20100617 Ver 1_More Info Received_20101029

ti\
T
2oo South Tryon Street, Suite 1400 Charlotte, NC 28202 Charlotte
p704 376 1555 r., 704 376 7851 www.coleje neststone. con) Raleigh
Wilmington
10-0LO1-1
TRANSMITTAL
ColeJenest
Stone
Shaping the Environment
Realizing the Possibilities
Land Planning
Landscape Architecture
Civil Engineering
Urban Design
Date: October 28, 2010
Reference: 50243.02 - Walgreens - Denver, NC - Construction Drawings
Attention: Mr. Alan Johnson
Company: North Carolina Department of Environment and [phone]
Natural Resources
Division of Water Quality
610 East Center Avenue
Mooresville, North Carolina 28115
We Are
Transmitting:
Transmitted
Via:
Remarks
OCT 2' 9 201.0 Lj)
DENR - WATER QUALITY
WETLANDSANDSTORVIX,ERBRPJ4CH By:
cc:
® Herewith ? Under Separate Cover
Copies Dated Description
2 sets 10/28/10 Construction Documents - 24" x 36"
See Attached Sheet List
2 10/28/10 Calculation Package
2 10/28/10 Sand Filter Su lement

? Mail ® Overnight ? Courier U Hana venvery U rtcK-up
® For Approval ? For Your Use ? As Requested ? For Review
The attached Stormwater Permit Application Package is being submitted
on behalf of Morgan Property Group. The plans and calculations have
been revised in response to comments received from Mr. Joseph
Gyamfi, dated October 14, 2010. The signed Operation and
Maintenance Agreement will be submitted separately.
Please contact us with any questions or comments.
(J/7 f
?? V l
JZ,
R. Todd Fisher, PE
Senior Project Manager
sm?
W. Joseph Gyaimfi - NCDENR w/attachments
Mr. Trey Morgan - MPG
Mr. Michael S. Cole, Sr., RLA, LEED AP - CJS
Nnasrdulprojects\SDSKPROJ1502431 Correspondences120101Trans11028t Johnson, A., SW Permit App Pkg.doc
200 South Tryon Street, Suite 1400 Charlotte, NC 28202
P+7043761555 f+7043767851 url+www.colejeneststone.com
Charlotte
Raleigh
Wilmington
Coleja7mt 50243.02 - Walgreens - Denver, NC - Construction Drawings
& Stme Sheet List
October 28, 2010
Shaping the Environment
Realizing the Possibilities
Sheet Title
CV1.0 Existing Conditions
CV2.0 Staking and Materials Plan
CV2.1 Staking and Materials Plan
CV3.0 Stage 1 Erosion Control Plan
CV3.1 Stage 2 Erosion Control Plan
CV4.0 Grading and Drainage Plan
CV4.1 Grading and Drainage Plan
CV5.0 Water Distribution and Sanitary Sewer Plan
Land Planning CV6.0 Planting Plan
Landscape Architecture CV6.1 Planting Plan
Civil Engineering CV6.2 Buffer Tree Inventory
+ CV6.3 Buffer Enhancement Plan
Urban Design
CV7.0 Site Details
CV7.1 Site Details
CV7.2 Site Details
CV7.3 Site Details
CV7.4 Site Details
Engineering Services provided in Charlotte and Raleigh.
\\nasrdu\projects\SDSKPROJ\50243LCorrespondences\2010\Misc\1028 Sheet list.docx
Permit Number: I D- 0 LP 1 1
(to be provided by DWQ)
Drainage Area Number:
Sand Filter Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the sand filter.
- The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds
six inches.
- Once a year, sand media will be skimmed.
- The sand filter media will be replaced whenever it fails to function properly after maintenance.
The sand filter will be inspected quarterly and within 24 hours after every storm event greater than
1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in
a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
BMP element: Potential problem: How I will remediate the problem:
Entire BMP Trash/debris is resent. Remove the t rash/debris.
Adjacent pavement (if Sediment is present on the Sweep or vacuum the sediment as soon as
applicable) pavement surface. possible.
Perimeter of sand filter Areas of bare soil and/or erosive Regrade the soil if necessary to remove the
gullies have formed. gully, and then plant a ground cover and
water until it is established. Provide lime
and a one-time fertilizer application.
Vegetation is too short or too long. Maintain vegetation at an appropriate
height.
Flow diversion structure The structure is clogged. Unclog the conveyance and dispose of any
sediment offsite.
The structure is damaged. Make any necessary repairs or replace if
damage is too large for repair.
Forebay or pretreatment area Sediment has accumulated to a Search for the source of the sediment and
depth of greater than six inches. remedy the problem if possible. Remove
the sediment and stabilize or dispose of it
in a location where it will not cause
im acts to streams or the BMP.
Erosion has occurred. Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
problems.
11_Y -? V Weeds are present. Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than spraying.

