ST8501-CN 820430 CONTRACT DOCUMENTS
FOR
FREEPORT PARKWAY BRIDGE
IN
COPPELL, TEXAS
THE
SOUTHWESTERN
TOWN LOT CORPORATION
Prepared By:
KYLE, JOHNSTON & ASSOCIATES, INC.
Consulting Engineers
Dallas, Texas 75218
APRIL, 1982
CONTRACT DOCUMENTS
FOR
FREEPORT PARKWAY BRIDGE
IN
COPPELL, TEXAS
THE
SOUTHWESTERN
TOWN LOT CORPORATION
Prepared By:
KYLE, JOHNSTON & ASSOCIATES. INC.
Consulting Engineers
Dallas, Texas 75218
APRIL, 1982
'To:
PROPOSAL
, 1 982
The Southwestern Town Lot Corporation
Attention: Mr. D. S. Gibson
Southern Pacific Building, Room 500
One Market Plaza
San Francisco, California 94105
Gentlemen:
The undersigned, as bidder, declares that he has carefully examined the
form of Contract, Notice to Contractors, specifications, and the plans therein
referred to, and has carefully examined locations, conditions, and classes of
materials of the proposed work; and agrees that he will provide all necessary
supervision, labor, equipment, tools and materials called for in the contract
and specifications in the manner prescribed therein and according to the require-
ments of the ENGINEERas therein set forth.
It is understood that the following quantities of work to be done at unit
prices are approximate only, and are intended principally to serve as a guide
in evaluating bids.
It is agreed that the quantities of work to be done at unit prices and mat-
erials to be furnished may be increased or diminished as may be considered necessary
in the opinion of the ENGINEER, to complete the work fully as planned and contem-
plated, and that all quantities of work, whether increased or decreased, are to
be performed at the unit prices set forth below except as provided for in the
specifications.
The undersigned hereby proposes and agrees to perform all work of whatever
nature required, in strict accordance with the plans and specifications, for
the following sum prices, to wit:
C-1
GATEWAY BUSINESS PARK
COPPELL, TEXAS
FREEPORT PARKWAY BRIDGE
BID SCHEDULE
CONTRACT "B"
Item Qty/
No. Unit
1 16 CY
Description
Unclassified street excavation,
complete for the sum of
2 ll6 CY
dollars and
cents/C.Y.
Substructural concrete for three
interior bents complete and in
place for the sum of
dollars and
cents/L.F.
3 298 LF
36" diameter drill shaft for three
interior bents, complete and in
place for the sum of
4 9 CY
5 520 LF
dollars and
cents/L.F.
Bell Footings, complete and in
place for the sum of
dolla'rs and
cents/C.Y.
30" diameter drill shafts, complete
and in place for the sum of
6 156 LF
dollars and
cents/L.F.
18" diameter drill shafts, complete
and in place for the sum of
dollars and
cents/L.F.
7 535 CY
8" Class C reinforced concrete slab
span (deck), complete and in place
for the sum of
dollars and
cents/C.Y.
PROPOSAL
DATE
Unit
Price
Total
Price
C-2
GATEWAY BUSINESS PARK
COPPELL, TEXAS
Item Qty/
No. Unit
8 94.1 CY
9 2,700 LF
l0 136 CY
ll 220,000 LB
12 9,757 LB
13 45 CY
14 288 LF
FREEPORT PARKWAY BRIDGE
BID SCHEDULE
CONTRACT "B"
Description
Two abutments, Class C reinforced
concrete, complete and in place
for the sum of
dollars and
cents/CY
36 prestressed concrete beams
(75'-0" (Type 54) in place for
the sum of
dollars and
cents/LF
Riprap concrete Class B complete
and in place for the sum of
dollars and
cents/CY
Reinforcing steel in place for the
.sum of
dollars and
cents/LB
~" structural steel armor joint
complete and in place for the sum
of
dollars and
cents/LB
Approach slabs, Class C reinforced
concrete, complete and in place
for. the sum of
dollars and
cents/CY
2" preformed compression seal at
armor joints, complete and in
place for the sum of
dollars and
cents/LF
C-3
Unit
Price
To ta 1
Price
GATEWAY BUSINESS PARK
COPPELL, TEXAS
.FREEPORT PARKWAY BRIDGE
BID SCHEDULE
CONTRACT "B"
Item Qty/
No. Unit
Description
15 594 LF
Aluminum bridge guard rail,
complete and in place for the
sum of
dollars and
cents/LF
16 390 SY
6" reinforced concrete sidewalk
complete and in place for the sum
of
dollars and
cents/SY
17 16 EA
Interior Diaphragms, complete and
in place for the sum of
dollars and
cents/EA
18 1-6 EA
End Diaphragms, complete and in
place for the sum of
dollars and
cents/EA
19 200 LF
Metal.Beam Guard Fence, complete
and in place for the sum of
dollars and
cents/LF
20 32 EA
Use of temporary casings for in-
stallation of drilled shafts as
specified under Item 600 of these
'specifications
dollars and
cents/EA
21 330 CY
Cohesionless sand backfill behind
abutment as specified under Item
600 of these specifications in
place for the'sum of
dollars and
cents/CY
TOTAL BRIDGE
C-4
Unit
Price
Total
Price
It is understood and agreed that all work described herein will be completed
within working days from the date of Notice to Proceed.
It is understood that the work proposed to be done will be accepted when fully
completed in accordance with the plans and specifications as determined by the
Engineer.
It is understood that the Owner reserves the right to reject any and all
bids and to waive any informality received in the bids.
The undersigned certifies that the bid prices contained in this proposal
have been carefully checked and are submitted as correct and final.
Receipt is hereby acknowledged of the following addenda to the plans and
specifications:
ADDENDUM NO. 1, dated
ADDENDUM NO. 2, dated
ADDENDUM NO. 3, dated
ADDENDUM NO. 4, dated
ADDENDUM NO. 5, dated
Received
Received
Received
Received
Received
Contractor
By:
(signature)
(Titl'e)
(Address)
{City, State and Zip Code)
Seal and Authorization
(If a Corporation)
(Area Code)'
(Telephone Number)
C-5
GATEWAY BUSINESS PARK
COPPELL, TEXAS
FREEPORT PARKWAY BRIDGE
STATE DEPARTMENT OF HIGHWAYS AND PUBLIC TRANSPORTATION
GOVERNING SPECIFICATIONS AND SPECIAL PROVISIONS
All specifications and special provisions applicable to this project are identified
as follows:
STANDARD SPECIFICATIONS: Adopted by the State Highway Department of Texas,
January 3, 1972
Item 100
Item llO
Item 1 50
Item 164
Item 360
Item 400
Item 416
Item 420
Item 421
Item 432
Item 440
Item 520
Item 524
Item 600
Preparing Right of Way (102) (104) (132)
Roadway Excavation (204) (211) (212) (213)
Blading
Seeding for Erosion Control (166)
Concrete Pavement (Water cement ratio)
Structural Excavation
Drilled Shaft Foundations (448)
Concrete Structures
Concrete for Structures (420) (437) (502) (531) (4000) (360)
Riprap
Reinforcing Steel
Concrete Curb (521)
Concrete Sidewalks and Driveways
Special Project.Requirements
STANDARD SPECIFICATIONS: Adopted by the City of Dallas
Item 450
Item 560
Aluminum Bridge Railing
Metal Beam Guard Rail
SPECIAL PROVISIONS: Special provisions will govern and take precedence over the
specifications enumerated hereon wherever in conflict therewith.
S
S
S
S
S
3ecial Provision to Item 360
3ecial Provision to Item 400
3ecial Provision to Item 416
~ecial Provision to Item 420
)ecial Provision to Item 421
)ecial Provision to Item 440
)ecial Provision to Item 560
(360---016)
(400---007)
(416---009)
(420---005)
(421---020)
(440---003)
(560---004)
GENERAL: The above-listed specification items are those under which payment is to be
made. These, together with such other pertinent items, if any, may be referred to in
the above-listed specification items, and including the special provision listed
above, constitute the complete specifications for this project.
