2017 - Lee & Associates

DRAINAGE STUDY CASCADE VERDE – A TOWNHOME PROJECT PTS# CT 15-01 | PUD 15-03 | SDP 15-02 | HDP 15-02 | HMP 16-02

OCTOBER, 2017

2017

PREPARED BY: PREPARED FOR: LANSHIRE HOUSING PARTNERS LLC JOB NUMBER: 1539.00

DRAINAGE STUDY FOR:

CASCADA VERDE – A TOWNHOME PROJECT

APN 215-240-36 ALICANTE ROAD BETWEEN ALTISMA WAY AND ALTIVA PLACE

Prepared For:

LANSHIRE HOUSING PARTNERS LLC 11855 SORRENTO VALLEY ROAD, SUITE 523

SAN DIEGO, CA 92121 (619) 804-3417

Prepared By:

LATITUDE 33 PLANNING AND ENGINEERING 9968 HIBERT STREET 2ND FLOOR

SAN DIEGO, CA 92131 (858) 751 - 0633

Giovanni Posillico Date Prepared by: BB RCE 66332 Expires: 06/30/2018 Reviewed by: TD

TABLE OF CONTENTS Executive Summary Purpose

Project Description Vicinity Map

Existing Conditions Proposed Conditions Water Quality Conclusion and Recommendations

Methodology & Model Development I City of San Diego Drainage Design Criteria Rational Method Hydrologic Analysis Pipe Flow Storm Drain Hydraulic Analysis Flood Routing and Detention Analysis

Rational Method Hydrology II Existing Conditions (100-year event) Proposed Improvements (100-year event)

Hydraulic Analysis III Storm Drain Pipe Flow Analysis (100-year event)

Curb Inlet Sizing & Capacity IV On-Grade Conditions Sump Conditions

APPENDIX: V 100-year Routing Analysis Report

Maps and References VI Isopluvial Maps Existing Hydrology Map Proposed Hydrology Map Hydraulic Maps

Executive Summary

PURPOSE The purpose of this drainage study is to evaluate the existing and proposed drainage conditions and anticipated runoff flows associated with the Cascada Verde Townhome project proposed at Alicante Road between Altisma Way and Altiva Place. This report will document the hydrologic and hydraulic impacts because of this development. PROJECT DESCRIPTION PROJECT LOCATION The proposed project site is located within the City of Carlsbad on Alicante Road between Altisma way and Altiva Places. The site is approximately 3.68 acres and is described as Parcel 4 of Parcel Map No. 13158

EXISTING CONDITION Under pre-project conditions, the site is in a natural state and covered with vegetation ranging from grasses and weeds to brush and large trees. An unnamed natural drainage course flows in a southerly direction through the middle of the site. The drainage course contains dense, mature vegetation. The drainage course conveys storm runoff from the site and its upstream tributary area to an existing 72-inch culvert under Alicante Road. The culvert discharges into a concrete lined trapezoidal channel that flows southerly through the La Costa Resort & Spa’s South (golf) Course to a confluence with San Marcos Creek. San Marcos Creek continues westerly through the golf course and ultimately discharges into Batiquitos Lagoon. PROPOSED CONDITION This project proposes to construct 35 townhome units as well as private access driveway, pedestrian hardscape, and landscaping. A portion of the on-site drainage course will be channelized to allow development to occur immediately east and west of the channel. Retaining walls will be used along both channel banks and a vehicular crossing of the drainage course is proposed within the upstream portion of the site. Access entrances will be constructed along Altisma Way and Altiva Place. The 72-inch culvert under Alicante Road will be replaced with a larger culvert (up to 96-inch diameter) to lower the 100- year water surface elevations within the site. The site will also incorporate several outdoor common areas including entertaining areas, tot lots and open space grass turf areas. Other facilities will also include surface parking, vehicle acces roads, non-vehicular hardscape and walkways, ADA facilities, and landscaping. Storm water run-off from the project site will be conveyed to two onsite BF-1 Biofiltration basins for pollution control, hydromodification, and mitigation of the peak flow rate from the 100-year 6-hour storm event. The proposed storm drain routing will outlet to south end of the channel, near the inlet entrance to the existing 72-inch culvert. The project drainage areas in the pre-project and post-project conditions have been designed to maintain the overall drainage areas tributary to the existing storm drains. The proposed project area lies within the limits of the existing drainage basins mentioned above and maintains existing drainage patterns through the natural valleys and systems to the north. Refer to the “Proposed Drainage Basin Map” contained within this Drainage Study prepared for this project for graphical depiction of proposed hydrologic characteristics.

CONCLUSIONS AND RECOMMENDATIONS The watershed boundary for this project encompasses approximately 3.68-acres and is the limit of the drainage analysis for this report. Portions of the offsite flows are routed around the development through storm drain bypass systems. Our technical approach in developing our basin flows was based on Land use and C coefficients directly from the County of San Diego Hydrology Manual (Table 3-1). These are also listed in the Methodology section of the report. Each basin was made up of individual subareas that were based on three (3) possible land uses; 1) "Undisturbed Natural Terrain", 2) “Disturbed man-made slopes”, and 3) “High Density Residential”. A “Rural” C coefficient factor of 0.35 was implemented for both “Undisturbed Natural Terrain” and “Disturbed man-made slopes”, due to slope steepness. The "High Density Residential" factor of 0.79 was implemented to best model the proposed improvements. This accurately accounts for the building types, surrounding landscape and impervious areas. Therefore, each basin was calculated based on these individual subareas and their associate C values to develop Qs and Vs. See data tables at the end of each basin analysis. Project Overview:

Condition Area (Acres)

Peak Flow Rate (CFS)

Difference (CFS)

Difference (%)

Basin 10 Pre-Project (Existing) 1.750 4.67 - - Post-Construction Unmitigated 1.803 8.38 + 3.71 + 79.44 %

Post-Construction (Mitigated) 1.803 4.63 - 0.04 - 0.86 %

Basin 20 Pre-Project (Existing) 1.184 3.06 - - Post-Construction Unmitigated 1.083 5.49 + 2.43 + 79.41 %

Post-Construction (Mitigated) 1.083 3.02 - 27.78 - 1.32 %

Methodology & Model Development

County of San Diego Drainage Design Criteria

Rational Method Hydrologic Analysis Pipe Flow Storm Drain Hydraulic Analysis

Flood Routing and Detention Analysis

METHODOLOGY & MODEL DEVELOPMENT The proposed development was analyzed in conformance with the County of San Diego Hydrology Manual, dated June 2003. In the hydrology study, all basins analyzed are less than one square mile. Therefore, the Rational Method was utilized to calculate storm runoff for a 100-year frequency storm. The design runoff shall be based upon the following:

1) Within floodplain and floodplain fringe areas as defined by the Federal Emergency Management Agency (FEMA), the runoff criteria shall be based upon a 100-year frequency storm.

2) For all drainage channels and storm drain systems, which will convey drainage from a

tributary area equal to and great than one (1) square mile, runoff criteria shall be based upon a 100-year frequency storm.

3) For tributary areas under 1 square mile :

a. The storm drain system shall be designed so that the combination of storm drain

system capacity and overflow both inside and outside the right of way will be able to carry the 100 year frequency storm without damaging adjacent existing buildings or potential building sites.

b. The storm drain system shall be designed so that the combination of storm drain

system capacity and allowable street overflow will be able to carry the 100-year frequency storm without damaging adjacent property.

c. Where a storm drain is required under headings 1 or 2 above, then as a minimum,

the drain shall be designed to carry the 10-year frequency storm.

4) Sump areas are to be designed for a sump capacity or outfall of a 100-year frequency storm.

5) Type D soil shall be used for all areas.

Rational Method Hydrologic Analysis Design Storm – 100-year return interval Land Use – Residential / Multifamily Soil Type – Based on geotechnical borings Hydrologic soil group D covers 99% of the project area, therefor soil group D was assured for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials, Group D soils have a very slow rate of water transmission. Runoff Coefficient – In accordance with the County of San Diego Hydrology Manual, runoff coefficients are as followed:

• Undisturbed Natural Terrain uses a coefficient of 0.35. • Low Density Residential (LDR) uses a coefficient of 0.41-0.49. • Medium Density Residential uses a coefficient of 0.52-0.63. • High Density Residential uses a coefficient of 0.71-0.79. • Commercial/Industrial uses a coefficient of 0.79-0.87.

When a watershed encompasses solely pavement conditions, a runoff coefficient of 0.95 was selected. Method of Analysis – The Rational Method is the most widely used hydrologic model for estimating peak runoff rates. Applied to small urban and semi-urban areas with drainage areas less than 0.5 square miles, the Rational Method relates storm rainfall intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Q = CIA, where:

Q = The peak runoff rate in cubic feet per second at the point of analysis.

C = A runoff coefficient representing the area – averaged ratio of runoff to rainfall intensity.

I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration.

A = The drainage basin area in acres. The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. Computer Software – Autodesk® Storm and Sanitary Analysis 2015 Design Storm - 10-year return interval

- 100-year return interval Pipe Flow Storm Drain Hydraulic Analysis Computer Software – Autodesk® Storm and Sanitary Analysis 2015

Design Storm - 100-year return interval Pipeline capacity All flowrates will be calculated using Manning Equation to determine the uniform flow condition in each segment of pipe.

𝑄𝑄 = 1.486𝑛𝑛

𝐴𝐴𝑅𝑅23𝑆𝑆

12 where:

Q = Flow (CFS) n = Manning’s Roughness Coefficient A = Cross Sectional Area of Flow R = Hydraulic Radius S = Slope of Pipe

Storm drain systems in this analysis were studied to determine the peak runoff at each outfall. The Autodesk® Storm and Sanitary Analysis 2015 computer program is used to predict water surface grade lines, pipe capacity and velocities in the storm drain systems. Required input includes the upstream and downstream inverts, pipe lengths, pipe size, pipe material and rim elevations. Modelling Information This report utilizes the hydraulic modelling software Autodesk Storm and Sanitary Analysis. This program models anticipated storm events and creates a dynamic BIM model of the Storm Drain system. It models surface conditions for runoff quantities and routes them through various configurations and structures for time of concentration. The different watersheds are compared and analyzed to find peak flows, velocities and times of confluence for the points of interest of the model. Using the data of the existing storm drain along with the model results, the capacity of each segment of pipe is modelled for peak design flow, peak flow, the normal depth of flow/ depth of the pipe. See the Appendices section of the report for the drainage output and maps of the storm drain network. Using the hydrologic basins from the Existing and Proposed Hydrology Maps, each sub-basin was modelled for time of concentration, peak runoff, rainfall intensity, total runoff and accumulated precipitation. See the Results Section for the modelling output of hydrologic basins. Biofiltration Modelling Information Bioretention facilities have been modeled by storages node connected to overflow pipe modeled as an orifice, since the effective height of a weir condition is very small. (See explanation below).

