISTING TREES ON-SITE 90%SYBERIAN ELM OF
VARYING CONDITION.
2) REQUIRED BUFFERYARD PLANTING TOTALS:
(OVERSTORY REPLACED W/ UNDER. DUE TO POWER UNES)
UNDERSTORY = 25
SHRUBS = 32
3) PLANTING SIZE:
SPRUCE = 6'-8' TALL
MAPLE = 1.5"-2.5" TRUNK DIAMETER
CRAB = 1.5"-2.5" TRUNK DIAMETER
4) PROTECT EXISTING TREES TO EXTENT POSSIBLE.
5) SEED ALL DISTURBED ~EAS WITH Mn/DOT MIX 250.
(EXCEPT AS NOTED ABOVE)
6) CONTRACTOR TO MINIMIZE SITE DISTURBANCE AND
PROTECT EXISTING TREES TO EXTENT POSSIBLE.
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I HEREBY CEJrrFY 1lIAT nt:s PLAN, SPrctFr.A.TION. OR REPORT WAS PREPAAED
BY Ill( OR UNDER MY DIRECt' SUPEJNlSION AND lK'.T I ..... A DUlY UCENSED
PROFE.'SSIOIW.. EHGINrER UNDER lHE LAWS Of 1HE STAlE or ~NNESOTA.
DMP
LEGEND
BITUMINOUS DRIVE
GRAVEL PAD (WASHED RIVER ROCK)
INFILTRATION BASIN; SEED
I
MnDOT MIX ~10
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AESTHETIC WALL
PROPOSED FENCE
*'
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EXISTING TREE (CONIFER)
EXISTING TREE (< 6" DIA.)
EXISTING TREE (6"-10" DIA.)
SPRUCE (7)
AMUR MAPLE (7)
RED TWIG DOGWOOD (32)
RED SPLENDOR CRAB (11)
SMALL PlANTINGS (12)
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~BOL TON & MENK. INC.
Consulting EngIneers 4: Surveyors
w.NKATO....N fAlR...ONT....N Sl.EEPl" EYE,"'N WlLillAR....N
BURNSVIl.l.E,...N CHASKA....N A1AES. V.
MINNESOTA VALLEY ELECTRIC COOPERATIVE
CHANHASSEN SUBSTATION 2005
LANDSCAPING PLAN
4
Of
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Il<It
30
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FEET
PRINTED NAME HERE
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m
11-21-2005 5:29 pm
uc:....
SHEET
4
APPENDIX C
"
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~BOL TON & MENK. INC.
Consulting Engineers llc Surveyors
tolANKATO. loiN FAlRt.IONT, loiN SlEEPY EYE, loiN W1LilAAR, loiN
BURNSVlUE, loiN CH.ASKA. loiN At.IES, IA
MINNESOTA VALLEY ELECTRIC COOPERATIVE
CHANHASSEN SUBSTATION
DRAINAGE BOUNDARIES
OF
SHEET
~
TOTAL OFFSITE
DISCHARGE,
SOUTHWEST
~U;bd~ I~~~~I A ~
EXISTING
DEPRESSION
TO OFFSITE
SOUTHWEST
OFFSITElo NORTH
<~~)
GRASS TO NORTH
SITE TO DRY POND
Drainage Diagram for C1237017 _EXIST_81805
Prepared by Bolton & Menk, Inc 11/21/2005
HydroCAOO 7.10 sIn 000822 @ 2005 HydroCAD Software Solutions LLC
C1237017 EXIST 81805
- -
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sIn 000S22 @ 2005 HydroCAD Software Solutions LLC
Type 1/24-hr 2-YR Rainfal/=2.80"
Page 1
11/21/2005
Time span=0.OO-48.00 hrs, dt=O.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+ Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: SITE TO DRY POND Runoff Area=1.633 ac Runoff Depth=0.01"
Tc=10.0 min CN=45 Runoff=O.OO cfs 0.001 af
Subcatchment 2S: TO OFFSITE SOUTHWEST Runoff Area=O. 741 ac Runoff Depth=0.05"
Tc=10.0 min CN=49 Runoff=O.OO cfs 0.003 af
Subcatchment 3S: GRASS TO NORTH Runoff Area=0.491 ac Runoff Depth=0.01"
Tc=6.0 min CN=45 Runoff=O.OO cfs 0.000 af
Reach 1R: TOTAL OFFSITE DISCHARGE, SOUTHWEST Inflow=O.OO cfs 0.003 af
Outflow=O.OO cfs 0.003 af
Reach 4R: OFFSITE TO NORTH Inflow=O.OO cfs 0.000 af
Outflow=O.OO cfs 0.000 af
Pond 1 P: EXISTING DEPRESSION
Peak Elev=750.0S' Storage=0.001 af Inflow=O.OO cfs 0.001 af
Outflow=O.OO cfs 0.000 af
Total Runoff Area = 2.865 ac Runoff Volume = 0.005 af Average Runoff Depth = 0.02"
C1237017 _EXIST_81805
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sIn 000822 @ 2005 HydroCAD Software Solutions LLC
Type 1/24-hr 2-YR Rainfal/=2.80"
Page 2
11/21/2005
Runoff
=
Subcatchment 1 S: SITE TO DRY POND
0.00 cfs @ 24.01 hrs, Volume=
0.001 af, Depth= 0.01"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2- YR Rainfall=2.80"
Area (ac)
1.633
Tc Length
(min) (feet)
10.0
Runoff
=
CN Description
45 GRASS COVER; HSG A
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
Subcatchment 2S: TO OFFSITE SOUTHWEST
0.00 cfs @ 15.30 hrs, Volume=
0.003 af, Depth= 0.05"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-YR Rainfall=2.80"
Area (a c)
0.659
0.082
0.741
T c Length
(min) (feet)
10.0
Runoff
=
CN Description
45 GRASS COVER; HSG A
85 EXISTING SUB. GRAVEL PAD
49 Weighted Average
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
Subcatchment 3S: GRASS TO NORTH
0.00 cfs @ 24.01 hrs, Volume=
0.000 af, Depth= 0.01"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2- YR Rainfall=2.80"
Area (a c)
0.491
Tc Length
(min) (feet)
6.0
CN Description
