HomeMy WebLinkAboutCT 14-10; POINSETTIA 61; POINSETTIA LANE BRIDGE STRUCTURAL SPECIAL PROVISIONS; 2018-09-20LENNAR~
moffatt & nichol
1660 Hotel Circle North
Suite 500 San Diego, CA 92108
619-220-6050
www.moffattnichol.com
POINSETTIA 61
POINSETTIA LANE BRIDGES -
Bridge Construction Specifications
Produced for Lennar Homes of California, Inc.
September 20th, 2018
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Table of Contents
Part 1 Structure Special Provisions
Part 2 Revised Standard Specifications
Poinsettia 61 -Poinsettia Lane Bridges
Bridge Construction Specifications
09/20/2018
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Poinsettia 61 -Poinsettia Lane Bridges
Bridge Construction Specifications
09/20/2018
Creative People, Practical Solutions.g
PART 1
Poinsettia 61 -Poinsettia Lane Bridges
Bridge Construction Specifications
09/20/2018
STRUCTURE SPECIAL PROVISIONS
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Poinsettia 61 -Poinsettia Lane Bridges
Bridge Construction Specifications
09/20/2018
Creative People, Practical Solutions.®
PART 1
Poinsettia 61 -Poinsettia Lane Bridges
Bridge Construction Specifications
09-20-2018
STRUCTURE SPECIAL PROVISIONS
TABLE OF CONTENTS
INTRODUCTION .......................................................................................................................................... 1
ORGANIZATION .......................................................................................................................................... 1
DIVISION I GENERAL PROVISIONS ......................................................................................................... 1
1 GENERAL. ................................................................................................................................................ 1
2 BIDDING ................................................................................................................................................... 3
3 CONTRACT AWARD AND EXECUTION ................................................................................................ 3
4 SCOPE OF WORK ................................................................................................................................... 3
5 CONTROL OF WORK .............................................................................................................................. 3
6 CONTROL OF MATERIALS ..................................................................................................................... 3
7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC ............................................................. 3
8 PROSECUTION AND PROGRESS ......................................................................................................... 4
9 PAYMENT ................................................................................................................................................ 4
DIVISION Ill EARTHWORK AND LANDSCAPE ......................................................................................... 5
19 EARTHWORK ........................................................................................................................................ 5
DIVISION VI STRUCTURES ....................................................................................................................... 6
48 TEMPORARY STRUCTURES ............................................................................................................... 6
49 PILING .................................................................................................................................................... 6
51 CONCRETE STRUCTURES ................................................................................................................ 11
52 REINFORCEMENT .............................................................................................................................. 12
DIVISION VIII MISCELLANEOUS CONSTRUCTION ............................................................................... 12
73 CONCRETE CURBS AND SIDEWALKS ............................................................................................. 12
75 MISCELLANEOUS METAL .................................................................................................................. 12
78 INCIDENTAL CONSTRUCTION .......................................................................................................... 13
DIVISION IX TRAFFIC CONTROL DEVICES ........................................................................................... 14
83 RAILINGS AND BARRIERS ................................................................................................................. 14
DIVISION XI MATERIALS ......................................................................................................................... 16
90 CONCRETE .......................................................................................................................................... 16
STANDARD PLANS LIST .......................................................................................................................... 17
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STRUCTURE SPECIAL PROVISIONS
INTRODUCTION
Bridge construction in this section shall conform to the provisions in the Master Trade Partner Agreement,
the 2015 Edition of the State of California Department of Transportation Standard Specifications
( Standard Specifications), the 2015 Edition of the State of California Department of Transportation
Standard Plans ( Standard Plans), and these special provisions.
Refer to Part 2 of the Bridge Construction Specifications, for Revised Standard Specifications related to
bridge construction.
Refer to Schedule 4 of the Master Trade Partner Agreement, for the Foundation Report -Poinsettia Lane
Bridges, by Group Delta, Inc., dated March 16, 2018; and the Bat Roosts Recommendations for the
Poinsettia Lane Bridge, Poinsettia 61 Project, by Dudek, dated April 4, 2018, provided as supplemental
information.
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. ORGANIZATION
Special provisions are under headings that correspond with the main-section headings of the Standard
Specifications. A main-section heading is a heading shown in the table of contents of the Standard
Specifications.
Each special provision begins with a revision clause that describes or introduces a revision to the
Standard Specifications as revised by any revised standard specification.
Any paragraph added or deleted by a revision clause does not change the paragraph numbering of the
Standard Specifications for any other reference to a paragraph of the Standard Specifications.
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DIVISION I GENERAL PROVISIONS
1 GENERAL
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Add to section 1-1.01:
Bid Items and Aoolicable Sections
Item description Applicable
section
STRUCTURE EXCAVATION (BRIDGE) 19
STRUCTURE BACKFILL (BRIDGE) 19
30" CAST-IN-DRILLED-HOLE CONCRETE PILING 49
PRESTRESSING CAST-IN-PLACE CONCRETE (TRANSVERSE) 50
STRUCTURAL CONCRETE, BRIDGE FOOTING 51
STRUCTURAL CONCRETE, BRIDGE 51
STRUCTURAL CONCRETE, BRIDGE (POLYMER FIBER) 51
STRUCTURAL CONCRETE, APPROACH SLAB 51
JOINT SEAL (MR 2") 51
BAR REINFORCING STEEL (BRIDGE) 52
12" WELDED STEEL PIPE CASING BRIDGE 70
20" WELDED STEEL PIPE CASING BRIDGE 70
MINOR CONCRETE (SIDEWALK) 73
MISCELLANEOUS METAL (BRIDGE) 75
BRIDGE DECK DRAINAGE SYSTEM 75
STAIN GALVANIZED SURFACES 78
CONCRETE BARRIER (TYPE 90) 83
PEDESTRIAN RAILING 83
Add to section 1-1.07:
Wherever in these Special Provisions, Standard Specifications, Standard Plans or Bridge Plans, the
following terms are used, the intent and meaning shall be interpreted as follows:
CITY: City of Carlsbad
OWNER: Lennar Homes of California, Inc.
STATE/AGENCY: Authorized representative of the CITY or OWNER
DEPARTMENT OF TRANSPORTATION OR DEPARTMENT: Authorized representative of the CITY or
OWNER
ENGINEER: Authorized representative of the CITY or OWNER
DIRECTOR OF TRANSPORTATION: Authorized representative of the CITY or OWNER
TRANSPORTATION LABORATORY: Authorized representative of the CITY or OWNER
DIVISION OF STRUCTURE DESIGN: Authorized representative of the CITY or OWNER
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2 BIDDING
Delete Section 2
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3 CONTRACT AWARD AND EXECUTION
Delete Section 3
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4 SCOPE OF WORK
Delete Section 4
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5 CONTROL OF WORK
Delete Section 5, except for sections 5-1 .01, 5-1.02, 5-1.03, 5-1.23 and 5-1 .26
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6 CONTROL OF MATERIALS
Conform to Section 6
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7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC
Delete Section 7, except for section 7-1.02K(6)
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8 PROSECUTION AND PROGRESS
Delete Section 8
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9 PAYMENT
Replace the headings and paragraphs in section 9 with:
9-1 .01 GENERAL
Payment shall conform to Schedule 9 of the Master Trade Partner Agreement and the following special
provisions.
9-1.02 MEASUREMENT
9-1 .02A General
The bid item quantities are determined using US customary units.
Except for final pay item quantities, the Engineer measures quantities for payment.
9-1 .028 Final Pay Item Quantities
A bid item quantity is shown as a final pay item for payment purposes only. For a final pay item, accept
payment based on the Bid Item List quantity, regardless of the actual quantity used unless dimensions
are changed by the Engineer.
9-1.03 PAYMENT SCOPE
Payment is full compensation for all work involved in each bid item shown on the Bid Item List by the unit
of measure shown for that bid item.
Full compensation for work specified in Divisions I, II , and XI is included in the payment for the bid items
unless:
1 . Bid item for the work is shown on the Bid Item List
2. Work is specified as change order work
Work paid for under one bid item is not paid for under any other bid item.
Payment for a bid item includes payment for work in sections referenced by the section set forth by that
bid item.
9-1.04 PROGRESS PAYMENTS
9-1.04A General
Submit certification stating the work complies with the QC procedures. The Engineer does not process a
progress payment without a signed certification.
9-1.048 Materials On Hand
The following items are eligible for progress payment even if they are not incorporated into the work:
1. Bridge deck drainage system
2. Prestressing steel, sealed packages only
3. Prestressing ducts and anchorages
4. Metal railing components
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5. Miscellaneous bridge metal
6. Reinforcement
7. Welded steel pipe casing
8. Joint seals
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A material on hand but not incorporated into the work is eligible for a progress payment if:
1. Listed in a special provision as eligible and is in compliance with other Contract parts
2. Purchased
3. Invoice is submitted
4. Stored on the project site
9-1 .04C Mobilization
Partial payments for mobilization are made as described below except the amount of work completed
does not include the amount earned for mobilization.
Partial payments for mobilization costs shall not to exceed the following:
1. When 5 percent of the original contract amount is earned, 50 percent of the amount bid for
mobilization, or 5 percent of the original contract amount, whichever is lesser, may be paid.
2. When 10 percent of the original contract amount is earned, 75 percent of the amount bid for
mobilization or 7.5 percent of the original contract amount, whichever is lesser, may be paid.
3. When 20 percent of the original contract amount is earned, 95 percent of the amount bid for
mobilization, or 9.5 percent of the original contract amount, whichever is lesser, may be paid.
4. When 50 percent of the original contract amount is earned, 100 percent of the amount bid for
mobilization, or 10 percent of the original contract amount, whichever is lesser, may be paid.
5. Upon completion of all work on the project, payment of any amount bid for mobilization in excess of
10 percent of the original contract amount will be paid.
The partial payment amount is reduced by a prorated amount bid in excess of the maximum allowed
above.
The item total for mobilization in excess of the maximum allowed is paid in the 1st payment after Contract
acceptance.
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DIVISION Ill EARTHWORK AND LANDSCAPE
19 EARTHWORK
Add to the beginning of section 19-3.038(1):
For footings at Piers 2 and 3, ground or surface water is expected to be encountered but seal course
concrete is not needed.
Add to section 19-3.04:
Structure excavation for footings where ground or surface water is encountered is paid for as structure
excavation (bridge).
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13. Camber strips
DIVISION VI STRUCTURES
48 TEMPORARYSTRUCTURES
Add to the list in the 4th paragraph of section 48-2.01C(2):
Replace the 4th paragraph of section 48-2.03C with:
Use camber strips to compensate for falsework deflection, vertical alignment, and anticipated structure
deflection. Furnish the amount of camber to be used in constructing falsework.
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49 PILING
Add to section 49-3.02A(1) :
All CIDH Concrete piles are specified as end bearing.
If the Engineer determines that the drilled hole does not meet the requirements of a dry hole or dewatered
hole when the specified tip elevation is reached, the pile will no longer be specified as end bearing.
If the Engineer determines a pile is no longer specified as end bearing:
1. Engineer will lower the specified tip elevation
2. CIDH concrete pile, including bar reinforcing steel msut be extended to the revised elevation
3. Inspection pipes must be installed
4. Pile must be constructed under slurry
5. You perform acceptance testing under 49-3.02A(4)(d)
The additional work involved when the Engineer determines a pile is no longer specified as end bearing is
change order work.
Add to section 49-3.02B(6)(c):
The synthetic slurry must be one of the materials shown in the following table:
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Material
SlurryPro CDP
Super Mud
Shore Pac GCV
T erragel or Novagel
Polymer
BIG FOOT
POLY-BORE
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Manufacturer
KB INTERNATIONAL LLC
735 BOARD ST STE 209
CHATTANOOGA TN 37402
(423) 266-6964
PDS CO INC
105 W SHARP ST
EL DORADO AR 71731
/870) 863-5707
CETCO CONSTRUCTION DRILLING PRODUCTS
2870 FORBS AVE
HOFFMAN ESTATES IL 60192
/800) 527-9948
GEO-TECH SERVICES LLC
220 N. ZAPATA HWY STE 11A-449A
LAREDO TX 78043
(210) 259-6386
MATRIX CONSTRUCTION PRODUCTS
50 S MAIN ST STE 200
NAPERVILLE IL 60540
(877) 591 -3137
BAROID INDUSTRIAL DRILLING PRODUCTS
3000 N SAM HOUSTON PKWY EAST
HOUSTON TX 77032
/877) 379-7412
Use synthetic slurries in compliance with the manufacturer's instructions. Synthetic slurries shown in the
above table may not be appropriate for a given job site.
