HomeMy WebLinkAboutResolution No. 1156RESOLUT ION NO.
A RESOLUTION OF THE CITY COUNCIL OF TI7 CITY
OF AZUSA ADOPTING SPECIFICATIONS NO. 1 (:dE`n
SERIES) FOR THE CONSTRUCTION OF WII,LITE
PROCESSED ASPHALTIC PAVEMENT, MACALAM PAVEMENT,
CEMENT CONCRETE CURB, CEMENT CONCRETE SIDI"WALK,
CEMENT CONCRETE GUTTER, CULVERTS, STORM DRAINS
AND APPURTENANCES, CENTRIFUGALLY CAST IRON
WATER PIPE, STANDARD STEEL SCREW PIPE, GATE VALVES,
FIRE HYDRANTS AND APPURTENANCES, CEMENT CONCRETE
PIPE SANITARY SEWERS AND APPURTENANCES, AND ORNA—
MENTAL STREET LIGHTING SYSTEM, WITHIN SAID CITY.
- - - - - - 0 - - - - - -
BE IT RESOLVED, by the City Council of the City of Azusa,
that the followin specifications, to be known as Specifications
No. 1 (New Series, for the construction of Willits Processed
Asphaltic Pavement, macadam pavement, cement concrete curb, cement
concrete sidewalk, cement concrete gutter, culverts) storm drains
and appurtenances, centrifugally cast iron water pipe, standard
steel screw pipe, gate valves, fire hydrants and appurtenances,
cement concrete pipe sanitary sewers and appurtenances, and
ornamental street lighting system, in the City of Azusa, be, and
the same is, hereby adopted.
WORK TO BE DONE
Under these specifications the Contractor will be
required:
1. To excavate or fill in to such an e -tent and in such a
manner as may be required by the plans, profiles and cross-sections,
and these specifications, the area upon which the improvements
hereinafter provided for are to be constructed;
2. To furnish all materials as hereinafter provided for and
required for the construction and completion of the improvements
in accordance with the plans and specifications, and all labor,
tools and equipment necessary for.the performance of said work;
3. To grade and construct Willits Processed Asphaltic
Pavement, macadam pavement, cement concrete curb, cement concrete
sidewalk, cement concrete gutter, culverts, storm drains and
appurtenances, centrifugally cast iron water pipe, standard steel
screw pipe, gate valves, fire hydrants and appurtenances, cement
concrete pipe sanitary sewers and appurtenances, ornamental street
lighting system, etc., as hereinafter specified.
—1—
MR
GRADING
0 6
Grading ahe.11 include all filling, the removal of all
earth, sE1nd, stone or all other material of whatever nature it ;r_ay
be that m2y be encountered in preparing the road or street, and
which also includes all tri;minE ;:nd shaping required to bring the
surface of the road or street to grade and cross section.
When mud or other soft material is encountered, it shall
be taken out and the space filled with Good earth, sand or gravel,
which, if it is earth or Sza,vel,shall be rolled until the surf..ce
of the foundation ceases to creep in front of.the roller. The
Contractor, however, will not be required in such cases to excavate
mud or other soft material to a depth grcatcr than two (2) feet
below the subgrade.
All filling shall be done with good, sound earth, gr:.vel
or sand. Whenever a fill is to be made of earth or gr-.vel,thc
embankment shall be brouE;ht up in layers not exceeding twelve (12)
inches in dt�.tih, and each layer thoroughly dayipened and rolled
with a roller weighing not less than two hundred (200) pounds per
lineal inch of tire until it is firmly compacted, or the fill, if
made of eG.rth may be brought up in layers not to exceed two (2)
feet in thickness, each layer being diked and filled with Tater to
settle and compact the same, chis method to be repeated.with aech
layer until brought to grade. The final layer, after drying out
but while still in a damp condition, shall be rolled with a roller
as herein provided, until firmly compacted.
Vhen the fill is made with sand, it shall be brought up
to grade and compacted by thoroughly wetting the fill.
No material of a perishable, spongy or otherwise im-
proper nature shall be used.in filling. The space over which fills
are to be made shall first be cleared of all brush, timber, weeds,
trash or other debris unfitted for foundation, and then thoroughly
plowed and broken up to allow nev7 and old material to unite and
bond together.
During the process of grading, the road or street shall
be maintained in a reasonably good condition for traffic, care
being taken to remove the surplus material as evenly as possible
over the entire surface of the road or street.
Any street intersecting the street in which the +7ork is
being done may be closed at any time, provided that the closed
streets are not next to each other, avid that each alternate street
crossing is kept open.
Vhen constructing emban':ments, the teams or trucks shall
be made to travel as evenly as possible over the whole surface of
each layer, both coming and going. The formation of well defined
ruts is specially prohibited. Clods or hard lumps of earth larger
than six (6) inches in greatest dimension shall be broken up before
being placed in embankment. The embankment shall be carried to
such height above grade, and to such increased width as may be
necessary to provide for shrinkage and compression, and they must
be maintained by the Contractor at the proper height, dimension
and slope until the work is finally accepted.
The width of the road or street to be graded shall
conform to the plans, profiles and cross seotions.kaxata+xatlaUn d8
-2-
SUBGRADE.
0 0 6-•
After a section of road or street has been graded as
herein specified, the surface shall be thoroughly drenched with
water, and when sufficiently dry shall be cultivated and rolled
with a roller weighing not less than four hundred (400) pounds to
the lineal inch width of tire, until the surface is unyielding.
Depressions made by rolling shall be leveled up with good earth
and again rolled. Such portions of the road or street that cannot
be reached by the roller and all places excavated below subgrade
and refilled, and all pipe trenches and other places that cannot
be properly compacted by the roller shall be hand -tamped until
solid and unyielding. In cases of wet weather, or soft or muddy
ground making use of the roller unsafe or impracticable, the
rolling; shall not be undertaken until the ground has become
sufficiently dry. If the subgx ade consists of sand, it shall be
compacted by wetting down thoroughly and smoothed to conform to
cross section.
The Contractor shell notify the Engineer when a section
has been brought to subgrade when the letter Nill check the
elevations of the same, and if the psoric is found to be in accord-
ance with the specifications and grades given, the Contractor
shall proceed as hereinafter mentioned..
-3-
CEMENT
All cement shall be Portland Cement, and must conform
to the follo,^inc, requirements and be subject to the following
tests, which will be open to the Contractor and will be made by
the methods and under.the conditions prescribed in Specifications
0-0-17, adopted by the American Society for Testing Nat€rials in
1916.
(a) CONSISTENCY: All cement for set tests, test pats, and
neat briquettes will be mixed with sufficient water to reduce the
cement to normal consistency, as prescribed.by the Specifications
of the American Society for Testing Materials, hereinbefore re-
ferred to. Neat briquettes will be compacted by light tamping.
Mortar briquettes shall be mixed to a state of plasticity corre-
sponding as nearly as possible to normal consistency in neat
briquettes.
(b) FINENESS: The coment must be evenly ground, and When
tested With the followin6 standard sieves, must pass at least the
following percentages by weight:
No. 100 Sieve, having 100 meshes per lineal inch -
92 per cent.
No. 200 Sieve, having 200 meshes per lineal inch -
75 per cent.
(c) TIME OF SETTING: It shall develop initial set in not
less than one hour, nor more than ten hours.
(d) TENSILE STRENGTH: Neat briquettes one inch square in
section shall attain a minimum strength°. 1101vs:
At 24 hours in moist air - 17 X S.
At 7 days (1 day in moist air anti six in water) -500
pounds.
At 28 days (1 day in moist air and 27 days in water)
600 pounds.
Briquettes one inch square in section, made of one part
of cement, three parts of standard testing sand, shall attain a
minimum strength as follows:
At 7 days (1 day in moist air and 6 days in water)
200 pounds.
At 28 days (1 day in moist air and 27 days in water)
275 pounds.
The sand test must in all cases shorn an increase in
strength at 28 days over the 7 -day tests.
(e) SOUNDNESS: Pats of neat cement about three inches in
diameter, one-half inch thick at the center, and tapering to a
thin edge, Will be kept in moist air for a period of 24 hours.
A pat will then be kept in air at normal temperature
and observed at ir_tervals for at least 28 days.
Another pet will, after having been kept 24 hours in
moist air, be placed in Water at normal temperature and maintained
for three hours.
These pats, to satisfactorily pass the requirements, :mutt
remain firm and hard, and must not show any sic, -no of distortion,
checking, cracking, blotching or disinteE..rati% .
46- 0 0- -0 a 4
M PROTECTION: All cement stored must be protected from
the ^-eather and be delivered to the pork in the original package
of the manufacturer. No cement shall be used which has been mixed
in any way with another brand or quality of cement or which has
been tampered with in any way after being placed in the original
package of the manufacturer, nor shall eny cement be used from
packsges containing lumpy cement or rhich has been reground.
-5-
SAND
DEFINITION OF SAND.
r
The fine, granular iiiaterial naturally or artificially
produced by the disintegration or erosion of rock.
SPECIFIOATIONS AND TESTS FOR SAND TO
BE USED FOR CLASSES "Al', "B" AND "C"
CEMENT CONCRETE.
1. OIL. Sand shall be free from oil.
2. ORGANIC HATTER. Sand, when tested in accordance with
Method of Test ereina ter described, shall not show a solution
color darker than the standard color solution.
3. STRENGTH. Sand, when tested in accordance with Method
of Test hereinafter described, shall not show compressive strength
at the age of seven (7) days, less than that of Ottawa Standard
Sand, similarly tested.
4. ABASHING. Sand shall be thoroughly and uniformly washed#
After washing' sand, when tested in accordance with Method of Test
hereinafter described, shall not contain more than three (3) per
cent, by weight, of silt, loam, clay, eto.
5. SIEVE ANALYSIS. Sand, when tested in accordance with
Method of Test hereinafter described, shall conform to the follow-
ing sieve analysis, by weight:
(a) Not more than five (5) per cent minus the per cent of
silt, loam, clay, etc., determined above (Paragraph 4, "washing1l)
shall pass a No. 100 sieve.
(b) Not less than twenty (20) per cent and not more than
fifty (50) per cent shall pass a No. 30 sieve.
(c) Not less than ninety-five (95) per cent shall pass a
No. 4 sieve.
(d) All shall pass a 3/8 inch sieve.
SPECIFICATIONS FOR SAND TO BE USED IN
CEMENT MORTAR FINISH AND CEMENT MORTAR.
1. OIL. Sand shall be free from oil.
2. ORGANIC MATTER. Sand, when tested in accordance. with
Method of Tea _ereinaf er described, shall not show a soliitaon
color darker than the Standard color solutign.
3. STRENGTH.
of Test hereinafter
at the age of seven
similarly tested.
as 0
Sand, when tested in accordance with Method
described, shall not show compressive strength
(7) days less than that of Ottawa Standard Sand,
4. WASHING. Sand shall be thoroughly and uniformly washed.
After washingsand, when tested in accordance with Yethod of
Test, hereinafter described, shall not contain more than three (3)
per cent, by weight, of silt, loam, clay, etc.
5. SIEVE ANALYSIS. Sand when tested in accordance with
Method of Test hereina er described, shall conform to the follow-
ing analysis, by weight;
A. Not more than six (6) per cent minus the per cent
of silt. loam, clay, etc. determined above (Par. 4, °Washing,t)
shall pass a No. 100 sieve.
B. Not less than seventeen (17) per cent and not more
than forty-two (42) per cent shall pass a No. 30 sieve.
C. All shall pass a No. 4 sieve.
METHODS OF TESTS OF SAND FCR ALL CLASSES
OF CEMENT CONCRETE AND FOR CEMENT MORTAR FINISH.
A. METHOD OF TEST FOR ORGANIC IMPURITIES.
1. (a) A representative test sample of send of about 1 lb.
shall be obtained by quartering or by the use of a sampler.
(b) A 12 oz, graduated glass prescription bottle shall
be filled to the 4 1/2 oz. mark with the sand to be tested:
(c) A three (3) per dent solution of sodium hydroxide
(NaOH) in water shall be added until the volume of sand and liquid,
after shaking, gives a total value of seven (7) liquid ounces.
(d) The bottle shall be stoppered and shaken thoroughly
and then allowed to stand for 24 hours.
(e) A standard color solution shall be prepared by
adding 2.5 cc. of a 2 per cent solution of tannic acid in 10 per
cent alcohol to 22.5 cc. of a 3 per cent sodium hydroxide solution.
This shall be placed in a 12 oz. prescription bottle, stoppered
and allowed to stand for 24 hours, then 25 cc. of water added.
(f) The color of the clear liquid above the sand shall
be compared with the standard color solution prepared as in
paragraph (e) or with a glass of color similar to the Standard
solution.
2. Solutions darker in color than the standard color have a
"Color Value" higher than 250 parts per million in terms of
tannic acid.
B. METHOD OF TEST FOR STRENGTH
Both concrete sand and Ottawa Standard Sand (the latter
as hereinbelow described and defined) shall be made into mortar
composed of one (1) part, by weight, of Portland Cement, and two
(2) parts by weight of sand. The consistency of the mortar made
with concrete sand shall be the same as that of the mortar made
with Ottawa Standard Sand. All mortar test specimens shall be
made, stored and tested as hereinbelow described.
7—
MIRING CEMENT MORTAR.
N • 4
1. The quantity of dry material to be mixed at one time
shall not exceed 1000 g. nor be less than 500 g. The proportions
of cement, or cement and sand, shall be stated by weight in &Tams
of the dry materials; the quantity of water shall be expressed
in cubic centimeters (1 cc. of water - one g.). The dry materials
shall be weighed, placed upon a non-absorbent surface, thoroughly
mixed dry if sand is used, and a crater formed in the center, into
which the proper percentage of clean water shall be poured; the
material on the other edge shall be turned into the crater by the
aid of a trowel. After an interval of 1/2 minute for the
absorption of the water, the operation shall be completed by
continuous, vigorous mixing, squeezing and kneading with the hands
for at least one minute. During the operation of mixing, the hands
should be protected by rubber gloves.
In order to secure uniformity in the results of tests
for compression strength, the manner of mixing above described
should be carefully followed. At least one minute is necessary
to obtain the desired plasticity which is not appreciably affected
by continuing the mixing for several minutes. The exact'time
necessary is dependent upon the personal equation of the operator.
The error in mixing should be on the side of over -mixing.
2. The temperature of the room and the mixing water
shall be maintained, as nearly as practicable, at 210 c.(706F).
-8-
G�i
Cvneistency of Mortar -
so • F0
Fourteen per cent (14°4) of water shall be Used with
Ottawa Standard Sand,
To obtain the same consistency with the concrete send,
a metal truncated cone four inches (411).in greatest diameter, two
inches (211) in smallest diameter, and six inches (6t') high, shall
be used.
The consistency of the concrete send mortar and that of
the Ottawa Stsndard Sand mortar shall be considered the same when
their respective slumps, made as above, are equal.
compression Tests.
I.A cylindrical test piece 2 in. in diameter and 4 in.
in length is recommended for use in making compression tests of
standard mortars. The molds shall be msib of non -corroding metal.
A satisfactory form of mold is shown in 716. 1, Page 134, of
A.S.T.M. 1924 book of Tentative Standards. The ends of the mold
shall be parallel. The tubing used in the molds shall be of
sufficient thickness to prevent appreciable distbt tion. The molds
shall be oiled before using. Durin6 the moldin6'of the piece, the
mold shall rest on a clean, plane surface (preferable a piece of
plate glass which is allowed to remain in place until the mold is
removed).
2x. The sand to be used shall be natural ,nand from Ottawa,
Ill., scree d to pass a No. 20 sieve and retained on a No. 30
sieve. Thiaand may be obtained from the Ottawa Silicia Co.,
at a cost of three cents per pound, f.o.b. cars, Ottawa, I11.
3. The sand, having passed the Igo, 20 sieve, shall.be
considered standard when not more than 5 g. passes the No. 30
sieve after one minute continuous sieving of a 500-g sample.
4. The sieves shall conform to the following specifica-
tions:
The No. 20 sieve shall have between 19,5 and 20.5 wires
per whole inch of the warp wires, and between 19 and 21 wires per
whole inch of the shoot wires. The diameter of the wire should be
0.0165 in. and the average diameter shall not be outside the
limits of 0.0160 and 0.0170 in.
The No. 30 sieve shall have between 29.5 and 30.5 wires
per whole inch of the warp wires and between 28.5 and 31.5 wires
per whole inch of the shoot wires. The -diameter of the wire
should be 0.011 in. and the average diameter shall not be outside
the limits 0.0105 to 0.0115 in.
5. The mortar shall be placed in the mold in layers
about 1 in. in thickness, each layer being tamped by means of the
steel tamper shown in Fig. 2, page 134, of A.S:T.M. 1924 Book of
Tentative standards. The weight of tamper shall be approximately
3/4 lb.. In finishing; the test piece, the mortar shall be heaped
above the mold and smoothed off with a trowel. As soon as the
test pieces from one sample are molded, the top of each test piece
'shall be covered with a piece of glass which is brought to a firm
bearing on the fresh mortar. The cover glasses shall remain in
plaee until molds are removed.
