HomeMy WebLinkAbout2000-12-12 - AGENDA REPORTS - HASKELL CYN BRIDGE BIDS (2)CITY OF SANTA CLARITA
AGENDA REPORT
CONSENT CALENDAR
DATE: December 12, 2000
City Manager Apprm
Item to be presented
SUBJECT: HASKELL CANYON BRIDGE WIDENING, PROJECT NO. S4002 -
APPROVE THE PLANS, SPECIFICATIONS, AND ESTIMATE (PS&E),
AND AUTHORIZE ADVERTISING FOR BIDS
DEPARTMENT: Transportation & Engineering Services
RECOMMENDED ACTION
City Council approve the plana, specifications, and estimate for the Haskell Canyon Bridge
Widening, Project No. S4002, and authorize the advertising for bids.
BACKGROUND
The project consists of the widening of the existing Haskell Canyon Bridge, north of
Bouquet Canyon Road, to accommodate four travel lanes, a center lane, and bike lanes.
On July 13, 1993, the City Council awarded the design contract for the widening of the
Haskell Canyon Bridge to ASL Consulting Engineers. The design was completed and was
on hold for future funding.
There were code changes and new requirements passed because of the January 17, 1994
Northridge earthquake. Since the design was completed seven years ago, the
Haskell Canyon Bridge plane need to be updated. On July 27, 2000, staff submitted the
plans back to ASL Consulting Engineers to review and update the plans, specifications, and
estimates (PS&E) to meet code changes and new code requirements.
Plans and specifications for this project have been completed and are available for review in
the City Clerk's Reading File and the City Engineer's office.
Other action as determined by the City Council.
10 gide It : FRIUIU�J�'
HASKELL CANYON BRIDGE WIDENING PROJECT
December 12, 2000 - Page 2
Funds for this project in the amount of $621,300.00 were appropriated in the budget for
Fiscal Year 2000-2001. The project is funded by HBRR funds (Account No. 54002453) for
$371,200.00 and Gas Tax funds (Account No. 54002201) for $250,100.00.
Area Map
Plans and Specifications (available in City Clerk's Reading File)
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HASKELL CANYON ROAD BRIDGE WIDENING
CITY OF SANTA CLARITA
BUILDING AND ENGINEERING SERVICES DEPARTMENT
TECEMCAL SPECIFICATIONS
(100% SUBMITTAL)
December 2000
Tetra Tech ASL
3280 East Foothill Boulevard, Suite 350
Pasadena, CA 91107
(626) 683-0066
DEPARTMENr OFTNANSPORTAT10N
BRIDGE GENERAL PLAN ESTIMATEor PLANNING ESTIIMTE 13
DPD -OW -0116A (Pw WN) 11
Am BY
ENGLISH X
BRIDGE: HASKELL CANYON ROAD
CONTRACT ITEMS
BRIDGE NO.: p8G1B60
I OUANTITY I AMOUNT
t
TYPE: PRECAST PRESTRESSED CONCRETE BEAM
LENGTH: 158.8 X WIDTH: 39
DISTRICT: 7
.AREA 8,193 SF
CO, LA
RTE. PM
DESIGN SECTION ASL Cmitft pErcwro
PROJECT INCLUDES
ANDS
LS
QUANTITIES BY: B.S.
OUANTITIES CHCKD BY: R.C.
CHO UNIT AND EA
DATE
DATE
9/20/00 ESTIMATE Naz
11/30/00 PRICE SY:
COST INDEX:
STRUCTURES
ROADWORK
w""n+ovTs un8 alst bpjllbtbd fpr Year 2001 58073 DBr SF
ESTIMATING - LAST
k"A4
CONTRACT ITEMS
I UNIT
I OUANTITY I AMOUNT
t
ITRAFFIC CONTROL SYSTEM
LS
1
2
lCONSTRUCTION STAKING
LS
1
3
TEMPORARY RAILING PE K
LF
380
s
TEMPORARY TRAFFIC SCREEN
LF
180
5
RECONSTRUCT PICKET RAILING
LF
332
e
BRIDGE REMOVAL PORTIO
LS
1
7
STRUCTURAL CONCRETE BRIDGE
CY
213
SF)
DRILL AND BOND DOWEL
LF
68
9
FURNISH PRECAST PRESTRESSED CONCRETE GIRDER
70'•80
EA
10
10
ERECT PRECAST PRESTRESSED CONCRETE GIRDER
EA
10
11
REFINISH BRIDGE DECK
SF
79
12
CORE CONCRETE
LF
38
,.In
inuReui ...s _.w..
w""n+ovTs un8 alst bpjllbtbd fpr Year 2001 58073 DBr SF
ESTIMATING - LAST
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TABLE OF CONTENTS
TECIMCAL SPECIFICATIONS
SECTION 1.
.....................................................................................................1
SPECIFICATIONS AND PLANS
SECTION2.
..............:......................................................1
(BLANK)............................................................................................................1
SECTION3.
(BLANK)............................................................................................................1
SECTION4.
(BLANK)............................................................................................................1
SECTION5.
GENERAL..........................................................................................................2
SECTION 5-1.
MISCELLANEOUS
...........................................................................................2
5-1.01
PAYMENTS
5-1.02
.......................................................................................................2
FINAL PAY ITEMS
.......................................................................................... 2
5-1.03
INSURANCE.:...................................................................................................2
SECTION6.
(BLANK)............................................................................................................2
SECTION7.
(BLANK)............................................................................................................
SECTION8.
2
MATERIAL........................................................................................................
SECTION 8-1.
3
MISCELLANEOUS
8-1.01
.......................... _................ 3
..........................................
SLAG AGGREGATE
SECTION 8-2
........................................................................................ 3
CONCRETE ..............................."
8-2.01
.............................................................. 3
PORTLAND CEMENT CONCRETE
8-2.02
............................................................... 3
TRANSPORTING MDMD CONCRETE
8-2.03
.......................................................... 3
CEMENT AND WATER CONTENT
SECTION 9.
.................................................
DESCRIPTION OF BRIDGE WORK
SECTION 10.
...............................................................4
CONSTRUCTION DETAILS
SECTION10-1.
............................................................................4
GENERAL..........................................................................................................4
10-1.01
ORDER OF WORK
10-1.02
...........................................................................................4
MOBILIZATION
10-1-03
...............................................................................................5
TRAFFIC CONTROL SYSTEM
10-1.04
.......................................................................5
TEMPORARY RAILING
10-1.05
..................................................................................5
CONSTRUCTION STAKING
10-1.06
...........................................................................6
RECONSTRUCT METAL BRIDGE (PICKET) RAILING
10-1.07
..............................6
BRIDGE REMOVAL
.........................................................................................7
10-1.08
CONCRETE STRUCTURES
10-1.09
.............................................................................7
PRECAST PRESTRESSED CONDRETE BRIDGE MEMBERS
....................9
10-1.10
DRILL AND BOND DOWELS
10-1.11
.......................................................................10
CORE CONCRETE
10-1.12
.....................................................................................11
REINFORCEMENT
.........................................................................................I1
10-1.13
METAL BRIDGE RAILING
10-1.14
................................................... ........................22
CONCRETE BARRIER
................................................................. 22
Q%WIND0WsrEMmTM.a«
� i
CITY OF SANTA CLARITA
BUILDING AND ENGINEERING SERVICES DEPARTMENT
TECHNICAL SPECIFICATIONS
SECTION 1. SPECIFICATIONS AND PLANS
The work embraced herein shall be done in accordance with the Standard Specifications for
Public Works Construction —1997 edition and supplements thereto (hereinafter referred to as the
"Standard Specifications"), the State of California, Department of Transportation Standard
Specifications, dated July 1992, (hereinafter referred to as . the "Caltrans Standard
Specifications") and various Standard Plans insofar as the same may apply and in accordance
with the following technical specifications.