45 GRASS; HSG A
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
C1237017 EXIST 81805
- -
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sin 000822 @2005 HydroCAD Software Solutions LLC
Inflow Area =
Inflow =
Outflow =
Type /I 24-hr 2- YR Rainfal/=2.80"
Page 3
11/21/2005
Reach 1 R: TOTAL OFFSITE DISCHARGE, SOUTHWEST
2.374 ac, Inflow Depth = 0.01" for 2-YR event
0.00 cfs @ 15.30 hrs, Volume= 0.003 af
0.00 cfs @ 15.30 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Inflow Area =
Inflow =
Outflow =
Reach 4R: OFFSITE TO NORTH
0.491 ac, Inflow Depth = 0.01" for 2-YR event
0.00 cfs @ 24.01 hrs, Volume= 0.000 af
0.00 cfs @ 24.01 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Inflow Area =
Inflow =
Outflow =
Pond 1 P: EXISTING DEPRESSION
1.633 ac, Inflow Depth = 0.01" for 2-YR event
0.00 cfs @ 24.01 hrs, Volume= 0.001 af
0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 750.08' @ 24.57 hrs Surf.Area= 0.017 ac Storage= 0.001 af
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume
#1
Elevation
(feet)
750.00
752.00
754.00
756.00
Invert
750.00'
Avail.Stora~e Stora~e Description
0.829 af Custom Stage Data (Prismatic) Listed below (Recalc)
Surf.Area
(acres)
0.015
0.071
0.179
0.314
Inc.Store
(acre-feet)
0.000
0.086
0.250
0.493
Cum. Store
(acre-feet)
0.000
0.086
0.336
0.829
C1237017 _EXIST_81805
Prepared by Bolton & Menk, Inc
HydroCAD@7.10 sIn 000822 @2005 HydroCAD Software Solutions LLC
Type /I 24-hr 10- YR Rainfal/=4.20"
Page 4
11/21/2005
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+ Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: SITE TO DRY POND Runoff Area=1.633 ac Runoff Depth=0.22"
Tc=10.0 min CN=45 Runoff=0.11 cfs 0.030 af
Subcatchment 2S: TO OFFSITE SOUTHWEST Runoff Area=0.741 ac Runoff Depth=0.36"
Tc=10.0 min CN=49 Runoff=0.19 cfs 0.022 af
Subcatchment 3S: GRASS TO NORTH Runoff Area=0.491 ac , Runoff Depth=0.22"
Tc=6.0 min CN=45 Runoff=0.04 cfs 0.009 af
Reach 1R: TOTAL OFFSITE DISCHARGE, SOUTHWEST Inflow=0.19 cfs 0.022 af
Outflow=0.19 cfs 0.022 af
Reach 4R: OFFSITE TO NORTH Inflow=0.04 cfs 0.009 af
Outflow=0.04 cfs 0.009 af
Pond 1 P: EXISTING DEPRESSION
Peak Elev=751.02' Storage=0.030 af Inflow=0.11 cfs 0.030 af
Outflow=O.OO cfs 0.000 af
Total Runoff Area = 2.865 ac Runoff Volume = 0.061 af Average Runoff Depth = 0.26"
C1237017_EXIST_81805
Prepared by Bolton & Menk, Inc
HydroCAD@7.10 sin 000822 @2005 HydroCAD Software Solutions LLC
Runoff
=
Type /I 24-hr 10- YR Rainfal/=4.20"
Page 5
11/21/2005
Subcatchment 1 S: SITE TO DRY POND
0.11 cfs @ 12.10 hrs, Volume=
0.030 af, Depth= 0.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-YR Rainfall=4.20"
Area (ac)
1.633
Tc Length
(min) (feet)
10.0
Runoff
=
CN Description
45 GRASS COVER; HSG A
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
Subcatchment 2S: TO OFFSITE SOUTHWEST
0.19 cfs @ 12.07 hrs, Volume=
0.022 af, Depth= 0.36"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-YR Rainfall=4.20"
Area (ac)
0.659
0.082
0.741
Tc Length
(min) (feet)
10.0
Runoff
=
CN Description
45 GRASS COVER; HSG A
85 EXISTING SUB. GRAVEL PAD
49 Weighted Average
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
Subcatchment 3S: GRASS TO NORTH
0.04 cfs @ 12.04 hrs, Volume=
0.009 af, Depth= 0.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-YR Rainfall=4.20"
Area (ac)
0.491
Tc Length
(min) (feet)
6.0
CN Description
45 GRASS; HSG A
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
C1237017 _EXIST_81805
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sin 000822 @ 2005 HydroCAD Software Solutions LLC
Type /I 24-hr 10- YR Rainfal/=4.20"
Page 6
11/21/2005
Inflow Area =
Inflow =
Outflow =
Reach 1R: TOTAL OFFSITE DISCHARGE, SOUTHWEST
2.374ac, Inflow Depth = 0.11" for 10-YRevent
0.19 cfs @ 12.07 hrs, Volume= 0.022 af
0.19 cfs @ 12.07 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Inflow Area =
Inflow =
Outflow =
Reach 4R: OFFSITE TO NORTH
0.491 ac, Inflow Depth = 0.22" for 10-YR event
0.04 cfs @ 12.04 hrs, Volume= 0.009 af
0.04 cfs @ 12.04 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Inflow Area =
Inflow =
Outflow =
Pond 1 P: EXISTING DEPRESSION
1.633 ac, Inflow Depth = 0.22" for 10-YR event
0.11 cfs @ 12.10 hrs, Volume= 0.030 af
0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 751.02' @ 24.57 hrs Surf.Area= 0.044 ac Storage= 0.030 af
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume
#1
Elevation
(feet)
750.00 .