1>1
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 1 of 3
BMP element: Potential robleur How I will remediate the problem:
Filter bed and underdrain Water is ponding on the surface for Check to see if the collector system is
collection system more than 24 hours after a storm. clogged and flush if necessary. If water
still ponds, remove the top few inches of
filter bed media and replace. If water still
onds, then consult an expert.
Outlet device Clogging has occurred. Clean out the outlet device. Dispose of the
sediment offsite.
The outlet device is damaged Re air or replace the outlet device.
Receiving water Erosion or other signs of damage Contact the NC Division of Water Quality
have occurred at the outlet. 401 Oversight Unit at 919-733-1786.
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 2 of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name: Walareens - Store No. 13036
BMP drainage area number: 1.99 acres
Print name: Trey Morgan, A4"`'S?`r ?cL
I?eivcr . to } y U C- v l J
Tit1e:?C?t ^+ 4r
Address: 13024 Ballan ne Corporate Place, Suite 250
Date: /(->/.). Z / 10
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
I, o J kAt"--, , a Notary Public for the State of
County off(. VO,??r , do hereby certify that ?day personally appeared before me this of
(7 , and acknowledge the due execution of the forgoing sand filter
maintenance requirements. Witness my hand and official seal,
L nne C TakaC
Notary Public
Mecklenburg Coon
North Caro I
M Commission Fac __s_ 71 2013
SEAL
My commission expires 7 - f 3 - /?
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 3 of 3
Permit Number:
(to be provided by DWQ)
1 O _ O ' o??F W ATF9pG
M-MLI
NCDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section 111) and the I&M Agreement (Section IV)
Project name Walgreen's - Store No. 13036
Contact name R. Todd Fisher, PE
Phone number [phone]
Date
Drainage area number
Site Characteristics
Drainage area (AD) 86,684.00 ftz OK
Impervious area 69,347.00 ftz
% Impervious (IA) 80.0% %
Design rainfall depth (RD) 1.00 in
Peak Flow Calculations
1-yr, 24-hr runoff depth in
1-yr, 24-hr intensity in/hr
Pre-development 1-yr, 24-hr runoff ft3/sec
Post-development 1-yr, 24-hr runoff ft3/sec
Pre/Post 1-yr, 24-hr peak control ft3/sec
Storage Volume
Design volume (WQV) 5,674.00 ft3
Adjusted water quality volume (WQVAdi) 4,255.50 ft3 OK
Volume contained in the sedimentation basin and on top of the sand filter 4,480.00
Top of sand filter/grate elevation 36.25 ft amsl
Weir elevation (between chambers) 34 ft amsl
Maximum head on the sedimentation basin and sand filter (hMa,F;,ter) 4.00 ft OK
Average head on the sedimentation basin and sand filter (hA) 2.00 ft OK
Runoff Coefficient (Rv) 0.77 (unitless)
Type of Sand Filter
Open sand filter? N Y or N
SHWT elevation ft amsl
Bottom of the sand filter elevation ft amsl
Clearance (dsHwr)
Closed/pre-cast sand filter? Y Y or N
SHWT elevation 25.00 ft amsl
Bottom of the sand filter elevation 27.50 It amsl
Clearance (dSHWT) 2.50
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground 5.50 ft
structure (dspace)
% ?'X -,
?dLo
orT 9'9 2U,o 9
qiYgNp,SA,oW0,V 1i N
Form SW401-Sand Filter-Rev. 5 2009Sept17 Parts I and II. Project Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (As) 560.00 ft2 OK. Meets minimum, but may need to be increased to
Sedimentation basin/chamber depth 8.00 ft
Sand Filter
Surface area of sand filter (AF) 560.00 ft2 Increase surface area.This will also increase the
Top of sand media filter bed elevation 30.00 ft amsl
Bottom of sand media filter bed/drain elevation 28.50 ft amsl
Depth of the sand media filter bed (dF) 1.50 ft
Coefficient of permeability for the sand filter (k) 3.50 (ft/day)
Outlet diameter 24.00 in
Outlet discharge/flowrate 12.14 ft3/sec
Time to drain the sand filter (t) 27.00 hours OK. Submit drainage calculations.
Time to drain the sand filter (t) 1.13 days
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow-splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay (Wsed)?
What is the depth of sand over the outlet pipe (dpipe)?
Y or N OK
Yor N OK
Yor N
ft
Yor N
Yor N OK
Yor N
Yor N
Y or N OK
ft OK
ft OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 2 of 2
Charlotte
Raleigh
Wilmington
I O- C) Lo 1 1
& 'e
Land Planning
Landscape Architecture
Civil Engineering
Urban Design
200 South Tryon Street, Suite 1400
Charlotte, North Carolina 28202
p+ 704 376 1555 f+ 704 376 7851
WALGREENS - STORE NO. 13036
CJS # 50243
CALCULATIONS FOR:
EROSION CONTROL
STORM DRAINAGE ANALYSIS
TORMWA T N o T' ? 1
S ER (WATER QUALITY)
DATE: 10.28.10
REV.
??••q?10 CA
OF 0
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SEAL C-
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4
CJS Project No. 50243
Issued: 07/20/10
Page 1 of 1
PROJECT NARRATIVE
Walgreens - Denver
Lincoln County, North Carolina
PROJECT DESCRIPTION
The proposed project consists of a Walgreens store to be constructed within a 2.44-acre parcel at
the intersection of NC Highway 16 and NC Highway 73 in Lincoln County, North Carolina. The
project will access both NC 16 and NC 73 via right-in/right-out driveways and will have an
interparcel connection to a proposed full-movement driveway at NC 73 in conjunction with future
developments to the west.
The project lies outside of the Lake Norman/Catawba River watershed protection area and is not
located within an NPDES Phase II community. Therefore, the project is not subject to
stormwater management requirements under these programs.
DRAINAGE DESIGN
The property is traversed by an unnamed tributary to Forney Creek. The tributary is collected in
an existing 60-inch culvert at the southeast corner of the property which carries the flow under
Highway 73 (Culvert B). Under the proposed project, a portion of the existing onsite channel will
be placed within a second culvert (Culvert A) to accommodate the proposed driveway connection
to NC 16. Impacts to the existing channel are to be limited to 145 LF in accordance with
Nationwide 39 General Permit Authorization No. SAW-2010-00882 issued by the U.S.A.C.O.E.
Wilmington District-Asheville Field Office, July 9, 2010.
The proposed Culvert A has been sized to pass the peak flow from the 25-year storm based on
ultimate development conditions within the watershed under current zoning. However, drainage
calculations indicate that the existing Highway 73 culvert is undersized relative to ultimate
development peak flows within the watershed. Accordingly, unless the capacity of the existing
Culvert B is increased, significant backwater at the inlet to the culvert is anticipated which will
impact the performance of the proposed driveway Culvert A.
In accordance with Condition No. 4 of General Water Quality Certification No. 3631 which
accompanies the NWP 39 authorization, the NCDENR Division of Water Quality requires that
the project include stormwater best management practices to control and treat site runoff.
Accordingly, the project stormwater management plan includes a below grade sand filter to
capture and treat the runoff from proposed building and parking areas.
STREAM BUFFER
Under the Lincoln County Streamside Buffer regulations, a 50-foot buffer will be established and
maintained along the tributary channel at the Highway 16 frontage. In accordance with the
variance approved on May 24, 2010, to allow the driveway and outfall channel encroachment into
the buffer zone, the remaining undisturbed buffer area will be enhanced via supplemental planting
per the Buffer Enhancement Plan.
EROSION CONTROL
SEDIMENT TRAP CALCULATIONS
WALGREENS - STORE NO. 13036
CJS PROJECT NO.: 50243
TE: 10.28.10 BY: DJM
VISED: RVW: RTF
© Charlotte
Raleigh
ColeJenest Wilmington
& Stone
Land Planning + Landscape Architecture + Civil Engineering + Urban Design
TEMPORARY SEDIMENT TRAP #1 NCDENR? 1 4 IF Yes, Type: 1
DRAINAGE AREAS/REQ'D STORAGE DESIGN CRITERIA
Total drainage area (TDA) 2.2 ac Proposed sediment depth 2 ft