The following are the Standard Plans referenced on the plans:
Standard Drawings, City of Santa Clarita
Standard Plans for Public Works Construction, 1997 Edition
Standard Plans, Los Angeles County Department of Public Works, 1995 Edition
Standard Plans, State of California Department of Transportation, July 1992
In case of conflict between Contract Documents, the documents highest in precedence shall
control. The precedence shall be:
1. Permits (or Agreement) from other agencies as may be required by law.
2. Technical Specifications.
3. Plans.
4. Standard Plans.
S. Standard Specifications for Public Works Construction.
6. Standard Specifications, State of California, Department of Transportation.
7. Reference Specifications.
Change Orders, Supplemental Agreements, and approved revisions to Plans and
Specifications will take precedence over Items 2 through 7 above. Contract plans shall have
precedence over general plans.
SECTION 2. (BLANK)
SECTION 3. (BLANK)
SECTION 4. (BLANK)
I, V
5-1.01 PAYMENTS
Attention is directed
technical specifications.
SECTION 5- GYRAL
SECTION 5-1. MISCELLANEOUS
to Section 9-3, "Payment," of the Standard Specifications and these
After acceptance of the contract
the Standard Specifications the Pursuant to Section 6-8 "
the maximum value for amount, if an Completion and Acceptance," of
Progress a Y, Payable for a contract item of work in excess of
included for payment in the first es Paymemate nt
after Purposes
acceptance of the contract will be
5-1.02 FINAL PAY ITEMS
When an item of work is designated as
for that item of work shall be the final a M to the Engineer's Estimate
item are revised by the Engineer, n the item or Estimate, the estimated quantity
pay quantity, unless the dimensions of any portion of that
dimensions of any portion of the item any Portion of the item is eliminated. If the
decrease in the estimated u are revised, and the revisions result in an increase or
revised in the quantity °f that item of work, the final a
eliminated amount represbe
ented by the changes in the Pay quantity for the item
the estimated quantity for the item will be elimined If a dimensions. If a final will is
is eliminated, the final pay quantity will be revisgd in the pay item is
Portion of the item of work. Portion of a final pay item
amount represented by the eliminated
The estimatedquantity
shall he considered s for each item of work designated as
determined by computations, based oproximate n a �d no a in the Engineer's Estimate
guarantee is made that the quantity which can be
the estimate quantity. No allow calls and dimensions shown on the
computations does not allowance will be made in the event Plans• will equal
equal the estimated quantity. that the quantity based on
In case of discrepancybe
item and the quantity or sbetween
the quantity shown in the Engineer's Estimate for a final pa
will be b mmation of quantities for the same item shown on the 1
ased on the quantity shown on the , Y
Engineer's Estimate. Pans, payment
5-1.03 INSURANCE
Pursuant to Section 7_ Insurance
lity
Contractor shall�in3' tyband Dama ehe Standard Specifications, the
when work h carry Public Liabili
En g Performed Before Property w g Liability Insurance at all times
Engineer the name, address and telephone number of the e' the Contractor shall
company, which has issued the liabili ins nearest claims adjusting Provide the
ty insurance. g office of the
SECTION 6. (BLANK)
SECTION 7. BLANK)
2
SECTION & MATERIAL
SECTION 8-1. MISCELLANEOUS
8-1.01 SLAG AGGREGATE
Aggregate produced from slag resulting from any steel -making process or from air-cooled
iron blast furnace slag shall not be used on this project.
SECTION 8-2. CONCRETE
8-2.01 PORTLAND CEMENT CONCRETE
Portland cement concrete used for bridge and barrier construction shall conform to the
provisions in Section 90, "Portland Cement Concrete," of the Caltrans Standard Specifications
and these technical specifications.
Unless the use of a mineral admixture is prohibited, whenever the word "cemene, is used in
the Caltrans Standard Specifications or the technical specifications, it shall be understood to
mean "cementitious material' when both of the following conditions are met:
a. The cement content of portland cement concrete is specified, and
b. Section 90, "Portland Cement Concrete," of the Caltrans Standard Specifications is
referenced.
8-2.02 TRANSPORTING MIXED CONCRETE
The ninth and tenth paragraphs in Section 90-6.03, "Transporting Mixed Concrete," of the
Caltrans Standard Specifications are amended to read:
Each load of ready -mixed concrete delivered at the jobsite shall be accompanied by a
ticket showing the mix identification number, non -repeating load number, date and time at
which the materials were batched, the total amount of water (gallons) added to the load and
for transit -mixed concrete, the reading of the revolution counter at the time the truck mixer is
charged with cement. This ticket shall also show the actual scale weights (pounds) for the
ingredients batched or the calculated pordand cement concrete volume (cubic yards).
Theoretical or target batch weights shall not be used as a substitute for actual scale weights.
When showing a calculated portland cement concrete volume on the delivery ticket, the
Contractor shall maintain and have available a record of the following information for each
batched load:
I. Mix identification number, specific to the contract.
2. Load number, shall match the load number on the delivery ticket.
3. Date and time the load was batched.
4. Actual batch weight (pounds) for each ingredient.
5. Any water (gallons) added at the plant, in addition to the water proportioned for
the batch.
3
When requested, the Contractor shall submit the recorded information for calculated
portland cement concrete volumes to the Engineer. The information shall be provided in
printed form, or if acceptable to the Engineer, data may be submitted on a 3.54nch diskette.
If a diskette is submitted, the data shall be in a tab -delimited text format or data interchange
format (DIF), readable in both the MS-DOS and MACINTOSH systems.
8-2.03 CEMENT AND WATER CONTENT
The amount of free water used in concrete for roadway deck slabs of highway bridges and
structure approach slabs shall not exceed 325 pounds per cubic yard, plus 20 pounds for each
required 100 pounds of cement in excess of 658 pounds per cubic yard.
The temperature of mixed concrete for roadway deck slabs of highway bridges, immediately
before placing, shall be not less than 50° F. nor more than 80° F. Aggregates and water shall be
heated or cooled as necessary to produce concrete within these temperature limits. Neither
aggregates nor mixing water shall be heated to exceed 150° F. If ice is used to cool the concrete,
discharge of the mixer will not be permitted until all ice is melted.
SECTION 9. DESCRIPTION OF BRIDGE WORK
The bridge work consists of constructing a new bridge superstructure as a widening on the
east side of the existing bridge structure, as shown on the plans. The new structure name uses the
existing bridge structure name, and as follows: .