The typical box used for this project have a capture area of a 24” diameter pipe. L = 2π = 6.28 ft A0 = π(2/2)2 = 3.14 ft2

C0 = 0.616-0.637 (Brater and King, 1976) Cw=3.33 (Gupta, R. S., 2008.)

Ht = C0* A0/( Cw*L) = 0.637*3.14/(3.33*6.28) = 0.095 ft = 1.14 in. As shown above, riser would work mainly as orifice since we have 6” of freeboard as minimum. Biofiltration have an external flow input simulation the 6hr storm times, since the rational method generated by the software only consider 2 times the times of concentration as the total time for storm event. Pseudo outlets have been created for the Basin to make the software analysis possible. These outlets are called “SO” in the drainage calculations.

Curb Inlet Sizing & Capacity On-Grade Conditions

Sump Conditions

Curb Inlet Sizing

Curb inlets have been designed and sized per the County of San Diego Hydraulic Design Manual, Equation 2-3. Equation 2-3 was utilized for curb inlets located on grade, and equation 2-8 was implemented for curb inlets in a sag condition. Chart ‘A’ is an equation with Y being variable to solve for the required length, L.

Q = 0.7L (A+Y)3/2

Where: A = 0.33 or 0 if the inlet is directly adjacent to the drive isle. Y = The depth of water at the curb face from SSA output. (0.4’ maximum) L = Is the length of the curb opening (in feet) Q = Is the flow or capacity of the inlet. (cfs)

L = Q / 0.7(A+Y)3/2

For inlets in a sag condition, equation 2.8 considers the depth of flow and contributing flow rate to determine the length inlet required. For this project, curbs will all be 6-inches in height and sump conditions will allow to ponding to the top of curb

Q = CWLWd3/2

Q = Inlet capacity (cfs) CW = Weir discharge coefficient LW = Weir length (ft) D = flow depth (ft) The inlets in a sump condition are sized as follows:

Node Number Location Flow Length Opening Length

(hydrology) (Street / Sta.) (cfs) (calculated) (rounded) 12 Private Driveway B 8.38 7.90/2 = 3.95 4 25 Private Driveway C 4.39 4.14 5

* Per Chart 1-103.6B, a grate gets a maximum capacity credit of 2.0cfs with a ponding depth of 0.4’. As each of these grate inlets are in a landscaped area and allowed to pond, and the peak flow rate is less than 2.0cfs, a G-1 inlet is adequately sized for all project grates. Based on the street typical section, it was determined that a maximum gutter depth of 0.34’ is allowable to maintain the dry isle width. In only one location was that depth exceeded and was exceeded by 0.01’. In locations where the inlet was in a sump condition, the proposed hydrology output was referenced to illustrate the gutter depth from both directions to ensure it was still met the dry lane criteria. Dry lane Width Section

Maps and References

Isopluvial Maps Existing Hydrology Map

Proposed Hydrology Map Hydraulic Map

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San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26

Table 3-1

RUNOFF COEFFICIENTS FOR URBAN AREAS

Land Use Runoff Coefficient “C”

Soil Type

NRCS Elements County Elements % IMPER. A B C D

Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35

Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41



Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52




High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71

High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79

Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79

Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82

Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85

Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85

Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87

*The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service

3-6

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San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 12 of 26

Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the “Regulating Agency” when submitted with a detailed study.

Table 3-2

MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (Ti)

.5% 1% 2% 3% 5% 10% Element*

DU/ Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti

Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9*See Table 3-1 for more detailed description

3-12

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Nomograph for Determination ofTime of Concentration (Tc) or Travel Time (Tt) for Natural Watersheds

F I G U R E

SOURCE: San Diego County Department of Special District Services Design Manual

3-6Gutter and Roadway Discharge - Velocity Chart

0.13

EXAMPLE:

Given: Q = 10 S = 2.5%Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s.

Depth RESIDENTIAL STREETONE SIDE ONLY

1.5’

n = .015

1 2 3 4 5 6 7 8 9 10 20 30 40 50

Discharge (C.F.S.)

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.2

1.4

1.6

1.8

2

3

6

4

5

7

8

9

10

12

14

16

18

20

V = 2.5 f.p.s.

V = 3 f.p.s.

V = 4 f.p.s.

V = 5 f.p.s.

V = 6 f.p.s.

V = 8 f.p.s.

V = 10 f.p.s.

V = 12 f.p.s.

V = 2 f.p.s.

Dep

th 0

.7 F

eet

Dep

th 0

.6 F

eet

Dep

th 0

.5 F

eet

Dep

th 0

.4 F

eet

Dep

th 0

.3 F

eet

Dep

th 0

.25

Feet

Dep

th 0

.2 F

eet

% o

f Str

eet S

lope

V = 1.5 f.p.s.

2%

2%

n = .0175

PavedConcreteGutter

F I G U R E

SOURCE: USDOT, FHWA, HDS-3 (1961)

3-7Manning’s Equation Nomograph

s = 0.003

n = 0.02

SLO

PE

in fe

et p

er fo

ot -

s

HY

DR

AU

LIC

RA

DIU

S in

feet

- R

VE

LOC

ITY

in fe

et p

er s

econ

d -

VEXAMPLE

R=

0.6

V=

2.9

EQUATION: V = ____ R2/3 s1/21.49n

0.3

0.2

0.15

0.100.090.080.07

0.06

0.05

0.04

0.03

0.02

0.010.0090.008

0.007

0.006

0.005

0.004

0.003

0.002

0.0003

0.0004

0.0005

0.0006

0.00070.00080.00090.001

20

10

9

8

7

6

5

4

3

2

1.0

0.9

0.8

0.7

0.6

0.5

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

2

3

4

10

9

8

7

6

5

50

40

30

20

0.01

0.02

0.03

0.04

0.05

0.06

0.07

0.08

0.09

0.10

0.2

0.3

0.4

GENERAL SOLUTION

RO

UG

HN

ES

S C

oeffi

cien

t - n

bbostenero

Line

bbostenero

Line

Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis

Project Description1539.0 PRE-PROJECT.SPF

Project OptionsCFSElevationRationalUser-DefinedSteady FlowYESYES

Analysis OptionsSep 29, 2017 00:00:00Sep 29, 2017 06:00:00Sep 29, 2017 00:00:000 days0 01:00:00 days hh:mm:ss0 00:05:00 days hh:mm:ss0 00:05:00 days hh:mm:ss30 seconds

Number of ElementsQty03312000110000000

Rainfall Details50 year(s)

Outlets ..........................................................................Pollutants ..............................................................................Land Uses ............................................................................

Return Period........................................................................

Links...................................................................................... Channels ...................................................................... Pipes ............................................................................ Pumps .......................................................................... Orifices ......................................................................... Weirs ............................................................................

Nodes.................................................................................... Junctions ...................................................................... Outfalls ......................................................................... Flow Diversions ........................................................... Inlets ............................................................................ Storage Nodes .............................................................

Runoff (Dry Weather) Time Step ..........................................Runoff (Wet Weather) Time Step ........................................Reporting Time Step ............................................................Routing Time Step ................................................................

Rain Gages ...........................................................................Subbasins..............................................................................

Enable Overflow Ponding at Nodes ......................................Skip Steady State Analysis Time Periods ............................

Start Analysis On ..................................................................End Analysis On ...................................................................Start Reporting On ................................................................Antecedent Dry Days ............................................................

File Name .............................................................................

Flow Units .............................................................................Elevation Type ......................................................................Hydrology Method .................................................................Time of Concentration (TOC) Method ..................................Link Routing Method .............................................................

Subbasin SummarySN Subbasin Area Weighted Total Total Total Peak Time of

ID Runoff Rainfall Runoff Runoff Runoff ConcentrationCoefficient Volume

(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)1 DMA10-11 0.06 0.3500 0.53 0.18 0.01 0.13 0 00:05:002 DMA11-12 1.75 0.3500 0.53 0.18 0.32 3.87 0 00:05:003 DMA20-22 1.18 0.3500 0.53 0.18 0.22 2.62 0 00:05:00

Node SummarySN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time

ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded FloodedElevation Elevation Attained Depth Attained Flooding Volume

Attained Occurrence(ft) (ft) (ft) (ft) (ft²) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)

1 J02 Junction 0.00 6.00 0.00 6.00 0.00 0.13 36.04 0.00 1.42 0 00:00 0.00 0.002 POC1 Outfall 0.00 4.00 32.583 POC2 Outfall 0.00 2.62 0.00

Link SummarySN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported

ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged ConditionNode Elevation Elevation Ratio Total Depth

Ratio(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)

1 CHANNEL Channel J02 POC1 49.60 36.00 32.54 6.9800 17.520 0.0400 0.13 34.67 0.00 1.21 0.04 0.03 0.00

Subbasin Hydrology

Subbasin : DMA10-11

Input Data

Area (ac) ....................................................... 0.06Weighted Runoff Coefficient ........................ 0.3500

Runoff CoefficientArea Soil Runoff

Soil/Surface Description (acres) Group Coeff.- 0.06 - 0.35Composite Area & Weighted Runoff Coeff. 0.06 0.35

Subbasin Runoff Results

Total Rainfall (in) .......................................... 0.53Total Runoff (in) ............................................ 0.18Peak Runoff (cfs) ......................................... 0.13Rainfall Intensity ........................................... 6.320Weighted Runoff Coefficient ........................ 0.3500Time of Concentration (days hh:mm:ss) ...... 0 00:05:00

Subbasin : DMA11-12

Input Data






Subbasin : DMA20-22

Input Data






Junction InputSN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum

ID Elevation (Max) (Max) Water Water Elevation Depth Area PipeElevation Offset Elevation Depth Cover

(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in)1 J02 0.00 6.00 6.00 0.00 0.00 6.00 0.00 0.00 0.00

Junction ResultsSN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time

ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded FloodedInflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume

Attained Occurrence(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)

1 J02 0.13 0.13 36.04 36.04 0.00 1.42 36.00 36.00 0 00:05 0 00:00 0.00 0.00

Channel InputSN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap

ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow GateElevation Offset Elevation Offset

(ft) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cfs)1 CHANNEL 49.60 36.00 36.00 32.54 32.54 3.46 6.9800 Trapezoidal 1.460 3.430 0.0400 0.5000 0.5000 0.0000 0.00 No

Channel ResultsSN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported

ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number ConditionOccurrence Ratio Total Depth

Ratio(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)

1 CHANNEL 0.13 0 00:05 34.67 0.00 1.21 0.68 0.04 0.03 0.00

Project Description1539.0 POST-UMIT-PROJECT.SPF






Return Period........................................................................







File Name .............................................................................