-9-
I
6. Tests of standard morter cylinders shFll be made in
any testing machine which is adapted to meet the specified re-
quirements. The test pieces shall be tested Fs soon as removed
from the water. The ends of the test cylinders shall be smooth
plane surfaced. The metal bearing plates of the testing machine
shall be placed in direct contact with the ends of the test piece.
During the test a spherical bearing bloc!< shall be used on top
of the cylinder. In order to secure a uniform distribution of
the load over the test cylinder the spherical bearing block must
be accurately centered. The diameter of the spherical bearing
block should be only a little greater than that of the test piece.
The test piece shall be loaded continuously to failure. The moving
head of the testing machine shall travel at the rate of not less
than 0.05 or more than 0.10 in. per minute...
7. Testing machines 4thould be 'frequently calibrated
in order to determine their a.ccur�i,gy.
S. Cylinders that are mhnifestly faulty, or which give
strengths differiY}g more than 15 per cent from the average value
of all test pieces tested at the sane period and made from the same
sample, shall not be considered in determining the compressive
strength.
Storage of Test Pieces
1. The moist closet may consist of a soapstone, plate
or concrete box, or a wooden box lined with metal. If a wooden
box is used, the interior should be covered with felt or broad
wickering kept -et. The bottom of the moist closet should be
covered with mater. The interior of the closet should be provided
with non-absorbent shelves on which to.place the test pieces, the
shelves being so arranged th..t they may' be withdre" readily.
2. All test pieces, immediately after molding, shall be
placed in the moist closet for from 20 to 24 hours.
3. The briquettes shall be kept in molds on glass plates
in the moist closet for at least 20 hours. After from 20 to 24
hours in moist air the briquettes shall be immersed in clean water
in storage tanks of non-corrodin& material.
4. The gir,and water shall be maintained as nearly as
practicable at a temperature of 21°C. (700F.).
C. Method of Test for Decantation.
1. This method of test covers the determinE:tion of the
total quantity of silt, lo&m, clay, etc., in sand and other fine
aggregates.
2. The pan or vessel to be used in the determin;�:tion
shall be approximately 9 in. (230 mm.) in diameter and not less
than 4 in. (102 mm.) in depth.
3. The sample must contain sufficient moisture to pre-
vent segregation and shall be thoroughly mixed. A representative
portion of the s.a:nple sufficient to yield approximately 500 g.
of dried material shall then be dried to a constant weight at a
temperature not exceeding 100 C.° (2300F).
4. The dried material'"shall be placed in the pan and
sufficient water added to cover the sample (about 225 cc.). The
contents of the pan shall be agitated vigorously for 15 seconds,
and then be allowed to settle for 15 seconds, after which the
mater shall be poured off, care being taken not to pour off any
sand. This operation shall be repeated until the wash water is
clear. As a precaution, the wash ,nater shall be poured through
a 200 -mesh sieve and any material retained thereon returned to the
mashed sample. The 5,ashed sand shall be dried to a constant weight
at a temperature not exceeding 10000. (2300F.) and weighed.
/O-
06
• 0-
M • 0
5. The results shall be calculated from the formula:
Percentage of silt, clay, loan:, etc.,
Ori incl dry wei ht after -ashing X 100
Orl6inal dry Te ght
6. nen check determinations are desired, the wash
eater shall be evaporated to dryness, the residue weighed, and the
percentage calculated from the formula:
Teight of residue x 100
Percentage of silt, loam, clay, etc. - Original dry weight
D. Method of Test for Sieve Analysis.
1. A representative test sample of the aggregate shall
be selected by quartering or by use of a sampler, which after
drying rill give not less than the followin6:
(a) Fine aggregate, 500
b Cosrse aggregate or
aggregates, weight in grams, 3000
required, measured in inches.
TABLE
Sieve Opening Tire, Dias.
Sieve
No. or
Size in
9.
a ~:ixture of fine and coarse
times size of largest sieve
e Der cent..
11'11 MIM4�
Avg. Diam. mum
opng. Und. Over open -
manes
M11.
mm.
mm.
in.
-
No.—TW
0.149
0.0059
0; 2
__
_
6—�5
35
��in_g
40
No. 30
0.59
0.0232
0:33
0.0130
5
15
30
25
No. 4
4.76
0.167
1.27
0.050
3
15
30
10
No. 3
6.680
0:263
1.78
0.070
3
15
30
'10
3/8 in.
9.5
0.375
2.33
0.092
3
10
10
10
2. The sample shall be dried at not over 110°F (230°F)
to constant weight.
3. (a.) The sieves shall be of square -mesh wire -cloth
and shall be moun-ed on substantial frames constructed in a manner
th:t rill prevent logs of material during sifting.
(b) The size of wire and sieve openings shall be
as given in Table 2.
4. (a) The sample shall be separated into a series of
sires by means of the sieves specified in paragraph 3 above.
Sifting shall be continued until not more than one (1) per cent
by Freight of the sample passes any sieve during one (1) minute.
(b) ;.ach size shall be weighed on a bale.nce or scale
which is sensitive to 1/1.000 of the 1 -eight of the test sample.
(c) The percentage by veight of the total sample
which is finer than each of the sieves shall be computed.
5. (a) The percentages in sieve analysis shall be
reported to the nearest whole number.
46 •
• ris
PEA GRAVEL FOR CLASSES "A "B" & "C" CEIENT CONCRETE
Pea gravel shall be sound, washed gravel, of clean, hard,
tough, durable material and free from vegetable or other dele-
terious substances. It shall be free from dirt, mud or stone dust.
Pea gravel, as furnished, shall be uniformly graded from
the largest to the smallest screen or sieve sizes given below.
GRADING. when analyzed by laboratory screens and sieves, pea
gravel for use in Classes "A" , "B" and "C" cement concrete work sha1L1
conform to grading requirements, as follows;
(a) All shall pass a screen having 1/2 inch square openings.
(b) Not less than 95 per cent, by weight, shall pass a screen
having 3/8" square openings.
(c) Not less than 40 per cent and not more than sixty (60)
per cent, by weight, shall be retained on a 4 -mesh sieve having
square openings.
(d) Not more than ten (10) per cent, by weight, shall pass
a 14 -mesh sieve with square openings.
COARSE AGGREGATE FOR CLASS "A" CEMENT CONCRETE.
Coarse aggregate shall be sound crushed rock, broken
stone or washed gravel, or a combination of both. The particles
of coarse aggregate shall be of clean, hard, tough, durable ma-
terial and free from vegetable or other deleterious substances.
It shall be free from dirt, mud or stone dust.
Coarse aggregate, as furnished, shall be uniformly graded
from the largest to the smallest screen sizes given below.
GRADING. When analyzed by laboratory screens and sieves, coarse
aggregate for use in Class "All cement concretd work shall conform
to grading requirements, as follows;
(a) All shall pass a screen having two (2) inch square
openings.
(b) Not less than ninety-five (95) per cent, by weight,
shall pass a screen having 1.1/2" squire openi.ags.
thirty-five
(c) Not less than JOXj (35) per cent, and not more than
sixty (60) pem cent, by weight, shall be retained on a screen
having 3/41, square openings.
(d) Not more than five (5) per cent, by weight, shall pass
a screen having 3/8" square openings.
(e) All shall be retained on a 4 -mesh sieve.
COARSE AGGREGATE FOR CLASSES "B" & "C" CE12NT CONCRETE.
Coarse aggregate shall be sound, crushed rock, broken
stone or washed gravel, or a combination of both. The particles
of coarse aggregate shall be of clean, hard, tough, durable
material and free from vegetable or other deleterious substances.
It shall be free from dirt, mud or stone dust.
Coarse aggregate, as furnished, shall be uniformly
graded from the largest to the smallest screen sizes given bdlow.
-/2-
as, • 0 -
GRADING.
N • 0
When analyzed by laboratory screens and sieves, coarse
aggregate for use in Classes "B" and "C" cement concrete work shall
conform to grading requirements, as follows;
(a) All shall pass a screen having 1" square openings.
(b) Not less than sixty (60) per cent, by weight, shall pass
a screen having 3/41, square openings.
(c) Not more than ten (10) per cent, by weight, shall pass a
screen having 3/8t, square openings.
(d) All shall be retained on a 4 -mesh sieve.
WATER FOR CUSSES "A" , "B" AND "C" CEMMI CONCRETE
Water shall be clean, free from oil, acid, alkali or
vegetable matter.
13—
1-1
so to 9- N 0 0
REINFORCING STEEL
Steel shall be made by the open hearth process and shall
be of uniform quality. It shall contain not more than five -
hundredths (.05) per cent sulphur; if made by the acid process it
shall contain not more than six hundredths (.06) per cent
phosphorus, and if made by the basic process not more than four -
hundredths (.04) per cent phosphorus. When tested in specimens
of standard form, or full sized pieces of the same length, it shall
have an ultimate tensile strength of fifty-five thousand (55,000)
to seventy thousand (70,000) pounds per square inch; an elastic
limit of not less than one-half (1/2) the ultimate strength, and
a minimum percentage of elongation in eight (8) inches of one
million two hundred and fifty thousand (1,250,000) divided by the
ultimate strength. Test specimens shall bend cold through one
hundred and eighty (180) degrees around a pin without cracking on
the outside of the bent portion, the diameter of the pin being
eqqual to the thickness of the specimen if less than three-quarter
(3/4) inch, and being twice the thickness of the specimen if
three-quarter (3/4) inch or larger.
Reinforcing bars shall be free from flaws, cracks, mill
scale, oil or paint. All reinforcing bars shall be square deformed
bars unless otherwise specified.
CASTINGS, ANGLE IRON, BOLTS, ETC.
All castings for manhole heads, covers, dust pans, and
other purposes must be of tough gray iron, free from cracks, holes,
swells and cold shorts; and be of workmanlike finish and must
conform to the plans.
The quality shall be such that a blow from a hammer
will produce an indentation on a rectangular edge of the casting
without flaking the metal.
Before leaving the foundry all castings shall be
thoroughly cleaned and subjected to a hammer inspection, after
which they shall be dipped in a preparation of asphalt or coal
tar and oil applied at a temperature of not less than 290 degrees,
nor greater than 310 degrees Fahrenheit, in such a manner as to form
a firm and tenacious coating/
All exposed angle irons, bolts, etc. (except castings)
shall be painted with two (2) coats of asphaltic paint. The
asphaltic paint used shall be of a natural asphalt base free from
coal tar; oil,asphalt rosin or other inferior materials. It shall
be absolutely water proof, acid and alkali resisting. Twenty-
four (24) hours shall elapse between the application of the first
coat and the second coat. The :metal shall be thoroughly cleaned
before painting.
Sai • 0-
N • '!
EXPANSION JOINT FILLER
hATERIALS
Expansion joint filler shall consist of premoulded
strips composed of a durable elastic compound of mineral or
vegetable matter or a stable mixture of these elements. The
surface of the strips shall be encased with saturated felt or
coated with a suitable material to prevent the strips from adhering
to each other. The strips shall be of such character that they will
not be deformed by ordinary handling after having been exposed for
twelve (12) hours at a temperature of one hundred twenty (120)
degrees Fahrenheit.
Expansion joint filler shall conform to the following
requirements:
A sample of the joint filler without encasement, four
inches by five inches (411 x 511) in size, shall be compressed at
the rate of one-tenth inch (0.111) per minute to one-half its
original thickness, the compression being repeated five (5) times
at intervals of from one to two hours. When released from
Compression, the sample shall return to ninety per cent (90%) of
its original thickness within one hour. The total pressure
necessary for compression shall not exceed one thousand (1,000)
pounds per square inch.
A sample four inches by five inches (411 x 5+1) cut from the
finished strip and confined on the two long sides and at one end
by a suitable mould shall, when compressed as above, show an
extension of not to exceed one-quarter inch (1/411).
A sample of the same material two inches by five inches
(211 x 511) in size, when clamped between two blocks so that the
strip of joint material cantilevers three and one-half inches
(3 1/211) and placed in an oven at a temperature of one hundred
twenty-five degrees (1250) Fahrenheit for a period of thirty (30)
minutes, shall not deflect from the horizontal in excess of one
inch ( 111 ) .
CENTRIFUGALLY -CAST IRON PATER PIPE
TYPE, CLASSES AWD SIZES.
Pipe shall be furnished in bell and spigot
or without boad unless ot'.zcrwise specified, with lead
bell, and in the following classes;
Class I 150 pound pressuro
II 250 pound pressure
II. COATING.
type, with
groove in
Unless otherwise specified, all pipe shall be completely
coated inside and outside with coal tar pitch varnish, to which
sufficient oil shall be added to make a smooth coating, tough and
tenacious vtion cold, not «tacky" and not brittle.
III. MATERIAL APID WORMANSHIP.
All pipe shall be x adc of cast iron of good quality,
acid of such character as si all make the pipe strong, tough and
of even grain, and soft onoug"1h to satisfactorily admit of drilling
and cutting. Each pipe shall be smooth, free from cold shuts,
scale, lumps, blisters, send holes and defects of every nature
which unfit it for t_:e use intended. It shall be straight, and
shall be true circles in section with its inner and outer surfaces
concentric. No plugging, filling, or burning in will be allowed.
IV. GENERAL REQUIREMENTS.
1. .Casting. - All pipe shall be cast centrifugally in
machines. A record of the melting and pouring; tcmpore.tures of the
iron shall be furnished.the inspector, when requested.
2. Chemictl analysis shall be made by -the manufacturer
from each heat to determino gT_;phitic end combined carbon or total
carbon if the separate determinations are not available, manganese,
phosphorus, sulphur and silicon, and duplicate copies of test
reports shall be furnished the inspector. Sulphur shall not
exceed 0.10 per cent and phosphorus 0.90 per cent in either ladle
or inspection analysis.
3. Annealing. - Pipe cast in metal contact molds,
after withdrawing from machines, shall be annealed to meet the
hardness limits designated under °Inspection and Tests". Pipe
cast in sand lined molds, e.nd stripped while snowing color of
heat, shall be places'.. in an oven, and she'll not be removed
therefrom until cooled to 5000F. or under.
4. Lengths. - Pipe shall have a nominal laying length of
12 ft., 16 ft. or 16 ft. 4.85 inches (5 meters). Not more than
10 per cent of cut pipe shall be accepted. Such cut pipe shall
be no more than one foot under nominal laying length.
5. Toler-,:-Xces in Diameter. - The inside diameters of
the bells and the outside diameters of the spigot ends of pipe,
exclusive of bead, shall not vary plus or minus from the tabulated
dimensions by more than 0.08 inch forpipe 12 inches and less in
namiral diameter, and 0.08 inch for pine 14 inches and over in
nominal diameter.
-146-
a 0 0
40 0 /0
6. Tolerances in Thickness. - The tolerances in
thickness, plus or minus, shall not exceed those listed below.
Nominal diameter Tolerance, plus or minus,
in inches inch
- - - - - - - - - - - - - - - - - - -
4 0:04
6 .045
8 .05
10 .055
12 .06
14 to 20 .08
For all sizes of pipe, tolerances not exceeding 0.02 inch
additional to above will be alloyed for spaces not exceeding 8
inches in length in any direction.
7. Tolerance in weight. - The weight of no single
pipe shall be less than the nominal tabulated weight by more than
5 per cent.
8. Cleaning. - All pipe shall be thoroughly cleaned,
and any rough spots in bells or on spigot ends shall be removed
by grindin;; before coating or lining.
9. Physical Requirements. - Pipe shall conform to
physical requirements as given in Section V, paragraphs 5, 6
and 7. .
V. INSPECTION AND TESTS.
1. The contractor shall furnish the inspector, free of
cost, such facilities as may be necessary for the performance of
his work.
2. The inspector shall have free access at all times
to all parts of any manufacturing plant which concern the
manufacture of the material ordered.
3. All handling of material, sampling, preparation
of test specimens, and testing thereof, except chemical analysis,
shall be performed or furnished by the contractor without expense
to the City. Where the manufacturer has no facilities
for making tests or analyses required, they will be made at some
suitable place in the vicinity, at the contractor's expense, and
in the presence of the inspector.
4. All pipe shall be subjected to a careful surface
inspection, and hammier and rolling tests. All bells shall be
tested by circular ga&es and no pipe will be accepted which is
deficient in joint room.
5. Tests of material. - From each 300 lengths of pipe,
or fraction thereof, of each size in the contract or order, 1
length of pipe shall be selected by the inspector before coating.
From each sample pipe there shall be out and machined one test
strip 12 inches long, 0.50 inch deep, and the full thickness of
the shell in width. This shall be tested as a beam (with
machined surfaces top and bottom) on supports 10 inches apart with
load applied at two points 3 1/3 inches from the supports. The
strip shall be accurately calipered 'st point of rupture mid
stress calculated by the formula
S = Plc
9-1
The secant modulus of elasticity at the breaking load, shall be
calculated by the formula
E = 23P13
_T9961Y
In these formulas ture
E _ Lrodulus of Elodulus of asticity
P = Total load
1 = Length of Span
c =Distance to Extreme Fibre
I = Loment of Inertia
y = Center Deflection at Load F
For pipe cast in metal contact machines the secant modulus of
elasticity shall not exceed 15,000,000 pounds per square inch,
with the corresponding modulus of rupture not less than 40,000
pounds per square inch.
For pipe cast in send contact machines the secant modulus of
elasticity shall not exceed 10,000,000 pounds per square inch;
with the corresponding modulus of rupture not fess than 35,000
pounds per square inch.