HASKELL CANYON ROAD over BOUQUET CANYON CHANNEL
A two -span, precast prestressed concrete I -girder superstructure with cast -in-place concrete
deck, approximately 141.7 feet long and 39 feet wide (widened portion).
SECTION 10. CONSTRUCTION DETAILS
SECTION 10-1. GENERAL
10-1.01 ORDER OF WORK
The Contractor shall follow the sequence of operations as set forth herein.
The first order of work, prior to initiating any construction work, shall be to prepare a Traffic
Control Plan and secure approval by the City of Santa Clarita. The Traffic Control Plan shall be
prepared by the Contractor as specified in "Traffic Control System" elsewhere in these technical
specifications.
Full compensation for conforming to the requirements of this section shall be considered as
included in the prices paid for the various contract items of work and no additional compensation
will be allowed therefor.
El
I J e,
10-1.02 MOBILIZATION
Mobilization shall consist of preparatory work and operations, including but not limited to,
those necessary 1) cost of bonds required by the general and special provisions of the contract,
standard specifications, and these technical provisions; 2) for the movement of personnel,
equipment, materials, supplies, and incidentals to the project site; 3) for the establishment of all
offices, buildings and other facilities necessary for work on the project; and 4) for all other work
and operations which must be performed or cost incurred prior to beginning work on the various
contract items on the project site.
Attention is directed to Section 9-3.4, "Mobilization," of the Standard Specifications
The contract lump sum price paid for mobilization shall include full compensation for
furnishing all bonds, labor, materials, tools, equipment, and incidentials, and for doing all the
work involved in mobilization as specified in the Standard Specifications and these technical
specifications.
10-1.03 TRAFFIC CONTROL SYSTEM
This work shall consist of preparation of a Traffic Control Plan to be submitted to the City of
Santa Clarita for approval, and implementation of the approved plan to provide for the safe
movement of traffic through the construction zones. The traffic Control Plan shall be prepared
by a California Registered Professional Engineer, and shall be paid for by the Contractor. The
plan shall meet all applicable codes and standards, shall comply with the general requirements
noted below and shall comply with the requirements of the Engineer. Allow a minimum of 10
working days for review for the traffic control plans.
General Requirements for Traffic Control and Detours
1. Provide a minimum of one travel lane in each direction at all times on Haskell Canyon
Road.
2. Provide emergency access through the job site at all times.
The contract lump sum price paid for traffic control shall include full compensation for the
Preparation of the Traffic Control Plan, and forfamishing all labor, materials, tools, equipment,
and incidentals, including but not limited to, signs, traffic cones, barricades, temporary striping,
removal of existing striping and temporary striping, flaggers, and other traffic control devices,
and for doing the work involved in providing the traffic control system as specified in the
Standard Specifications and these technical specifications.
10-1.04 TEMPORARY RAILING
Temporary railing (Type K) shall be placed at the locations shown on the plans, specified in
these technical specifications or in the Standard Specifications or ordered by the Engineer.
Temporary railing (Type K) fabricated prior to January 1, 1993, with one longitudinal No. 5
reinforcing steel bar near the top in lieu of the 2 longitudinal No. 5 reinforcing steel bars near the
top, as shown on the plans, may be used.
5
Temporary railing (Type K) fabricated prior to January 1, 1993, with one longitudinal No. 5
reinforcing steel bar near the top in lieu of the 2 longitudinal No. 5 reinforcing steel bars near the
top, as shown on the plans, may be used provided vertical holes are not drilled in the top of the
temporary railing to secure temporary traffic screen to the temporary railing.
10-1.05 CONSTRUCTION STAKING
This work shall consist of furnishing and setting construction stakes and marks by the
Contractor to establish the lines and grades for construction of the work shown on the plans and
specified in the Standard Specifications and these technical specifications.
Construction staking shall be performed as necessary to control the work. Construction
stakes and marks shall be furnished and set with accuracy adequate to assure that the completed
work conforms to the lines, grades, and sections shown on the plans. Vertical alignment, grid
grade notes, and the coordinates of control points (NAD 83 grid) will be furnished to the
Contractor for use in performing the construction staking.
All computations necessary to establish the exact position of the work from control points
shall be made by the Contractor. All computations, survey notes, and other records necessary to
accomplish the work shall be neat, legible, and accurate. Copies of such computations, notes,
and other records shall be furnished to the Engineer prior to beginning work that requires their
use.
All horizontal and vertical survey control points shown on the plans shall be checked by the
Contractor for description, location, and accuracy, prior to their use.
The Contractor shall be responsible for determining the location of, and for protecting, all
existing horizontal and vertical survey control points, monuments, ties, and permanent
benchmarks located within the limits of the project. These various points may not be shown on
the plans. If any of the above require removal, relocating or resetting, the Contractor shall, prior
to any construction work and under the supervision of a California licensed land surveyor,
establish sufficient temporary ties and bench marks to enable the points to be reset upon
completion of construction.
Construction staking shall be paid for as a lump sum. The contract lump sum price paid for
construction staking shall include full compensation for furnishing all labor, materials, tools,
equipment, and incidentals, and for doing all the work involved in performing construction
staking, as shown on the plans, as specified in these technical specifications, and as directed by
the Engineer.
10-1.06 RECONSTRUCT METAL BRIDGE (PICKET) RAILING
Metal bridge (Picket) railing of the type shown on the plans shall be removed, refabricated
and installed in accordance with the details shown on the plans.
Two sets of shop drawings showing details of the refabrication of removed material and the
fabrication of new material, including a material list of new material, giving the type of metal
proposed for use and the specifications therefor, shall be furnished by the Contractor to the
U
Engineer for his use in administering the contract, in accordance with the provisions in Section
5-1.02, "Plans and Working Drawings," of the Caltrans Standard Specifications.
Refabrication of removed material, furnishing and fabrication of new material, and
installation of the railing shall conform to the provisions corresponding to the type of railing to
be reconstructed in Section 83-1, "Railings," of the Caltrans Standard Specifications.
Aluminum welding shall be performed by the inert gas shielded arc welding process. All
exposed aluminum welds shall be finished to a neat surface.
Abraded and damaged galvanized surfaces on the removed material shall be repaired in
accordance with the requirements in Section 75-1.05, "Galvanizing," of the Caltrans Standard
Specifications.
Reconstruct metal bridge (picket) railing will be measured by linear foot from end to end or
between the points of connection to the existing metal railing, along the face of the reconstructed
railing, with no deductions for gaps in railing for lighting and sign supports.
10-1.07 BRIDGE REMOVAL
Removal of the existing bridge (portion) shall conform to the requirements in Section 15-4,
"Bridge Removal," of the Caltrans Standard Specifications.
All removed materials shall be disposed outside the right-of-way.
10-1.08 CONCRETE STRUCTURES
Portland cement concrete structures shall conform to the provisions in Section 51,. "Concrete
Structures," of the Caltrans Standard Specifications and these technical specifications.
GENERAL. — Shotcrete shall not be used as an alternative construction method for
reinforced concrete members unless otherwise specified.
