preliminary hydrology calculations

PRELIMINARY HYDROLOGY

CALCULATIONS

FOR

ELM AVENUE 10407 ELM AVENUE

FONTANA, CALIFORNIA

PREPARED FOR

FIRST INDUSTRIAL REALTY TRUST, INC. 898 N SEPULVEDA BLVD., SUITE 175

EL SEGUNDO, CA 90245 PH. (310) 414-5400

JULY 2019 REVISED FEBRUARY 19, 2020

JOB NO. 3789

PREPARED BY

THIENES ENGINEERING 14349 FIRESTONE BOULEVARD LA MIRADA, CALIFORNIA 90638

P. (714) 521-4811 FAX. (714) 521-4173

PRELIMINARY HYDROLOGY

CALCULATIONS

FOR

ELM AVENUE

PREPARED UNDER THE SUPERVISION OF

____________________________________ REINHARD STENZEL DATE:

R.C.E. 56155 EXP. 12/31/20

INTRODUCTION

A: PROJECT LOCATION

The project site is located at northeast corner of Boyle Avenue and Elm Avenue in the City

of Fontana. See following page for vicinity map.

B: STUDY PURPOSE

The purpose of this study is to determine the 100-year peak flow rate for the project site

that will ultimately drain to the existing storm drain in Elm Avenue.

C: PROJECT STAFF:

Thienes Engineering staff involved in this study include:

Reinhard Stenzel

Kristie Ferronato

Tony Nuñez

DISCUSSION

Project Description

The project site encompasses approximately 5.15 acres. Proposed improvements include

one warehouse type building that is approximately 84,060 square feet. There is a truck yard

on the east side of the building and vehicle parking in the easterly portion of the site.

Proposed landscaping is adjacent to the north, west, and south sides of the building and

throughout the site.

Existing Condition

The westerly portion of the site was recently demolished with one structure remaining.

Prior to the demolition, this section of the site was developed as a truck storage facility.

The easterly portion has concrete throughout most of the site and was used for vehicle,

equipment, and miscellaneous storage. A small portion of the site consists of one residential

building. Runoff from the site generally flows southwesterly towards Elm Avenue with a

segment discharging to the neighboring property to the southeast (nodes 120-121). The

100-year peak flow rate is approximately 13.0 cfs and 4.2 cfs to Elm Avenue and the

southerly adjacent property, respectively.

See Appendix “B” for existing condition hydrology calculations and Appendix “D” for

existing condition hydrology map.

Off-Site Drainage

Approximately 0.20 acres east of the project site drain to a low spot at the southeast corner

of the site (nodes 130-131). The runoff continues southerly towards the neighboring

property to the south. The 100-year peak flow rate from this area is approximately 1.1 cfs.

CMP risers will be utilized to collect the runoff and convey it westerly toward Elm Avenue.

A portion of runoff will spill onto the site, collect in an onsite catch basin (node 141), and

also discharge to Elm Avenue.

See Appendix “B” for existing condition hydrology calculations and Appendix “D” for

existing condition hydrology map.

Proposed Condition

The proposed building will drain easterly towards the truck yard. Proposed catch basins

will be installed in the truck yard and parking lot to collect runoff (nodes 100-151)

throughout a majority of the site. Off-site flows from the east will join on-site flows through

the proposed storm drain system and catch basins. A proposed storm drain system will

convey flows to the southwest corner of the site (node 153). Flows will burp out of a catch

basin and parkway drain into the street. A sump pump will be installed to drain the

remaining flow stored in the catch basin and pipe. The 100-year peak flow rate to Elm

Avenue from the majority of the site is approximately 23.7 cfs, undetained.

Runoff from the landscaping north of the building and adjacent to Boyle Avenue will be

collected in a separate storm drain system and conveyed to the west. A burp out catch basin

and parkway drain will discharge into Elm Avenue. The 100-year peak flow rate from this

area is approximately 0.3 cfs. A portion of the landscaping in the northwest corner of the

building (nodes 180-181) will discharge a 100-year peak flow rate of approximately 0.2

cfs into Boyle Avenue.

Runoff from the landscaping south (nodes 200-201) and west (nodes 190-191) of the

building will sheet flow into the street. The 100-year peak flow rates from street adjacent

landscaping into Elm Avenue are approximately 0.1 cfs (node 201) and 0.7 cfs (node 191),

respectively.

See Appendix “B” for proposed condition hydrology calculations and Appendix “D” for

proposed condition hydrology map.

Detention

The proposed condition 100-year peak flow rate (25.0 cfs) from the project site is higher

than the existing condition peak flow rate (18.3 cfs). Detention in the truck yard will be

utilized to reduce the proposed condition discharge to below the existing condition

discharge.

The landscaped areas adjacent to the streets will discharge to Boyle Avenue and Elm

Avenue undetained. The 100-year peak flow rate that will discharge undetained is

approximately 1.3 cfs (0.3 cfs + 0.2 cfs + 0.7 cfs + 0.1 cfs)

Detention will occur in the truck yard and trailer parking areas. The proposed onsite storm

drain system conveys runoff southwesterly where flow must burp out to Elm Avenue. This

creates a unique situation that requires water to pond in order to “push” flow through the

storm drain system.

A small area unit hydrograph was established for the area of detention. Pipes are sized to

limit runoff into the onsite storm drain system from the truck yard and trailer parking areas.

Discharge is dependent upon capacity of the storm drain system which is based on pipe

length, pipe size, downstream H.G.L., and other hydraulic losses. Various peak flow rates

were computed in an iterative trial and error method for the storm drain system to determine

a water surface elevation in each detention area with a given peak flow rate. These peak

flow rates and corresponding water surface elevations were used to determine the outflow

rates from each truck yard area used in the detention calculations.

