ENGINEERING AND COST DATA RELATIVE TO
THE INSTALLATION OF STEAM DISTRIBUTING SYSTEMS
INA LARGE CITY

THESIS FOR DEGREE OF M. E.

FLOYD HILBERT VALENTINE
1916
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THESIS

ENGINEERING AND COST DATA RELATIVE TO THE

INSTALLATION OF STEAM DISTRIBUTING SYSTEMS

IN A LARGE CITY.

BY

FH. VALENTINE

JUNE

1916
THESIS
Thesis.

Object.

The proposed object in writing this thesis is to give
data and information which,it is hoped,will be of aid to the
Engineer who is about to design a distributing system of
steam mains,to discuss specifications for these in a general
way,and in some instances to outline the manner in which to

pursue the work.

Introduction.

Between the corporation desiring the work done and
the forman who performs it stands the Engineer who has
designed and who usually superintends it's execution. He
ig in the employ of the persons promoting the enterprise,
and it devolves upon him to make sure that those who retain
him receive an honest and fair return for their money. The
Engineer must bear in mind at all times that he is not to
be an enemy to the foreman,but that he should work in harmony
with him,and should do all he can to further the rapid and
harmonious completion of the work,being careful,of course,
to see that nothing is done which will in any way result
in an inferior construction. As the Engineer's decisions
are final it behooves him to be careful that no injustice

is done to any one.

104055
 

 
Some of the first questions to be decided in the
construction of a pipe line are it's tocation,cost,and
revenue. Location depends upon several factors,the most
important of which is. the ease with the transmitting unit
or pipe line may be installed from the generating source
or power house,to the locations of the demand or customers.

In arriving at the relative cost of installation
the factors of labor,material,paving inspection and main-
tainence have to be reckoned. The revenue depends upon
the number of customers that can be taken on and the
saving obtained by cutting down theline loss in the mains
themselves.

Generally speaking the construotion of underground
steam mains per foot is more expensive than the construction
of any other underground installation. However any operation
which involves the disturbing of the street surface and
cells for underground construction brings with it,in
addition to the usual engineering problems,a multitude of
incidental ones which must be handled and solved by the

Engineer as a part of the whole engineering work under

his charge.

Investigation.
The character of the soil underlying the site for the
pipe line should be carefully examined in order that the
foundation can be so planned as to keep the load imposed by

the pipe and fittinge within the sefe limit. For ordinary
pipe lines up to and including twenty inch es in size,
under ordinary soil conditions no special attention as to
foundation is required,however the writer strongly recomends
that test holes be dug at numerous points along the site of
the line and the character of the soil and undersurface
conditions determined. As the progress of the work increases
more ca&re should be taken.

With the ordinary pedestrian and vehicular traffic
existing in a large city any constriction of the roadway by
excavations in the street creates a problem of utmost
importance and allied therewith is the problem of arranging
and carrying on the work 80 as to reduce,to a minimun,
interference with normal business along the street. No less
important is the safeguarding of the public against accident.

The principal problem of constructing a steam line
lies not above but below the surface. Here you will meet
with a crowded alignment of sewers,water mains,gas mains,
duct banks and distributer conduits for telephone,
telegraph, and electric power service.

Investigation of sub-surface conditions in advance
of construction work can only be complete enough to determine
in a general way the alignment for the steam pipe. This
alignmen$ of the new mains can only be determined from an
examination of tests pits dug as the work progresses,
together with such information as can be obtained from
complete or incomplete records of the various public service

corporations and from surface indications of existing
sub-surface structures. Some special investigations should |
however be made in advance of the work. These should cover
points known to be exceptionally difficult and complicated,

such ae street intersections along the route.

Drawings.

In order that the foreman may understand the scope of
the work to be performed and the details of it's constructions,
complete and accurate plans defining the methods of construction,
material,etc.,to be used are a necessity. It is well to make
assembled drawings showing the street and it's contents in
plan and as many elevations as may be necessary to make the
arrangement perfectly clear. Assembled drawings insure all
parts of the line fitting to-gether properly and prevent.
mistakes such as attempting to run steam pipes where water
pipes exist and so on. If assembled drawings are to be made.
the scale assumed should be sufficiently large to show the
various underground systems and their relative locations,
Twenty feet to one inch is about as small as can well be
used. Elevations and special details should be drawn to a
scale not less than dinch to the foot. All proposed
locations of man holes and details of‘trap connections in the

same should be detailed at the larger acale,.

Size of Mains.
Having determined the location for the steam distri-

buting main the next step would naturally ve to determine what size

of pipes to use and in determining the size of main or system
of mains.the following brief method is meant to be suggestive
only and the discussions of the various points are omitted.
First the territorgx to be heated should be canvased carefully
determining in as accurate a manner as possible the size of
the present buildings in cubic contents of space,the possible
life of these emisting buildings and the possible future |
increase that might be expected for the next ten to fifteen
years. The analysis of these results will give a fair
approximation of the maximum load or demand that will be
required at any one time on the lines. Allow approximately
100 to 150 cubic feet of space per square foot of direct
radiation, Thig will depend entirely upon the type of buildings,
office buildings requiring more radiation per cubic foot of
contente than commercial buildings.

The next important step is to plot out the district
in question into sections say by streets showing the maximum
amount of radiation in demand along éaoch section. Designate
if you please these sections as Section A,B,C,etc.,from this
diagram proceed to determine the size of main to provide for
any one section or group of sections keeping in mind any
possible extensions to any one section. These sizes can be
readily determined from the following formulae known as

D'Arcy's formulae for flow of steam in pipes,namely
 

a =P/W? 1
Cw(P-P')
where
d= diameter of the pipe in inches
W- Pounds of steam per minute
w- Weight per cubic foot of steam at ling pressure
(P-P')- drop in pressure
L- Length of main in feet
Ce Constant depending on size of pipe and can

be assumed as follows:

20" = 62.9 12" - 63.1
18" - 63.7 10" - 61.8
16" - 63.6 9" ~ 61.2
14" - 63.3 Bh 60.7

The writer would revise the formulae to read thus:-
W= GV w(P-P')a~ , then assume a size of pipe and balance
V L
the equation. After a little experience the Engineer should

 

find it -easy. to estimate very closely the required size
without much cut and trying.