The second paragraph in Section 51-1.22, "Measurement," of the Standards Specifications is
amended to read:
The estimated quantity of concrete for minor structures designated as final pay in the
Engineer's Estimate will not be revised as specified in Section 9-1.015, "Final Pay Items," of
the Standard Specifications, when the constructed height of said minor structure, including
revisions by the Engineer, is within 0.5 -foot of the vertical dimension shown on the plans.
Vertical, horizontal, radial or normal dimensions shown on the Typical Section in the plans,
are for zero percent cross -slope. The horizontal distances between the profile grade line and the
edges of deck shall remain unchanged. The planned girder widths and slab thicknesses shall
remain unchanged, and the interior girder stems shall remain vertical at the planned locations.
CONCRETE.
Concrete that has a 28 -day compressive strength shown on the plans of 3,500 pounds per
square inch shall contain not less than 658 pounds of cement per cubic yard. Such concrete shall
7
, J <
be considered to be designated by cement content rather than by 28 -day compressive strength
and the requirements in the ninth paragraph of Section 90-1.01, "Description," of the Caltrans
Standard Specifications shall not apply.
SLIDING BEARINGS.—Sliding bearings consisting of elastomeric bearing pads lubricated
With grease and covered with sheet metal shall conform to the following requirements:
Grease shall conform to the requirements of Military Specification: NEL-S-8660. A
uniform film of grease shall be applied to the upper surface of the pads prior to placing the
sheet metal.
Sheet metal shall be commercial quality galvanized sheet steel. The sheet metal shall be
smooth and free of kinks, bends, or burrs.
Construction methods and procedures shall prevent grout or concrete seepage into the
sliding bearing assembly.
ELASTOMERIC BEARING PADS.--Elastomeric bearing pads shall conform to the
provisions in Section 51-1.12H, "Elastomeric Bearing Pads," of the Caltrans Standard
Specifications and these technical specifications.
The fifth paragraph of Section 51-1.12H(1), "Plain and Fabric Reinforced Elastomeric
Bearings," of the Caltrans Standard Specifications is amended to read:
The peel strength test will be performed after immersing the sample in water for a
minimum of 10 days. The bond between elastomer and fabric shall be such that when a
sample is tested for separation, it shall have a minimum peel strength of 30 pounds per inch
when tested in accordance with California Test 663.
The last 2 sentences of the tenth paragraph of Section 51-1.1211(1), "Plain and Fabric
Reinforced Elastomeric Bearings," of the Caltrans Standard Specifications are amended to read:
Pads shall be available for sampling at least 4 weeks in advance of intended use. All
sample pads for testing shall be furnished by the Contractor at his expense.
The fifth subparagraph of the first paragraph of Section 51-1.12H(2), "Steel Reinforced
Elastomeric Bearings," of the Caltrans Standard Specifications is amended to read:
One sample bearing shall be furnished to the Engineer from each lot of bearings to be
furnished for the contract. Samples shall be available at least 3 weeks in advance of intended
use. The sample bearing shall be one of the following:
8
BEARING PAD THICKNESS SAMPLE BEARING
AS SHOWN ON THE PLANS
2 inches or less .................. Smallest complete bearing
shown on the plans.
Greater than 2 inches........ • 2.25s0.125 inch thick
sample not less than 8
inches by 12 inches in plan
and cut by the
manufacturer from the
center of one of the
thickest complete
bearings.
* The sample bearing plus remnant parts of the
complete bearing shall be furnished to the Engineer.
MEASUREMENT AND PAYMENT, --Measurement and payment for concrete in
structures shall conform to the provisions in Sections 51-1.22, "Measurement," and 51-1.23,
"Payment," of the Caltrans Standard Specifications and these technical specifications.
The seventh paragraph of Section 51-1.22, "Measurement," of the Caltrans Standard
Specifications is deleted.
10-1.09 PRECAST PRESTRESSED CONCRETE BRIDGE MEMBERS
Precast prestressed concrete members shall conform to the provisions in Section 51,
"Concrete Structures," of the Caltrans Standard Specifications and these technical specifications.
The top surface of the member shall be given a coarse texture by brooming with a stiff
bristled broom or by other suitable devices that will result in uniform transverse scoring, in
advance of curing operations.
The requirements of the seventh paragraph of Section 51-1.17, "Finishing Bridge Decks," of
the Caltrans Standard Specifications shall not apply.
The anticipated deflection and method of accommodation of deflection of precast prestressed
concrete girders, prior to the time the deck concrete is placed, shall be shown on the working
drawings as provided in Section 5-1.02, "Plans and Working Drawings," of the Caltrans Standard
Specifications. The deflection shall include the following:
1. Anticipated upward deflection caused by the prestressing forces.
2. Downward deflection caused by the dead load of the girder.
3. Deflection caused by the creep and shrinkage of the concrete for the time interval
between the stressing of the girders and the planned placement of the deck.
Such deflection shall be substantiated by calculations that consider the ages of the girder
concrete at the time of stressing and the Contractor's planned placement of the deck. All
0
deflection calculations shall be based on the concrete producer's estimate of the modulus of
elasticity at the applicable concrete age.
Adjustments to accommodate girder deflections, which occur prior to the time the deck
concrete is placed, may include revisions in bearing seat elevations, but any such adjustments
shall be limited by the following conditions:
A. The minimum permanent vertical clearance under the structure as shown on the plans
shall not be reduced.
B. The profile grade and cross slope of the deck shall not be changed.
C. A minimum of one inch of deck slab concrete between the top of the precast girders
and the deck slab reinforcement shall be maintained.
C. A minimum of one inch of deck slab concrete between the top of the expanded
polystyrene in the area between the girder webs and the deck slab reinforcement shall
be maintained.
Girders with unanticipated girder deflection and which cannot comply with conditions A, B
and C will be rejected in accordance with the provisions in Section 6-1.04, "Defective Materials,"
of the Caltrans Standard Specifications.
Adjustments to accommodate girder deflections will not be considered a change in
dimensions. Full compensation for any increase in the cost of construction, including any
increase in the quantity of deck or bearing seat concrete, resulting from adjustments to
accommodate girder deflections shall be considered as included in the contract price paid for the
various items of work involved, and no additional compensation will be allowed therefor.
10-1.10 DRILL AND BOND DOWELS
Drilling and bonding dowels shall conform to the details shown on the plans, the provisions
in Section 83-2.021)(1), "General," of the Caltrans Standard Specifications and these technical
specifications.
Dowels shall conform to the provisions for bar reinforcement in "Reinforcement" elsewhere
in these technical specifications.
If reinforcement is encountered during drilling, before specified depth is attained, the
Engineer shall be notified. Unless the Engineer approves coring through the reinforcement, the
hole will be rejected and a new hole, in which reinforcement is not encountered, shall be drilled
adjacent to the rejected hole to the depth shown on the plans.
Unless otherwise provided, dowels to be bonded into drilled holes will be paid for as bar
reinforcing steel (bridge).
Unless otherwise provided, drilling and bonding dowels will be measured and paid for by the
linear foot determined by the number and the required depth of holes as shown on the plans, or as
ordered by the Engineer.