SPECIAL PROVISIO~
TO
ITEM 360
CONCRETE PAVEI~-2/T
(Water Cement Ratio)
For this project, Item 360, "Concrete Pavement (Water Cement Ratio)" of the
Standard Specifications, is hereby amended with respect to the clauses cited
below and no other clauses or requirements of this item are waived or changed
hereby.
Article 360.2. Materials, Subarticle (1) Cement, is supplemented by the follow-
ins.
When the cement is to be used in concrete with aggregates that may be deleteri-
ously reactive, the alkali content (NaO+0.658K20) of the cement shall not exceed
0.60 percent.
Article 360.2. Materials, Subarticle (3) Coarse Aggregate. The second para-
graph is voided and replaced by the following.
Coarse aggregate shall have a wear of not more than 45 percent when tested ac-
cording to Test Method Tex-410-A, and when tested by standard laboratory ~ethods
shall meet the following grading requirements:
Retained on 1-3/4" sieve ....................... O~
Retained on 1-1/2" sieve ....................... 0 to
Retained on 3/&" sieve ........................ , 30 to 65%
Retained on 3/8" sieve ......................... 70 to
Retained on No. 4 sieve ........................ 95 to 100~
Loss by Decantation Test
Hethod Tex-406-A .......................... * 1.0~ Haximum
* In the case of crushed aggregates, if the material finer
than the No. 200 sieve consists of the dust of fracture,
essentially free from clay or shales, this percentage
be increased to 1.5.
Article 360.2. Haterials, Subarticle (4) Fine Aggregate, Section Fine Aggregate
Exclusive of Mineral Filler. The third paragraph is voided and replaced by the
following.
Unless specified otherwise on the plans, fine aggregate shall meet the follow-
ing grading requirements:
Retained on 3/8" sieve ........................ O~
Retained on No. 4 sieve ....................... 0 to
Retained on No. 8 sieve ....................... 0 to 207.
Retained on No. 16 sieve ...................... 15 to 50%
Retained on No. 30 sieve ...................... 35 to
Retained on No. 50 sieve ...................... 70 to
Retained on No. 100 sieve ..................... 90 to 100%
Retained on No. 200 sieve ..................... 97 to 100%
1-3
360---016
12-77
Article 360.2. H~terials, Subarticle (9) Asphalt Board. The second sen-
tence is voided and replaced by the follo~ing.
Asphalt board shall consist of t~o suitable asphalt-impregnated liners filled
with a mastic mixture of asphalt and vegetable fiber and/or mineral fiber.
Article 360.3. Equipmen.t, Subarticle (10) FtnishinR Equipment, Section (b)
Longitudinal Finishing. The fourth paragraph is voided and not replaced.
Article 360.6. Concrete Hixint and Placing, Subarticle (1) Hixinl Hethogs
is voided and replaced by the follo~ing.
(1) Hixing Hethods. The concrete shall be mixed in a mixer conforming to
the requirements of Subarticle 360.3 (4) of this item. Ready-mix concrete
conforming to the requirements of the Item, "Ready Nix Plants', m~y be used
for mixing concrete for pavement only when specifically permitted by a note
on the plans, except that ready-mix concrete may be used for curbs, irregular
sections and/or small placements such as turnouts and leaveouts.
Article 360.8. Spreading and Finishing, Subarticle (1) Hachine Finishing.
The seventh paragraph is voided and replaced by the loll'ovAr~',
After completion of the straightedge operation, as soon as construction
operations permit, texture shall be applied with 1/8-inch-wide metal tines
with clear spacin~ between the tines being not less than one-quarter inch
nor more than one-half inch. The texture shall be applied transversely.
It is the intent that the average texture depth resulting from the number
of tests directed by the Engineer be not less then 0,060 inch with s mini-
mum texture depth of 0.050 inch for any one test when tested in accordance
with Test Hethod Tex-436-A. Should the texture depth fall belov that
tended, the £inishin8 procedures shall be revised to produce the desired
texture.
Article 360.8. Spreading and Finishing, Subarticle (1) N~chine Finishing,
Section Emergency Procedures. The first and third paragraph are voided
and replaced by the following.
Emergen~7 Procedures
The Contractor shall have available at all times hand rakes with tines for
the purpose of prorating texture in the event of equipment breakdown.
After completion of texturing and about the time the concrete becomes hard,
the edge of the slab and joints shall be carefully finished as directed by
the Engineer, and the pavement shall be left smooth and true to line.
Article 360.11. Penalty for Deficient Pavement Thickness. The first para-
graph is voided and replaced by the following.
The adjustment in unit prices provided for in this article will apply only
when measurement for payment is by the square yard. The adjustment may be
waived by a note on the plans where concrete-pavement work is narrow widen-
ing or small placements.
2-3
360--- 016
12-77
Article 360.13. Payment is voided and replaced by the following.
360.13. .payment. The work performed and materials furnished as prescribed
by this item and measured as provided under '~Measurement" will be paid for at
the unit price bid for "Concrete Pavement" of the type and depth specified,
"Concrete Pavement" of the type, reinforcement and depth specified, "Concrete
Pavement (High Strength)" of the type and depth specified, "Concrete Pavement
(High Strength)" of the type, reinforcement and depth specified and "Mono-
lithic Curb" of the type specified (when pavement is measured by the square
yard), as required, or the adjusted unit price for pavement of deficient
thickness as provided under "Penalty for Deficient Pavement Thickness", which
price shall be full compensation for shaping and fine-grading the roadbed,
including furnishing and applying all water required; for furnishing, loading
and unloading, storing, hauling and handling all concrete ingredients, in-
eluding all freight and royalty involved; for placing and adjusting forms,
including supporting material or preparing track grade; for mixing, placing,
finishing, sawing, cleaning and sealing Joints and curing all concrete; for
furnishing and. installing all reinforcing steel; for furnishing all materials
for sealing Joints and placing longitudinal, expansion and weakened-plane
Joints, including all steel-dowel caps and load-transmission devices required
and wire and devices for placing, holding and supporting the steel bars, load-
ing steel bars where required by plans and for all manipulations, labor,
equipment, appliances, tools, traffic provisions and incidentals necessary
to complete the work.
Excavation required by this item in the preparation of the subgrade and for
the completion of the shoulders and slopes viii be measured and paid for in
accordance with the provisions governing the Items of "Roadway Excavation"
and "Borrow", respectively, with the provision that yardage shall be measured
and paid for once only, regardless of the manipulations involved; or where
shown on the plans, such york will be measured and paid for in accordance
with provisions governing the Item, "Binding". Measurement of subgrade
excavation for payment shall be limited to a total width of that of the
pavement plus one foot on each side. Payment under excavation items will
not be allowed within the areas designated for "Binding".
Sprinkling and rolling required for the compaction of the rough aubgrade
in advance of fine-grading will be measured and paid for aa indicated in
the governing items of excavation. Maintenance of a moist condition of
the aubgrade in advance of fine-grading and concrete placing will not be
paid for directly but shall be considered subsidiary work, as pr°Vided
above.
3-3
360---016
12-77
STAq'E DI,:PART,~.I[,qNT OF IIIGIIWAYS AND PUBLIC TRANSPORTATION
SPECIAL PROVISION
TO
ITEM 400
S TRUCTUiGtL EXCAVATION
For this project the Item, "Structural Excavation" is hnreby
amended %~ith respect to the clauses cited below. No other
clauses or requirements of this item are waived or changed
hereby.
Article 400.2. Construction Methods.
hereby supplemented by the following:
(1) Excavation is
When trench and/or negative projecting conditions for concrete
pipe culvert are required by design, an excavation diagram will
be shown on the plans. The limits of excavation shown shall not
be exceeded.
Article 400.3. Cofferdams and Caissons. The first paragraph
of this Article is hereby supplemented by the following:
For Southern Pacific Transportation Company and St. Louis
Southwestern Railway Company structures only, where excavation
requires shoring, the shoring for the excavation shall be in
accordance with Part 20 of the latest edition of the AREA
"Speoification for Design of Flexible Pile Bulkheads", and with
Part 20-A of the "Supplemental Specification for Design of,
Shoring" of the Southern Pacific Transportation Co.