Synthetic slurries must comply with the Department's requirements for synthetic slurries to be included in
the above table. The requirements are available from the Offices of Structure Design, P.O. Box 168041,
MS# 9-4/11G, Sacramento, CA 95816-8041.
SlurryPro CDP synthetic slurry must comply with the requirements shown in the following table:
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SlurrvPro CDP
Quality characteristic Test method Requirement
Density Mud weight (density),
During drilling (pcf) API RP 13B-1 , ~ 67.08
section 4
Before final cleaning and immediately ~ 64.08
before placing concrete (ocf)
Viscosity Marsh funnel and cup.
During drilling (sec/qt) API RP 13B-1, section 6.2 50-120
Before final cleaning and immediately ~70
before placinq concrete (sec/at)
pH Glass electrode pH meter 6.0-11 .5
or pH paper
Sand content, percent by volume Sand,
Before final cleaning and immediately API RP 13B-1 , section 9 ~ 1.0
before placina concrete(%)
NOTE: Slurry temperature must be at least 40 °F when tested.
art authorized, you may use slurry in a salt water environment. The allowable density of slurry in
a salt water environment may be increased by 2 pcf.
Super Mud synthetic slurry must comply with the requirements shown in the following table:
S M uoer ud
Quality characteristic Test method Requirement
Density Mud weight (density),
During drilling (pcf) API RP 13B-1 , ~ 64.0°
section 4
Before final cleaning and immediately ~ 64.08
before placing concrete (pcf)
Viscosity Marsh funnel and cup.
During drilling (sec/qt) API RP 13B-1, section 6.2 32-60
Before final cleaning and immediately ~60
before olacinq concrete (sec/qt)
pH Glass electrode pH meter 8.0-10.0
or pH paper
Sand content, percent by volume Sand,
Before final cleaning and immediately API RP 13B-1, section 9 ~ 1.0
before placing concrete(%)
NOTE: Slurry temperature must be at least 40 °F when tested.
8 lf authorized, you may use slurry in a salt water environment. The allowable density of slurry in
a salt water environment may be increased by 2 pct.
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Shore Pac GCV synthetic slurry must comply with the requirements shown in the following table:
Shore Pac GCV
Quality characteristic Test method Reauirement
Density Mud weight (density),
During drilling (pcf) API RP 138-1, :S 64.oa
section 4
Before final cleaning and immediately :s; 64.oa
before placing concrete tocf)
Viscosity Marsh funnel and cup.
During drilling (sec/qt) API RP 138-1 , section 6.2 33-74
Before final cleaning and immediately :S 57
before olacinq concrete (sec/at)
pH Glass electrode pH meter 8.0-11 .0
or pH paper
Sand content, percent by volume Sand,
Before final cleaning and immediately API RP 138-1, section 9 :S 1.0
before olacina concrete (%)
NOTE: Slurry temperature must be at least 40 °F when tested.
8 lf authorized, you may use slurry in a salt water environment. The allowable density of slurry in
a salt water environment may be increased by 2 pcf.
Terragel or Novagel Polymer synthetic slurry must comply with the requirements shown in the following
table:
Terraael or Novaael Polymer
Quality characteristic Test method Reauirement
Density Mud weight (density),
During drilling (pct) API RP 138-1 , :S 67.08
section 4
Before final cleaning and immediately :S 64.08
before olacina concrete (pcf)
Viscosity Marsh funnel and cup.
During drilling (sec/qt) API RP 138-1 , section 6.2 45-104
Before final cleaning and immediately :S 104
before olacing concrete (sec/at)
pH Glass electrode pH meter 6.0-11.5
or pH paper
Sand content, percent by volume Sand,
Before final cleaning and immediately API RP 138-1 , section 9 :S 1.0
before olacinq concrete(%)
NOTE: Slurry temperature must be at least 40 °F when tested.
8lf authorized, you may use slurry in a salt water environment. The allowable density of slurry in
a salt water environment may be increased by 2 pcf.
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BIG-FOOT synthetic slurry must comply with the requirements shown in the following table:
BIG-FOOT
Quality characteristic Test method Requirement
Density Mud weight (density),
During drilling (pcf) API RP 138-1, s 64.08
section 4
Before final cleaning and immediately s 64.08
before placinq concrete (pcf)
Viscosity Marsh funnel and cup.
During drilling (sec/qt) API RP 138-1, section 6.2 30-125
Before final cleaning and immediately 55-114
before placing concrete (sec/at)
pH Glass electrode pH meter 8.5-10.5
or oH oaoer
Sand content, percent by volume Sand,
Before final cleaning and immediately API RP 138-1, section 9 s 1.0
before placinq concrete(%)
NOTE: Slurry temperature must be at least 40 °F when tested.
8lf authorized, you may use slurry in a salt water environment. The allowable density of slurry in
a salt water environment may be increased by 2 pcf.
POLY-BORE synthetic slurry must comply with the requirements shown in the following table:
POLY-BORE
Quality characteristic Test method Reauirement
Density Mud weight (density),
During drilling (pcf) API RP 138-1, 62.8-65.88
section 4
Before final cleaning and immediately 62.8-64.08
before placing concrete (ocf)
Viscosity Marsh funnel and cup.
During drilling (sec/qt) API RP 138-1, section 6.2 50-80
Before final cleaning and immediately 50-80
before placing concrete (sec/at)
pH Glass electrode pH meter 7.0-10.0
or oH paoer
Sand content, percent by volume Sand,
Before final cleaning and immediately API RP 138-1, section 9 s 1.0
before placing concrete(%)
NOTE: Slurry temperature must be at least 40 °F when tested .
8lf authorized, you may use slurry in a salt water environment. The allowable density of slurry in
a salt water environment may be increased by 2 pcf.
Add to section 49-3.02C(4):
If the hole is drilled below the specified tip elevation shown, the reinforcement must extend to within 3
inches of the bottom of the drilled hole for the piles that are specified as end bearing.
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51 CONCRETE STRUCTURES
Add to section 51-1.01A:
The concrete at the following locations must be integrally pigmented colored concrete:
1. All bridge concrete except for footings and piles
2. Approach slabs
3. Railings and barriers
4. Sidewalks
The color must match Cocoa No. 6130 by Davis Colors.
Construct test panels for colored concrete. Test panels are required for every concrete mix design
utilizing colored concrete.
Furnish and install bat roosts where shown in accordance with the Bat Roosts Recommendations for the
Poinsettia Lane Bridge, Poinsettia 61 Project.
Add to section 51-1 .01C(1):
Replace the 2nd paragraph of section 51-1.01 C(1) with:
Submit a deck placement plan for concrete bridge decks. Include in the placement plan your method and
equipment for ensuring that the concrete bridge deck is kept damp by misting immediately after finishing
the concrete surface.
Add to section 51-1.028:
Concrete for concrete bridge decks must contain polymer fibers. Each cubic yard of concrete must
contain at least 1 pound of microfibers and at least 3 pounds of macrofibers.
Concrete for concrete bridge decks must contain a shrinkage reducing chemical admixture. Each cubic
yard of concrete must contain at least 3/4 gallon of a shrinkage reducing admixture. If you use the
maximum dosage rate shown on the Authorized Material List for the shrinkage reducing admixture, your
submitted shrinkage test data does not need to meet the shrinkage limitation specified.
Replace the 1st paragraph of section 51-1.03F(5)(b)(i) with:
Texture bridge deck surfaces longitudinally by grinding and grooving.
Replace the 2nd paragraph of section 51-1.03H with:
Cure the top surface of bridge decks by (1) misting and (2) the water method using a curing medium
under section 90-1.038(2). After strike off, immediately and continuously mist the deck with an atomizing
nozzle that forms a mist and not a spray. Continue misting until the curing medium has been placed and
the application of water for the water method has started. At the end of the curing period, remove the
curing medium and apply curing compound on the top surface of the bridge deck during the same work
shift under section 90-1.038(3). The curing compound must be curing compound no. 1.
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Delete the 4th paragraph of section 51-1.0JH.
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52 REINFORCEMENT
Add to section 52-1.03D:
Where integrally pigmented colored concrete is used, supports for reinforcement at exposed concrete
faces must be compatible with the final concrete color.
Replace section 52-3.04 with:
Galvanized bar reinforcement is paid for as bar reinforcing steel (bridge).
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DIVISION VIII MISCELLANEOUS CONSTRUCTION
73 CONCRETE CURBS AND SIDEWALKS
Add to section 73-1.02A:
Concrete for sidewalks must be integrally pigmented colored concrete and comply with section 51-1 .01A.
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75 MISCELLANEOUS METAL
Add to the list in the 2nd paragraph of section 75-3.01A:
Add to the end of section 75-3.01A:
Bridge deck drainage system consists of:
1. Deck drain assemblies and associated hardware
2. Drain pipes
3. Pipe hangers and associated hardware
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78 INCIDENTAL CONSTRUCTION
Replace Reserved in section 78-4.07 with:
78-4.07 A GENERAL
78-4.07A(1) Summary
Section 78-4.07 includes specifications for staining galvanized surfaces to achieve a rustic brown color
with a matte finish.
78-4.07 A(2) Definitions
Not Used
78-4.07 A(3) Submittals
Submit the following items for the stain:
1. Product data, including the manufacturer's product sheet, SOS, and application instructions
2. Certificate of compliance
3. Work plan showing methods to control overspray and spillage and protect adjacent surfaces during
staining
78-4.07 A(4) Quality Assurance
Apply the stain to a test section at least 2 feet long.
The test section may be a section of the surface to be stained if authorized.
The test section must be:
1. Prepared and stained using the same materials, equipment, and methods to be used in the staining
work
2. Cured under the manufacturer's instructions
3. Authorized before starting the staining work
Notify the Engineer at least 5 business days before staining the test section.
If ordered, prepare and stain additional test sections. Preparing and staining more than 1 additional test
section is change order work.
The Engineer uses the authorized test section to determine the acceptability of the staining work.
If the test section is not incorporated into the work, dispose of the test section after the staining work is
complete and authorized.
78-4.078 MA TE RIALS
The stain must be Natina Steel from Natina Products, LLC.
Obtain the stain from:
NATINA PRODUCTS, LLC
PO BOX 4563
PALM DESERT CA 92261
(877) 762-8462
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78-4.07C CONSTRUCTION
78-4.07C(1) General
Not Used
78-4.07C(2) Preparation
Before applying the stain:
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1. Identify and obtain authorization for the surfaces to be stained
2. Remove oils, dirt, and other contaminants from surfaces to be stained
3. Dry all surfaces to be stained
78-4.07C(3) Application
Stain the galvanized surfaces under the manufacturer's instructions to achieve a color consistent with the
color of the authorized test section. Apply stain only to thoroughly dry surfaces during periods of favorable
weather.
Control overspray and protect adjacent surfaces during staining using an authorized method.
After application of the stain, keep stained galvanized surfaces dry as specified in the manufacturer's
instructions.
Repair stained surfaces damaged during work activities with materials equal to that of the specified stain.
78-4.07D PAYMENT
Not Used
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DIVISION IX TRAFFIC CONTROL DEVICES
83 RAILINGS AND BARRIERS
Add to section 83-2.01A(1):
Construct Concrete Barrier Type 90 under section 83-2.05.
Add to section 83-2.058(4):
Stain all exposed galvanized surfaces under section 78-4.07.
Do not chemically treat the galvanized surfaces before staining. Galvanize the nuts, bolts, and washers
after fabrication.
Replace Reserved in section 83-2.10 with:
83-2.10 PEDESTRIAN RAILING
83-2.1 0A General
Section 83-2.10 includes specifications for fabricating and constructing metal railing on a concrete
parapet, including concrete pilasters.
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Concrete must comply with section 51 .
Reinforcement must comply with section 52.
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Submit shop drawings for the Pedestrian Railing. The shop drawings must include:
1. Details for venting and pickup holes in rails and sleeves
2. Railing layout
3. Complete details for the construction of the work, including construction methods, sequence of shop
and field assembly, and installation procedures
Submit 7 copies of the shop drawings. Allow 25 days for review. Upon authorization, the Engineer returns
2 copies to you for use during construction.
83-2.1 OB Materials
The materials for metal railing components must comply with the specifications shown in the following
table:
Material Specification
Rail and Post Tubes ASTM A500/A500M, Grade B
Rolled bars and plates ASTM A36/A36M
Rail splice sleeves ASTM A36/A36M
Bolts ASTM A325/A325M or A449
Threaded rods ASTM A449
Nuts and washers ASTM A563 and F436
Fabricate rail tubes to fit the horizontal curve if the radius is less than 900 feet.
Galvanize ferrous metal parts after fabrication under section 75-1.02B.
Bolts and threaded rods furnished under ASTM A449 must comply with the mechanical requ irements
specified in ASTM A449 after galvanizing.