6. Hydrostatic tests. - Each length of pipe 12 inches
in diameter and less shall be subjected to a hydrostatic pressure
of 500 lbs. per sq. in. and 14 inches in diameter and over to a
hydrostatic pressure of 300 lbs. per sq. in. The pipe shall be
under this pressure at least one half minute, and while
pressure shall be subjected to a hammer test. Any p p g
defects by leaking, sweating, or otherwise, shall be rejected.
7. Rockwell Tests. - Upon the machined edges of each
test strip there shall be made at well distributed points not less
than 3 determinations, using a 1.59 mm (1/16 inch) ball and 100
kg load. The average Rockwell No. shall not exceed 95. An
additional determination shall also be made for pipe cast in metal
contact machines, upon the outside of each pipe, using a portable
type machine. The equivalent Rockwell No. for the exterior shall
not exceed 95.
S. Chemical Analyses. - In addition to such analyses
as are required to be made by the contractor, the inspector may
obtain samples for chemical analysis from finished material
representing each melt. The inspector may have samples for
chemical analysis taken from test strips, or from any part or
parts of the material concerned, provided the serviceability of
the part or parts is not destroyed. The sample taken for
chemical analysis shall be of sufficient size to permit five
analyses to be made.
VI. MARRING OF SHIPMENTS.
Lrarking of shipments shall be in accordance with best
commercial practice unless otherwise specified.
sol 0 0 -.
N • 0
The pipe shall accurately conform to the dimensions
given in the following Table.
•
imensions
:3.50:.34
ClassI
Class�'
289
: of bolls
:150
hounds pressure
250 pounds pressure
6
inside
346
foot head
576 feet head
0;Id o
: .40 :
340:
omina WeightNominal
weight,
,
: 9.05: 9.85
:4.00:.38
:435
:565:
-H Z ,+ a
: .46 :
515:
pounds
pounds
10
:11.10:11.90
:4.00:.42
:585
:760:
S,i . +t
i-1
C]
920 :
M
12
:13:20:14.00
:4.00:.46
:765
:990:
k O k
4� N C1
N U
O U O
fa C4 U O U
C5 +)
[
v
°
FUa
A-
qi err t i bD w oo
010 4-, W
bo
•O�
o•e0
CS0
wO�O�
.,4 a F
'H C
,
rN
t0 CO O
A 0 Pt to O CD OE
0 4� d
-H •.
H ri rl ri H r1
H •.1 r 4 ,-I H rl
O -H • U -H
,
.
?.. 'd • 4 of
4
4.80: 5.60
:3.50:.34
:200
:260:
289
. .37 :
215:
280 :
311
6
: 6.90: 7.75
:3.50:.36
:310
:400:
448
: .40 :
340:
440 :
493
8
: 9.05: 9.85
:4.00:.38
:435
:565:
629
: .46 :
515:
670 :
747
10
:11.10:11.90
:4.00:.42
:585
:760:
849
. .52 :
705:
920 :
1028
12
:13:20:14.00
:4.00:.46
:765
:990:
1109
: .58 :
935:
1220 :
1365
14 :15.6b:15.45 .
16 :17.80:18.80 :4.00:0.60:1325
18 :19.92:20.92 :4.00:0.64:1579
20 :22.06:23.06 :4.00:0.69;1904
CAST IRON TEES', CROSSES, REDUCERS, INCREASERS,
AND SPECIAL CASTINGS FOR WATER PIPE.
All cast iron tees, crosses, reducers; increagers.-and
special castings for water pipe shall be made from.Class'D
pattern and shall conform to Standard $pegifications.for cast
iron pipe and fittings adopted by.:the`pme.ricap_Water: Works,:'
Association, May 12, 1908.
BRICK
The brick used shall be ^,Thole, sound, hard brick, and
must give a clear, ringing sound Mhen struck together. They shall
be uniform in quality and shall be culled or sorted when delivered
on the ground.
All brick shall be subject to the following test to be
made by the Engineer.
Three or more bricks shall be broken across, thoroughly
dried, weighed, then immersed in water for twenty-four (24) hours,
and then weighed again. The absorption shell be determined by the
difference between the two weights, and if such absorption shall
exceed ten (10) per cent of the dry weight, the brick from which
the samples for the test were selected shall be rejected.
All brick shall be of the kind usually known as common
brick, with rectangular surfaces, and shall have the following
dimensions; 8 inches by 4 inches by 2 1/4 inches.
120 -
STANDARD STEEL SCREW PIPE
All standard steel pipe shall be lap -welded and conform
to the dimensions shown upon the plans. The steel for the plates
and the manufacture of the pipe must be of the best quality soft
0
steel and have a tensile strength of nut lese than. fifty-five
thousand (55,000) pounds per square inch.
Plates must be free from lamination and surface defects.
All pipe used shall be galvanized.
All pipes shall be laid in an open trench. The minimum
width of excavation for pipes and fittings shall not be less than
six (6) inches wider on both sides of pipes or fittings. The
excavation shall be made a sufficient distance below the depth
indicated by the grade line on the profile and shown by the grade
stakes set by the engineer to allow for thickness of pipes or
fittings, and of hubs. Should, however, the trench be excavated
to a depth greater than that hereinabove last mentioned, the
Contractor shall refill such excess excavation with sand. The
shall
Contractor/at all times during the progress of ;:he work keep
the trenches and excavations free from water until the backfilling
has been ¢$�JJO%Uj commenced.
All soft and spongy earth or material below subgrade not
to exceed two (2) feet in depth, shall be removed by the Contractor
and replaced faith screened gravel which shall be tamped until solid.
After the pipe has been laid it shall be subjected to a
hydrostatic pressure test of 125 pounds per square inch and held
for thirty (30) minutes. During this time no portion of the pipe
nor fittings Laid shall show percolation.
All fittings for standard pipe shall be galvanized.
Saddles'and fittings for connecting standard steel
pipe to cast iron pipe shall be as shown upon the plans.
v
-21_
GATE VALVES
All gate valves up to and including eight (8) inches in
diameter shall be iron bodied, bronze mounted, two-faced valves
of either wedge or parallel faced, double disc type.
All gate valves of tell (10) inch diameter and over shall
be iron bodied, bronze mounted, parallel faced, double disc valves:
Valves and seat rings shall be of composition metal and
valve stens of phosphor bronze. All valves must satisfactorily
stand a working pressure of one hundred and fifty (150) pounds
per square inch, either when closed or open. All valves, except
by-pass valves, aha ll.stand erect unless otherwise shown. Bx-pass
valves shall lie on their sides unless otherwise shown. All valves
shall be provided with.a nut for a wrench and shall open by
turning to the left, and be marked with an arrow indicating the
direction of opening.
All gate valves having a larger diameter than fourteen
(14) inches shall be provided with a beveled gear and with by-pass
from two (2) inch to four (4) inch, according to the size of the
valve.
After gate valves are delivered on the ground, but before
they are placed in the line, they shall be cleaned and painted with
two (2) coats of P. & B. Paint, or its equal.
FIRE HYDRANTS
Fire hydrants shall be located as shown on the plans.
All hydrants shall have bronze mountings and be so -
arranged that. all working parts can be removed without digging
around or disturbing the barrel.
Hydrants shall be connected to the main with a section
of cast iron pipe, which shall conform both in material and
laying to the requirements of these specifications for Gast Iron
Pipe. All hydrants shall.have flanged ends. All flanges which..
are designed to be tight under water pressure shall be machine
finished to a true surface. Hydrants having such flanges made -by
casting against a plate shall be rejected.
All gaskets required in connecting hydrants to the main
shall be cloth insertion ring gaskets one -sixteenth (1/16) inch
thick.
There must be cast on the hydrant in characters raised
one-eighth (1/8) inch an arrow at least two and one-half (2 1/2)
inches long, and the word "Open", at least one-half (1/2) inch high
and one-eighth (1/8) inch in relief, indicating the direction to
turn to open the hydrant.
The hydrants below the surface of the ground shall be.
painted with two (2) coats of P. & B. Paint, or equal. The
portion above the ground shall be painted with two (2) coats
of dark green, yellow or aluminum paint after the hydrants have
been set and tested.
All fire hydrants must satisfactorily stand a working
pressure of one hundred and fifty (150) pounds per square inch,
either when closed or open.
22 -
LMM
CEMENT CONCRETE
"A" OIMNT CONCRETE
Class "A" cement concrete shall be composed of the
following materials and be in the following proportions, to -wit:
One sack of Portland Cement weighing 94 lbs, not to
X40 lbs. of mixed aggregate, by weight, except as herein other -
,,ion specified and not less than 5 3/4 and not more than 6 gallons
Cf �.va'-er, which includes water or moisture contained in the
aggregate. The mixed aggregate shall be composed of a combination
of 270 lbs. of gravel or broken stone and 270 lbs. of sand and
pea gravel, except as herein otherwise specified.
CLASS "B" CEMENT CONCRETE
Class "B" Cement concrete shall be composed of the
following materials and be in the following proportions, to -wit:
One sack of Portland Cement weighing 94 lbs. net to
540 lbs, of mixed aggregate, by weight, except as herein otherwise
specified, and not less than 5 7/8 and not more than 6 1/4 gallons
of water, which includes water or moisture contained in the
aggregate. The mixed aggregate shall be composed of a combination
of 243 lbs. of gravel or broken stone and 297 lbs. of sand and pea
graven, except as herein otherwise specified.
CLASS "C" CEMENT CONCRETE
Class "C" Cement concrete shall be composed of the
following materials and be in the following proportions, to -wit:
One sack of Portland Cement weighing 94 lbs, net to
490 lbs, of mixed aggregate, by weight, except as herein otherwise
specified, and not less than 5 3/4 and not more than 6 gallons
of water, which includes water or moisture contained in the
aggregate. The mixed aggregate shall be composed of a combination
of 196 lbs, of gravel or broken stone and 294 lbs, of sand and
pea gravel, except as herein otherwise specified.
The percentage, by weight, of sand and pea gravel for all
of the various classes of cement concrete shall be determined by
the following formulas:
C = 100 (A - 3.60)
A - B
D = 100 - C
Where A is the fineness modulus of the pea gravel
B is the fineness modulus of the sand
C is the percentage of sand, by weight
D is the percentage of pea gravel, by weight.
The fineness modulus of the sand and the pea gravel
shall be determined by a sieve analysis using; the following sizes
of Standard Sieves with square openings:
100 -mesh, 50 -mesh, 30 -mesh, 14 -mesh, 8 -mesh, 4 -mesh,
3/811 -mesh, 3/411 -mesh.
The sum of the percentages of material, by weight, of
the sample coarser than each of the respective sizes of Standard
Sieves hereinbefore mentioned divided by 100 is the fineness
modulus of the material.
The weights herein specified are for dry sand, pea gravel
and gravel or broken stone. Provided any #oisture is contained
4n sa3.d materials, the weight thereof must be deducted in order to
obtain the weights above specified for dry materials.
The weights above specified for sand, pea gravel and
gravel or broken stone are based upon a minimum specific gravity
of 2.67 and a maximum of 2.69. To determine the weights of
e.ggregate for the concrete mix when the specific gravity of the
aggregate is different than the values mentioned, multiply the
weights of aggregate above specified by the value "F" given in the
following Table opposite the specific gravity of the aggregate:
Specific Gravity of
Aggregate
2.59
2.61
2.63
2.65
2.67
2.69
2.71
2.73
WEIGHING MATERIALS.
Value of
F
to
2.61
0.970
to
2.63
0.978
to
2.65
0.985
to
2.67
0.992
to
2.69
1.00
to
2.71
1.008
to
2.73
1.015
to
2.75
1.023
The sand, pea gravel and the gravel or broken stone shall
be kept in separate bins, compartments or piles, and all of said
materials shall be carefully weighed in the proportions specified
by means of multiple beam or dial scales. The scales shall be set
so that the gradings as actually obtained shall not be below the
minimum nor above the maximum percentages herein specified.
Cement in sacks as above specified shall be dumped
directly into the skip of the mixer. The water necessary for every
batch shall be accurately measured with an apparatus which will
prevent the use of more water than herein specified. No mixer
shall be used which is not provided with an accurate water meas -
uring device er apparatus.
DEPOSITING CONCRETE MATERIALS.
For the construction ofcement concrete pavement under
these specifications, the Contractor will not be permitted to
deposit or store any sand, pea gravel, gravel or broken stone
directly on the subgrade, but.the concrete materials, after being
weighed, must be discharged directly into a truck or wagon and from
there discharged directly into the skip of the concrete mixer.
For the construction of cement concrete gutters, cement concrete
sidewalk, cement concrete curb, reinforced concrete culverts, etc.,
the Contractor will be permitted to deposit or store concrete
materials upon planks placed upon the subgrade provided that the
planks are laid in such a manner that they are tight and will not
permit the material of which the subgrade is composed to work up
and become mixed with the concrete materials. When so stored,
however, the various materials must be kept in separate piles as
hereinbefore specified.
MIXING CONCRETE.
All mixing of Classes "A", "B" and '-C9 cement concrete
shall be done in a batch mixer, equipped with a batch meter.
2-4--
The mixer shall De charged with cement and sufficient
sand, pea gravel and &Tavel or broken stone to conform to the
proportions hereinbefore stated. Sufficient water, not in excess
of the quantity above specified shall be added to produce a plastic
or quaking concrete which can be handled without causing a
separation of the coarse aggregate from the mortar. The mixer drum
shall have a speed of not less than thirteen (13) revolutions per
minute, and every batch of concrete shall be mixed in the drum of
the mixer not less than sixty (60) seconds before any portion of the
batch is discharged from the said drum. At least seventy-five
(75) seconds must elapse between the placing of successive batches
in the mixer.
CONSISTENCY OF CONCRETE
The concrete, after being mixed as hereinbefore specified,
shall, when subjected to the following test, have a slump of not
less than eight (8) per cent, nor more than twenty (20) per cent.
The slump test shall be made in the following manner: The test
tube to be used in making the slump test shall have an inside
diameter of eight (8) inches at the base and an inside diameter of
four (4) inches at the top, and a perpendicular height of twelve
(12) inches. Immediately after the concrete has been mixed and
deposited on the subgrade, a sufficient quantity thereof shall
be placed in four layers in the tapered test tube until the con-
crete is flush with the top of the tube, each layer shall be thor-
oughly settled by working with a pointed iron rod. Then the test
tube shall be lifted, allowing the concrete to settle or slump.
After the pile of concrete has set one (1) minute, its height
shall be measured and subtracted from the original height of
twelve (12) inohes, which difference in height is the amount of
the slump in inches from which the percentage of slump shall be
determined.
TESTS OF CONCRETE
The concrete composed of the materials, proportions,
consistency, mixing etc., provided for in these specifications
must be of such quality and character of workmanship that it will
have an ultimate compressive strength of not less than 31000
pounds per square inch, or an ultimate modulus of rupture of not
less than 600 pounds per square inoh, at the age of twenty-eight
(28) days.
The test specimen for determining compressive strength
shall consist of a cylinder of the concrete to be tested six (6)
inches in diameter, and twelve (12) inches in height. The test
specimen for determining modulus of rupture shall consist of a
beam of the concrete to be tested, six (6) inches in width, six (6)
inches in thickness and thirty-six (36) inches in length.
Samples of the concrete to be tested shall be taken
immediately after the concrete has left the mixer and deposited
on the subgrade and molded into thetest specimens above mentioned.
The concrete shall be thoroughly rodded and care taken to remove
air pockets. The freshly made test specimen shall be struck off
and troweled level with the top of the mold. The test specimen,
after molding, shall be covered to protect same from injury, and
buried in damp sand, and at the end of forty-eight (48) hours the
mold shall be removed and the test specimen covered with sand or
earth and maintained in a continuous damp condition at a'mean
temperature of seventy (70) degrees Fahrenheit, for a period of
twenty-eight (28) days, and then tested.
2S-
so 0 ie
The volume of cement for each cubic yard of Class "A"
-ixA Class °B° Cement concrete in place, when proportioned as
above specified, shall not be less than 5.90 cubic feet nor more
khan 6.10 cubic feet. The volume of cement for each cubic yard of
Glass"C"' Cement concrete in place, when proportioned as above
6pecifi.ed, shall not be less than 6.40 cubic feet nor more than
6.60 cubic feet. A cubic foot of cement shall be considered as
havin; a weight of 94 pounds.
RE-MIYI:NG OF CONCRETE
No concrete shall be used that shows evidence of having
set, or that has become unfit for good work from standing too long,
or from any other cause, and no re -mixing of concrete will be
permitted.
HAULING MIXED CONCRETE.
No maxed concrete of any class shall be hauled for more
than fifty (50) feet before being placed in the forms, or upon
the subgrade.
-26-
Oft • 0-
n
40 0 6
CEMENT IICRTAR
Cement mortar shall be composed of a mixture of one (1)
part, by weight, of cement, and two (2) parts, by weight, of
cement finish sand, as herein specified. The mortar shall
be thoroughly mixed, either in a power mixer or by hand, to a
consistency which can be easily spread into position. The mortar
shall be placed immediately after mixing, and in no case shall
more than thirty (30) minutes elapse between the time the mortar
is mixed and the time it is used in tae work. As soon as the
mortar has hardened it shall be covered with daup earth or
burlap and kept wet continuously for seven (7) days, or until the
structure in which it is used is backfilled.