752.00
754.00
756.00
Invert Avail.Stora~e Stora~e Description
750.00' 0.829 af Custom Stage Data (Prismatic) Listed below (Recalc)
Surf.Area
(acres)
0.015
0.071
0.179
0.314
Inc.Store
(acre-feet)
0.000
0.086
0.250
0.493
Cum. Store
(acre-feet)
0.000
0.086
0.336
0.829
C1237017 EXIST 81805
- -
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sIn 000822 @ 2005 HydroCAD Software Solutions LLC
Type 1/24-hr 100-YR Rainfal/=6.00"
Page 7
11/21/2005
Time span=O.00-48.00 hrs, dt=O.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+ Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: SITE TO DRY POND Runoff Area=1.633 ac Runoff Depth=0.80"
Tc=10.0 min CN=45 Runoff=1.46 cfs 0.109 af
Subcatchment 2S: TO OFFSITE SOUTHWEST Runoff Area=0.741 ac Runoff Depth=1.07"
Tc=10.0 min CN=49 Runoff=1.03 cfs 0.066 af
Subcatchment 3S: GRASS TO NORTH Runoff Area=0.491 ac Runoff Depth=0.80"
Tc=6.0 min CN=45 Runoff=0.55 cfs 0.033 af
Reach 1R: TOTAL OFFSITE DISCHARGE, SOUTHWEST Inflow=1.03 cfs 0.066 af
Outflow=1.03 cfs 0.066 af
Reach 4R: OFFSITE TO NORTH Inflow=0.55 cfs 0.033 af
Outflow=0.55 cfs 0.033 af
Pond 1 P: EXISTING DEPRESSION
Peak Elev=752.29' Storage=0.109 af Inflow=1.46 cfs 0.109 af
Outftow=O.OO cfs 0.000 af
Total Runoff Area = 2.865 ac Runoff Volume = 0.208 af Average Runoff Depth = 0.87"
C1237017 _EXIST_81805
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sIn 000822 @ 2005 HydroCAD Software Solutions LLC
Type /I 24-hr 100- YR Rainfal/=6.00"
Page 8
11/21/2005
Runoff =
Subcatchment 1 S: SITE TO DRY POND
1.46 cfs @ 12.05 hrs, Volume=
0.109 af, Depth= 0.80"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-YR Rainfall=6.00"
Area (ac) CN Description
1.633 45 GRASS COVER; HSG A
T c Length
(min) (feet)
10.0
Runoff =
Slope Velocity Capacity Description'
(fUft) (fUsee) (cfs)
Direct Entry,
Subcatchment 2S: TO OFFSITE SOUTHWEST
1.03 cfs @ 12.04 hrs, Volume=
0.066 af, Depth= 1.07"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-YR Rainfall=6.00"
Area (ac)
0.659
0.082
0.741
T c Length
(min) (feet)
10.0
Runoff =
CN Description
45 GRASS COVER; HSG A
85 EXISTING SUB. GRAVEL PAD
49 Weighted Average
Slope Velocity ,Capacity Description
(fUft) (fUsee) (cfs)
Direct Entry,
Subcatchment 3S: GRASS TO NORTH
0.55 cfs @ 12.00 hrs, Volume=
0.033 af, Depth= 0.80"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-YR Rainfall=6.00"
Area (ac) CN Description
0.491 45 GRASS; HSG A
T c Length
(min) (feet)
6.0
Slope Velocity Capacity Description
(fUft) (fUsee) (cfs)
Direct Entry,
C1237017 EXIST 81805
- -
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sIn 000822 @ 2005 HydroCAD Software Solutions LLC
Inflow Area =
Inflow =
Outflow =
Type /I 24-hr 100- YR Rainfal/=6.00"
Page 9
11/21/2005
Reach 1 R: TOTAL OFFSITE DISCHARGE, SOUTHWEST
2.374 ac, Inflow Depth = 0.33" for 100-YR event
1.03 cfs @ 12.04 hrs, Volume= 0.066 af
1.03 cfs @ 12.04 hrs, Volume= 0.066 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Inflow Area =
Inflow =
Outflow =
Reach 4R: OFFSITE TO NORTH
0.491 ac, Inflow Depth = 0.80" for 100..YR event
0.55 cfs @ 12.00 hrs, Volume= 0.033 af
0.55 cfs @ 12.00 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Inflow Area =
Inflow =
Outflow =
Pond 1 P: EXISTING DEPRESSION
1.633 ac, Inflow Depth = 0.80" for 100-YR event
1.46 cfs @ 12.05 hrs, Volume= 0.109 af
0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 752.29' @ 24.57 hrs Surf.Area= 0.087 ac Storage= 0.109 af
