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SUPPLEMENTARY
MATEREAL ~

IN BACK OF BOOK

Proposed Addition to the City
of East Lansing

A Thesis Submitted to
The Faculty of
MICHIGAN STATE COLLEGE
of
AGRICULEURE AND APPLIED SCIENCE

BY

C. E. Atwater D. P. Ziemke

Candidates for the Degree of

Bachelor of Science

December 19h?

THESIC

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PrOpoeed Addition to the City of East Lansing

The land which.was surveyed is located north of
the city limits of East Lansing. It is trapezoidal in
shape and is bounded by Bircham Drive on the south A
side. It is owned by the Walter Heller Realty Company,
hence the name Neller Subdivision.

This land was chosen not only because of its
location, but because the authors thought that its
features were typical of those that would be encounter-
ed in most subdivision problems.

The problem was handled by dividing it in the
following manner:

1. Reconnaisance

Location survey

Location of Bench Marks

Topographical survey

‘0

Cross-section elevations

Street, sidewalks, and lot design

'0

Water supply

Sewer design

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Estimated cost of project

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Reconnaisance and General

Description

Permission was obtained from.Mr._Walter Neller for
the use of his land. With the help of the City Engineer
of East Lansing, the approximate boundaries were
obtained. The authors went over the land carefully
and decided on the portion before described. .

The land is rolling at the north end and decidedly
level on the south end, as the tepographical map will
indicate. The general slaps tends to begin at the
upper NE corner and bear SW down to the SW corner.

The level land on the southern end presented a good

problem in the sewer design.

Location Survey

The East Lansing City Engineer was consulted for
thelocation of the, quarter section corner used and
also the description of the propertyr .

The quarter post, Section 7, Til-N, RlW, was
located and a,line run from that point to the first
control point. This was placed both in the field
notes and on; the tepographical: map.

Location of Bench Marks

With the help of the East Lansing City Engineer
the location of a known bench mark was obtained.
From this the elevations of the control points were
established as shown in the field notes. These were

later used in the cross-sectioning for elevations.

Tepographimal Survey

From the point established by means of the
quarter-section corner, a traverse was run close to
the edge of the property to be subdivided. The
deflection angles were repeated six times as indicated
in the field notes. The traverse was then closed in
computations that follow, by use of latitudes and
departures in conjunction with the transit rule.

From the traverse that was established, the
topographical features of the land were obtained with

a transit and stadia rod.

Closure of Traverse

 

 

son = 10° 13' 1L5“
BOD = 26° 59' 05'
NOA = 830 hr 50'
N00 = 89° 56' 50'
The error is -5“ and it is all placed in angle DEA

as shown in the field notes.

Lengths'gf line
so —-= 1166.16'

so = 770.51!
D0 =. #91.u2'
co .. 625.95'
A0 = 267.90'

Latitude = -1166.16'

Departure = 0.00

Let. = (625.95) 009 89° 56'

50'I == +0.57587

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Dep. = (625.95) sin 89° 56' 50'==-—625.95
Lat. = (u91,u2) cos 26° 59' 05-....u37,91910
Dep. s.(u91.n2) sin 26° 59' 05'==-+222.98183
2E . . .
Lat. — (770.51) cos 10° 13' 1+5" =+~758.25839
Dep. = (770.51) sin 10° 13' u5' =.+136.83us7
as . .
Lat. = (267.90) cos 83° 53' 50I== — 29.25736
Dep. = (267.90) sin 83° u}: 50'==-+266.29796
Line Latitudes Departures
4- -— “L .4. __
AB _ 1166.16000 0.0 , 0.0 9
80 0.57567 __ _ . 625.95000
CD #37.91910 222.9818} ‘ 7
DE 758.25889 , 136.33u67
EF 4 29.25736 266.29796 ,
1196.75386 1195.u1736 626.11u66 625.95000
Difference in Late. =- 4-1.33650'
Difference in Deps. =2 +0.1618-66'

 

 

 

 

 

 

 

 

Adlustment by Transit Rule

Lat. 0r De . corr.'
‘TotEI error In £35. or Dep.