Disturbed area(DA) 2.2 ac Bottom elevation of basin 728 ms/
Required sediment storage 3600xDA 7920 cf Depth of flow over spillway 1.0 ft
BASIN CONFIGURATION
Bottom elevation 728 msl
Sediment Storage elevation 730 msl
S illwa crest 731 msl
To of Berm 731.5 msl
ESTIMATED BASIN SIZE (RECTANGULAR)
Length(ft) Width(ft)
Bottom 85 41
To 99 55
BASIN EFFICIENCY
Sediment storage required: 7920 cf
Sediment storage provided: 8009 OKAY
Surface area required. 4036.8
Surface area provided. 4589 OKAY
PLANNED BASIN SIZE
(REFER TO EROSION CONTROL PLAN
Elev. Area (SF) Cumulative Volume (CF)
728 3433 0
729 3998 3716
730 4589 8009
731 5204 12906
732 5844 18430
X 0 0
X 0 0
X 0 0
X 0 0
X 0 0
X 0 0
SPILLWAY DESIGN
DESIGN FLOW (Q=CIA SPILLWAY SIZE
Composite soil coefficient 'C'= 0.6 Spillway design: (L=Q1(C*h"1.5)); C= 3.0
Area 'A'= 2.2 ac h= 1.00
10 yr. storm rainfall intensity, 7'= 7.03 in/hr Spillway length @ flow depth 10
Computed flow from site, 'Q'= 9.28 cfs
Page 3 of 6
SEDIMENT TRAP CALCULATIONS
WALGREENS - STORE NO. 13036
CJS PROJECT NO.: 50243
DATE: 10.28.10 BY: DJM
REVISED: RM RTF
© Charlotte
Raleigh
ColeJenest Wilmington
& Stone
Land Planning + Landscape Architecture + Civil Engineering + Urban Design
TEMPORARY SEDIMENT TRAP #2 NCDENR? 1 4 IF Yes, Type: 1
DRAINAGE AREAS/REQ'D STORAGE DESIGN CRITERIA
Total drainage area (TDA) 0.8 ac Proposed sediment depth 2 ft
Disturbed area(DA) 0.8 ac Bottom elevation of basin 743 msl
Required sediment stora a 3600xDA 2772 cf Depth of flow over spillway 1.0 ft
BASIN CONFIGURATION
Bottom elevation 743 msl
Sediment Storage elevation 745 msl
S illwa crest 745 msl
To of Berm 746.5 msl
ESTIMATED BASIN SIZE (RECTANGULAR)
Length(ft) Width(ft)
Bottom 49 23
To 63 37
BASIN EFFICIENCY
Sediment storage required. 2772 cf
Sediment storage provided: 2813.5 OKAY
Surface area required: 1413.75
Surface area provided: 1850 OKAY
PLANNED BASIN SIZE
REFER TO EROSION CONTROL PLAN
Elev. Area (SF) Cumulative Volume (CF)
743 991 0
744 1393 1192
745 1850 2814
746 2364 4921
X 0 0
X 0 0
X 0 0
X 0 0
X 0 0
X 0 0
X 0 0
SPILLWAY DESIGN
DESIGN FLOW Q=CIA) SPILLWAY SIZE
Composite soil coefficient 'C' = 0.6 Spillway design: (L=Q1(C*h"1.5)); C= 3.0
Area 'A'= 0.77 ac h= 1.00
10 yr. storm rainfall intensity, 7.03 in/hr Spillway length @ flow depth 10
Computed flow from site, 'Q'= 3.25 cfs 11
Page 4 of 6
RIPRAP APRON DESIGN
WALGREENS - STORE NO. 13036
CJS PROJECT NO.: 50243
DATE: 07.20.10 BY: DJM
Charlotte
Raleigh
+ColeJenest Wilmington
& Stone
EVISED: RVW: RTF 11 Land Planning + Landscape Architecture + Civil Engineering + Urban Design
FES # DIA
(ft) SLOPE
(ft/ft) n V
(ft/s) Q
(cfs) RIP RAP
CLASS LENGTH
(ft) WIDTH
(ft) DEPTH
(In)
FES-A1 2 0.005 0.013 5.09 12.14 B 16 22 24
STORM DRAINAGE ANALYSIS
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Ditch A
Worksheet for Triangular Channel
Project Description
Project File p:lsdskproj1502431engineeringlcalculations150243 di.fm2
Worksheet Ditch A
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.054
Channel Slope 0.035000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.81 cis
Results
Depth 0.47 ft
Flow Area 0.44 ft2
Wetted Perimeter 2.11 ft
Top Width 1.89 ft
Critical Depth 0.40 ft
Critical Slope 0.084333 ft/ft
Velocity 1.82 ft/s
Velocity Head 0.05 ft
Specific Energy 0.52 ft
Froude Number 0.66
Flow is subcritical.
)7/20/10 FlowMaster v5.13
)2:54:51 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Ditch B
Worksheet for Trapezoidal Channel
Project Description
Project File p:\sdskprojk50243kengineering\calculations\50243 d1.fm2
Worksheet Ditch B
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.032
Channel Slope 0.010000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 2.00 ft
Discharge 12.10 cfs
Results
Depth 0.86 ft
Flow Area 3.97 ft2
Wetted Perimeter 7.47 ft
Top Width 7.19 ft
Critical Depth 0.73 ft
Critical Slope 0.019995 ft/ft
Velocity 3.05 ft/s
Velocity Head 0.14 ft
Specific Energy 1.01 ft
Froude Number 0.72
Flow is subcritical.
7/20/10 FlowMaster v5.13
2:42:07 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
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WATER QUALITY
NCDENR Sand Filter Calculation
Charlotte
WALGREENS - STORE NO. 13036 Raleigh
+C01eJenest Wilmington
CJS PROJECT NO.: 50243 & Stone
DATE: 10.28.10 BY: DJM
REVISED: RVW: RTF Land Planning + Landscape Architecture + Civil Engineering + Urban Design
*Note: The Water Quality Protection Volume (WQv) is the runoff volume
required when designing a BMP to treat the runoff from a 1-inch rainfall event.
Rv = 0.05 + 0.009( 1 )
Rv = Volumetric Runoff Coefficient (Runoff/Rainfall) - unitless
I = % Impervious
WQv = (1.0*Rv*A)112
WQv = Water Quality Volume based on the 1-inch, 6-hour storm event (Ac. Ft.)
WQv (Adj) = Adjusted Water Quality Volume = 0.75*WQv
A = Total Drainage Area (ac)
("Simple Method" - Schueler, 1987)
..I.. = 80 Percent Impervious
1.99 Acres
Rv = 0.77
Answer:
WQv = 0.128 Ac. Ft.
5562 Cubic Feet Required
WQv (Adj) = 4172 Cubic Feet
IIMAXIMUM HEAD CALCULATIONS FOR FILTER
hmaxfilter = WQv (Adj) I [As + Af], 2'- 6'
IISURFACE AREA CALCULATIONS
As = Sedimentation Basin Surface Area = [240*Rv*Ad]*Rd
Af = Filter Bed Surface Area = (WQv)(df)/[(k)(hf+df)(tf)]
As (min.) = 368 Sq. Ft.
As (actual) = 560 Sq. Ft.
Coefficient of permeability, k = 3.5 ft/day
Height of water (ha) must be max 3:1 side slope and max 12" depth, average head
Drain time (to must be within 40 hours (1.66 days)
Filter bed depth (do must be 1.5ft minimum
Fill in Values:
k = 3.5 ft./day
df = 2 feet
ha = 2 feet
tf = 1.66 days
Answer:
Af (min.) = 479 Square Feet Required
For Sand Filter Bed
Af (actual) = 560
Check [As + Af] * hma tfilter >= WQv (Adj):
[As + Af] * hmaxfilter = 4480 OK
WQv (Adj) = 4172
Check actual drain down time:
tf = total storage volume / [Af * k *(ha+df)/df)]
tf = [(As + Af)*hmaxfilter] 1 [Af * k *(ha+df)ldf)] = 1.14 days
27 hours OK
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... P:\SDSKPROJ\50243\Engineering\PondPack\50243 - Det Pond.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Denver, NC
Total
Depth Rainfall
Return Event
- in Type RNF ID
------
-------
----
1 ------
2.7600 ----------------
Synthetic Curve ----------
TypeII 24hr
2 3.3400 Synthetic Curve TypeII 24hr
10 4.8700 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event ac-ft Trun
------
-----------------
POST-DEV ----
AREA ------
1 ---- --
.336
POST-DEV AREA 2 .428
POST-DEV AREA 10 .675
POST-DEV PONDIN POND 1 .336
POST-DEV PONDIN POND 2 .428
POST-DEV PONDIN POND 10 .675
POST-DEV PONDOUT POND 1 .336
POST-DEV PONDOUT POND 2 .428
POST-DEV PONDOUT POND 10 .675
*PR-OUTFALL JCT 1 .336
*PR-OUTFALL JCT 2 .428
*PR-OUTFALL JCT 10 .675
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft ac-ft
-----------
---------
11.9200 --------
6.16 -------- -
11.9200 7.75
11.9200 11.90
11.9200 6.16
11.9200 7.75
11.9200 11.90
11.9400 5.77 734.37 .112
11.9400 7.60 734.44 .114
11.9200 11.76 734.60 .118
11.9400 5.77
11.9400 7.60
11.9200 11.76
SIN:
Bentley PondPack (10.01.04.00)
Bentley Systems, Inc.
8:01 AM 10/28/2010
CULVERT ANALYSIS
Culvert Designer/Analyzer Report
Culvert A
Analysis Component
Storm Event Design Discharge 141.00 cfs
Peak Discharge Method: User-Specified
Design Discharge 141.00 cfs Check Discharge 173.00 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 733.84 ft
Name Description Discharge HW Elev. Velocity
Culvert-1 1-72 inch Circular 141.00 cfs 734.49 ft 4.99 ft/s
Weir Not Considered N/A N/A N/A
Title: 50243 - Walgreens Denver Project Engineer: RTF
p:\...\50243\engineering\calculations\50243.cvm CJS Charlotte CulvertMaster v3.1 [03.01.009.00]
10/28/10 01:32:31 100entley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2
Culvert Designer/Analyzer Report
Culvert A
Component: Culvert-1
Culvert Summary
Computed Headwater Elevi
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth/Height 734.49 ft
733.84 ft
734.49 ft
1.25 Discharge
Tailwater Elevation
Control Type 141.00 cfs
733.84 ft
Outlet Control