Subbasin SummarySN Subbasin Area Weighted Total Total Total Peak Time of

ID Runoff Rainfall Runoff Runoff Runoff ConcentrationCoefficient Volume

(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)1 DMA10-12 1.74 0.7900 0.68 0.54 0.93 8.38 0 00:06:422 DMA13-14 0.07 0.3500 0.62 0.22 0.01 0.17 0 00:05:003 DMA20-21 0.15 0.3500 0.62 0.22 0.03 0.38 0 00:05:004 DMA20B 0.10 0.3500 0.62 0.22 0.02 0.26 0 00:05:005 DMA23-24 0.69 0.7900 0.62 0.49 0.33 4.01 0 00:05:006 DMA25-26 0.25 0.6000 0.62 0.37 0.09 1.10 0 00:05:00




1 J12 Junction 37.67 40.34 0.00 0.00 0.00 8.38 40.34 0.00 0.00 0 00:06 0.19 6.002 J14 Junction 32.46 39.15 0.00 0.00 0.00 4.71 36.84 0.00 2.31 0 00:00 0.00 0.003 J15 Junction 32.03 39.74 0.00 0.00 0.00 4.71 33.04 0.00 6.70 0 00:00 0.00 0.004 J23 Junction 52.00 66.00 0.00 6.00 0.00 0.38 52.17 0.00 13.83 0 00:00 0.00 0.005 J24 Junction 43.77 49.75 0.00 6.00 0.00 4.39 49.92 0.00 0.17 0 00:00 0.00 0.006 J25 Junction 42.43 51.77 0.00 6.00 0.00 5.49 43.17 0.00 8.60 0 00:00 0.00 0.007 J26/27 Junction 32.74 43.00 0.00 6.00 0.00 5.49 41.24 0.00 1.76 0 00:00 0.00 0.008 POC10 Outfall 30.70 4.71 31.379 POC20 Outfall 32.67 5.49 33.41

10 POC20B Outfall 0.00 0.26 0.00




1 P14-15 Pipe J14 J15 10.23 32.46 32.36 0.9800 18.000 0.0120 4.71 11.25 0.42 6.08 0.68 0.45 0.00 Calculated2 P15-16 Pipe J15 POC10 132.68 32.03 30.70 1.0000 18.000 0.0120 4.71 11.39 0.41 6.14 0.67 0.45 0.00 Calculated3 P25-26 Pipe J25 J26/27 199.61 42.43 40.50 0.9700 18.000 0.0120 5.49 11.19 0.49 6.30 0.74 0.49 0.00 Calculated4 P27-28 Pipe J26/27 POC20 7.04 32.74 32.67 0.9900 18.000 0.0120 5.49 11.35 0.48 6.37 0.74 0.49 0.00 Calculated5 P12-13 Channel J12 J14 116.73 37.67 36.50 1.0000 4.080 0.0320 4.53 4.53 1.00 3.03 0.34 1.00 6.006 P23-24 Channel J23 J24 151.40 52.00 49.75 1.4900 4.080 0.0320 0.38 5.52 0.07 2.31 0.17 0.50 0.007 P24-25 Channel J24 J25 100.77 43.77 42.76 1.0000 4.080 0.0320 4.39 4.53 0.97 3.00 0.34 0.99 0.00

Subbasin Hydrology

Subbasin : DMA10-12

Input Data






Subbasin : DMA13-14

Input Data






Subbasin : DMA20-21

Input Data






Subbasin : DMA20B

Input Data






Subbasin : DMA23-24

Input Data






Subbasin : DMA25-26

Input Data








(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in)1 J12 37.67 40.34 2.67 0.00 -37.67 0.00 -40.34 0.00 0.002 J14 32.46 39.15 6.69 0.00 -32.46 0.00 -39.15 0.00 0.003 J15 32.03 39.74 7.71 0.00 -32.03 0.00 -39.74 0.00 0.004 J23 52.00 66.00 14.00 0.00 -52.00 6.00 -60.00 0.00 0.005 J24 43.77 49.75 5.98 0.00 -43.77 6.00 -43.75 0.00 0.006 J25 42.43 51.77 9.34 0.00 -42.43 6.00 -45.77 0.00 0.007 J26/27 32.74 43.00 10.26 0.00 -32.74 6.00 -37.00 0.00 0.00




1 J12 8.38 8.38 40.34 2.67 0.00 0.00 37.72 0.05 0 00:03 0 00:06 0.19 6.002 J14 4.71 0.17 36.84 4.38 0.00 2.31 36.51 4.05 0 00:03 0 00:00 0.00 0.003 J15 4.71 0.00 33.04 1.01 0.00 6.70 32.38 0.35 0 00:05 0 00:00 0.00 0.004 J23 0.38 0.38 52.17 0.17 0.00 13.83 52.00 0.00 0 00:05 0 00:00 0.00 0.005 J24 4.39 4.01 49.92 6.15 0.00 0.17 49.75 5.98 0 00:05 0 00:00 0.00 0.006 J25 5.49 1.10 43.17 0.74 0.00 8.60 42.77 0.34 0 00:05 0 00:00 0.00 0.007 J26/27 5.49 0.00 41.24 8.50 0.00 1.76 40.51 7.77 0 00:05 0 00:00 0.00 0.00



(ft) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cfs)1 P12-13 116.73 37.67 0.00 36.50 4.04 1.17 1.0000 User-Defined 0.340 12.110 0.0320 0.5000 0.5000 0.0000 0.00 No2 P23-24 151.40 52.00 0.00 49.75 5.98 2.25 1.4900 User-Defined 0.340 12.110 0.0320 0.5000 0.5000 0.0000 0.00 No3 P24-25 100.77 43.77 0.00 42.76 0.33 1.01 1.0000 User-Defined 0.340 12.110 0.0320 0.5000 0.5000 0.0000 0.00 No




1 P12-13 4.53 0 00:03 4.53 1.00 3.03 0.64 0.34 1.00 6.002 P23-24 0.38 0 00:05 5.52 0.07 2.31 1.09 0.17 0.50 0.003 P24-25 4.39 0 00:05 4.53 0.97 3.00 0.56 0.34 0.99 0.00

Pipe InputSN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of

ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate BarrelsElevation Offset Elevation Offset Height

(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)1 P14-15 10.23 32.46 0.00 32.36 0.33 0.10 0.9800 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 12 P15-16 132.68 32.03 0.00 30.70 0.00 1.33 1.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 13 P25-26 199.61 42.43 0.00 40.50 7.76 1.93 0.9700 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 14 P27-28 7.04 32.74 0.00 32.67 0.00 0.07 0.9900 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1

Pipe ResultsSN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported



1 P14-15 4.71 0 00:05 11.25 0.42 6.08 0.03 0.68 0.45 0.00 Calculated2 P15-16 4.71 0 00:05 11.39 0.41 6.14 0.36 0.67 0.45 0.00 Calculated3 P25-26 5.49 0 00:05 11.19 0.49 6.30 0.53 0.74 0.49 0.00 Calculated4 P27-28 5.49 0 00:05 11.35 0.48 6.37 0.02 0.74 0.49 0.00 Calculated

Project Description1539.0 POST-MIT-PROJECT.SPF






Return Period........................................................................







File Name .............................................................................





1 J12 Junction 37.67 40.34 0.00 0.00 0.00 8.38 38.63 0.00 1.71 0 00:00 0.00 0.002 J14 Junction 32.46 39.15 0.00 0.00 0.00 4.63 32.91 0.00 6.24 0 00:00 0.00 0.003 J15 Junction 32.03 39.74 0.00 0.00 0.00 4.63 32.70 0.00 7.04 0 00:00 0.00 0.004 J23 Junction 52.00 66.00 0.00 6.00 0.00 0.38 52.17 0.00 13.83 0 00:00 0.00 0.005 J24 Junction 43.77 49.75 0.00 6.00 0.00 4.39 49.92 0.00 0.17 0 00:00 0.00 0.006 J25 Junction 42.43 51.77 0.00 6.00 0.00 5.49 43.19 0.00 8.58 0 00:00 0.00 0.007 J26/27 Junction 32.74 43.00 0.00 6.00 0.00 3.02 33.27 0.00 9.73 0 00:00 0.00 0.008 POC10 Outfall 30.70 4.63 31.379 POC20 Outfall 32.67 3.02 33.20

10 Stor-04 Storage Node 32.40 35.57 0.00 0.00 0.23 34.60 0.00 0.0011 Stor-05 Storage Node 37.87 40.67 0.00 0.00 0.15 40.07 0.00 0.0012 STOR10 Storage Node 35.57 39.65 0.00 0.00 8.52 39.15 0.00 0.0013 STOR20 Storage Node 40.67 44.00 0.00 0.00 5.49 43.21 0.00 0.00




1 P12-13 Pipe J12 STOR10 116.73 37.67 36.50 1.0000 18.000 0.0120 8.38 11.39 0.74 7.05 0.80 0.64 0.00 Calculated2 P14-15 Pipe J14 J15 10.23 32.46 32.03 4.2000 18.000 0.0120 4.63 23.33 0.20 10.29 0.37 0.30 0.00 Calculated3 P15-16 Pipe J15 POC10 132.68 32.03 30.70 1.0000 18.000 0.0120 4.63 11.39 0.41 6.11 0.54 0.44 0.00 Calculated4 P24-25 Pipe J24 J25 100.77 43.77 42.43 1.3300 18.000 0.0120 4.39 13.12 0.33 6.68 0.50 0.40 0.00 Calculated5 P25-26 Pipe J25 STOR20 199.61 42.43 40.67 0.8800 18.000 0.0120 5.49 10.70 0.51 6.09 0.63 0.51 0.00 Calculated6 P27-28 Pipe J26/27 POC20 7.04 32.74 32.67 0.9900 18.000 0.0120 3.02 11.35 0.27 5.43 0.52 0.35 0.00 Calculated7 P23-24 Channel J23 J24 151.40 52.00 49.75 1.4900 4.080 0.0320 0.38 5.52 0.07 2.28 0.15 0.50 0.008 04 Orifice Stor-04 J14 32.40 32.46 1.000 0.049 05 Orifice Stor-05 J26/27 37.87 32.74 0.750 0.02

10 RISER10 Orifice STOR10 J14 35.57 32.46 36.000 4.6011 RISER20 Orifice STOR20 J26/27 40.67 32.74 36.000 3.0012 02 Outlet STOR10 Stor-04 35.57 32.40 0.2313 03 Outlet STOR20 Stor-05 40.67 37.87 0.15



(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in)1 J12 37.67 40.34 2.67 0.00 -37.67 0.00 -40.34 0.00 0.002 J14 32.46 39.15 6.69 0.00 -32.46 0.00 -39.15 0.00 0.003 J15 32.03 39.74 7.71 0.00 -32.03 0.00 -39.74 0.00 0.004 J23 52.00 66.00 14.00 0.00 -52.00 6.00 -60.00 0.00 0.005 J24 43.77 49.75 5.98 0.00 -43.77 6.00 -43.75 0.00 0.006 J25 42.43 51.77 9.34 0.00 -42.43 6.00 -45.77 0.00 0.007 J26/27 32.74 43.00 10.26 0.00 -32.74 6.00 -37.00 0.00 0.00