Allow 3/10 of a pound of steam for each square foot of
radiation per hour,which willbe suffieient to supply the
radiation and line losses. It is well to assume an average
initial steam pressure in the lines of about3 to 5 pounds
gauge,and a drop in pressure not exceeding 1 ounce per each
100 feet of run. Following out the same reasoning for all
sections of the district will give the requires size of mains

to be installed.
The next important step is to so lay out the material
over this system of mains so that the maximum number of
customers can be taken from the minimum number of fittings
or outlets,care being taken of course to so locate each
fitting with reference to the building lines that the
shortest possible lateral may be run from the main to the

point of supply for the customer.

Materials.

The quality of the materials and the installation of the
same,as regards insulation,expansion,contraction and durability
are the points of importance.

It is not the purpose of the writer to discuss the merits
of the various insulators and fittings but rather to bring
out the general practice that has come under his experience.

The best quality of strictly wrought iron line pipe must
be secured,pipe being fitted with what is known as the long
pattern line pipe couplings at all points except where fittings
are placed. |

A very important consideration in laying out a system of
distributing pipes is the means to be provided for taking ca re
of the expansion of the pipes when heated. Wrought iron pipes,
where placed in the ground cold and put under low steam
pressure ,will,as we know,expand or increase in length.

Devices must therefore be installed for taking care of these
repeated elongations and contractions of the pipe as the

steam ie turned on and off the system from season to season.

As far as possible these devices should be of a nature
which will not require either frequent attention or expense,
or make necessary the placing of man holes at frequent
intervals.

Very ingenious devices known as variators are used
for taking care of this expansion and contraction of the
pipe. These expansion devices should be placed approximately
100 feet apart with an anchorage fitting,for holding the
stationary end of the pipe, placed midway between. These
anchorage fittings can either be an inge:ious device known
as an anchor special or a cross or mw tee,In case the latter
4s chosen, the: writer would recomend using a cross or tee
with a csst anchor base which can be seourely anchored in a
bed of concrete. Flanged cross fittings should be placed at
the intersections offall streeta,with valves on all sides,
so that extensions to the system may be made or repaired
without effecting the operation of any other part of the
system. The writer has discovered that the initial cost of
the extra valve,which may not seem necessary at firet thought,
is more than offset by the inconvenience that arises when
future additions or repairs are made to any one section
radiating from that vcoint.

Various other fittings such as angle joints,wedges, tees,
etco.,are to be figured in the estimate of material for a line,
but as these are depending upon local conditions the writer
does not deem it necessary to deal with them at thie time.

All line material veferred to in this thesis is equal in every
respect to that manufactured by the American District Steam

Company.

Insulating Steam Mains.

One of the first questions which presents itself in the
problem of extended distribution of steam underground,is the
proper protection of the distributing pipes and accessories
against the loss of heat and the consequent condensation of
steam.

In installing conduits for steam pipes the selection
ehould be made after determinipg it's efficiency as a heat
insulator,it's initial cost and it's durability. No material
ie an absolute non-conductor,some however obstruct heat
passage more than others, For instance, the heat conductivity
of heavy dense substances is very high. The conductivity of
lighter materials is less. |

But there are a number of other requirements which
must be met before any material can be considered a satis-
factory heat insulating medium. It should be,so far as
possible, proof against moisture and steam. If not, the
first time the line itself springs a leak or any seepage
water enters, the insulation will either be ruined entirely
or will be subject to rapid deterioration. It must be able
to withstand the temperatures to which it will be exposed,
without effecting it's physical structure. It must have
a certain amount of structural strength and flexibility
so that it can be applied without undue breakage and
withstand vibration and ordinary wear and tear. It must

protect the pipes against electrolysis which is a very

fmmnaewtiuuar Pantaw in \sarcve cities .-
Moreover,that whatever material is used it should be
easy to apply and easy to get at,as that reduces the cost
of installation and maintenance. It must also be reasonable
in cost taking into consideration not only first cost but
the cost in the long run.

The writer's practice, amsxene which has met all the
factors just eyted to a resonable degree of satisfaction ,
is to cover the wrought iron pipe with three thickness of
asbestos paper,bound on with wk#kh copper wire and then
inclosed in a round,tin lined,wood casing having a shell
four inches thick and with a dead air space of about one
inch all around the pine between the asbestos covering
and the tin lining of the casing,the pipe being centered
and supported by rollers spaced approximately seven feet
apart.

As it is necessary to heave certain fixed and anchor
points in the line,and as all customers service connections
are taken off from thése points it becomes necessary at
intervals to break into the regular run of pipe casing
construction and to surround the: various devices set
at these points with a different construction. The writers
practice was to incase these fittings in a brick box ef
8 inch thick, . extending well below and above the fitting
in question,planked over on top with two inch vrlanking and
with at least a 4 inch concrete cover over the planking to
keep out any water seepage. The writer follows. two methods
of insulating these fittings;@ne being to fill the box with
dry shavings and the other to cover the fitting with one inch
thick felt blocks covered with a half inch layer of Asbestos
plastic cement and over this to apply a canvas jacket
saturated with hot asphalt and finished with a water proof
jacket of Johns-Manville Asbestos roofing. The latter method,
although found to have a greater initial cost,has proved

to be the more efficient. Service nipples,extending well
outside of the box,were left on all openings from these
fittings,so that in case of any future connection,for a

customer,the box would not need to be disturbed.

Drainage.

The grading of the mains is one of the most essential
features,and it becomes necessary many times to shift the
location of other existing underground construction; in order
to provide a space for the steam main,so as not to create a
pocket in the grade. When,however,natural conditions or
non= changeable obstructions cause low points in the mains,
provision must be made at such low points for relieving the
mains of any condensation water through a steam trap into
a sewer. The steam trap must in all cases be fitted with
a by-pass. This allows a removing without shutting down
the main.

Again if the main is to be divided into sections
by valves,as at a street intersection,provision should be
made for draining each section,for the reason that some part

may be shut off at times.
Beneath the entire line, except in sandy soil or soil
containing large quantities of gravel,there should be placed
a drain tile not less than three inches in diameter,which at
convenient points should be connected into the City's sewerage

system. This tile should be surrounded with broken stone.

Trenching.
The amount of trench to be opened at any one time is

variable, depending on local conditions of the street and
City permit regulations,but can be considered in usual practice
to be from 100 to 300 feet,assuming one half of this length
sheeted and ready for the pipe line. Inall trenches from five
feet or more in depth use not less than two cheekings of size
6"x8" per side and sometimes it may be necessary to use more,
depending upon the depth and character of the soil as well as
the surrounding local conditions. Sheeting can be either of
steel or hemlock planking and can be spaced according to the
character of the soil;loose sandy soil requiring closer sheeting
than heavier soils.

