HomeMy WebLinkAboutPrava Construction Services Inc; 2015-07-20; PWS15-87FAC - Add 3CITY OF
CARLSBAD
Contract Administration www.carlsbadca.gov
May 21, 2015
ADDENDUM NO. 3
RE: LIBRARY RENOVATION PROJECT, BID NO. PWS15-87FAC
Please include this addendum in the Notice to Bidders/Request for Bids you have
for the above project.
****lmportant Notes**********
THE BID SUBMITTAL DEADLINE REMAINS ON
THURSDAY MAY 28. 2015.
DUE TIME REMAINS "BEFORE 2:00 PM".
The documents in this addendum are avaiiabie in electronic form only. They
can be obtained through the City of Carlsbad web site at
www.carlsbadca.gov.
This page—receipt acknowledged—must be included in your bid when your bid is
submitted.
Sr. Contract Administrator
I ACKNOWLEDGE RECEIPT OF ADDENDUM NO. 3
Bidder's Signature
1635 Faraday Avenue, Carlsbad, CA 92008-7314 T 760-602-4677 F 760-602-8562 ®
Carlsbad Dove and Cole Libraries
Bid Addendum 2 Narrative 15 May 2015
Page 1
CARLSBAD COLE AND DOVE LIBRARIES
BID ADDENDUM 3 2015-05-21
The following drawings and project manual sections have been modified. See narrative below for
description. Selected drawings from the narrative list below are issued in the bid addendum as
noted and as provided in the Exhibits.
DRAWING REVISIONS
ARCHITECTURAL:
DOVE LIBRARY: See attached drawings
AV-1.00 – Audio Visual Box Schedule
AA-01 – Auditorium Ceiling Coffer Details - Photo
1. (N) Gyp. board coffer for Rear Projector mounting and line of sight
AA-02 – Auditorium Ceiling Coffer Details - Section
1. (N) Gyp. board coffer for Rear Projector mounting and line of sight
2. (R) light fixture of coffer
3. (R) 16:9 Aspect Ratio projection screen
STRUCTURAL:
COLE LIBRARY: See attached drawings
REVISED SK-1 – (N) Head/Sill Conn. to (E) Conc. Col.
REVISED SK-2 – (N) Head/Sill Conn. to (E) WF Col.
PROJECT MANUAL REVISIONS:
COLE LIBRARY:
SECTION 031000 CONCRETE FORMS & ACCESSORIES
SECTION 032000 CONCRETE REINFORCING
SECTION 033000 CAST-IN-PLACE CONCRETE
SECTION 033900 CONCRETE CURING
SECTION 051200 STRUCTURAL STEEL FRAMING
SECTION 051210 WELDING
SECTION 053100 METAL DECKING
Carlsbad Dove and Cole Libraries
Bid Addendum 2 Narrative 15 May 2015
Page 2
SECTION 086223 TUBULAR SKYLIGHTS
REVISED section 086223.2.3.B to read:
"B. Skylight: Solatube SolaMaster Series 21-Inch Tubes: Model 330 DS-O with Prismatic
Diffuser with white trim. Transparent, UV and impact resistant dome with flashing base supporting
dome and top of tube."
REVISED section 086223.2.3.G to read:
"G. Ceiling Ring: Custom sheet metal flange, 1" wide, painted white, at interface between ceiling
tile and extension tube."
DOVE LIBRARY:
SECTION 030100 FIBERWRAP
SECTION 031000 CONCRETE FORMS & ACCESSORIES
SECTION 032000 CONCRETE REINFORCING
SECTION 033000 CAST-IN-PLACE CONCRETE
SECTION 033130 LIGHT WEIGHT CONCRETE
SECTION 033900 CONCRETE CURING
SECTION 042200 CONCRETE MASONRY UNITS (CMU)
SECTION 051200 STRUCTURAL STEEL FRAMING
SECTION 051210 WELDING
SECTION 053100 METAL DECKING
BID QUESTIONS:
Question:
Tubular Skylights:
1. What is the roof material type in the area where the domes will be located?
Response: The existing roof is built-up roofing. A new roof is planned for this area, including
a complete removal of the existing and placement of new tapered insulation and new built up
bituminous roof. This work is NIC and will be coordinated to occur shortly after the placement
of the skylights.