Grades
Upstream Invert
Length 727.00 ft
60.00 ft Downstream Invert
Constructed Slope 724.00 ft
0.050000 ft/ft

Hydraulic Profile
Profile PressureProfile
Slope Type N/A
Flow Regime N/A
Velocity Downstream 4.99 ft/s Depth, Downstream
Normal Depth
Critical Depth
Critical Slope 9.84 ft
1.56 ft
3.22 ft
0.003497 ft/ft

Section
Section Shape
Section Material
Section Size
Number Sections Circular
Concrete
72 inch
1 Mannings Coefficient
Span
Rise 0.013
6.00 ft
6.00 ft

Outlet Control Properties
Outlet Control HW Elev.
Ke 734.49 ft
0.50 Upstream Velocity Head
Entrance Loss 0.39 ft
0.19 ft

Inlet Control Properties
Inlet Control HW Elev. 733.84 ft
Inlet Type Square edge w/headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000 Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form N/A
28.3 ft2
1
1
1
Title: 50243 - Walgreens Denver Project Engineer: RTF
p:\...\50243\engineering\calculations\50243.cvm CJS Charlotte CulvertMaster v3.1 [03.01.009.00]
10/28110 01:32:31 IMBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 2
Culvert Designer/Analyzer Report
Culvert B
Analysis Component
Storm Event Design Discharge 263.00 cfs
Peak Discharge Method: User-Specified
Design Discharge 263.00 cfs Check Discharge 324.00 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation N/A ft
Name Description Discharge HW Elev. Velocity
Culvert-1 1-60 inch Circular 263.00 cfs 733.84 ft 19.43 ft/s
Weir Not Considered N/A N/A N/A
Title: 50243 - Walgreens Denver Project Engineer: RTF
p:\...\50243\engineering\calculations\50243.cvm CJS Charlotte CulvertMaster v3.1 [03.01.009.00]
10/28/10 01:33:05 lOOentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2
Culvert Designer/Analyzer Report
Culvert B
Component: Culvert-1
Culvert Summary
Computed Headwater Elev,
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth/Height 733.84 ft
733.84 ft
732.57 ft
2.08 Discharge
Tailwater Elevation
Control Type 263.00 cfs
N/A ft
Inlet Control

Grades
Upstream Invert
Length 723.42 ft
107.00 ft Downstream Invert
Constructed Slope 720.39 ft
0.028318 ft/ft

Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 19.43 ft/s Depth, Downstream
Normal Depth
Critical Depth
Critical Slope 3.26 ft
2.79 ft
4.50 ft
0.008978 ft/ft

Section
Section Shape
Section Material
Section Size
Number Sections Circular
Concrete
60 inch
1 Mannings Coefficient
Span
Rise 0.013
5.00 ft
5.00 ft

Outlet Control Properties
Outlet Control HW Elev.
Ke 732.57 ft
0.50 Upstream Velocity Head
Entrance Loss 3.10 ft
1.55 ft

Inlet Control Properties
Inlet Control HW Elev. 733.84 ft
Inlet Type Square edge w/headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000 Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form N/A
19.6 ft2
1
1
1

Title: 50243 - Walgreens Denver Project Engineer: RTF
p:\...\50243\engineering\calculations\50243.cvm CJS Charlotte CulvertMaster v3.1 [03.01.009.00]
10/28/10 01:33:05 IQBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 2
Walgreens penver

1
2C6 .1MTSK^st"W
S !'a Ld OD
11
?
PROJECT NO. 50243 BY. RTF f I fli/IOlte fVArth Cnr(I.ni11H11
ColeJenest Tel you. 376 1335
'a4 3,a '85
F
DATE: 07/20/10 T.M.: RTF
I r
"x
& Stone a
wwO.a,kknestst nc.caM
REVISED: P.M.: RTF RIPRAPAPRON DEStN