All ditch cheeking should be thoroughly braced to
prevent cave-ins,accidents to the workmen or the progress
of the work.

In trenching,only such width of excavation should be
made as to allow for rapid installation of the pipe;the reason
being that,with the usual depths required for steam pipes, every
extra fraction of width causes the cost to rise rapidly and

neccessitates more precaution in the superstructures.
When refilling the trench, very great care should be
taken to tamp the earth to a solid state,give it a thorough
puddling,and allow it ample time to settle before preparing

for the repaving.

 

 

FIG.-I.

FIG.-I, shows the installation of a 20 inch steam
main intersecting diagonally across a twin car track where
it was impossible to delay car service. The same shows

unusual precaution in bracing.
 

FIG.-2.

FIG.-3 shows the installation of a 30 inch steam main
laid within ten feet of the retaining wall of a six story
building. The average depth of the trench at this point is
10 feet and the soil is loose sand. Heavy bracing is necessary

to prevent sliding.

Pavements.

Another principal factor,in actual street construction
that must meet the Engineer's attention and be given very
careful thought,is the tearing up of the pavements and the
replacing of the same in good condition. In treating these
factors it will be necessary for the writer to classify
according to the kind of pavement. THe reason for thts
is that the amount of pavement removed or relaid for
@ given size of pipe line is different for the
different kinds of pavements. Tar filled pavements require

a greater width than cement filled, and sand filled pavements
more than tar filled. The amount of repaving in every case

is found to be proportionate to the strength of the pavement
in resisting the wear and tear along the edge of the openings
that are made.

In removing the pavement only such width of the pavement
should be removed as is necessary to allow room for the
construction of the trench. These estimated widths are based
upon the experience of the underground construction Engineer
as to the amount of room needed and the corresponding width
of the pavement to be taken up under usual construction
conditions. These figures of course will vary according to
the kind of pavement in question.

It should be the practice in construction work to mark
on the surface of the street in advance of the trench gang,
the width of the pavement that is to be taken up and the
figures given later under this subject will correspond to
the widths which should be laid out for the job.

The repaving over street openings is,in general,done
by the Municipal Authorities. An exception may be made in the
case of etreets where the paving was put down by a Contractor
under a guarantee for a definite number of years and in this
case the repaving is done by the Contractor. In either case
the cost is paid by the Company.

It is invariably found that the pavement is more or
less disturbed along the edges of the trench as the work of
constructing the trench proceeds. Some of the blocks of

stone are loosened or pushed down and a certain amount looses
it's solid foundation due to caving in of the earth along the
excavation.

It ig also necessary to tooth the pavement along the
edge of the excavation by cutting out blocks or bricks so th at
the repaving will be properly bonded to the old pavement.

Another factor that increases the amount of the repaving
ia the practice of including in the repaving any portions
of the pavement adjacent to the excavation which are in poor
condition or which show defects such as sholes or depressions.
If the trench is near the curb or car tracks it is customary to
repave all of the surface from the trench to the curb or car
track.

For all of these reasons it invariably follows that on
a job of any magnitude the amount of repaving is considerably
in excess of the pavement which was taken up to perform the
work. The amount of this excess varies,as noted before,according
to the kind of pavement,being greater for less firm pavements.
This has been carefully estimated by the writer from experience
and is expressed as a per cent for each kind of paving as follows.

Kind of Pavement. Per cent of Increase.

Medina Dressed Stone Tar Filled. 44
Medina Dressed Stone Cement Filled 6"Concrete Base 30

Medina Common Stone Tar Filled. 43
Medina Common Stone Sand Filled, 59
Brick Tar Filled. 52
Brick Cement Filled 6"Concrete Base. 39

Asphalt 6"Concrete Base. 36
The above figures show the percentage of increase of
pavement relaid over that which had been removed for under-
ground eteam construction,representing 75 percent of the
total repaving for three years.

Concrete Mat Under Paving.

A concrete mat six inches thick is in place under many
kinds of pavements,and is usually found under such pavements
as Asphalt,Cement filled dressed medina stone,Cement filled
brick and all wood block. In the experience of the writer it
was customary for the Company to replace this concrete with
it's own labor force and for the city or contractor to relay
the pavement on top of the mat.

Under the discussion of costs the repaving unit price
does not include the cost of this concrete,therefore a separate
price is estimated and must be applied to all repaving where
the mat is found.

The estimated quantities of material for concrete as
made of one part Portland Cement,three parts sand,and five

parte crushed stone,laid down and tamped in place was as

follows:

Material Per Cubte Yard . ' Per Square Foot of Mat.
Cement 1.16 bbis. -O2l bbls.

Sand 08 cu. yds. .0096 cu.yds.

Stone 1.07 tons .0198 tons.
Analysis of
Pavement Removed

for

Medina Dressed Stone Tar Filled Pavements

Medina Common Stone Tar Filled Pavements

Medina Common Stone Sand Filled Pavements

Brick Tar Filled Pavements

Size of main. a0" 18" 16" 13° 10" gn

Width of trench

for pipe. 4'—5" 4'.gn 4%] Bt-7e Bre5" Bla4gn

Width of pave-

ment removed for 6'-1® S'-11" §'-9e Stage Stajpe Ft-o"

trench*

ment removed per 6.08 5.91 5.75 5.285 5.08 5.00

lineal foot.

Opening in pave- 10'-0" 9'-10" g9'-8 gf-4m gtgn gtujin

ment for a x x x x x x

Variator. 5'=26" Stade 5'-O" 4-118 4'-104"4'.gh0

Sq. ft. of pave-

ment removed for 55.0 49.9 48.3 45.9 44.7 43.5

a Variator.

Opening in pave- 8'-74" g8f-5" 7'-1OA"7IL-gM 716M 6715s

ment for Anchor xX x x x x x

Special. 4'-O" 3tu10" Zl-gen Zrogin Ziaskn Zig

ment removed for 34.5 3208 39.2 27.1 25.9 35.4

Anchor Special.

Opening in pave- 8'-64" 8-34" Bt-Od" 7I-Gim Fteadn 7i-gin

ment for a Cross. xX x x x x x
5t-6hn 5'-gin 5104" 4t-Ghn 4'-4hn 4'-2hn

Sq. ft. of pave- .

ment removed for 47.3 40.5 34.3 33.3 30.4

Crosse.