Shoring plans and calculations shall be approved by the
Railway Company when excavation encroaches inside a line be-
ginning at top of tie elevation, twelve feet from the center
line of track and extending away from track on a slope of 1
to 1 for natural earth, and a slope of 1½ to 1 for embankment
material.
The design of the shoring or bulkheads shall be prepared by a
Registered Professional Engineer experienced in the design of
falsework shoring. Five sets of falsework or bulkhead plans
and calculations will be required. The Registered Professional
Engineer shall sign, and show his seal, o~] both the plans and
calculations.
1-2 400---007
11-79
A copy of cac~ o£ the referenced design specifications are
available ir~]Ti 11~, Railway Company or the State Department of
Highways and P~]~lic Tra~]sportation upon request. Approval of
the plans and calculations by the Department and the Railway
Company will be required, prior to the beginning of excavation.
Article 400.!%. Backfilling. Subarticles (1) General., and
(2) Pipe Culver%s., are hereby supplemented by the following:
Except for corrugated metal pipe culverts, when tamping equip-
ment is furnished which, when proven to the satisfaction of the
Engineer will adequately compact the backfill material to the
density required, the 6" and 10" lifts (loose measurement) shown
herein may be increased to heavier lifts not to exceed 12" maximum.
The second paragraph of Subarticle 400.7, Payment, is hereby
supplemented by the following:
If no direct method of payment is provided in this contract
for culvert excavation, the removal and replacement of unstable
or incompressibl,~ material, when such work is authorized by the
Engineer, will be measured and paid for at Fifteen Dollars,
($15.00) per cubic yard.
2-2 400---007
11-79
STATE DEPARTMENT OF HIGHWAYS AND PUBLIC TRANSPORTATION
SPECIAL PROVISIONS
TO
ITEM 416
DRILLED SHAFT FOUNDATIONS
For this project the Item, "Drilled Shaft Foundations" is
hereby amended with respect to the clauses cited herein. No
other clauses or requirements of this Item are waived or changed
hereby.
Article 416.3. Construction Methods. Subarticle (1) Excavation.
The seventh sentence of the fifth paragraph of this Subarticle is
hereby voided and replaced by the followings
When casing is required, the outside diameter of the casing
shall not be less than the specified diameter of shaft. That
portion of the shaft below the casing may bo slightly smaller
than the nominal diameter of ~h~ shaft, i.e., shall be the .
largest size possible when drilling through s casing with the
outside diameter as specified heroin~ otherwise the size of
casing and size of drilled excavation will be left to the dis-
cretion of the Contractor except as noted below.
The tenth paragraph of this Subarticle is hereby supplemented
~y the following=
When the plans indicate that skin friction design has been used,
any casing used will not be permitted to remain in place unless
otherwise noted on the plans or permitted by the Engineer.
1-1 416---009
3-80
STATE DEPARTMENT OF HIGHWAYS AND PUBLIC TRANSPORTATION
SPECIAL PROVISION
TO
ITEM 420
CONCRETE STRUCTURES
For this project the Item, "Concrete Structures", is hereby
amended with respect to the clauses cited below. No other
clauses or requirements are waived or changed hereby.
Article 420.2. Materials. (2) Expansion Joint Material. (c)
Aspahlt Board. The first sentence is hereby voided and replaced
by the following:
Asphalt board shall consist of two suitable asphalt-impregnated
liners filled with a mastic mixture of asphalt and vegetable fiber
and/or mineral fiber.
Article 420.6. Construction Joints. The second paragraph is
hereby vOided and replaced by the following:
Construction joints shall be of the type and at the locations
shown on the plans. Construction joints other than those shown
on the plans will not be permitted in bridge slabs. Additional
joints in other members will not be permitted without written
authorization from the Engineer. When additional joints are
authorized, they shall have details equivalent to those shown
on the plans for joints in similar locations.
Article 420.9. Forms. Subarticle (1) General, is hereby
supplemented by the following:
Studs, joists, wales or other devices used for form supports
shall be of sufficient section and rigidity to withstand undue
bulging or settling of the forms. Any device or method used
for form support shall be subject to the approval of the Engineer.
Article 420.9. Forms. Subarticle (4) Form Supports for Over-
hang Slabs, is hereby voided and replaced by the following:
1-6 420---005
8-77
(4) Form Supports for Overhang Slabs. Form supports which
transmit a horizontal force to a steel girder or beam, or to a
prestressed concrete beam will be permitted, but shall not be
used unless a structural analysis has been made of the effect
on the girder or beam and approval is granted by the Engineer
except as specified herein.
When overhang brackets are used on prestressed concrete beam
spans, with slab overhangs not exceeding 3'-6" from outside
edge of top beam flange, the following shall apply:
(a) For spans with Type A, B, C, III, IV or V beams, with
skew angle less than 15° no bracing will be required, provided
the space between in-place diaframs does not exceed 30 feet.
For skews greater than 15" a No. 5 bar will be required at
each corner of the span to be set perpendicular to the outside
and adjacent interior beams as close to the ends of span as
possible and welded to the projecting reinforcement (R-bars).
(b) For Type A, B, C, III, IV or V beams with in-place
diafram spacing exceeding 30 feet and all Type 48", 54", 60",
66", 72" and 54" Modified (12" web) beams, additional bracing
will be required as shown in the plans.
(c) For spans in which the overhang exceeds 3'-6", additional
support will be required for the outside beams regardless of the
type beam used. Details of the proposed support system shall be
submitted by the Contractor for approval.
Holes in steel members for support of overhang brackets may
be punched or drilled full size or may be torch cut to one-
fourth inch under size and reamed full size. In no case shall
the holes be burned full size. The hole shall be left open
unless specified on the plans to be filled with a button head
bolt. They shall never be filled by welding.
Ail welding shall be done by a qualified welder and in accor-
dance with the Items, "Structural Welding".
Article 420.11. Placing Concrete - General. The seventh
and eighth paragraphs of this Article are hereby voided and
replaced by the following:
From the time of initial strike off of the concrete until
finishing is completed and required interim curing is in place,
2-6
420---005
8-77
the unformed surfaces of slab concrete in bridge decks and top
slabs of direct traffic culverts shall be fogged when necessary
to replace water loss due to evaporation.
Fogging equipment shall be capable of applying water in the
form of a fine mist, not a spray. It may be water pumped under
adequate high pressure, or a combination of air and water pumped
under high pressure; either system in combination with a suitable
atomizing nozzle. The equipment shall be sufficiently portable
for use in the direction of any prevailing wind. It shall be
adaptable for intermittent use as directed by the Engineer to
prevent excessive wetting of the concrete.
The ninth paragraph of this Article is hereby voided and
replaced by the following:
Interim curing will be required for slab concrete in bridge
decks and top slabs of direct traffic culverts immediately upon
completion of final finish. Type 1 membrane curing compound
(Resin Base Only) will be required. Water curing will be re-
quired in accordance with Article 420.21. Curing Concrete,
and shall be commenced as soon as possible without damaging
the concrete surface finish.
Article 420.13. Placing Concrete in Hot Weather. This Article
is hereby voided and replaced by the followingl
Unless otherwise directed by the Engineer, when the temperature
of the air is above 85F, an approved retarding agent will be
required in all concrete used in superstructures and top slabs of
direct traffic culverts. An approved retarding agent will be
required in all cased drilled shafts regardless of temperature.
Article 420.15. Placing Concrete in SUperstructure. The first
sentence of the first paragraph is hereby voided and replaced by
the following:
Unless otherwise specified on the plans, simple span bridge
slabs shall be placed without transverse construction joints by
using either a mechanical longitudinal screed, or a self propelled
transverse finishing machine. For small placements or for unusual
conditions, the Engineer may waive the mechanical screed requirement
and permit the use of manually operated screeding equipment.
The first sentence of the second paragraph is hereby voided
and replaced by the following:
3-6
420---005
8-77
Unless otherwise specified on the plans, slabs on continuous
units shall be placed in one continuous operation without trans-
verse construction joints using a mechanical longitudinal screed,
or a self propelled transverse finishing machine. For unusual
conditions, such as widening, variable cross slopes or tran-
sitions, the Engineer may waive the mechanical screed requirement
and permit the use of manually operated screeding equipment.