Tractive Force Procedure
Determine shear stress, T, at normal depth
T=yds
y = unit weight of water, 62.4 Ib/ft3
d = flow depth in feet = 4.67 ft (See attached FlowMaster calculation)
s = channel gradient in ft/ft = 0.015
T = (62.4 Ib/ft) x (4.67 ft) x 0.015
T = 4.37 Ib/ft2
Td = Permissible Unit Shear Stress
If Td > T, then the riprap is considered acceptable
Therefore, choose Td >T
Using Table 8.05g, Td of 5.0 Ib/ft2 corresponds with riprap size of 12"
Determine riprap size for side slopes
d5o (sides) = K,/K2 X dso (bottom)
K, = 0.98 (Table 8.05h)
B = width of channel bottom = 2.8 ft
d = flow depth = 4.67 ft
B/d = 2.8/4.67 = 0.6
z = side slope = 2.5
K2 = 0.84 (Table 8.05i)
Angle of repose = 41.5° (d50 = 12 inches, angular)
Side slope, z = 2.5
d5o(sides) = K, /K2 = 0.98/0.84 = 1.17'
Therefore, use d50 = 15" for side slopes
Thickness = 1.5 x largest rock in gradation
Page 1 of 1
Walgreens Denve r zeoso?=eT.yo?Sn1,.

PROJECT NO.. 50243

BY:

RTF
!.t a, ,A?i 1112!,rn?
ColeJenest

St
Cfa fottc.-Nortfi Groli,a 28202
C`"' "°°
Tef 704 376, 1555
485,
F
4p4
76

DATE: 712012010
T.M.:
RTF
one
1,i hllt .!<1,7 F
. 3
.
. .
???n??,to^?.mm
REVISED: P. M.: RTF CULVERT DESIGN
DRAINAGE AREAS:
(see attached drainage area map)
Basin A 64.7 acres 0.101094 s . miles
Basin B 59.6 acres 0.093125 s q. miles
SOIL TYPES:
(see attached soils map)
I
l Type
Ce Name
Cecil logic Soil Group
B
Gn Gaston C
Wn Winnsboro D
Zw Zion C
CURVE NUMBER:
Basin A
Zonin % Impervious Soil Group Area ac % CN Md. CN
_
Road ROW 90 C 3.03 0.05 96 4.5
I D 0.48 0.01 96 0.7
B-G (General Business) 85 C 7.67 0.12 94 11.1
D 1.19 0.02 95 1.7
B-N (Neighborhood Business) 85 C 2.56 0.04 94 3.7
R-T (Transitional Residential) 40 C 39.83 0.62 84 51.7
D 2.12 0.03 87 2.9
R-S (Residential Suburban) 40 C 1.45 0.02 84 1.9
D 6.36 0.10 87 8.6
Total 64.7 86.8
Com osite CN 86.8 Use CN = 87
Basin A
Zoning % Impervious Soil Group Area ac % CN Wtd. CN
Road ROW 90 B 0.83 0.01 94 1.2
C 0.94 0.01 96 1.4
D 3.93 0.06 96 5.8
B-G (General Business) 85 B 1.28 0.02 92 1.8
C 12.20 0.19 94 17.7
D 11.76 0.18 95 17.3
R-T (Transitional Residential) 40 C 20.00 0.31 84 26.0
D 8.17 0.13 87 11.0
R-S (Residential Suburban) 40 C 0.21 0.00 84 0.3
D 0.26 0.00 87 0.3
Total 59.6 82.8
Com osite CN 82.8 1 1 Use CN = 83
Page 1 of 1
Walgreens Denver [And rbnn;np 20U SU'dh't nice 5tmct
_ _ _- uttr "00
LaKt?SCA?t' AR?IIl8lA1d Charla;te, North CUrollm 28202
PROJECT NO. 50243 BY: RTF COleieneStcffllct*,Lfimq ,'JUC 376.1555
far 704,376 . 7851
l
M
DATE: 07120110 T. M: RTF gn wunu.cnrNene rstonr.r? x
ar, Da
&, Stone
_
11REVISED: P.M.: RTF CULVERT DESIGN
TIME OF CONCENTRATION - BASIN A
Page 1 of 2
Walgreens Denver Land Planning 2u3 S0.1h I ryo. su"t
u to 1400
Artfilleaure
LO
d
2
PROJECT NO. 50243 BY: RTF sca(
n
Clndoa Nonh CAroihu 21120
Co)eJenest civil 6nonmring rte' 1 376- 1555
U
b
t
.
O
si
W
DATE: 07/20/10 T.M: RTF r
an
gn _,.
-cco
-e s
t
& Stogie
REVISED: P.M.: RTF CULVERT DESIGN
TIME OF CONCENTRATION - BASIN B
Page 2 of 2
' 1t#«RR#Rk Rk*fttt***4Rkk*k**f#tt#*fk4fktRkk
t *
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
* *
* RUN DATE 12JUN06 TIME 13:13:26
*
***ktfkfkkkt***R«RRk*t**#*«IkRkRtt*kfR*kk
*RkkRkRk4kkk##"*R*RRkkRikfR«kRtkRkkRkRR
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]
ik!««Rki«k«*kk*k!«kk*k«f««k*#kkkt*A««Rk
X x M Mxxx xxxxx x
x v X X y M
X XX X X
xxxxxxx xxxx v x
^ v
x x y x X y
yy?/
x A vx?/yMVyV?/V?x/?/?/ ^ ?/?/?/yy^ xxx
X X MM/?
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1(JAN 73), HECIGS, HEC1 DB, AND
HEC1KW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT
STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77
VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE
FREQUENCY,
DSS;READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT PAGE 1
LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
FREE ***
1 ID 3509: WALGREENS EAST LINCOLN, LINCOLN COUNTY, NC
2 ID PROPOSED CULVERT DESIGN
3 ID ULTIMATE DEVELOPMENT CONDITIONS
4 IT 2 01JAN00 1200 1000
5 IN 6001JAN00 1200
6 10 0 0
" 10-YEAR STORM
7 KK A-10
8 KM TOTAL AT DRIVEWAY CULVERT
9 KO 3 1
10 BA 0.10109
11 LS 0 87
12 PB 4.90
13 PC 0 0.01 0.02 0.04 0.05 0.07 0.08 0.10 0.12 0.15
14 PC 0.19 0.24 0.66 0.78 0.82 0.86 0.88 0.90 0.92 0.94
15 PC 0.96 0.97 0.98 0.99 1
16 UD 0.17
17 KK B-10
18 KO 3 1
19 BA 0.09313
20 LS 0 83
21 UD 0.13
22 KK TOT-10
23 KM TOTAL AT HWY. 73 CULVERT
24 KO 3 1
25 HC 2
" 25-YEAR STORM
26 KK A-25
27 KM TOTAL AT DRIVEWAY CULVERT
28 KO 3 1
29 BA 0.10109
30 LS 0 87
31 PB 5.80
32 PC 0 0.01 0.02 0.04 0.05 0.07 0.08 0.10 0.12 0.15
33 PC 0.19 0.24 0.66 0.78 0.82 0.86 0.88 0.90 0.92 0.94
34 PC 0.96 0.97 0.98 0.99 1
35 UD 0.17
36 KK B-25
37 KO 3 1
38 BA 0.09313
39 LS 0 83
40 UD 0.13
1 HEC-1 INPUT PAGE 2
LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
41 KK TOT-25
42 KM TOTAL AT HWY. 73 CULVERT
43 KO 3 1
44 HC 2
:50-YEAR STORM
f
45 KK A-50
46 KM TOTAL AT DRIVEWAY CULVERT
47 KO 3 1
48 BA 0.10109
49 LS 0 87
50 PB 6.50
51 PC 0 0.01 0.02 0.04 0.05 0.07 0.08 0.10 0.12 0.15
52 PC 0.19 0.24 0.66 0.78 0.82 0.86 0.88 0.90 0.92 0.94
53 PC 0.96 0.97 0.98 0.99 1
54 UD 0.17
55 KK B-50
56 KO 3 1
57 BA 0.09313
58 LS 0 83
59 UD 0.13
60 KK TOT-50
61 KM TOTAL AT HWY. 73 CULVERT
62 KO 3 1
63 HC 2
100-YEAR STORM
k
64 KK A-100
65 KM TOTAL AT DRIVEWAY CULVERT
66 KO 3 1
67 BA 0.10109
68 LS 0 87
69 PB 6.90
70 PC 0 0.01 0.02 0.04 0.05 0.07 0.08 0.10 0.12 0.15
71 PC 0.19 0.24 0.66 0.78 0.82 0.86 0.88 0.90 0.92 0.94
r

