2

Feasibility Study

Lot 5: Binford Heights, Auburn AL

BSEN 5560 Site Design

Courtney Harkness and Michael Clark

3

Table of Contents

Executive Summary ………………………………………………………………………………… 5

Introduction ………………………………………………………………………………………… 6

Planning Criteria…………………………………………………………………………………… 7

Zoning and Location……………………………………………………………………….. 7

Adjacent Land Use…………………………………………………………………………. 7

Site Characteristics…………………………………………………………………………………. 8

Topography………………………………………………………………………………… 8

Drainage……………………………………………………………………………………. 8

Soils/Subsurface…………………………………………………………………………….. 8

Vegetation………………………………………………………………………………….. 10

Structures…………………………………………………………………………………... 11

Environmental Characteristics…………………………………………………………………….. 11

Wetlands…………………………………………………………………………………… 11

Floodplain………………………………………………………………………………….. 12

Infrastructure……………………………………………………………………………………….. 12

Utilities……………………………………………………………………………………. 12

Power…………………………………………………………………………….. 12

Water supply……………………………………………………………………... 13

Sanitary Sewer……………………………………………………………………. 13

Transportation…………………………………………………………………………….. 13

Existing Roads……………………………………………………………………. 13

Site Access……………………………………………………………………….. . 14

Proposed Roads……………………………………………………………………. 14

Hydrology…………………………………………………………………………………………… 14

Pre- and Post-design Runoff Peak and Volume……………………………………………. 14

Preliminary Cost Estimates………………………………………………………………………….. 16

References…………………………………………………………………………………………… 16

Appendix…………………………………………………………………………………………….. 16

Calculations…………………………………………………………………………………. 17

4

Runoff Coefficients………………………………………………………………………… 23

IDF Curves………………………………………………………………………………… 24

TR-55 Equation…………………………………………………………………….. …….. 25

Design Storm Volume……………………………………………………………………. 26

Runoff Curve Numbers…………………………………………………………………… 27

Map of Elevations and Slopes……………………………………………………………. 28

Map of Watersheds ……………………………………………………………………… 29

Map of Parcel 5 Designs…………………………………………………………………. 30

Map of Profile for Parcel 5……………………………………………………………….. 31

Lee County Parcel Details………………………………………………………………… 32

5

Executive Summary

The purpose of this feasibility study was to assess the possibility of building a residential

property in Binford Heights, Auburn, AL on Lot 5. The Appendix provides details of the parcel

from Lee County, Auburn, AL (Appendix pg. 32). The size of the parcel is 16,760 ft2 or 0.385

acres. In order to complete this task, multiple characteristics about the existing area were

considered. Location, topography, soil conditions, watershed delineations, vegetation, structures,

existing roads, and utilities were the categories at the heart of the investigation. The existing

land, where Lot 5 resides, is completely forested on a hilly terrain. The USDA Web Soil Survey

provided soil descriptions to support feasibility of the parcel. Current roads were analyzed for the

future expectation of residential transportation and construction. Power, water supply, and

sanitary sewer lines were evaluated according to the City of Auburn’s existing infrastructure.

Any obvious or concerning water features were considered for possible effects on the parcel.

Calculations were drafted to fully understand the hydrology of Binford Heights. Preconstruction

and post construction runoff rates were calculated to evaluate existing stormwater behavior and

the potential future impact.

Through the completion of this report, it has been discovered that Lot 5 in Binford

Heights is feasible for residential development. The location provides a desirable proximity to

Auburn and its resources. The soil conditions are optimal to facilitate construction machinery

and structure loadings. It contains low moisture content and lacks hazardous characteristics of a

wetland. Usable roads exist but require future improvements and maintenance. Utilities are

readily available for access to Lot 5. Drainage was designed to avoid erosion and flooding along

the natural channel central to the site.