The contract price paid per linear foot for drill and bond dowel shall include full
compensation for furnishing all labor, materials (except reinforcing steel dowels), tools,
10
equipment, and incidentals, and for doing all the work involved in drilling the holes, including
coring through reinforcement when approved by the Engineer, and bonding the dowels, complete
in place, as shown on the plans, as specified in the Caltrans Standard Specifications and these
technical specifications, and as directed by the Engineer.
10-1.11 CORE CONCRETE (1" & 29)
Coring concrete shall consist of coring 1" and 2" diameter holes through reinforced concrete
bridge members as shown on the plans and in conformance with the requirements in these
technical specifications.
The holes shall be cored by methods that will not shatter or damage the concrete adjacent to
the holes.
Water for core drilling operations shall be from the local domestic water supply or shall not
contain more than 1,000 parts per million of chlorides as Cl, nor more than 1,300 parts per
million of sulfates as SO4, nor shall it contain any impurities in a sufficient amount to cause
discoloration of the concrete or produce etching of the surface.
Water from core drilling operations shall not be permitted to fall on. public traffic, to flow
across shoulders or lanes occupied by public traffic, or to flow into gutters or other drainage
facilities.
Coring concrete will be measured and paid for by the linear foot as core concrete with sizes
as listed in the Engineer's Estimate. The cored concrete will be measured along the centerline of
the hole without deduction for expansion joints.
The contract price paid per linear foot for core concrete as listed in the Engineer's Estimate
shall include full compensation for furnishing all labor, materials, tools, equipment, and
incidentals, and for doing all work involved in coring the holes, including control of water from
core drilling, as shown on the plans, as specified in these technical specifications, and as directed
by the Engineer.
10-1.12 REINFORCEMENT
Reinforcement shall conform to the provisions in Section 52, "Reinforcement," of the
Caltrans Standard Specifications and these technical specifications.
The first paragraph of Section 52-1.02A, "Bar Reinforcement," of the Caltrans Standard
Specifications is amended as follows:
Reinforcing bars shall be low -alloy steel deformed bars conforming to the specifications
of ASTM Designation: A 706, except that deformed or plain billet -steel bars conforming to
ASTM Designation: A 615, Grade 40 or 60, may be used as reinforcement in the following:
L Slope and channel paving;
2. Minor structures;
3. Sign and signal foundations (pile and spread footing types);
4. Roadside rest facilities; and
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IV r
5. Concrete barrier Type 50 series and temporary railing.
Section 52-1.02D, "Reinforcing Wires and Plain Bars," of the Caltrans Standard
Specifications is amended as follows:
52-1.02D Reinforcing Wire.—Wire used as reinforcement in structures and concrete
piles, as shown on the plans, shall be cold drawn steel wire conforming to the specifications
of ASTM Designation: A 82.
The last paragraph of Section 52-1.07, "Placing," of the Caltrans Standard Specifications is
amended as follows:
Whenever a portion of an assemblage of bar reinforcing steel that is not encased in
concrete exceeds 20 feet in height, the Contractor shall submit to the Engineer for approval,
in accordance with the provisions in Section 5-1.02, "Plans and Working Drawings," of the
Caltrans Standard Specifications, working drawings and design calculations for the
temporary support system to be used. The working drawings and design calculations shall be
signed by an engineer who is registered as a Civil Engineer in the State of California. The
temporary support system shall be designed to resist all expected loads and shall be adequate
to prevent collapse or overturning of the assemblage. If the installation of forms or other
work requires revisions to or temporary release of any portion of the temporary support
system, the working drawings shall show the support system to be used during each phase of
construction. The minimum horizontal wind load to be applied to the bar reinforcing steel
assemblage, or to a combined assemblage of reinforcing steel and forms, shall be not less
than 20 pounds per square foot on the gross projected area of the assemblage.
The following paragraph is added after the first paragraph of Section 52-1.08, "Splicing," of
the Caltrans Standard Specifications:
Shop produced splices shall be produced at a facility approved by the Engineer.
The eighth and ninth paragraphs of Section 52-1.08, "Splicing," of the Caltrans Standard
Specifications are amended to read:
Unless otherwise shown on the plans or approved by the Engineer, splices in adjacent
reinforcing bars at any particular section shall be staggered. The minimum distance between
staggered lap splices or mechanical lap splices shall be the same length required for a lapped
splice in the largest bar. The minimum distance between staggered butt splices shall be 2
feet. All distances shall be measured between the midpoints of the splices along a line which
is centered between the axes of the adjacent bars.
Completed butt splices shall develop a minimum tensile strength, based on the nominal
bar area, of 63,000 psi for ASTM Designation: A 615 Grade 40 bars, and of 80,000 psi for
ASTM Designation: A 615 Grade 60 and ASTM Designation: A 706 bars. If butt splices are
made between two bars of dissimilar strengths, the minimum required tensile strength for the
splice shall be that required for the weaker bar.
12
Section 52-1.08B, "Butt Welded Splices," of the Caltrans Standard Specifications is replaced
with the following:
52-1.08B Butt Welded Splices.— All butt welded splices in reinforcing bars shall be
complete joint penetration butt welds conforming to the requirements in AWS D1.4, and the
requirements of these specifications and the special provisions. At the option of the
Contractor, shop produced resistance butt welds may be used.
The Contractor shall designate in writing a Quality Control Manager (QCM). The QCM
shall be responsible directly to the Contractor for the quality of all field butt welding of bar
reinforcement including, but not limited to, materials and workmanship performed by the
Contractor and all subcontractors.
The QCM, all inspection personnel, and nondestructive testing firms shall not be
employed or compensated by any subcontractor or other persons or entities hired by
subcontractors to provide services or materials for the project. The QCM may be an
employee of the Contractor.
The QCM shall be the sole individual responsible to the Contractor for submitting and
receiving all correspondence and required submittals and reports regarding field butt welding
of bar reinforcement to and from the Engineer.
All reports regarding nondestructive and visual testing, including radiographs, shall be
signed by both the radiographer and the person that performed the review, and then submitted
directly to the QCM for review and signature prior to submittal to the Engineer.
Corresponding names shall be clearly printed or type written next to all signatures. -
At least 7 calendar days prior to performing any field butt welding of bar reinforcement,
the Contractor shall submit to the Engineer for approval, a Quality Control Plan (QCP) for
the field butt welding of bar reinforcement. The plan shall include the following:
1. The name of the welding firm and the nondestructive testing firm to be used in the
work;
2. A complete Quality Assurance Manual (QAM) prepared by the nondestructive testing
firm which shall include equipment and its date of calibration, testing procedures and
qualifications of all inspection personnel to be used in the work;
3. The name of the QCM and the name and qualifications of the certified welding
inspector to be used in the work;
4. The methods for performing all required quality control procedures to be used in the
work as required by these specifications including, but not limited to:
(a) all visual inspections; and
(b) all nondestructive testing including, but not limited to, radiographic geometry,
penetrameter selection and shims, film quality, film processing, radiograph
identification and marking system, and film interpretation and reports;
5. A system for the identification and tracking of all welds, nondestructive testing and
any required repairs, and a procedure for the reinspection of any repaired welds. The
13
system shall have provisions for permanently coding each weld to clearly identify the
person who performed the weld;
6. The welding procedure specification, including documentation of the tests performed
to qualify the specification, and verification that the tests were witnessed by the
Engineer; and
7. Documentation of all certifications for welders who will be used in the work,
including all tests performed to qualify the welders, and verification that the tests
were witnessed by the Engineer.