This Article is further supplemented by the following:
For continuous placements (slab on steel or prestressed members,
continuous slab and girder units or continuous stab spans) a
minimum rate of placement will be specified on the plans. For
simple span units, a minimum rate of placement for a particular
unit may be specified on the plans. If not so specified, the
Contractor shall satisfy the Engineer that the equipment fur-
nished is capable of placing, finishing and curing the slab at
an acceptable rate to insure compliance with the specifications.
The profile gradeline may require adjustment, due to variation
in beam camber and other factors, to obtain the required cover
over the slab reinforcement. Beams shall be set in a sufficient
number of spans so that when adjustment is necessary the profile
gradeline can be adjusted over suitable increments so that the
revised gradeline will produce a smooth riding surface.
Article 420.19. Treatment and Finishing of Horizontal Surfaces
Except Roadway Slabs. The second paragraph of this Article is
hereby voided and replaced by the following:
The tops of caps and piers between bearing areas shall be
sloped slightly from the center toward the edge, as directed
by the Engineer, so that the water will drain from the surface,
and shall be given a smooth trowel finish. Bearing areas for
steel units shall be constructed in accordance with Article
441.35, Bearing and Anchorage.
Bearing seat build-ups or pedestals for concrete units may be
cast integrally with the cap or with a construction joint as
follows:
The construction joint area under the bearing shall have
the surface roughened thoroughly as soon as practical after
initial set is obtained. The bearing seat build-ups shall
be placed using a latex based grout or an epoxy grout, mixed
in accordance with the manufacturer's recommendation.
Pedestals shall be placed using Class "C" concrete, rein-
forced as shown on the plans.
4-6 420---005
8-77
Bearing areas under elastomeric pads shall be given a slightly
textured, wood float finish.
Maximum 3"- [ 'i"::~"'":'
at ~_ beam. -''
"%'
.SEC. THRU. CAP
Pedestal
Permissible Const. Jt.
Article 420.20. Finish of Roadway Slabs. The seventh and
eighth paragraphs of this Article are hereby voided and not
replaced.
The first and second sentences of the ninth paragraph of this
Article are hereby voided and replaced by the following~
Unless otherwise shown on the plans, when no additional wearing
course is to be placed upon the concrete slab, the surface shall
be finished with adequate equipment to provide the texture speci-
fied herein, with the grooves or striations of the final finish
parallel to the structure centerline; however, the Engineer may
authorize transverse finishing if desired.
The eleventh and twelfth paragraphs of this Article are hereby
voided and replaced by the following:
After the concrete slab has attained its final set, the Engineer
may require that the finished surface be tested with a standard
10 foot straight edge. The straight edge shall be used parallel
to the centerline of the structure to bridge any depressions and
touch high spots. Ordinates of the irregularities, measured from
the face of the straight edge to the surface of the slab, should
normally not exceed 1/8 of an inch, making proper allowances for
camber, vertical curve and surface texture; however, occasional
variations exceeding this will be acceptable if, in the opinion
of the Engineer, it will not produce unacceptable riding qualities.
5-6 420---005
8-77
When directed by the Engineer, irregularities exceeding the
above shall be corrected. Areas which are corrected to prodUce
satisfactory riding qualities shall be provided with an accept-
able surface texture in a manner approved by the Engineer.
This Article is hereby supplemented by the following:
When the plans require that an asphaltic seal is to be placed
on the slab, the concrete shall be adequately leveled by screeding
or other acceptable methods, and shall be given a lightly tex-
tured broom finish, similar to a sidewalk finish, to provide bond
for the surface treatment. The depth of striations shall not
exceed approximately 1/16 inch. Straight edge requirements will
not be required on slabs to be overlayed.
Article 420.21. Curing Concrete. Exceptions to 4-Day Curing
is hereby voided and replaced with the following:
EXCEPTIONS TO 4-DAY CURING
Description
Required Curing
Upper Surfaces of Bridge Slabs
and Top Slabs of Direct Traffic
8 curing days (Type I or
III cement)
10 curing days (Type II
cement )
Concrete Piling (non-prestressed)
6 curing days
when the air temperature is expected to drop below 40F, the
concrete shall be covered with polyethylene sheeting, burlap-
polyethylene blankets, mats or other acceptable materials to
provide the protection required by Article 420.12.
Article 420.21. Curing Concrete, (2) Water Curing, (a) Wet
Mat. The first two sentences of the first paragraph are hereby
voided and replaced with the following:
Polyethylene sheeting or burlap-polyethylene blankets placed
in direct contact with the slab will be required when the air
temperature is expected to drop below 40F during the first 72
hours of the curing period. Wet mats placed in direct contact
with the slab will be required when the air temperature is
expected to remain above 40F for the first 72 hours of the
curing period.
6-6 420---005
8-77
STATE DEPARTMENT OF HIGHWAYS AND PUBLIC TRANSPORTATION
SPECIAL PROVISION
TO
ITEM 421
CONCRETE FOR STRUCTURES
For this project the Item, "Concrete for Structures", is hereby
amended with respect to the clauses cited below. No other clauses
or requirements are waived or changed hereby.
Article 421.2. Materials. (1) Cement. The first paragraph
of this Subarticle is hereby supplemented by the following:
When the cement is to be used in concrete with aggregates that
may be deleteriously reactive, the alkali content (Na20+O-658K20)
of the cement shall not exceed 0.60 percent.
The fourth paragraph of this Subarticle is hereby voided and
replaced by the following:
Ail cement used in a monolithic placement shall be of the same
type.
Article 421.2. Materials. (3) Coarse Aggregate. The second
paragraph of this Subarticle is hereby voided and replaced by the
following:
Unless otherwise specified on the plans, coarse aggregate will
be subjected to five cycles of both the sodium sulfate and the
magnesium sulfate soundness test in accordance with Test Method
Tex-411-A. When the loss is greater than 12 percent with sodium
sulfate and/or 18 percent with magnesium sulfate, further testing
will be required prior to acceptance or rejection of the material.
A satisfactory record under similar conditions of service and
exposure will be considered in the evaluation of material failing
to meet these requirements.
The fifth paragraph of this Subarticle is hereby supplemented
by the following:
In the case of aggregates made primarily from the crushing of
stone, if the material finer than'the 200 sieve is definitely
1-6 421---020
8-80
estnblished to be the dust of fracture, essentially free from
clay or shale, as established by Part III of Test Method Tex-
406-A, the percent may be increased to 1.5.
Table 1 Coarse Aggregate Gradation Chart is hereby voided and
replaced by the following:
Percent Retained on each Sieve
Aggregate Nominal 3 2-1/2 2 1-1/2 3/4 1/2 3/8 No. No.
Grade No. Size in. in. in. in. in. in. in. 4 8
1 2-1/2 in. 0 0 to 0 to 15 to 60 to 95 to
5 20 50 80 100
2 1-1/2 in. 0 0 to 30 to 70 to 95 to
5 60 90 100
3 1 in. 0 to 10 to 40 to 95 to
5 40 75 100
4 3/8 in. 0 5 to 75 to~
30 100
5 0 0 to 45 to 90 to 95 to
10 80 100 100
Table 1
COARSE AGGREGATE GRADATION CHART
Article 421.2. Materials. (4) Fine Aggregate. Table 2, Fine
Aggregate Gradation Chart is hereby voided and replaced by the
following ~
Percent Retained on Each Sieve
Aggregate 3/8 No. No. No. No. No. No. No.
Grade No.. in. 4 8 16 30 50 100 200
1 0 0 to 0 to 15 to 35 to 65 to 90 to 97 to
5 20 50 75 90 100 100
NOTE 1: Where manufactured sand is used in lieu of
natural sand the percent retained on the No. 200
sieve shall be 94 to 100.
NOTE 2: Where the sand equivalent value is greater
than 85, the retainage on the No. 50 sieve may be
65 to 94 percent.
Table 2
FINE AGGREGATE GRADATION CHART
2-6 421---020
8-80
Article 421.2. Materials. (4) Fine Aggregate. The third
paragraph of this Subarticle is hereby voided and replaced by
the following:
Unless otherwise shown on plans, the acid insoluble residue
of fine aggregate used in slab concrete subject to direct traffic
shall be not less than 28 percent by weight when tested in
accordance with Test Method Tex-612-J.