6

Introduction

The objective of this report is to provide a feasibility report for a residential property in

Binford Heights. Binford Heights is located in Auburn, Alabama adjacent to I-85. The plot in

Binford Heights is completely undeveloped (shown in blue, Figure 1). The task is to create a

base outline for a future house, proposing paved surfaces, and developing a stormwater plan for

the parcel. The approach included mapping the plot, assessing existing slopes and site

characteristics followed by grading the site and beginning to draw necessary structures. The

house area was outlined followed by designating an area for the driveway. Stormwater piping

was then designed while considering the natural flow of water on the site. This report contains

engineering drawings outlining the property boundary, location of water bodies, wetlands, and

jurisdictional boundaries, size/layout/grade of all existing and proposed paved surfaces, water,

sewer, and stormwater facilities. After intensive investigation, a recommendation will be made to

whether to the parcel is feasible or not. A general location map is provided below (Figure 1). The

number five specifics the particular parcel to be developed.

Figure 1. Binford Heights in the City of Auburn, AL (COAMap, 2014)

Binford Heights

property

5

Auburn Water

Treatment Plant

Parcel to be

developed

7

Planning Criteria

Zoning and Location

The area sited for the development of residential housing is located in Binford Heights,

Auburn, Alabama (Figure 1). This feasibility report focuses on Lot 5, which is a 16,760 square

foot parcel or 0.385-acres. Lot 5 is currently vacant, surrounded by other vacant lots, trees, and

minimal vegetation. This feasibility study calls for new development to construct a residential

house. The current zoning is NC-14: neighborhood conservation zoning district, according to the

City of Auburn (Figure 2). A few critical issues dealing with this parcel involve stormwater

runoff, existing or needed utilities, existing or proposed roads, and any drainage problems all to

be analyzed further in this report.

Figure 2. Zoning layers of Binford Heights, Auburn, AL (COAMap, 2014).

Adjacent Land Use

Mostly forests and shrubs surround this parcel with no water features. The land is located

approximately 500 feet, south of highway I-85 (Figure 1). The largest adjacent area is Auburn’s

Water Treatment Plant, which is government property approximately 650 feet away and north

east of the parcel (Figure 1). Other undeveloped parcels surround the area. It is also zoned NC-14

for neighborhood conservation and is undeveloped (City of Auburn, 2014).

5

Binford Heights

property

8

Site Characteristics

Topography

The onsite elevations range from 619 feet to 630 feet (Appendix pg. 28). The lowest

points are located on the far east side of the parcel. Slopes commonly are hilly, ranging from 5 -

12 %. There is an extreme steep area to the north west corner of the property that has slopes at

approximately13 % (Appendix pg. 28). The map provided in the Appendix thoroughly

demonstrations contours on the site. These slopes will be taken into consideration when

evaluating the land grading and drainage.

Drainage

A drainage system will be established to carry more than the predicted 25-yr storm event

(Tables 2, 3, and 4). The drainage will conform to the speculated water flow. Design will account

for maintenance and/or construction if necessary.

Due to a natural channel existing through the middle of Lot 5, a stormwater plan was

devised to accommodate the large watershed. A swale was designed on the west side of Lot 5

connecting to a control structure. This control structure leads out to an underground detention

pipe below the driveway and the remainder of Lot 5. Four roof drains were designed to capture

stormwater running off the roof. Gutters will run the perimeter of the roof and facilitate the water

to the roof drains. The roof drains will be connected to small under drains, which will lead to the

large detention pipe. After the construction of the proposed stormwater facilities, the runoff area

coming onto Lot 5 will be reduced by 70% (Appendix pg. 29).

Soils/Subsurface

Information was gathered from the USDA’s Web Soil Survey for data on the soil in

Binford Heights, Auburn, AL. The soil information was thoroughly analyzed for general land

planning related to water management and development on the parcel. Lee County, Alabama

conducted several soil surveys to portray soil descriptions and site capabilities (Figures 3 and 4).

This feasibility study is in reference to the map unit symbol seven. For this parcel, 23.1% of it

contains 1 to 6 percent slopes, while 40.3% of it consists 6 to 10 percent slopes. The soil is

characterized as a cecil sandy loam and is thought to be well drained (Figure 4). A more

descriptive table is given to define the property soil (Table 1). The soil maps may not be valid at

this scale. All these recommendations are in regard to the usefulness of the property.