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume
#1
Elevation
(feet)
750.00
752.00
754.00
756.00
Invert
750.00'
Avail.StoraQe StoraQe Description
0.829 af Custom Stage Data (Prismatic) Listed below (Recalc)
Surf.Area
(acres)
0.015
0.071
0.179
0.314
Inc.Store
(acre-feet)
0.000
0.086
0.250
0.493
Cum.Store
(acre-feet)
0.000
0.086
0.336
0.829
~
OFFSIT& NORTH
<3~)
DIRECT TO NORTH
A~
~<1
TOTAL OFF~..... EAST OF 12" CULVERT
DISCHAR~~,l:: ~ .......
SOUTHWEST <............g"~~.....................>......................
..i~a~.
PROPOSED SITE TO DRY POND
NFILTRATION BASIN
<~s)
TO OFFSITE
SOUTHWEST
DIRECT TO
SOUTHWEST
~u~c~ ~ ~ ~
Drainage Diagram for C1237017 PROP 111705
Prepared by Bolton & Menk, Inc - 11i21/2005
HydroCAD@ 7.10 sIn 000822 @ 2005 HydroCAD Software Solutions LLC
C1237017 PROP 111705
- -
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sIn 000822 @ 2005 HydroCAD Software Solutions LLC
Type /I 24-hr 2- YR Rainfal/=2.80"
Page 1
11/21/2005
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+ Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: SITE TO DRY POND Runoff Area=1.664 ac Runoff Depth=0.38"
Tc=10.0 min CN=64 Runoff=O.72 cfs 0.053 af
Subcatchment 2aS: DIRECT TO SOUTHWEST Runoff Area=0.132 ac Runoff Depth=0.29"
Tc=10.0 min CN=61 Runoff=0.04 cfs 0.003 af
Subcatchment 2S: TO OFFSITE SOUTHWEST Runoff Area=0.573 ac Runoff Depth=0.09"
Tc=10.0 min CN=52 Runoff=0.01 cfs 0.004 af
Subcatchment 3S: DIRECT TO NORTH Runoff Area=0.496 ac Runoff Depth=0.01"
Tc=6.0 min CN=45 Runoff=O.OO cfs 0.000 af
Reach 1R: TOTAL OFFSITE DISCHARGE, SOUTHWEST Inflow=0.04 cfs 0.007 af
Outflow=0.04 cfs 0.007 af
Reach 4R: OFFSITE TO NORTH Inflow=O.OO cfs 0.000 af
Outflow=O.OO cfs 0.000 af
Pond 1P: PROPOSED INFilTRATION BASIN Peak Elev=754.36' Storage=2,321 cf Inflow=O.72 cfs 0.053 af
Outflow=O.OO cfs 0.000 af
Pond 2P: EAST OF 12" CULVERT
Peak Elev=955.24' Storage=48 cf Inflow=0.01 cfs 0.004 af
Outflow=O.OO cfs 0.004 af
Total Runoff Area = 2.865 ac Runoff Volume = 0.061 af Average Runoff Depth = 0.26"
C1237017 PROP 111705
- -
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sIn 000822 @ 2005 HydroCAD Software Solutions LLC
Type /I 24-hr 2- YR Rainfal/=2.80"
Page 2
11/21/2005
Runoff
Subcatchment 1 S: SITE TO DRY POND
=
0.72 cfs @ 12.05 hrs, Volume=
0.053 af, Depth= 0.38"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2- YR Rainfall=2.80"
Area (ac)
0.058
0.706
0.900
1.664
Tc Length
(min) (feet)
10.0
Runoff
CN Description
98 BIT DRIVE
85 GRAVEL PAD (LOOSE)
45 GRASS; HSG A
64 Weighted Average
Slope Velocity Capacity Description
(ft/ft) (fUsee) (cfs)
Direct Entry,
Subcatchment 2aS: DIRECT TO SOUTHWEST
=
0.04 cfs @ 12.06 hrs, Volume=
0.003 af, Depth= 0.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-YR Rainfall=2.80"
Area (ac)
0.036
0.006
0.090
0.132
T c Length
(min) (feet)
10.0
Runoff
CN Description
98 BIT DRIVE
85 GRAVEL EDGE
45 GRASS; HSG A
61 Weighted Average
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry,
Subcatchment 2S: TO OFFSITE SOUTHWEST
=
0.01 cfs @ 12.52 hrs, Volume=
0.004 af, Depth= 0.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-YR Rainfall=2.80"
Area (ac)
0.072
0.009
0.492
0.573
CN Description
98 BIT DRIVE
85 GRAVEL EDGE
45 GRASS; HSG A
52 Weighted Average
C1237017 PROP 111705
- -
Prepared by Bolton & Menk, Inc
HydroCAD@7.10 sin 000822 @2005 HydroCAD Software Solutions LLC
T c Length
(min) (feet)
10.0
Runoff
Type /I 24-hr 2- YR Rainfal/=2.80"
Page 3
11/21/2005