27-
zl-
CEMENT CONCRETE CURB.
Cement concrete curb shall be constructed along such
portion of,the work and of the size and shape shown upon the plane
and shall be placed upon a thoroughly dampened subgrade prepared
at herein described under the heading "Subgrade".
The concrete shall be composed of Class "B" concrete,
s herein specified.
planks used for forms shall be of a width equal to the
ucpth of the curb and shall be two (2) inches in thickness.
warped planks and planks not having a smooth, straight upper
edge shall not be used. The curb planks shall be rigidly held in
Dlace by the use of not,less than eight (8) pairs of iron stakes
-,o each twenty-one (21) foot section of curb. All curb forms must
be carefully set to proper alignment and grade. All forms shall be
thoroughly cleaned each day and coated with a light oil as often
as necessary to prevent the concrete from adhering to them.
Both back and front forms for curb returns shall be of
rigid construction.
The concrete shall be thoroughly spaded away from the
forms with a spade or similar tamping tool until there are no
rock pockets at either form.
The front form shall not be removed in less than two
(2) hours or more than six (6) hours. Immediately after stripping
the forms, the curb, shall be troweled. Grouting composed of one
'(1) part of cement to one (1) part of finish mortar sand shall
then be applied to the top and face of the curb by means of a
brush. The curb shall then be troweled smooth, edged on top and
jointed at not less than three (3) foot, nor :Wore than four (4)
foot intervals: The front and back edges of the top of the curb
shall be rounded to a radius of approximately one-half (1/2) inch.
EXPANSION JOI'NTS.
The curb shall be divided into sections not less than
eighteen (18) nor more than twenty (20) feet in length. These
sections shall be separated completely by a joint not less than
three-eighths (3/8) inch, nor more than one-half (1/2) inch in
width. The joint shall extend to the full dept'I7 and width of the
curb.
Expansion joints shall be placed at the ends of all
returns and where curbs join old curbs or other structures.
The joints shall be filled with sections of expansion
joint filler as herein specified. The sections of filler shall be
cut to a cross section two (2) inches wider than the cross section
of the curb and equal to the height of the curb.
PROTECTION.
The curb shall be completely covered with earth or sand
as soon as the concrete has set sufficiently to permit this to be
done without injuring or marring the surface, and shall remain
covered and be kept wet continuously for ten (10) days.
.-28-
<-'
CEMENT CONCRETE SIDEWALK
Cement concrete sidewalk shall be constructed along
such portions of the work and of the size and shape shown upon the
plans. It shall be placed upon a thoroughly dampened subgrade,
prepared as hereinbefore described under the heading t+Subgrade".
The concrete sidewalk shall be composed of Class nCn cement
concrete, as herein specified.
The thickness of the sidewalk, after completion, shall
be three and one -:half (3 1/2) inches, unless otherwise shown upon
the plans. After the concrete has been placed between the forms,
it shall be struck off with a steel shod straight edge. It shall
then bG tamped with a heavy tamper until at least one-half (1/2)
inch of mortar has been brought to the surface. The concrete
shall then be tamped or struck off in such a manner that no
irregularities will be left in the mortar surface.
The surface of the walk shall be well floated.and
thoroughly and smoothly troweled, after which it shall be smoothly
polished. The finished work shall show an even and true surface,
free from sas, humps, pits or other defects. When a straight
edge five (5� feet in length is laid upon the surface at any point
except at grade changes, the surface shall at no point vary more
than one-fourth (1/4) of an inch from the true edge of the
straight edge.
The application of neat cement to the surface in order
to hasten hardening is prohibited.
Both edges of the sidewalk shall be rounded with 2n
edging tool having a radius of one-half (1/2) of an inch.
whenever the sidewalk is laid on a grade of five (5)
per cent, or more, it shall be finished with a wood float finish.
Whenever the sidewalk constructed under these specifica-
tions does not cover the entire sidewalk space, such uncovered
portion shall be brought to grade and left in a finished condition.
CONTRACTORIS NAME STAMP.
The Contractor shall stamp his name on all work done by
him at intervals of not more than one hundred (100) feet, on
continuous work, and not less than once on each job of less than
one hundred (100) feet in length. The letters shall not be smaller
than three-fourths (3/4) of an inch in height, and of proportional
width. They must be sunken and of a depth of not less than one-
fourth (1/4) of an inch.
FORMS.
Forms shall be true and straight, free from warp, and of
sufficient strength to resist springing out of shape. All mortar
and dirt shall be.removed from forms that have been previously used -
The forms shall be well staked or otherwise held to the
established line and grade, and their upper surface shall ccnfortt,
with the finished surface of the concrete sidewalk.
All forms shall be thoroughly tive- before any material
is deposited against them.
Strips used as forms at the sides of the walk shall be
not less than one and three-fourths (1 3/4) inches in width, nor
less than three and one-half (3 1/2) inches in.depth.
PARKING AKIN ,EXPANSION JOINTS.
The surface of the sidewalk shall be divided into
sections not less than three (3) feet nor more than four (4) feet
in length, measured along the sidewalk parallel to the street lines.
These sections shall be marked with a jointer, at least one-quarter
(11.4) inch in depth, alon6 lines at right angles to the sidewalk.
At not less than every fifteen (15) feet, nor more than every
twenty (20) feet in length, or at every fifth (5th) section, the
section of sidewalk shall be completely separated from the
adjacent section by a joint one-half (1/2) of an inch in width.
These joints shall be formed with a rigid template of a size equal
to the full width and depth of the sidewalk and set at right angles
to the edges of the sidewalk. The edges of the joint shall be
rounded with an edging tool having a•radius of one-half (1/2).of
an inch.
At all radius returns the sidewalk shall be completely
separated from the curb, from the beginning of the curve to the end
of the curve, by an expansion joint one-half (1/2) of an inch in
width.
After the troweling and polishing of the top surface of
the sidewalk has been completed, the above mentioned joints shall
be filled with strips of expansion joint filler as herein specified.
The width of these strips of filler shall be one-half (1/2) inch
less than the thickness of the sidewalk:
PROTECTION.
When completed, the sidewalk shall be covered with earth
or sand to a depth of not less than one (1) inch, and kept covered
and wet continuously for a period of not less than ten (10)
days.
1 30-
�l-
M 6 0- M • •
GENT CONCRETE GUT TER
Cement concrete gutter shall be constructed along such
Portion of the work and of the dimensions shown upon the plans,
profiles and cross sections hereinbefore referred to. The said
oc;ment concrete gutter shall be placed upon a thoroughly daapened
subgrade prepared as hereinbefore described under the heading
'' Subgrade" .
The concrete for the construction of cement concrete
gutter shall be of Class uAn cement concrete, as herein specified.
74Wis.
Forms for butter, if of wood, shall not be less than
one and three-fourths (1 3/4) inches in thickness, and shall
extend to the full depth of the gutter. They shall be true and
straight, free from warp, and shall be well staked or otherwise
held to the established line and grade,. and their upper surface
shall conform to the finished surface of the cement concrete
gutter. All mortar and dirt shall be removed from forms that have
been previously used, and they shall be thoroughly wet before any
material is deposited against them.
PLACING AND FINISHING CONCRETE.
Concrete shall be spread and struck off in such a manner
that when tamped and finished the thickness shall in no place
be less than specified. The concrete shall be tamped until its
surface is covered with sufficient mortar to permit finishing.
The gutter shall be brought to a true and even grade
and a smooth 6urface. The outside edge of the gutter shall be
rounded with an edging tool having a radius of one (1) inch.
EXPANSION JOINTS.
The tter shall be divided into sections of not less
than eighteen (18) feet nor more than twenty (20) feet in length.
These sections shall be separated completely by a joint not less
than one-half (1/2) inch nor more than three-fourths (3/4) inch in
width. The joint shall extend to the full depth and width of the
gutter. Both edges of the joint shall be rounded with an edging
tool having a radius of one-half (1/2) of an inch.
After the concrete has set, but before the gutter is
covered with earth or sand, the expansion joints shall be filled
with sections of expansion joint filler, as herein specified.
The width of these strips of filler shall be one-half (1/2) inch
less than the thickness of the gutter.
PROTECTION AND CURING
When completed, the Futter shall, as soon as the
concrete has set, be covered with not less th r. two (2) ip_ches
of earth or sand and kept moist continuou;;'y for at least ter.
(10) days after completion, and it must 'oc: 1:rr;, eGterl frog. traffic
for at least fourteen (14) days.
3/ -
All reinforced concrete culverts, reinforced concrete
pipe storm drains and culverts, inlets, outlets, catch basins,
junction boxes, vaults and appurtenances shall be constructed
at the locations and of the dimensions shown upon the plans,
profiles and cross sections hereinbefore referred to.
The concrete shall be composed of Class "B" Cement
cor.cr: tE, unless otherwise specified.
Forms shall be true and straight, free from warp, and
of sufficient strength to resist springing out of shape. All
mortay and dirt shall be removed from forms that have been
previously used. The forms shall be well staked or otherwise
held to the established line and grade. All forms shall be
thoroughly wet before any material; -is deposited against them.
All reinforcing steel shall be accurately bent, placed
and spaced and shall be secured in position by the use of clips,
weights or wire not smaller than No: 16 gauge. All intersections
shall be wired and the reinforcing system shall be wired to and
blccked from the forms. All bars when placed shall be free from
heavy rust, dirt, oil or grease and shall present a clean surface.
Splices shall be avoided at points of maximum stress;
they shall, where possible, be staggered and in,no case shall bars
be lapped less than forty (40) times their diameter or thickness.
Concrete must be carefully placed in such a manner that
its ingredients will not separate in placing. Unless otherwise
indicated on the plans, it shall be laid in horizontal layers and
rammed or agitated until free from voids, air bubbles or water
pockets. Except where a special surface finish is required, or on
unexposed surfaces, a spade or special tool shall al;dyas be worked
between the concrete and the form to force back the coarse aggre-
gate and produce a mortar face. Layers of concrete placed at the
end of a day's work shall not be tapered off wedge shaped but
carried full thickness to the point of ending by using a template
placed vertically and securely braced.
Before placing fresh concrete upon concrete which has
set, the latter shall be washed clean and covered with a thin layer
of neat cement grout.
When the structure is completed, and as soon as the
concrete has set, the top shall be covered with earth or sand and
kept moist continuously for at least seven (7) days, and it must
be protected from traffic for at least fourteen (14) days. The
sidewalls of the structure shall be covered with burlap and kept
wet for at least seven (7) days, or until the walls have been
backfilled.
REINFORCED CONCRETE PIPE
All reinforced concrete pipe shall be of first quality,
dense and homogeneous; the bore must be smooth and must not vary
from a true circle more than one (1).per cent of its diameter.
Any pipe having cracks which make it unfit for use sha 11 be
rejected. All pipe shall be made of concrete composed of one (1.
part of Portland Cement, two (2) parts of sal Cd or stone screenings
and three and one-half (3 1/2) parts of gravel or broken store,
The said materials shall conform to the requirements hereinbefore
specified, except that the gravel or broken stone used in pipe of
thirty (30) inches or less diameter shall not exceed three-fourths
3R-
<—
f�
(3/4) inch in its gToatcat dimension, and gravel or crushed stone
used in pipe of more than thirty (30) inches in dibmeter shall not
exceed one and one-half (1 1/2) inches in its greatest dimension.
In making reinforced concrete pipe especial care shall
be given to placing and tamping the concrete in the forms, so as
not to displace the reinforcements, and to eliminate voids. The
pipe shall be protected from the sun and wind by burlap for three
�3) days, and be kept wet for seven (7) days. Reinforced concrete
p`_.pe shall not be placed in the excavation until the expiration of
fourteen (14) days from the time the pipe was cast.
Vhen so specified on the plans, circular openings shall
be cast in the top of the pipe to allot the placing of spur pipes
during construction. These openings shall have 3 diameter of not
less than eight and one-half (8 1/2) inches and not greater than
twelve (12) inches. The steel reinforcement interrupted by these
circular openings shall be bent around the openings.
Broken lugs or spacers on forms shall be restored before
the forms are used. In making the pipe, the inside top rings shall
be set in place before the concrete is poured. Inside and outside
forms shall not be removed in less than twelve (12) hours. The
bottom rings shall not be removed in less than three (3) days.
Cores used in moulding the interior surface of reinforced
concrete pipe shall be cylindrical in form, with exterior surfaces
composed of sheet iron, unless otherwise shown on plans.
The length and thickness of shell of each section of pipe
shall be not less than the dimensibns given in the following Table;
Inside Diameter Length Thickness of Shell
12
inches
3
feet
2
1/4
inches
15
inches
3
feet
2
1/4
inches
16
inches
3
feet
2
1/4
inches
18
inches
3
feet
2
1/4
inches
20
inches
3
feet
2
1/4
inches
22
inches
3
feet+
2
1/2
inches
24
inches
3
feet'
2
1/2
inches
27
inches
3
feet
3
inches
The thickness of the shell of pipe larger than twenty-
seven (27) inches in diameter shall be one (1) inch greater than
one -twelfth (1/12th) of the internal diameter of the pipe, and the
length shall be not less than three (3) feet.
The reinforcement shall consist of wire fabric bars or
%ilre and shall conform to the requirements of steel reinforcement
herein specified and shall be fabricated in such a manner as to
retain all members in their proper position in the pipe shell.
The longitudinal reinforcement shall consist of bars
uniformly spaced around the pipe, or of bars and elements of wire
fabric or expanded metal, and shall be sufficient in amount to
provide a rigid cage of reinforcement.
133 -
The minimum effective area of longitudinal reinforcement
shall be as follows;
TRANSVERSE REINFORCEMENT SCHEDULE FOR REINFORCED
CONCRETE PIPE
Table shows effective area of steel required, in
percentage of area of longitudinal,section of the pipe shell.
CASE I. Sizes up to and including twenty-seven (27) inches in
diameter, using circular rolls, hoops, or spirals placed within
one (1) inch of the inside of the pipe shell.
CASE 11. Sizes over twenty-seven (27) inches in diameter using
eZip�ical.rolls, hoops, or spirals, with major axis two (2)
inches less than the outside diameter of the pipe and minor alis
two (2) inches greater than the inside diameter of the pipe, the
intersection of said axes lying in the axis of the pipe. In this
case the pipe shall be plainly marked on the inside to indicate
the minor axis of the reinforcement and shall be laid with said
minor axis in a vertical position.
CASE III. Sizes over twenty-seven (27) inches in diameter using
circular rolls, hoops, or spirals, one-half of which shall be
placed within one (1) inch of the. inside of the shell of the pipe
and one-half of which shall be placed within one (1) inch of the
outside of the shell.
TABLE
Class of Pipe Cases I and II Case III
Medium 0.45 to 1 per cent 0.9 of 1 per cent
If hoops are used they shall be equally spaced at right
angles to the axis of the pipe, the end hoops to be not more than
six (6) inches from the end of the pipe. If the spiral is used,
each end shall be bent to form a ring which shall be placed not
more than six (6) inches from the end of the pipe, with adjoining
spiral loops uniformly spaced between. The loops forming the rings
and hoops shall overlap at least twenty-five (25) times the diameter
of the bars and shall be firmly fastened at points of contact of
the metal with heavy iron wire or strong metal clasps, and the
ends of the spiral shall be bent to form a hook.
JOINTS.
The ends of each section of pipe shall be so formed that
the width of the joint one (1) inch from the inside surface of
the pipe shall be at least as wide as at the inside surface of the
pipe. The joint shall be so shaped that the pipe shall be self -
centering as laid.
134- -
Pipe
Sizes
Minimum area of
reinforcement
Diameter
in inches
in
square
inchesi
12
inches to 45
inches
3/16
square
inches
48
inches to 57
inches
4/16
square
inches
60
inches to 75
inches
5/16
square
inches
78
inches to 84
inches
15/32
square
inches
Over 84 inches
9/16
square
inches.
TRANSVERSE REINFORCEMENT SCHEDULE FOR REINFORCED
CONCRETE PIPE
Table shows effective area of steel required, in
percentage of area of longitudinal,section of the pipe shell.
CASE I. Sizes up to and including twenty-seven (27) inches in
diameter, using circular rolls, hoops, or spirals placed within
one (1) inch of the inside of the pipe shell.
CASE 11. Sizes over twenty-seven (27) inches in diameter using
eZip�ical.rolls, hoops, or spirals, with major axis two (2)
inches less than the outside diameter of the pipe and minor alis
two (2) inches greater than the inside diameter of the pipe, the
intersection of said axes lying in the axis of the pipe. In this
case the pipe shall be plainly marked on the inside to indicate
the minor axis of the reinforcement and shall be laid with said
minor axis in a vertical position.
CASE III. Sizes over twenty-seven (27) inches in diameter using
circular rolls, hoops, or spirals, one-half of which shall be
placed within one (1) inch of the. inside of the shell of the pipe
and one-half of which shall be placed within one (1) inch of the
outside of the shell.