9

Figure 3. Soil Survey Map of Binford Heights in Lee Country, Alabama (Web Soil

Survey, 2014).

Figure 4. Soil Survey Map for drainage class in Binford Heights (Web Soil Survey, 2014).

10

Table 1. Map Unit 7 Soil Description (Web Soil Survey, 2014).

Vegetation

The vegetation on this site is predominately forest, along with a few wildlife creatures.

The forest floor is primarily covered in bush and small shrubs. All natural features of the area

will be taken into consideration during the design process.

Structures

There are no existing on-site structures. The Water Board for the City of Auburn

established a Water Treatment Plant located north east, 650 feet from the parcel (Figure 1).

Auburn’s Water Resource Management Department is responsible for water treatment and

distribution, watershed management, and sewage collection and treatment. This will be vital

when planning utilities, drainage, and sanitary sewer systems.

11

Environmental Wetlands

Wetlands

Wetlands are characterized as soil areas completely covered by water. The water is

present for varying periods or all year and visible near the surface. Based off this definition, there

are no surrounding water bodies or water features of concern in Binford Heights. This is

supported by Figure 5 below. If there were any wetlands present, it would cause numerous

effects on the property. The types of soil, plants, and animals are largely determined by the

amount of water saturation. The constant presences of water leads to unwanted wildlife, such as

mosquitoes. Lot 5’s lack of surrounding wetlands is ideal for recreational use and avoiding

flooding (What Are Wetlands, 2014).

Figure 5. Water Bodies surrounding Binford Heights in Auburn, AL (COAMap, 2014).

Legend

Binford Heights

property

Water Body

12

Floodplain

Any area of interest adjacent to a stream or river is considered a floodplain. The nearest

floodplain to Lot 5 is to the east, on the other side of Binford Drive. The floodplain classification

is AE, which means the probability of flooding every year is 1% (Frequently Asked Questions

About Floodplain Maps, 2014). This floodplain does not run onto the site. Therefore, special

design constraints are negligible for Lot 5.

Figure 6. Floodplain Map of Binford Heights in Auburn, AL (COAMap, 2014).

Infrastructure

Utilities

Power: The City of Auburn and its residents receive power from Alabama Power.

Conveniently, a power line runs close to Lot 5. Less than 100 feet to the west, the power line

comes in and intersects with Jackson Boulevard. Lines from there, through an easement on the

west side of Lot 5, will be constructed to provide power to a developed house. In Figure 7, a

clearing is visible in the aerial map west of Lot 5. This is where the power lines are located.

Binford Heights

property

AE Floodplain

13

Figure 7. Aerial Map of existing power line and roads in Binford Heights, Auburn, AL.

Water Supply: The City of Auburn’s water comes from aquifers and springs. The water is

then treated and served to the public. There is a water treatment plant 650 feet, north east of Lot

5. This will allow for a convenient and less expensive connection to the main water supply. Once

determined by the City Engineer and the Auburn Water Works Board, access to a public water

supply will provide a water supply system.

Sanitary Sewer: On the parcel for this feasibility study, the use of a septic tank will be

avoided. Instead, the City of Auburn will install sanitary sewer lines connecting to Lot 5.

Considering that the City of Auburn will have to develop and pave Jackson Avenue, it would be

fiscally responsible to put sanitary sewer lines in before building the road. Due to the fact that

Binford Heights is going to be developed at some point, installing sanitary sewer lines would

serve as a future investment. Any alternative to not install sanitary sewer lines in Binford Heights

would be more expensive in the future. The City of Auburn would have to rip up the newly built

road to lay the piping for sanitary sewer lines, then reconstruct the road. A public sanitary sewer

would provide a service connection to the property line for each lot.

Transportation

Existing Roads

Binford drive is the existing road adjacent to the site. Because Jackson Avenue is needed

for road access to Lot 5, it will need to be developed into a two lane paved road. The City of

Existing Power

line

5

Binford Heights

property, Lot 5

Existing road,

Jackson Ave.