Slope Velocity Capacity Description
(Nfl) (Nsec) (cfs)
Direct Entry,
Subcatchment 3S: DIRECT TO NORTH
=
0.00 cfs @ 24.01 hrs, Volume=
0.000 af, Depth= 0.01"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-YR Rainfall=2.80"
Area (a c)
0.496
Tc Length
(min) (feet)
6.0
Inflow Area =
Inflow =
Outflow =
CN Description
45 GRASS, HSG A
Slope Velocity Capacity Description
(Nfl) (Nsec) (cfs)
Direct Entry,
Reach 1 R: TOTAL OFFSITE DISCHARGE, SOUTHWEST
2.369 ac, Inflow Depth> 0.04" for 2-YR event
0.04 cfs @ 12.06 hrs, Volume= 0.007 af
0.04 cfs @ 12.06 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Inflow Area =
Inflow =
Outflow =
Reach 4R: OFFSITE TO NORTH
0.496 ac, Inflow Depth = 0.01" for 2-YR event
0.00 cfs @ 24.01 hrs, Volume= 0.000 af
0.00 cfs @ 24.01 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Inflow Area =
Inflow =
Outflow =
Primary =
Pond 1 P: PROPOSED INFILTRATION BASIN
1.664 ac, Inflow Depth = 0.38"
0.72 cfs @ 12.05 hrs, Volume=
0.00 cfs @ 0.00 hrs, Volume=
0.00 cfs @ 0.00 hrs, Volume=
for 2- YR event
0.053 af
0.000 af, Atten= 100%, Lag= 0.0 min
0.000 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 754.36' @ 24.57 hrs Surf.Area= 6,139 sf Storage= 2,321 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume
#1
Invert
754.00'
Avail.Stora~e Stora~e Description
28,492 cf Custom Stage Data (Prismatic) Listed below
C1237017 _PROP _111705
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sin 000822 @ 2005 HydroCAD Software Solutions LLC
Type /I 24-hr 2- YR Rainfal/=2.80"
Page 4
11/21/2005
Elevation
(feet)
754.00
755.00
756.00
757.00
Device
#1
Routin~
Primary
Surf.Area
(sq-ft)
5,236
7,765
10,609
15,000
Inc.Store
( cubic-feet)
o
6,501
9,187
12,805
Cum.Store
(cubic-feet)
o
6,501
15,688
28,492
Invert Outlet Devices
756.20' 6.0' long x 20.0' breadth Broad-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
Primary OutFlow Max=O.OO cfs @ 0.00 hrs HW=754.00' (Free Discharge)
"t-1=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
Inflow Area =
Inflow =
Outflow =
Primary =
Pond 2P: EAST OF 12" CULVERT
0.573 ac, Inflow Depth = 0.09"
0.01 cfs @ 12.52 hrs, Volume=
0.00 cfs @ 17.35 hrs, Volume=
0.00 cfs @ 17.35 hrs, Volume=
for 2- YR event
0.004 af
0.004 af, Atten= 35%, Lag= 290.0 min
0.004 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 955.24' @ 17.35 hrs Surf.Area= 1,209 sf Storage= 48 cf
Plug-Flow detention time= 231.7 min calculated for 0.004 af (99% of inflow)
Center-of-Mass del. time= 227.4 min (1,268.7 -1,041.3)
Volume
#1
Elevation
(feet)
955.20
956.00
957.00
Device
#1
Routin~
Primary
#2
Primary
Invert
955.20'
Avail.Stora~e Stora~e Description
9,729 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Surf.Area
(sq-ft)
1,000
4,810
10,000
Inc.Store
( cubic-feet)
o
2,324
7,405
Cum.Store
(cubic-feet)
o
2,324
9,729
Invert Outlet Devices
955.20' 12.0" x 30.0' long Culvert RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 955.10' S= 0.0033 'I' Cc= 0.900 n= 0.013
956.00' 10.0' long x 30.0' breadth Broad-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
Primary OutFlow Max=O.OO cfs @ 17.35 hrs HW=955.24' (Free Discharge)
t1=culvert (Barrel Controls 0.00 cfs @ 0.5 fps)
2=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
C1237017 PROP 111705
- -
Prepared by Bolton & Menk, Inc
HydroCAD@7.10 sIn 000822 @ 2005 HydroCAD Software Solutions LLC
Type 1/24-hr 10-YR Rainfal/=4.20"
Page 5
11/21/2005