TABLE
Class of Pipe Cases I and II Case III
Medium 0.45 to 1 per cent 0.9 of 1 per cent
If hoops are used they shall be equally spaced at right
angles to the axis of the pipe, the end hoops to be not more than
six (6) inches from the end of the pipe. If the spiral is used,
each end shall be bent to form a ring which shall be placed not
more than six (6) inches from the end of the pipe, with adjoining
spiral loops uniformly spaced between. The loops forming the rings
and hoops shall overlap at least twenty-five (25) times the diameter
of the bars and shall be firmly fastened at points of contact of
the metal with heavy iron wire or strong metal clasps, and the
ends of the spiral shall be bent to form a hook.
JOINTS.
The ends of each section of pipe shall be so formed that
the width of the joint one (1) inch from the inside surface of
the pipe shall be at least as wide as at the inside surface of the
pipe. The joint shall be so shaped that the pipe shall be self -
centering as laid.
134- -
0 0-- •
0 0
LAYING
I
The trench shall be excavated to fit the curve of the
body of the pipes, and holes for bells shall be dug if necessary.
The pipes shall be laid carefully to line and grade in the trench
and pipes with elliptical reinforcements shall be placed with the
minor axis of reinforcement in a vertical position. Joints shall
be properly grouted on the inside of pipe and connections between
sections of pipe shall be at least as strong as the body of the
pipe. When shown upon the plans, a cement mortar collar, composed
of.cement mortar as herein specified, shall be constructed com-
pletely around the pipe on the outside of each oint. This collar
shall be two (2) inches in thickness and six (6� inches wide.
Both edges of the collar shall be neatly beveled off to an angle
of 45 degrees. The inside joints on all pipe sixteen (16) inches
and over in diameter, shall not be grouted until after the pipe has
been backfilled. The cement mortar collars on all pipe shall not
be.constructed until the next three (3) joints of pipe in advance
are laid.
No pipe shall be laid which is cracked, checked, spalled
or damaged. All such sections of pipe must be permanently removed
from the work. When the trench is backfilled, nothing but fine
material free from large stones shall be placed around and about
the pipe, and all material placed around the pipe shall be
thoroughly tamped in place.
BACKFILLING
After the pipe has been laid and the mortax used in the
joints has sufficiently set, good earth-, sand or gravel, free from
large stones or hard lumps, shall be carefully deposited in the
trench so as to fill up to a level one (1) foot above the top of
the pipe, in such a manner that the filling placed on each side of
the pipe shall be equal.
In completing the backfilling of the trenches for
pipe upwards from the aforesaid level of one (1) foot above the
top of the pipe, the filling shall be -made to within six (6) inches
of the ground surface when it shall be thoroughly compacted by
flooding where.water is in any manner available, and where water is
not available, it shall be compacted by.tamping. Then, whatever
remains unfilled in the trenches shall be filled and again thor-
oughly compacted by flooding where watei is in any manner available,
and where water is not available, the filling shall be compacted
by tamping.
In all public streets, alleys or other public places
the surface over the trenches shall, after being backfilled and
prepared as specified herein, be finished by the contractor in a
workmanlike manner with the same class of pavement or surfacing
as existed on any of said streets, alleys or public places prior
to the construction of the storm drain or culvert, unless other-
wise specified.
Where no re -surfacing is required but the excavation io
.in an unimproved but traveled roadway, the trenches shall be
thoroughly rolled with a power roller weighing not less than
twelve (12) tons.
-35-
MACADAM PAVEMENT
MATERIALS
All materials for macadam pavement including stone
screenings, crushed rock, and asphaltic oil for all purposes shall
conform to the following specifications:
STONE SCREENINGS AND CRUSHED ROCK FOR h'AC�ADAE. FAVEMENT
The stone screenings and crushed rock for macadam pave-
ment shall be uniform in quality, and shall be clean, hard, tough,
durable material, free from vegetable or other deleterious sub-
stances. The crushed rock shall not show more than ten (10) per
cont of stone having rounded surfaces. The crushed rock must be
of ,such material as will show a coefficient of wear of not less
than eight (8) after being tested in an abrasion machine in the
manner hereinafter specified.
Stone screenings and crushed rock shall be uniformly
graded and conform to the following requirements:
Stone. screenings designated herein as hNo: 4 Stone
Screeningst' all shall pass through a one-half (1/2) inch diameter
circular opening and at lec.st ninety-five (95) per cent be retained
on a 10 -mesh sieve:
Crushed rock designated herein as "No, 3 Crushed Rock" all
shall pass through a three-quarter (3/4) inch.diar.:eter circular
opening and all be retained on a one-quarter (1/4) inch diameter
opening.
Crushed rock designated herein as t1No. 2 Crushed Rock"
all shall pass a one and three-quarters (1 3/4) inch diameter
circular opening and all be retained on a ring three-quarters (3/4)
inch diameter circular opening.
Crushed rock designated herein as "No. 1 Crushed Rock"
all shall pass a three and one-half.(3 1/2) inch diameter circular
opening and all be retained on a one and three-quarters (1 3/4)
inch circular opening.
ABRASION TEST
At least thirty (30) pounds of coarsely crushed rock
free from any fragrients showing rounded or water worn surfaces
shall be available for the tests. The rock to be tested shall be
broken in pieces as nearly uniform in size as possible and a test
sample shall consist of not less than 49 nor more than 51 pieces.
The total weight of rock to be placed in each cylinder
shall be five (5) kilograms (eleven pounds).
All test pieces shall be washed and thoroughly dried
before iqeighing. Ten thousand revolutions, at the rate of between
30 and 33 to the minute, shall constitute a test. Only the per-
centage of material worn off which will pass through a 1./16 itch
mesh sieve shall be considered in de -erring .g- -ht; amount of wear.
The wear shall be expressed by a ci,efficient knowr. as
the Coefficient of Weax, which coefficient shall be obtained by
the Formula C = 400 divided by TV, where C equals the coefficient
required and W the weight in grams of tha detritus under 1/16 i"nc
zIr
in size per kilogram of rock used.
The rock used in the tests shall be furnished by the
Contractor and shall be delivered by him at the testing naohina
when required by the Engineer.
--36 -
PIT-ALTIC OIL.
The asphaltic oil used under these specifications shall
be made from an asphaltic base crude oil which, in7its natural
state contains not 1 -ss than seventy-five (75) per cent of eighty
(80) penetration asphalt, which must not have been injured by ove7-
her4ting and which must not be obtained by adding solid asphalt to
lighter oils or distillates.
The asphaltic oil shall be produced..and distilled for
road purposes only, and refinery residuums, which are the by-
products from the refining of crudes for gasolines, distillates,
Yerosenes and lubricating oils, will not be permitted under these
specifications.
During the refining process the oil shall not be heated
to a temperature above 5506 Fahrenheit.
TE'�.I"ERATLTAE
All oil must be delivered at the point required for,
application at a temperature of not less than 2500 Fahrenheit, nor
more than 4000 Fahrenheit.
MEASUREMENTS
In determining the quantity of oil delivered the
correction for expansion by heating shall be as follows:
,From the measured volume of oil received at any tem-
perature above 606 Fahrenheit., an amount equivalent to 3/10th of
1% for every 100 above said 606 Fahrenheit shall be subtracted as
the correction for expansion by. heat. For the purpose of measuring
oil a temperature of 600 Fahrenheit shall be deemed normal tem-
perature.
WATER AND SDDIMENT
It shall contain not more than 1/2 of 1% by volume of
water, and not more than 1% by volume of sediment. Deduction will
be made for water and sediment in exact proportion to the per-
centage of water and sediment found therein.
ASPHALT
After being freed from water and sediment, the asphaltic
oil shall contain not less than 90% nor more than 95% of asphalt,
having a temperature of 770 Fahrenheit, a penetration of 800,
District of Columbia,Standard.
The percentage of asphalt shall be determined by heating
fifty (50) grams of said asphaltic oil or residuum in an evapo-
rating oven at a temperature of 565 degrees Fahrenheit, until it
has reached the proper consistency when the weight of residue shall
be determined and the per cent calculated. The time required to
reduce the oil to the penetration of 0.80 of a centimeter shall be
less than 165 minutes.
VOLATILITY
The oil shall not lose in excess uT two (2) per cent of
volatile matter when heated from a temperature of 770 Falrenhcit
to 2200 Fahrenheit and maintained at 220° Fahrenheit.for fifteen
(15) minutes. The time required for heating from 77° F to 22G°;
shall be one (1) hour.
--37-
OTHER REQUIREMENTS.
Not less than 99% of the asphaltic oil shall be soluble
in carbon bisulphide:
Asphaltic oil soluble in bromine bisulphide or in carbon
tetrachloride shall be not less than 99.6% of that which is
soluble in carbon bisulphide. The solubility in 800 to 820
petroleum ether shall be not more than 80% of that which is soluble
in carbon bisulphide. The wax content shall not exceed 1% by weight
The ductility shall be not less than five (5) centimeters at 340.
The softening point shall be not less than 900 Fahrenheit. The
float viscosity of the oil shall be not less than fifty (50)
seconds for an asphaltic oil containing 900 asphalt. For each
one-tenth (0.1) of one per cent above ninety (90) per cent of
asphalt in the asphaltic oil one (1) second shall be added to $ie
fifty (59) seconds above specified.
TANK TRUCKS
All tank trucks.:.used for the delivery of this oil must
first be submitted to the Engineer who will gauge and stamp upon
said tanks the capacity in gallons, and no figure of capacity will
be accepted other than the official rating given by said Engineer.
MACADAM PAVEMENT
Upon the subgrade prepared as specified herein shall be
laid a base course of layer of crushed rock consisting of a mixture
of not less than fifty (50) per cent nor more than seventy (70)
per cent, by weight, of No. 1 Crushed Rock, and not less than
thirty (30) per cent nor more than fifty (50) per cent, by weight,
of No. 2 Crushed Rock, of the quality specified in these specifi-
cations, and which shall be spread uniformly to the required
width aftthe pavement and to such thickness, which, when fully
compressed in the manner hereinafter specified, will have a thick-
ness of not less than three and one-half (3 1/2) inches.
Spreading of the crushed rock may be done by hand or by
approved mechanical spreaders, but whatever the method, care must
be taken to insure that the thickness is uniform throughout its
length and width, and that the various sized fragments of the
crushed rock specified are well mixed and in no case segregated.
When the spreading is done by hand the crushed rock shall be
deposited on a platform and from there shoveled into place on the
subgrade.
Merever the macadam does not terminate against a curb,
gutter or another pavement, shoulders of firm earth, disintegrated
granite or gravel of a depth equal to the thickness of the pave-
ment shall be left or made at such termination for the pavement
to abut against.
The rolling, mechanical locking, bonding, seating or
bedding shall be done by properly operated standard 3 -wheel
macadam rollers having a linear inch weight on the driving wheels
of not less than 400 pounds. Rolling shall be commenced at the
edge of the spread layer of crushed rock, the roller following
the same track until the edge of the course is fastened against
any side movement from further rolling. The edge being fastened,
the rolling shall be continued by six inch (&') set -ins, or laps,
until the center of the spread course is reached, and then the
roller is to be started at the other edge and in a like manner
worked to the center of the course. The roller must at all times
be operated on lines parallel to the center line'of the pavement,
-38
a
and no material variation from such lines shall be made. Changes
in the direction of movement of the roller must not be conterminous
and the roller must not be allowed to stand on the layer of crushed
rock until same has been properly consolidated.
Rolling, as described above, must be continued until the
crushed rock is bedded, bonded and mechanically locked, and until
no movement of the rock fragments can be seen as the roller passes
over the layer of crushed rock. As an aid in consolidating the
crushed rock, watering of the layer may be done, but the amount
of water used must not be enough to wet the subgrade. All
depressions in the layer of crushed rock that develop during the
rolling must be promptly filled with No. 2 Crushed Rock, and
re -rolled.
After the layer of crushed rock has been properly rolled,
bedded, bonded and so mechanically locked as to meet with the
approval of the Engineer, the voids remaining in the layer shall be
filled with No. 4 Stone Screenings, the filling to be done by
spreading or drifting a light application of No. 4 stone screen-
ings over the surface of the layer, care being taken to have the
filler thrown in lines parallel to the center line of the pavement,
and the fine stone screenings worked down into the layer by rolling
and watering. The spreading of the filler and the rolling and
watering must be continued until all voids are filled to the sur-
face of the layer of crushed rock, and until the layer will sustain
and not show wheel or tire tracks from a motor truck carrying a
load and having a compression of 900 pounds per inch width of tire.
After this course, or layer, of crushed rock has been
rolled and filled as above specified, and the surface having dried,
it shall be swept by the use of street hand brooms to remove all
loose filler from the surface and in the upper one-quarter (1/4)
inch of the layer. The surface shall then be lightly watered, and
in not less than thirty (30) minutes, nor more than one (1) hour,
asphaltic oil, as specified in:.these specifications, shall be
applied by a power pressure spraying machine approved by the
Engineer, at the rate of one-half (1/2) gallon per square yard
of surface covered, and at a temperature of not less than two
hundred fifty (250) nor more than four hundred (400) degrees
Fahrenheit. Immediately after oil has been applied, No. 3 Crushed
Rock, as specified in these specifications, shall be spread over
the oiled surface in a thin, uniform layer, in sufficient quan-
tity to just cover the oil. The surface shall then be immediate-
ly broomed, watered and rolled to bind the No. 3 crushed rock,
and form a true surface. Then a second coating of asphaltic oil
as above specified shall be uniformly applied at the rate of not
less than one-fourth (1/4) nor more than one-half (1/2) of a
gallon per square yard of surface covered. A light coating of
No.,4 stone screenings shall then be uniformly spread or drifted
over the surface in sufficient quantities to absorb all surplus
oil and produce a uniform surface with no oil exposed, and no
patches or excess crushed rock or stone screenings.
The pavement shall then be broomed, watered and rolled
until it becomes smooth, true to grade and cross-section, and free
from all bunches, hollows and irregularities.
-39-
The base course of crushed rock above mentioned shall
not be laid for a greater distance than one-fourth (1/4) mile
ahead of the first application. of oil, it being the intent of
these specifications to keep the work finished as closely as
possible, and not to unduly expose the loose crushed rock to
injury or damage from travel, dust or storm water.
Should it become necessary.to re -heat the asphaltic oil
to comply with the reauiremerts of these specifications, it shall
be done at the expense of the Contractor, by the use of hot air
or superheated steam coils. In no case shall live steam or water
be injected into or allowed to enter the asphaltic oil after it
has been received by the Contractor.
No asphaltic oil shall be applied until the surface
which is to receive it is completed in accordance with these
specifications and satisfactory to the Engineer. At least twenty-
four (24) hours shall elapse between any two applications of
asphaltic oil over the same area. In the process of oiling, oil
must not be allowed to fall on any concrete headwalls, curbs,
gutters, walks, or private driveways. All oil tanks and measure-
ments of oil shall be as specified in these specifications.
The Contractor shall not
pavement by vehicles until he has
from the Engineer.
use, or permit the use of this
received authorization to do so
WILLITE PROCESSED ASPHALTIC PAVEMENT
GENERAL DESCRIPTION
The WILLITE PROCESSED ASPHALTIC MIXTURE, whether for base
or wearing surface, shall consist of the following materials:
Mineral Aggregates
Mineral Filler (except in base)
Willite Processed Asphalt
to be heated, combined and mixed as hereinafter specified.
MATERIALS
CRUSHED ROCK.
Crushed rock shall be derived from clean, hard, tough
stone of uniform quality, free from any decomposed material or
foreign matter. When tested with a Page-Deval Abrasion Machine
it shall have an average French coefficient of wear of not less
than 8.
SAND
Sand shall be clean, hard -grained, and moderately sharp.
It shall contain not more than 3°o of mica, or loam, clay, organic
matter or other earthly impurities. The sand shall all pass a
10 -mesh screen, and not less than 95oo by weight of the material
shall be retained on a 200 -mesh screen.
MINERAL FILLER
Mineral filler shall consist of finely ground stone dust,
or Portland cement. The mineral filler shall a_11 pass a 50 -mesh
screen, and at least 66%.of the material shall pass a 200 -mesh
screen.
WILLITE PROCESSED ASPHALT
Willite 14rocessed Asphalt shall be processed at the
refinery by the California Willite Company from asphalt conforming
to the following requirements:
It shall be homogeneous, free from water, and shall not
foam when heated to a temperature of 175°C. (3470F)
The asphalt shall meet the following physical and
chemical requirements:
1. Specific Gravity at 250C. (770F.), not less than 1,000.
2_ Flash Point, not less than 1750C. (347 TF.).
3.. Penetration at 25°C. (770F.) shall be 40-70, under
100 gr. for 5 sec.
4. Ductility at 25°C. (770F.) shall be not less than 75.
5. Loss of wei ht at 163°C. (3250F) for 5 hours, not
more than 37oo.
6. Bitumen soluble in carbon tetrachloride, not less
than 98%.
The above material as processed shall be ordered by the
Contractor under the trade name, i7illite _pi:ocessed Asphalt", and
it shall be so shipped, way -billed and invoiced.
SAMPLES
The Engineer shall have access at all times to all branch:
of the worn. The Contractor shall furnish for tests, whenever
called for, samples of all the materials proposed to be used in
the composition of the pavement. The said Engineer small then cause
such tests to be made as are necessary to determine the quality of
the materials. The making of such tests shall be open to the
Contractor, and he shall be informed of the results therefrom.