Detention analysis shows that approximately 11.1 cfs can discharge from the detention

area. The required volume to temporarily store at this location is approximately 0.18 acre-

feet. This occurs at a depth of about 1.24 feet. Adding this to the undetained flows, the total

discharge from the proposed improvements is approximately 12.4 cfs (11.1 cfs + 1.3 cfs).

This is approximately 68% of the existing condition 100-year peak flow rate (12.4 cfs/18.3

cfs). Utilizing onsite detention, the maximum proposed condition 100-year discharge from

the project site is less than the existing condition discharge. Therefore, the proposed site

improvements will not impose a negative impact on the existing off-site drainage facilities.

See Appendix “C” for detention calculations and Appendix “D” for proposed condition

hydrology map.

Methodology

Hydrology calculations were computed using the San Bernardino County Rational Method

computer program (by AES Software). Detention analysis was calculated using San

Bernardino County’s small area unit hydrograph program. The site is soil type is “A” per

the San Bernardino County Hydrology Manual.

See Appendix “A” for reference materials.

APPENDIX DESCRIPTION

A REFERENCE MATERIAL

B HYDROLOGY CALCULATIONS

C DETENTION CACLULATIONS

D HYDROLOGY MAPS

APPENDIX A

REFERENCE MATERIAL

APPENDIX B

HYDROLOGY CALCULATIONS

EXISTING CONDITION

____________________________________________________________________________

****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE

(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)

(c) Copyright 1983-2016 Advanced Engineering Software (aes)

Ver. 23.0 Release Date: 07/01/2016 License ID 1435

Analysis prepared by:

************************** DESCRIPTION OF STUDY **************************

* 10407 ELM AVENUE *

* EXISTING CONDITION 100-YEAR *

* NODES 100-101 *

**************************************************************************

FILE NAME: W:\3789\EX100.DAT

TIME/DATE OF STUDY: 14:41 02/19/2020

============================================================================

USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:

============================================================================

--*TIME-OF-CONCENTRATION MODEL*--

USER SPECIFIED STORM EVENT(YEAR) = 100.00

SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00

SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95

*USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*

SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000

USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3500

*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*

*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*

HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR

NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)

=== ===== ========= ================= ====== ===== ====== ===== =======

1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150

GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET

as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)

*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN

OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*

*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED

****************************************************************************

FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21

----------------------------------------------------------------------------

>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<

>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<

============================================================================

INITIAL SUBAREA FLOW-LENGTH(FEET) = 770.00

ELEVATION DATA: UPSTREAM(FEET) = 1055.57 DOWNSTREAM(FEET) = 1050.49

Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20

SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.847

* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.573

SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

COMMERCIAL A 1.90 0.74 0.100 52 11.85

NATURAL POOR COVER

"BARREN" A 2.30 0.18 1.000 93 20.46

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22

SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.593

SUBAREA RUNOFF(CFS) = 13.01

TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 13.01

============================================================================

END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 4.2 TC(MIN.) = 11.85

EFFECTIVE AREA(ACRES) = 4.20 AREA-AVERAGED Fm(INCH/HR)= 0.13

AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.593

PEAK FLOW RATE(CFS) = 13.01

============================================================================

============================================================================

END OF RATIONAL METHOD ANALYSIS

�

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* NODES 120-121 *

**************************************************************************

FILE NAME: W:\3789\E120.DAT


============================================================================


============================================================================













=== ===== ========= ================= ====== ===== ====== ===== =======

1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150








****************************************************************************


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COMMERCIAL A 0.95 0.74 0.100 52 6.83





============================================================================






============================================================================

============================================================================


�

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* NODES 130-131 *

**************************************************************************

FILE NAME: W:\3789\E130.DAT


============================================================================


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=== ===== ========= ================= ====== ===== ====== ===== =======

1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150








****************************************************************************


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============================================================================









COMMERCIAL A 0.20 0.74 0.100 52 5.00





============================================================================






============================================================================

============================================================================


�

PROPOSED CONDITION

____________________________________________________________________________

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* PROPOSED CONDITION 100-YEAR *

* NODES 100-153 *

**************************************************************************

FILE NAME: W:\3789\P100.DAT


============================================================================


============================================================================













=== ===== ========= ================= ====== ===== ====== ===== =======

1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150








****************************************************************************


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COMMERCIAL A 0.95 0.74 0.100 52 5.48





****************************************************************************


----------------------------------------------------------------------------

>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<

>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<

============================================================================


FLOW LENGTH(FEET) = 177.00 MANNING'S N = 0.012

DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES

PIPE-FLOW VELOCITY(FEET/SEC.) = 4.28

ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1

PIPE-FLOW(CFS) = 4.79

PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 6.17

LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 319.00 FEET.

****************************************************************************


----------------------------------------------------------------------------

>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<

============================================================================

TOTAL NUMBER OF STREAMS = 2

CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 6.17

RAINFALL INTENSITY(INCH/HR) = 5.29

AREA-AVERAGED Fm(INCH/HR) = 0.07

AREA-AVERAGED Fp(INCH/HR) = 0.74

AREA-AVERAGED Ap = 0.10

EFFECTIVE STREAM AREA(ACRES) = 0.95

TOTAL STREAM AREA(ACRES) = 0.95

PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.79

****************************************************************************


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============================================================================









COMMERCIAL A 0.35 0.74 0.100 52 5.00





****************************************************************************


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============================================================================



ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000







****************************************************************************


----------------------------------------------------------------------------


>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<

============================================================================











** CONFLUENCE DATA **

STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER

NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE

1 4.79 6.17 5.287 0.74( 0.07) 0.10 0.9 100.00

2 1.87 5.02 5.982 0.74( 0.07) 0.10 0.3 110.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO

CONFLUENCE FORMULA USED FOR 2 STREAMS.