The seventh paragraph of this Subarticle is hereby voided and
replaced by the following:
For Class H or H-H Concrete, the fineness modulus of the fine
aggregates shall be between 2.40 and 2.90.
Article 421.5. Measurement of Materials.
hereby supplemented by the following:
This Article is
When a mobile, continuous, volumetric type mixer is used, an
accurate method of measuring ingredients by volume will be
required.
Article 421.7. Classification and Mix Design. The first
sentence of the fourth paragraph of this Article is hereby
voided and replaced with the following:
Trial batches will be made and tested using all the proposed
ingredients prior to the placing of concrete, and when the aggre-
gate, and/or type, brand or source of cement, or admixture is
changed. When the brand and/or source of cement only is changed
the Engineer may waive trial batches only if a prior record of
satisfactory performance of the cement has been established.
The seventh paragraph of this Article is hereby voided and not
replaced.
The first sentence of the ninth paragraph of this Article is
hereby voided and replaced by the following:
When a retarding admixture is required for hot weather con-
creting, as specified in Article 420.13, the amount to be used
will be as required in the Item, "Concrete Admixtures", subject
to change by the Engineer when required.
Article 421.8. Consistency.
voided and not replaced.
The first paragraph is hereby
3-6 421---020
8-80
Table 3 Slump Requirements is hereby voided and replaced by
the following:
Concrete Designation Desired Slump Max. Slump
Structural Concrete
(1) Cased Drilled Shafts 5
(2) Uncased Drilled Shafts, 4
Thin-Walled Sections
(9" or less)
(3) Slabs,Caps,Columns,Piers, 3
Wall Sections Over 9",etc.
(4) Prestressed Concrete Members
Class H 4
Class H-H 6
4
5
8
Underwater or Seal Concrete
5 6
Riprap,Curb, Gutter and
Other Miscellaneous Concrete
as specified by Engineer
Note:
No concrete will be permitted with slump in excess of
the maximums shown.
Table 3
SLUMP REQUIREMENTS
Article 421.9. Quality of Concrete, General. The first
second and fourth paragraphs of this Article are hereby voided
and replaced by the following:
The concrete shall be uniform, workable and of a consistency
acceptable to the Engineer. The cement content, maximum allowable
water/cement ratio, the desired and maximum slump, the proper
amount of entrained air and the strength requirements for all
classes of concrete shall conform to the requirements of these
specifications. It shall be the responsibility of the Contractor
to provide concrete meeting these requirements.
During the progress of the work, the Engineer will cast test
cylinders or beams, perform slump and en[rained air tests and
temperature checks, as required, to insure compliance with the
specifications. If the required strength or consistency of the
class of concrete being produces cannot be secured with the
minimum cement specified or without exceeding the maximum water/
cement ratio, the Contractor will be required to furnish different
aggregates, use a water reducing agent, an air-entraining agent
or furnish additional cement in order to provide concrete meeting
these specifications.
4-6
421---020
8-80
Table 4 - Classes of Concrete is hereby voided and replaced by
the following:
Class Sx. Cement Min. Comp. Min.Beam Max.Water Coarse
of per C.Y. Strength (f'c) Strength Cement Aggr.
Conc. Min. 28 Day psi 7 Day psi Ratio No.
--A(a) 5.0 3000 (d)500 6.5 (b)1-2-
3-4 (e)
B 4.0 2000 330 8.0 2-3-4(e)
C(a) 6.0 3600 (d)600 6.0 (b~-2-3
C(a)(~ 6.0 Min. 3600 (d)600 5.5 2-3
C-C 7.0 Min. 5500 N.A. 4.2 2-3
~)(D(j Xg) (7 day-4500)
D 3.0 1500 250 11.0 2-3-4(e)
E 6.0 3000 500 7.0 2-3
F(a) 6 0 to As Specified f,
· c 5.5 2-3
8.0 on Plans 6 ~
H(c) 6.0 to As Specified N.A. 5.5 3-5
8.0 on Plans
H-H 6.0 to As Specified N.A. 4.5 3-5
(h) (g) 8.0 on Plans
(a) Entrained Air (slab, pier and bent concrete).
(b) Grade 1 Coarse Aggregate may be used in foundations
only (except cased drilled shafts)
(c) Entrained Air for slab concrete only.
(d) When Type II Cement is used with Class C Concrete,
the 7 day beam break requirement will be 550 psi;
with Class A, 460 psi min.
(e) The use of Grade 4 aggregate must have prior approval
of the Engineer.
(f) For bridge slabs and slabs of direct traffic culverts.
(g) A high-range water reducing admixture will be required
with this class of concrete.
(h) When properly certified by the Materials and Tests
Division this class of concrete may be used for prestressed
concrete members.
(j) This class of concrete may be used only when included in
the contract.
Table 4
CLASSES OF CONCRETE
5-6
421---020
8-80
Article 421.11. Mixing and Mixing Equipment. The fourth
paragraph of this Article is hereby voided and replaced by the
following:
After all the required materials are in the mixer, unless
otherwise specified by the Engineer the concrete shall be
mixed not less than 50 seconds nor more than 90 seconds,
measured from the time the last material enters the mixer to
the time discharge of the concrete begins.
Article 421.11. Mixing and Mixing Equipment.
is hereby supplemented by the following:
This Article
For all miscellaneous concrete placements, including foundation
placements on illumination, signing and traffic signal projects,
a mobile, continuous, volumetric type mixer may be used. The
mixer shall be designed to receive, store and accurately measure
by volume all the concrete ingredients, including admixtures,
required by the mix design in a continuous uniform rate and
mix them to the required consistency before discharging. All
proportioning devices and mixing systems shall be synchronized
to operate simultaneously so as to produce accurately propor-
tioned and thoroughly mixed concrete. Materials delivered
during a revolution of the driving mechanism, or in a selected
time interval, will be considered a batch and the proportion
of each ingredient will be calculated in the same manner as
for a batch type plant.
A copy of the manufacturer's design, showing dimensions and
arrangement of blades, shall be made available upon request of
the Engineer.
Worn blades shall be replaced with new blades in accordance
with the manufacturer's design and arrangement for that particular
unit.
Continuous mixers shall have adequate water supply and metering
devices. No water shall be added to the concrete after the initial
mixing water without the permission of~ the Engineer.
6-6 421---020
8-80
STATE DEPA~T~NT OF HIGHWAYS A~ PUBLIC TRANSPORTATION
SPECIAL PROVISION
TO
ITEM 437
CONCRETE ADMIXTURES
For this project the Item, "Concrete A~ixtures", is hereby
amended with respect to the clauses cited below. No other
clauses or require~nents are waived or changed hereby.
Article 437.2. General.
by the following=
This Article is hereby supplemented
A "high-range water reducing admixture" is defined as a material
whiqh when added to a concrete mix in the correct quantity will
produce the results required in Article 437.3 herein.
Article 437.3. Retarding and Water Reducing Admixtures is
hereby supplemented by the following~
When required by the plans and/or specifications, or when
approved for prestressed concrete members, a high-range water
reducing admixture shall be used which, when compared to a
standard mix design in accordance with ASTM C-494, shall produce
the following results.
1. It shall reduce the required water by a min~um of 15%.
2. It shall not increase shrinkage when tested in accordance
with ASTM C-494.
3. It shall increase the seven day con~ressive strength of
the concrete by a n~n/m~ of 25%.
4. It shall not retard the initial set of concrete by more than
one hour when tested in accordance with ASTM C-403.
5. It shall contain no chlorides, air entraining agents or urea.
Article 437.5.
by the following:
Approval of Admixtures is hereby supplemented
1-2
437---005
3-79
Any of the following high-range water reducing admixtures may
be used if they meet the requirements specified herein.