The Engineer shall have 7 calendar days to review and approve the QCP submittal after a
complete plan has been received. No field welding of bar reinforcement shall be performed
until the QCP is approved by the Engineer. Should the Engineer fail to complete the review
within this time allowance and if, in the opinion of the Engineer, the Contractor's controlling
operation is delayed or interfered with by reason of the delay in approving the QCP, the delay
will be considered a delay as specified in Section 6-6, "Delays and Extensions of Time," of
the Standard Specifications.
Additional welders, not listed in the approved QCP, shall not be used in the work until an
amended QCP, showing documentation of all certifications for these welders, including all
tests performed to qualify these welders, verification that the tests were witnessed by the
Engineer, and an updated system for the identification and tracking of all welds, is submitted
and approved by the Engineer. The Engineer shall have 2 working days to complete the
review of the amended QCP. _
A daily production log for field butt welding of bar reinforcement shall be kept by the
QCM for each day the welding is performed at the jobsite. The log shall clearly indicate the
locations of all welding, including the welder's names, number of bats welded, any"testing or
repair work performed at each location.
It is expressly understood that the Engineer's approval of the Contractor's QCP shall not
relieve the Contractor of any responsibility under the contract for the successful completion
of the work in conformity with the requirements of the plans and specifications. The
Engineer's approval shall not constitute a waiver of any of the requirements of the plans and
specifications nor relieve the Contractor of any obligation thereunder, and defective work,
materials and equipment may be rejected notwithstanding approval of the QCP.
The following items shall be submitted in writing to the Engineer within 7 calendar days
following the performance of any field butt welding of bar reinforcement:
1. Reports of all visual weld inspections;
2. Radiographs and radiographic reports;
I Documentation that the Contractor has evaluated all radiographs, corrected any
deficiencies, and radiographed any required additional welds; and
4. Daily production log.
The Engineer shall review the above items to determine if the Contractor is in
conformance with the QCP. The Engineer shall be allowed 7 calendar days to review the
above items and respond in writing after all the required items have been received. Prior to
FCl
receiving notification from the Engineer of the Contractor's conformance with the QCp the
Contractor may encase any field butt welded bar reinforcement splices for which the above
items have been submitted However, should the Contractor elect to encase those splices
prior to receiving notification from the Engineer, it is expressly understood that the
Contractor shall not be relieved of the responsibility for incorporating material in the work
which conforms to the requirements of the plans and specifications. Any material not
conforming to these requirements will be subject to rejection. Should the Contractor elect to
wait to encase any field butt welded splices pending notification by the Engineer, and should
the Engineer fail to complete the review and provide notification within this time allowance,
and if, in the opinion of the Engineer, the Contractor's controlling operation is delayed or
interfered with by reason of the delay in notification, the delay will be considered a delay as
specified in Section 6-6, "Delays and Extensions of Time," of the Standard Specifications.
The following is added to Section 7. 1, "General Requirements," of AWS D 1.492:
Quality control (QC) is the responsibility of the contractor. As a minimum, the
contractor shall perform inspection and testing prior to welding, during welding and after
welding as specified in this section and additionally as necessary to ensure that materials
and workmanship conform to the requirements of the contract documents.
The Quality Control (QC) Inspector is the duly designated person who acts for and in
behalf of the contractor on inspection, testing, and quality matters within the scope of the
contract documents.
When the term "Inspector" is used in this section it shall apply to the Quality Control
Inspector with the following exception:
The term "Inspector and Engineer" shall replace the tern "Inspector" in Sections
7.1.3, 7.1.4 and 7.4.2.
The Engineer shall have the authority to verify the qualifications of Quality Control
Inspectors and NDT personnel to specified levels by retests or other means.
Section 7.1.2 (3) of AWS D 1.492 is deleted
Only the joint details and dimensions as shown in Figure 3.2, "Direct Butt Joints," of
AWS D 1.492, shall be used for making complete joint penetration butt welds of bar
reinforcement. Split pipe backing shall not be used.
Material used as backing for complete joint penetration butt welds of bar reinforcement
shall be a flat plate conforming to the requirements of ASTM Designation: A 709, Grade 36.
The flat plate shall be 0.25 -inch thick with a width, as measured perpendicular to the axis of
the bar, equal to the nominal diameter of the bar, and a length which does not exceed twice
the nominal diameter of the bar. The flat plate backing shall be fitted tightly to the bar with
the root of the weld centered on the plate. Any bar deformation or obstruction preventing a
tight fit shall be ground smooth and flush with the adjacent surface. Tack welds used to fit
backing plates shall be within the weld root area so that they are completely consumed by the
finished weld Backing plates shall not be removed.
15
Butt welds shall be made with multiple weld passes using a stringer bead without an
appreciable weaving motion. The maximum stringer bead width shall be 2.5 times the
diameter of the electrode and slagging shall be performed between each weld pass. Weld
reinforcement shall not exceed 1/8 -inch in convexity.
Before any electrodes or flux -electrode combinations are used, the Contractor, at the
Contractor's expense, shall furnish certified copies of test reports for all the pertinent tests
specified in AWS A5.1, AWS A5.5, AWS A5.18 or AWS A5.20, whichever is applicable,
made on electrodes or flux -electrode combinations of the same class, brand and nearest
specified size as the electrodes to be used. The tests may have been made for process
qualification or quality control, and shall have been made within one year prior to
manufacture of the electrodes and fluxes to be used. The report shall include the
manufacturer's certification that the process and material requirements were the same for
manufacturing the tested electrodes and the electrodes to be used. The forms and certificates
shall be as directed by the Engineer.
Electrodes for manual shielded metal arc welding of ASTM Designation: A 615, Grade
60 bars shall conform to the requirements of AWS A5.5 for E9018 -M or E10018 -M
electrodes.
Electrodes for manual shielded metal arc welding of A 706 bars shall conform to the
requirements of AWS A5.5 for E8016 -C3 orX8018-C3 electrodes.
Solid and composite electrodes for semiautomatic gas metal -arc and flux -cored arc
welding of Grade 40 reinforcing bars shall conform to the requirements of AWS A5.18 for
ER70S-2, ER70S-3, ER70S-6 or ER70S-7 electrodes; or AWS. A5.20 for MOT -1; E70T-5,
E70T-6 or E70T-8 electrodes.
Electrodes for semiautomatic welding of ASTM Designation: A 615, Grade 60 and
ASTM Designation: A 706 ban; shall produce a weld metal deposit with properties
conforming to the requirements of Section 5.3.4 of AWS D1.1-96 for E90S and E90T
electrodes.
Reinforcing bars shall be preheated for a distance of not less than 6 inches on each side of
the joint prior to welding.