* Note:—- 320 inches is added to the width of trench for

43.8

in toothing the pavement along the edges of the excavation.
Analysis of
Pavement Removed
for
Medina Bressed Stone Cement Filled Paverents

Brick Cement Filled Pavements

Asphalt Pavements.

Size of main. a0" 18" 16" 12" 10" On

Width of trench

for pipe. 4'.5" 4'.30 4%)" 3r'.7H 3 te 5" 3'i4n

Width of pave-

ment removed 4.5" 4'-g3" 4.18 S'-78 3ta5n 3'-4n

for trench.

Sq. ft. of pave=-

ment removed per 4.42 4.25 4.08 9.98 3$.41 3.33

lineal foot.

Opening in pave- 8'-4" Big" Bt-On 7tnge 7t.g8 = 7ta5gn

ment for a x x x x x x

Variator. 5'-68 Stag" 54-0" 41-11" 4t-108" 4teogn

Sq. ft. of pave-

ment removed for 45.8 41.9 40.0 37.7 36.5 35.7

a Variator.

Opening in pave- 6'-115" 6'=¢n 6'=3h 6'-Or §'-1]08 5'-98

ment for Anchor x x x x x x

Special. 4'~QON 3'-10" 3'-ain Z'aGin 3'-5A8 31-5"

Sq. ft. of pave-

ment removed for 327.8 25.8 23.0 21.2 20.2 19.7

Anchor Special.

Opening in pave- 6'-104" 6'-72" 6'-4h" 5St-1Os"5t-gkn Stein

ment for a Cross x x x x x x
5t—6sn 5'-gh0 5'o%N 4'-Gn 4'-4in 4t-ghe

Sq. ft. of pave-

ment removed for 38.1 35.0 328.8 26.7 B4.9 B58

Cross.

gn
Ztan
Zt_lan
Analysis of Pavements Replaced.

The amount of pavement replaced is found by adding

the neccessary percentages as shown in above table to the

amount of pavement removed.

Medina Dressed Stone Tar Filled,

18*

8.51
71.85
46.37
63.07

Medina Dressed

5.52
54.47
33.54
45.50

Common

8.45
71.36
46.04
63.63

Medina Common

320"

Lineal feet
of trench. 8.75
Variator. 79.20
Anchor special. 49.68
Cross. 68.11

Lineal feet
of trench, 5.75
Variator. 59.54
Anchor Special. 36.14
Crose. 49 .53
Medina

Lineal feet
of trench. 8.69
Variator. 78.65
Anchor Special. 49.33
Cross. 67.64

Lineal feet
of trench. 9.67
Variator. 87.45

Anchor Special. 54.85

Cross. 75.81

9.40
79.34
51.30
69 .64

16"

8.328
69.55
43.05
98.352

5.50
53.00
89.90
41.86

8.32
69.07
41.75
97.91

9.14
76.80
46.43
64.39

132"

7.56
66.10
59.02
49.25

4.65
49.01
37.56
54.71

7.51
65.64
38.75
48.90

8.35
73.98
43.329
54.38

10"

7.328
64.37
37,50
46.37

Stone Cement Filled.

4.43
47.45
86.36
53257

Stone Tar Filled.

7.26
63.06
37.04
46.05

Stone Sand Filled.

8.08
71.07
41.18
51.30

On

7,20
63.64
56.58
43.77

4.33
46.41
25.61
30.29

7.15
63.20
56.33
43.47

7.95
69.16
40.38
48.33

gs"

7.07
60.77
35.57
40.89

4.232
44.59
34.83
38.31

7.08
60.35
55.52
40.61

7.81
67.10
39.27
45.15
Briok Tar Filled.

go" 18" 16" 13" ~~ jon gm

Lineal feet

of trench. 9.384 8.98 8.74 7.98 72738 760 746
Variator. 83.60 75.85 73.42 69.77 67.94 66.18 64.14
Anchor Special.53.44 48.94 44.38 41.19 39.37 38.61 37.54
Cross. 71.90 66.57 61.56 51.98 48.94 46.31 43.17

Brick Cement Filled.

Lineal feet

of trench. 6.14 5.91 5.67 4.97 4.84 4.63 4.52
Variator. 63.66 58.84 55.60 538.40 50.73 49.63 47.68
Anchor Special.38.64 35.86 31.97 39.47 38.08 37.38 36.55
Cross. 53.96 48.65 44.76 37.11 34.61 33.39 30/16

Asphalt.

Lineal feet |

of trench, 6.01 5.78 5.55 4.87 4.64 4.55 4.438
Variator. 63.29 56.98 54.40 51.27 49.64 48.55 46.65
Anchor Special.37.81 35.09 $51.28 38.83 37.47 B6.79 35.97
Cross. 51.88 47.60 43.79 36.31 33.86 31.69 39.51

The method used in estimating the paving removed and
relaid for manholes is the same as that which has been des-
cribed for the steam mains,however, there is no standard size
opening that will fill all cases as the size of a man hole
will entirely depend upon local conditions. The writer
recommends,however,that sufficient space be given when
building manholes so that the workmen will have ample room
when working in same,also proper provision should be made
for ventilation. This may be accomplished by installing a
vent pipe of sufficient size from midway of vertical wall

to curb line and extending approximately ten feet above same.

This has been found to be a very satisfactory as well as
inexpensive method of removing the obnoxious gases which are
always found to accumulate in heated manholes.

The writer has arrived at an average size manhole
opening in the street by averaging the sizes of all manholes
installed in the system and the result is shown herewith.

The average length of all steam manholes was obtained
by adding together the length of all manholes and dividing

by the number. In the same manner the average width and depth

was obtained.
No.of Manholes. Inside Dimensions. Outside Dimensions.
Length Width Depth Length Width Depth
98 506.284 363.64 888.320 6538.54 510.64 888.320
5.16 3.71 9.06 6.65 5.21 9.06

6.93 5,54

Average
4"added for sheeting
This gives an average manhole opening of 6.93' x 5.54',
equivalent to an area of 38.39 square feet. The repaving is
estimated from the above added percentages with a deduction,
however,being made,corresponding to the size of the cast iron
cover which is approximately 4.32 square feet.

In estimating the material to be used for enclosing
fittings the writer has compiled the following tables from
actual dimensions of fittings with proper cleapgances.

Variators.