72 PC 0.96 0.97 0.98 0.99 1
73 UD 0.17
74 KK B-100
75 KO 3 1
76 BA 0.09313
77 LS 0 83
78 UD 0.13
1 HEC-1 INPUT
LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
79 KK TOT-100
80 KM TOTAL AT HWY. 73 CULVERT
81 KO 3 1
82 HC 2
83
84 ZZ
likiftFRtkfttttk*#RRRRtk***•*Rt*RRRRR**R**
• R
" FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSI ON 4.1 '
* RUN DATE
f 12JUN06 TIME 13:13:26
R
k*#t*tt*RR4**kRRtR•RRt#k*RR}R}kRt*tt****i
PAGE 3
i***it###kkkf4kk*444Rt****Rt44kRR44R*#4
* *
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]
t *
{e*R*k****t*#ft4ttt*kttf*R*4*#f*tk*kk*R#
3509: WALGREENS EAST LINCOLN, LINCOLN COUNTY, NC
PROPOSED CULVERT DESIGN
ULTIMATE DEVELOPMENT CONDITIONS
610 OUTPUT CONTROL VARIABLES
IPRNT 0 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 1JAN 0 STARTING DATE
ITIME 1200 STARTING TIME
NQ 1000 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2JAN 0 ENDING DATE
NDTIME 2118 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .03 HOURS
TOTAL TIME BASE 33.30 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
*tt R** *k. *** k}t *** *** #it i** t*t *** *** *** *** *** *** t** *** *** *** **t *R* *** **. *** f** *** R*R *** *** *** *** t**
t
RRRRitRffRRRRt
* R
7 KK " A-10
9 KO
5 IN
10 BA
12 PB
13 PI
ei?i?4t?Rf Rtii
TOTAL AT DR IVEWAY CULVERT
OU TPUT CONTROL VAR IABLES
IP RNT 3 PRINT C ONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
TIME DATA FOR INPUT TI ME SERIES
JXMIN 60 TIME INTERVAL IN MINUTES
JXDATE 1JAN 0 STARTING DATE
JXTIME 1200 STARTING TIME
SUBBASIN RUNOFF DATA
SUBBASIN CHARACTERI STICS
TAREA .10 SUBBASIN AREA
PRECIPITATION DATA
STORM 4.90 BAS IN TOTAL PRECIPITATION
INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00. .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 . .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00

.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
11 LS SCS LOSS RATE
STRTL .30 INITIAL ABSTRACTION
CRVNBR 87.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS
16 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .17 LAG
**k

.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
AREA
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
,00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
UNIT HYDROGRAPH
27 END-OF-PERIOD ORDINATES
22. 68. 141. 219. 258. 260. 234. 196. 145. 105.
78. 60. 45. 33. 25. 18. 14. 10. 8. 6.
4. 3. 3. 2. 1. 1. 0.
tt* Rt* i*f t#* ***
HYDROGRAPH AT STATION A-10
TOTAL RAINFALL = 4.90, TOTAL LOSS = 1.43, TOTAL EXCESS= 3.47
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 115. 12.00 30. 9. 7. 7.
(INCHES) 2.738 3.473 3.473 3.473
(AC-FT) 15. 19. A. , 19.
CUMULATIVE AREA = 10 SQ MI
*** k#k •** *** *** *** *** *** **k *R* *** **R *** *** **R *** *** *** **k **k *** *** *** *** *** *** *** k*k *** *#i **k *** **f
RR***f Yfk*tkRR
* *
17 KK B-10 "
* *
##kkRF!##!1f##
18 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IP LOT 1 PLOT CO NTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
19 BA SU BBASIN CHARACTERISTICS
TAREA .09 SUBBASIN AREA
PRECIPITATIO N DATA
12 PB STORM 4.90 BAS IN TOTAL PRECIPITATION
13 PI INCREMENTAL PRECIPITATION PATTE RN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00

.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
20 LS SCS LOSS RATE
STRTL .41 INITIAL ABSTRACTION
CRVNBR 83.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOW
21 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .13 LAG
*Rk
r
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
AREA
UNIT HYDROGRAPH
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
21 END-OF-PERIOD ORDINATES
38. 122. 242. 304. 297. 248. 175. 116. 81. 57.
39. 27. 18. 13. 9. 6. 4. 3. 2. 1.
1.