** PEAK FLOW RATE TABLE **



1 6.28 5.02 5.982 0.74( 0.07) 0.10 1.1 110.00

2 6.44 6.17 5.287 0.74( 0.07) 0.10 1.3 100.00

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 6.44 Tc(MIN.) = 6.17

EFFECTIVE AREA(ACRES) = 1.30 AREA-AVERAGED Fm(INCH/HR) = 0.07


TOTAL AREA(ACRES) = 1.3


****************************************************************************


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============================================================================









****************************************************************************


----------------------------------------------------------------------------

>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<

============================================================================

****************************************************************************


----------------------------------------------------------------------------



============================================================================









COMMERCIAL A 0.07 0.74 0.100 52 5.00





****************************************************************************


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============================================================================










****************************************************************************


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============================================================================











****************************************************************************


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============================================================================









COMMERCIAL A 0.07 0.74 0.100 52 5.00





****************************************************************************


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============================================================================










****************************************************************************


----------------------------------------------------------------------------



============================================================================














1 0.37 5.54 5.641 0.74( 0.07) 0.10 0.1 120.00

2 0.37 5.18 5.873 0.74( 0.07) 0.10 0.1 130.00






1 0.74 5.18 5.873 0.74( 0.07) 0.10 0.1 130.00

2 0.73 5.54 5.641 0.74( 0.07) 0.10 0.1 120.00







****************************************************************************


----------------------------------------------------------------------------



============================================================================










****************************************************************************


----------------------------------------------------------------------------

>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<

============================================================================

** MAIN STREAM CONFLUENCE DATA **



1 0.74 5.59 5.606 0.74( 0.07) 0.10 0.1 130.00

2 0.73 5.96 5.399 0.74( 0.07) 0.10 0.1 120.00


** MEMORY BANK # 1 CONFLUENCE DATA **



1 6.28 5.71 5.535 0.74( 0.07) 0.10 1.1 110.00

2 6.44 6.86 4.961 0.74( 0.07) 0.10 1.3 100.00





1 6.97 5.59 5.606 0.74( 0.07) 0.10 1.2 130.00

2 7.02 5.71 5.535 0.74( 0.07) 0.10 1.3 110.00

3 7.05 5.96 5.399 0.74( 0.07) 0.10 1.3 120.00

4 7.11 6.86 4.961 0.74( 0.07) 0.10 1.4 100.00








****************************************************************************


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============================================================================









****************************************************************************


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****************************************************************************


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============================================================================









COMMERCIAL A 1.20 0.74 0.100 52 5.76





****************************************************************************


----------------------------------------------------------------------------

>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<

============================================================================

MAINLINE Tc(MIN.) = 5.76


SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

COMMERCIAL A 0.10 0.74 0.100 52



SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.49




****************************************************************************


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============================================================================









****************************************************************************


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============================================================================














1 6.97 5.83 5.469 0.74( 0.07) 0.10 1.2 130.00

1 7.02 5.95 5.403 0.74( 0.07) 0.10 1.3 110.00

1 7.05 6.19 5.275 0.74( 0.07) 0.10 1.3 120.00

1 7.11 7.09 4.862 0.74( 0.07) 0.10 1.4 100.00

2 6.36 5.97 5.391 0.74( 0.07) 0.10 1.3 140.00






1 13.27 5.83 5.469 0.74( 0.07) 0.10 2.5 130.00

2 13.37 5.95 5.403 0.74( 0.07) 0.10 2.6 110.00

3 13.38 5.97 5.391 0.74( 0.07) 0.10 2.6 140.00

4 13.26 6.19 5.275 0.74( 0.07) 0.10 2.6 120.00

5 12.83 7.09 4.862 0.74( 0.07) 0.10 2.7 100.00







****************************************************************************


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============================================================================









****************************************************************************


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============================================================================











****************************************************************************


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============================================================================









COMMERCIAL A 2.20 0.74 0.100 52 5.37





****************************************************************************


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============================================================================









****************************************************************************


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============================================================================














1 13.27 6.43 5.157 0.74( 0.07) 0.10 2.5 130.00

1 13.37 6.55 5.101 0.74( 0.07) 0.10 2.6 110.00

1 13.38 6.57 5.091 0.74( 0.07) 0.10 2.6 140.00

1 13.26 6.79 4.991 0.74( 0.07) 0.10 2.6 120.00

1 12.83 7.71 4.622 0.74( 0.07) 0.10 2.7 100.00

2 11.23 5.45 5.692 0.74( 0.07) 0.10 2.2 150.00






1 23.67 5.45 5.692 0.74( 0.07) 0.10 4.3 150.00

2 23.43 6.43 5.157 0.74( 0.07) 0.10 4.7 130.00

3 23.42 6.55 5.101 0.74( 0.07) 0.10 4.8 110.00

4 23.41 6.57 5.091 0.74( 0.07) 0.10 4.8 140.00

5 23.09 6.79 4.991 0.74( 0.07) 0.10 4.8 120.00

6 21.92 7.71 4.622 0.74( 0.07) 0.10 4.9 100.00







****************************************************************************


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============================================================================









============================================================================









1 23.67 6.78 4.997 0.74( 0.07) 0.10 4.3 150.00

2 23.43 7.75 4.610 0.74( 0.07) 0.10 4.7 130.00

3 23.42 7.87 4.568 0.74( 0.07) 0.10 4.8 110.00

4 23.41 7.89 4.560 0.74( 0.07) 0.10 4.8 140.00

5 23.09 8.11 4.485 0.74( 0.07) 0.10 4.8 120.00

6 21.92 9.04 4.202 0.74( 0.07) 0.10 4.9 100.00

============================================================================

============================================================================


�

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* NODES 160-172 *

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============================================================================


============================================================================













=== ===== ========= ================= ====== ===== ====== ===== =======

1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150








****************************************************************************


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============================================================================









NATURAL GOOD COVER

"GRASS" A 0.05 0.66 1.000 58 13.97





****************************************************************************


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NATURAL GOOD COVER

"GRASS" A 0.10 0.66 1.000 58 15.15





****************************************************************************


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============================================================================