FX-32, Sikament, Melment, Lomar-D, Mighty-150 or WRDA-19
Article 437.6. Construction Use of Admixtures is hereby
supplemented by the following:
The high-range water reducing admixture may be incorporated
into the mix in either liquid or powder form. The amount to be
used shall be in accordance with the manufacturer'~ recommended
range, based upon adequate trial batches and as approved by the
Engineer. The volume of water in the water reducer shall be
taken into account in determining the water/cement ratio of the
mix.
The high-range water reducing admixture may be introduced into
the mix entirely at the plant, a portion thereof introduced at
the plant with the balance added at the job site, or all of the
required amount introduced at the job site as determined by
adequate trial batches, and approved by the Engineer.
If during the placement of concrete, an appreciable slump loss
is noted, additional high-range water reducing admixture will be
required to bring the concrete back to the desired consistency.
The addition of water other than that in the water reducer will
not be permitted at the job sate.
A retarder may be used if approved by the Engineer when the
temperature of the concrete is approaching the maximum limit
of 85F. When a retarding agent is required herein or by
Article 420.11 or 420.13, a separate retarding agent will be
,lsed. The retarder must be compatible with any other admixtures
b,~].ng used.
2-2
437---005
3-79
STATE DEPARTMENT OF HIGHWAYS AND PUBLIC TRANSPORTATION
SPECIAL PROVISION
ITEM 440
REINFORCING STEEL
For this project the item, "Reinforcing Steel", is hereby
amended with respect ot the clauses cited below. No other
clauses or requirements are waived or changed hereby.
Article 440.2. Materials. The first paragraph of this
Article is hereby voided and replaced with the following:
Unless otherwise designated on the plans, or herein, all bar
reinforcement shall be deformed, and shall conform to one of
the following:
(1) ASTM Designation: A 615, Grades 40 or 60, open hearth,
basic oxygen, or electric furnace new billet steel, or
(2) ASTM Designation: A 617, Grades 40 or 60, axle-steel.
When no specific grade is specified on the plans, the rein-
forcing steel shall be minimum Grade 40.
The second paragraph of this Article is hereby voided and
not replaced.
The fourth paragraph of this Article is hereby voided and
replaced by the following:
Spiral reinforcement shall be either smooth or deformed bars,
or wire, of the minimum size or gauge shown on the plans, or as
specified herein. Bars for spiral reinforcement shall comply
with ASTM Designation: A675 (reference to ASTM A 29 is voided),
A 615 or A 617. Wire shall be cold-drawn from rods that have
been hot-rolled from billets and shall comply with ASTM Desig-
nation: A 82.
Unless otherwise shown on the plans the minimum yield strength
for spiral reinforcement shall be 40,000 Psi.
1-4 440---003
3-80
Article 440.4.
fol low lng:
Tolerances is hereby voided and replaced by the
440.4. Tolerances. Fabricating tolerances for bars, from plan
dimensions, shall not be greater than shown in Figure 1.
Article 440.6. Splices.
placed by the following:
Paragraph two is hereby voided and re-
Splices not provided for on the plans will be permitted, but not
included for measurement, in Grade 40 bars only, sizes No. 8 and
smaller, subject to the following:
Splices will not be permitted in bars 30 feet or less in plan
length. For bars exceeding 30 feet in plan length, the distance
center to center of splices shall not be less than 30 feet minus
one splice length, and no individual bar length shall be less
than 10 feet. Splices which are not shown on the plans, but
permitted hereby, shall be made in accordance with Table 1. The
specified concrete cover shall be maintained at such splices
and the bars placed in contact and securely tied together.
.+ =~" Frgm end of bar t_~_o o_ny bend
Spiral or
Circuler Tie
1
Stirrup or Tie
FIGURE I
2-4
440---003
3-80
Article 440.7. Placing.
placed by the following:
This article is hereby voided and re-
440.7. Placing. Unless otherwise shown~on the plans, dimensions
shown for reinforcement are to the centers of the bars. Rein-
forcement shall be placed as near as possible in the position
shown on the plans. In the Plane of the steel parallel to the
nearest surface of concrete, bars shall not vary from plan
placement by more than one-twelfth of the spacing between bars.
In the plane of the steel perpendicular to the nearest surface
of concrete, bars shall not vary from plan placement by more
than one-quarter inch. Cover of concrete to the nearest surface
of steel shall meet the above requirements but shall never be
less than one inch.
The reinforcement shall be accurately located in the forms, and
firmly held in place, before and during concrete placement, by
means of bar supports, adequate in strength and number to pre-
vent displacement, to keep the steel at the proper distance from
the forms and to carry the reinforcing bars they support. Bars
shall be supported by standard galvanized bar supports, bar
supports with plastic tips, stainless steel bar supports, ap-
proved plastic bar supports or approved pre-cast mortar or
concrete blocks.
For approval of plastic bar supports, representative samples of
the plastic shall show no visible indications of deterioration
after immersion in a five percent solution of sodium hydroxide
for 120 hours.
Mortar or concrete blocks shall be cast to uniform dimensions with
adequate bearing area. A suitable tie wire shall be provided in
each block for anchoring to the steel. They shall be accurately
cast to the thickness required in molds approved by the Engineer.
The'surface placed adjacent to the form shall be a true plane,
free of surface imperfections. The blocks shall be cured by
covering with wet burlap or mats for a period of 72 hours. Mortar
for blocks shall contain approximately one part cement to three
parts sand. Concrete for blocks shall contain nine sacks of
cement per cubic yards.
Individual bar supports shall be placed in rows at four foot maxi-
mum spacing in each direction. Continuous type bar supports shall
be placed at four feet maximum spacing.
Ail reinforcing steel shall be tied at all intersections, except
that where spacing is less than one foot in each direction, alter-
nate intersections only need be tied. Mats of wire fabric shal.1
overlap each other one full space minimum to maintain a uniform
strength and shall be fastened securely at the ends and edges.
3-4 ~
440---003
3-80
Before any concrete is placed, all mortar, mud, dirt, etc. shall
be cleaned from the reinforcement. No concrete shall be deposited
until the Engineer has inspected the placement of the reinforcing
steel and given permission to proceed.
If the reinforcement is not adequately supported or tied to resist
settlement, floating upward, overturning of truss bars, or move-
ment in any direction during concrete placement, permission to con-
tinue concrete placement will be withheld until corrective measures
are taken. Sufficient measurements shall be made during concrete
placement to insure compliance with the first paragraph of this
Article.
4-4 440---003
3-80
TEXAS HIGHWAY DEPARTMF/qT
SPECIAL PROVISION
TO
ITEM 442
METAL FOR STRUCTURES
For this project, Item 442, "Metal For Structures" is hereby
amended with respect to the clauses cited below. No other clauses
or requirements are waived or changed hereby.
Article 442.3. Structural Steel. (1) Steel For Main Members is
hereby voided and replaced with the following:
Article 442.3. Structural Steel. (1) Steel For Main Members.
Unless otherwise shown on the plans, structural steels listed
herein shall conform to the longitudinal Charpy V-notch require-
ments of Group 1 in accordance with Table A. Sampling and testing
shall be in accordance with ASTM A673. The (H) frequency of heat
testing shall be used for all material except that (P) frequency
shall be used for ASTM A514-517 steels.
(a) Carbon Steel. When shown on the plans and in the pro-
posal as Structural Steel-HYC, the material shall conform to the
requirements of ASTM Designation: A36.
(b) High Strength Steel (HS). High strength steel will be
specified on the plans by minimum required yield strength (Exam-
ple - HS-42, 42,000 psi minimum yield) and will be tabulated on
the plans and in the proposal as Structural Steel-HS.
When so specified, the steel shall conform to one of the fol-
lowing ASTM Steels subject to thickness and physical requirements
of the pertinent ASTM Specification:
1. ASTM Designation: A441,High-Strength
Manganese Vanadium Steel.
Low-Alloy Structural
2. ASTM Designation: A572, High-Strength Low-Alloy Columbium-
Vanadium Steels of Structural Quality, maximum Grade 50. For
1-4 442---009
3-79
welded structures the material will be limited to shapes
in ASTM Groups 1, 2 and 3; plates and bars limited to a
maximum thickness of 2 inches. For mechanically fastened
structures, plates and bars will be limited to a maximum
thickness of 4 inches.