1 J12 8.38 8.38 38.63 0.96 0.00 1.71 37.89 0.22 0 04:03 0 00:00 0.00 0.002 J14 4.63 0.00 32.91 0.45 0.00 6.24 32.52 0.06 0 04:06 0 00:00 0.00 0.003 J15 4.63 0.00 32.70 0.67 0.00 7.04 32.12 0.09 0 04:06 0 00:00 0.00 0.004 J23 0.38 0.38 52.17 0.17 0.00 13.83 52.05 0.05 0 04:02 0 00:00 0.00 0.005 J24 4.39 4.01 49.92 6.15 0.00 0.17 49.80 6.03 0 04:02 0 00:00 0.00 0.006 J25 5.49 1.10 43.19 0.76 0.00 8.58 42.60 0.17 0 04:02 0 00:00 0.00 0.007 J26/27 3.02 0.00 33.27 0.53 0.00 9.73 32.80 0.06 0 04:04 0 00:00 0.00 0.00



(ft) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cfs)1 P23-24 151.40 52.00 0.00 49.75 5.98 2.25 1.4900 User-Defined 0.340 12.110 0.0320 0.5000 0.5000 0.0000 0.00 No




1 P23-24 0.38 0 04:02 5.52 0.07 2.28 1.11 0.15 0.50 0.00

Pipe InputSN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of

ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate BarrelsElevation Offset Elevation Offset Height

(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)1 P12-13 116.73 37.67 0.00 36.50 0.93 1.17 1.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 12 P14-15 10.23 32.46 0.00 32.03 0.00 0.43 4.2000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 13 P15-16 132.68 32.03 0.00 30.70 0.00 1.33 1.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 14 P24-25 100.77 43.77 0.00 42.43 0.00 1.34 1.3300 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 15 P25-26 199.61 42.43 0.00 40.67 0.00 1.76 0.8800 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 16 P27-28 7.04 32.74 0.00 32.67 0.00 0.07 0.9900 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1

Pipe ResultsSN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported



1 P12-13 8.38 0 04:03 11.39 0.74 7.05 0.28 0.80 0.64 0.00 Calculated2 P14-15 4.63 0 04:06 23.33 0.20 10.29 0.02 0.37 0.30 0.00 Calculated3 P15-16 4.63 0 04:06 11.39 0.41 6.11 0.36 0.54 0.44 0.00 Calculated4 P24-25 4.39 0 04:02 13.12 0.33 6.68 0.25 0.50 0.40 0.00 Calculated5 P25-26 5.49 0 04:02 10.70 0.51 6.09 0.55 0.63 0.51 0.00 Calculated6 P27-28 3.02 0 04:04 11.35 0.27 5.43 0.02 0.52 0.35 0.00 Calculated

Storage Nodes

Storage Node : Stor-04

Input Data

32.4035.573.170.00-32.400.000.00

Outflow Orifices

SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice OrificeID Type Shape Gate Orifice Orifice Orifice Invert Coefficient

Diameter Height Width Elevation(in) (in) (in) (ft)

1 04 Side CIRCULAR No 1.00 32.40 0.61

Output Summary Results

0.230.000.040.0034.602.233.521.120 06:000.000000.00

Total Time Flooded (min) ........................................Total Retention Time (sec) ......................................

Max HGL Depth Attained (ft) ...................................Average HGL Elevation Attained (ft) ........................Average HGL Depth Attained (ft) .............................Time of Max HGL Occurrence (days hh:mm) ..........Total Exfiltration Volume (1000-ft³) ..........................Total Flooded Volume (ac-in) ..................................

Evaporation Loss .....................................................

Peak Inflow (cfs) ......................................................Peak Lateral Inflow (cfs) ..........................................Peak Outflow (cfs) ...................................................Peak Exfiltration Flow Rate (cfm) ............................Max HGL Elevation Attained (ft) ..............................

Invert Elevation (ft) ...................................................Max (Rim) Elevation (ft) ...........................................Max (Rim) Offset (ft) ................................................Initial Water Elevation (ft) .........................................Initial Water Depth (ft) ..............................................Ponded Area (ft²) .....................................................

Storage Node : Stor-05

Input Data

37.8740.672.800.00-37.870.000.00

Outflow Orifices



1 05 Side CIRCULAR No 0.75 37.57 0.61


0.150.000.020.0040.072.238.971.10 06:000.000000.00

Total Exfiltration Volume (1000-ft³) ..........................Total Flooded Volume (ac-in) ..................................Total Time Flooded (min) ........................................Total Retention Time (sec) ......................................

Peak Exfiltration Flow Rate (cfm) ............................Max HGL Elevation Attained (ft) ..............................Max HGL Depth Attained (ft) ...................................Average HGL Elevation Attained (ft) ........................Average HGL Depth Attained (ft) .............................Time of Max HGL Occurrence (days hh:mm) ..........

Initial Water Depth (ft) ..............................................Ponded Area (ft²) .....................................................Evaporation Loss .....................................................

Peak Inflow (cfs) ......................................................Peak Lateral Inflow (cfs) ..........................................Peak Outflow (cfs) ...................................................

Invert Elevation (ft) ...................................................Max (Rim) Elevation (ft) ...........................................Max (Rim) Offset (ft) ................................................Initial Water Elevation (ft) .........................................

Storage Node : STOR10

Input Data

35.5739.654.080.00-35.570.000.00

Outflow Orifices



1 RISER10 Bottom CIRCULAR No 36.00 38.87 0.61


8.520.174.830.0039.153.5836.981.410 04:060.000000.00

Average HGL Depth Attained (ft) .............................Time of Max HGL Occurrence (days hh:mm) ..........Total Exfiltration Volume (1000-ft³) ..........................Total Flooded Volume (ac-in) ..................................Total Time Flooded (min) ........................................Total Retention Time (sec) ......................................

Peak Lateral Inflow (cfs) ..........................................Peak Outflow (cfs) ...................................................Peak Exfiltration Flow Rate (cfm) ............................Max HGL Elevation Attained (ft) ..............................Max HGL Depth Attained (ft) ...................................Average HGL Elevation Attained (ft) ........................

Max (Rim) Offset (ft) ................................................Initial Water Elevation (ft) .........................................Initial Water Depth (ft) ..............................................Ponded Area (ft²) .....................................................Evaporation Loss .....................................................

Peak Inflow (cfs) ......................................................

Invert Elevation (ft) ...................................................Max (Rim) Elevation (ft) ...........................................

Storage Node : STOR20

Input Data

40.6744.003.330.00-40.670.000.00

Outflow Orifices



1 RISER20 Bottom CIRCULAR No 36.00 43.00 0.61


5.490.003.150.0043.212.5441.610.940 04:040.000000.00

Total Time Flooded (min) ........................................Total Retention Time (sec) ......................................

Max HGL Depth Attained (ft) ...................................Average HGL Elevation Attained (ft) ........................Average HGL Depth Attained (ft) .............................Time of Max HGL Occurrence (days hh:mm) ..........Total Exfiltration Volume (1000-ft³) ..........................Total Flooded Volume (ac-in) ..................................

Evaporation Loss .....................................................

Peak Inflow (cfs) ......................................................Peak Lateral Inflow (cfs) ..........................................Peak Outflow (cfs) ...................................................Peak Exfiltration Flow Rate (cfm) ............................Max HGL Elevation Attained (ft) ..............................

Invert Elevation (ft) ...................................................Max (Rim) Elevation (ft) ...........................................Max (Rim) Offset (ft) ................................................Initial Water Elevation (ft) .........................................Initial Water Depth (ft) ..............................................Ponded Area (ft²) .....................................................

Rational Method Hydrograph ProcedureSection 6 of San Diego County Hydrology Manual Dated June 2003

DMA DMA10-12

C 0.79A 1.736 ACTc 6.7 minP6 2.8 inN 51Tc used 7.058824 minQPEAK 8.377 CFS

N PT(N) (in) PN (in) QN (cfs) TCs from Center Time block from 1 Time (min) QN (cfs) PN (in)1 0.682 0.682 8.377 0 35 243.529 8.377 0.6822 0.872 0.190 2.337 -1 34 236.471 2.337 0.1903 1.007 0.135 1.659 -2 33 229.412 1.659 0.1354 1.116 0.108 1.330 1 36 250.588 1.330 0.1085 1.208 0.092 1.130 -3 32 222.353 1.130 0.0926 1.288 0.081 0.992 -4 31 215.294 0.992 0.0817 1.361 0.072 0.890 2 37 257.647 0.890 0.0728 1.427 0.066 0.811 -5 30 208.235 0.811 0.0669 1.488 0.061 0.748 -6 29 201.176 0.748 0.061

10 1.545 0.057 0.696 3 38 264.706 0.696 0.05711 1.598 0.053 0.653 -7 28 194.118 0.653 0.05312 1.648 0.050 0.616 -8 27 187.059 0.616 0.05013 1.695 0.047 0.583 4 39 271.765 0.583 0.04714 1.741 0.045 0.555 -9 26 180.000 0.555 0.04515 1.784 0.043 0.530 -10 25 172.941 0.530 0.04316 1.825 0.041 0.508 5 40 278.824 0.508 0.04117 1.865 0.040 0.488 -11 24 165.882 0.488 0.04018 1.903 0.038 0.469 -12 23 158.824 0.469 0.03819 1.940 0.037 0.453 6 41 285.882 0.453 0.03720 1.976 0.036 0.438 -13 22 151.765 0.438 0.03621 2.010 0.035 0.424 -14 21 144.706 0.424 0.03522 2.044 0.033 0.411 7 42 292.941 0.411 0.03323 2.076 0.033 0.399 -15 20 137.647 0.399 0.03324 2.108 0.032 0.388 -16 19 130.588 0.388 0.03225 2.138 0.031 0.378 8 43 300.000 0.378 0.03126 2.168 0.030 0.368 -17 18 123.529 0.368 0.03027 2.198 0.029 0.359 -18 17 116.471 0.359 0.02928 2.226 0.029 0.351 9 44 307.059 0.351 0.02929 2.254 0.028 0.343 -19 16 109.412 0.343 0.02830 2.281 0.027 0.335 -20 15 102.353 0.335 0.02731 2.308 0.027 0.328 10 45 314.118 0.328 0.02732 2.334 0.026 0.321 -21 14 95.294 0.321 0.02633 2.360 0.026 0.315 -22 13 88.235 0.315 0.02634 2.39 0.03 0.31 11 46 321.176 0.309 0.02535 2.41 0.02 0.30 -23 12 81.176 0.303 0.025