The difference between out-to-out rail splice sleeve dimensions and the clear inside dimensions of the
tubular steel rail elements must not exceed 3/16 inch after galvanizing.
Stain all exposed galvanized surfaces of the Metal Railing under section 78-4.07.
Grout for use in setting posts into sockets must be a non-shrink cement-grout mixture comprised of
cement and sand. Grout must match the adjacent concrete color and finish of the curb supporting the
railing.
83-2.1 OC Construction
Metal railings must present a smooth, uniform appearance in their final position, conforming closely to the
horizontal and vertical lines shown or ordered.
Carefully handle the materials such that no parts are bent, broken, abraded, or otherwise damaged. Do
not use manufacturing, handling, or installation methods that damage or distort the members or damage
the galvanizing or stain.
Adjust the vertical position of the metal railing to compensate for the camber and dead load deflection of
the superstructure. The Engineer determines the adjustment amount before the railing is installed.
Erect railings carefully and true to line and grade. Posts must be plumb within a tolerance not to exceed
0. 02 foot in 10 feet. Adjacent rail elements must align with each other within 1 /16 inch.
PART 1
Structure Special Provisions
Page -15
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09-20-2018
Posts must be grouted into place as shown.
Remove and reinstall grout if shrinkage at the post pocket areas is visible, or if color and finish does not
match the adjacent concrete. The Engineer determines if the finished grout is not acceptable.
83-2.10D Payment
The payment quantity for Pedestrian Railing is the length measured from end to end along the face of
railing, including the reinforced concrete pilasters.
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DIVISION XI MATERIALS
90 CONCRETE
Add to section 90-1 .01 C:
90-1.01 C(11) Polymer Fibers
Submit fiber manufacturer's product data and instructions for use.
Submit a certificate of compliance for each shipment and type of fibers.
Replace the row for bridge deck concrete in the table in the 1st paragraph of section 90-1 .02A
with:
I Bridge deck concrete 0.032
Add to section 90-1.02H:
Concrete at abutment piles, footings, stems, backwalls, and wingwalls is in a corrosive environment.
For concrete at abutment piles, footings, stems, backwalls, and wingwalls, the ratio of the quantity of free
water to the quantity of cementitious material must not exceed 0.40.
Add to section 90-1.02:
90-1.02K Polymer Fibers
Fibers must comply with ASTM D 7508. Microfibers must be from 1/2 to 2 inches long. Macrofibers must
be from 1 to 2-1 /2 inches long.
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PART1
Structure Special Provisions
Page -16
AJA
A3B
A3C
A10A
RSP A10B
A10C
A10D
A10E
A62C
B0-5
B0-13
BS-21
B7-1
B7-6
B7-8
B7-10
RSP B7-11
RSP B8-5
B14-5
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09-20-2018
STANDARD PLANS LIST
The standard plan sheets applicable to this Contract include those listed below. The
applicable revised standard plans (RSPs) listed below are included in the project plans.
ABBREVIATIONS, LINES, SYMBOLS, AND LEGEND
Abbreviations (Sheet 1 of 3)
Abbreviations (Sheet 2 of 3)
Abbreviations (Sheet 3 of 3)
Legend -Lines and Symbols (Sheet 1 of 5)
Legend -Lines and Symbols (Sheet 2 of 5)
Legend -Lines and Symbols (Sheet 3 of 5)
Legend -Lines and Symbols (Sheet 4 of 5)
Legend -Lines and Symbols (Sheet 5 of 5)
EXCAVATION AND BACKFILL
Limits of Payment for Excavation and Backfill -Bridge
BRIDGE DETAILS
Bridge Details
Bridge Details
JOINT SEALS
Joint Seals (Maximum Movement Rating = 2")
BOX GIRDER DETAILS
Box Girder Details
DECK DRAINS
Deck Drains -Types D-1 and D-2
Deck Drainage Details
UTILITY OPENING
Utility Opening -Box Girder
Utility Details
CAST-IN-PLACE POST-TENSIONED GIRDER
Cast-In-Place Post-Tensioned Girder Details
WATER SUPPLY LINE (BRIDGE)
Water Supply Line (Details) (Pipe Sizes Less Than 4")
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PART1
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PART1
Structure Special Provisions
Page -18
PART2
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REVISED STANDARD SPECIFICATIONS
~~~~ moffatt & nichol Creative People, Practical Solutions.®
[Page Intentionally Left Blank]
1111.-1111~ moffatt & nichol
Poinsettia 61 -Poinsettia Lane Bridges
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09/20/2018
Creative People, Practical Solutions.®
PART 2
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09/20/2018
REVISED STANDARD SPECIFICATIONS
TABLE OF CONTENTS
INTRODUCTION .......................................................................................................................................... 1
ORGANIZATION .......................................................................................................................................... 1
DIVISION I GENERAL PROVISIONS ......................................................................................................... 1
1 GENERAL. ................................................................................................................................................ 1
6 CONTROL OF MATERIALS ..................................................................................................................... 3
7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC ............................................................. 3
DIVISION IV SU BASES AND BASES ......................................................................................................... 4
29 TREATED PERMEABLE BASES ........................................................................................................... 4
DIVISION VI STRUCTURES ....................................................................................................................... 7
49 PILING .................................................................................................................................................... 7
50 PRESTRESSING CONCRETE ............................................................................................................ 17
51 CONCRETE STRUCTURES ................................................................................................................ 18
52 REINFORCEMENT .............................................................................................................................. 24
55 STEEL STRUCTURES ......................................................................................................................... 27
59 STRUCTURAL STEEL COATINGS ..................................................................................................... 29
DIVISION VIII MISCELLANEOUS CONSTRUCTION ............................................................................... 30
73 CONCRETE CURBS AND SIDEWALKS ............................................................................................. 30
75 MISCELLANEOUS METAL .................................................................................................................. 31
78 INCIDENTAL CONSTRUCTION .......................................................................................................... 31
DIVISION IX TRAFFIC CONTROL DEVICES ........................................................................................... 33
83 RAILINGS AND BARRIERS ................................................................................................................. 33
DIVISION XI MATERIALS ......................................................................................................................... 34
90 CONCRETE .......................................................................................................................................... 34
96 GEOSYNTHETICS ............................................................................................................................... 39
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PART2
Revised Standard Specifications
Page -i
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PART2
Revised Standard Specifications
Page -ii
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PART2
REVISED STANDARD SPECIFICATIONS
REVISION DATED 04-20-18
INTRODUCTION
The Revised Standard Specifications in this section apply to bridge construction only.
Refer to Part 1 of the Bridge Construction Specifications for Structure Special Provisions related to bridge
construction.
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ORGANIZATION
Revised standard specifications are under headings that correspond with the main-section headings of
the Standard Specifications. A main-section heading is a heading shown in the table of contents of the
Standard Specifications. A date under a main-section heading is the date of the latest revision to the
section.
Each revision to the Standard Specifications begins with a revision clause that describes or introduces a
revision to the Standard Specifications. For a revision clause that describes a revision, the date on the
right above the clause is the publication date of the revision. For a revision clause that introduces a
revision, the date on the right above a revised term, phrase, clause, paragraph, or section is the
publication date of the revised term, phrase, clause, paragraph, or section. For a multiple-paragraph or
multiple-section revision, the date on the right above a paragraph or section is the publication date of the
paragraphs or sections that follow.
Any paragraph added or deleted by a revision clause does not change the paragraph numbering of the
Standard Specifications for any other reference to a paragraph of the Standard Specifications.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
DIVISION I GENERAL PROVISIONS
1 GENERAL
04-20-18
Delete item 1 in the list in the 12th paragraph of section 1-1.01.
PART2
Revised Standard Specifications
Page -1
01-20-17
APCD
AQMD
CISS
CSL
css
GGL
Poinsettia 61 -Poinsettia Lane Bridges
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09/20/2018
Add to the 1st table of section 1-1.06:
07-21-17
air pollution control district
air quality manaaement district
cast-in-steel shell
crosshole sonic loaaina
cement stabilized soil
aamma-qamma loaainq
Replace plant establishment period and its definition in section 1-1.078 with:
plant establishment period: Number of working days shown on the Notice to Bidders for plant
establishment work.
01-20-17
Add to section 1-1.078:
01-20-17
permanent erosion control establishment period: Number of working days shown on the Notice to
Bidders for permanent erosion control establishment work.
07-21-17
traffic break: Traffic operation performed by a California Highway Patrol officer or other law enforcement
officer to slow or stop traffic within the traveled way.
Authorized
Facility
Audit List
Authorized
Material
List
Authorized
Material
Source List
Authorized
Material
Systems
List
Authorized
Laboratory
List
Replace the 1st row of the table in section 1-1.11 with:
http://www.dot.ca.gov/hq/esc/Translab/
OSM/documents/smdocuments/lnterne --
t auditlistinQ.pdf
http: //www.dot.ca.gov/hq/esc/approved
_products_list/ -
http://www.dot.ca.gov/hq/esc/Translab/
authorized_material_source_list/ -
http://www.dot.ca.gov/hq/esc/Translab/
authorized_systems_list/ --
http://www.dot.ca.gov/hq/esc/Translab/
authorized_laboratories_list/ -
Delete the row for Bidders' Exchange in the table of section 1-1.11.
PART2
Revised Standard Specifications
Page -2
07-21-17
-
--
-
--
--
12-02-16
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AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
6 CONTROL OF MATERIALS
07-21-17
Replace METS website in the last sentence in the last paragraph of section 6-2.01B with:
07-21-17
Authorized Facility Audit List website
Replace METS website in the last sentence in the last paragraph of section 6-2.01C with:
07-21-17
Authorized Material List website
Replace METS website in the last sentence in the last paragraph of section 6-2.010 with:
07-21-17
Authorized Material Source List website
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
7 LEGAL RELATIONS ANO RESPONSIBILITY TO THE PUBLIC
04-20-18
Add between the 1st and 2nd paragraphs of section 7-1 .02K(6)(a)
04-20-18
You must contact the local public health service department for information concerning public health
conditions within the area of the project.
Add to the end of section 7-1.02K(6)(a):
04-20-18
The Department is not responsible for the health and safety of:
1. Contractor's personnel
2. Subcontractor's personnel
3. Supplier's personnel
4. Any other persons present at the job site at the request of you or your subcontractors.
Replace item 3 in the list in the 3rd paragraph of section 7-1.02K(6)(j)(ii) with:
04-20-18
3. Sealed and signed by a CIH with knowledge of and experience complying with 8 CA Code of Regs
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PART2
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DIVISION IV SUBASES AND BASES
29 TREATED PERMEABLE BASES
07-15-16
Replace the headings and paragraphs in section 29-1 .01 with:
29-1.01 GENERAL
29-1.01A Summary
Section 29-1 includes general specifications for constructing treated permeable bases.
29-1.01 B Definitions
Reserved
29-1.01 C Submittals
Submit a treated permeable base quality control plan.
29-1 .01 D Quality Assurance
29-1 .010(1) General
Reserved
29-1.010(2) Quality Control
29-1.01 D(2)(a) General
Reserved
29-1.01D(2)(b) Quality Control Plan
Reserved
29-1.01 D(2)(c) Qualifications
Reserved
29-1.010(3) Department Acceptance
Reserved
Replace the headings and paragraphs in section 29-2.010 with:
07-15-16
07-15-16
29-2.01 D Quality Assurance
29-2.010(1) General
The Engineer determines the asphalt content of the asphalt mixture under California Test 382. The
bitumen ratio, pounds of asphalt per 100 lb of dry aggregate, must not vary more than 0.5 lb of asphalt
above or below the quantity designated by the Engineer. Samples used to determine the bitumen ratio
are obtained from trucks at the plant or from the mat behind the paver before rolling. If the sample is
taken from the mat behind the paver, the bitumen ratio must not be less than the quantity designated by
the Engineer, less 0. 7 lb of asphalt per 100 lb of dry aggregate.
29-2.010(2) Quality Control
29-2.01 D(2)(a) General
Reserved
PART2
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29-2.010(2)(b) Quality Control Testing
A TPB quality control must include testing the quality characteristics at the frequencies shown in the
following table:
QC Testina Frequencies
Qualitv characteristic Test method Samplinq location Minimum freauency
Gradation California Test Stockpiles or plant 1 for every 4 hours of
202 production but at least one
per dav of olacement
Cleanness value California Test Stockpiles or plant 1 for every 4 hours of
227 production but at least one
oerdav
Percentage of crushed California Test Stockpiles or plant 1 test before production and
particles 205 one every 5,000 cu yd
thereafter
Los Angeles rattler loss at California Test Stockpiles or plant 1 test before production and
500 rev 211 one every 5,000 cu yd
thereafter
Film stripping California Test Plant 1 test before production and
302 one every 5000 cu yd
thereafter
Asphalt content of the California Test Plant, transportation 1 for every 4 hours of
asphalt mixture 382 units, windrows, or production but at least one
roadwav oerdav
29-2.010(3) Department Acceptance
The Department accepts ATPB based on aggregate gradation, cleanness value, percent of crushed
particles, Los Angeles rattler, film stripping and asphalt content requirements specified in section 29-2.02
and section 29-2.010(1 ).