Size.Dimension of fitting. Dimension inside box.Dimension outside box.
Length Width Depth Length Width Depth Length width Depth

 

 

 

30" 3.35' 3.16' 3.35' 5.35' 3.66' 4.35' 6.85' 5.16' 4,35!
18" 3.19! 3.11' 3.19" 5.19! 3.61" 4.19' 6.69' 5.11' 4.19
16" 3,03' 3.03! 3.03' 5.03! 3.53! 4.02' 6.53 5.02' 4.032!
12" 3,67" 1.90" 3.67! 4.67! 3.40! 3.67" 6.17! 4.90! 3.67!
10" 3.47' 1.86! 3.49' 4.49" 3.36" 3.49! 5.99' 4.86! 3.49!
9" 2.451 1.79! 2.45! 4.451 3.291 3.451 5.951 4,79 3,45!

 
 

 

 

Bize No.of Cu. Yds. Board Sacks Tons Cu.Yde. Bales
brick. concrete feet of of of of of
cover. 3"plank. oement, stone. sand. shavings,
20" 1370 0.5 70 11.5 °50 2.0 5
18* 1395 0.4 68 10.5 50 1.5 4.5
16" 1310 0.4 64 10.0 50 1.4 4
132" 1050 0.4 - 60 9.0 290 1.3 3
10" 975 0.4 58 8.5 50 1.3 3.5
9" 955 0.3 56 8.0 235 1.1 B.5

 

 

Anchor Speoial.

 

 

 

Dimensions of fitting Dimensions inside box Dimensions outside bo
Size Length Width Depth Length Width Depth Length Width Depth

 

 

 

 

 

 

 

B08 1.50% 8.46" 3.83' 3.50! 3.96! 3.83' 4.00! 5.46' 3.83!
18" 1,83" 3.25' 3,50! 3.33 3.75! 3.50" 3.83' 5.35" 3,50!
16" 21.at* 1.70% 2.2825' 8.21% 3.325% 3.35% 3.71' 4.75% 3.25?
13" #1.04' 1.538 1.83" 3.04* 93.03' 3.83 3,54' 4.53' 3.83!
1O* 96' 1.34% 1.50! 1.96% 3.84' 38,50 3.46% 4.34" 38.50!
9" 90 =1,.33' 1,43 1.90% 38,73 38,43' 3,40% 4.383' 38,43!
Size No.of Cu. Yds. Board “Sacke Tone Cu.Ydse Bales ~
brick concrete feet of of of
cover, s8"plank. cement. stone. sand. shavings.
a0" 910 0.3 42 7.9 e395 1.1 4.5
18" 795 0.3 40 6.5 035 1.0 4.0
16* 675 0.3 34 5.5 235 0.8 329
13" 555 0.2 33 4.5 235 0.7 2.5
1LO* 470 0.3 30 4.0 089 0.6 3.0
gf" 445 0.2 38 4.0 030 0.6 8.0

 
Cross or Tee.

 

Dimension of fitting Dimension inside box Dimension outside box —
Size Length Width Depth Length Width Depth Length Width Depth

 

 

 

 

 

 

 

 

30" 3.04' 3.04" 3.33' 4.54! 4.04% 3.33! 6.04! 5.54! 3,33!
18" 3.79' 3.79" 3.08 4.37' 3.79" 3.08' 5.77! 5.29" 3.08!
16" 3.54" 3.54' 3.00' 4.04" 3.54% 3.00! 5.54" 5,04" 3,00!
12" 3.04' 3.04' 1.63" 3.544 3.04' 3.63! 5.04" 4,54' 3,63!
10" 1.88' 1.88! 1.33' 3.38’ 3.88" 3.33' 4.88" 4.38" 3.33!
g® 21,71" 1.72" 1.35" 3.31' 3.71' 3,.35' 4,71' 4,381' 3,35!

Bize No.of Cu. Yds. Board Sacks Tone  Cu.Yde. Bales

brick. concrete feet of of of of of

cover. SB"plank. cement. stone, sand. shavings
30" 1005 0.4 66 8.5 50 1.2 3.0
18" 883 0.4 60 7.5 50 1.1 3.0
16" 815 0.3 56 6.5 035 1.0 3.5
13" 625 0.3 46 5.5 035 1.0 3.0
10" 540 0.3 43 5.0 035 0.7 3.0
go" 500 0.3 39 4.0 35 0.7 3.0

Costs.

All costs shown herewith have been compiled by using the
estimated cost of an average job; that is, a job assumed for
each of the different sizes of mains equivalent to the average
of all jobs of that size installed during a period of three
years. These costs have been found to be very conservative
for estimating new jobs of any given length under similar

conditions.
The following figures show the extent of the mains
installed under the writer's service and from which the date

shown herewith has been obtained.

380 inch mains 8500 feet
18 +#é#" " 700 +”
16 =" " 11000 ="
13 =«S" " 5900 —=Coé"
10 =" " 1300 +"
9 " " 5400 *

The sub-surface #011 in the.territory of this steam
distributing system was over 90 percent sand of an average

firmness.

Coste for Trenching. |

In arriving at an estimate for this work good judgment
and long experience on the part of the Engineer are essential.
However the following analyses of jobs installed as described
above will present typical problems as well 2s methods of
procedure for work of this character.

In following the analyses:the amount of excess excavated
material to be removed from the job was determined by the
G@isplacement of the main, that is, the oubic yards occupied
by casing, fitting boxes and manholes. This was removed to 2
public dump at an average distance of 14 miles which allowed

about six loads per day for each wagon.
Estimate of Sost of Trenching for 20 inch Mains,Description.

Average length of jobs. 880 feet
Average depth of trenches g'en
Labor

1 Foreman | $4.50 per day
l Sub-foremam 8.75 " "
l Transitman 3.00 n n
1 Rodman 2.75 "* "
6 Laborers $3.50 15.00 "
50 " & 2.35 112.50 " "
8 Day watchmen 82.425 4.50 " n
3 Night watchmen @ 32.50 5.00 " "

| 150.00 * "

Total labor for 35 days to do a job of this size- $3750.00
Labor cost per foot of trenvgh - 4.26

Cartage

Excess excavated material to be remaved approximately
360 cubic yards, requiring,

2 Grade wagons 16 days @ $6.00 $193.00

For hauling sheeting, pipe, fittings etc.

1 Truck 236 days @ $6.00 156.00

 

548.00

Cartage cost per foot of trench- ~40
Incidental material.