HYDROGRAPH AT STATION B-10
TOTAL RAINFALL = 4.90, TOTAL LOSS = 1.82, TOTAL EXCESS= 3.08
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 98. 12.00 25. 8. 6. 6.
(INCHES) 2.453 3.084 3.084 3.084
(AC-FT) 12. 15. 15. 15.
CUMULATIVE AREA = .09 SQ MI
*** f** *** *** *** *** t*i *** *** *** *A* *** *** *** *** *** *** **R *** - *** *** *** *** *** *** *** *** *** **f *** *** ***
•*t1Nkf*****•
22 KK * TOT-10 "
* *
*k**k******tit
TOTAL AT HWY. 73 CULVERT
24 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
(PLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
25 HC HYDROGRAPH COMBINATION
ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE
i.t
ttk ..t ttt tit .#.
HYDROGRAPH AT STATION TOT-10
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 213. 12.00 54. 17. 12. 12.
(INCHES) 2.600 3.286 3.286 3.286
(AC-FT) 27. 34. 34. 34.
CUMULATIVE AREA = .19 SQ MI
i.i iii i.i i.i i.. i.t t#......i ..f ti. iii iii ... ii. i...ft tit .ki ti. ti. iii ... t.f ttt fit of #..... R.t f.f ##. itf
f kftitkfttftit
. i
26 KK A-25 t
f f
TOTAL AT DRIVEWAY CULVERT
28 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
(PLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
5 IN TIME DATA FOR INPUT TIME SERIES
JXMIN 60 TIME INTERVAL IN MINUTES
JXDATE 1JAN 0 STARTING DATE
JXTIME 1200 STARTING TIME
SUBBASIN RUNOFF DATA
29 BA SUBBASIN CHARACTERISTICS
TAREA .10 SUBBASIN AREA
PRECIPITATION DATA
31 PB STORM 5.80 BASIN TOTAL PRECIPITATION
32 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .oo .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
r
r
30 LS
35 UD
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00' .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
SCS LOSS RATE
STRTL .30 INITIAL ABSTRACTION
CRVNBR 87.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS
SCS DIMENSIONLESS UNITGRAPH
TLAG .17 LAG
#Rk
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
AREA
UNIT HYDROGRAPH
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.01 .01 .01
.01 .01 .01
.01 .01 .01
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
27 END-OF-PERIOD ORDINATES
22. 68. 141. 219. 258. 260. 234. 196. 145. 105.
78. 60. 45. 33. 25. 18. 14. 10. 8. 6.
4. 3. 3. 2. 1. 1. 0.

RR#' t*f *RR ttf **R
HYDROGRAPH AT STATION A-25
TOTAL RAINFALL = 5.80, TOTAL LOSS = 1.47, TOTAL EXCESS = 4.33
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 141. 12.00 37. 12. 8. 8.
(INCHES) 3.396 4.326 4.326 4.326
(AC-FT) 18. 23. 23. 23.
CUMULATIVE AREA = 10 SQ MI
tkf Rtt tRt ifR tR• #kR 1ff tfR ### Rff 11t #*R ### fkt fRt R## #1R *Rf •RR RR* *tR #kk ##* #!# ### t1R #tR ktt itt *R• *## #*# ###
tttitifitR#*##
* t
36 KK
*
* B-25 "
*
kkkkkktkRRf•k
37 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
(PLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUN OFF DATA
38 BA SUBBASIN CHARACTERISTICS
TAREA .09 SUBBASIN AREA
PRECIPITATIO N DATA
31 PB STORM 5.80 BASIN TOTAL PRECIPITATION
32 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.60 0o .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
I
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
39 LS SCS LOSS RATE
STRTL .41 INITIAL ABSTRACTION
CRVNBR 83.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS
40 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .13 LAG
itt
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.01 .01 .01 .01
.01 .01 .01 .01
.01 .01 .01 .01
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
.00 .00 .00 .00
AREA
UNIT HYDROGRAPH
21 END-OF-PERIOD ORDINATES
38. 122. 242. 304. 297. 248. 175. 116. 81. 57.
39. 27. 18. 13. 9. 6. 4. 3. 2. 1.
1.
iki itt ttt ikk iii
HYDROGRAPH AT STATION B-25
TOTAL RAINFALL = 5.80, TOTAL LOSS = 1.89, TOTAL EXCESS = 3.91
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 122. 12.00 31. 10. 7. 7.
(INCHES) 3.093 3.906 3.906 3.906
(AC-FT) 15. 19. 19. 19.
CUMULATIVE AREA = .09 SQ MI
RR* *tf RR* *RR **4 **t RRf **! #R* t** *** *** fk* *R# - *t* *** ik4 *** *** *** !#! **# *** **4 **k t[f *?* R#k *?* *** *** *kk
!R!*RR*RR#fft*
f R
41 KK TOT-25
* ?
Rtt#tfk***t***
TOTAL AT HWY. 73 CULVERT
43 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
44 HC HYDROGRAPH COMBINATION
[COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE
*RR
i!t #k# t*4 #tf 4##
HYDROGRAPH AT STATION TOT-25
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 263. 12.00 68. 22. 16. 16.
(INCHES) 3.248 4.125 4.125 4.125
(AC-FT) 34. 43. 43. 43.
CUMULATIVE AREA = .19 SQ MI
#Rf RRR RRR 44R Rft #tR ?R* **R *[4 iff fki fRf !#t #?f R** *RR •1R f#R RR! fR* *4[ tkk kRR #k4 #44 ##k 4kk *4# •## 1!! *RR ##R ###
ft*k4Rf4flRtf?
? h
45 KK f A-50
* f
#RlRR*1t*k**?#
TOTAL AT DRIVEWAY CULVERT
47 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
5 IN TIME DATA FOR INPUT TIME SERIES
JXMIN 60 TIME INTERVAL IN MINUTES
JXDATE 1JAN 0 STARTING DATE
JXTIME 1200 STARTING TIME
SUBBASIN RUNOFF DATA

•
48 BA SUBBASIN CHARACTERISTICS
TAREA .10 SUBBAS IN AREA
PRECI PITATIO N DATA
50 PB STORM 6.50 BASI N TOTAL PRE CIPITATION
51 PI INCREMENTAL PRECIPITATION PATTE RN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 ,00 .00
49 LS SCS LOSS RATE
STRTL .30 INITIAL ABSTRACTION
CRVNBR 87.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
54 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .17 LAG
kRi
UNIT HYDROGRAPH
27 END-OF-PERIOD ORDINATES
22. 68. 141. 219. 258. 260. 234. 196. 145. 105.
78. 60. 45. 33. 25. 18. 14. 10. 8. 6.
4. 3. 3. 2. 1. 1. 0.
HYDROGRAPH AT STATION A-50
TOTAL RAINFALL = 6.50, TOTAL LOSS = 1.50, TOTAL EXCESS = 5.00
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 161. 12.00 43. 14. 10. 10.
(INCHES) 3.911 4.997 4.997 4.997
(AC-FT) 21. 27. 27. 27.
CUMULATIVE AREA = 10 SQ MI
#;Y ttt *kf ifk 4Rt tfk ttt #1f R#; #1k ftf #f; ikt kf* k;# tt! #ft *** *#* **; f4k t!t ttk f!t *#! ftt t*f ##* *#* RR* tfR **t ***
*#;tktf#RRtttR
* k
55 KK B-50 '
f #
f;ffttt4*tktkt
56 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
57 BA SUBBASIN CHARACTERISTICS
TAREA .09 SUBBASIN AREA
PRECIPITATION DATA
60 PB STORM 6.50 BASIN TOTAL PRECIPITATION