14

Auburn will be responsible for this construction. Currently, it is a single lane dirt road leading to

the undeveloped residential area with recommendation to construct a two lane paved road

(Figure 7).

Site Access

Construction is needed to use Jackson Avenue for access to the site. The current road is

narrow, rutted, and made of dirt. Before construction begins, the entrance and prevailing road of

Jackson Avenue will need to be widened in order to accommodate large machinery. Bulldozers

will be needed for grading and installation of the proposed detention pipe and control structure.

Proposed Roads

No new roads should be constructed on the parcel. It is recommended that Jackson Ave

be developed further. The road needs to be paved and widened to accommodate two lanes of

traffic.

Hydrology

Hydrology is crucial for development on any area since it is the movement of water on

the earth’s surface, including the environmental watershed sustainability. Auburn’s Stormwater

Manual gives a thorough understanding of all the considerations and calculations that are taken

into account for hydraulic design of storm water storage systems. The City of Auburn is

designated a Storm Water Phase II by ADEM and is, therefore, required to have similar pre- and

post-runoffs for any reformed land. The following steps and calculations reflect the hydrology of

this parcel with tables provided below and calculations in the Appendix, pg. 17.

Pre- and Post-design Runoff Peak and Volume

Watershed boundaries were measured around the parcel, in Binford Heights, to calculate

pre- and post-design runoff peak values (Table 2). An original watershed boundary was

measured from the two lowest points on the east side of Lot 5 up to the highest point on the road

(Appendix pg.29). The Rational Method (Q = ciA) was used to find the runoff, where c is the

runoff coefficient, i is the intensity in in/hr, and A is the area in acres. Since the lot is

predominately covered with trees and other brush, the runoff coefficient for a forest is used

(Appendix pg. 23). It is assumed that the runoff occurs during a 24-hr, 25-yr storm event and

used as the duration on the Intensity Duration Frequency (IDF) curve. Montgomery, AL is the

location assumed on the IDF curve, instead of Auburn, AL (Appendix pg. 24). The pre-designed

runoff was calculated first, using the original watershed boundary. The same steps were taken

using the Rational Method to calculate post runoff. The post-design runoff was found by adding

the impervious and pervious runoffs together. The impervious area is the area of the driveway

and the house. The same intensity and assumptions are used, but the runoff coefficient for

concrete is used as the ground cover (Appendix pg. 23). The pervious area is found by taking the

original watershed area minus the impervious area. The runoff coefficient for a forest is used

again, along with the other assumptions. Once both the pervious and impervious runoffs were

calculated, they were combined to find post-design runoff.

15

To accommodate for all the water running through Lot 5, due to a natural channel, a

stormwater plan was devised (Table 3). A new watershed boundary was measured from the

farthest reaches of the swale to the highest point on the road (Appendix pg. 29). The Rational

Method was also used to calculate the peak runoff from this watershed. This new area covers the

pervious portion (stormwater facility watershed) and impervious portion (house driveway). The

assumptions are the same as the original watershed discussed before. The ground cover for the

pervious section is characterized as forest for the runoff coefficient and characterized as concrete

for the impervious section (Appendix pg. 23). Using the values for Q = ciA, the resulting runoff

area onto Lot 5 is the new stormwater facility watershed boundary subtracted from the original

watershed boundary. Doing this resulted in a 70% reduction of the runoff.

The pre- and post-design volume for the specified storm was found using the TR-55

method for Lot 5 in Binford Heights, Auburn, AL (Table 4). The formula for the TR-55 method

requires the rainfall (P) in inches (Appendix pg. 25). Auburn’s Stormwater Manual provides a

list of rainfalls for a 24-hr phase during certain return periods. Since the assumptions state a 25-

yr return period, the P value used was 7.2 inches (Appendix pg. 26). The initial abstraction (Ia),

in inches, and the potential maximum watershed water retention after runoff beings (s), in inches,

are also required for the TR-55 formula. To find both, the curve number (CN) is essential. The

table in the appendix lists runoff CN values based on land use and the hydrologic soil group

(Appendix pg. 27). Lot 5 is assumed to consist of “good” woods and forest in the hydrologic soil

group B, according to the Web Soil Survey (Table 1). Once CN, Ia, and s are found, the volume

is calculated by multiplying the TR-55 value by the pre- and post-runoff areas.