2. The Bid drawings and detail refer to the 21” commercial unit, but the Specifications lists the
10” size. Which size is required?
Response: Provide 21" diameter Solatube SolaMaster series 330 DS-O, open ceiling.
3. The RCP shows circular diffusers, but note that if these are to be the 21” units, the diffuser will
be a 2’x2’ square, and will be installed in-line with the ceiling tiles grid. Is there a detail of a
custom fabrication for the round diffuser going into the ACT ceiling as shown?
Carlsbad Dove and Cole Libraries
Bid Addendum 2 Narrative 15 May 2015
Page 3
Response: Provide Solatube open ceiling prismatic circular diffuser 21" diameter, with white
trim, hung one inch below finish ceiling. Locations of tubular skylights as shown on bid
drawings.
4. The detail 1/ A8.6-1 shows an electronic daylight dimmer as part of the assembly, but nothing
is noted on the electrical drawings. Should dimmers be included in this assembly?
Response: Yes, provide daylight dimmer at each solatube assembly. Provide one switch to
control all solatubes. Locate switch in Office 130. Power shall be provided by adjacent
convenience power circuit.
5. The specification lists a Prismatic or Frosted lower glazing diffuser, but these are
recommended for higher ceiling applications. We recommend the Optiview diffuser with
integral Fresnel lens for traditional ceiling heights, which spreads the light more evenly and
reduces “hot spots”. Is the Optiview diffuser an acceptable solution?
Response: No, provide prismatic circular diffuser 21" diameter, with white trim.
6. The Specification and detail show an inner dome, but these may not be necessary for this
climate. Should the inner domes be included in the assembly?
Response: Yes, include inner dome.
Question: Room # 125 the sorting room shows 3 Occupancy sensors and 2 of them are shown
on the ceiling but the symbol used is for a wall mount sensor. Please clarify!
Response: Remove the two wall mounted dimmer/occupancy devices designated as "OD" in
room 125. OD devices are not required.
Question: On the above referenced sheet in the east mezzanine there is a type "C" fixture which
is not on the fixture schedule. Please provide specs for this fixture.
Response: Provide type E fixtures in lieu of type C fixtures in the east mezzanine.
Question: In the bid documents it lists an add alt for PA system at the Cole library although we
are not seeing anything pertaining to the PA system. Please clarify!
Response: Enter $0 for this alternate.
Exhibits:
1. Specifications Dove
2. Specifications Cole
3. Sketches SK-1, SK-2, AA-01, AA-02 and drawing AV-1.00
END OF NARRATIVE
BID ADDENDUM 3
CARLSBAD DOVE LIBRARY
STRUCTURAL SPECIFICATIONS
CITY OF CARLSBAD – Carlsbad Dove Library
Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40301
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
FIBERWRAP SECTION 03 01 00 - 1
PART 1 - GENERAL
SECTION 03 01 00 FIBERWRAP
1.01 DESCRIPTION OF WORK
A. This specification is intended to define the minimum requirements of structural
strengthening using externally bonded fiber reinforced polymer (FRP) composite systems.
B. The work includes the furnishing of all materials, labor, equipment and services
for the supply, installation and finish of all structural strengthening using externally bonded FRP composite systems.
C. The general contractor or subcontractor shall furnish all materials, tools,
equipment, transportation, necessary storage, access, labor and supervision required for the proper installation of the externally bonded FRP composite
system.
1.02 WORK INCLUDED
A. This Section of the Specification is not necessarily complete in itself. Read in
conjunction with the Contract Document.
1.03 REFERENCE STANDARDS
A. General
1. The publications listed below form a part of this specification to the extent referenced. Where a date is given for referenced standards, the
edition of that date shall be used. Where no date is given for reference
standards, the latest edition available on the date of the Notice of Invitation to Bid shall be used.