Time span=O.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+ Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: SITE TO DRY POND Runoff Area=1.664 ac Runoff Depth=1.09"
Tc=10.0 min CN=64 Runoff=2.63 cfs 0.151 af
Subcatchment 2aS: DIRECT TO SOUTHWEST Runoff Area=0.132 ac Runoff Depth=0.92"
Tc=10.0 min CN=61 Runoff=0.17 cfs 0.010 af
Subcatchment 2S: TO OFFSITE SOUTHWEST Runoff Area=0.573 ac Runoff Depth=0.48"
Tc=10.0 min CN=52 Runoff=0.27 cfs 0.023 af
Subcatchment 3S: DIRECT TO NORTH Runoff Area=0.496 ac Runoff Depth=0.22"
Tc=6.0 min CN=45 Runoff=0.04 cfs 0.009 af
Reach 1R: TOTAL OFFSITE DISCHARGE, SOUTHWEST Inflow=0.18 cfs 0.033 af
Outflow=0.18 cfs 0.033 af
Reach 4R: OFFSITE TO NORTH Inflow=0.04 cfs 0.009 af
Outflow=0.04 cfs 0.009 af
Pond 1 P: PROPOSED INFILTRATION BASIN Peak Elev=755.01' Storage=6,565 cf Inflow=2.63 cfs 0.151 af
Outflow=O.OO cfs 0.000 af
Pond 2P: EAST OF 12" CULVERT
Peak Elev=955.35' Storage=202 cf Inflow=0.27 cfs 0.023 af
Outflow=0.06 cfs 0.023 af
Total Runoff Area = 2.865 ac Runoff Volume = 0.193 af Average Runoff Depth = 0.81"
C1237017 PROP 111705
- -
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sIn 000822 @ 2005 HydroCAD Software Solutions LLC
Type /I 24-hr 10- YR Rainfal/=4.20"
Page 6
11/21/2005
Runoff
Subcatchment 1 S: SITE TO DRY POND
=
2.63 cfs @ 12.03 hrs, Volume=
0.151 af, Depth= 1.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-YR Rainfall=4.20"
Area (ac)
0.058
.0.706
0.900
1.664
T c Length
(min) (feet)
10.0
Runoff
CN Description
98 BIT DRIVE
85 GRAVEL PAD (LOOSE)
45 GRASS; HSG A
64 Weighted Average
Slope Velocity Capacity Description
(fUft) (fUsee) (cfs)
Direct Entry,
Subcatchment 2aS: DIRECT TO SOUTHWEST
=
0.17 cfs @ 12.03 hrs, Volume=
0.010 af, Depth= 0.92"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10- YR Rainfall=4.20"
Area (ac)
0.036
0.006
0.090
0.132
Tc Length
(min) (feet)
10.0
Runoff =
CN Description
98 BIT DRIVE
85 GRAVEL EDGE
45 GRASS; HSG A
61 Weighted Average
Slope Velocity Capacity Description
(ftIft) (fUsee) (cfs)
Direct Entry,
Subcatchment 2S: TO OFFSITE SOUTHWEST
0.27 cfs @ 12.05 hrs, Volume=
0.023 af, Depth= 0.48"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10- YR Rainfall=4.20"
Area (ac)
0.072
0.009
0.492
0.573
CN Description
98 BIT DRIVE
85 GRAVEL EDGE
45 GRASS; HSG A
52 Weighted Average
C1237017 _PROP _111705
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sIn 000822 @2005 HydroCAD Software Solutions LLC
T c Length
(min) (feet)
10.0
Runoff
Type 1/24-hr 10-YR Rainfalf=4.20"
Page 7
11/21/2005
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry,
Subcatchment 3S: DIRECT TO NORTH
=
0.04 cfs @ 12.04 hrs, Volume=
0.009 af, Depth= 0.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10- YR Rainfall=4.20"
Area (ac)
0.496
Tc Length
(min) (feet)
6.0
Inflow Area =
Inflow =
Outflow =
CN Description
45 GRASS, HSG A
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry,
Reach 1 R: TOTAL OFFSITE DISCHARGE, SOUTHWEST
2.369 ac, Inflow Depth> 0.17" for 10- YR event
0.18 cfs @ 12.04 hrs, Volume= 0.033 af
0.18 cfs @ 12.04 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Inflow Area =
Inflow =
Outflow =
Reach 4R: OFFSITE TO NORTH
0.496 ac, Inflow Depth = 0.22" for 10-YR event
0.04 cfs @ 12.04 hrs, Volume= 0.009 af
0.04 cfs @ 12.04 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Inflow Area =
Inflow =
Outflow =
Primary =
Pond 1 P: PROPOSED INFILTRATION BASIN
1.664 ac, Inflow Depth = 1.09"
2.63 cfs @ 12.03 hrs, Volume=