Site and Storm Parameters

Calculated Data Sorted with Rainfall Blocks in Numerical Order


DMA DMA10-12

36 2.43 0.02 0.30 -24 11 74.118 0.297 0.02437 2.46 0.02 0.29 12 47 328.235 0.292 0.02438 2.48 0.02 0.29 -25 10 67.059 0.287 0.02339 2.50 0.02 0.28 -26 9 60.000 0.282 0.02340 2.53 0.02 0.28 13 48 335.294 0.278 0.02341 2.55 0.02 0.27 -27 8 52.941 0.273 0.02242 2.57 0.02 0.27 -28 7 45.882 0.269 0.02243 2.59 0.02 0.26 14 49 342.353 0.265 0.02244 2.61 0.02 0.26 -29 6 38.824 0.261 0.02145 2.63 0.02 0.26 -30 5 31.765 0.257 0.02146 2.66 0.02 0.25 15 50 349.412 0.253 0.02147 2.68 0.02 0.25 -31 4 24.706 0.250 0.02048 2.70 0.02 0.25 -32 3 17.647 0.247 0.02049 2.72 0.02 0.24 16 51 356.471 0.243 0.02050 2.74 0.02 0.24 -33 2 10.588 0.240 0.02051 2.75 0.02 0.24 -34 1 3.529 0.237 0.0190 0.00 -2.75 -33.83 17 0 363.529 -33.828 -2.7540 0.00 0.00 0.00 -35 0 -3.529 0.000 0.0000 0.00 0.00 0.00 -36 0 -10.588 0.000 0.0000 0.00 0.00 0.00 18 0 370.588 0.000 0.0000 0.00 0.00 0.00 -37 0 -17.647 0.000 0.0000 0.00 0.00 0.00 -38 0 -24.706 0.000 0.0000 0.00 0.00 0.00 19 0 377.647 0.000 0.0000 0.00 0.00 0.00 -39 0 -31.765 0.000 0.0000 0.00 0.00 0.00 -40 0 -38.824 0.000 0.0000 0.00 0.00 0.00 20 0 384.706 0.000 0.0000 0.00 0.00 0.00 -41 0 -45.882 0.000 0.0000 0.00 0.00 0.00 -42 0 -52.941 0.000 0.0000 0.00 0.00 0.00 21 0 391.765 0.000 0.0000 0.00 0.00 0.00 -43 0 -60.000 0.000 0.0000 0.00 0.00 0.00 -44 0 -67.059 0.000 0.0000 0.00 0.00 0.00 22 0 398.824 0.000 0.0000 0.00 0.00 0.00 -45 0 -74.118 0.000 0.0000 0.00 0.00 0.00 -46 0 -81.176 0.000 0.0000 0.00 0.00 0.00 23 0 405.882 0.000 0.0000 0.00 0.00 0.00 -47 0 -88.235 0.000 0.0000 0.00 0.00 0.00 -48 0 -95.294 0.000 0.0000 0.00 0.00 0.00 -49 0 -102.353 0.000 0.000

Time Block PN (in) Time (min) Time (HH:MM) QN (cfs) VOL IN CUM VOL IN0 0.000 0.000 0:00 0.000 0.00 0.001 0.019 3.529 0:03 0.237 25.09 25.092 0.020 10.588 0:10 0.240 101.02 126.113 0.020 17.647 0:17 0.247 103.04 229.15

Calculated Data Arranged Based on the (2/3, 1/3) Rainfall Distribution


DMA DMA10-12

4 0.020 24.706 0:24 0.250 105.13 334.285 0.021 31.765 0:31 0.257 107.38 441.666 0.021 38.824 0:38 0.261 109.70 551.367 0.022 45.882 0:45 0.269 112.21 663.578 0.022 52.941 0:52 0.273 114.82 778.389 0.023 60.000 1:00 0.282 117.64 896.02

10 0.023 67.059 1:07 0.287 120.59 1016.6111 0.024 74.118 1:14 0.297 123.80 1140.4112 0.025 81.176 1:21 0.303 127.16 1267.5613 0.026 88.235 1:28 0.315 130.85 1398.4114 0.026 95.294 1:35 0.321 134.73 1533.1415 0.027 102.353 1:42 0.335 139.03 1672.1616 0.028 109.412 1:49 0.343 143.56 1815.7317 0.029 116.471 1:56 0.359 148.65 1964.3818 0.030 123.529 2:03 0.368 154.05 2118.4319 0.032 130.588 2:10 0.388 160.18 2278.6120 0.033 137.647 2:17 0.399 166.74 2445.3421 0.035 144.706 2:24 0.424 174.31 2619.6522 0.036 151.765 2:31 0.438 182.49 2802.1423 0.038 158.824 2:38 0.469 192.14 2994.2724 0.040 165.882 2:45 0.488 202.69 3196.9625 0.043 172.941 2:52 0.530 215.52 3412.4826 0.045 180.000 3:00 0.555 229.80 3642.2727 0.050 187.059 3:07 0.616 247.91 3890.1928 0.053 194.118 3:14 0.653 268.62 4158.8129 0.061 201.176 3:21 0.748 296.73 4455.5430 0.066 208.235 3:28 0.811 330.31 4785.8431 0.081 215.294 3:35 0.992 381.86 5167.7032 0.092 222.353 3:42 1.130 449.25 5616.9533 0.135 229.412 3:49 1.659 590.48 6207.4234 0.190 236.471 3:56 2.337 846.16 7053.5935 0.682 243.529 4:03 8.377 2268.87 9322.4536 0.108 250.588 4:10 1.330 2055.68 11378.1437 0.072 257.647 4:17 0.890 470.22 11848.3638 0.057 264.706 4:24 0.696 335.98 12184.3439 0.047 271.765 4:31 0.583 271.02 12455.3640 0.041 278.824 4:38 0.508 231.05 12686.4141 0.037 285.882 4:45 0.453 203.44 12889.8542 0.033 292.941 4:52 0.411 182.97 13072.8243 0.031 300.000 5:00 0.378 167.07 13239.9044 0.029 307.059 5:07 0.351 154.29 13394.1945 0.027 314.118 5:14 0.328 143.75 13537.9346 0.025 321.176 5:21 0.309 134.87 13672.8047 0.024 328.235 5:28 0.292 127.27 13800.0748 0.023 335.294 5:35 0.278 120.67 13920.7449 0.022 342.353 5:42 0.265 114.89 14035.63


DMA DMA10-12

50 0.021 349.412 5:49 0.253 109.76 14145.3951 0.020 356.471 5:56 0.243 105.18 14250.570 0.000 0.000 6:00 0.000 25.75 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.330 0.000 0.000 6:00 0.000 0.00 14276.33

0.000

1.000

2.000

3.000

4.000

5.000

6.000

7.000

8.000

9.000

0:00 0:30 1:00 1:30 2:00 2:30 3:00 3:30 4:00 4:30 5:00 5:30 6:00 6:30


DMA DMA13-14

C 0.35A 0.067 ACTc 5 minP6 2.8 inN 72Tc used 5 minQPEAK 0.173 CFS


10 1.392 0.051 0.014 3 52 257.500 0.014 0.05111 1.440 0.048 0.013 -7 42 207.500 0.013 0.04812 1.485 0.045 0.013 -8 41 202.500 0.013 0.04513 1.528 0.043 0.012 4 53 262.500 0.012 0.04314 1.569 0.041 0.011 -9 40 197.500 0.011 0.04115 1.608 0.039 0.011 -10 39 192.500 0.011 0.03916 1.645 0.037 0.010 5 54 267.500 0.010 0.03717 1.681 0.036 0.010 -11 38 187.500 0.010 0.03618 1.715 0.034 0.010 -12 37 182.500 0.010 0.03419 1.749 0.033 0.009 6 55 272.500 0.009 0.03320 1.781 0.032 0.009 -13 36 177.500 0.009 0.03221 1.812 0.031 0.009 -14 35 172.500 0.009 0.03122 1.842 0.030 0.008 7 56 277.500 0.008 0.03023 1.871 0.029 0.008 -15 34 167.500 0.008 0.02924 1.900 0.028 0.008 -16 33 162.500 0.008 0.02825 1.927 0.028 0.008 8 57 282.500 0.008 0.02826 1.954 0.027 0.008 -17 32 157.500 0.008 0.02727 1.981 0.026 0.007 -18 31 152.500 0.007 0.02628 2.007 0.026 0.007 9 58 287.500 0.007 0.02629 2.032 0.025 0.007 -19 30 147.500 0.007 0.02530 2.056 0.025 0.007 -20 29 142.500 0.007 0.02531 2.080 0.024 0.007 10 59 292.500 0.007 0.02432 2.104 0.024 0.007 -21 28 137.500 0.007 0.02433 2.127 0.023 0.007 -22 27 132.500 0.007 0.02334 2.15 0.02 0.01 11 60 297.500 0.006 0.02335 2.17 0.02 0.01 -23 26 127.500 0.006 0.022




DMA DMA13-14

36 2.19 0.02 0.01 -24 25 122.500 0.006 0.02237 2.22 0.02 0.01 12 61 302.500 0.006 0.02138 2.24 0.02 0.01 -25 24 117.500 0.006 0.02139 2.26 0.02 0.01 -26 23 112.500 0.006 0.02140 2.28 0.02 0.01 13 62 307.500 0.006 0.02041 2.30 0.02 0.01 -27 22 107.500 0.006 0.02042 2.32 0.02 0.01 -28 21 102.500 0.006 0.02043 2.34 0.02 0.01 14 63 312.500 0.005 0.01944 2.36 0.02 0.01 -29 20 97.500 0.005 0.01945 2.37 0.02 0.01 -30 19 92.500 0.005 0.01946 2.39 0.02 0.01 15 64 317.500 0.005 0.01947 2.41 0.02 0.01 -31 18 87.500 0.005 0.01848 2.43 0.02 0.01 -32 17 82.500 0.005 0.01849 2.45 0.02 0.01 16 65 322.500 0.005 0.01850 2.47 0.02 0.00 -33 16 77.500 0.005 0.01851 2.48 0.02 0.00 -34 15 72.500 0.005 0.01752 2.50 0.02 0.00 17 66 327.500 0.005 0.01753 2.52 0.02 0.00 -35 14 67.500 0.005 0.01754 2.53 0.02 0.00 -36 13 62.500 0.005 0.01755 2.55 0.02 0.00 18 67 332.500 0.005 0.01756 2.57 0.02 0.00 -37 12 57.500 0.005 0.01657 2.58 0.02 0.00 -38 11 52.500 0.005 0.01658 2.60 0.02 0.00 19 68 337.500 0.005 0.01659 2.61 0.02 0.00 -39 10 47.500 0.004 0.01660 2.63 0.02 0.00 -40 9 42.500 0.004 0.01661 2.65 0.02 0.00 20 69 342.500 0.004 0.01562 2.66 0.02 0.00 -41 8 37.500 0.004 0.01563 2.68 0.02 0.00 -42 7 32.500 0.004 0.01564 2.69 0.02 0.00 21 70 347.500 0.004 0.01565 2.71 0.01 0.00 -43 6 27.500 0.004 0.01566 2.72 0.01 0.00 -44 5 22.500 0.004 0.01567 2.74 0.01 0.00 22 71 352.500 0.004 0.01568 2.75 0.01 0.00 -45 4 17.500 0.004 0.01469 2.76 0.01 0.00 -46 3 12.500 0.004 0.01470 2.78 0.01 0.00 23 72 357.500 0.004 0.01471 2.79 0.01 0.00 -47 2 7.500 0.004 0.01472 2.81 0.01 0.00 -48 1 2.500 0.004 0.0140 0.00 -2.81 -0.79 -49 0 -2.500 -0.790 -2.806