B. International Code Council (ICC)
1. ICC AC125, Acceptance Criteria for Concrete and Reinforced and Unreinforced Masonry Strengthening Using Externally Bonded Fiber
Reinforced Polymer (FRP) Composite Systems.
2. ICC AC178, Interim Criteria for Inspection and Verification of Concrete and Reinforced and Unreinforced Masonry Strengthening Using
Externally Bonded Fiber Reinforced (FRP) Composite Systems.
C. American Standard for Testing and Materials (ASTM)
1. ASTM D7565, Standard Test Method for Determining Tensile Properties
of Fiber Reinforced Polymer Matrix Composites Used for Strengthening
of Civil Structures.
CITY OF CARLSBAD – Carlsbad Dove Library
Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40301
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
FIBERWRAP SECTION 03 01 00 - 2
2. ASTM D3039, Standard Test Method for Tensile Properties of Polymer
Matrix Composite Materials. 3. ASTM D7522, Standard Test Method for Pull-Off Strength for FRP
Bonded to Concrete Substrate.
4. ASTM D4541, Standard Test Method for Pull-off Strength of Coating Using Portable Adhesive-Testers.
D. American Concrete Institute (ACI)
1. ACI 440.2R-08, Guide for the Design and Construction of Externally Bonded FRP Systems for Strengthening Concrete Structures.
E. International Concrete Repair Institute (ICRI)
1. ICRI Technical Guideline No. 310.2-1997 (formerly No. 03732), Guideline for Selecting and Specifying Concrete Surface Preparation for
Sealers, Coatings, and Polymer Overlays.
1.04 MATERIAL QUALIFICATIONS
A. Materials for the FRP system have been pre-qualified and shall be supplied by
the following manufacturers:
1. Fyfe Co. LLC (8380 Miralani Drive, Suite A, San Diego, CA 92126. Tel: 858-642-0694, Fax: 858-444-2982, Email: info@fyfeco.com)
2. Approved alternate FRP manufacturer. Alternate FRP systems must provide all items listed in Section 1.5 of this specification with their bid;
otherwise, they shall be considered non-compliant.
1.05 SUBMITTALS
A. Quality Control and Quality Assurance:
1. Submit product data indicating product standards, physical and chemical
characteristics, technical specifications, limitations, installation instructions, and general recommendations regarding each individual
material.
2. Only epoxy resins will be accepted for construction of FRP systems referenced in this specification. Other resins, such as polyesters/vinyl
esters, are not allowed as substitutes. The manufacturer shall clearly define
the epoxy resin working time. Any batch that exceeds the batch life shall not be used.
3. The proposed FRP systems shall be compliant with ICC AC125 and
provide a current ICC Evaluation Service Report, compliant with the 2013 California Building Code (CBC).
CITY OF CARLSBAD – Carlsbad Dove Library
Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40301
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
FIBERWRAP SECTION 03 01 00 - 3
4. Submit a list of completed surface bonded FRP composite strengthening
projects completed with the manufacturer's FRP composite system in the past 3 years. The list should include at a minimum 25 projects with the
proposed FRP system, the dates of work, type, description and amount of
work performed.
5. Surface bonded FRP composite systems shall be installed by certified
applicators with written consent from the manufacturer that the contractor
has been trained. Certified applicators shall have a minimum of 3 years experience in performing FRP composite retrofits.
6. The Engineer of Record may suspend the work if the Contractor substitutes
an unapproved fiber reinforced composite system or unapproved personnel during construction.
7. Independent laboratory testing for the required ASTM D7565 and/or
ASTM D3039 test procedures for both the proposed FRP composite system. Submit testing of minimum 25 specimens for each FRP composite
system to verify the design modulus of elasticity as per Section 2.1.1.
B. Design and Working Drawings:
1. Stamped and signed structural calculations and drawings by a professional
Civil or Structural Engineer. Design shall be based on the clearly written performance criteria defined on the structural drawings.
2. Working shop drawings and calculations prepared and sealed by a
professional engineer detailing the type, locations, dimensions, numbers of layers, and orientation of all FRP materials and coatings to be installed.