0.00 cfs @ 0.00 hrs, Volume=
0.00 cfs @ 0.00 hrs, Volume=
for 10- YR event
0.151 af
0.000 af, Atten= 100%, Lag= 0.0 min
0.000 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 755.01' @ 24.57 hrs Surf.Area= 7,785 sf Storage= 6,565 cf
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume
#1
Invert
754.00'
Avail.Stora~e Stora~e Description
28,492 cf Custom Stage Data (Prismatic) Listed below
C1237017 _PROP _111705
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sIn 000822 @ 2005 HydroCAD Software Solutions LLC
Type /I 24-hr 10- YR Rainfal/=4.20"
Page 8
11/21/2005
Elevation
(feet)
754.00
755.00
756.00
757.00
Device
#1
RoutinQ
Primary
Surf.Area
(sq-ft)
5,236
7,765
10,609
15,000
Inc.Store
( cubic-feet)
o
6,501
9,187
12,805
Cum. Store
( cubic-feet)
o
6,501
15,688
28,492
Invert Outlet Devices
756.20' 6.0' long x 20.0' breadth Broad-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
Primary OutFlow Max=O.OO cfs @ 0.00 hrs HW=754.00' (Free Discharge)
"L.1=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
Inflow Area =
Inflow =
Outflow =
Primary =
Pond 2P: EAST OF 12" CULVERT
0.573 ac, Inflow Depth = 0.48"
0.27 cfs @ 12.05 hrs, Volume=
0.06 cfs @ 12.56 hrs, Volume=
0.06 cfs @ 12.56 hrs, Volume=
for 10- YR event
0.023 af
0.023 af, Atten= 79%, Lag= 30.2 min
0.023 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 955.35' @ 12.56 hrs Surf.Area= 1,710 sf Storage= 202 cf
Plug-Flow detention time= 98.3 min calculated for 0.023 af (100% of inflow)
Center-of-Mass del. time= 97.3 min ( 1,028.6 - 931.3 )
Volume
#1
Elevation
(feet)
955.20
956.00
957.00
Device
#1
#2
RoutinQ
Primary
Primary
Invert
955.20'
Avail.StoraQe StoraQe Description
9,729 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Surf.Area
(sq-ft)
1,000
4,810
10,000
Inc.Store
( cubic-feet)
o
2,324
7,405
Cum.Store
(cubic-feet)
o
2,324
9,729
Invert Outlet Devices
955.20' 12.0" x 30.0' long Culvert RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 955.10' S= 0.0033 '/' Cc= 0.900 n= 0.013
956.00' 10.0' long x 30.0' breadth Broad-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
Primary OutFlow Max=0.06 cfs @ 12.56 hrs HW=955.35' (Free Discharge)
t1=culvert (Barrel Controls 0.06 cfs @ 1.2 fps)
2=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
C1237017 PROP 111705
- -
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sIn 000822 @ 2005 HydroCAD Software Solutions LLC
Type 1/24-hr 100-YR Rainfal/=6.00"
Page 9
11/21/2005
Time span=O.OO-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+ Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: SITE TO DRY POND Runoff Area=1.664 ac Runoff Depth=2.26"
Tc=10.0 min CN=64 Runoff=5.76 cfs 0.314 af
Subcatchment 2aS: DIRECT TO SOUTHWEST Runoff Area=0.132 ac Runoff Depth=2.01"
Tc=10.0 min CN=61 Runoff=0.40 cfs 0.022 af
Subcatchment 2S: TO OFFSITE SOUTHWEST Runoff Area=0.573 ac Runoff Depth=1.29"
Tc=10.0 min CN=52 Runoff=1.03 cfs 0.062 af
Subcatchment 3S: DIRECT TO NORTH Runoff Area=0.496 ac Runoff Depth=0.80"
Tc=6.0 min CN=45 Runoff=0.55 cfs 0.033 af
Reach 1R: TOTAL OFFSITE DISCHARGE, SOUTHWEST Inflow=0.58 cfs 0.084 af
Outflow=0.58 cfs 0.084 af
Reach 4R: OFFSITE TO NORTH Inflow=0.55 cfs 0.033 af
Outflow=0.55 cfs 0.033 af
Pond 1P: PROPOSED INFILTRATION BASI Peak Elev=755.78' Storage=13,672 cf Inflow=5.76 cfs 0.314 af
Outflow=O.OO cfs 0.000 af
Pond 2P: EAST OF 12" CULVERT
Peak Elev=955.55' Storage=640 cf Inflow=1.03 cfs 0.062 af
Outflow=0.33 cfs 0.061 af
. .