500 pos. of 32" x 13" x 12' Hemlock @ $29.00 $348.00

Less salvege of 20%

45 pes. of 6" x 8" x 10'-0" Hemlock
6 " ma" x 6" x 101-0"

69.60
878.40

+

@ {29.00 104.40
39.00 1.74

(§2)

106.14 —
Less salvage of 35% 37.15
68.99
100 lbs. of spikes @ £3.25 3.25
185 gals.of kerosene 10.63
25 days use of city water hydrant @ .30 5.0 5.00
25 " of miscelleanous expense @ .50 13.§0
377.77
Incidental Material cost per foot of trench 43
City inepector’ 35 days G6 $5.17 139.325
Inepection cost per foot of trench 15
Estimate of cost of trenching for 18 inch mains
Description
Average length of jobs 365 feet
Average depth of trenches 9t2n

Labor
1 Foreman
mm Subforeman
1 Transitman
1 Rodman
6 Laborers @ {$3.50
50 " @ 8.25

3 Day watchmen @ 3.235
a Night watchmen @ 2.50

*4.50 per day

3.75 " 1
3.00 " #.
3.75 7 18

15.00 " =

112.50 " 1"

5.00
Cs
Total labor for 10 days $1500.00
Labor cost per foot of trench 4.11
Cartage
Excess excavated material to be removed approximately
150 cubic yards, requiring,
2 Grade wagons 64 days @ $6.00 - 78.00
For hauling sheeting, pipe, fittings,etc.
l Truck 11 days @ 6.00 66.00
Cartage cost per foot of trench - 39
Incidental Material )
B00 pes. of 32" x 138" x 13'-O Hemlock @ 29.00- 139.00
Less salvage of 30% 27.80
111.20
80 pes. of 6" x 8" x B0'-0O" Hemlock @ 39.00 46.40

5 * "2B" x 6" x 10'-O" n * @ 289.00 1.45

47.85

Less salvage of 35% 16.75
$1.10
50 lbs. of spikes @ 2.25 1.13
50 gal.of kerosene oil @ .08 4.35
10 days use of city water hydrant @ .20 3.00
10 days of miscelleanous expense @ .50 5,00
at 154.68
Incidental Material cost per foot of trench- 43

Inspection

1 city inspector 10 days @ 5.17 51.70

Inspection cost per foot of trench 14
Estimate of cost of trenching for 16 inch mains.

Description.

Average length of jobs 1134 feet

Average depth of trenches gt.4n
Labor

1 Foreman $4.50 per day

1 Sub-foreman 8.75 " "

1 Transitman 3.00 " "

1 Rodman 2.75 " 8

6 Laborers 6 $ 3.50 15.00 " "

50 " @ 8.85 112.50 * "

8 Day watchmen @ 32.25 4.50 " "

8 Night watchmen @ 38.50 5,00 " n
150.00 "* "
Total labor for 38 days $4300.00
Labor cost per foot of trench 3.70
Cartage
Excess excavated material to be removed approximately
360 cubic yards,requiring,
2 Grade wagons $180.00
For hauling sheeting,pipe,fittings,etc.,
l Truck 29 days @ 6.00 174.00
354.00
Cartage cost per foot of trench .31
Incidental Material
600 pos. of 32" x 18" x 12'-0O" Hemlock 2 29.00- 417.60

Less salvage of 30% 83.52
334.08
67 pes.of 6" x 8* x 20'=0" Hemlock @ 39.00- 155.44

10 pes. of3" x 6" x 10'-0" " @ 29.00- 8.90
158.34

Less salvage of 35% 55.42
125 lbs. of spikes @ 3.25 ees
125 gal. of kerosene o11 @ .08% 10.63
28 days use of city water hydrant 9 .320 5.60
28 " of miscelleanous expenses @ .50 14,00
470.04

Incidental material cost per foot of trench 0423

Inepection

l city inspector 38 days @ 5.17 144.76

Inspection cost per foot of trench 18

Estimaté:.of cost of trenching for 12 inch mains.
Description

Average length of jobs 755 feet

Average depth of trenches gt.gn
Labor

1 Foreman $4.50 per day

i Sub-foreman 3.75 " "

1 Transitman 3.00 1 i"

1 Rodman 2.75 "

6 Laborers @ 3.50 15.00 1 fn

50 " @ 3.38 113.00 1 "

2 Day watchmen @ 3.25 4.50 " fn

6 Night watchmen @ 2.50 5.00 fn

Total labor for 15 days #8000 3250.00

Labor cost per foot of trench

8.98
Cartage

Excess excavated material to be removed approximately
175 cubic yards, requiring,

2 Grade wagons 74 days @ 6.00 90.00

For hauling sheeting,pipes,fittings,etc.,

1 Truck 15 days at 6.00 90,00
180.00
Cartage cost per foot of trench 84

Incidental Material

400 pos. of 3" x 13" x 10'-0" Hemlock @$39.00 333.00

Less salvage of 30% 46.00

40 pes. of 6! x 8" x 20'-0" Hemlock @ $29.00 93.80

> 185.60

5 Ba" x 6" x 10'-08 " @ 39.00 —_1,45

44.35

Less salvage of 35% 32,98
61.27
80 los. of spikes @ 3.25 1.80
75 gal. of kerosene @ .084 6.37
15 days use of city water hydrant @ .30 3.00
15 " miscelleanous expense @ .50 7.900
B65 .54
Incidental material cost per foot of trench 235

Inspection

1 City inspector 15 days @ 5.17 77,00
Inspection cost per foot of trench » 10
Estimate of cost of trenching for 10 inch mains.

Description
Average length of jobs 850 feet
Average depth of trenches 71-6"
Labor
l Foreman $4.50 per day
l Sub-foreman 3.75 * "
1 Transitman $3.00 "* n
1 Rodman 8.75 * "
4 Laborers @ 8.50 10.00 " "
40 "  @ 8.25 ~ g0.00 * "
8 Day watchmen @ 38.385 4.50 ° "
68 Night watchmen @ 3.50 9.00 * "
1338.50 "* "
Total labor for 5 days 6138.50
Labor cost per foot of trench 83.43
Cartage

Excess excavated material to be removed approximately
48 cubic yards, requiring,
l Grade wagon 4 days @ 6.00 €34.,00
For hauling sheeting, pipe, fittings, etc.,
l Truck 5 days @ 6.00 36.00
54.00

Cartage cost per foot of trench al
Incidental material
130 pes. of 3"x12" x10'-0O" Hemlock @ $29.00-75.40
Less salvage of 30% 15.08
60.332
15 pes. of 6"x 8"x5320'-O" Hemlock<@m 39.00-34.80

of " 2"x 6"*x 10!'=C" " @ 39.00-_ .87

 

35.67

Less salvage of 35% 13.48
| 83.1S
30 lbs. of spikes @ 3.35 -68
20 gal. of kerosene 011 @ .08% 1.70
5 days use of city water hydrant @ .320 1.00
5 " miscelleanous expense @ .50 8,90
89.39

Incidental material cost per foot of trench .35

Inspection
1 City inspector 5 days 95.17 $25.85

Inspection cost per foot of trench LO

Estimate of cost of trenching for 9 inch mains.