Calculations must show equivalence in terms of stiffness (ExA) to the
minimum specified values as per Section 2.1.1.
C. Product Information:
1. Provide an ICC Evaluation Service Report, compliant with the 2013 CBC,
for the proposed products.
2. Properties of the composite materials as determined by independent
laboratory testing in accordance with ASTM D7565 and/or ASTM D3039
(tensile modulus, stress and strain) for the proposed fiber composite system. A minimum of 25 tests for each must be submitted.
3. Large-scale structural testing results of the proposed composite system
from independent laboratories on similar structural sections.
4. Installation procedures and general recommendations regarding each
material to be used.
5. Manufacturer’s Material Safety Data Sheets (MSDS) for all materials to be
used.
CITY OF CARLSBAD – Carlsbad Dove Library
Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40301
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
FIBERWRAP SECTION 03 01 00 - 4
6. Manufacturer’s product data sheet indicating physical, mechanical and
chemical characteristics of all materials used in the FRP system.
7. Written verification from the manufacturer that their applicator has
received the required certifications and training.
8. Certification by the manufacturer that supplied products complies with local regulations controlling use of volatile organic compounds (VOC’s).
9. Products that require the use of respirators do not comply with local
regulations controlling use of VOC’s and shall not be allowed.
1.06 PERFORMANCE
A. Design the composite system to achieve the structural performance shown on the
structural drawings. Design calculations for the composite system shall be submitted for approval by the Engineer of Record, and shall be stamped by a
registered Civil or Structural Engineer. The composite system must meet the
minimum equivalent stiffness requirement (E×A) as indicated in Section 2.1.1.
B. Calculations shall conform to the requirements set forth in the bid documents and
be based on the design modulus and associated area of the composite to be installed. FRP design values must be lower than the calculated mean determined from the test results received from the ASTM D7565 and/or ASTM D3039 field
test specimens per Section 3.3.
1.07 PRODUCT DELIVERY, HANDLING AND STORAGE
A. Deliver epoxy materials in factory-sealed containers with the manufacturer’s
labels intact and legible with verification of date of manufacture and shelf life.
B. Store materials in a protected area at a temperature between 40°F and 100°F.
C. Products shall be stored according to the manufacturer’s requirements and shall
avoid contact with soil and moisture. Products shall be stored to avoid UV exposure.
1.08 COORDINATE WITH OTHER TRADES
A. Prior to construction, the trades shall be briefed on any new or unusual construction procedures to ensure that they are aware of special conditions (e.g.
new penetrations, construction anomalies).
CITY OF CARLSBAD – Carlsbad Dove Library
Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40301
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
FIBERWRAP SECTION 03 01 00 - 5
PART 2 - PRODUCTS
2.01 MATERIALS
A. Approved Tyfo Fibrwrap System(s) to be supplied by Fyfe Co. LLC (8380
Miralani Drive, Suite A, San Diego, CA 92126. Tel: 858-642-0694, Fax: 858-
444-2982, Email: info@fyfeco.com). Products include:
CFRP
Composite System
Design Modulus of Elasticity (E) - Primary Fiber Direction
(ksi)
11900
Thickness of Fiber(in) 0.04
Cross Sectional Area (A) (in2 0.04 )*
ExA** 475 kips/in
Weight (lb) / length(in) N/A
* Cross sectional area based on a 1in width x thickness of the fiber ** ExA indicated is a per layer value
Epoxy saturant/primer: Tyfo® S epoxy is used as a primer and is also combined
with the fiber to form the Tyfo Fibrwrap
Primer/Filler: Thickened Tyfo
System.
®
Finishes: As required.
S, thickened epoxy for protective seal coat, filling
voids and primer where needed.
Field thickened epoxy matrix, which is compatible with composite system’s resin matrix, may be used to patch “bugholes” up to 1.5” in depth and to fill voids.
Epoxies other than the pre-qualified materials above can be evaluated prior to the tender
closing; materials meeting the requirements will be allowed by written addendum.