Latitude correction==-—0.0003217#

Departurecorrection==+0.0$23l9

Latitude correction.=-O.2u466#29

Departure correction=>—0.02932u513

Latitude correction =-—0.#236373

Departure correction==-0.0l7995259

Latitude correction==-+0.0163M6012

Departure correction=-0.03502105

Latitude correction==-PO.6515306

Departure correction ==0.0

. of line '

Lat. 0r De
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Corrected

 

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Latitudes

 

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Cbrrectedsidss

AB==1166.81' BC==626.032' CD==H91.189' DE==7703086

Er==267.367?

2;.32222222E

Gross-section Elevations

,_From the traverse previously established, the
cross-section was planned. Points were placed at
one-hundred foot intervals on the traverse lines.

The level was placed at each of the one—hundred

foot stations on line AB and aligned on a previously,
established point on line CD and DE, as the case was.
0n arbitrary lines intersecting both AB and CD, or

AB and DE, as the case was, psrpendiculars were estab—
lished at fifty foot intervals. Where these perpen-
diculars intersected the line established by sighting
the level, elevations were taken. This grid system

covered the area in question very satisfactorily.

Street, Sidewalk, and Lot Design

The requirements for additions to the city of ,
East_Lansing were obtained from the City Hall, and are
as follows:,

1. Width of streets are 30' back to back of
curb

2, 60' right-0f-way for streets

3. Lots not less than 5,000 square feet

Since the authors wished to make the lots as
desirable as possible, most of them will exceed the
minimum requirements. The lots were varied in size in
order to relieve monotony and to give a wider selection
to the buyer. 5

The streets were designed with two main objectives
in mind: first, to facilitate placement of the sewer~
lines; and, secondly, to place them in an attractive
position.

T he sidewalks were placed one foot inside of the
right-0f-way for easier construction and maintenance.
The sidewalks are to be made &' wide and constructed
of concrete. ,

The plan view of the streets, sidewalks, and lots
are on an enclosed plate. Also enclosed is a cross-

section of the streets.

Water Supply

Location of existing water mains and specifications
were obtained from the city of East Lansing. The
specifications and computations for the water mains
are as follows:

An existing 8' line runs under Bircham Drive,
between Bailey and Abbott Road, at a depth of 5'.

This was used as the source of supply for all mains
in the subdivision. Pressure on the 8' line is 50 psi.

The facts necessary for consideration in laying
out the water lines were:

1. Feeders not more than 3,000 feet apart

2. Fire hydrant supply pipes not less than
6' for residential areas, with 6' cross-
mains not to exceed 600 feet

3. Pressure on fire hydrants should not be
less than 20 psi

u. Frost line for this region is 36'

Cogputations

The longest water line of the subdivision will be
1nou feet. This line will serve 85 people. These figures
are the maximum of any line in the subdivision.

Fire demand for 85 people: , _

P.D.== 1020(0.085)é{l e 0.01(0.085)§}

= (1020)(0.292)(0.997)
= 298 g.p.m.

For population of 85 at 100 g.c.d. the consumption
will be:,

Max. rate= 100 2. 5 ,=35h g.p.m.

Total requirement for one line:=29S—+35u1=652 g.p.m.

Prpssure==50 p.s.i.

Using the Essen-Williams formula for cast iron pipe
with 0:100:

The head loss of lnoh' of 6"pipe with 652 g.p.m.
is 52'/100 or 79/1501:

75 x 0.433 = 32.5p.s.1. drop

50 - 32.5==l7.5 p.s.i. remaining in the line at
the end of 1uoua. This is at the extreme edge of the
subdivision, and of East Lansing, so the deficiency
of 2.5 p.s.i. is over-looked.

The design will then consist of all 6' pipe at
a depth of 5' ts shown on the drawings.

All valves were placed so as to assure the
isolation of any section without closing the remaining

lines.