THE PLANT
The preparation of the asphaltic mixtures specified
herein shall be made through a plant of such design as will be '
sufficient to continuously provide a homogeneous mixture at the
required temperature. The plant shall be provided with sufficient
bins of the proper size to provide for the necessary segregation
and grading of the several materials. Provision shall be made to
heat all the Willite Processed Asphalt only by super -heated steam.
The plant shall have a pug mill of the proper design,
equipped with a sufficient number of paddles as will thoroughly
mix the several materials in the specified time, and turn out a
homogeneous mass in which each and every particle of aggregate is
completely coated with Willite Processed Asphalt.
PREPARING AND MIXING
The materials for the pavement specified herein shall be
heated, screened and mixed for the time shown in the following
table:
TEMPERATURES IN DEGREES FAHRENHEIT
Aggregates Mixture Willite
at on Processed Bins
Plant Street AsAhalt
Willite Processed lOm-1/4
Asphaltic Base 250-325 240-300 250-325 1/2-1 1/2
Willite Processed
Asphaltic Wearing
Surface 250-325 240-300 250-325 lOm-1/4
1/2 - 1
Time of Mixing
in Seconds
Mix Mix with Empty and
Dry Asphalt Recharge
Willite Processed Asphaltic Base 5 60 10
Willite Processed Asphaltic Wear-
ing Surface 5 60 10____
The above table indicates ,he number of bins, and t_:e s-j.ze
of the material that each is to hold 9.s sp.^.cified in inches. The
size of the material in each bin is si.tber 'c!.: t passing a 10-mes'_:
(10m) to the inch screen, or that retained upor_ the 10 -mesh screer_
and passinr, the next succeeding larger size..
11+2-
• 0 *--. .0 0 '*
The time shown in the table for dry mixing shall incl de
the nixing of the cold stone dust with the hot sand and rock,
before the addition of the Willite Processed Asphalt.
All materials shall be carefully weighed in the propor-
tions hereinafter specified, by means of accurate multiple beam
or dial scales, and all temperatures taken +ith armored thermom-
eters.
The mixtures, as discharged from the plant into the
conveyance for hauling to the street or ro away, shall be of the
temperatures shown in the above table.
All mixtures shall be hauled from the plant to the
street or roadway in clean and suitable canvas covered wagons or
trucks.
The material shall be received on the street or roadway
at a temperature of not less than 240°F. for both Tillite
Processed Asphaltic Base and wearing Surface.
SCREENS.
The screens shall be of such design and construction that
they shall at no time limit the capacity of the plant. Crowding
of the screens shall be prohibited at all times. Metal chutes shall
be provided to guide the screened materials to the proper bins, and
provision shall be made to keep each size of the screened product
entirely separate. Screens herein specified as one-quarter inch
(1/411) and larger, shall have round openings; screens smaller than
one-quarter inch (1/411) shall have aquare openings.
WILLITE PROCESSED ASPHALTIC BASE ;LIXTURE
The Willits Processed Base Mixture shall contain the
several materials in proportion by weight of the whole mixture,
as follows:
Material
Crushed Rock
u u
u n
Mat. passing 10-m
Willite Processed Asphalt
Fine Aggregate
Passing 10 -mesh
if 10 -mesh
It 40 -mesh
80 -mesh
200 -mesh
Laboratory Screen Sizes
Passing Retained On
1 1/2+1 lit
1u 1/211
1/211 1/41,
1/41, lOm
(Passing 10 -mesh screen)
screen
screen, retained on
screen, retained on
screen, retained on
screen
4.3 -
40 -mesh screen
80 -mesh screen
200 -mesh screen
Per Cent
By Weight
10-20%
20-3%o
10-2CWI,o
10-2%
25-35%
5- 7%
100%
25-35%
30-40%
18-35%
0-5010
0 /*
WILLITE PROCESSED ASPHALTIC WEARING StTAFACE N.IXTURE
The Willite Processed Surface *'ixture Shall contain the
several materials in proportion by weight of the wi:ole mixture,
as follows:
1%terial Lc%boratory Scree-. Oiz>s Per Cent
Passing Re'Ga.:.ried On by Weight
Crushed Rock
111
1/2+'
20-40%
n n
1/.211
2/41,
15-25%
1/411
1'Cm
6-1710
?:rat. passing 10-m
25-50?0
Willite Processed Asphalt
6-9%
Fine Aggregate (Passing
10 -mesh
screen)
Passing 10 -mesh screen
100%
10 -mesh screen,
retained
on 40 -mesh screen
25-35%
40 -mesh screen,
retained
on 80 -mesh screen
30-40%
80 -mesh screen,
retained
on 200 -mesh screen
20-30%
200 -mesh screen
5-10%
LAVING WTLLITE PROCESSED PAVEMENT
BASE
The asphaltic mixture shall all be spread by means of a
mechanical spreading device on the truck, or it shall be dLmiped
at such a distance from the pavement already laid that all of it
must be turned and distributed by means of hot shovels or forks to
the place where it is to be laid. It shall be uniformly spread
to such a.depth, that after rolling to its ultimate compression,
it will have the required thickness as shown on the plans.
Vhen the thickness of the base, as shown on the plans, is
five inches (511) or greater, it shall be laid in two (2) courses,
which shall be of equal thickness, unless otherwise ordered by the
Engineer.
As soon as possible after the mixture is spread it shall
be rolled. The base shall be rolled with a tandem roller weighing
not less than eight (8) tons, one roller being provided for each
1200 square yards, or fraction thereof, laid in any one working day.
While still hot the base shall be re -rolled with a roller weighing
not less than twelve (12) tons. Rolling shall be continued until the
mixture has reached its ultimate compression. Any portions yield-
ing under the roller shall be removed and replaced.
The specific gravity of
not less than 88% of the specific
sand contained in the mixture.
WEARING SURFACE.
the base after rolling shall be
gravity of the combined rock and
Upon the base prepared as hereinabove specified shall be
laid the Willits Processed Asphaltic Weari:zg Surface. Said base
shall be clean and dry heforo any ?dill 4.e. Processed Asphaltic
Wearing Surface 'Hixtuy.e, is laid upon Immediately preceding the
laying of the Willite Processed Asphal. i.c Wearing Surface, a small
quantity of hot asphaltic cament (riot more than one-eighth �1j3)
gallon per square yard) sha - be uniformly applied to the base b'./
means of a spraying machine or broom.
--44--
All surfaces of curbs, gutters, manholes and all cold
pavement joints with which the Willite processed Asphaltic
Wearing Surface forms a junction, shall be painted with hot
asphaltic cement.
Joints shall be made by use of canvas covered rope or
plank, and cut clean at an angle of approximately 450 before work
is resumed. Ale lap joints or skin patches will be permitted.
The willite Processed Asphaltic Tearing Surface ;Fixture
shall be spread as above specified for Willite Processed Asphaltic
Base Yixture, then raked its entire depth and leveled with the back
of the rake, before rolling is begun. Care must be exercised to
avoid foot -prints. Wherever made, they shall be loosened with rakes
the entire depth of the mixture.
As soon as possible after spreading, rolling of the
Willite Processed Asphaltic Wearing Surface shall be begun with a
roller weighing not less than eight (8) tons. A twelve (12) ton
roller shall also be provided for the Willite Processed Asphaltic
Wearing Surface. One roller shall be provided for each 10,000
square feet, or fraction thereof, of Willite Processed Asphaltic
Wearing Surface, to be laid in any one working day.
The specific gravity of the finished pavement shall be not
less than 85% of the specific gravity of the combined rock and sand
contained in the mixture.
GENERAL PROVISIONS FOR ROLLING
The surface of the rollers shall be treated with just
sufficient water to prevent the mixture from adhering to them.
Rolling shall be done in the following manner; a strip on each side
of the roadway next to the gutter, curb or outstanding edge shall
be rolled longitudinally. The rolling shall then be continued
toward the center of the roadway in such a manner that each suc-
cessive rolling shall lap the previous one by a distance of at least
one (1) foot. The forward progress of the roller on each longi-
tudinal trip shall be slightly less than that of the previous trip,
in order to facilitate the drainage of water.
After completing the longitudinal rolling the pavement
shall be rolled diagonally, and cross -rolled wherever the width
of the roadway will permit.
The rolling shall be continued until the mixture is firm
and unyielding under the wheels of the roller, and has received
the maximum compression possible to obtain.
All places inaccessible to the roller shall be tamped with
a hot iron tamper, and the Willite Processed Asphaltic Wearing
Surface shall be ironed with a hot smoothing iron.
4-5
• •_.
• '0
The resulting pavement shall show an even and smooth
surface to the extent that wlien a strai.ght edge eight (8) feet long
is laid upon it, the surface shall in no place •,ary more than 1/4
inch from the lower edge of the straight edge.
The base course shall be thoroughly barricaded, and no
traffic allowed upon it until. after the Willite Processed Asphaltic .
Wearing Surface has b -en laid. Yo traffic shall be allowed upon
the finished pavement tmtil it is thoroughly cooled and set, and
in no case in less than twenty-four (24) :lours.
HEADERS.
Wooden header -boards shall be used where the pavement
does not abut against curb, gutter or other permanent improvement.
The wood shall be at least two (2) inch stock, free from warp and
knots, and surfaced on the side against which tae pavement is to be
laid. The width of the header shall be equal to the thickness of
the finished pavement. Headers shall. be set 'true to line and grade,
have a firm bearing upon the subgrade, and shall be held securely
in place with stakes or braces, to which thay must be fastened.
Headers and stales shall be of sufficient strength to
prohibit springing out of shape through the t:ctien of trucks or
rollers.
PREPARATION OF EXISTING UCADAY BASE..
Before the Willits Processed Asphaltic Wearing Surface
is laid upon the existing macadam pavement, a.11 holes or de-
pressions in the macadam pavement more than one (1) inch in depth
shall be cleaned of all loose rock and other substances and filled
with a mixture of Wil"lite i'rocessed Asphaltic Wearing Surface, as
hereinbefore specified for Firillitc Processed Asphaltic Wearing
Surface Yixture. These holes or depressions shall be filled in
such a manner and so rolled that the original cross section of
the existing macadam pavement is restored. The space between the
new Willits Processed Asphaltic Pavement and the existing macadam
pavement shall be treated in the same manner as above specified
for holes or depressions in the macadam pavement.
-f-6 -
LAYING CAST IRON PIPE
All pipes shall be laid in an open trench. The minimum
width of excavation for pipes and fittings shall not be less than
six (6) inches wider on both sides of pipes or fittings.. The
excavation shall be made a sufficient distance below the depth
indicated by the grade line on the profile and shown by the grade
stakes set by the Engineer to allow for thickness of pipes or
fittings, and of hubs. Should, however, the trench be excavated
to a depth greater than that hereinabove last mentioned, the
Contractor shall reft.11 such excess excavation with sand. The
Contractor shall at all times during the progress of the work keep
the trenches and excavations free from water until the backfilling
has been co=dr6cd.
All soft and spongy earth or material below subgrade not
to exceed two (2) feet in depth, shall be removed by the Contrector
and replaced with screened gravel which shall be tamped until solid.
After the trench has been brought to the proper line and
grade in the manner above specified, the pipe shall be laid therein
in the following manner;
Before any pipe is put into place the trench bottom shall
be prepared so that each pipe shall have a firm and uniform bearing
over its entire length. All adjustment to line and grade must be
made by scraping away or filling in the earth under the body of the
pipe, and not by wedging or blocking up the ends.
The lead used for caulking the joints of all pipe shall
be of the best quality of pure and soft lead, and suitable for this
purpose and in securing a tight and permanent joint. Gaskets of
clean, sound hemp yarn braided or twisted and tightly driven.
Before running the lead the joints shall be carefully wiped out to
make them clean and dry. The joint shall be run full of lead, and
the melting pot shall always be kdpt within fifty (50) feet of the
joint about to be poured. The joint shall be caulked by competent
mechanics. The caulking to be faithfully executed, and in such a
manner as to secure a tight joint without overstraining the metal
of,he bell. In all cases the caulking shall be done towards the
place of the gate, and other points where the lead is likely to be
porous. The lead after being driven shall be flush with the face
of the socket.
BACKFILLING.
After the pipe has been laid analxtkm=mvT*arxsr�m&xi=tkmx
3 76 pax#��x�s �Fzsaixsa* �tx good earth, sand or gravel, free from
lar, -,e stones or hard lumps, shall be carefully deposited in the
trench so as to fill up to a level one (1) foot above the top of
the pipe, in such a manner that the filling placed on each side of
the pipe shall be equal.
In completing the backfilling of the trenches for
pipe upwards from the aforesaid level of one (1) foot above the
top of the pipe, the filling shall be made to within six (6) inches
of the ground surface when it shall be thoroughly compacted by
flooding where water is in any manner available, and where water is
not available, it shall be compacted by tamping. Then, what r=er
remains unfilled in the trenches shall be fi.iled and again tb.or-
oughly compacted by flooding where waiver is i- any manner azailable.:
and where water is not available, the fillinE, shall be compa:,ted
by tamping.
e— -+7 —
• 0
In all public streets, alleys or other public places
the surface over the trenches shall, after being backfilled an.6.
prepared as specified herein, be finished by the Contractor in
workmanlike manner with the sana class of pavement or surfacing
as existed on any of said streets, alleys cr public placea priD-
to the construction of the storm drair, or culvert, unless other-
wise specified.
Where no re -surfacing is required but the excavation is
in an unimproved but traveled roadway, the trenches shall be
thoroughly rolled with a power roller weighing not less than
twelve (12) tons.
TESTING PIPE AND FITTINGS FOR LEAKAGE
After the pipe has been laid and before backfilling it
will be subjected to a hydrostatic pressure test of 150 pounds per
aquare inch, held for thirty (30) minutes, during which time no
portion of the pipe or fittings laid shall show percolation.
The Contractor shall furnish all pipe, pumps, valves,
labor etc. necessary for making these tests.
SPOIL BANKS
The materials excavated shall be laid co:lpactly along the
side of the trench, and kept trimmed up so as to cause as little
inconvenience as possible to the public travel. In case the street
is not wide enough to hold the earth without stopping the passage-
way on the sidewalk, the Contractor shall erect a board fence and
keep a passageway - six (6) feet -wide - open on said sidewalk.
gates.
Free access must be left to all fire hydrants and water -
MEASUREMENTS
Main pipes will be measured horizontally from center to
center of structure along the center line of the pipe service,
including all specials.
SURPLUS 1ATERIAL
Surplus material not required in refilling the trench or
tunnel shall be promptly removed by the Contractor as the -back-
filling progresses and disposed of by him..
• 10
CEMENT CONCRETE PIPE SANITARY SEVERS AND APPURTENANCES.
EXCAVATION
34B -GRADE .
The sub -6r, -de for pipe seers sholl be the exterior
bottom of the pipe. Should the excavation for any sever or
structdre be carried belol^ sub-Sr•ide for any reason, it shall be
refilled to sub-j,rsde with rock or 6ravc1, Thich shall be tamped
until firm and unyielding.
TRENCHES AND TUNNELS.
There so indica-ted or. t;:^ p1=:ns or profile, the sewer
shall be laid in %n open trench or in v tunnel.
There open trenches or tunnels are not so indicated,
the sewer may be lrid in open trenches or in sections of open
trenches connected by tunnels, the lendh of which tunnels shall
not exceed one-half (1/2) the depth of the sub -tirade below the
surface of the Ground, provided, however, that the tunnel length
shall in no case be more than e16ht (S) feet, unless othermiee
permitted by the en6incer.
'where cxistinb driveways occur on a street the Contractor
shall snake orovision for ditch crossinbs at these points, either
by means of backfills or temporary bridEes as the Enbin,,er mry
direct.
Tunnels shell hove a height which will provide sufficient
clear space above the top of the sewer to 811ow proper 1-orkmanship.
In no case shall this be less than two (2) feet.
The minimum width of excavation for sewers in trenches
and tunnels shall be as folio,^s, adding in each case sufficient
width to permit pincinL, sheeting; males c,nd farms:
1. For ce:.ent pipe severs, six (6) inches *eider on both sides
or a total of twelve (12) inches more than the exterior diax.eter
of the pipe, exclusive of bells and br,nches.
To excavation shill be made a sufficient distance below
the depth indicated by the grRde lire on the profile 3nd sho•^n by
the grade stakes set by the En6lneer to allow for to plecine of
the sewer invert, tocether with the c-ncrete foundation if :^ny such
found^tion is specified on the plan or profile of s«id sewer.
There excavation in tunnels 'is required, the tunnel shall
be driven from shafte located at the place -here manholes and ot'-er
structures are sho-rn on the line of s..id tunnels, and at such other
points as may be selected by the Contractor and aporoved by the
En,,ineer.
There the nature of the Ground -ill permit of it, the
bottom of the excavation for seers formed in place in the trench
must conform to the outside of the lower half of the sc-or.
The trench shall not be opened :nore t.Fn three.hundred
(300) feet in advance of the sewer 1?yi_nv, nor left unfilled for
more than two hundred (200) feet in tae rear thereof, unless ot::-,r-
wise per•:.itted by the Entin:cr.
All water Dinc extensions for flush t-n'cs <)nd o t: r
eppurtonances sh;:ll be made in trenches sep,rlrate frons those: used
for sowers. Unless othcr-ise specified, saci extensions s':rll 1,00
laid in trenches having a depth of not leas than tmo rand one-half
(2 1/2) feet below the surface of the 6ro.nd and loc?ted )t s.