Description
Average length of jobs 535 feet
Average depth of trenches 7'-10"
Labor
1 Foreman $4.50 per day
l Sub-foreman 8.75 * "
1 Transitman 3.00 " "
1 Rodman 2.75 * "
4 Laborers @ 3.50 10.00 * "
40 " @ 2.325 90.00 "* "
2 Day watchmen @ 3.25 4.50 " °%
2 Night watchmen @ 32.50 roo , oon

Total lab #1225.00
Labor cast pes Poot (oF trench 2.39
Cartage
Excess excavated material to be removed approximately
80 cubio yards, requiring,
1 Grade wagon 7 days ®@ 6.00 $43.00
For hauling sheeting, pipe, fittings, etc.,

l Truck 11 days 8 6.00 66,00
} 108.00
Cartage cost per foot of trench 10)

Incidental Material
350 pos. of 2"x 132"x 10'-O" Hemlock @ $29.00-—- $145.00

Less salvage of 30% 89.00
116.00
28 pos. of 6*x 8"x Z0'-O0" Hemlock @ 39.00- 64.96
5 pos. of 8"x 6"x 10'=-0" Hemlock @ 39.00- 1.45
66.41
Less salvage of 35% 33,34
43.17
50 lbs. of spikes @ 2.35 ~1.13
50 gal. of kerosene 011 @ .08 4.25
10 days use of city water hydrant @.320 .. 00
10 days miscellaneous expense @.50 9.00
171.55
Incidental material cost per foot of trench .33

Inspection
l City inspector 10 days @ 5.17 51.70

Inspection cost per foot of trench ~ 10
The following table is a summary of the above analyses

and has been found to be remarkably accurate for estimate work.

Size
a0"
1a"
16*
13"
10#
gn

Labor
4.26
4.11
3.70
8.98
8.42
3.29

Cost per lineal foot of trench.

Cartage

40
03S
51
o 84
al
30

Incidental material

Analysis of labor cost for pipe laying.

Inspection

15

These estimates are based on local union scale, that is, it

was found impossible to employ other than union men, for theese

reasons the unit prices are usually higher than would be

experienced in smaller cities.

Average length of jobe

Labor

1 Boss Steam fitter
2 Fitters @ 3.80
8 Laborers 9 3.25

lL Sewer builder

20 inch pipe.

Total labor 34 days

880 feet

$5.60 per day

5.60
18.00

4.50

535.70

Labor cost per foot of pipe

808.80

92
18 inch pipe.
Average length of jobs 565 feet
Labor
Same labor unit as for 30" vipe --- $3327G-per day
Total labor 9 days- 303.30
Labor cost per foot of pipe- .832
16 inch pipe.
Average length of jobs. 1134 feet
Labor
Same labor unit as for 20" pipe — $33.70 per day
Total labor 37 days- $909.90
Labor cost per foot of pipe.&0
12 inch pipe.

Average length of jobs 755 feet
Labor
Same labor unit as for 20" pipe - $33.70 per day
Total labor 13 days - $438.10
Labor cost per foot of pipe 58

10 inch pipe.

Average length of jobs 250 feet
Labor |

1 Boss steam fitter $5.60 per day

8 Fitters @ $2.80 5.60 " "

6 Laborers @ 3.285 13.50 " "

1 Sewer builder 4,50 " n

39.20 " "
Total labor 4% days 131.40

Labor cost per foot of pipe 50
9 inch pipe.
Average length of jobs 535 feet
Labor
Same labor unit as for 10 inch pipe- $ 329.30 per day
Total labor 9 days 862.80
Labor cost per foot of pipe 49

Cost of Removing Pavements in Cents per Square Foot.

In arriving and compiling the following table on the costs
of removing various kinds of pavement per square foot, the
writer made use of results obtained by noting the actual
amount of pavement removed, and necessary expense involved
in removing same, for 90% of the jobs done in three years.
Thus, during the process of a job from six to twelve laborers
@ $8.25 a day with a foreman @ $3.75 a day were detailed to
remove the pavement in advance of the trenching gang. To the
average labor costs of this work was added a percentage for
accounting (.30%), construction superintendence (3.9%) and
tools (3.3%) to obtain the total cost.

The removing of cement filled pavements was found to have
a greater cost than the other types, due to the cementing
to-gether of the blocks or bricks, to-gether with the

concrete mat beneath.
Labor costs of removing various kinds of pavements

in cents per square foot.

Medina Dressed Stone Tar filled $015
Medina Dressed Stone Cement Filled 066
Medina Common Stone Tar Filled ~915
Medina Common Stone Sand Filled 009
Brick Tar Filled O13
Brick Sand Filled 063
Asphalt .056

The above unit cost per square foot have been found

to be remarkably accurate for this class of work.

Costs of Replacing Pavements in Cents per Square Foot.

As all of the paving is relaid either by the Municipal
Authorities or by Contractors on guaranteed jobs, and the
actual cost billed the company, the writer took the average
of the billed costs for the various kinds of pavements relaid@
for the three years in compiling the following table on costs
per square foot.

The total cost of repaving is made tp by adding to the
average billed costs a percentage for accounting and construction
superintendance. These charzes are for the time of the
accounting force that is taken to handle the vills and for a
part of the time of the Construction Superintendant and his
assistance. Included in this cost is all the time of the
Company paving inspector who is engaged in checking the

quantities on the bills.
Labor and material costs of relaying varioys kinds of
pavements in cents per square foot(all old paving used as far

as possible).
Ll. OQ. 3 4

| Average Const- Accounting Total
Kind billed ruction ,3% of 1&2 cost
cost Superin-
tendence
3.9%

Medina Dressed Stone Tar Filled.1405 0041 0004 ~ 1450
Medina Dressed Stone Cemert!*®..:.3566 ~O1L03 ~0011 ~ 4680
Medina Common Stone Tar Filled .0908 ~0026 ~0003 0937
Medina Common Stone Send Filled.0658 .0019 .0008 .0679
Brick Tar Filled ~ 1801 ~0052 ~0005 ~2858
Brick Cement Filled 8796 ~cO8l1 -0008 ~2885
Asphalt °B007 .0068 .0007 2412
Wood Block ~ 3400 ~0099 ~0010 ~3509
Cement Walk ~ 2300 02035 ~0004... ~ 1339