1 0.12 14.89 3.115 0.66( 0.66) 1.00 0.1 160.00

2 0.22 15.15 3.083 0.66( 0.66) 1.00 0.1 170.00






1 0.33 14.89 3.115 0.66( 0.66) 1.00 0.1 160.00

2 0.33 15.15 3.083 0.66( 0.66) 1.00 0.2 170.00







****************************************************************************


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============================================================================










============================================================================









1 0.33 16.62 2.916 0.66( 0.66) 1.00 0.1 160.00

2 0.33 16.88 2.890 0.66( 0.66) 1.00 0.2 170.00

============================================================================

============================================================================


�

____________________________________________________________________________

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* 1040 ELM AVENUE *


* NODES 180-181 *

**************************************************************************



============================================================================


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=== ===== ========= ================= ====== ===== ====== ===== =======

1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150








****************************************************************************


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============================================================================









NATURAL GOOD COVER

"GRASS" A 0.05 0.66 1.000 58 5.93





============================================================================






============================================================================

============================================================================


�

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* NODES 190-191 *

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============================================================================


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=== ===== ========= ================= ====== ===== ====== ===== =======

1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150








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============================================================================









NATURAL GOOD COVER

"GRASS" A 0.15 0.66 1.000 58 5.00





============================================================================






============================================================================

============================================================================


�

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* NODES 200-201 *

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=== ===== ========= ================= ====== ===== ====== ===== =======

1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150








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NATURAL GOOD COVER

"GRASS" A 0.06 0.66 1.000 58 24.41





============================================================================






============================================================================

============================================================================


�

APPENDIX C

DETENTION CALCULATIONS

Elevation Depth Area Volume S Volume S Volume Q(Discharge)

(feet) (sq. ft.) (c.f.) (c.f.) (ac-ft) (cfs)

1,050.14 0.00 0

1 1 0.00003 1.04

1,050.20 0.06 39

79 80 0.00185 4.86

1,050.40 0.26 753

312 392 0.00901 6.79

1,050.60 0.46 2,365

732 1,124 0.02581 8.28

1,050.80 0.66 4,954

1,364 2,488 0.05712 9.55

1,051.00 0.86 8,687

2,223 4,711 0.10816 10.67

1,051.20 1.06 13,543

3,305 8,016 0.18403 11.68

1,051.40 1.26 19,507

4,557 12,573 0.28864 12.60

1,051.60 1.46 26,061

TEI JOB NO 3789 BOYLE AND ELM

Volume at Truck Yard

____________________________________________________________________________ **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ============================================================================ (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435


**************************************************************************** ----------------------------------------------------------------------------

Problem Descriptions: 10407 ELM AVENUE PROPOSED CONDITION 100-YEAR PONDING ----------------------------------------------------------------------------

RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 4.94 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.074 LOW LOSS FRACTION = 0.099 TIME OF CONCENTRATION(MIN.) = 6.78 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.57 30-MINUTE POINT RAINFALL VALUE(INCHES) = 1.05 1-HOUR POINT RAINFALL VALUE(INCHES) = 1.35 3-HOUR POINT RAINFALL VALUE(INCHES) = 2.45 6-HOUR POINT RAINFALL VALUE(INCHES) = 3.60 24-HOUR POINT RAINFALL VALUE(INCHES) = 7.70

----------------------------------------------------------------------------

TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 2.58 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.59

**************************************************************************** TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.07 0.0020 0.71 Q . . . . 0.18 0.0085 0.71 Q . . . . 0.29 0.0152 0.71 Q . . . . 0.41 0.0218 0.71 Q . . . . 0.52 0.0284 0.71 Q . . . . 0.63 0.0351 0.72 Q . . . . 0.74 0.0418 0.72 Q . . . . 0.86 0.0485 0.72 Q . . . . 0.97 0.0553 0.72 Q . . . . 1.08 0.0620 0.73 Q . . . . 1.20 0.0688 0.73 Q . . . . 1.31 0.0756 0.73 Q . . . . 1.42 0.0825 0.73 Q . . . . 1.54 0.0893 0.74 Q . . . . 1.65 0.0962 0.74 Q . . . . 1.76 0.1031 0.74 Q . . . . 1.87 0.1100 0.74 Q . . . . 1.99 0.1170 0.75 Q . . . . 2.10 0.1240 0.75 Q . . . . 2.21 0.1310 0.75 .Q . . . . 2.33 0.1380 0.75 .Q . . . . 2.44 0.1451 0.76 .Q . . . . 2.55 0.1521 0.76 .Q . . . . 2.67 0.1593 0.76 .Q . . . . 2.78 0.1664 0.77 .Q . . . . 2.89 0.1736 0.77 .Q . . . . 3.00 0.1808 0.77 .Q . . . . 3.12 0.1880 0.77 .Q . . . . 3.23 0.1952 0.78 .Q . . . . 3.34 0.2025 0.78 .Q . . . . 3.46 0.2098 0.78 .Q . . . . 3.57 0.2171 0.79 .Q . . . . 3.68 0.2245 0.79 .Q . . . . 3.80 0.2319 0.79 .Q . . . . 3.91 0.2393 0.80 .Q . . . . 4.02 0.2468 0.80 .Q . . . . 4.13 0.2543 0.80 .Q . . . . 4.25 0.2618 0.81 .Q . . . . 4.36 0.2694 0.81 .Q . . . . 4.47 0.2770 0.81 .Q . . . . 4.59 0.2846 0.82 .Q . . . . 4.70 0.2922 0.82 .Q . . . . 4.81 0.2999 0.83 .Q . . . . 4.93 0.3077 0.83 .Q . . . . 5.04 0.3154 0.83 .Q . . . . 5.15 0.3232 0.84 .Q . . . . 5.26 0.3310 0.84 .Q . . . . 5.38 0.3389 0.84 .Q . . . . 5.49 0.3468 0.85 .Q . . . . 5.60 0.3548 0.85 .Q . . . . 5.72 0.3628 0.86 .Q . . . . 5.83 0.3708 0.86 .Q . . . .