DMA DMA13-14

4 0.014 17.500 0:17 0.004 1.21 3.885 0.015 22.500 0:22 0.004 1.23 5.116 0.015 27.500 0:27 0.004 1.25 6.367 0.015 32.500 0:32 0.004 1.27 7.628 0.015 37.500 0:37 0.004 1.29 8.919 0.016 42.500 0:42 0.004 1.31 10.22

10 0.016 47.500 0:47 0.004 1.33 11.5411 0.016 52.500 0:52 0.005 1.35 12.8912 0.016 57.500 0:57 0.005 1.37 14.2713 0.017 62.500 1:02 0.005 1.40 15.6714 0.017 67.500 1:07 0.005 1.42 17.0915 0.017 72.500 1:12 0.005 1.45 18.5416 0.018 77.500 1:17 0.005 1.48 20.0217 0.018 82.500 1:22 0.005 1.51 21.5218 0.018 87.500 1:27 0.005 1.54 23.0619 0.019 92.500 1:32 0.005 1.57 24.6320 0.019 97.500 1:37 0.005 1.60 26.2421 0.020 102.500 1:42 0.006 1.64 27.8822 0.020 107.500 1:47 0.006 1.68 29.5623 0.021 112.500 1:52 0.006 1.72 31.2824 0.021 117.500 1:57 0.006 1.76 33.0425 0.022 122.500 2:02 0.006 1.81 34.8526 0.022 127.500 2:07 0.006 1.86 36.7127 0.023 132.500 2:12 0.007 1.91 38.6328 0.024 137.500 2:17 0.007 1.97 40.6029 0.025 142.500 2:22 0.007 2.03 42.6330 0.025 147.500 2:27 0.007 2.10 44.7331 0.026 152.500 2:32 0.007 2.17 46.9132 0.027 157.500 2:37 0.008 2.25 49.1633 0.028 162.500 2:42 0.008 2.34 51.5034 0.029 167.500 2:47 0.008 2.44 53.9435 0.031 172.500 2:52 0.009 2.55 56.4936 0.032 177.500 2:57 0.009 2.67 59.1637 0.034 182.500 3:02 0.010 2.81 61.9738 0.036 187.500 3:07 0.010 2.96 64.9439 0.039 192.500 3:12 0.011 3.15 68.0940 0.041 197.500 3:17 0.011 3.36 71.4541 0.045 202.500 3:22 0.013 3.63 75.0842 0.048 207.500 3:27 0.013 3.93 79.0143 0.055 212.500 3:32 0.015 4.34 83.3544 0.060 217.500 3:37 0.017 4.83 88.1845 0.073 222.500 3:42 0.020 5.59 93.7646 0.083 227.500 3:47 0.023 6.57 100.3447 0.122 232.500 3:52 0.034 8.64 108.9748 0.172 237.500 3:57 0.048 12.38 121.3549 0.615 242.500 4:02 0.173 33.19 154.54


DMA DMA13-14

50 0.098 247.500 4:07 0.027 30.07 184.6151 0.065 252.500 4:12 0.018 6.88 191.4952 0.051 257.500 4:17 0.014 4.91 196.4053 0.043 262.500 4:22 0.012 3.96 200.3754 0.037 267.500 4:27 0.010 3.38 203.7555 0.033 272.500 4:32 0.009 2.98 206.7256 0.030 277.500 4:37 0.008 2.68 209.4057 0.028 282.500 4:42 0.008 2.44 211.8558 0.026 287.500 4:47 0.007 2.26 214.1059 0.024 292.500 4:52 0.007 2.10 216.2160 0.023 297.500 4:57 0.006 1.97 218.1861 0.021 302.500 5:02 0.006 1.86 220.0462 0.020 307.500 5:07 0.006 1.77 221.8063 0.019 312.500 5:12 0.005 1.68 223.4964 0.019 317.500 5:17 0.005 1.61 225.0965 0.018 322.500 5:22 0.005 1.54 226.6366 0.017 327.500 5:27 0.005 1.48 228.1167 0.017 332.500 5:32 0.005 1.42 229.5368 0.016 337.500 5:37 0.005 1.37 230.9169 0.015 342.500 5:42 0.004 1.33 232.2370 0.015 347.500 5:47 0.004 1.29 233.5271 0.015 352.500 5:52 0.004 1.25 234.7772 0.014 357.500 5:57 0.004 1.21 235.980 0.000 0.000 6:00 0.000 0.30 236.28

0.000

0.020

0.040

0.060

0.080

0.100

0.120

0.140

0.160

0.180

0.200

0:00 0:30 1:00 1:30 2:00 2:30 3:00 3:30 4:00 4:30 5:00 5:30 6:00 6:30


DMA DMA20-21



10 1.392 0.051 0.031 3 52 257.500 0.031 0.05111 1.440 0.048 0.029 -7 42 207.500 0.029 0.04812 1.485 0.045 0.028 -8 41 202.500 0.028 0.04513 1.528 0.043 0.026 4 53 262.500 0.026 0.04314 1.569 0.041 0.025 -9 40 197.500 0.025 0.04115 1.608 0.039 0.024 -10 39 192.500 0.024 0.03916 1.645 0.037 0.023 5 54 267.500 0.023 0.03717 1.681 0.036 0.022 -11 38 187.500 0.022 0.03618 1.715 0.034 0.021 -12 37 182.500 0.021 0.03419 1.749 0.033 0.020 6 55 272.500 0.020 0.03320 1.781 0.032 0.020 -13 36 177.500 0.020 0.03221 1.812 0.031 0.019 -14 35 172.500 0.019 0.03122 1.842 0.030 0.018 7 56 277.500 0.018 0.03023 1.871 0.029 0.018 -15 34 167.500 0.018 0.02924 1.900 0.028 0.017 -16 33 162.500 0.017 0.02825 1.927 0.028 0.017 8 57 282.500 0.017 0.02826 1.954 0.027 0.017 -17 32 157.500 0.017 0.02727 1.981 0.026 0.016 -18 31 152.500 0.016 0.02628 2.007 0.026 0.016 9 58 287.500 0.016 0.02629 2.032 0.025 0.015 -19 30 147.500 0.015 0.02530 2.056 0.025 0.015 -20 29 142.500 0.015 0.02531 2.080 0.024 0.015 10 59 292.500 0.015 0.02432 2.104 0.024 0.014 -21 28 137.500 0.014 0.02433 2.127 0.023 0.014 -22 27 132.500 0.014 0.02334 2.15 0.02 0.01 11 60 297.500 0.014 0.02335 2.17 0.02 0.01 -23 26 127.500 0.014 0.022




DMA DMA20-21

36 2.19 0.02 0.01 -24 25 122.500 0.013 0.02237 2.22 0.02 0.01 12 61 302.500 0.013 0.02138 2.24 0.02 0.01 -25 24 117.500 0.013 0.02139 2.26 0.02 0.01 -26 23 112.500 0.013 0.02140 2.28 0.02 0.01 13 62 307.500 0.012 0.02041 2.30 0.02 0.01 -27 22 107.500 0.012 0.02042 2.32 0.02 0.01 -28 21 102.500 0.012 0.02043 2.34 0.02 0.01 14 63 312.500 0.012 0.01944 2.36 0.02 0.01 -29 20 97.500 0.012 0.01945 2.37 0.02 0.01 -30 19 92.500 0.012 0.01946 2.39 0.02 0.01 15 64 317.500 0.011 0.01947 2.41 0.02 0.01 -31 18 87.500 0.011 0.01848 2.43 0.02 0.01 -32 17 82.500 0.011 0.01849 2.45 0.02 0.01 16 65 322.500 0.011 0.01850 2.47 0.02 0.01 -33 16 77.500 0.011 0.01851 2.48 0.02 0.01 -34 15 72.500 0.011 0.01752 2.50 0.02 0.01 17 66 327.500 0.011 0.01753 2.52 0.02 0.01 -35 14 67.500 0.010 0.01754 2.53 0.02 0.01 -36 13 62.500 0.010 0.01755 2.55 0.02 0.01 18 67 332.500 0.010 0.01756 2.57 0.02 0.01 -37 12 57.500 0.010 0.01657 2.58 0.02 0.01 -38 11 52.500 0.010 0.01658 2.60 0.02 0.01 19 68 337.500 0.010 0.01659 2.61 0.02 0.01 -39 10 47.500 0.010 0.01660 2.63 0.02 0.01 -40 9 42.500 0.010 0.01661 2.65 0.02 0.01 20 69 342.500 0.009 0.01562 2.66 0.02 0.01 -41 8 37.500 0.009 0.01563 2.68 0.02 0.01 -42 7 32.500 0.009 0.01564 2.69 0.02 0.01 21 70 347.500 0.009 0.01565 2.71 0.01 0.01 -43 6 27.500 0.009 0.01566 2.72 0.01 0.01 -44 5 22.500 0.009 0.01567 2.74 0.01 0.01 22 71 352.500 0.009 0.01568 2.75 0.01 0.01 -45 4 17.500 0.009 0.01469 2.76 0.01 0.01 -46 3 12.500 0.009 0.01470 2.78 0.01 0.01 23 72 357.500 0.009 0.01471 2.79 0.01 0.01 -47 2 7.500 0.009 0.01472 2.81 0.01 0.01 -48 1 2.500 0.009 0.0140 0.00 -2.81 -1.72 -49 0 -2.500 -1.721 -2.806




DMA DMA20-21

4 0.014 17.500 0:17 0.009 2.64 8.455 0.015 22.500 0:22 0.009 2.68 11.136 0.015 27.500 0:27 0.009 2.72 13.857 0.015 32.500 0:32 0.009 2.76 16.618 0.015 37.500 0:37 0.009 2.80 19.419 0.016 42.500 0:42 0.010 2.85 22.26