The Engineer takes samples for aggregate gradation, cleanness value, percent of crushed particles, Los
Angeles rattler, and film stripping from the plant.
The Engineer takes samples for asphalt content of the asphalt mixture from any of the following locations:
1. Plant
2. Truck
3. Windrow
4. Roadbed
Replace the headings and paragraphs in section 29-3.01 with:
29-3.01 GENERAL
29-3.01A Summary
Section 29-3 includes specifications for constructing cement treated permeable bases.
29-3.01 B Definitions
Reserved
29-3.01 C Submittals
Reserved
PART2
Revised Standard Specifications
Page -5
07-15-16
29-3.01 D Quality Assurance
29-3.010(1) General
Reserved
29-3.010(2) Quality Control
29-3.010(2)(a) General
Reserved
29-3.010(2)(b) Quality Control Testing
Poinsettia 61 -Poinsettia Lane Bridges
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09/20/2018
CTPB quality control must include testing the quality characteristics at the frequencies shown in the
following table:
Q C Testing Freauencies
Quality characteristic Test method Samplina location Minimum frequencv
Gradation California Test Stockpiles or plant 1 for every 4 hours of
202 production but at least one
per day of placement
Cleanness value California Test Stockpiles or plant 1 for every 4 hours of
227 production but at least one
per day
Los Angeles rattler California Test Stockpiles or plant 1 test before production and
loss at 500 rev 211 one every 5,000 cu yd
thereafter
Soundness California Test Stockpiles or plant 1 test before production and
214 one every 5,000 cu yd
thereafter
29-3.010(3) Department Acceptance
The Department accepts CTPB based on aggregate gradation, cleanness value, Los Angeles rattler and
soundness requirements in section 29-3.02.
The Engineer takes samples for aggregate gradation, cleanness value, Los Angeles rattler and
soundness from the plant.
Add to section 29-3.02A:
Water must comply with section 90-1 .020.
4th
Replace 3rd in the 2nd paragraph in section 29-3.03 with:
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PART2
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Page -6
07-15-16
07-15-16
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DIVISION VI STRUCTURES
49 PILING
04-20-18
Delete the 2nd paragraph of section 49-1.01A.
Replace the 1st sentence in the 5th paragraph of section 49-1.010(3) with:
04-15-16
07-15-16
Load test and anchor piles must comply with the specifications for piling as described and Class N steel
pipe piling.
Add to the list in 7th paragraph of section 49-1.010(3):
5. Welds that connect the anchor pile and the anchor pile head must be tested under section 49-
2. 02A(4 )(b )(iii)(C)
Replace the 10th paragraph of section 49-1.010(3) with:
07-15-16
07-15-16
Furnish labor, materials, tools, equipment, and incidentals as required to assist the Department in the
transportation, installation, operation, and removal of Department-furnished steel load test beams, jacks,
bearing plates, drills, and other test equipment. This is change order work.
Add to the end of the 5th paragraph of section 49-1.010(4):
04-20-18
Penetration and bearing analyses are specific to a driving submittal. Piles located within specified control
zones are represented by the associated dynamically monitored pile for bearing acceptance criteria.
Replace the 6th paragraph of section 49-1.010(4) with:
04-20-18
Except for load test piles and anchor piles, drive the 1st production pile in the control zone and perform
dynamic monitoring as specified. Do not install any additional production piles until the Engineer provides
you with the bearing acceptance criteria curves for any piles represented by the dynamically monitored
piles.
Replace the 7th paragraph of section 49-1.010(4) with:
04-20-18
Piles to be dynamically monitored must:
1. Have an additional length of 2 times the largest cross-sectional dimension of the pile plus 2 feet.
2. Be available to the Department at least 2 business days before driving.
3. Be safely supported at least 6 inches off the ground in a horizontal position on at least 2 support
blocks. If ordered, rotate the piles on the blocks.
4. Be positioned to provide safe access to the entire pile length and circumference for the installation of
anchorages and control marks for monitoring.
PART2
Revised Standard Specifications
Page -7
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Delete business in item 6 in the list in the 8th paragraph of section 49-1.010(4).
Add to the list in 9th paragraph of section 49-1.010(4):
3. Cut pile to the specified cut-off elevation after bearing acceptance criteria is provided by the
Department
Delete the 3rd paragraph of section 49-1 .03.
Delete the 2nd paragraph of section 49-1 .04.
Delete the 4th paragraph of section 49-2.01C(5).
Replace item 3 in the list in the 2nd paragraph of section 49-3.01A with:
3. CISS concrete piles
07-15-16
07-15-16
04-15-16
04-15-16
01-15-16
07-15-16
Add between undisturbed material and in a dry in the 1st paragraph of section 49-3.01C:
07-15-16
, casing, or steel shell
Replace the 2nd and 3rd paragraphs of section 49-3.01C with:
07-15-16
Place and secure reinforcement. Securely block the reinforcement to provide the minimum clearance
shown between the reinforcing steel cage and the sides of the drilled hole, casing, or steel shell.
Steel shells, casings, and drilled holes must be clean and free of debris before reinforcement and
concrete are placed.
Replace dewatered in the 4th paragraphs of section 49-3.01C with:
drilled
Add to section 49-3.02A(1 ):
Permanent steel casing and driven steel shell must comply with section 49-2.02.
PART2
Revised Standard Specifications
Page -8
07-15-16
07-15-16
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Replace the paragraph of section 49-3.02A(2) with:
dry hole: A drilled hole that requires no work to keep it free of water.
dewatered hole: A drilled hole that:
1. Accumulates no more than 12 inches of water at the bottom during a 1 hour period without any
pumping from the hole.
2. Has no more than 3 inches of water at the bottom immediately before placing concrete.
3. Does not require temporary casing to control the groundwater.
Replace item 8 in the list in the 1st paragraph of section 49-3.02A(3)(b) with:
8. Drilling plan and sequence
9. Concrete sequence and placement plan
10. If inspection pipes are required, methods for ensuring the inspection pipes remain straight,
undamaged, and properly aligned during concrete placement
Replace section 49-3.02A(3)(c) with:
07-15-16
07-15-16
04-20-18
49-3.02A(3)(c) Inspection Pipe and Reinforcing Cage Coupler Log
If inspection pipes are required, submit a log of the locations of inspection pipe couplers and pile
reinforcing cage couplers as an informational submittal within 2 business days of completion of concrete
placement in the hole.
Replace 1 business day in the paragraph of section 49-3.02A(3)(d) with:
2 business days
Add to section 49-3.02A(3)(d):
07-15-16
07-15-16
The log must:
1. Show the pile location, tip elevation, cutoff elevation, dates of excavation and concrete placement,
total quantity of concrete placed, length and tip elevation of any casing, and details of any hole
stabilization method and materials used.
2. Include an 8-1 /2 by 11 inch graph of concrete placed versus depth of hole filled as follows:
2.1. Plot the graph continuously throughout concrete placement. Plot the depth of drilled hole filled
vertically with the pile tip at the bottom and the quantity of concrete placed horizontally.
2.2. Take readings at each 5 feet of pile depth, and indicate the time of the reading on the graph.
Add after the sentence in the paragraph of section 49-3.02A(3)(e):
Allow 10 days for the review.
PART2
Revised Standard Specifications
Page -9
07-15-16
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09/20/2018
Replace the 3rd sentence in the paragraph of section 49-3.02A(3)(f) with:
07-15-16
Allow 10 days for the review and analysis of this report.
Add after rejected pile in the 1st sentence in the 1st paragraph of section 49-3.02A(3)(g):
07-15-16
to be mitigated
07-15-16
Delete the 2nd paragraph of section 49-3.02A(3)(g).
Replace item 3 in the list in the 3rd paragraph of section 49-3.02A(3)(g) with:
07-15-16
3. Step by step description of the mitigation work to be performed, including drawings if necessary. If the
ADSC Standard Mitigation Plan is an acceptable mitigation method, include the most recent version.
For the most recent version of the AOSC Standard Mitigation Plan, go to:
http://www. dot. ca. gov/hq/esc/geotech/ft/adscmitplan. htm
Replace the 2nd sentence in the paragraph of section 49-3.02A(3)(i) with:
Allow 10 days for the review.
Add to section 49-3.02A(3):
49-3.02A(3)(j) Certifications
If synthetic slurry is used, submit as an informational submittal the names and certifications of your
employees who are trained and certified by the synthetic slurry manufacturer.
49-3.02A(3)(k) Slurry Test Record
If slurry is used, submit a slurry test record as an informational submittal within 2 business days of
completion of concrete placement in the hole.
07-15-16
07-15-16
04-20-18
Add after excavated hole in the 1st sentence in the 3rd paragraph of section 49-3.02A(4)(c):
07-15-16
lined with plastic
Replace the 1st paragraph of section 49-3.02A(4)(d)(i) with:
07-15-16
Section 49-3.02A(4)(d) applies to CIDH concrete piles except for piles (1) less than 24 inches in diameter
or (2) constructed in dry or dewatered holes.
PART2
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Replace gamma-gamma logging in the 2nd paragraph of section 49-3.02A(4)(d)(i) with:
07-15-16
GGL
Replace the 1st sentence in the 3rd paragraph of section 49-3.02A(4)(d)(i) with:
07-15-16
After notification by the Engineer of pile acceptance, fill the inspection pipes and cored holes with grout.
Replace gamma-gamma logging in section 49-3.02A(4)(d)(ii) with:
07-15-16
GGL
Replace the 3rd and 4th paragraphs of section 49-3.02A(4)(d)(iii) with:
07-15--16
The Department may perform CSL to determine the extent of the anomalies identified by GGL and to
further evaluate a rejected pile for the presence of anomalies not identified by GGL. The pile acceptance
test report will indicate if the Department intends to perform CSL and when the testing will be performed.
Allow the Department 20 additional days for a total of 50 days to perform CSL and to provide
supplemental results.
If authorized, you may perform testing on the rejected pile.
Delete the 8th paragraph of section 49-3.02A(4)(d)(iii).
Add to the end of section 49-3.02A(4)(d)(iii):
If the Engineer determines it is not feasible to repair the rejected pile, submit a mitigation plan for
replacement or supplementation of the rejected pile.
Add to section 49-3.02A(4):
07-15-16
07-15-16
07-15--16
49-3.02A(4)(e) Certifications
If synthetic slurry is used, your employees who will be providing technical assistance in the slurry
activities must be trained and certified by the synthetic slurry manufacturer to show their competency to
perform inspection of slurry operations.
49-3.026(4) Reserved
Replace section 49-3.026(4) with :
PART2
Revised Standard Specifications
Page -11
07-15-16
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Replace near in the 3rd, 4th, and 5th paragraphs of section 49-3.02B(G)(b) with:
within 2 feet of
Replace twice per shi'ft in item 2 in the 3rd paragraph of section 49-3.02B(G)(b) with:
every 4 hours
Delete the 7th and 8th paragraphs of section 49-3.02B(G)(b).
Delete the 3rd paragraph of section 49-3.02B(G)(c).
Replace near in item 2 in the 4th paragraph of section 49-3.02B(G)(c) with:
within 2 feet of
Replace item 5 in the 4th paragraph of section 49-3.02B(G)(c) with:
5. After final cleaning and immediately before placing concrete.
Replace section 49-3.028(9) with:
07-15-16
07-15-16
07-15-16
07-15-16
07-15-16
07-15-16
07-15-16
49-3.028(9) Inspection Pipes
Inspection pipes must be schedule 40 PVC pipe complying with ASTM D1785 with a nominal pipe size of
2 inches.
Watertight PVC couplers complying with ASTM D2466 are allowed to facilitate pipe lengths in excess of
those commercially available.
Add to the beginning of section 49-3.02C(1 ):
07-15-16
Unless otherwise authorized, drilling the hole and placing reinforcement and concrete in the hole must be
performed in a continuous operation.
Replace the 5th paragraph of section 49-3.02C(2) with:
07-15-16
If slurry is used during excavation, maintain the slurry level at a height required to maintain a stable hole,
but not less than 10 feet above the piezometric head.
PART2
Revised Standard Specifications
Page -12
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Replace the 1st sentence in the 9th paragraph of section 49-3.02C(2) with:
07-15-16
Remove water that has infiltrated the dewatered hole before placing concrete, as required for dewatered
hole.