5.94 0.3788 0.87 .Q . . . . 6.06 0.3869 0.87 .Q . . . . 6.17 0.3951 0.88 .Q . . . . 6.28 0.4033 0.88 .Q . . . . 6.39 0.4115 0.88 .Q . . . . 6.51 0.4198 0.89 .Q . . . . 6.62 0.4281 0.89 .Q . . . . 6.73 0.4365 0.90 .Q . . . . 6.85 0.4449 0.90 .Q . . . . 6.96 0.4533 0.91 .Q . . . . 7.07 0.4618 0.91 .Q . . . . 7.19 0.4704 0.92 .Q . . . . 7.30 0.4790 0.92 .Q . . . . 7.41 0.4876 0.93 .Q . . . . 7.52 0.4963 0.94 .Q . . . . 7.64 0.5051 0.94 .Q . . . . 7.75 0.5139 0.95 .Q . . . . 7.86 0.5228 0.95 .Q . . . . 7.98 0.5317 0.96 .Q . . . . 8.09 0.5406 0.96 .Q . . . . 8.20 0.5497 0.97 .Q . . . . 8.32 0.5588 0.98 .Q . . . . 8.43 0.5679 0.98 .Q . . . . 8.54 0.5771 0.99 .Q . . . . 8.65 0.5864 1.00 .Q . . . . 8.77 0.5957 1.00 .Q . . . . 8.88 0.6051 1.01 .Q . . . . 8.99 0.6146 1.02 .Q . . . . 9.11 0.6241 1.03 .Q . . . . 9.22 0.6337 1.03 .Q . . . . 9.33 0.6434 1.04 .Q . . . . 9.45 0.6531 1.05 .Q . . . . 9.56 0.6630 1.06 .Q . . . . 9.67 0.6729 1.06 .Q . . . . 9.78 0.6829 1.07 .Q . . . . 9.90 0.6929 1.08 .Q . . . . 10.01 0.7031 1.09 .Q . . . . 10.12 0.7133 1.10 .Q . . . . 10.24 0.7236 1.11 .Q . . . . 10.35 0.7340 1.12 .Q . . . . 10.46 0.7445 1.13 .Q . . . . 10.58 0.7551 1.14 .Q . . . . 10.69 0.7658 1.15 .Q . . . . 10.80 0.7766 1.16 .Q . . . . 10.91 0.7875 1.17 .Q . . . . 11.03 0.7985 1.18 .Q . . . . 11.14 0.8096 1.20 .Q . . . . 11.25 0.8209 1.21 .Q . . . . 11.37 0.8322 1.22 .Q . . . . 11.48 0.8437 1.23 .Q . . . . 11.59 0.8553 1.25 .Q . . . . 11.71 0.8671 1.26 .Q . . . . 11.82 0.8789 1.28 .Q . . . . 11.93 0.8909 1.29 .Q . . . . 12.05 0.9031 1.32 .Q . . . . 12.16 0.9155 1.34 .Q . . . . 12.27 0.9282 1.36 .Q . . . . 12.38 0.9410 1.38 .Q . . . . 12.50 0.9539 1.40 .Q . . . . 12.61 0.9671 1.42 .Q . . . . 12.72 0.9804 1.44 .Q . . . . 12.84 0.9940 1.46 .Q . . . . 12.95 1.0078 1.49 .Q . . . . 13.06 1.0217 1.51 . Q . . . . 13.18 1.0360 1.54 . Q . . . . 13.29 1.0504 1.56 . Q . . . . 13.40 1.0651 1.60 . Q . . . . 13.51 1.0802 1.62 . Q . . . . 13.63 1.0955 1.66 . Q . . . . 13.74 1.1111 1.68 . Q . . . . 13.85 1.1270 1.73 . Q . . . . 13.97 1.1433 1.76 . Q . . . . 14.08 1.1599 1.80 . Q . . . . 14.19 1.1768 1.81 . Q . . . . 14.30 1.1940 1.88 . Q . . . . 14.42 1.2117 1.91 . Q . . . . 14.53 1.2299 2.00 . Q . . . . 14.64 1.2488 2.04 . Q . . . . 14.76 1.2684 2.15 . Q . . . . 14.87 1.2887 2.21 . Q . . . . 14.98 1.3099 2.34 . Q . . . . 15.10 1.3322 2.42 . Q . . . . 15.21 1.3556 2.60 . Q . . . . 15.32 1.3804 2.71 . Q . . . . 15.43 1.4032 2.16 . Q . . . . 15.55 1.4234 2.18 . Q . . . . 15.66 1.4460 2.66 . Q . . . . 15.77 1.4721 2.93 . Q . . . . 15.89 1.5058 4.29 . Q . . . . 16.00 1.5550 6.25 . Q . . . . 16.11 1.6997 24.73 . . . . Q . 16.23 1.8308 3.35 . Q . . . . 16.34 1.8576 2.39 . Q . . . . 16.45 1.8820 2.84 . Q . . . . 16.57 1.9070 2.51 . Q . . . . 16.68 1.9293 2.27 . Q . . . . 16.79 1.9497 2.09 . Q . . . . 16.90 1.9686 1.95 . Q . . . . 17.02 1.9863 1.84 . Q . . . . 17.13 2.0033 1.79 . Q . . . .