-+9-
distance from the sewer trench of not le" than three s feet,
`..'aNBOLFS AND OCHER STRUCTURES .
The excavation for all brick manholes and other,briok
structures shall be sufficient to leave at least six (6) inches
'n the clear bet4een their outer surfaces cnd the side of the ex-
cavation or timbering which .ray be used to protect the aaxe:
For concrete manholes; the ezca1rbtion shall be requirea to be of
sufficient size to allow the placint.. of tha concrete.
RFJO'IP?G SOFT OR SPONGY EATEP.IAL .
All soft or sponby earth or :rateri&l, below sub -grade,
not to exceed a depth of two (2) feet, unless otherwise shown on
said Plan or Profile or other drawinLs, shall be ie.::oved by the
Contractor, and replaced with rock or travel, which shall be tamped
until solid.
BRACING EXCAVATIONS.
Excavations shall be supoorted in the 'manner set forth
in the rules, orders and regulations prescribed by the industrial
Accident Co::,.T.ission of the State of California. Sheet oiling and
other timbers shall be drawn in such ^tanner as to prevent the
cavin6 in of the excavation: All openine,s caused by the re�oval
of timbers shall be filled with good earth, which shall be
compacted by floodine or twrping.
EXCAVATING IN ROCK.
If the. bottom of the excavation is found to consist of
rock or any material that by reason of its hn.rdness cannot be
excavated to a true sub -bride, said rock or T.aterial shall be re-
,,oved for at least three (3) inches below sub -tirade, end the
excavation refilled to sub -grade with rock or gravel, which shall
be tamped: At the option of the Contrao•tor, the space between
sub -tirade and the bottom of the excavation :ray be filled with con-
crete.
In case excavation is made by blasting, the blast shall
be covered with timber -Pats where, in -the opinion of the Engineer,
such action .is necessary in order to protect persons or property;
No blasting shall be done closer than mithin five (5) feet of any
water, E.as, sewer or other pipe, :rain or cinduit intersecting, the
excavation.
No blastine will be allowed except by special permission in writing
from the proper :municipal authorities.
SPOIL BANKS.
The -:raterials excavated shall oe laid co.;;pactly alone,
the side of the trench, and kept tri :-ed up' so as to cause as
little inconvenience as possible to the ::ublic travel. In case
the stmt is not wide enough to hold the earth without stopping
the passa6eway on the side+alk,the Contractor shall erect a boprd
fence and keep a passaEe-ay; six (6) feet wide, open on said
side -alk. Free access :rust be left to all s.=e hydrants and mater -
bates,, and upon the request of the Enbin�,r,.rneans shall be provided
whereby storm or waste water can flow unobstructed in 6uttcre.
CONSTRUCTION.
(a) LAYING. After the trench for pipe semers has been
brought to the proper line and grade in the manner above specified,
the pipe shall be laid therein in the follo•ming .-tanner;
_50—
,�* • 0-` 0 • •
Before any pipe is put into place, the trench bottom
:,rail be prepared so that each pipe shall have a firm and unifor:r.
?,earing over its entire length. All adjustment to line end grade
.rust be made by scraping away or filling in the earth under the
:,ody of the pipe, and not by wedginb or blocking up the hub.
All pipe, previous to being lowered into the trench,
shall be fitted together and matched, so that when joined in the
trench there shall be no shoulders or unevenness along the lower
half of the pipe.
The faces of all spigot ends and of ell shoulders in
the hubs or sockets must be true and brought into fair contact,
and all lu,Tps and excrescences on said faces shall be out away
before the pipe is lowered into the trench.
The pipe shall be laid, without break, uphill from struo-
ture to structure, and with socket end up grade, unless otherwise
permitted by the Engineer.
bhenever the work ceases for any reason, or *hero an
existing pipe is cut and abandoned, the unfinished end of the
sewer shall be securely closed with a tight fitting plug or cover.
(b) HOUSE CONNECTIONS. The terms Ithouse connection" or
t1house connection sewer" as used in these specifice.tions, on the
plans, profiles, or other dra,7in6s, are used to designate branch
sewers laid from :;-sin sewers to points on the curb or property
lines from which sewer service can be obtained by proper extension.
The Contractor shall place as .;Qny six (6) inch "Y"
branches for house connection sewers as :gay be desibnated on the
plan. If shown on the plans, 'IT" branches shall be substituted
for "Y" branches. Each "Y" or "T" branch is to be closed at the
outer end by a cement c?p :rade for thet purpose. The space in the
socket above the cap shall be filled with met sand, covered with a
thin coating of neat cement mortar.
."hen so indicated on said Plan and Profile, house
connection sewers shall be laid from the upper end of the Y -pipes
to the property line, and the internal diameter of said house
connection sewers shall be six (6) inches. The Y -pipes shall be
joined to the lateral sewers by eighth bends (said eighth bends to
be considered a part of the house connection sewer), unless other-
wise shown on the plans.
'there a chimney pipe is specified for a pipe sewer on
said Plan or Profile, the Contractor shall build a six (6) inch
T -branch and a six (6) inch by six -(6) inch Y -branch set vertically,
as shown in detail by Plans.
If this chimney is not connected to a house connection sewer, the
openings in the Y -branch shall be closed by cement or clay caps,
as specified above. There a house connection seer is to be
connected with said chimney, all bends leading away from the
Y -branch shall be considered as part of said 'house connection sewer,
unless otherwise shown on the plan.
(c) MEASUREYPNTS. Vain sewers will be *:measured horizontally
from center to center of structures along. the center line of the
sewer, including all specials.
House connection sewers will be •r.easured horizontally
from the center of the wain sewer to the upper end of the house
:_connection sewer.
Chimney pipes will be measured vertically from the flow
line of the main sewer at the bottom: of said chimney to its upper
end or to the upper end of the six (6) inch by six (6) inch -
branch, which :ray be used to form; the top of the chimney, unless
otherwise specified.
1 157—
u
(d) PIPE JOINTS. Unless otherwise specified, the entire
annular space in aii-pipe joints between the exterior of the spigot
and the interior of the socket shall be corpletely and carefully
filled with finish cement rortar, as heretofore specified. The
.:ortar shall then be neatly beseled off from the outer edge of t'ae
_iub or socket to the sides of the pipe, special care being used
uo secure good work at the lower part of the joint. The joints
of all pipes eighteen (A) inches and over in dia-:eter shall be
carefully wiped on the inside. No joints shall be entirely cemented
tntil the next two (2) joints in advarfie are laid.. The interior
of the sewer shall be freed from all,V rt and foreign -aterial as
the work progresses and left clean at its completion.
Then water is found in the trench a flat oakum strand of
proper size dipped in Aeat cement grout may be laid in the lower
part of the socket before the next pipe is inserted. A gasket of
oaku.r twisted into strands :ray then be tightly driven into the
joint from the outside so as to fill the joint to one-half (1/2)
of its depth. "Unless otherwise specified, the:..rest of the joint
shall be filled with mortar co:posed of equal parts, by volume,
of cement and sand. Should the gasket not be used,the joint shall
be filled with mortar composed as above specified. No joint shall
be filled until the gaskets have been placed on the next two (2)
joints in advance. 'Pater must not be allowed to rise up to or
around the pipe or to flow through the pipe until after the mortar
has set hard. .
On the corpletion of each section of the sewer between
Wanholes, where the soil is wet, the end of the sewer at the upper
manhole shall be closed sufficiently to prevent the entrance of
water and tested for leakage, which, if found to occur in such
quantities as would impair the efficiency of the sewer, shall be
located and stopped. Vrhere such leaks are discovered before the
completion and°acceptance of the sewer, the sewer shall be imme-
diately uncovered and the leaks stopped.
The interior of the sewer shall be freed frora all dirt
and foreign ^raterials as the worts progresses and left clean at its
completion.
of the roots
whenever the pipe sewer is located within ten (10) feet/
of any trees, the removal of which is not included in the oontract
for the sewer, the joints of the pipes shall be entirely surrounded
with four (4) inches of ce-rent concrete, as hereinbefore specified?
for pavements.
MORTAR
All-.ortar used for ,aking pipe joint9 in sewers, unless
otherwise specified, shall be co:rooged of one (1) prat of ceoent
to two (2) parts of sand, by volume. One sack of cement of 94
pounds net weight will be considered as ha vin& a volume of one
cubic foot.
All mortar used for :ranholes, or other structures,
the surfaces of which are required to be plastered wiiih ce-ent
mortar as indicated on the plans, shall be composed of one (1)
part of cement to two and one-half (2 1/2) parts of sand, by volune,
unless otherwise specified on the drawings, except that all mortar
used for plastering the interior of flush tanks, and flushing
anholes, shall consist of equal parts (by volare) of cement and
sand.
The cement and sand rust be thoroughly ::axed dry, until
the .sass assures a uniform color, and then water shall be added to
give the mixture a proper consistency. h%orter shall be made fresh
as needed.
No mortar shall be used -bich has begun to set, and no
retemperin6 thereof will be per~itted.
vortar shall be 7ixed in a ^iter-tibht box, and in no
case on the pavewent or ground.
— .$2 —
-AD • 0 0 * •
BRICKWORK
The Contractor shall construct the-marnholes, flush tanks.
junction oh&-,.bers, lampholes or other structures that are called
for on the plans and profiles, and fit their as required with cast
iron fraz es and covers, iron steps and other fixtures, full details
for all of which are shown upon the Plans herein referred to.
Unless otherwise specified, the contract for the con-
struction of sewers specified herein shf,ll include all labor,
-.iaterial and other expense necessary to place the water pipe con
-
aections required between all flushing structures shown on the
plans and the ruins of the City Tater Department and private water
companies from which water service is to be obtained. The
Contractor shall make all necessary arranger.ents with the said
City water Depart!7ent and private water companies in regard to
said connections', and shall present receipts for all Day:rents
required, before final acceptance of the work.
LAYING BRICK.
All brick shall oe clean and thoroughly wet imrediately
before laying. Each brick shall be laid with a "push joint", and
in no case is slushirib or grouting of e. joint to be allowed, nor
is a joint to be made by working in the mortar after the brick
has been laid.
No brickwork shall be laid upon a concrete foundation
until the concrete foundation has set, except in the cane of an
emergency where the Engineer may permit the laying of brickwork
on fresh concrete.
All brickwork shall be built to the lines and dimensions
shown on the plans, and shall be well bonded.
TRENCHES AND SHORT TUNNELS.
As soon as :-.ortar used in nakine joints has set suffi-
ciently to permit backfilliwithout injurinG the joints, the
excavation shell be.filled th good earth, sand, or Gravel, free
from large stones_or lu-ps. Except where the outside walls of the
sewer are.vertical, the backfilling half may up to sprint line of
the pipe shall be carefully placed, loading ind tamping both sides
uniformly. This filling shall'not be -thrown into the trench faster
than it can be properly placed and hand torped to provide a firm
bearing for the body.of the pipe., The excavation shall then be
filled to a height of one (1) foot.above the top of the sewer,
using any ::leans the Contractor may choose; the fill shall be
thoroughly flooded and allowed to stand until the -star has seeped
away.
The earth above all short tunnels connecting sections of
open trenches shall then be cut through to the surface of the ground
for the full width ofrthe excavation where'so indicated on the plans.
There not.so indicated, -the earth above all said short tunnels shall
be cut to a "Irl, .shape, having the point of the "v" at the center
of the top of the tunnel and the slope of the "V" raking an angle
of not less than forty-five (45) degrees with the horizontal. The
backfilling aholl then be co:!pleted in layers not .sore than ten
(10) feet in depth to the -surface of the ground, j,.ch layer being
thoroughly settled by flooding with water.
In floodint the manner of applying the m^ter and using
the bars shall be done to directed by the Engineer until th.n fill
has been thoroughly co::pvcted.
ORNAMENTAL REINFORCED CONCRETE LIGHTING POSTS.
The ornamental lighting posts are to be made by the
centrifugal process and to be parbel to ype #2560 of the design
and construction shown on the lans, dtj(gl 4.
The shaft of the post shall be fluted, reinforced con-
crete. The surface shall be smooth finish, all fluting to be
true and symmetrical, free from cracks and imperfections.
GLOBE HOLDERS.
Each post shall be equipped with globe holders.
The cast globe holder shall be cast from the best grade
bronze, free from slag and other impurities. Special care shall
be exercised in making the pattern, moulding, pouring, and cooling
in order that the finished parts shall be free from cracks and
flaws, true and symmetrical, and shall conform to the plans
attached hereto.
All joints, bearings, and openings must have close fit,
with no cracks or warpings showing. All castings must present
smooth, clean surfaces, with all angles true and sharp..
The bolts fastening the receptacles to the bracket shall
be either brass or sheridized iron.
CONDUIT.
Conduit and conduit bends, unless otherwise specified,
shall be standard galvanized or sheridized rigid iron conduit
enameled inside, and shall be suitable for pulling in cables
according to sizes, as indicated on the plans attached hereto.
All conduit where run in parking next to sidewalk, shall
be at least 1511 below the grade of the surface of the sidewalk, and
where run next to curbs at least 1811 below established grade of
curb, and where run across streets and alleys shE:ll be at least
241, below established grade of street or alley, unless otherwise
shown on plans.
All conduit installed across streets, alleys, driveways,
etc. where an excavation is not made for same but conduit is
driven across streets, alleys, driveways, etc., the Contractor will
be required to excavate test holes at distances of not less than
forty (40) feet nor more than one hundred (100) feet apart to
determine the condition, depth and alignment of conduit laid. Any
conduit injured in any manner shall be replaced with new conduit or
protective coating applied on conduit.
The ends of all conduit shall be properly reamed to
remove burrs or rough edges, and all threads shall be painted with
Crane Pipe Paste, or equal, before couplings are screwed up. Where
coating on conduits has been injured in handling or installing,
such exposed places shall be thoroughly ps;ir.tsd x-dth asphaltum,
P. & B. Paint, or equal. Adjacent lPngt;i^-. of conduit shall bo
screwed together until tiez, abut eact•. otncr.
All conduit cads shall be 'Ohre-,ded rnd. capped w.th vtar..d.-
and pipe caps until Contractor ie ready to install cable, and all
ends terminating at posts shall extend not less than one and one:
half (1 1/2) inches, nor more than two (2) `.nches above t'ne s;.dc.-
walk level, and be provided with condui's bushing, and whether or!.c
and one-half (1 1/2) inc'.iet, or two (u) inches above, the
level shall be of the same height. All co-duit stabs installed
shall extend not less than five (5) feet from lamp post base a:r
shall be provided with iron pipe caps on each end.
54.. -
V • 0 0 • •
Conduit ends projecting from foundations shall oc
protected in such a manner as to prevent injury to pedestrians
prior to setting of posts.
The driving or pushing of conduits is to be done with
hand power jacks or other approved methods, where a constant
pressure can be applied and controlled.
All conduits terminating in posts shall be vertical and
parallel for a distance of four (4) inches, three (3) inches on
centers, straight and true.
Conduits shall be grounded not less than every one
thousand (1000) feet nor more than eleven hundred (1100) feet on
each side of the street to the water service pipe at a water
meter, the conduit being attached or bonded to the water pipe
on the street side of the meter with a standard clamp of copper
ground strap type. Conduit must be cleaned thoroughly before
putting on ground clamp. After ground clamp has been imstalled
paint bond strap and conduit with P. R B. Paint, or equal. Ground
strap must be thoroughly secured by means of brass bolts. Such
bonds shall be made at the time of installing the conduit and
be properly marked on the curb.
In the absence of water pipes or meters, the ground may
be made by driving a one (1) inch galvanized pipe to a depth of
five (5) feet and bonding as above.
The ends shall be reamed when nipples or pieces of pipe
are cut on the job or elsewhere, and must be square and true, so
the ends will abut when the coupling is screwed up.
Vhere conduit only is to be installed under the contract,
It shall in all cases include the groundin6 of conduit on each
side of the street, and No. 12 galvanized pull wire installed on
the inside thereof.
CONDUIT BENDS.
Conduit bends shall have a radius of not less than ten
(10) times the diameter of the conduit used and must be bent to
the proper radius without crimping or flattening more than one-
eighth (1/8) of an inch. Where two pieces of conduit are to be
joined together, requiring a slip joint or running thread, an
Erickson coupling, or equal, sheridized or galvanized, shall be
used. All threads on conduits before connecting up or capping
shall be painted before couplings are put on, and then well
screwed up until the conduit ends are brought together. All con-
duits laid in trench shall not be covered nor trench backfilled un-
til approved by the Engineer. All trenches shall be backfilled
aAcj j � Ig�q2&2,/Tee2uire Uhh/,by existing City Ordinances.IMA
ddi
FOUNDATIONS.
The posts are to rest on a concrete foundation of the
shape and dimeflsions shown on the plans.d
Then pouring the foundations the Contractor shall be
careful to see that all conduit ends are in proper position and
the proper height above the sidewalk level, and that the conduits
are securely bonded together with aSecurity Conduit Bond'` or coppe_
strap, or equal, having conductivity equal to a No. 8, B. & S.
gauge copper wire. Such bond to be plac;d above the top of the
foundation with a copper ground strap at ached and amply long X
reach and conne0 o the bond on the cable.