3. ASTM Designation: A588, High-Strength Low-Alloy Struc-
tural Steel With 50,000 psi Minimum Yield Point To 4 Inch
Thickness.
(c) Extra High Strength Steel (XHS). Extra high strength
steel will be specified on the plans by minimum required yield
strength (Example-XHS-90, 90,000 psi minimum yield) and will be
tabulated on the plans and in the proposal as Structural Steel -
XHS. When so specified, the steel shall conform to the following:
1. ASTM Designation: A514, High-Yield Strength, Quenched and
Tempered Alloy Steel Plate.
The steel furnished shall be suitable for welding. Structural
shapes and seamless tubing, meeting the other requirements of
A514 steels, will be permitted with a maximum tensile strength of
140,000 psi for structural shapes and 145,000 psi for seamless
tubing..
2. ASTM Designation: A517, Pressure Vessel Plates, Alloy Steel,
High-Strength, Quenched and Tempered.
(d) High Strength Steel for Riveted or Bolted Construction(HSR).
High strength steel for riveted or bolted construction will be
specified on the plans by minimum required yield strength (Example -
HSR-65, 65,000 psi minimum yield) and will be tabulated on the plans
and in the proposal as Structural Steel-HSR.
When so specified, the steel furnished shall~meet the require-
ments of ASTM Designation: A242, A440, A441, A572, A588, A514 or
A517 subject to thickness and stress requirements of the pertinent
ASTM Specification and of the plans. Other ASTM Types and grades
may be permitted when specified on the plans.
When used for bolted or riveted construction (no welding required),
impact requirements will be in accordance with T~ble A.
2-4 442---009
3-79
Article 442.3. Structural Steel. Subarticle (2) Miscellaneous
Steel. (a) is hereby voided and replaced by the following:
(a) Unless otherwise shown on the plan~ structural steel for
members such as shoes, diaframs, stiffeners (including bearing
stiffeners), lateral bracing, diagonals, armor joints and finger
joints shall conform to ASTM Designation: A36 or AS00, Grade B.
Structural steels used for secondary or nonstress-carrying
members will not be subject to impact requirements.
Ail steels greater than 1/2 inch in thickness used for struc-
tural supports for highway signs, luminaires and traffic signals
shall conform to the longitudinal Charpy V-notch requirements of
Group 1 in accordance with Table A.
Materiel Thickness- G~oup 1 G~oup 2 Gzoup 3
Inches See Notes See Notes See Notes
A-441 a~
A-242
~chanieaily 15 ft. ih. 15 ft. Xb. 'X5 ft. lb.
fa~ten~ at
A-58B* Up to 2" X5 ft. Xb. X5 ft. Xb. X5 ~t. ~b.,
Weld~
~er 2' t'o 20 ft. lb. 20 rtz lb. 20 ft. Ab.
4" weXd~
Up to 4"
mechanically 25 ~t. lb. 25 ft. lb. 25 ~. ~b.
fasten~ at 30F at 0 r at -30F
A-5~4- Up to ~" 2S ~t. lb. 2S ft. lb'~ 2g ft.' lb.
517 weld~
~er ~" to 35 ~t. lb. 35 ft. lb. 35 ft. lb.
4" weld~ at 30F at 0 F at -30F
Notes:
Group 1: Minimum Service Temperature O F and above.
Group 2: Minimum Service Te~nperature from -IF to -30F.
Group 3: Minimum Service Temperature from -31F to -6OF.
*If the yield point of the material exceeds 65 ?si, the temperature for
the CVN value for acceptability shall be reduced by 150 F for each in-
crement of 10 ksi above 65 ksi.
TABLE A
LONGZ'I~/DXNAL C~IARI~f V-NOTCH R~OUXREtqENTS
3-4 442---009
3-79
Article 442.15. Steel Deep Beam Rail. This Article is hereby
voided and replaced by the following:
The rail element shall be either 10 gage (0.1345 inches nominal
thickness) or 12 gage (0.1046 inches nominal thickness), exclusive
of protective coating, as required by the plans. Rail element
shall meet all requirements of AASHTO M-180 except as modified on
the plans.
The terminal connector shall be of the same material, but shall
not be less than 10 gage.
Unless otherwise noted on the plans the rail element shall be
galvanized.
4-4
442---009
3-79
CITY OF DALLAS
STANDARD SPECIFICATION
TO
ITEM 450
ALUMINUM BRIDGE RAILING
The railing shall be of the type indicated on the plans and of the
particular aluminum alloy specified or indicated on the plans. Cast rail
posts and rail members shall conform to the following A.S.T.M. Designation
and alloy numbers unless otherwise indicated or specified:
Material A.S.T.M. Alloy
Tubing B 235
Sand Castings B 26
Permanent Mold Castings B 108
Shims B 209
6061-T6 or 6062-T6
SG7OA-T6 or GIOA-T4
SG7OA-T6
1100-0
For castings using alloy SG7OA-T6, the iron content shall not be in excess
of 0.2 per cent. The elongation in 2 inches shall not be less than 10 per
cent.
To facilitate bending or straightening, aluminum materials other than
castings may be heated to a temperature not exceeding 400o F. for a period not
exceeding 30 minutes. Welding of aluminum materials shall be done by an inert
gas shielded, electric arc welding process in which no welding flux is used.
Torch or flame cutting of aluminum will not permitted.
After the pipe has been formed to the required section, it shall be cut
to the lengths required. The end cuts and notches shall be made at such
angles with the axis of the pipe required to produce vertical end faces and
plumb posts when required by the plans. Cutting and notching of pipe shall be
done with a saw or other means that will insure a neat and workmanlike finish.
Where the pipe rail and posts must be shop fabricated into panels, these
shall be constructed while mounted in a suitable jig. As each rail section is
completely assembled and connected, the next succeeding section shall be set
in its proper relative position with the ends engaged, and shall remain, in
this position until completely connected. The two sections then shall be match
marked so that they may be erected in the same order in which they were fabri-
cated.
Castings may be either sand castings or permanent mold castings. The
castings shall be of uniform quality and condition, free from cracks, and
shall not contain defects such as blow holes, porosity, hard spots, or
shrinkage effects which due to'the degree or extent, will materially affect
the suitability of the casting for its intended use. The castings shall be
free of all burrs, fins, discolorations, and mold marks. The finished cast-
ings shall have a smooth and uniform appearance and texture, Aluminum cast-
ings shall not be repaired by plugging, welding or other methods.
1-2
ALUMINUM BRIDGE RAILING: (Continued)
Bolts and nuts for anchoring the railing to the structure shall be
either cadmium plated steel or aluminum alloy as shown on the plans. All
other bolts shall be aluminum alloy. If cadmium plated bolts are required
the folts shall conform to A.S.T.M. Designation A 307, and the aluminum
bolts shall be alloy 2024-T4 with alumilite finish or equal, and shall be
made form rod conforming to A.S.T.M. Designation B 211. Nuts for aluminum
bolts shall be aluminum alloy 6061-T6 made from rod conforming to A.S.T.M.
Designation B 211.
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CITY OF DALLAS
STANDARD SPECIFICATION
TO
ITEM 560
METAL BEAM GUARD RAIL
The rail elements shall be of the deep beam type fabricated to develop
continuous beam strength and shall consist of metal plate or sheet formed
into a beam not less than 12 inches wide and 3 inches deep as shown on the
plans and details. The beam shall be free from warp. When tested with
a straightedge or string along either edge of a 12½ foot sectional length
of beam, the maximum deviation of the beam edges from the straight line
shall not exceed one-half inch at any point. Aluminum rail elements shall
have a nominal thickness of 0.156 inches minimum, and steel rail elements
shall no be less tha 10 gage, and the terminal section of steel rail shall
not be less than 10 gage. Where aluminum rail is used, the plate or sheet
shall be of nominal thickness above specified, with variations in thickness
no exceeding those as outlined in A.S.T.M. Designation B 209. Where steel
rail is used, the plate or sheet shall be the United States Standard Gage.
The rail shall be either aluminum, painted steel, or galvanized steel
as shown on the plans, and shall conform to the following requirements.