Replace the 1st sentence in the 10th paragraph of section 49-3.02C(2) with:
07-15-16
If authorized, to control caving or water seepage, you may enlarge portions of the hole, backfill the hole
with slurry cement backfill, concrete, or other material, and redrill the hole to the diameter shown.
Replace the 4th paragraph of section 49-3.02C(3) with:
07-15-16
Remove the temporary casing during concrete placement. Maintain the concrete in the casing at a level
required to maintain a stable hole, but not less than 5 feet above the bottom of the casing, to prevent
displacement of the concrete by material from outside the casing.
Replace the 5th paragraph of section 49-3.02C(4) with:
07-15-16
For a single CIDH concrete pile supporting a column:
1. If the pile and the column share the same reinforcing cage diameter, this cage must be accurately
placed as shown
2. If the pile reinforcing cage is larger in diameter than the column cage:
2.1. Maintain a clear horizontal distance of at least 3.5 inches between the two cages, if the
concrete is placed under dry conditions
2.2. Maintain a clear horizontal distance of at least 5 inches between the two cages if the concrete
is placed under slurry
2.3. The offset between the centerlines of the two cages must not exceed 6 inches
Replace the paragraphs in section 49-3.02C(5) with:
04-20-18
For acceptance testing, install and test vertical inspection pipes as follows:
1. Log the location of the inspection pipe couplers and pile reinforcing cage couplers with respect to the
plane of pile cutoff.
2. Cap each inspection pipe at the bottom. Extend the pipe from 3 feet above the pile cutoff to the
bottom of the reinforcing cage. Provide a temporary top cap or similar means to keep the pipes clean
before testing. If pile cutoff is below the ground surface or working platform, extend inspection pipes
to 3 feet above the ground surface or working platform.
3. If any changes are made to the pile tip, extend the inspection pipes to the bottom of the reinforcing
cage.
4. Install inspection pipes in a straight alignment and parallel to the main reinforcement. Securely fasten
inspection pipes in place and provide protective measures to prevent misalignment or damage to the
inspection pipes during installation of the reinforcement and placement of concrete in the hole.
Construct CIDH concrete piles such that the relative distance of inspection pipes to vertical steel
reinforcement remains constant.
5. After concrete placement is complete, fill inspection pipes with water to prevent debonding of the
pipe.
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6. Provide safe access to the tops of the inspection pipes.
7. After placing concrete and before requesting acceptance testing, test each inspection pipe in the
Engineer's presence by passing a rigid cylinder through the length of pipe. The rigid cylinder must:
7 .1 Be 1-1 /4-inch diameter by 4. 5-foot long
7.2 Weigh 12 pounds or less
7.3 Be able to freely pass down through the entire length of the pipe under its own weight and
without the application of force
8. When performing acceptance testing, inspection pipes must provide a 2-inch-diameter clear opening
and be completely clean, unobstructed, and either dry or filled with water as authorized.
9. After acceptance testing is complete, completely fill the inspection pipes with water.
07-15-16
If the rigid cylinder fails to pass through the inspection pipe:
1. Completely fill the inspection pipes in the pile with water immediately.
2. Core a nominal 2-inch-diameter hole through the concrete for the entire length of the pile for each
inspection pipe that does not pass the rigid cylinder. Coring must not damage the pile reinforcement.
3. Locate cored holes as close as possible to the inspection pipes they are replacing and no more than
5 inches clear from the reinforcement.
Core holes using a double wall core barrel system with a split tube type inner barrel. Coring with a solid
type inner barrel is not allowed.
Coring methods and equipment must provide intact cores for the entire length of the pile.
Photograph and store concrete cores as specified for rock cores in section 49-1 .010(5).
The coring operation must be logged by an engineering geologist or civil engineer licensed in the State
and experienced in core logging. Coring logs must comply with the Department's Soi/ and Rock Logging,
Classification, and Presentation Manual for rock cores. Coring logs must include core recovery, rock
quality designation of the concrete, locations of breaks, and complete descriptions of inclusions and voids
encountered during coring.
The Department evaluates the portion of the pile represented by the cored hole based on the submitted
coring logs and concrete cores. If the Department determines a pile is anomalous based on the coring
logs and concrete cores, the pile is rejected.
Replace item 2 in the list in the 2nd paragraph of section 49-3.02C(7) with:
07-15-16
2. Extend at least 5 feet below the construction joint. If placing casing into rock or a dry hole, the casing
must extend at least 2 feet below the construction joint.
Add to the beginning of section 49-3.02C(9):
49-3.02C(9)(a) General
Replace the 2nd sentence of the 3rd paragraph of section 49-3.02C(9) with:
Do not vibrate the concrete.
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Add after concrete pump in the 8th paragraph of section 49-3.02C(9):
and slurry pump
Replace item 3 in the list in the 11th paragraph of section 49-3.02C(9) with:
07-15-16
07-15-16
3. Maintain the slurry level at a height required to maintain a stable hole, but not less than 10 feet above
the piezometric head.
Replace the 13th paragraph of section 49-3.02C(9) with:
07-15-16
Maintain a log of concrete placement for each drilled hole.
Replace 14th and 15th paragraphs of section 49-3.02C(9) with:
07-15-16
If a temporary casing is used, maintain concrete placed under slurry at a level required to maintain a
stable hole, but not less than 5 feet above the bottom of the casing. The withdrawal of the casing must
not cause contamination of the concrete with slurry.
The equivalent hydrostatic pressure inside the casing must be greater than the hydrostatic pressure on
the outside of the casing to prevent intrusion of water, slurry, or soil into the column of freshly placed
concrete.
Remove scum, laitance, and slurry-contaminated concrete from the top of the pile.
Add to section 49-3.02C(9):
07-15-16
49-3.02C(9)(b) Mineral Slurry
Remove any caked slurry on the sides or bottom of hole before placing reinforcement.
If concrete is not placed immediately after placing reinforcement, the reinforcement must be removed and
cleaned of slurry, the sides of the drilled hole must be cleaned of caked slurry, and the reinforcement
again placed in the hole for concrete placement.
49-3.02C(9)(c) Synthetic Slurry
A manufacturer's representative must:
1. Provide technical assistance for the use of their material
2. Be at the job site before introduction of the synthetic slurry into the drilled hole
3. Remain at the job site until released by the Engineer
After the manufacturer's representative has been released by the Engineer, your employee certified by
the manufacturer must be present during the construction of the pile under slurry.
Replace the heading of section 49-3.03 with:
CAST-IN-STEEL SHELL CONCRETE PILING
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Replace the 1st paragraph of section 49-3.03A(1) with:
07-15-16
Section 49-3.03 includes specifications for constructing CISS concrete piles consisting of driven open-
ended or closed-ended steel shells filled with reinforcement and concrete.
Add to the end of section 49-3.03A(1 ):
07-15-16
CISS concrete piles include Class 90 Alternative V and Class 140 Alternative V piles.
Add to section 49-3.03A(3):
01-15-16
Submit a Pile and Driving Data Form under section 49-2.01A(3)(a) if specified in the special provisions.
Replace the paragraph of section 49-3.030 with:
07-15-16
Furnish piling is measured along the longest side of the pile from the specified tip elevation shown to the
plane of pile cutoff.
Replace section 49-4.03 with:
01-15-16
49-4.03 CONSTRUCTION
49-4.03A General
Reserved
49-4.03B Drilled Holes
Drill holes for steel soldier piles into natural foundation material. Drilled holes must be accurately located,
straight, and true.
Furnish and place temporary casings or tremie seals where necessary to control water or to prevent
caving of the hole.
Before placing the steel soldier pile, remove loose materials existing at the bottom of the hole after drilling
operations have been completed.
Do not allow surface water to enter the hole. Remove all water in the hole before placing concrete.
If temporary casings are used, they must comply with section 49-3.02C(3).
49-4.03C Steel Soldier Piles
Plumb and align the pile before placing concrete backfill and lean concrete backfill. The pile must be at
least 2 inches clear of the sides of the hole for the full length of the hole to be filled with concrete backfill
and lean concrete backfill. Ream or enlarge holes that do not provide the clearance around steel piles.
Maintain alignment of the pile in the hole while placing backfill material.
Clean and prepare piles in anticipated heat affected areas before splicing steel piles or welding concrete
anchors.
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50 PRESTRESSING CONCRETE
04-20-18
Add to the end of section 50-1.01 C:
50-1.01 C(S) Post-tensioning Jack Calibration Chart
Submit the post-tensioning jack calibration plot.
50-1.01C(9) Pretensioning Jack Calibration Chart
For any pretensioning jack calibrated by an authorized laboratory, submit a certified calibration plot.
Replace section 50-1.01 D(2)(b) with:
50-1.01 D(2)(b) Equipment and Calibration
50-1.01 D(2)(b)(i) General
Each jack body must be permanently marked with the ram area.
Each pressure gauge must be fully functional and have an accurately reading, clearly visible dial or
display. The dial must be at least 6 inches in diameter and graduated in 100 psi increments or less.
07-15-16
07-15-16
Each load cell must be calibrated and have an indicator that can be used to determine the force in the
prestressing steel.
The range of each load cell must be such that the lower 10 percent of the manufacturer's rated capacity is
not used in determining the jacking force.
Each jack must be calibrated equipped with its gauges.
Mechanically calibrate the gauges with a dead weight tester or other authorized means before calibration
of the jacking equipment.
50-1 .01 D(2)(b)(ii) Post-tensioning
Equip each hydraulic jack used to tension prestressing steel with 2 pressure gauges or 1 pressure gauge
and a load cell. Only 1 pressure gauge must be connected to the jack during stressing.
Each jack used to tension prestressing steel permanently anchored at 25 percent or more of its specified
minimum ultimate tensile strength must be calibrated by METS within 1 year of use and after each repair.
You must:
1. Schedule the calibration of the jacking equipment with METS.
2. Verify that the jack and supporting systems are complete, with proper components, and are in good
operating condition.
3. Provide labor, equipment, and material to (1) install and support the jacking and calibration equipment
and (2) remove the equipment after the calibration is complete.
4. Plot the calibration results.
Each jack used to tension prestressing steel permanently anchored at less than 25 percent of its specified
minimum ultimate tensile strength must be calibrated by an authorized laboratory within 180 days of use
and after each repair.
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50-1.010(2)(b)(iii) Pretensioning
04-20-1 B
Each jack used to pretension prestressing steel must be calibrated, equipped with its gauges, by a
laboratory on the Authorized Laboratories List to perform pretensioning calibrations within 1 year of use
and after each repair.
07-15-16
Calibrate pretensioning jacks:
1. Under ASTM E4 using an authorized laboratory. Certification that the calibration is performed to
ASTM accuracy is not required .
2. In the presence of the Engineer. Notify the Engineer at least 2 business days before calibrating the
jack.
3. Using 3 test cycles. Average the forces from each test cycle at each increment.
4. To cover the load range used in the work.
Gauges for pretensioning jacks may:
1. Be electronic pressure indicators that display either:
1.1. Pressure in 100 psi increments or less
1.2. Load to 1 percent of the maximum sensor/indicator capacity or 2 percent of the maximum load
applied, whichever is smaller
2. Have a dial less than 6 inches in diameter
Gauges displaying pressure must have been calibrated within 1 year of the jack calibration.
Each hydraulic jack used for pretensioning must be equipped with either 2 gauges or 1 gauge and a load
cell or you must have a calibrated standby jack with its gauge present on site during stressing.
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51 CONCRETE STRUCTURES
07-21-17
Replace the 7th item in the list in the 2nd paragraph of section 51-1.01A with:
7. Pipe culvert headwalls, endwalls, and wingwalls
8. Pile extensions
9. Drainage inlets
7. Drainage inlets
Add to the list in the 2nd paragraph of section 51-1.01A:
Add to the list in the 6th paragraph of section 51-1.01A:
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01-20-17
8. Pipe culvert headwalls and endwalls for a pipe with a diameter of less than 5 feet
Add to section 51-1.01 B:
07-21-17
age of break: Age in hours, determined by your testing, at which RSC attains its minimum specified
compressive strength.
Delete the 1st paragraph of section 51 -1.01C(5).
Delete the 5th item in the list in the 4th paragraph of section 51-1.01C(5).
Replace section 51-1.01 D(2)(b) with:
51-1.01 D(2)(b) Rapid Strength Concrete
51-1.01 D(2)(b)(i) General
Reserved
51-1.01 D(2)(b)(ii) Prequalification of Mix Design
01-20-17
01-20-17
07-21-17
Prequalify RSC under section 90-1 .01 D(5)(b) before use. Prequalification of an RSC mix design includes
determining the opening age and attaining the specified minimum 28-day compressive strength.