17.24 2.0196 1.71 . Q . . . . 17.36 2.0352 1.64 . Q . . . . 17.47 2.0502 1.58 . Q . . . . 17.58 2.0647 1.52 . Q . . . . 17.69 2.0787 1.47 .Q . . . . 17.81 2.0922 1.43 .Q . . . . 17.92 2.1054 1.39 .Q . . . . 18.03 2.1182 1.35 .Q . . . . 18.15 2.1306 1.30 .Q . . . . 18.26 2.1426 1.27 .Q . . . . 18.37 2.1543 1.24 .Q . . . . 18.49 2.1658 1.22 .Q . . . . 18.60 2.1771 1.19 .Q . . . . 18.71 2.1881 1.17 .Q . . . . 18.83 2.1989 1.15 .Q . . . . 18.94 2.2095 1.12 .Q . . . . 19.05 2.2199 1.10 .Q . . . . 19.16 2.2301 1.09 .Q . . . . 19.28 2.2402 1.07 .Q . . . . 19.39 2.2501 1.05 .Q . . . . 19.50 2.2598 1.04 .Q . . . . 19.62 2.2694 1.02 .Q . . . . 19.73 2.2789 1.01 .Q . . . . 19.84 2.2882 0.99 .Q . . . . 19.95 2.2974 0.98 .Q . . . . 20.07 2.3065 0.97 .Q . . . . 20.18 2.3155 0.95 .Q . . . . 20.29 2.3244 0.94 .Q . . . . 20.41 2.3331 0.93 .Q . . . . 20.52 2.3418 0.92 .Q . . . . 20.63 2.3503 0.91 .Q . . . . 20.75 2.3588 0.90 .Q . . . . 20.86 2.3671 0.89 .Q . . . . 20.97 2.3754 0.88 .Q . . . . 21.08 2.3836 0.87 .Q . . . . 21.20 2.3917 0.86 .Q . . . . 21.31 2.3997 0.85 .Q . . . . 21.42 2.4077 0.85 .Q . . . . 21.54 2.4155 0.84 .Q . . . . 21.65 2.4233 0.83 .Q . . . . 21.76 2.4311 0.82 .Q . . . . 21.88 2.4387 0.82 .Q . . . . 21.99 2.4463 0.81 .Q . . . . 22.10 2.4538 0.80 .Q . . . . 22.22 2.4613 0.80 .Q . . . . 22.33 2.4687 0.79 .Q . . . . 22.44 2.4760 0.78 .Q . . . . 22.55 2.4833 0.78 .Q . . . . 22.67 2.4905 0.77 .Q . . . . 22.78 2.4977 0.76 .Q . . . . 22.89 2.5048 0.76 .Q . . . . 23.01 2.5119 0.75 .Q . . . . 23.12 2.5189 0.75 Q . . . . 23.23 2.5258 0.74 Q . . . . 23.35 2.5327 0.74 Q . . . . 23.46 2.5396 0.73 Q . . . . 23.57 2.5464 0.73 Q . . . . 23.68 2.5532 0.72 Q . . . . 23.80 2.5599 0.72 Q . . . . 23.91 2.5666 0.71 Q . . . . 24.02 2.5732 0.71 Q . . . . 24.14 2.5765 0.00 Q . . . . ------------------------------------------------------------------------------------------------------------------------------------------------------------ TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration)

Percentile of Estimated Duration Peak Flow Rate (minutes) ======================= ========= 0% 1444.1 10% 67.8 20% 13.6 30% 6.8 40% 6.8 50% 6.8 60% 6.8 70% 6.8 80% 6.8 90% 6.8

Problem Descriptions: 10407 ELM AVENUE PROPOSED CONDITION 100-YEAR PONDING

============================================================================ FLOW-THROUGH DETENTION BASIN MODEL

SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 6.780 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00

INFLOW

| | | V __effective depth ------------- | (and volume) | | | | | detention | |....V............. | basin |<-->| outflow | | |........._________ ------------- | | \ | | storage | basin outlet V ----------- OUTFLOW

DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * * 0.000 0.000 0.000** 0.060 0.000 1.040* * 0.260 0.002 4.860** 0.460 0.009 6.790* * 0.660 0.026 8.280** 0.860 0.057 9.550* * 1.060 0.108 10.670** 1.260 0.184 11.680* * 1.460 0.229 12.600**---------------------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S-O*DT/2} {S+O*DT/2} NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 0.06 -0.00483 0.00489 3 0.26 -0.02084 0.02454 4 0.46 -0.02270 0.04072 5 0.66 -0.01285 0.06447 6 0.86 0.01253 0.10171 7 1.06 0.05834 0.15798 8 1.26 0.12949 0.23857 9 1.46 0.17003 0.28770 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.)

---------------------------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL.

TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF)---------------------------------------------------------------------------- 0.067 0.000 0.71 0.08 0.69 0.000 0.180 0.000 0.71 0.08 1.37 0.000 0.293 0.000 0.71 0.08 1.37 0.000 0.406 0.000 0.71 0.08 1.38 0.000 0.519 0.000 0.71 0.08 1.38 0.000 0.632 0.000 0.72 0.08 1.39 0.000 0.745 0.000 0.72 0.08 1.39 0.000 0.858 0.000 0.72 0.08 1.40 0.000 0.971 0.000 0.72 0.08 1.40 0.000 1.084 0.000 0.73 0.08 1.40 0.000 1.197 0.000 0.73 0.08 1.41 0.000 1.310 0.000 0.73 0.08 1.41 0.000 1.423 0.000 0.73 0.08 1.42 0.000 1.536 0.000 0.74 0.08 1.42 0.000 1.649 0.000 0.74 0.08 1.43 0.000 1.762 0.000 0.74 0.08 1.43 0.000 1.875 0.000 0.74 0.08 1.44 0.000 1.988 0.000 0.75 0.08 1.44 0.000 2.101 0.000 0.75 0.08 1.45 0.000 2.214 0.000 0.75 0.08 1.45 0.000 2.327 0.000 0.75 0.08 1.46 0.000 2.440 0.000 0.76 0.08 1.46 0.000 2.553 0.000 0.76 0.08 1.47 0.000 2.666 0.000 0.76 0.08 1.47 0.000 2.779 0.000 0.77 0.08 1.48 0.000 2.892 0.000 0.77 0.08 1.48 0.000 3.005 0.000 0.77 0.08 1.49 0.000 3.118 0.000 0.77 0.08 1.49 0.000 3.231 0.000 0.78 0.08 1.50 0.000 3.344 0.000 0.78 0.08 1.50 0.000 3.457 0.000 0.78 0.08 1.51 0.000 3.570 0.000 0.79 0.09 1.52 0.000 3.683 0.000 0.79 0.09 1.52 0.000 3.796 0.000 0.79 0.09 1.53 0.000 3.909 0.000 0.80 0.09 1.53 0.000 4.022 0.000 0.80 0.09 1.54 0.000 4.135 0.000 0.80 0.09 1.55 0.000 4.248 0.000 0.81 0.09 1.55 0.000 4.361 0.000 0.81 0.09 1.56 0.000 4.474 0.000 0.81 0.09 1.57 0.000 4.587 0.000 0.82 0.09 1.57 0.000 4.700 0.000 0.82 0.09 1.58 0.000 4.813 0.000 0.83 0.09 1.58 0.000 4.926 0.000 0.83 0.09 1.59 0.000 5.039 0.000 0.83 0.09 1.60 0.000 5.152 0.000 0.84 0.09 1.61 0.000 5.265 0.000 0.84 0.09 1.61 0.000 5.378 0.000 0.84 0.09 1.62 0.000 5.491 0.000 0.85 0.09 1.63 0.000 5.604 0.000 0.85 0.09 1.63 0.000 5.717 0.000 0.86 0.09 1.64 0.000 5.830 0.000 0.86 0.09 1.65 0.000 5.943 0.000 0.87 0.09 1.66 0.000

6.056 0.000 0.87 0.09 1.67 0.000 6.169 0.000 0.88 0.09 1.67 0.000 6.282 0.000 0.88 0.09 1.68 0.000 6.395 0.000 0.88 0.09 1.69 0.000 6.508 0.000 0.89 0.09 1.70 0.000 6.621 0.000 0.89 0.10 1.71 0.000 6.734 0.000 0.90 0.10 1.72 0.000 6.847 0.000 0.90 0.10 1.72 0.000 6.960 0.000 0.91 0.10 1.73 0.000 7.073 0.000 0.91 0.10 1.74 0.000 7.186 0.000 0.92 0.10 1.75 0.000 7.299 0.000 0.92 0.10 1.76 0.000 7.412 0.000 0.93 0.10 1.77 0.000 7.525 0.000 0.94 0.10 1.78 0.000 7.638 0.000 0.94 0.10 1.79 0.000 7.751 0.000 0.95 0.10 1.80 0.000 7.864 0.000 0.95 0.10 1.81 0.000 7.977 0.000 0.96 0.10 1.82 0.000 8.090 0.000 0.96 0.10 1.83 0.000 8.203 0.000 0.97 0.10 1.85 0.000 8.316 0.000 0.98 0.10 1.86 0.000 8.429 0.000 0.98 0.10 1.87 0.000 8.542 0.000 0.99 0.10 1.88 0.000 8.655 0.000 1.00 0.11 1.89 0.000 8.768 0.000 1.00 0.11 1.90 0.000 8.881 0.000 1.01 0.11 1.92 0.000 8.994 0.000 1.02 0.11 1.93 0.000 9.107 0.000 1.03 0.11 1.94 0.000 9.220 0.000 1.03 0.11 1.96 0.000 9.333 0.000 1.04 0.11 1.97 0.000 9.446 0.000 1.05 0.11 1.99 0.000 9.559 0.000 1.06 0.11 2.00 0.000 9.672 0.000 1.06 0.11 2.01 0.000 9.785 0.000 1.07 0.11 2.03 0.001 9.898 0.000 1.08 0.11 2.05 0.001 10.011 0.000 1.09 0.11 2.06 0.001 10.124 0.000 1.10 0.11 2.08 0.001 10.237 0.000 1.11 0.12 2.10 0.001 10.350 0.000 1.12 0.12 2.11 0.001 10.463 0.000 1.13 0.12 2.13 0.001 10.576 0.000 1.14 0.12 2.15 0.001 10.689 0.000 1.15 0.12 2.17 0.001 10.802 0.000 1.16 0.12 2.19 0.001 10.915 0.000 1.17 0.12 2.21 0.001 11.028 0.000 1.18 0.12 2.23 0.001 11.141 0.000 1.20 0.12 2.25 0.001 11.254 0.000 1.21 0.12 2.27 0.001 11.367 0.000 1.22 0.13 2.30 0.001 11.480 0.000 1.23 0.13 2.32 0.001 11.593 0.000 1.25 0.13 2.35 0.001 11.706 0.000 1.26 0.13 2.37 0.001 11.819 0.000 1.28 0.13 2.40 0.001 11.932 0.000 1.29 0.13 2.43 0.001 12.045 0.000 1.32 0.14 2.46 0.001 12.158 0.000 1.34 0.14 2.50 0.001 12.271 0.000 1.36 0.14 2.55 0.001 12.384 0.000 1.38 0.14 2.58 0.001 12.497 0.000 1.40 0.14 2.61 0.001 12.610 0.000 1.42 0.14 2.65 0.001 12.723 0.000 1.44 0.15 2.68 0.001 12.836 0.000 1.46 0.15 2.72 0.001 12.949 0.000 1.49 0.15 2.76 0.001 13.062 0.000 1.51 0.15 2.81 0.001 13.175 0.000 1.54 0.16 2.85 0.001 13.288 0.000 1.56 0.16 2.90 0.001 13.401 0.000 1.60 0.16 2.95 0.001 13.514 0.000 1.62 0.16 3.01 0.001 13.627 0.000 1.66 0.17 3.06 0.001 13.740 0.000 1.68 0.17 3.12 0.001 13.853 0.000 1.73 0.17 3.19 0.001 13.966 0.000 1.76 0.18 3.26 0.001 14.079 0.000 1.80 0.18 3.32 0.001 14.192 0.000 1.81 0.18 3.36 0.001 14.305 0.000 1.88 0.19 3.43 0.001 14.418 0.000 1.91 0.19 3.53 0.001 14.531 0.000 2.00 0.20 3.64 0.001 14.644 0.000 2.04 0.20 3.76 0.001 14.757 0.000 2.15 0.21 3.89 0.001 14.870 0.000 2.21 0.22 4.04 0.001 14.983 0.000 2.34 0.23 4.22 0.002 15.096 0.000 2.42 0.24 4.41 0.002 15.209 0.000 2.60 0.26 4.65 0.002 15.322 0.000 2.71 0.27 4.88 0.002 15.435 0.000 2.16 0.22 4.48 0.001 15.548 0.000 2.18 0.22 4.03 0.001 15.661 0.000 2.66 0.26 4.47 0.002 15.774 0.000 2.93 0.29 5.04 0.003 15.887 0.000 4.29 0.45 5.95 0.009 16.000 0.000 6.25 0.61 7.30 0.021 16.113 0.000 24.73 1.24 9.74 0.177 16.226 0.000 3.35 1.05 11.09 0.105 16.339 0.000 2.39 0.73 9.66 0.037 16.452 0.000 2.84 0.28 6.91 0.003 16.565 0.000 2.51 0.25 4.87 0.002 16.678 0.000 2.27 0.23 4.42 0.002 16.791 0.000 2.09 0.21 4.05 0.001 16.904 0.000 1.95 0.20 3.76 0.001 17.017 0.000 1.84 0.19 3.53 0.001 17.130 0.000 1.79 0.18 3.38 0.001 17.243 0.000 1.71 0.17 3.26 0.001