LaborvMaterial Cost of Laying Concrete Mat in: c@énts per Square Foot.
As before mentioned that the above unit costs of relaying
pavements do not include the costs of laying concrete mat, it
is necessary to estimate a sep2rate cost’ for the mat and apply
to all repaving where the mat is found.
The cost of material per square foot of mat as delivered

on the street at the point of use was,

Cement .081 bbl. x $1.65 - ¢ 0347
Sand .0096 cu. yds. x 1.00 - .0096
Stone 0198 Tons x 1.60 - 0317

Total ~0760
The cost of labor for placing the concrete mat, mixing
with a steam conorete mixer and distributing in buggies, placing
and tamping by hand, was estimated on an average output of
20 cu. yds. per day equal to 1080 Sq. ft. of mat in place,
with the following gang:

1 Foreman @ 3.75 per day
l Engineer @3.75 * "
lL Fireman @ 3.50 " fn
14 Laborers @3.25 31.50 " fn
39.50 " n

or labor cost per sq. ft. of mat of $.0366

A certain amount of incidental material such as coke
for mixer, cylinder oil, lubricating oils, kerosene, waste
and water was charged to the laying of concrete mat and was
found to be an average expense of $1.50 a day or an incidental
charge per square foot of mat of .0014

There was no charge for cartage on the cement, sand, and
stone as this was dilivered free at the price quoted. It was
necessary, however, to allow for the cost of bringing the ©
concrete mixer, buggies and other tools to the job, moving
the same from place to place and finally returnine same to
yard. It was found that this approximated very cleaely to a
team and driver's time for a half day every day that the gang
was working or $3.00 a day or a charge per square foot of
mat of .0088. It was also necessary to have a city inspector
for every day working and his charge accounted like wise

namely $5.17 or a charge per square foot of mat of .0048.
Summing these charges up give us the cost of concrete
mat laid per square foot , which must be added to the

repaving unit price where found

Material ¢.0760 per sq. ft.

Labor 0366 * f" "

Incidentals 0014 " fn n

Cartage .0088 1 ft nt

Inspection _,0048 " ft 1
1316

Labor and Material Costs of Manholes.

The estimating of the cost of building a manhole is a
variable factar as the manhole is entirely dependent upon
local conditions. The writer has investigated the costs of
some eighty different manholes that have come under his
supervision and has arrived at an average cost of $110.00
per manhole. This cost including brickwork for the sides,
concrete for the bottom and top, old iron tee rails for
roof supports, sewer connection and permits, sewer grates,

manhole frame and cover, supervision and incidentals.

Labor and Material Costs for Insulaging fittings with
John Manville Prepared Covering.

This cost was on a contract bases and averaged a unit
price of 45 cents per square foot of external surface. The
following table, compiled from the actual measured external
surfaces of the various fittings, gives the costs of insulating

underground fittings.
Size a0"
Double Variator $13.95
Single Variator 13.05

Anchor Special 7.65
Cross 14.40
Tee 13.15
Valve 6.75
Angle Joint 6.75

18"
$13.50
12.15

7.00

13.40
10.35

5.40
5.60

16"
$13.05
11.35

6.30

10.35

8.55
4.05
4,50

13"
$10.80

9.90
4.95
6.75
9.40
3.70
3.15

LO®
$10.35

8.55
4.05
9.40
4,50
2.25
8.39

on

$9.00

8,10
3.60
4.50
3.60
1.35
3.35

In conclusion, the writer will give a general form for

estimating the cost of a Steam Main. This form has been used

in practice for several years by the writer and has been

accepted by several Central Station Steam Companys throughout

the country. Although this form only covers the field of

work in a typical way yet 48 applicable to any size main or

section of mains.
ESTIMATE.

For all necessary labor and material for installing

a -- inch steam main on ------------ street, from --------

to --

----—— ; Length of main ------ feet; Average depth of

trench --- feet,

No.

MATERIAL.

feet of 320 " wrought iron pipe

n " 2229 inside diameter casing

B0" Double Variators

a0" Single "
30" Anchor Specials

20" n Base Crosses

BO" n n Tees
a0" Iron body gate valves
gon
30"

BO"

Angle joints

Adjustable Annular Wedges
Standard Flanges

20"
20"

Blind Flanges

20" Modle Cc Collars
20"

lbds.

Guides with rollers
of Asbestos paper

" " No 19 pliable copper vire

" " Asphalt
Rolls of Tarred Roofing 3-ply
Size --=- Steam Traps

Corrugated Copper Ring Gaskets

Price

Gg
@
g
@
gS
g

ue)

©)

® ® ® ® ® ® ®

--.-- per ft.

n i"
each
fn
n
"
n
ft
tt
n
n
"
"
"
n
per lb
8 "
ft n
INSULATING MATERIAL

Material for enclosing --=- Variators, --- Ancnor Specials,

---- Crosses, --- Tees, ---- Angle Joénts.

---- Bricks: @ ---- per M
---- Sacks of Portland Cement @---- " gack
---- Tons off crushed Btone @---- " ton
---- Bd. Ft. of Hemlock Planking @ ---- " M.Bd.Ft.
---- Bales of shaving @---- " bale
TRENCHING.
Labor for ---- ft.of trenching @ --- per ft
Cartage n W--- CN n @—---
Inspection " eo-- 6h n @--—
Incidental Material----=- " " " @--- "
Piping for a--- 606 n @---
PAVING.
Kind of pavement
Removing ---- Sq ft of-------------- pavm't @ ----
ft wane OU OR n Q —-..-
it Wane OU Ot Le n Q on m=—
Relaying ---- "  % f® o~----~----~-- " Go ----
fool no of ff ooo n @& aoe
n mane OM mn @ ou

per ae
" fn
fn n
" n
ft n
ft ft
Concrete Mat.

Material cost for ---- sq.ft. of concrete mat @ --~- per sq ft --.--
Labor no Meee UA " nm @e-- 8 fH fH LL YH-
Cartage n Reece 8 " " n G@e--- " fo # 2. --
Inspection " no e--- «3 oO ft t @ em. mn a

ian Holes.
Labor and Material for ---- manholes 9 $110.00 per manhole ---.--
Total Estimate Cost --—.--
plus 15% ---,--
ohn te
BK EA? %

 
 
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. nt

 
 
iNT

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