For all welding of ASTM Designation: A 615, Grade 40 or Grade 60 bars, the
requirements of Table 5.2, "Minimum Preheat and Interpass Temperatures," of AWS
D1.4-92 are superseded by the following:
The minimum preheat and interpass temperatures shall be 400' F. for Grade 40 bars
and 600° F. for Grade 60 bars. Immediately after completing the welding, at least 6
inches of the bar on each side of the splice shall be covered by an insulated wrapping to
control the rate of cooling. The insulated wrapping shall remain in place until the bar has
cooled below 200° F.
When welding different grades of reinforcing bars, the electrode shall conform to Grade
16
40 bar requirements and the preheat shall conform to the Grade 60 bar requirements
In the event that any of the specified preheat, interpass and post weld cooling
temperatures are not met, all weld and heat affected zone metal shall be removed and the
splice rewelded.
All welding shall be protected from air currents, drafts, and precipitation to prevent loss
of heat or loss of arc shielding. The method of protecting the welding area from loss of heat
or loss of arc shielding shall be subject to approval by the Engineer.
Reinforcing bars shall not be direct butt spliced by thermite welding.
The first paragraph of Section 52-1.08C, "Mechanical Butt Splices," of the Caltrans Standard
Specifications is amended to read:
Mechanical butt splices shall be one of the following: the sleeve -filler metal type, the
sleeve -threaded type, the sleeve -swaged type, the sleeve -filler grout type, the sleeve -extruded
type, the sleeve-lockshear bolt type, the two-part sleeve -forged bar type, or the two-part
sleeve -friction bar type, at the option of the Contractor.
The following is added after Section 52-1.08C(3), "Sleeve -Swaged Mechanical Butt Splices,"
of the Caltrans Standard Specifications:
52-1.08C(4) Sleeve -Filler Grout Mechanical Butt Splices. The sleeve -filler grout
type of mechanical butt splices shall consist of a steel splice sleeve that fits closely over the
reinforcing bars with a non -shrink grout filler in the annular space between the reinforcing
bars and the sleeve and between the ends of the reinforcing bars.
No vibration or movement of the reinforcing steel or sleeve at the splice shall be allowed
while the splice is developing sufficient strength to support the reinforcing bars. The
Contractor shall submit complete details of the bracing and clamping system to eliminate all
vibration or movement at the splice during setup of the filler in accordance with the
provisions in Section 5-1.02, "Plans and Working Drawings," of the Caltrans Standard
Specifications.
52-1.OSC(5) Sleeve -Extruded Mechanical Butt Splices. The sleeve -extruded type of
mechanical butt splices shall consist of a seamless steel sleeve applied over the ends of the
reinforcing bars and extruded to the bars by means of a hydraulic tool.
52-1.08C(6) Sleeve-Lockshear Bolt Mechanical Butt Splices. —The sleeve-lockshear
bolt type of mechanical butt splices shall consist of a seamless steel sleeve, 2 serrated steel
strips welded to the inside of the sleeve, center hole with centering pin, and bolts that are
tightened until the bolt heads shear off and the bolt ends are embedded in the reinforcing
bars.
S2 -1.08C(7) Two -Part Sleeve -Forged Bar Mechanical Butt Splices.— The two-part
sleeve -forged bar type of mechanical butt splices shall consist of a shop machined two-part
threaded steel sleeve that interlocks two hot -forged reinforcing bars ends. The forged bar
ends may be either shop produced or field produced.
17
. .I
52-1.08C(8) Two -Part Sleeve -Friction Bar Mechanical Butt Splices.— ne two-part
sleeve -friction bar type of mechanical butt splices shall consist of a shop machined two-part
threaded steel sleeve whose ends are friction welded, in the shop, to the reinforcing bars ends.
The first paragraph of Section 52-1.08D, "Qualification of Welding and Mechanical
Splicing," of the Caltrans Standard Specifications is amended to read:
Procedures to be used in making splices in reinforcing bars and welders and operator,
employed to make splices in reinforcing bars shall be qualified by tests performed by the
Contractor on sample splices of each size and type to be used, before making splices to be
used in the work.
The third paragraph of Section 52-1.08D, "Qualification of Welding and Mechanical
Splicing," of the Caltrans Standard Specifications is amended to read:
Each operator qualification test for mechanical splices shall consist of 2 sample splices.
Each mechanical butt splice procedure test shall consist of 2 sample splices. For sleeve -filler,
sleeve -threaded and sleeve-lockshear bolt mechanical splices, all sample splices shall be
made on the largest reinforcing bar size to be spliced by the procedure or operator being
tested except that No. 14 bars may be substituted for No. 18 bars. For sleeve -swaged, sleeve -
extruded, two-part sleeve -forged and two-part sleeve -friction mechanical splices, all sample
splices shall be made on the largest reinforcing bar size of each deformation pattern to be
spliced by the procedure or operator being tested. When joining new reinforcing bars to
existing reinforcement, the qualification test sample bars shall be made with the deformation
pattern of the new reinforcement to be joined.
Section 52-1.08E, "Job Control Tests," of the Caltrans Standard Specifications is replaced
with the following:
52-1.08E Job Control Tests.— When mechanical butt splices, shop produced complete
joint penetration butt welds, or shop produced resistance butt welded splices are used, the
Contractor shall furnish job control tests for these splices. A job control test shall consist of
the fabrication, under conditions used to produce the splice, and the physical testing of 3
sample splices for each lot of splices used in the work.
A sample splice shall consist of a splice made at the job site to connect two 21 -inch, or
longer, bars using the same splice materials, position, location, and equipment, and following
the same procedures as are being used to make splices in the work.
Sample splices shall be made and tested in the presence of the Engineer or the Engineer's
authorized representative.
Sample splices shall be suitably identified with weatherproof markings prior to shipment
to the testing laboratory.
One job control test shall be furnished for each lot of 150, or fraction thereof, of
mechanical butt splices, shop produced complete joint penetration butt welds, or shop
18
,} .1 F
produced resistance butt welded splices of each combination of bar size and bar deformation
patter used in the work.
For shop produced complete joint penetration butt welds, shop produced resistance butt
welded splices and all types of mechanical butt splices, except the sleeve -threaded type, the
Engineer will designate when samples for job control tests are to be fabricated, and will
determine the limits of the lot represented by each job control test.
For sleeve -threaded mechanical butt splices, the reinforcing bars for control samples shall
be fabricated on a random basis during the cutting of threads on the reinforcing bars of each
lot and shipped to the job site with the material they represent.
For shop produced resistance butt welds, two sample splices for each of the smallest and
largest sizes of bars to be used shall have the flash ground to sound metal. The welds will be
visually inspected.
Should the average of the results of tests made on the 3 sample splices or should more
than one sample splice in any job control test fail to meet the requirements for splices, all
splices represented by that test will be rejected in accordance with the provisions in Section
6-1.04, "Defective Materials," of the Caltrans Standard Specifications. This rejection shall
prevail unless the Contractor, at the Contractor's expense, obtains and submits evidence, of a
type acceptable to the Engineer, that the strength and quality of the splices in the work are
acceptable.
Section 52-1.08F, "Nondestructive Splice Tests" of the Caltrans Standard Specifications is
replaced with the following:
52-1.08F Nondestructive Splice Tests.—All required radiographic examinations of
complete joint penetration butt welded splices shall be performed by the Contractor in
accordance with the requirements of AWS D 1.4 and these technical specifications.