Table 2. Pre- and Post-Runoff Values for Lot 5.

Pre-runoff values Post-runoff

values

Area (acres) 2.79 Impervious area

(acres)

0.126

Runoff (cfs) 0.155 Pervious area

(acres)

2.67

Runoff (cfs) 0.187

Table 3. Post-Runoff Value from Stormwater Facility Watershed for Lot 5.

Impervious area

(acres)

0.0312

Pervious area

(acres)

0.82

Runoff (cfs) 0.0551

16

Table 4. Pre- and Post- Volume Runoff Values for Lot 5.

Pre-runoff values Post-runoff

values

Area (ft2) 121627 Impervious area

(ft2)

1357

Volume (ft3) 22866 Pervious area

(ft2)

35714

Volume (ft3) 6969

Preliminary Cost Estimates

(To be determined)

References

"City of Auburn | Home." City of Auburn. N.p., n.d. Web. 01 Oct. 2014.

"COAMap." COAMap. N.p., n.d. Web. 02 Oct. 2014.

"Frequently Asked Questions About Floodplain Maps." Frequently Asked Questions. N.p., n.d.

Web. 03 Oct. 2014.

"Web Soil Survey - Home." Web Soil Survey - Home. N.p., n.d. Web. 29 Sept. 2014.

"What Are Wetlands?" EPA United States Enviormental Protection Agency. N.p., 09 Oct. 2012.

Web. 03 Oct. 2014.

Appendix

17

18

19

20

21

22

23

BSEN 5560: Site Design

Part I. Rational Method: Hydrologic calculations for peak discharge

The Rational equation is the simplest method to determine peak discharge from drainage

basin runoff. It is not as sophisticated as the SCS TR-55 method (see Part II), but is the

most common method used for sizing sewer systems.

Rational Equation: Q = ciA

The Rational equation requires the following units:

Q = Peak discharge, cfs

c = Rational method runoff coefficient

i = Rainfall intensity, inch/hour

A = Drainage area, acre

Runoff coefficient, c

The Rational method runoff coefficient (c) is a function of the soil type and drainage

basin slope. A simplified table is shown below. See the references at end of section

include tables incorporating impact of slope.

Simplified Table of Rational Method Runoff Coefficients

Ground Cover Runoff Coefficient, c

Lawns 0.05 - 0.35

Forest 0.05 - 0.25

Cultivated land 0.08-0.41

Meadow 0.1 - 0.5

Parks, cemeteries 0.1 - 0.25

Unimproved areas 0.1 - 0.3

Pasture 0.12 - 0.62

Residential areas 0.3 - 0.75

Business areas 0.5 - 0.95

Industrial areas 0.5 - 0.9

Asphalt streets 0.7 - 0.95

Brick streets 0.7 - 0.85

Roofs 0.75 - 0.95

Concrete streets 0.7 - 0.95

Rainfall intensity, i

The Rainfall intensity (i) is typically found from Intensity/Duration/Frequency (IDF)

curves for rainfall events in the geographical region of interest. The duration is usually

defined as equivalent to the time of concentration of the drainage area. The storm

---------

I

RAI N FALL INTENSITY-DURATION-FREQUENCY CURVES

ANNISTON. ALABAM A BIRMINGHAM, ALABAMA 1906-19~O '90" - 19~1

ZO 0

(

'0010.0

e.O'.0

..0'.0

40<.0

'" g 2.0" g Z 0 x

" :5 ~.. mn ...~

~ 1.0~ ),0

! 0 e~ 0 ~ '" ;::0« ~ 06 ... ;;;iii

0.&~ " 0" ~ '" O!: -'

O!:

-'.. ~ ~ O.~ ..-'

:! 0.2

::

IO.