10 0.016 47.500 0:47 0.010 2.89 25.1511 0.016 52.500 0:52 0.010 2.94 28.1012 0.016 57.500 0:57 0.010 2.99 31.0913 0.017 62.500 1:02 0.010 3.05 34.1414 0.017 67.500 1:07 0.010 3.10 37.2415 0.017 72.500 1:12 0.011 3.16 40.4016 0.018 77.500 1:17 0.011 3.22 43.6217 0.018 82.500 1:22 0.011 3.28 46.9018 0.018 87.500 1:27 0.011 3.35 50.2519 0.019 92.500 1:32 0.012 3.42 53.6820 0.019 97.500 1:37 0.012 3.50 57.1721 0.020 102.500 1:42 0.012 3.58 60.7522 0.020 107.500 1:47 0.012 3.66 64.4123 0.021 112.500 1:52 0.013 3.75 68.1624 0.021 117.500 1:57 0.013 3.84 72.0025 0.022 122.500 2:02 0.013 3.95 75.9526 0.022 127.500 2:07 0.014 4.05 80.0027 0.023 132.500 2:12 0.014 4.17 84.1728 0.024 137.500 2:17 0.014 4.29 88.4729 0.025 142.500 2:22 0.015 4.43 92.9030 0.025 147.500 2:27 0.015 4.58 97.4831 0.026 152.500 2:32 0.016 4.74 102.2132 0.027 157.500 2:37 0.017 4.91 107.1233 0.028 162.500 2:42 0.017 5.11 112.2334 0.029 167.500 2:47 0.018 5.31 117.5535 0.031 172.500 2:52 0.019 5.56 123.1036 0.032 177.500 2:57 0.020 5.82 128.9237 0.034 182.500 3:02 0.021 6.12 135.0438 0.036 187.500 3:07 0.022 6.46 141.5039 0.039 192.500 3:12 0.024 6.87 148.3740 0.041 197.500 3:17 0.025 7.32 155.7041 0.045 202.500 3:22 0.028 7.90 163.6042 0.048 207.500 3:27 0.029 8.56 172.1643 0.055 212.500 3:32 0.034 9.46 181.6244 0.060 217.500 3:37 0.037 10.53 192.1545 0.073 222.500 3:42 0.045 12.17 204.3246 0.083 227.500 3:47 0.051 14.32 218.6447 0.122 232.500 3:52 0.075 18.82 237.4748 0.172 237.500 3:57 0.105 26.97 264.4449 0.615 242.500 4:02 0.377 72.32 336.76


DMA DMA20-21

50 0.098 247.500 4:07 0.060 65.53 402.2951 0.065 252.500 4:12 0.040 14.99 417.2852 0.051 257.500 4:17 0.031 10.71 427.9953 0.043 262.500 4:22 0.026 8.64 436.6354 0.037 267.500 4:27 0.023 7.37 443.9955 0.033 272.500 4:32 0.020 6.48 450.4856 0.030 277.500 4:37 0.018 5.83 456.3157 0.028 282.500 4:42 0.017 5.33 461.6358 0.026 287.500 4:47 0.016 4.92 466.5559 0.024 292.500 4:52 0.015 4.58 471.1360 0.023 297.500 4:57 0.014 4.30 475.4361 0.021 302.500 5:02 0.013 4.06 479.4962 0.020 307.500 5:07 0.012 3.85 483.3463 0.019 312.500 5:12 0.012 3.66 487.0064 0.019 317.500 5:17 0.011 3.50 490.5065 0.018 322.500 5:22 0.011 3.35 493.8566 0.017 327.500 5:27 0.011 3.22 497.0767 0.017 332.500 5:32 0.010 3.10 500.1768 0.016 337.500 5:37 0.010 2.99 503.1769 0.015 342.500 5:42 0.009 2.89 506.0670 0.015 347.500 5:47 0.009 2.80 508.8771 0.015 352.500 5:52 0.009 2.72 511.5972 0.014 357.500 5:57 0.009 2.64 514.230 0.000 0.000 6:00 0.000 0.65 514.88

0.000

0.050

0.100

0.150

0.200

0.250

0.300

0.350

0.400

0:00 0:30 1:00 1:30 2:00 2:30 3:00 3:30 4:00 4:30 5:00 5:30 6:00 6:30


DMA DMA23-24



10 1.392 0.051 0.333 3 52 257.500 0.333 0.05111 1.440 0.048 0.312 -7 42 207.500 0.312 0.04812 1.485 0.045 0.295 -8 41 202.500 0.295 0.04513 1.528 0.043 0.279 4 53 262.500 0.279 0.04314 1.569 0.041 0.266 -9 40 197.500 0.266 0.04115 1.608 0.039 0.254 -10 39 192.500 0.254 0.03916 1.645 0.037 0.243 5 54 267.500 0.243 0.03717 1.681 0.036 0.233 -11 38 187.500 0.233 0.03618 1.715 0.034 0.225 -12 37 182.500 0.225 0.03419 1.749 0.033 0.217 6 55 272.500 0.217 0.03320 1.781 0.032 0.210 -13 36 177.500 0.210 0.03221 1.812 0.031 0.203 -14 35 172.500 0.203 0.03122 1.842 0.030 0.197 7 56 277.500 0.197 0.03023 1.871 0.029 0.191 -15 34 167.500 0.191 0.02924 1.900 0.028 0.186 -16 33 162.500 0.186 0.02825 1.927 0.028 0.181 8 57 282.500 0.181 0.02826 1.954 0.027 0.176 -17 32 157.500 0.176 0.02727 1.981 0.026 0.172 -18 31 152.500 0.172 0.02628 2.007 0.026 0.168 9 58 287.500 0.168 0.02629 2.032 0.025 0.164 -19 30 147.500 0.164 0.02530 2.056 0.025 0.160 -20 29 142.500 0.160 0.02531 2.080 0.024 0.157 10 59 292.500 0.157 0.02432 2.104 0.024 0.154 -21 28 137.500 0.154 0.02433 2.127 0.023 0.151 -22 27 132.500 0.151 0.02334 2.15 0.02 0.15 11 60 297.500 0.148 0.02335 2.17 0.02 0.15 -23 26 127.500 0.145 0.022




DMA DMA23-24

36 2.19 0.02 0.14 -24 25 122.500 0.142 0.02237 2.22 0.02 0.14 12 61 302.500 0.140 0.02138 2.24 0.02 0.14 -25 24 117.500 0.137 0.02139 2.26 0.02 0.14 -26 23 112.500 0.135 0.02140 2.28 0.02 0.13 13 62 307.500 0.133 0.02041 2.30 0.02 0.13 -27 22 107.500 0.131 0.02042 2.32 0.02 0.13 -28 21 102.500 0.129 0.02043 2.34 0.02 0.13 14 63 312.500 0.127 0.01944 2.36 0.02 0.12 -29 20 97.500 0.125 0.01945 2.37 0.02 0.12 -30 19 92.500 0.123 0.01946 2.39 0.02 0.12 15 64 317.500 0.121 0.01947 2.41 0.02 0.12 -31 18 87.500 0.120 0.01848 2.43 0.02 0.12 -32 17 82.500 0.118 0.01849 2.45 0.02 0.12 16 65 322.500 0.116 0.01850 2.47 0.02 0.11 -33 16 77.500 0.115 0.01851 2.48 0.02 0.11 -34 15 72.500 0.113 0.01752 2.50 0.02 0.11 17 66 327.500 0.112 0.01753 2.52 0.02 0.11 -35 14 67.500 0.111 0.01754 2.53 0.02 0.11 -36 13 62.500 0.109 0.01755 2.55 0.02 0.11 18 67 332.500 0.108 0.01756 2.57 0.02 0.11 -37 12 57.500 0.107 0.01657 2.58 0.02 0.11 -38 11 52.500 0.106 0.01658 2.60 0.02 0.10 19 68 337.500 0.104 0.01659 2.61 0.02 0.10 -39 10 47.500 0.103 0.01660 2.63 0.02 0.10 -40 9 42.500 0.102 0.01661 2.65 0.02 0.10 20 69 342.500 0.101 0.01562 2.66 0.02 0.10 -41 8 37.500 0.100 0.01563 2.68 0.02 0.10 -42 7 32.500 0.099 0.01564 2.69 0.02 0.10 21 70 347.500 0.098 0.01565 2.71 0.01 0.10 -43 6 27.500 0.097 0.01566 2.72 0.01 0.10 -44 5 22.500 0.096 0.01567 2.74 0.01 0.09 22 71 352.500 0.095 0.01568 2.75 0.01 0.09 -45 4 17.500 0.094 0.01469 2.76 0.01 0.09 -46 3 12.500 0.093 0.01470 2.78 0.01 0.09 23 72 357.500 0.092 0.01471 2.79 0.01 0.09 -47 2 7.500 0.091 0.01472 2.81 0.01 0.09 -48 1 2.500 0.091 0.0140 0.00 -2.81 -18.30 -49 0 -2.500 -18.301 -2.806




DMA DMA23-24

4 0.014 17.500 0:17 0.094 28.09 89.905 0.015 22.500 0:22 0.096 28.50 118.396 0.015 27.500 0:27 0.097 28.92 147.317 0.015 32.500 0:32 0.099 29.36 176.678 0.015 37.500 0:37 0.100 29.81 206.489 0.016 42.500 0:42 0.102 30.29 236.77

10 0.016 47.500 0:47 0.103 30.78 267.5511 0.016 52.500 0:52 0.106 31.30 298.8512 0.016 57.500 0:57 0.107 31.83 330.6913 0.017 62.500 1:02 0.109 32.40 363.0914 0.017 67.500 1:07 0.111 32.99 396.0815 0.017 72.500 1:12 0.113 33.61 429.6816 0.018 77.500 1:17 0.115 34.25 463.9317 0.018 82.500 1:22 0.118 34.94 498.8718 0.018 87.500 1:27 0.120 35.64 534.5119 0.019 92.500 1:32 0.123 36.41 570.9220 0.019 97.500 1:37 0.125 37.19 608.1121 0.020 102.500 1:42 0.129 38.04 646.1622 0.020 107.500 1:47 0.131 38.93 685.0823 0.021 112.500 1:52 0.135 39.89 724.9724 0.021 117.500 1:57 0.137 40.88 765.8525 0.022 122.500 2:02 0.142 41.97 807.8326 0.022 127.500 2:07 0.145 43.11 850.9427 0.023 132.500 2:12 0.151 44.36 895.3028 0.024 137.500 2:17 0.154 45.68 940.9829 0.025 142.500 2:22 0.160 47.14 988.1230 0.025 147.500 2:27 0.164 48.67 1036.7931 0.026 152.500 2:32 0.172 50.40 1087.1932 0.027 157.500 2:37 0.176 52.23 1139.4233 0.028 162.500 2:42 0.186 54.31 1193.7334 0.029 167.500 2:47 0.191 56.53 1250.2635 0.031 172.500 2:52 0.203 59.10 1309.3636 0.032 177.500 2:57 0.210 61.87 1371.2337 0.034 182.500 3:02 0.225 65.14 1436.3738 0.036 187.500 3:07 0.233 68.72 1505.0939 0.039 192.500 3:12 0.254 73.07 1578.1640 0.041 197.500 3:17 0.266 77.91 1656.0741 0.045 202.500 3:22 0.295 84.05 1740.1342 0.048 207.500 3:27 0.312 91.07 1831.2043 0.055 212.500 3:32 0.358 100.61 1931.8144 0.060 217.500 3:37 0.388 111.99 2043.8045 0.073 222.500 3:42 0.475 129.47 2173.2746 0.083 227.500 3:47 0.541 152.32 2325.5847 0.122 232.500 3:52 0.794 200.20 2525.7848 0.172 237.500 3:57 1.119 286.89 2812.6749 0.615 242.500 4:02 4.010 769.25 3581.92