(A) Aluminum Rail The rail element shall be aluminum alloy, Alloy
Alclad 2024, temper T3 conforming to A.S.T.M. Designation B 209.
The terminal sections shall be aluminum alloy Alloy Alclad 2024, tem-
per T42 conforming to A.S.T.M. Designation B 209.
(B) Painted Steel Rail The rail element and terminal section shall
be formed from open-hear~h or electric-furnace steel conforming to the
requirements of A.S.T.M. Designation A 245, Grade C or A.S.T.M. Designation
A 7. The railing shall receive I shop coat of red lead paint and 2 field
coats of aluminum paint in accordance with the requirements of Section S 8,
"Paint and Painting".
(C) Galvanized Steel Rail The rail element and terminal section
shall be formed from open-hearth or electric-furnace steel conforming
to the requirements of A.S.T.M. Designation A 245, Grade C or A.S.T.M.
Designation A 7.
The rail element and the terminal section shall have a galvanized coat-
ing of not less than 2½ ounces per square foot of exposed surface. The
rail may be galvanized before or after fabrication and shall conform to the
requirements of A.S.T.M. Designation A 123 or A.S.T.M. Designation A 93,
whichever is applicable.
(D) Fittings All bolts and nuts used with aluminum rail shall be
as follows. Bolts shall be aluminum alloy 2024-T4 with Alumilite finish
or equal, and shall be made from rod conforming to A.S.T.M. Designation B
211. Nuts shall be aluminum alloy 6061-T6 made from rod conforming to
A.S.T.M. Designation B 211.
METAL BEAM GUARD RAIL: (Continued)
All bolts and nuts used with painted or galvanized steel rail shall
be made by either the open-hearth or electric-furnace process and shall
have proper shrength for the purpose intended. They shall be hot-dip
galvanized to conform to A.S.T.M. Designation A 153.
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ITEM 600
SPECIAL PROJECT CONSIDERATIONS
BID PROPOSAL: The Contractor shall fill in the number of days for
completion of the Project in the appropriate blank left on sheet C-5
of the Bid Proposal. The Contractor should set forth the time that
he feels is reasonable and proper to complete the Project considering
average climatic conditions.
TEMPORARY CASINGS: Groundwater seepage may be encountered during
installation of the drilled shafts. The use of temporary casing will then
be.necessary to properly install shafts which do experience groundwater
seepage. The casing shall be seated in the shale with all water and
most loose material removed prior to beginning the design penetration.
Care will be taken to insure a sufficient head of plastic concrete is
maintained during extraction to completely fill all voids. Complete
installation of individual shafts shall be accomplished in one days
operation and concrete placement should proceed within eight hours of
acheivin§ design penetration. These temporary casings will be paid for
on a lump sum basis for each drilled shaft affected.
ABUTMENT WALLS: The Contractor shall furnish and install a free draining
cohesionless sand backfill behind the abutment walls with either weep
holes and/or drains to prevent hydrostatic pressures from developing
behind the walls. The volume to be paid for shall not exceed two feet
at the base and a wedge from that point at a slope of l:l. The material
shall be uniformly compacted to approximately 90 percent of ASTMD-6gS.
Over compaction is not' desired as it will increase the lateral pressures.
The sand will be paid for by the cubic yard in place, as provided for in
the Bid Proposal.
PREFORMED COMPRESSION SEAL AND LUBRICANT-ADHESIVE
The preformed compression seals shall be of the open-cell compression type
for sealing joints in concrete decks of brid§es.
The seals shall comply with the sketches as shown on the plans.
1. MATERIALS
The seal shall conform to the requirements of ASTM D 2628-69 except
compression set requirements will not apply.
2. IDENTIFICATION MARKING
The seals shall be marked with the name, or a suitable trademark of the
manufacturer, date of production, and lot number, at intervals of not
more than 4 feet. It will not be required to date the material if the
lot number certification shows the date of manufacturing. On the top
surface of the seals, a mark shall be placed at every 1 foot interval,
sufficiently clear and durable to enable making length measurements on
each seal after installtion. Field marking of the one foot intervals on
the top of the seal will be permitted.
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e
REQUIREMENTS FOR LUBRICANT-ADHESIVE
The lubricant-adhesive shall be used as received from the manufacturer
with no dilution. The lubricant-adhesive shall be delivered in containers
plainly marked with the manufacturer's name or trademark, lot number and
date of manufacture. The material shall be protected during storage as
recommended by the manufacturer. Partially used containers shall be
resealed immediately after use to prevent deterioration of the material
and any deteriorated material shall be discarded without any attempt
to retemper for further use. The lubricant-adhesive shall conform to the
following requirements:
The adhesiCe shall be a one-part, moisture curing polyurethane and
aromatichydrocarbon solvent mixture with the following physical properties:
Average weight per gallon
Solids Content
The adhesive shall remain fluid from
Film Strength (ASTM D 412)
Elongation
800 lbs ± 10%
65% by wt. min.
5°F to 120°F
1200 psi. min.
250% min.
Material shall have a shelf life of at least one year.
SAMPLING
The Owner reserves the right to sample and test joint seals and lubricant-
adhesive materials at any time prior to or after delivery.
When required by the Engineer, the Contractor shall furnish, without
charge, a test sample of the seal for each date of manufacture. A
total of 3 linear feet shall be required for testing on one lot, with
no individual test specimen less than one foot.
A 1-pint sample from each lot of lubricant-adhesive shall be furnished
upon request fo the Engineer.
CERTIFICATION AND ACCEPTANCE
The Contractor shall furnish manufacturer's certifications in triplicate
for each day's production represented, shOwing results of tests for the
material supplied and certifying that it meets all the requirements specified.
Manufacturer's certifications for lubricant-adhesive shall attest that the
material conforms to the above specification.
The acceptance of the preformed-elastomeric joint seal shall be based
upon the manufacturer's certification indicating conformance to the test
requirements and'upon the results of such tests and Engineer may desire
to make, providing the material conforms to thickness requirements shown
on plans and the cellular arrangement is such that it will resist rotation
of the top edges of seal.
PAINTING
When the bridge superstructure is concrete the structural steel for the
expansion device and curb Plates shall be cleaned and painted in the shop
in accordance with Sec. 1045.15 of the Standard Specifications, using
System C prime coat, and providea minimum dry film thickness of 5 mils.
Cleaning, appliCation, and touchup shall be' in accordance with Sec. 712.12.
In lieu of painting, the Contractor may, if he prefers, galvanize this'
material in accordance with ASTM A-123. Field painting will not be required.
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e
When any of the superstructure is steel, the shop and field paint shall
be in accordance with the specified paint system for the structural steel.
INSTALLATION PROCEDURES
The compression seal shall be installed in joints in one continuous piece
without field splices. Factory splicing will be permitted where individual
joints are in excess of 53 feet, including sample section.
The seal shall be placed so that at maximum bridge expansion its top edge
is a minimum of 1/4 inch below the ridil~g surface.
Twistings, curling and nicking of seals is prohibited.
The lubricant-adhesive shall be applied in a continuous film to the sides
of the seal and to the joint surfaces just prior to seal being placed in
the joint.
The seal shall.be installed using a seal installation machine as recommended
by the manufacturer, that insures against the seal being in tensiun in the
joint. Unless a piece of equipment can install seal without elongation,
the seal shall be pre-cut to exact lengths of joint (plus ends if needed)
for each joint prior to placement. The seal shall then be installed
and measured for stretch. Anything over 5 percent in stretch shall be
rejected and the seal removed and reinstalled.
Any lubricant-adhesive in the "V" on the top of the installed seal shall
be removed before it dries.
8. METHOD OF MEASUREMENT
The length of prefor~ed compression Joint seal in place, including
structural steel and shop painting, shall be measured between roadway
faces of curbs or median and curb to the nearest linear foot of joint seal
along centerline of the joint. No measurement will be made of portions
of the joint which extend past the roadway face of curbs or median, or
for the curb plates.
BASIS OF PAYMENT
Preformed compression joint seal will be paid for at the contract unit
bid price per linear foot for each size in place. No direct payment will
be made for structural steel, shop painting, compression seal, all
materials, tools, equipment, labor or any other work and incidentals
necessary to complete the item.
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