17.356 0.000 1.64 0.17 3.13 0.001 17.469 0.000 1.58 0.16 3.01 0.001 17.582 0.000 1.52 0.15 2.90 0.001 17.695 0.000 1.47 0.15 2.81 0.001 17.808 0.000 1.43 0.15 2.72 0.001 17.921 0.000 1.39 0.14 2.65 0.001 18.034 0.000 1.35 0.14 2.58 0.001 18.147 0.000 1.30 0.13 2.50 0.001 18.260 0.000 1.27 0.13 2.43 0.001 18.373 0.000 1.24 0.13 2.37 0.001 18.486 0.000 1.22 0.13 2.32 0.001 18.599 0.000 1.19 0.12 2.27 0.001 18.712 0.000 1.17 0.12 2.23 0.001 18.825 0.000 1.15 0.12 2.19 0.001 18.938 0.000 1.12 0.12 2.15 0.001 19.051 0.000 1.10 0.12 2.11 0.001 19.164 0.000 1.09 0.11 2.08 0.001 19.277 0.000 1.07 0.11 2.05 0.001 19.390 0.000 1.05 0.11 2.01 0.000 19.503 0.000 1.04 0.11 1.99 0.000 19.616 0.000 1.02 0.11 1.96 0.000 19.729 0.000 1.01 0.11 1.93 0.000 19.842 0.000 0.99 0.10 1.90 0.000 19.955 0.000 0.98 0.10 1.88 0.000 20.068 0.000 0.97 0.10 1.86 0.000 20.181 0.000 0.95 0.10 1.83 0.000 20.294 0.000 0.94 0.10 1.81 0.000 20.407 0.000 0.93 0.10 1.79 0.000 20.520 0.000 0.92 0.10 1.77 0.000 20.633 0.000 0.91 0.10 1.75 0.000 20.746 0.000 0.90 0.10 1.73 0.000 20.859 0.000 0.89 0.09 1.72 0.000 20.972 0.000 0.88 0.09 1.70 0.000 21.085 0.000 0.87 0.09 1.68 0.000 21.198 0.000 0.86 0.09 1.67 0.000 21.311 0.000 0.85 0.09 1.65 0.000 21.424 0.000 0.85 0.09 1.63 0.000 21.537 0.000 0.84 0.09 1.62 0.000 21.650 0.000 0.83 0.09 1.61 0.000 21.763 0.000 0.82 0.09 1.59 0.000 21.876 0.000 0.82 0.09 1.58 0.000 21.989 0.000 0.81 0.09 1.57 0.000 22.102 0.000 0.80 0.09 1.55 0.000 22.215 0.000 0.80 0.09 1.54 0.000 22.328 0.000 0.79 0.09 1.53 0.000 22.441 0.000 0.78 0.08 1.52 0.000 22.554 0.000 0.78 0.08 1.50 0.000 22.667 0.000 0.77 0.08 1.49 0.000 22.780 0.000 0.76 0.08 1.48 0.000 22.893 0.000 0.76 0.08 1.47 0.000 23.006 0.000 0.75 0.08 1.46 0.000 23.119 0.000 0.75 0.08 1.45 0.000 23.232 0.000 0.74 0.08 1.44 0.000 23.345 0.000 0.74 0.08 1.43 0.000 23.458 0.000 0.73 0.08 1.42 0.000 23.571 0.000 0.73 0.08 1.41 0.000 23.684 0.000 0.72 0.08 1.40 0.000 23.797 0.000 0.72 0.08 1.40 0.000 23.910 0.000 0.71 0.08 1.39 0.000 24.023 0.000 0.71 0.08 1.38 0.000 24.136 0.000 0.00 0.00 0.69 0.000 24.249 0.000 0.00 0.00 0.00 0.000----------------------------------------------------------------------------

APPENDIX D

HYDROLOGY MAPS

BOYLE

AVENUE

ELM

AV

EN

UE

preliminary hydrology calculations

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