DMA DMA23-24

50 0.098 247.500 4:07 0.637 696.97 4278.8951 0.065 252.500 4:12 0.426 159.43 4438.3252 0.051 257.500 4:17 0.333 113.91 4552.2353 0.043 262.500 4:22 0.279 91.89 4644.1254 0.037 267.500 4:27 0.243 78.34 4722.4655 0.033 272.500 4:32 0.217 68.97 4791.4356 0.030 277.500 4:37 0.197 62.04 4853.4757 0.028 282.500 4:42 0.181 56.65 4910.1158 0.026 287.500 4:47 0.168 52.31 4962.4359 0.024 292.500 4:52 0.157 48.74 5011.1660 0.023 297.500 4:57 0.148 45.73 5056.8961 0.021 302.500 5:02 0.140 43.15 5100.0462 0.020 307.500 5:07 0.133 40.91 5140.9563 0.019 312.500 5:12 0.127 38.95 5179.9064 0.019 317.500 5:17 0.121 37.21 5217.1265 0.018 322.500 5:22 0.116 35.66 5252.7866 0.017 327.500 5:27 0.112 34.26 5287.0467 0.017 332.500 5:32 0.108 33.00 5320.0468 0.016 337.500 5:37 0.104 31.85 5351.8969 0.015 342.500 5:42 0.101 30.79 5382.6870 0.015 347.500 5:47 0.098 29.82 5412.5071 0.015 352.500 5:52 0.095 28.92 5441.4272 0.014 357.500 5:57 0.092 28.09 5469.520 0.000 0.000 6:00 0.000 6.92 5476.44

0.000

0.500

1.000

1.500

2.000

2.500

3.000

3.500

4.000

4.500

0:00 0:30 1:00 1:30 2:00 2:30 3:00 3:30 4:00 4:30 5:00 5:30 6:00 6:30


DMA DMA25-26



10 1.392 0.051 0.092 3 52 257.500 0.092 0.05111 1.440 0.048 0.086 -7 42 207.500 0.086 0.04812 1.485 0.045 0.081 -8 41 202.500 0.081 0.04513 1.528 0.043 0.077 4 53 262.500 0.077 0.04314 1.569 0.041 0.073 -9 40 197.500 0.073 0.04115 1.608 0.039 0.070 -10 39 192.500 0.070 0.03916 1.645 0.037 0.067 5 54 267.500 0.067 0.03717 1.681 0.036 0.064 -11 38 187.500 0.064 0.03618 1.715 0.034 0.062 -12 37 182.500 0.062 0.03419 1.749 0.033 0.060 6 55 272.500 0.060 0.03320 1.781 0.032 0.058 -13 36 177.500 0.058 0.03221 1.812 0.031 0.056 -14 35 172.500 0.056 0.03122 1.842 0.030 0.054 7 56 277.500 0.054 0.03023 1.871 0.029 0.053 -15 34 167.500 0.053 0.02924 1.900 0.028 0.051 -16 33 162.500 0.051 0.02825 1.927 0.028 0.050 8 57 282.500 0.050 0.02826 1.954 0.027 0.048 -17 32 157.500 0.048 0.02727 1.981 0.026 0.047 -18 31 152.500 0.047 0.02628 2.007 0.026 0.046 9 58 287.500 0.046 0.02629 2.032 0.025 0.045 -19 30 147.500 0.045 0.02530 2.056 0.025 0.044 -20 29 142.500 0.044 0.02531 2.080 0.024 0.043 10 59 292.500 0.043 0.02432 2.104 0.024 0.042 -21 28 137.500 0.042 0.02433 2.127 0.023 0.041 -22 27 132.500 0.041 0.02334 2.15 0.02 0.04 11 60 297.500 0.041 0.02335 2.17 0.02 0.04 -23 26 127.500 0.040 0.022




DMA DMA25-26

36 2.19 0.02 0.04 -24 25 122.500 0.039 0.02237 2.22 0.02 0.04 12 61 302.500 0.038 0.02138 2.24 0.02 0.04 -25 24 117.500 0.038 0.02139 2.26 0.02 0.04 -26 23 112.500 0.037 0.02140 2.28 0.02 0.04 13 62 307.500 0.037 0.02041 2.30 0.02 0.04 -27 22 107.500 0.036 0.02042 2.32 0.02 0.04 -28 21 102.500 0.035 0.02043 2.34 0.02 0.03 14 63 312.500 0.035 0.01944 2.36 0.02 0.03 -29 20 97.500 0.034 0.01945 2.37 0.02 0.03 -30 19 92.500 0.034 0.01946 2.39 0.02 0.03 15 64 317.500 0.033 0.01947 2.41 0.02 0.03 -31 18 87.500 0.033 0.01848 2.43 0.02 0.03 -32 17 82.500 0.032 0.01849 2.45 0.02 0.03 16 65 322.500 0.032 0.01850 2.47 0.02 0.03 -33 16 77.500 0.032 0.01851 2.48 0.02 0.03 -34 15 72.500 0.031 0.01752 2.50 0.02 0.03 17 66 327.500 0.031 0.01753 2.52 0.02 0.03 -35 14 67.500 0.030 0.01754 2.53 0.02 0.03 -36 13 62.500 0.030 0.01755 2.55 0.02 0.03 18 67 332.500 0.030 0.01756 2.57 0.02 0.03 -37 12 57.500 0.029 0.01657 2.58 0.02 0.03 -38 11 52.500 0.029 0.01658 2.60 0.02 0.03 19 68 337.500 0.029 0.01659 2.61 0.02 0.03 -39 10 47.500 0.028 0.01660 2.63 0.02 0.03 -40 9 42.500 0.028 0.01661 2.65 0.02 0.03 20 69 342.500 0.028 0.01562 2.66 0.02 0.03 -41 8 37.500 0.027 0.01563 2.68 0.02 0.03 -42 7 32.500 0.027 0.01564 2.69 0.02 0.03 21 70 347.500 0.027 0.01565 2.71 0.01 0.03 -43 6 27.500 0.027 0.01566 2.72 0.01 0.03 -44 5 22.500 0.026 0.01567 2.74 0.01 0.03 22 71 352.500 0.026 0.01568 2.75 0.01 0.03 -45 4 17.500 0.026 0.01469 2.76 0.01 0.03 -46 3 12.500 0.026 0.01470 2.78 0.01 0.03 23 72 357.500 0.025 0.01471 2.79 0.01 0.03 -47 2 7.500 0.025 0.01472 2.81 0.01 0.02 -48 1 2.500 0.025 0.0140 0.00 -2.81 -5.03 -49 0 -2.500 -5.030 -2.806

Time Block PN (in) Time (min) Time (HH:MM) QN (cfs) VOL IN CUM VOL IN0 0.000 0.000 0:00 0.000 0.00 0.001 0.014 2.500 0:02 0.025 1.87 1.872 0.014 7.500 0:07 0.025 7.51 9.383 0.014 12.500 0:12 0.026 7.61 16.994 0.014 17.500 0:17 0.026 7.72 24.71



DMA DMA25-26

5 0.015 22.500 0:22 0.026 7.83 32.546 0.015 27.500 0:27 0.027 7.95 40.497 0.015 32.500 0:32 0.027 8.07 48.568 0.015 37.500 0:37 0.027 8.19 56.769 0.016 42.500 0:42 0.028 8.33 65.08

10 0.016 47.500 0:47 0.028 8.46 73.5411 0.016 52.500 0:52 0.029 8.60 82.1512 0.016 57.500 0:57 0.029 8.75 90.9013 0.017 62.500 1:02 0.030 8.91 99.8014 0.017 67.500 1:07 0.030 9.07 108.8715 0.017 72.500 1:12 0.031 9.24 118.1116 0.018 77.500 1:17 0.032 9.41 127.5217 0.018 82.500 1:22 0.032 9.60 137.1318 0.018 87.500 1:27 0.033 9.80 146.9219 0.019 92.500 1:32 0.034 10.01 156.9320 0.019 97.500 1:37 0.034 10.22 167.1521 0.020 102.500 1:42 0.035 10.46 177.6122 0.020 107.500 1:47 0.036 10.70 188.3123 0.021 112.500 1:52 0.037 10.96 199.2824 0.021 117.500 1:57 0.038 11.24 210.5125 0.022 122.500 2:02 0.039 11.54 222.0526 0.022 127.500 2:07 0.040 11.85 233.9027 0.023 132.500 2:12 0.041 12.19 246.1028 0.024 137.500 2:17 0.042 12.56 258.6529 0.025 142.500 2:22 0.044 12.96 271.6130 0.025 147.500 2:27 0.045 13.38 284.9931 0.026 152.500 2:32 0.047 13.85 298.8432 0.027 157.500 2:37 0.048 14.36 313.2033 0.028 162.500 2:42 0.051 14.93 328.1334 0.029 167.500 2:47 0.053 15.54 343.6735 0.031 172.500 2:52 0.056 16.24 359.9136 0.032 177.500 2:57 0.058 17.01 376.9237 0.034 182.500 3:02 0.062 17.91 394.8238 0.036 187.500 3:07 0.064 18.89 413.7139 0.039 192.500 3:12 0.070 20.09 433.8040 0.041 197.500 3:17 0.073 21.42 455.2141 0.045 202.500 3:22 0.081 23.10 478.3242 0.048 207.500 3:27 0.086 25.03 503.3543 0.055 212.500 3:32 0.098 27.65 531.0144 0.060 217.500 3:37 0.107 30.78 561.7945 0.073 222.500 3:42 0.130 35.59 597.3846 0.083 227.500 3:47 0.149 41.87 639.2447 0.122 232.500 3:52 0.218 55.03 694.2748 0.172 237.500 3:57 0.307 78.86 773.1349 0.615 242.500 4:02 1.102 211.45 984.5850 0.098 247.500 4:07 0.175 191.58 1176.16


DMA DMA25-26

51 0.065 252.500 4:12 0.117 43.82 1219.9852 0.051 257.500 4:17 0.092 31.31 1251.2953 0.043 262.500 4:22 0.077 25.26 1276.5554 0.037 267.500 4:27 0.067 21.53 1298.0855 0.033 272.500 4:32 0.060 18.96 1317.0456 0.030 277.500 4:37 0.054 17.05 1334.1057 0.028 282.500 4:42 0.050 15.57 1349.6758 0.026 287.500 4:47 0.046 14.38 1364.0559 0.024 292.500 4:52 0.043 13.40 1377.4460 0.023 297.500 4:57 0.041 12.57 1390.0161 0.021 302.500 5:02 0.038 11.86 1401.8762 0.020 307.500 5:07 0.037 11.25 1413.1263 0.019 312.500 5:12 0.035 10.71 1423.8364 0.019 317.500 5:17 0.033 10.23 1434.0565 0.018 322.500 5:22 0.032 9.80 1443.8666 0.017 327.500 5:27 0.031 9.42 1453.2867 0.017 332.500 5:32 0.030 9.07 1462.3568 0.016 337.500 5:37 0.029 8.75 1471.1069 0.015 342.500 5:42 0.028 8.46 1479.5670 0.015 347.500 5:47 0.027 8.20 1487.7671 0.015 352.500 5:52 0.026 7.95 1495.7172 0.014 357.500 5:57 0.025 7.72 1503.430 0.000 0.000 6:00 0.000 1.90 1505.34

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2017 - Lee & Associates

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