Swen Design

Specifications for sewers in East Lansing were
obtained from the City Engineer and are as follows:
1, Minimum size of pipe is 12'
2. Catch basin type of inlet to be installed
3. Combined sewer system is required
“a Minimum cover is 7.5'

One of the objectives in the street location design
was the adaptability of the streets to a sewer system.
The sewer lines were placed with respect to lot location,
and the direction of flow determined. Distance between ,
manholes was limited to MOO' maximum and preferably 350'.
lanholes were also placed at any appreciable change in
direction of the streets, in order to facilitate
cleaning, keep off private property, and also maintain
somewhat of an equal distance from sewer lines to
opposite lots. Catch basins were placed at street
intersections in such a manner that water would not
gather at cross-walks.

complete rainfall data for the past 26 years was_
obtained from the East Lansing weather bureau station.
The five storms of greatest intensity were plotted for
each 'tims of duration“ group. The rainfall data was
converted to intensity of rainfall in inches per
hour, and these values plotted against time of duration:
of each storm. Curves were drawn through the two

highest points plotted. The design was based on the

second or thirteen year curve. This represents a liberal
allowance for a residential district.

The subdivision area was divided into smaller areas
draining into separate manholes. These divisions are
shown on a map enclosed. The inlet time for the most
remote drainage area was taken to be ten minutes. .A
recognized value of 0.4 (built-up residential district)
was used for the coefficient of permeability (I) in
the design computations.

Velocities were kept between 3.5 and 10 feet per
second. An effort was made to have the sewer grade
conform to the grade of natural ground, but this was
not possible in all cases. In the cases of unfavorable
natural ground slopes, it was attempted to balance cost
of deeper excavation against cost of greater size pipe.
Maximum depth of pipe is 13.1 feet.

In all cases, the design is such that pipes
meeting at manholes will have their crowns on the same
plane. In the case of 90° changes of direction, a
0.3 foot drop was allowed for velocity head loss. For
changes of direction of less than 90°, a 0.1 foot dr0p
was allowed.

The point of concentration for the entire sub-
division is at manhole 19. The sewage was led from
manhole 19 to an existing “8' city sewer which is
referred to as manhole 20. Since manhole 20 is
approximately 23' feet underground, a drop manhole will

will be necessary in order for it to receive the

subdivision sewage at the least possible cost.

Estimated Cost of Project

The cost_of the project was arrived at in the
following manner:

ll-338' of 6" water pipe 0 $2.00 3 5.576900

12. fire hydrants 0‘ 8150.00 1,800.00
15.6“ water valves o $50.00, 750.00

2299' of 12" sewer pipe (av. depth—9') , , _ - , N

0“ $2.36 3.,1l2‘}.6ll
70m I'- 15' I " " " 0 $2.76 1.9“3-0“
1075' " 18" " " " " €33.51 3.773925
5&3' ' 2M " " " " €85.29 2.367-47
62331 W 10" "- Q " " " €52.13 M5579

19 Manholes C? $161.00“ , 3,059.01?
38 catch basins 0 81003.00 , 3,800.00"
11,660 sq. yds‘. concrete: pavement 0 $3.00 315980.00-
6,99.’+' of curb and gutter 0‘ 81.50 , 10,1}91.00
22,176 sq. ft. concrete sidewglks 0‘: $0.15 3,326.1l-0‘

3,335 cu. yds. of cut and fill for streets ,
e'eo.50 1,667.50

15% addition for engineering a contingencies 12,301.81

5% for sales 011301180 _ h»,7l5.70
Cost of 15.21 acres land 0 8200.00 3,012.00?
25% for owner's profit 25,517.90

 

TOTKL . $127,589.50
Therefore, cost of average lot is 82500.00'

The selling price for the average lot may seem
somewhat high at $2500.00. However, it_must be:
remembered that the lots in this subdivision are
larger than the average city lot. Also, the market
is far from normal in that labor and material costs
are very high, and because of the scarcity of building
materials,-the demand (and therefore the price) for

building sites is low.

 

 

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