1
55—
T
The concrete shall be well tamped or spaded into the
form to insure the filling of corners and all cavities, and the
forming of a compact mass. The pothead supports and anchor bolts
shall be placed during the operation.
Pothead supports and bolts for securing the posts to the
foundation shall be accurately set and held in position by a
template taken from the 'Master Template" furnished by the Post
Manufacturer, and shall be left in place until the concrete is
sufficiently set that the bolts will not be drawn out of position.
The concrete for the foundation shall be composed of the
same materials, and the materials shall be proportioned, mixed,
placed, etc. as herein provided for cement concrete kh/iAAAfAl curb.
CABLES.
LEAD SHEATHED CABLE.
The cable shall be varnished cambric lead covered cable.
The conductor shall consist of one No. 8 A.w.G. copper conductor,
the conductivity of which shall not be less than ninety eight (98)
per cent of pure copper.
CLASS A CABLE.
where Class A cable is specified on the plans, the
insulation shall consist of varnished cambric thoroughly saturated
with a moisture proof compound. It must be homogeneous in quality,
free from holes and defects, and applied helically, evenly and
ti htly to the conductor. There shall be nine sixty-fourths
(964) inch varnished cambric insulation around the conductor,
suitable for three thousand (3000) volts operation.
The sheath shall consist of not less than ninety eight
(98) per cent pure lead and must be homogeneous in quality, free
from holes and defects. The sheath shall have an average thickness
of not less than five sixty-fourths (5/64) inch and a minimum thick-
ness of not less than ninety (90) per cent of the required average
thickness.
Cable shall withstand ten thousand (10,000) volts, alter-
nating current between conductor and sheath for five (5) minutes.
CLASS B CABLE.
Where Class B cable is specified on the plans, the
insulation shall consist of varnished cambric, thoroughly saturated
with a moisture proof compound. It must be homoeeneous in quality,
free from holes and defecta, and applied helically, evenly and
ti•htly to the conductor. There shall be three thirty-seconds
(3 32) inch varnished cambric insulation around the conductor
suitable for two thousand (2000) volts operation.
The sheath shall consist of not less than ninety-eight
(98) per cent pure lead and must be homogeneous in quality, free
from holes and defects. The sheath shall have an average thickness
of not less than one -sixteenth (1/16) inch and a minimum thickness
of not less than ninety (90) per cent of the required average
thickness.
Cable shall withstand six thoubend two hundred and fifty
(6,250) volts, alternating current between conductor and sheath for
five (5) minutes.
RUBBER -INSULATED FIRE.
sphere rubber insulated wire is specified on the plans
to be used from the potheads to the auto -transformer, it shall be
No. 8,A.W.G. 19 -strand double braid rubber covered wire, as manu-
factured by the New York Insulated Wire Co., Havershaw Electric
Cable Co., John A. Roebling's Sons Co., Simplex wire and -Cable Co.,
General Electric Co.; Standard Underground Cable Co., The Okonite
Co., or equal. The rubber covering shall have a minimum thickness
of not less than five thirty-seconds (5/32) inch and shall be thirty
(30) per cent Para rubber, free from holes and defects.
All cables shall be delivered on the job on the original
reels as shipped by the manufacturer. No scraps or leftovers from
other jobs to be used.
Bends of the cable shall not be made shorter than a
radius of ten (10) times its diameter. To secure the safety of the
cable and protect the sheath from abuse and rough usage the cable
shall be pulled into the conduit direct from the original spool
or reel using hard grease as lubricant. The open ends of all
cables shall be sealed with lead before pulling into conduits.
The open ends of all cables on reels in manholes, lamp post bases,
etc., sha ll be kept se&led with lead at all times and not allowed
to be exposed to the weaterh.
On an all night and midnight system, both cables shall
be out at each post, leaving thirty (30) inches of uninjured cable
projecting above the top of the concrete foundation with ends
sealed with lead and be kept so sealed until potheads are installed
and splices are made.
All back splices in the cable shall be made in the base
of the post, and shall be wiped lead joints, with lead sleeve five
(5) inches long, one and one-half (1 1/2) inches in diameter, six -
sixty -fourths (6/64) inch lead wall wiped on cables in an approved
manner, and double poured with #150 ozite, or equal. Solder all
connections, using soldering pot; tape all joints with varnished
cambric tape. All joints shall have insulation at least equal to
that of cable. Friction tape shall not be usod on any lead covered
cable. Cable ends shall be tied back with strong twine.
Hand power only shall be employed to pull in cable, and
the conductor and the sheath shall be connected to the pulling wire
or cable so as to put an equal strain on the conductor and sheath.
All the cables shall be bonded together in the base of
the post with bonding clamps using lead strap between cables and
clamp as shown on plans, and connected with the conduit bonds by
means of ground strap, in one (1) piece, and grounded to the post
by not less than a No. 8 copper wire.
SERVICE POINTS.
The cable shall terminate in vaults with sufficient extra
cable to run to transformer secondarys as required for connecting
to subway type transformers; for pole type transformers in vaults;
terminate cables in Davis station terminals similar to Type A
#218931, as manufactured by the Standard Und�rgood and C.E.ble
Company wiped on cables, or equal. At least thirty (30) inches or.'
slack shall be left in each cable in the base of the rje�u fr,n
which they lead. When connecting up cut the eealed. endr, of cable_
the same as for potheads and tape well tc secure against any
possibility of short circuits.
57-
POST WIRING
10 10-1
{ . • •
When wiring posts, all connections shall be securely
and properly taped, includin all auto transformer and pothead con-
nections, by applying three (3) layers of Rubber tape, two (2)
layers of cambric, and one (1) layer of friction tape, the whole
to be covered with a coat of asphaltum or P. & B. Paint, or equal.
Where the Para rubber covered wire enters the cap of the
pothead, after the lugs have been properly sweated on and taped
as specified,:that portion immediately above the pothead cover
shall be wrapped with friction tape in such a manner as to form a
cone shaped mass, -which shall be thoroughly painted with asphaltum
or P. & B. paint, or equal, so as to prevent water passing down
the wire from entering the Pothead.
MARKING POTHEADS
All potheads, both body and cover, sha 11 be plainly and
permanently marked or stenciled, care being taken that they bear
the letter A or M. of the circuit to which they belong: It shall
be necessary to ring out the circuits thoroughly, making sure that
the marking is correct.
ERECTING POSTS.
Posts shall not be erected until after the cable has
been installed.
When setting lighting post the ground wire, which shall
be not less than a No. 8 B. &'S. gauge copper, shall extend from
the cable bond, and be made fast to one of the anchor bolts on the
top side of the metal foot or flange of the Host, and. a.good..and
sufficient galvanized iron crasher shall be plttc6d.°over. the ground
wire to prevent its being cut when screwing down the nut.
The foundation must be given seven (7) days to set
before the post is erected. The posts and to be placed with the
outer edge of the base parallel with and at such distance from
face of curb as shown on plans: Posts must be plumb and in line,
square with the street and all the same relative height at the side-
walk level. After plumbing the posts upon the foundations, the
base must be given a uniform bearing by grouting with a mixture of
one (1) part of cement and two (2) parts of mortar finish sand, thin
enough to flow. The foundation bolt nuts shall be protected from
grout by being painted with asphaltum paint, or equal, before
foundation is finished to sidewalk level.
POTHEADS.
All potheads, as shown on plan, shall be disconnecting
type, and must be carefully, tightly and accurately set on approved
standards or holders, and placed as nearly as possible in the
center of the posts, so as to make the disconnecting feature of the
pothead effective. The lead shall be removed from the cable for a
distance of three (3) inches from the end of the copper conductor
and the insulation for one -'.calf (1/2) the distance, then the lugs
thoroughly sweated or soldered on tight so that a secure electrical
contact is obtained.
—549—
4
Before pourin6, the potheed shell be heated to a tem.-
pera.ture of from 100 to 150 degrees F., and the co -.pound shall be
heated to a temperature of not less than 275 nor ;core than 325
degrees F., and poured at least twice, or until corrpletely filled.
The second pouring shall be made .after...thefirst has. had time to
settle,,but not longer than four (4) hours shall elapse between
pourings.
This operation shall.be perforeed by one skilled in the
work, great bare being taken. that no compound is allowed to get
into the socket of the pothead, and all screws shall be tightened
securely.
LIGHTS, GLOBES, ETC.
All liehts, blobes .6loUe protectors, auto transformers,
refractors etc., if any, shall be, in accordance with the type,
design and construction as sho^Rn upon the plans.0jdy(¢}dN/If$ VIO/
TESTING.
When construction is co:::pleted end before application is
rade for acceptance, the Contractor shall cause the tests to be made
as hereafter described:
The Contractor shall make all arran6er.ents with the
Power bompany for making tests and shall bear all expenses inci-
dental thereto, �,nd said tests shall be made in the following order:
let. He6ger Test shall be made to determine that the conductor
forms a continuous circuit:
2nd. vegter Test on each circuit between the conductor and
the lead sheath.
3rd. Cables shall be tested and withstand a voltage equal
to 17504 of rated working voltage of cable between the conductor
and the Ground -for five (5),:7:inutes, nar,ely, cable rated as 2000
volt Cable _ 3500 volt Test; Cable r9ted at 3000 dolts or over -
5250 volt Test.
4th. A second MegEer Test shall be made on each circuit be-
tween the conductor and lead sheath.
5th:Larp,.Burnin Test: After 211 other required tests are
completed and fa ures corrected, all lar::ps shall t;e burned under
actual service conditions; at least twelve (12) hours, and all
burned -out or defective lamps shall be replaced. At the co:ipletion
of the test all la:r.ps shall be burnin6.
RESTORING STREET SURFACE ANO OtMt" T CONCRETE TOR{.
In all paved, macadsmized, oiled or otherwise improved
streets, the surface over the trench shall be finished by the
Contractor with the s •n:e class of roadway material that was removed
in excavating the trench. The materials co.-posinb the class of
pavement and the -cork of re-surfacin6 shall be performed in accord-
ance with the specifications pertainine to the particular type of
paving,on file in the office of the Cit; EnKineer of the City of
sA.•t.�;: Azusa.
The reconstruction of cement curbs, gutters, WHIM
HWOai Vand sidewalks, whit:: arc of necessity broken into by the
installation of posts and conduits; shall be none by the Contiacto-O
in conformity witl_ these specifications r:nu in accordance will'_ thz
following a-iditional requir—'•lent3, namely, the curb, gutter arc;
sidewalk shall be removed to the next joint beyond the excavatio_,
required by the installation of scid posts and conduits.
-59-
GENERAL REO.UIREMENTS
W
The Contractor shall, for the price bid, furnish all
"ce :naterials to execute the work in every respect in a thorough
and. workmanlike manner, in accordance with the plans and specifi-
^ations, and to the satisfaction of the Superintendent of Streets.
MATERIALS AND SAUPLES
All materials must be of specified quality and fully
equal to the samples,'when samples are\required. The Contractor
shall furnish to the engineer for test, whenever called for and
free of charge, samples,of all materials proposed to be used in the
work, and he shall notify the engineer as to the source of supply
of all such materials proposed to be used not later than ten (10)
days before commencing the work. Rejected material must be
immediately removed from the work by the Contractor.
LABOR
Any overseer, superintendent, laborer or other person
employed by the Contractor,on'the work, who shall perform work
in a manner contrary to these specifications, shall be discharged
immediately and such person shall not again be employed on the
work
EXAMINATION Or^ GROUND
Biddpre must examine and judge for theL-lselves as to the
location of tho proposed work,.and the nature of the excavation
to be made and the work to be done.
SETTIIJG STAKES.
The Contractor shall 24 hours notice in writing
when he will require the services of the Engineer for laying out
any portion of the work.,
..He shall dig all stake holes necessary to give lines
and levels. The Contractor shall preserve all stakes set for the
lines, levels or measurements of the work in their proper places
until authorized to remove them by the Engineers and any expense
incurred in replacing said stakes which the Contractor or his
subordinates may have failed to preserve shall be borne by the
Contractor.
PLANS AND, SPECIFICATIONS.
The Contractor shall keep upon the work a copy of the
plans and specifications, and access thereto shall at all times
be accorded the Engineer or Inspector.
INSPECTORS.
The Contractor shall prosecute work only in the presence
of the Engineer or Superintendent of Streets and any work done in
the absence of said Engineer or Superintendent will be subject to
re4ection.• The Contractor shall furnish the Engineer and Superin-
tendent reasonable facilities for obtvA ping such information as mar
be necessary to give thers full information at all times respecting
the progress and manner of the work and the character of the
materials.
PRESERVATION OF MONUMENTS.
The Contractor shall not disturb any monuments or stapes
found on the line of improvements, until ordered by the Engi:n:�er;
and he shall bear the expense of re -setting any monuments or s+'-:K^r
which may be disturbed without orders.
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REhOVING OBSTRUCTIONS.
• 0.
The Contractor, shall remove all trees, stones, debris,
r"Ifi other obstructions th-:t may be encountered in making said
imnrcvements.
OBS"RVING CITY ORDINANCES.
The Contractor shall observe all the Ordinances of the
City in relation to the,obstruction of streets, keeping open
passageways and protecting, the same where they are exposed or
dangerous to travel.
BARRIERS, LIGHTS, ETC.
The Contre.ctor shall take ell necessary measures to
protect the work and prevent accidents durint, construction. He
shall maintain and provide all necessary barriers, guards,
temporary bridges, watchmen and lights.
PUB111C:_UTILITIES .
In case it should be necessary to -move the property
of any owner of a public utility or franchise, such owner will,
upon proper application by the Contractor, be notified by the
Superintendent of Tork to move such property within a specified
reasonable time, and the Contractor shall not interfere with
said property until after the expiration of the time specified.
The right is reserved to the owners of public utilities
and franchises to enter upon the street for the purpose of making
repairs or changes of their property that may be made necessary
by the work. The City shall also have the privilege of entering
upon the street for the purpose of repairing culverts or storm
drains.
LOSS OR DAMAGE.
All loss or damage arising from any unforseen
bst action
or difficulties, either natural or artificial, which
countered in the prosecution of the work, or from any action of
the elements, or from any act or omission not authorized by these
specifications, on the part of.the Contractor, or any agent or
person employed by him, shall be sustained by the Contractor.
DEFECTIVE WORK.
No work which may be defective in its construction or
deficient in any of the requirements of these specifications will
be considered as accepted in consequence of the failure of any
officer of the City, Engineer or Superintendent connected with the
work, to point out said defect or deficiency durin6 construction,
and the Contractor shall correct any imperfect work, whenever dis-
covered, before the final acceptance of the work.
PROTECTION Or FORK AND CLEANING UP
The Contractor shall care for,ell work until final
completion and acceptances '�e shell ren ove all surplus =aterial
and rubbish from the r^ork after its completion, and before he
makes application for the acceptance of the work.
FINAL INSPECTION
Streets
The Contractor shall notify the Superintendent of
when he desires a final inspection of the work, when the latter
Till, as soon as possible, make the necessary exn:ninstion, = if
the work is found in compliance -.pith these specifications, the
Superintendent mill furnish the Contractor with a certificate to
that effect.
6/_
ALLOWABLE VARIATION
When in these specifications a maximum or minimum,
�itn�;r in size, percentage or thickness, or relating to quality or
,haxacter, or other matter, is allowed or prescribed, the work
r'ial_i be accepted as in compliance therewith if within such
rL.ax_rium or minimum so allowed hereby.
DEFINITI021S
whenever the word "City" is used in these specifications
4t -efere to the City of Azusa, California.
,dhenever the word "contractor" is used in these
specifications, it refers to the party or parties of the second
part in the agreement for the construction of the work herein
specified.
1henever the words «Superintendent of Streets3 or
uEngineer" are used in these specifications, they refer respec-
tively to the ,Supez•intendent of Str%ietsli or "City ingincer" of
thI city of Azusa, and their authorized agents or inspectors.
The y01Jty {Clerk` shall certify to the'.passage of ,this
Resolution an-rBhall.loause--';thesame to be entered •in .the: Book
of Resolutions',: and a° minuteof the pae"sage thereof_ii1 the Record
"of.,the City Coungil:of the .meeting at which. said Resolution' was`
" f
-pa sed.
passed and, approved this S day of 1929.
.. } '/C is , /A '. rt -• r
T Piayor
'F '` �,t 4 .;'•, \ r h 7` ityr ATTEST ` u f�
t C y C er • �.
STATE .,OF CALIFORNIi°
COUNTY'OF LOS ANGELES( ss'
CITY OF- AZUSA s
•_`.` I,'t / �i' ,''City, Clerk of the
r ;City of: Azusa, 'do h'e eby certify' hat the foregoi, "resolution,
being Resolution No. /%S 6, was adopted', by -'JO Council of
said City, signed by'the,Mayor of-said City and attested by the
3 City Clerk; all' at, a;' regular meeting thereof -held on:the 5
r day of ,.1929, and,that the. -same was Da by',
Ali foll'owin Yote,-.to wit• ;
' 1 s. � + v�'� //%ate i�yl��e 1�� (a.v�✓ '
Councilmen
-AYES ,
NOES, f Councilmen;'
{�
ABSENT';' Councilman t
City' Clerkcof then ity of Azusa
? ` t 1 1 : ; 1 ' i .1.. y •moi i� r' V /? ..
11 tV F 1