.OG.0'

.04.0<

.02

• '0 ~'20 30 40 ~60 • 5 6 9 lO I ~ Ull Z4 '0 1~ 20 JO &0 5060 '2 & II 10 1:2 ... IHurl:s HOuRS wrJlluTES 1-t0URS

'8 OURATION OURAT10'"

PoIONTGO MERr. ALA BAPoIAMOBILE, ALABAMA (906 -1951

20.02.0.0

I~.O1'5.0

10.0'00

•.0.0 G.O60

<.0_.0

'"'" 5 2.0g 2.0 >:

a:" .....'" .. ..n .... ~

X 1.0 G '.0 v

!: o.e~ 0.8 z'" ~ 0.8~ OM6 ,. ;;;

z ;; ~

~ 0.4w 0." ...... O!:~

~ " 02." j

.

'"

O.O.

.01.0'

.06,06

04.0<

01

•'0

190J ... ?~:5l ,

f= -HOU- = ~ rREOVEHCY ANALYSIS 8'1' .tIErHOO or -

~)( rRE.tiE VALUES I AF rER GUMBEL :::; =-~. ---

r--.. ....... -""- ----.: ~............ -

t--....:: ............------ :::-:::::: :---.. .""", -

- r....... --.......: :sr-...; :::::~~~""-1'/

- " '"I'. :--;,~~~ r....'"

"f:::~o!~0-.... ~.,../ -I- '"'<:~ ~ ~

-"'",~ ~ t": ~r-...

~ " , -F r-... I'. -l- f',. "'''I'"l-

f',.!"'" --0;

f- " 1'.1~ 0 f- ""I"

f- -I

l-

i--

i-

I- -.01

• ~ :i' e 10 IZ '0 I' 20 30 &0 50&0 4 , to 8 10 12 WIHOTES

l:i 20 ;)0 HOURS t'tOVRS"'iNUTEs

OURATION

- /'fOrE- :-1= FR£ouEficr A/(Al.rStS 8Y MCTHOO of ­~xrRCftl( V.6t.U€S. Ilpr~R aUMB~l. ~

t- ­....... -.;.

f- t---: r--. :---:: 1'--""" -r--.,........f ­ ,------ r:--..;!'­r----..

I ­ -f',. !'- '~""t--.., ~ :": ~'" ~ -f­ .,,~of',.~~~

~...I'. ",>,I­ -""..­~

~ "..~~ ~ B -" I ­ " , ­,.­ I' I,l ­ -

f',. "i­ t---.."­ -i- I'.l:'.~~ " I ­ I'.~~ f'..::

~ i ­

, -e;

I-r I ­ -l ­

-f­

-i ­

i ­ -

- Horo - ;:~ FReQuENCY AtfAJ.)'SIS B'f' METHOO or : eXYR,EItI£ VALves, AFTER CUM8EL --= I ­

. ,"""';:

,....~ "-.:::.: -

--...... ~""­ """I- r....::: 1---..----"":: ~ -l- t----., ~ -~~.>-c:;..,~ ~

......... t--..,i ­ -/0r---f'..::~o~""0~ 0

i'-. ~~-:::l ­ -

""~,,~~ ~ ~

I'-" I'--.

I-l ­ " -'0-. I ­ t--..,­r-... I"-.~-""":I"-.

i- f',~R" f ­ ~1'.""'

i";l ­

-~ -l-

I ­

I ­

- HoTo - ::1= FReOuENCY Iltv.4£rSI$ Or ..,(" rHO 0 OF ­~ ExrReltle YA'-VCS, AFTeR GUMRcL . ==

-= ....... -- ""':----...--.....

-' --...; -:----.: ~ ........ -~ ~ t---.."- ....... :.-.... "'''"'''

--....; ,,~ .... -:--...- r--..: ,:, ~'"~ , - ~; -i"­ r---R.~~ ~ "'".