Determine the opening age of the RSC mix design as follows:
1. Fabricate at least 5 test cylinders to be used to determine the age of break.
2. Immediately after fabrication of the 5 test cylinders, store the cylinders in a temperature medium of 70
± 3 degrees F until the cylinders are tested.
3. Determine the age of break to attain an average strength of the 5 test cylinders.
4. Opening age is the age of break plus 1 hour.
The average strength of the 5 test cylinders must be at least the minimum specified compressive
strength. Not more than 2 test cylinders may have a strength of less than 95 percent of the minimum
specified compressive strength.
If compressive strength tests performed in the field show that the RSC has attained the minimum
specified compressive strength, you may open the lane to traffic at the age of break. Perform the
compressive strength tests under the specifications for sampling and testing cylinders in section 90-
1. 01 D(5)(a). If you choose to use this option, notify the Engineer before starting construction.
51-1.01 D(2)(b)(iii) Mock-ups
Reserved
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Replace the 1st sentence in the 3rd paragraph of section 51-1.010(3)(b)(iii) with:
01-20-17
If portions of completed deck surfaces or approach slabs have a coefficient of friction of less than 0.35,
those portions must be ground or grooved parallel to the center line to produce a coefficient of friction of
not less than 0.35.
Add to section 51-1 .021:
07-15-16
Metal frames, covers, grates, and other miscellaneous iron and steel used with drainage inlets must
comply with section 75-2.
Add to section 51-1 .03B:
07-15-16
You may use PC drainage inlets as an alternative to CIP drainage inlets.
Add between the 10th and 11th paragraphs of section 51-1.03C(2)(a):
07-15-16
For drainage inlets, extend the outside forms at least 12 inches below the top of the inlet. You may place
concrete against excavated earth below this depth except:
1. You must use full-depth outside forms or other protection when work activities or unstable earth may
cause hazardous conditions or contamination of the concrete.
2. You must increase the wall thickness 2 inches if placing concrete against the excavated surface. The
interior dimensions must be as shown.
Add to section 51-1.03C(2)(b):
07-15-16
For drainage inlets, remove exterior forms to at least 12 inches below the final ground surface. Exterior
forms below this depth may remain if their total thickness is not more than 1 inch.
Add to the end of section 51-1.030(1 ):
07-21-17
If using a mobile volumetric mixer, before each work shift and after each time the mixer is washed out,
discharge at least 2 cubic feet of RSC into a concrete waste container before placing RSC into the work.
Replace the 1st paragraph of section 51-1.03E(5) with:
01-20-17
For drill and bond dowel (chemical adhesive), install dowels under the chemical adhesive manufacturer's
instructions.
Add to the list in the 2nd paragraph of section 51-1 .03F(2):
4. Interior and top surfaces of drainage inlets
PART2
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Replace the paragraphs of section 51-1.03F(S)(b)(i) with:
01-20-17
Except for bridge widenings and bridge decks to be covered with an overlay, texture roadway surfaces of
bridge decks, approach slabs, and sleeper slabs, and other roadway surfaces of concrete structures
longitudinally by grinding and grooving or by longitudinal tining.
For bridge widenings, texture the roadway surfaces longitudinally by longitudinal tining.
For bridge decks that are to be covered with an overlay, texture the deck using a burlap drag or broom
device that produces striations either parallel or transverse to the centerline. If these structures are
opened to traffic before the overlay is placed, the deck surface must meet the coefficient of friction
requirement in section 51 -1.01 D(3)(b)(iii).
Replace the 3rd paragraph of section 51-1.03F(5)(b)(ii) with:
01 -20-17
Grind and groove the deck surface to within 18 inches of the toe of the barrier as follows:
1. Grind the surface under section 42-3. Grinding must not reduce the concrete cover on reinforcing
steel to less than 1-3/4 inches.
2. Groove the ground surfaces longitudinally under section 42-2. The grooves must be parallel to the
centerline.
Replace the 2nd sentence of the 3rd paragraph in section 51-1.03F(S)(b)(iii) with:
01-20-17
Grooves must be from 1 /8 to 3/16 inch deep after concrete has hardened.
Replace the 8th paragraph of section 51 -1.03H with:
07-21-17
Section 90-3.03 does not apply to curing RSC for bridge decks. Cure bridge decks constructed with RSC
as follows:
1. Immediately after strike-off, continually mist the deck with water using atomizing nozzles. Continue
misting until the concrete reaches a compressive strength of at least 2000 psi.
2. After misting, apply curing compound no. 1 to the deck under section 90-1 .038(3).
Repair any damage to the film of the curing compound with additional curing compound. Repairing
damaged curing compound after the deck is opened to traffic is not required.
Add to section 51-1.04:
The payment quantity for structural concrete, drainage inlet is the volume determined from the
dimensions shown for CIP drainage inlets.
Replace the 2nd paragraph of section 51-2.02D(2)(a) with:
Bolts, nuts, and washers must comply with ASTM F3125, Grade A325.
PART2
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Add to section 51-4.01C(1):
07-15-16
For PC drainage inlets, submit field repair procedures and a patching material test sample before repairs
are made. Allow 10 days for the Engineer's review.
Add to section 51-4.01C(2)(a):
07-15-16
For drainage inlets with oval or circular cross sections, submit shop drawings with calculations. Shop
drawings and calculations must be sealed and signed by an engineer who is registered as a civil engineer
in the State. Allow 15 days for the Engineer's review.
Add to section 51-4.01 D(3):
07-15-16
The Engineer may reject PC drainage inlets exhibiting any of the following:
1. Cracks more than 1/32 inch wide
2. Nonrepairable honeycombed or spalled areas of more than 6 square inches
3. Noncompliance with reinforcement tolerances or cross sectional area shown
4. Wall, inlet floor, or lid less than minimum thickness
5. Internal dimensions less than dimensions shown by 1 percent or 1/2 inch, whichever is greater
6. Defects affecting performance or structural integrity
Add to section 51-4.02C:
07-15-16
Materials for PC drainage inlets must comply with the following:
1. Preformed flexible joint sealant must be butyl-rubber complying with ASTM C990
2. Resilient connectors must comply with ASTM C923
3. Sand bedding must comply with section 19-3.02F(2)
4. Bonding agents must comply with ASTM C1059/C1059, Type II
Add to section 51-4.02D:
07-15-16
51-4.02D(S) Drainage Inlets
PC units for drainage inlets must be rectangular, round, or oval in cross section, or any combination.
Transitions from a rectangular grate opening to a round or oval basin must be made in not less than 8
inches. Provide means for field adjustment to meet final grade, paving, or surfacing.
If oval or circular shape cross-sections are furnished, they must comply with AASHTO LRFD Bridge
Design Specifications, Sixth Edition with California Amendments.
Wall and slab thicknesses may be less than the dimensions shown by at most 5 percent or 3/16 inch,
whichever is greater.
Reinforcement placement must not vary more than 1/2 inch from the positions shown.
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Add to section 51-4.03:
07-15-16
51-4.03H Drainage Inlets
Repair PC drainage inlet sections to correct damage from handling or manufacturing imperfections before
installation.
Center pipes in openings to provide a uniform gap. Seal gaps between the pipe and the inlet opening with
nonshrink grout under the grout manufacturer's instructions. For systems designated as watertight, seal
these gaps with resilient connectors.
Match fit keyed joints to ensure uniform alignment of walls and lids. Keys are not required at the inlet floor
level if the floor is precast integrally with the inlet wall. Seal keyed joint locations with preformed butyl
rubber joint sealant. You may seal the upper lid and wall joint with nonshrink grout.
Clean keyed joint surfaces before installing sealant. Joint surfaces must be free of imperfections that may
affect the joint. Use a primer if surface moisture is present. Use a sealant size recommended by the
sealant manufacturer. Set joints using sealant to create a uniform bearing surface.
Flat drainage inlet floors must have a field-cast topping layer at least 2 inches thick with a slope of 4:1
(horizontal:vertical) toward the outlet. Use a bonding agent when placing the topping layer. Apply the
bonding agent under the manufacturer's instructions.
Add to section 51-5.030(1):
01-20-17
Approach slab (aggregate base) includes using AB to fill voids that remain after removing subsealing
material or CTB beneath existing approach slabs.
Add to section 51-5.03E:
07-21-17
If using magnesium phosphate concrete, modified high-alumina-based concrete, or portland-cement-
based concrete complying with section 51-1.02C to construct the paving notch extension, allow 1 hour
between placing the paving notch extension concrete and placing the approach slab concrete.
If using RSC to construct the paving notch extension, the RSC must have a minimum compressive
strength of 1,200 psi before placing the approach slab concrete and a minimum compressive strength of
2,500 psi before opening the overlaying approach slab to traffic.
Add to section 51-5.04:
01-20-17
Structural concrete used to fill voids below the approach slab that are caused by removal of subsealing
material or CTB is paid for as aggregate base (approach slab). The payment quantity does not include
the volume of structure concrete used to fill an overexcavation.
Replace the 2nd paragraph of section 51-7.01A with:
Minor structures include structures described as minor structures.
PART2
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52-1.02E Dowels
Delete the 4th paragraph of section 51-7.018.
Delete the 1st and 3rd paragraphs of section 51-7.01C.
Delete the heading and paragraph of section 51-7.02.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
52 REINFORCEMENT
04-20-18
Add to section 52-1.02:
Reinforcing steel dowels must be deformed bars complying with section 52-1 .02B.
Threaded rods used as dowels must comply with section 75-1.02A.
Replace item 1 in the list in the 2nd paragraph of section 52-5.01 D(4)(b) with:
1. At a laboratory on the Authorized Laboratories List for testing reinforcing steel splices
Replace Reserved in section 52-6.01 B with:
group: Set of 5 or fewer consecutive lots after the 1st lot.
Replace Reseved in section 52-6.01 C(2)(a) with:
Reserved
Replace Reseved in section 52-6.01C(3)(a) with:
Reserved
Replace the 2nd paragraph of section 52-6.01C(4)(b) with:
Each QC test report must include:
1. Group number, lot number, and location
2. Bar size
3. Splice type
PART2
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Page -24
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4. Mechanical splice length
5. Location of fracture
6. Physical condition of splice test sample
7. Notable defects
8. Total measured slip
9. Ultimate tensile strength of each splice
10. The following for ultimate butt splices:
10.1. Location of visible necking area
10.2. Largest measured strain
Replace the paragraph in section 52-6.01 C(6)(c) with:
07-21-17
For each bar size of each coupler model type of service splice or ultimate butt splice to be used in the
work, submit a splice prequalification report that includes:
1. Copy of the manufacturer's product literature giving complete data on the splice material and
installation procedures
2. Names of the operators who will be performing the splicing
3. Descriptions of the positions, locations, equipment, and procedures that will be used in the work
4 Certified test results from the authorized laboratory for the prequalification splice test samples
5. Certifications from the fabricator for operator and procedure prequalification
6. Manufacturer's QC Process Manual
Add between the 2nd and 3rd paragraphs of section 52-6.01 D(1 ):
07-21-17
Before starting service or ultimate butt splicing activities, select the lots that constitute each group for QA
testing.
Replace the last paragraph of section 52-6.01 D(1) with:
Section 11-2 does not apply to resistance-butt-welded splices.
Replace the 2nd paragraph of section 52-6.01 D(2)(b) with:
For each bar size of each splice coupler model type to be used, each operator must prepare 4
prequalification splice test samples.
Replace the last paragraph of section 52-6.01D(2)(b) with:
07-21-17
07-21-17
07-21-1 7
Splice test samples and testing must comply with the QC testing requirements specified in section 52-
6. 01 D(4)(b) for the type of splice to be used in the work.
Replace the 1st paragraph of section 52-6.01 D(3)(a) with:
Prepare splice test samples under California Test 670.
PART2
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Page -25
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Replace the 4th paragraph of section 52-6.01 D(3)(a) with:
When preparing or removing splice test samples for QC testing, concurrently prepare or remove 4
Department acceptance splice test samples from the same lot during:
1. 1st QC test
2. 1 QC test from each group, randomly selected by the Engineer
Add to section 52-6.01 D(3)(a):
07-21-17
07-21-17
If splices from a lot will be encased in concrete prior to receiving passing Department acceptance test
results, you must prepare additional samples selected by the Engineer from the same lot for additional
Department acceptance testing. You may prepare the samples as specified for service splice test
samples in section 52-6.01 D(4)(b)(iii). The Department will test service splice test samples as specified
for service splices and ultimate butt splice test samples as specified for ultimate butt splices.