G
51 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01 .01 101 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .oo .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
58 LS SCS LOSS RATE
STRTL .41 INITIAL ABSTRACTION
CRVNBR 83.00 CURVE NUMBER
RTIMP 00 PERCENT IMPERVIOUS AREA
59 UD SCS DIMEN SIONLESS UNITGRAPH
TLAG .13 LAG
itR
UNIT HYDROGRAPH
21 END-OF-PERIOD ORDINATES
38. 122. 242. 304. 297. 248. 175. 116. 81. 57.
39. 27. 18. 13. 9. 6. 4. 3. 2. 1,
1.
kRt 1tt itR fit ifR
HYDROGRAPH AT STATION B-50
TOTAL RAINFALL = 6.50, TOTAL LOSS = 1.94, TOTAL EXCESS = 4.56
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 141. 12.00 36. 11. 8. 8.
(INCHES) 3.596 4.558 4.558 4.558
(AC-FT) 18. 23. 23. 23.
CUMULATIVE AREA = .09 SQ MI
ttR R#f }1t i## tti ### ### ### iRR #RR RR# #fk #ik tit ##k iRk *RR R#l tkt ### iRt Ri# ### ### *•k ##* RRR ik# itk k## #RR ### ###
tRiti#kitt#1t4
i t
60 KK TOT-50
****R*#Rft•**R
TOTAL AT HWY. 73 CULVERT
62 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
63 HC HYDROGRAPH COMBINATION
ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE
t#t
AMR tik **# itf iif
HYDROGRAPH AT STATION TOT-50
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 302. 12.00 79. 25. 18. 18.
(INCHES) 3.759 4.786 4.786 4.786
(AC-FT) 39. 50. 50. 50.

CUMULATIVE AREA = .19 SQ MI

k#4 Rot 44# }}} tot kk4 k44 444 #Rk 444 4#R Rhk ##t YRR iY4 !k4 *4t 4R4 kRk *kf RtR 4R# }k4 *#* #Rk }#k YRk #k# Rkk #4# Rkk 44R #kR
}}t4R}#YR#YtkR
} t
64 KK 4 A-100 }
4 }
##k#RiR#4tY}};
TOTAL AT DRIVEWAY CULVERT
66 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
5 IN TIME DATA FOR INPUT TIME SERIES
JXMIN 60 TIME INTERVAL I N MIN UTES
JXDATE 1JAN 0 STARTING DATE
JXTIME 1200 STARTING TIME
SUBBASIN RUNOFF DATA
67 BA SUBBASIN CHARACTERISTICS
TAREA .10 SUBBASIN AREA
PRECIPITATIO N DATA
69 PB STORM 6.90 BASIN TOTAL PRECIPITATION
70 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00.
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .oo .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
68 LS SCS LOSS RATE
STRTL .30 INITIAL ABSTRACTION
CRVNBR 87.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS
73 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .17 LAG
fft
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
AREA
UNIT HYDROGRAPH
.01 .01 .01
.01 .01 .01
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
27 END-OF-PERIOD ORDINATES
22. 68. 141. 219. 258. M. 234. 196. 145. 105.
78. 60. 45. 33. 25. 18. 14. 10. 8. 6.
4. 3. 3. 2. 1. 1. 0.
fff tkR ftt ffi tfi
HYDROGRAPH AT STATION A-100
TOTAL RAINFALL = 6.90, TOTAL LOSS = 1.52, TOTAL EXCESS= 5.38
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 173. 12.00 46. 15. 11. 11.
(INCHES) 4.206 5.383 5.383 5.383
(AC-FT) 23. 29. 29. 29.
CUMULATIVE AREA = .10 SQ MI
I
40
0
n
*** *** *** ***'*** *** *** *k* *** *** *** *** *** *** *** *** *k* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
74 KK # B-100 "
* *
4Ri4444R4k44#4
75 KO OUTPUT CONTROL VARIABLES
IPR NT 3 PRI NT CONTROL
(PLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBAS IN RUN OFF DATA
76 BA SUB BASIN CHARACTERISTICS
TAREA .09 SUBBASIN AREA
PRECIPITATION DATA
69 PB S TORM 6.90 BASIN TOTAL PRECIPITATION
70 PI INCREMENTAL PRECIPITATION PATTERN
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.01 .01 .01 .01 .01 .01 .01 .01 .01 .01
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .oo .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
.00 .00 .00 .00 .00 .00
77 LS SCS LOSS RATE
STRTL .41 INITIAL ABSTRACTION
CRVNBR 83.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS
78 UD SCS DIMENSIONLESS UNITGRAPH
TLAG .13 LAG
1RR
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
AREA
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
.00 .00 .00
UNIT HYDROGRAPH
21 END-OF-PERIOD ORDINATES
38. 122. 242. 304. 297. 248. 175. 116. 81. 57.
39. 27. 18. 13. 9. 6. 4. 3. 2. 1.
1.
HYDROGRAPH AT STATION B-100
TOTAL RAINFALL = 6.90, TOTAL LOSS = 1.97, TOTAL EXCESS= 4.93
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 151. 12.00 39. 12. 9. 9.
(INCHES) 3.887 4.933 4.933 4.933
(AC-FT) 19. 25. 25. 25.
CUMULATIVE AREA = .09 SQ MI

J
k#k #Rk #RR RRk tRk #RR *RR RRR RRR #RR #RR ### iRR RR# ### fRR ### RRk *R• #RR ftt R1f 11R ##+ •R• t#f ### fRR RRk #RR #RR RRk Rft
c
79 KK * TOT-100 '
•
i,iY,Yik,R,YYY
TOTAL AT HWY. 73 CULVERT
81 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
HEC-1 ERROR 1 *** INVALID CARD IDENTIFICATION CODE OR CARD OUT OF SEQUENCE
CARD NO. 83
82 HC HYDROGRAPH COMBINATION
ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE
„k 4,f ,Yk iif „t
HYDROGRAPH AT STATION TOT-100
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 324. 12.00 85. 27. 19. 19.
(INCHES) 4.052 5.167 5.167 5.167
(AC-FT) 42. 54. 54. 54.
CUMULATIVE AREA = .19 SO MI
1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE
+ 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
+ A-10 115. 12.00 30. 9. 7. .10
HYDROGRAPH AT
+ B-10 98. 12.00 25. 8. 6. .09
2 COMBINED AT
+ TOT-10 213. 12.00 54. 17. 12. .19
HYDROGRAPH AT
+ A-25 141. 12.00 37. 12. 8. .10
HYDROGRAPH AT
+ B-25 122. 12.00 31. 10. 7. .09
2 COMBINED AT
+ TOT-25 263. 12.00 68. 22. 16. .19
HYDROGRAPH AT
+ A-50 161. 12.00 43. 14. 10. .10
HYDROGRAPH AT
+ B-50 141. 12.00 36. 11. 8. .09
2 COMBINED AT
+ TOT-50 302. 12.00 79. 25. 18. .19
HYDROGRAPH AT
+ A-100 173. 12.00 46. 15. 11. .10
HYDROGRAPH AT
+ B-100 151. 12.00 39. 12. 9. .09
2 COMBINED AT
+ TOT-100 324. 12.00 85. 27. 19. .19
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