"- "', -f­ ..~~~& t:-­~ ~~ ~~

l ­ , -I ­ .,," 0<:r-...f-

r-.... f'..,""'-NIf- " I­ 1'" r-:::­f ­ " 1'-.::

-f­

, --t ­ -I ­

--'I'

370724 0 - 56 - 2

Fo; 5Q/~ b)"J?e -1GY enc...e.... 3

Superl.v/enderf- 'f Pocl.f)!l'~fT~c.A. Pa. DQ r- #-:<..5 24

BSEN 5560: Site Design

Fig. B-2. Approximate boundaries for SCS rainfall distributions (SCS, 1986).

Equations (SCS, 1986) TR-55 specifies units for its equations, but other units may be used. Peak discharge,

runoff depth, initial abstraction, unit peak discharge, and pond/swamp factor are

computed as follows:

where:

A = total watershed area (mile2).

CN = overall curve number for the watershed.

Fp = pond and swamp adjustment factor from Table 4-2 in SCS (1986), below; Input this

factor unless you accounted for ponds and swamps in your curve numbers.

25

03-12-03 168983.A0.DM

Rainfall Intensity for Auburn, Alabama (in/hr)

Design Storm Volume for Auburn, Alabama

(P)

HSM-0076.CDR

TABLES 2-1 & 2-2 RAINFALL INTENSITY AND DESIGN STORM VOLUME

Auburn Storm Water Management Manual

26

BSEN 5560: Site Design

Table of Runoff Curve Numbers (SCS, 1986)

Description of Land Use Hydrologic Soil Group

A B C D

Paved parking lots, roofs, driveways 98 98 98 98

Streets and Roads:

Paved with curbs and storm sewers 98 98 98 98

Gravel 76 85 89 91

Dirt 72 82 87 89

Cultivated (Agricultural Crop) Land*:

Without conservation treatment (no terraces) 72 81 88 91

With conservation treatment (terraces, contours) 62 71 78 81

Pasture or Range Land:

Poor (<50% ground cover or heavily grazed) 68 79 86 89

Good (50-75% ground cover; not heavily grazed) 39 61 74 80

Meadow (grass, no grazing, mowed for hay) 30 58 71 78

Brush (good, >75% ground cover) 30 48 65 73

Woods and Forests:

Poor (small trees/brush destroyed by over-

grazing or burning) 45 66 77 83

Fair (grazing but not burned; some brush) 36 60 73 79

Good (no grazing; brush covers ground) 30 55 70 77

Open Spaces (lawns, parks, golf courses, cemeteries, etc.):

Fair (grass covers 50-75% of area) 49 69 79 84

Good (grass covers >75% of area) 39 61 74 80

Commercial and Business Districts (85%

impervious) 89 92 94 95

Industrial Districts (72% impervious) 81 88 91 93

Residential Areas:

1/8 Acre lots, about 65% impervious 77 85 90 92

1/4 Acre lots, about 38% impervious 61 75 83 87

1/2 Acre lots, about 25% impervious 54 70 80 85

1 Acre lots, about 20% impervious 51 68 79 84

*From Chow et al. (1988).

13

27

28

29

30

31

Binford Heights

Lot 9

Lot 10

Lot 11

Lot 12

Lot 13

32

BSEN 5560: Site Design

Team Design Project Assignment: Feasibility Study (200 points)

Due date: Sept. 30, 2014

Provide a typed Feasibility Report for your assigned building site in Auburn, AL. A formal cover

letter should be submitted to the current landowner with your report. Your feasibility study will

consist of narrative and graphics describing the feasibility of the site relative to items in Written

Feasibility Study checklist (Figure 4-2 posted on class web page). Your feasibility report should

include preliminary design alternatives followed by a recommendation whether proposed project

alternatives are feasible.

Report should include the following:

Cover letter, title page, table of contents, and executive summary.

Introduction - describes the report scope and includes a concise easily identifiable

problem statement that spells out your team’s approach to design. Insert at least one

general location map within the body of the introduction text.