Replace item 3 in the list in the 2nd paragraph of section 52-6.01 D(4)(b)(i) with:
3. At a laboratory on the Authorized Laboratories List for testing reinforcing steel splices
Add to the list in the 5th paragraph of section 52-6.01 D(4)(b)(i):
4. Group number of each lot
Add between the 1st and 2nd paragraphs of section 52-6.010(5):
04-20-18
07-21-17
07-21-17
If a Department acceptance test result does not comply with the material and QA requirements, the
Department rejects all splices in the lot and the group.
For the other lots in the rejected group that pass QC testing, you may request the Engineer to perform
additional Department acceptance testing for additional splice samples. If a Department acceptance
splice test result complies with the material and QA requirements, the Department accepts all splices in
that lot.
If a lot of splices is rejected, prepare a splice rejection mitigation report for that rejected lot as specified in
section 52-6.01 D(4)(b)(i).
If the QC and the Department acceptance test results have different compliance determinations, the
Department will sample and test all subsequent lots until QC and the Department acceptance test
compliance determinations are consistent for 2 consecutive lots before resuming sampling and testing of
1 lot from every group.
Replace the paragraph in section 52-6.02B(3) with:
Ultimate butt splice test samples must demonstrate necking as either of the following:
PART2
Revised Standard Specifications
Page -26
07-21-17
Poinsettia 61 -Poinsettia Lane Bridges
Bridge Construction Specifications
09/20/2018
1. Except for 30-inch and smaller diameter hoops, for Necking Option I as specified in California Test
670, the test sample must fracture in the reinforcing bar outside of the affected zone and show visible
necking. For 30-inch and smaller diameter hoops, the test sample must show visible necking at
fracture at any location.
2. For Necking Option II as specified in California Test 670, the largest measured strain must be at
least:
2.1 . 6 percent for no. 11 and larger bars
2.2. 9 percent for no. 10 and smaller bars
Replace the 3rd paragraph of section 52-6.03B with:
01-15-16
For uncoated and galvanized reinforcing bars complying with ASTM A615/A615M, Grade 60, ASTM
A706/A706M, or ASTM A767/A767M, Class 1, the length of lap splices must be at least:
1. 45 diameters of the smaller bar spliced for reinforcing bars no. 8 or smaller
2. 60 diameters of the smaller bar spliced for reinforcing bars nos. 9, 10, and 11
For epoxy-coated reinforcing bars and alternatives to epoxy-coated reinforcing bars complying with ASTM
A775/A775M, ASTM A934/A934M, ASTM A1035/A1035M, or ASTM A1055/A1055M, the length of lap
splices must be at least:
1. 65 diameters of the smaller bar spliced for reinforcing bars no. 8 or smaller
2. 85 diameters of the smaller bar spliced for reinforcing bars nos. 9, 10, and 11
Welding
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55 STEEL STRUCTURES
04-20-18
Replace Welder in the 1st paragraph of section 55-1.01 D(3)(a) with:
Replace the heading of the table in the 5th item in the 2nd paragraph of section 55-
1.01 D(3)(b)(iii)(2) with:
Table 1: Grade A325 Snug-Tight Tension Values
PART2
Revised Standard Specifications
Page -27
07-21-1 7
07-21-1 7
Poinsettia 61 -Poinsettia Lane Bridges
Bridge Construction Specifications
09/20/2018
Replace the table in the 7th item in the 2nd paragraph of section 55-1.01O(3)(b)(iii)(2) with:
07-21-17
Table 3: Grade A325 Minimum Tension Values
Bolt diameter (inches) Minimum tension (kips)
1/2 12
5/8 19
3/4 28
7/8 39
1 51
1-1 /8 64
1-1/4 81
1-3/8 97
1-1/2 118
Replace the table in the 5th item in the 3rd paragraph of section 55-1.01O(3)(b)(iii)(2) with:
07-21-17
Table 4: Grade A325 Turn Test Tension Values
Bolt diameter (inches) Turn test tension (kips)
1/2 14
5/8 22
3/4 32
7/8 45
1 59
1-1/8 74
1-1/4 94
1-3/8 112
1-1/2 136
Replace the table in the 4th item in the 2nd paragraph of section 55-1 .01O(3)(b)(iii)(3) with:
T bl 5 G d A325 M . a e ra e ax,mum All owa bl T e orque
Bolt diameter (inches) Torque (ft-lb)
1/2 150
5/8 290
3/4 500
7/8 820
1 1230
1-1 /8 1730
1-1 /4 2450
1-3/8 3210
1-1 /2 4250
PART2
Revised Standard Specifications
Page -28
07-21-17
Poinsettia 61 -Poinsettia Lane Bridges
Bridge Construction Specifications
09/20/2018
Replace ASTM A325, Type 1 in the 2nd table of section 55-1.020(1) with:
ASTM F3125, Grade A325, Type 1
Replace ASTM F1852, Type 1 in the 2nd table of section 55-1.020(1) with:
ASTM F3125, Grade F1852, Type 1
Test Reports
Replace Certification in the 5th paragraph of section 55-5.01C(1) with:
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59 STRUCTURAL STEEL COATINGS
04-20-18
Replace Type Sin the 2nd paragraph of section 59-1 .02A with:
Type M or Type S
Add to the list in the 2nd paragraph of section 59-1.028:
5. Manufactured abrasives.
Replace Mineral and slag in the 3rd paragraph of section 59-1.028 with:
Mineral, manufactured, and slag
Replace the 2nd paragraph of section 59-2.01A(3)(c) with:
07-21-17
07-21-17
04-20-18
01-15-16
07-15-16
07-15-16
04-20-18
Submit the work plan after attending the prepainting meeting and include:
1. Names of the painting contractor and any subcontractors to be used.
2. 1 copy of each applicable ASTM and SSPC specification and qualification procedure.
3. Coating manufacturer's guidelines and instructions for surface preparation, painting, drying, curing,
handling, shipping, and storage of painted structural steel. Include testing methods and maximum
allowable levels for soluble salts.
4. Materials, methods, and equipment to be used.
5. Proof of required SSPC-QP certifications. For work requiring SSPC-QP 1 or SSPC-QP 2 certification,
include:
5.1. List of all personnel who will perform blast cleaning or spray painting work.
5.2. Proof of CAS certifications, as required under (1) SSPC-QP 1, Mandatory Annex A and (2) the
SSPC CAS Implementation Schedule in effect at the time of contract advertisement.
6. Methods to control environmental conditions.
PART2
Revised Standard Specifications
Page -29
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09/20/2018
7. Methods to protect the coating during curing, shipping, handling, and storage.
8. Rinse-water collection plan.
9. Detailed paint repair plan for damaged areas.
10. Procedures for containing blast media and water.
11 . Examples of proposed daily reports for testing to be performed, including type of testing, location, lot
size, time, weather conditions, test personnel, and results.
Delete the 4th paragraph of section 59-2.01 C( 1 ).
Replace section 59-4.01 with:
59-4.01 GENERAL
Section 59-4 includes specifications for preparing and painting sign structures.
Preparing and painting of sign structures must comply with sections 59-2 and 59-3.
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DIVISION VIII MISCELLANEOUS CONSTRUCTION
73 CONCRETE CURBS AND SIDEWALKS
04-20-18
07-15-16
04-20-18
Add to the beginning of the introductory clause of the 3rd paragraph of section 73-1.0JB:
Prepare subgrade to required grade and cross section. 07-21-17
Replace section 73-3.01A with:
07-15-16
Section 73-3 includes specifications for constructing sidewalks, gutter depressions, island paving, curb
ramps, and driveways.
Replace Not Used in section 73-3.04 with:
The payment quantity for minor concrete (curb ramp) does not include detectable warning surface.
Add to the end of the 1st paragraph of section 73-10.03:
Removal of concrete includes the removal of detectable warning surfaces.
Replace Not Used in section 73-10.04 with:
Detectable warning surface placed on existing concrete is paid for as a separate bid item.
PART2
Revised Standard Specifications
Page -30
04-20-18
07-21-17
07-21-17
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09/20/2018
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75 MISCELLANEOUS METAL
04-20-18
Replace ASTM A325, Type 1 in the row for Bolts in table in the 1st paragraph of section 75-1.02A
with:
07-21-17
ASTM F3125, Grade A325, Type 1
Replace ASTM F1852, Type 1 in the row for Tension control bolts in the table in the 1st paragraph
of section 75-1 .02A with:
07-21-17
ASTM F3125, Grade F1852, Type 1
Replace ASTM F593 or F738M in the row for Bolts, screws, studs, threaded rods, and nonheaded
anchor bolts in the table in the 1st paragraph of section 75-1.02A with:
04-20-18
ASTM F593
Replace A325 in the Material column in the table in the 1st paragraph of section 75-1.02B with:
07-21-17
F3125, Grade A325
Replace A325 in the second footnote in the table in the 1st paragraph of section 75-1.02B with:
F3125, Grade A325
Replace compounds in the 4th paragraph of section 75-3.02B with:
systems
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78 INCIDENTAL CONSTRUCTION
07-21-17
Add between the 1st and 2nd paragraphs of section 78-2.01:
07-21-17
04-20-18
07-21-17
Notify the Engineer at least 7 days before you construct a survey monument or adjust a monument cover
to grade. Do not disturb a survey monument without authorization.
PART2
Revised Standard Specifications
Page -31
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09/20/2018
Replace section 78-4.03 with:
78-4.03 PAINTING CONCRETE
78-4.03A General
78-4.03A(1) General
78-4.03A(1)(a) Summary
Section 78-4.03A includes general specifications for preparing and painting concrete surfaces.
78-4.03A(1 )(b) Definitions
Reserved
78-4.03A(1 )(c) Submittals
Submit the coating manufacturer's application instructions at least 7 days before use.
78-4.03A(1)(d) Quality Assurance
78-4.03A(1 )(d)(i) General
Reserved
78-4.03A(1 )(d)(ii) Test Panels
Reserved
78-4.03A(2) Materials
78-4.03A(2)(a) General
Coatings for concrete must be white.
78-4.03A(2)(b) Paint
07-21-17
Coatings for concrete must comply with the specifications for acrylic emulsion paint for exterior masonry.
78-4.03A(2)(c) Sealer
Reserved
78-4.03A(2)(d) Sealing Compound
Reserved
78-4.03A(3) Construction
78-4.03A(3)(a) General
Do not paint new concrete until it is at least 28 days old. Anywhere metal is adjacent to a joint, seal the
joint between surfaces to be painted and the adjacent metal with a sealing compound before applying the
paint.
78-4.03A(3)(b) Surface Preparation
Prepare concrete surfaces under SSPC-SP 13/NACE no. 6.
Pressure rinse the prepared su rfaces before applying the coating. The surfaces must be thoroughly dry at
the time of painting. You may use artificial drying methods if authorized.
78-4.03A(3)(c) Application
Apply at least 2 coats under the manufacturer's instructions and SSPC-PA 7. Protect adjacent surfaces
during painting using an authorized method.
PART2
Revised Standard Specifications
Page -32
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09/20/2018
78-4.03A(4) Payment
Not Used
78-4.03B Simulated Stone Masonry and Textured Concrete
Reserved
78-4.03C-78-4.03G Reserved
Replace the paragraph of section 78-4.04A(3)(a) with:
07-21-17
Anywhere metal is adjacent to a joint, seal the joint between the surfaces to be stained and the adjacent
metal with a sealing compound before applying the stain.
Replace the heading of section 78-4.048(1 )(c)(iii) with:
07-21-17
Staining Quality Work Plan
Replace an application plan in the 1st sentence in the paragraph of section 78-4.04B(1)(c)(iii) with:
07-21-17
a staining quality work plan
Replace application in the 2nd sentence in the paragraph of section 78-4.04B(1)(c)(iii) with:
07-21-17
work
Replace application plan in the 1st sentence in the paragraph of section 78-4.04B(1)(d)(iii) with:
staining quality work plan
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DIVISION IX TRAFFIC CONTROL DEVICES
83 RAILINGS AND BARRIERS
04-20-18
Delete to in the 4th paragraph of section 83-1.02B.
Replace the heading of section 83-2.01 B with:
83-2.01 B Minor Concrete Vegetation Control
PART2
Revised Standard Specifications
Page -33
07-21-17
04-15-16
04-20-18
Poinsettia 61 -Poinsettia Lane Bridges
Bridge Construction Specifications
09/20/2018
Replace item 3 in the list in the 1st paragraph of section 83-2.028(1)(e) with:
07-21-17
3. HS bolts must comply with ASTM F3125, Grade A325/A325M, or ASTM A449, or be fabricated from
steel rods complying with ASTM A449. The bolts or rods must comply with the mechanical
requirements in ASTM F3125, Grade A325/A325M after galvanizing. The nuts and washers must
comply with ASTM F3125, Grade A325/A325M.