Total Runoff Area = 2.865 ac Runoff Volume = 0.431 af Average Runoff Depth = 1.80"
C1237017 PROP 111705
- -
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sIn 000822 @ 2005 HydroCAD Software Solutions LLC
Type 1/24-hr 100-YR Rainfal/=6.00"
Page 1 0
11/21/2005
Runoff =
Subcatchment 1 S: SITE TO DRY POND
5.76 cfs @ 12.02 hrs, Volume=
0.314 af, Depth= 2.26"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-YR Rainfall=6.00"
Area (ac)
0.058
0.706
0.900
1.664
T c Length
(min) (feet)
10.0
Runoff =
CN Description
98 BIT DRIVE
85 GRAVEL PAD (LOOSE)
45 GRASS; HSG A
64 Weighted Average
Slope Velocity Capacity Description
(ftIft) (fUse c) (cfs)
Di rect Entry,
Subcatchment 2aS: DIRECT TO SOUTHWEST
0.40 cfs @ 12.03 hrs, Volume=
0.022 af, Depth= 2.01"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-YR Rainfall=6.00"
Area (ac)
0.036
0.006
0.090
0.132
Tc Length
(min) (feet)
10.0
Runoff =
CN Description
98 BIT DRIVE
85 GRAVEL EDGE
45 GRASS; HSG A
61 Weighted Average
Slope Velocity Capacity Description
(fUft) (ftIsec) (cfs)
Direct Entry,
Subcatchment 2S: TO OFFSITE SOUTHWEST
1.03 cfs @ 12.03 hrs, Volume=
0.062 af, Depth= 1.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-YR Rainfall=6.00"
Area (ac)
0.072
0.009
0.492
0.573
CN Description
98 BIT DRIVE
85 GRAVEL EDGE
45 GRASS; HSG A
52 Weighted Average
C1237017 PROP 111705
- -
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sIn 000822 @ 2005 HydroCAD Software Solutions LLC
T c Length
(min) (feet)
10.0
Runoff
Type II 24-hr 100-YR Rainfal/=6.00"
Page 11
11/2112005
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry,
Subcatchment 3S: DIRECT TO NORTH
=
0.55 cfs @ 12.00 hrs, Volume=
0.033 af, Depth= 0.80"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-YR Rainfall=6.00"
Area (a c)
0.496
T c Length
(min) (feet)
6.0
Inflow Area =
Inflow =
Outflow =
CN Description
45 GRASS, HSG A
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry,
Reach 1 R: TOTAL OFFSITE DISCHARGE, SOUTHWEST
2.369 ac, Inflow Depth> 0.42" for 100-YR event
0.58 cfs @ 12.06 hrs, Volume= 0.084 af
0.58 cfs @ 12.06 hrs, Volume= 0.084 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Inflow Area =
Inflow =
Outflow =
Reach 4R: OFFSITE TO NORTH
0.496 ac, Inflow Depth = 0.80" for 100-YR event
0.55 cfs @ 12.00 hrs, Volume= 0.033 af
0.55cfs @ 12.00 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Inflow Area =
Inflow =
Outflow =
Primary =
Pond 1P: PROPOSED INFilTRATION BASIN
1.664 ac, Inflow Depth = 2.26"
5.76 cfs @ 12.02 hrs, Volume=
0.00 cfs @ 0.00 hrs, Volume=
0.00 cfs @ 0.00 hrs, Volume=
for 100- YR event
0.314 af
0.000 af, Atten= 100%, Lag= 0.0 min
0.000 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 755.78' @ 24.57 hrs Surf.Area= 9,985 sf Storage= 13,672 cf
Plug~Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume
#1
Invert
754.00'
Avail.Stora~e Storage Description
28,492 cf Custom Stage Data (Prismatic) Listed below
C1237017 PROP 111705
- -
Prepared by Bolton & Menk, Inc
HydroCAD@ 7.10 sIn 000822 @ 2005 HydroCAD Software Solutions LLC
Type /I 24-hr 100- YR Rainfal/=6.00"
Page 12
11/21/2005
Elevation
(feet)
754.00
755.00
756.00
757.00
Device
#1
Routin~
Primary
Surf.Area
(sq-ft)
5,236
7,765
10,609
15,000
. Inc. Store
( cubic-feet)
o
6,501
9,187
12,805
Cum. Store
(cubic-feet)
o
6,501
15,688
28,492
Invert Outlet Devices
756.20' 6.0' long x 20.0' breadth Broad-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
Primary OutFlow Max=O.OO cfs @ 0.00 hrs HW=754.00' (Free Discharge)
L1=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
Inflow Area =
Inflow =
Outflow =
Primary =
Pond 2P: EAST OF 12" CULVERT
0.573 ac, Inflow Depth = 1.29"
1.03 cfs @ 12.03 hrs, Volume=
0.33 cfs @ 12.22 hrs, Volume=
0.33 cfs @ 12.22 hrs, Volume=
for 100- YR event
0.062 af
0.061 af, Atten= 68%, Lag= 11.0 min
0.061 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 955.55' @ 12.22 hrs Surf.Area= 2,665 sf Storage= 640 cf
Plug-Flow detention time= 60.4 min calculated for 0.061 af (100% of inflow)
Center-of-Mass del. time= 59.9 min ( 947.9 - 888.0 )
Volume
#1
Elevation
(feet)
955.20
956.00
957.00
Device
#1
#2
Routin~
Primary
Primary
Invert
955.20'
Avail.Stora~e Stora~e Description
9,729 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Surf.Area
(sq-ft)
1,000
4,810
10,000
Inc. Store
(cubic-feet)
o
2,324
7,405
Cum.Store
(cubic-feet)
o
2,324
9,729
I nvert Outlet Devices
955.20' 12.0" x 30.0' long Culvert RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 955.10' S= 0.0033 'I' Cc= 0.900 n= 0.013
956.00' 10.0' long x 30.0' breadth Broad-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
Primary OutFlow Max=0.33 cfs @ 12.22 hrs HW=955.55' (Free Discharge)
t1=culvert (Barrel Controls 0.33 cfs @ 2.0 fps)
2=Broad-Crested Rectangular Weir (Controls 0.00 cfs)