Design:

Engineer-scale drawing(s) to engineering scale of the property (at least one

11x17” map folded to 8-1/2x11”) included within the body of the report text.

Include property boundary, location of any water bodies, wetlands, jurisdictional

boundaries, and size/layout/grade of all existing and proposed paved surfaces and

water, sewer, and stormwater facilities, including diversions and swales. Use

standard map format in AutoCAD. No pencil or pen drawings.

Provide a summary of major design components you will specify in your Final

Report. Design components should meet City of Auburn specifications and

provide:

Pre- and post-design runoff peak and volume for your specified storm.

Plan view of relevant roads, building, roof, driveways, parking areas, etc.

Plan and profile drawings of proposed facilities,

Grading revisions as needed, to include existing and proposed contours

Preliminary cost estimates of designs.

o Stormwater volumes managed by design structures, based on stored volume of

site runoff. Summarize calculation results in body of report.

o Preliminary drawings of any road alignments and culvert structures, including

existing and assumed elevations.

Appendix – photocopies of all printouts and handwritten design procedures and

calculations in neat, legible format are required

o Design procedures - document your design steps with supporting calculations and

reference all appendix within body of report (e.g., CN or peak runoff, stormwater

detention, nomographs, standards, codes, manufacturer references, etc.)

Report format (typed and bound, all pages numbered consecutively):

All tables numbered and labeled above table (eg., Table 1. Typical velocities in a channel).

All figures numbered and labeled below figure (eg., Figure 1. Location map).

All figures and tables must be referenced within the body of the report.

All calculations should be done legibly on engineering paper, referenced, photocopied,

and inserted into appendix. No credit will be given for work submitted in pencil or pen.

Materials in landscape-mode inserted with top of page oriented towards binding edge.

Include copy of original assignment and writing rubric at end of report for grading.

Five (5) points off for each missing item from above.

1  

Rubric for Assessing Writing in BSEN 4560 Pe

rformance Indicators 

  (1) Unsatisfactory (2) Partially meets expectations 

(3) Meets expectations 

(4) Exceeds expectations 

Total out of 200 

Engineering Design Solution 

Engineering details of how solution was obtained lacking 

Some engineering details, but may include extraneous or loosely related material 

Provides adequate engineering details to support solution/argument 

Provides ample engineering details to support a well‐reasoned solution/argument 

60

Data/design analysis and evaluation 

Fails to draw conclusions, overlooks differences in results 

Paraphrases data, identifies some differences, identifies some conclusions 

Evaluates data, notices differences, seeks out information, formulates conclusions 

Views information critically, synthesizes data, uses reasonable judgment, conclusions in line with data/design 

40

Organization  Ad‐hoc structure, little evidence of organization, little or no sense of wholeness and completeness 

Attempt at organization, but little sense of wholeness and completeness 

Organization pattern is logical and conveys completeness and wholeness with few lapses 

Organization pattern is logical and conveys completeness and wholeness 

20

Style   Limited or inappropriate vocabulary for the intended audience and purpose 

Limited and predictable vocabulary, perhaps not appropriate for intended audience and purpose 

Uses effective language and appropriate word choices for intended audience and purpose 

Uses effective language, makes engaging, appropriate word choices for audience and purpose 

20

Grammar  Does not follow rules of standard English 

Generally does not follow the rules of standard English 

Generally follows the rules for standard English 

Consistently follows the rules for standard English 

20

Figures and Tables  Figures and tables do not support the text, or are poorly designed 

Figures and tables sometimes support the text, and sometimes well designed 

Figures and tables generally support the text, and are usually well designed 

Figures and tables always support the text, and are well designed 

20

References and sources of information 

References and other sources of information consistently not cited for material used in report 

References and other sources of information not cited for some material used in the report, or inappropriate sources cited 

References and other sources of information cited for material used in the report. Most of the sources are appropriate to support the discussion 

References and othersources of information cited for material used in the report. All sources support the discussion. 

20

Source: Adapted from Auburn Office of University Writing handout