Replace the row for Bolts in the table in the 1st paragraph of section 83-2.088 with:
I Bolts I ASTM F3125, Grade A325/A325M I 07-21-17
Replace the row for Nuts and washers for bolts and threaded rods in the table in the 1st paragraph
of section 83-2.088 with:
Method 2
Nuts for bolts and threaded rods ASTM A563/A563M
Washers for bolts and threaded rods ASTM F436/F436M
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DIVISION XI MATERIALS
90 CONCRETE
01-20-17
Replace Method 1 in the 4th paragraph of section 90-1.01 D(5)(a) with:
Add to section 90-4.01C(1):
07-21-17
07-15-16
01-20-17
Submit daily temperature data for internally monitored tier 1 PC concrete members each week as an
informational submittal.
Add between the 2nd and 3rd paragraphs of section 90-4.01C(3):
For internally monitored tier 1 PC bridge components, include the following as part of the QC plan:
01-20-17
1. Authorized mix design
2. Duration and method of curing
3. Concrete temperature monitoring and recording system details
4. Temperature sensor types and locations
5. Measures to ensure compliance with maximum temperature and temperature gain requirements,
including maximum concrete temperature at discharge and controlling enclosure temperature
PART2
Revised Standard Specifications
Page-34
Poinsettia 61 -Poinsettia Lane Bridges
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09/20/2018
Replace the list in the 3rd paragraph of section 90-4.01C(3) with:
1. Concrete plants
2. Material sources
3. Material testing procedures
4. Testing laboratory
5. Procedures and equipment
6. Systems for tracking and identifying PC concrete members
7. QC personnel
8. Methods for controlling internal concrete temperature
Add to the list in the 2nd paragraph of section 90-4.01C(4):
7. Daily temperature data for internally monitored tier 1 PC concrete members
01 -20-17
01-20-17
Replace Temperature in the 2nd table in the 5th paragraph of section 90-4.01 D(2)(c) with:
01-20-17
Temperature at time of mixing
Add to section 90-4.01 D(2):
90-4.01 D(2)(d) Temperature Monitoring
90-4.01 D(2)(d)(i) General
At a minimum, provide temperature monitoring devices as shown in the following table:
Temoerature MonitorinQ Rec uirements
Component Steam curinq Other curina methods
Tier 1 PC bridge 1 internal temperature sensor 1 internal temperature sensor
components for each individually cast for each individually cast
except piling member; member;
and deck panels 1 internal temperature sensor 1 internal temperature sensor
for every 100 feet of bed length for every 1 00 feet of bed length
for continuously cast elementsa for continuously cast elementsa
PC piling , deck 1 enclosure temperature sensor
panels, and for every 200 feet of bed length Not required
PS pavement for continuously cast elements
Other PC 1 enclosure temperature sensor
components for every 200 feet of bed length Not required
for continuously cast elements
8Members not instrumented are represented by the nearest internal temperature
probe.
Temperature monitoring devices must provide an accurate, continuous, permanent record of the
temperature during curing activities.
PART2
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Page -35
01-20-17
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09/20/2018
90-4.01 D(2)(d)(ii) Tier 1 Bridge Components
Except for piling and deck panels, provide a temperature monitoring and recording system during
concrete placement and curing for tier 1 PC bridge components. The system must consist of temperature
sensors connected to a data acquisition system. The system must be capable of recording, printing, and
downloading temperature data to a computer. Temperature sensors must be accurate to within ±2
degrees F.
Position each internal concrete temperature sensor as shown in the following table:
Internal Concrete Sensor Locations
PC component Sensor location
Wide flange, 'I', and 6-8 inches below top surface along
bulb tee girders center line at midpoint
Other girder shapes 6-8 inches below top surface along
center line of stem at midpoint
Deck slabs Center of element at mid-depth
Other elements Position sensor to provide
maximum concrete cover
Record temperature readings automatically at least every 15 minutes. You may discontinue temperature
recording ( 1) when the maximum internal concrete temperature is falling for a minimum of 1 hour, or (2)
immediately before stress transfer to the concrete.
Do not allow the ends of temperature sensors to come into contact with concrete supports, forms, or
reinforcement.
Correct equipment failures in temperature control and monitoring and recording systems immediately.
Add to section 90-4.01D(l):
01-20-17
For tier 1 PC bridge components that are monitored for internal temperature, the Engineer rejects
components if at any temperature sensor ( 1) the maximum internal concrete temperature exceeds 165
degrees F, or (2) the internal temperature gain exceeds 40 degrees F per hour. If the maximum internal
concrete temperature is from 161 to 165 degrees F, the Engineer reduces payment for furnish PC
concrete member by a percentage equal to 2 times the difference of the maximum measured temperature
in degrees F minus 160.
Add between the 3rd and 4th paragraphs of section 90-4.02:
01-20-17
For tier 1 PC concrete members with internal temperature monitoring:
1. Maximum internal concrete temperature must not exceed 165 degrees F at any temperature sensor
2. Maximum temperature gain must not exceed 40 degrees F per hour at any temperature sensor
Replace the 5th paragraph of section 90-4.02 with:
Portland cement based repair material must be on the Authorized Material List for precast portland
cement based repair material.
PART2
Revised Standard Specifications
Page -36
01-20-17
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Bridge Construction Specifications
09/20/2018
Replace the 4th item in the list in the 2nd paragraph of section 90-4.03 with:
01-20-17
4. Steam at the jets must be at low pressure and in a saturated condition. Steam jets must not impinge
directly on the concrete, test cylinders, or forms. During application of the steam, the temperature rise
within the enclosure must not exceed 40 degrees F per hour. Except for internally monitored
components, the curing temperature throughout the enclosure must not exceed 150 degrees F.
Maintain the curing temperature at a constant level for the time necessary to develop the required
transfer strength. Cover control cylinders to prevent moisture loss and place them in a location where
the temperature is representative of the average enclosure temperature.
01-20-17
Delete the 5th item in the list in the 2nd paragraph of section 90-4.03.
Add to section 90-4.03:
01-20-17
For internally monitored tier 1 PC bridge components with a maximum internal concrete temperature of
161 to 165 degrees F, the following apply:
1. Do not apply curing compound
2. Cure an additional 7 days using the water cure method
3. After 7 days apply a silane waterproofing treatment under the following conditions:
3.1 . Silane waterproofing treatment selected for use must be on the Authorized Material List for
silane reactive penetrating sealers
3.2. Concrete surfaces must be completely dry when silane is applied
3.3. Apply a single application of undiluted silane under the manufacturer's application instructions
until surfaces are saturated
Replace section 90-9 with:
90-9 RETURNED PLASTIC CONCRETE
90-9.01 GENERAL
90-9.01A Summary
Section 90-9 includes specifications for incorporating returned plastic concrete (RPC) into concrete.
07-15-16
RPC must be used only where the specifications allow its use. Do not use RPC in pavement or structural
concrete.
90-9.01 B Definitions
returned plastic concrete (RPC): Excess concrete that is returned to a concrete plant in a plastic state
and that has not attained initial set.
hydration stabilizing admixture (HSA): Extended set retarding admixture that controls and predictably
reduces the hydration rate of the cementitious material.
90-9.01 C Submittals
Submit the following with the weighmaster certificate:
1. Weight or volume of RPC
PART2
Revised Standard Specifications
Page -37
2. Type, brand, and dosage of HSA
3. Time of adding HSA
4. Copy of the original weighmaster certificate for the RPC
5. Temperature of RPC
Poinsettia 61 -Poinsettia Lane Bridges
Bridge Construction Specifications
09/20/2018
When requested, submit the HSA manufacturer's instructions, including dosage tables.
90-9.01 D Quality Assurance
The material plant producing concrete containing RPC must be authorized under the MPQP.
For volumetric proportioning of RPC:
1. The volumetric container must be imprinted with manufacturer's name, model number, serial number,
the as-calibrated volume and date of the last calibration. Cross sectional dimensions of the container
must remain the same as those during its calibration.
2. The device must be re-calibrated monthly and at any time when the container shape has been
deformed from its original condition or there is evidence of material build-up on the inside of the
device.
3. The device must be held in a level condition during filling. Fill the device to the measure or strike-off
line. Each measurement must be filled to within 1.0% of the device as-calibrated volume.
4. The device interior must be cleaned after each measurement to maintain a zero condition.
For weight proportioning, proportion RPC with a weigh hopper attached to the plant at a position which
allows the addition of the RPC to the mixer truck with the conventional PCC ingredients. The plant
process controller must control the proportioning of RPC to within 1.0% of its target weight.
90-9.02 MATERIALS
90-9.02A General
The quantity of RPC added to the concrete must not exceed 15 percent.
The cementitious material content of the RPC must be at least that specified for the concrete that allows
the use of RPC.
Water must not be added to the RPC after batching, including in the truck mixer.
Use HSA for controlling and reducing the hydration rate of RPC.
Incorporate RPC by mixing into the concrete before arriving at the jobsite.
90-9.02B Returned Plastic Concrete
The RPC must not exceed 100 degrees F at any time.
If HSA is not used, RPC must be incorporated into the concrete before attaining initial set or within 4
hours after batching of RPC, whichever is earlier.
If HSA is used:
1. Add HSA to RPC within 4 hours after original batching.
2. Measure and record the time, dosage of HSA, and temperature of RPC when HSA is added.
3. Mix the RPC under the HSA manufacturer's instructions after adding HSA or at least 30 revolutions,
whichever is greater.
4. Incorporate RPC into the concrete within 4 hours after adding HSA.
RPC must not contain:
1. Accelerating admixture
PART2
Revised Standard Specifications
Page -38
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09/20/2018
2. Fiber
3. Pigment
4. Lightweight aggregate
5. Previously returned RPC
6. Any ingredient incompatible with the resultant concrete
90-9.02C Hydration Stabilizing Admixture
HSA must comply with ASTM C494 admixture Type B or Type D.
HSA must have a proven history of specifically maintaining and extending both plasticity and set.
HSA dosage must comply with the manufacturer's instructions.
90-9.02D Production
Proportion concrete containing RPC under section 90-2.02E.
Proportion RPC by weight or by volume.
90-9.03 CONSTRUCTION
Not Used
90-9.04 PAYMENT
Not Used
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96 GEOSYNTHETICS
04-20-18
Replace product name, manufacturing source, and date of manufacture in the 2nd sentence of the
1st paragraph of section 96-1.01 D with:
01-15-16
manufacturing source code
Replace Apparent opening size, (min, inches) in the table in the 2nd paragraph of section 96-1.020
with:
Apparent opening size, (max, inches)
96-1.02R Geomembrane
Geomembrane must be:
1. Polyethylene or polypropylene
2. Water resistant
Replace section 96-1.02R with:
3. Unreinforced or scrim reinforced
Cushion fabric must be nonwoven.
PART2
Revised Standard Specifications
Page -39
01-20-17
04-20-18
Poinsettia 61 -Poinsettia Lane Bridges
Bridge Construction Specifications
09/20/2018
Geomembrane and cushion fabric must comply with the requirements shown in the following tables:
Unreinforced Geomembrane
Quality characteristic Test method Requirement
Class A Class B Class C
Thickness, smooth (min, mil) ASTM D5199 20 20 20 Thickness, textured (min, mil) ASTM D5994
Tensile break strength (min, lb/in) ASTM D6693 75 65 55 Tvoe IV
Puncture resistance (min, lb) ASTM D4833 45 40 35
Tear resistance (min, lb) ASTM D1004 20 15 10
Carbon black content(%) ASTM D4218 2-3
Scrim Reinforced Geomembrane
Quality characteristic Test method Requirement
Class A Class B Class C
Thickness, smooth (min, mil) ASTM D5199 20 20 20 Thickness textured (min mil) ASTM D5994
Tensile break strength (min, lb) ASTM D7004 250 200 150
Puncture resistance (min, lb) ASTM D4833 45 40 35
Tear resistance (min lb) ASTM D5884 55 55 55
Plv adhesion (min, lb) ASTM D6636 20 20 20
Carbon black content(%) ASTM D4218 2-3
Cushion Fabric
Qualitv characteristic Test method Requirement
Mass oer unit area (oz/sq yd) ASTM D5261 10 I 12 I 16 I 24 I 32 l 60
Grab tensile break strength (min, lb) ASTM D4632 230 I 300 I 370 I 450 I 500 I 630
Grab tensile break elongation (min %) ASTM D4632 50
Puncture strenqth (min, lb) ASTM D6241 100 I soo I 900 I 11 oo I 1700 I 2400
Trapezoidal tear strenqth (min lb) ASTM D4533 95 I 115 I 145 I 200 I 215 I 290
UV resistance (min, %) ASTM D7238 70
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PART2
Revised Standard Specifications
Page-40