Prior to radiographic examination, welds shall meet the requirements of Section 4.4,
"Quality of Welds," of AWS D1.4-92.
Radiographic examinations shall be performed on 25 percent of all complete joint
penetration butt welded splices from a production lot. The size of a production lot will be a
maximum of 100 splices. The Engineer will select the splices which will compose the
production lot and also the splices within each production lot to be radiographically
examined.
Should more than 12 percent of the splices which have been radiographically examined in
any production lot be defective, an additional 25 percent of the splices, selected by the
Engineer from the same production lot, shall be radiographically examined Should more
than 12 percent of the cumulative total of splices tested from the same production lot be
defective, all remaining splices in the lot shall be radiographically examined
Additional radiographic examinations performed due to the identification of defective
splices shall be at the Contractor's expense.
IL
All defects shall be repaired in accordance with the requirements of AWS DIA.
Radiographic examinations will not be required for either shop produced complete joint
penetration butt welds or shop produced resistance butt welded splices of No. 8 or smaller
bars used as spiral or hoop reinforcement.
In addition to radiographic examinations performed by the Contractor, any mechanical or
welded splice may be subject to inspection or nondestructive testing by the Engineer. The
Contractor shall provide sufficient access facilities in the shop and at the jobsite to permit the
Engineer or his agent to perform the inspection or testing.
The Contractor shall notify the Engineer in writing 48 hours prior to performing any
radiographic examinations.
The radiographic procedure used shall conform to the requirements of ASME Boiler and
Pressure Vessels Code, Section V, Article 2 and the following:
Two exposures shall be made for each complete joint penetration butt welded splice.
For each of the two exposures, the radiation source shall be centered on each bar to be
radiographed The first exposure shall be made with the radiation source placed at
zero degrees from the top of the weld and perpendicular to the weld root and identified
with a station mark of "0." When obstructions prevent a zero degree placement of the
radiation source for the first exposure, and when approved in writing by the Engineer, the
source may be rotated a maximum of 25 degrees. The second exposure shall be at
90 degrees to the "0" station mark and shall be identified with a station mark of -"90."
For field produced complete joint penetration butt welds, no more than one weld shall
be radiographed during one exposure. For shop produced complete joint penetration butt
welds, if more than one weld is to be radiographed during one exposure, the angle
between the root line of each weld and the direction to the radiation source shall be not
less than 65 degrees.
Radiographs shall be made by either X-ray or gamma ray. Radiographs made by
X-ray or gamma rays shall have densities of not less than 2.3 nor more than 3.5 in the
area of interest. A tolerance of 0.05 in density is allowed for densitometer variations.
Gamma rays shall be from the iridium 192 isotope and the emitting specimen shall not
exceed 0.175 -inch in the greatest diagonal dimension.
The radiographic film shall be placed: perpendicular to the radiation source at all
times; parallel to the root line of the weld unless source placement determines that the
film must be turned; and as close to the root of the weld as possible.
The minimum source to film distance shall be maintained so as to insure that all
radiographs maintain a maximum geometric unsharpness of 0.020 at all times, regardless
of the size of the reinforcing bars.
20
All penetrameters shall be placed on the source side of the bar and perpendicular to
the radiation source at all times. One penetrameter shall be placed in the center of each
bar to be radiographed, perpendicular to the weld root, and adjacent to the weld.
Penetrameter images shall not appear in the weld area.
When radiography of more than one weld is being performed per exposure, each
exposure shall have a minimum of one penetrameter per bar, or three peneirameters per
exposure. When three penetrameters per exposure are used, one penetrameter shall be
placed on each of the two outermost bars of the exposure, and the remaining penetrameter
shall be placed on a centrally located bar.
An allowable weld buildup of 1/8 inch may be added to the total material thickness
when determining the proper penetrameter selection. No image quality indicator
equivalency will be accepted. Wire penetrameters or penetrameter blocks shall not be
used.
Penetrameters shall be sufficiently shimmed using a radiographically identical
material. Penetrameter image densities shall be a minimum of 2.0 and a maximum of 3.6.
All radiographic film shall be Class 1, regardless of the size of reinforcing bars.
Radiographs shall be free of film artifacts and processing defects, including, but not
limited to, streaks, scratches, pressure marks, or marks made for the purpose of
identifying film or welding indications.
Each splice shall be clearly identified on each radiograph and the radiograph
identification and marking system shall be established between the Contractor and the
Engineer before radiographic inspection begins. Film shall be identified by lead numbers
only; etching, flashing, or writing in identifications of any type will not be permitted.
Each piece of film identification information shall be legible and shall include, as a
minimum, the following information: Contractor's name, date, name of nondestructive
testing firm, initials of radiographer, contract number, part number, and weld number.
The letter "R" and repair number shall be placed directly after the weld number to
designate a radiograph of a repaired weld.
Radiographic film shall be developed within a time range of one minute less to one
minute more than the film manufacturer's recommended maximum development time.
Sight development will not be permitted.
Processing chemistry shall be done with a consistent mixture and quality, and
processing rinses and tanks shall be clean to ensure proper results. Records of all
developing processes and any chemical changes to the developing processes shall be kept
and furnished to the Engineer upon request. The Engineer may request, at any time, that
a sheet of unexposed film be processed in the presence of the Engineer to verify
processing chemical and rinse quality.
21
All radiographs shall be interpreted and graded by a Level 11 or Level III technician
who is qualified in accordance with the American Society for Nondestructive Testings
Recommended Practice No. SNT-TC-IA. The results of these interpretations shall be
recorded on a signed certification and a copy kept with the film packet.
Technique sheets prepared in accordance with ASME Boiler and Pressure Vessels
Code, Section V, Article 2 Section T-291 shall also contain the developer temperature,
developing time, fixing duration and all rinse times.
All radiographic envelopes shall have clearly written on the outside of the envelope
the following information: name of the Contractor's QCM, name of the nondestructive
testing firm, name of the radiographer, date, contract number, complete part description,
and all included weld numbers or a report number, as detailed in the Contractor's QCP.
In addition, all innerleaves shall have clearly written on them the part description and all
included weld numbers, as detailed in the Contractor's QCP.
Full compensation for the Contractor's Quality Control Manager, Quality Control Plan, daily
production log, and developing, modifying and fulfilling the requirements of the Quality Control
Plan, shall be considered as included in the contract price paid per pound for bar reinforcing steel
and no additional compensation will be allowed therefor.
MEASUREMENT AND PAYMENT. --Measurement and payment for reinforcement in
structures shall conform to the provisions in Sections 52-1.10, "Measurement," and 52-1.11,
"Payment," of the Caltrans Standard Specifications and these technical specifications.
10-1.13 METAL BRIDGE RAILING
Steel bridge picket railing shall conform to the provisions in Section 83-1, "Railings," of the
Caltrans Standard Specifications.
10-1.14 CONCRETE BARRIER
Concrete barriers shall conform to the provisions in Section 83-2, "Barriers," of the Caltrans
Standard Specifications.
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