B. The manufacturer shall provide specific information on physical, mechanical and
chemical properties of fiber, epoxy resin and FRP composite.
2.02 CERTIFIED APPLICATORS
A. Installations of the Tyfo Fibrwrap Systems shall be performed by certified
applicators only. Certified applicators shall have the minimum experience and written consent as recommended by the FRP manufacturer (See Sections 1.5.5 and 1.5.16 of this specification).
CITY OF CARLSBAD – Carlsbad Dove Library
Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40301
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
FIBERWRAP SECTION 03 01 00 - 6
2.03 OTHER MATERIALS
A. Contractor to provide compatible primer, filler and other materials recommended by the manufacturer as needed for the proper installation of the complete surface
bonded FRP composite system.
PART 3 - APPLICATION
3.01 SURFACE PREPARATION
A. Column or “Contact-Critical” Applications:
1. The surface to receive the composite shall be free from fins, sharp edges and protrusions that will cause voids behind the installed casing or that,
in the opinion of the Engineer, will damage the fibers. Existing uneven
surfaces to receive composite shall be filled with the system epoxy filler or other material approved by the Engineer. Filling of large voids in
surfaces to receive composite shall be paid as an extra to the contract
work of installing the composite system (small pinholes or micro-bubbles in the concrete surface or resin do not require special detailing).
The contact surfaces shall have no free moisture on them at the time of application. If moisture is present, use wet prime epoxy as suggested by the FRP manufacturer, if available.
2. Repair all damaged and unsound concrete, spalls, and irregular surfaces to create a flat, or slightly convex, surface. Fill surfaces with thickened
epoxy to eliminate air surface voids greater than 0.5” diameter. Well-
adhered paint and concrete do not require removal.
3. Round off sharp and chamfered corners to a minimum radius of 0.75” by
means of grinding or forming with the system’s thickened epoxy.
Variations in the radius along the vertical edge shall not exceed 0.5” for each 12” of column height.
B. Beam/Wall/Slab (“Bond-Critical”) Applications:
1. Surfaces shall be prepared for bonding by means of abrasive blasting or grinding to remove existing laitance and expose aggregate [minimum
ICRI CSP-2 concrete surface profile]. All contact surfaces shall then be
cleaned by hand or compressed air. One prime coat of the manufacturer’s epoxy shall be applied and allowed to cure for a minimum of one hour.
Prior to the application of the saturated composite fabric, fill any uneven
surfaces with the manufacturer’s thickened epoxy.
2. Round off sharp and chamfered corners (to be wrapped around) to a
minimum radius of 0.75” by means of grinding or forming with the system’s thickened epoxy. Variations in the radius along the edge shall
not exceed 0.5” for each 12” of length.
CITY OF CARLSBAD – Carlsbad Dove Library
Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40301
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
FIBERWRAP SECTION 03 01 00 - 7
3. Repair all damaged concrete, spalls, and irregular surfaces to create a
flat, or slightly convex, surface. Fill surfaces with thickened epoxy to eliminate air surface voids greater than 0.5” diameter. Well-adhered
paint and concrete do not require removal.
3.02 INSTALLATION
A. Preparation work for project: Visit site to ensure that all patch work is complete
and cured. Review project specifications in detail.
B. Verify ambient and concrete temperatures. No work shall proceed if the temperature of the concrete surface is less than 40°F or greater than 100°F or as
specified on the epoxy component labels. The ambient temperature and
temperature of the components shall be between 40°F and 100°F, unless provisions have been made to ensure components’ temperature is maintained
within this range or the range specified by the manufacturer.
C. Prepare the epoxy matrix by combining components at a weight (or volume) ratio specified by the manufacturer. The components of epoxy resin shall be mixed
with a mechanical mixer until uniformly mixed, typically 5 minutes at 400-600 rpm.
D. Components that have exceeded their shelf life shall not be used.
E. Saturation of the fabric shall be performed and monitored according to the manufacturer’s specified fiber-epoxy resin ratio. Fabric shall be completely
saturated prior to application to contact surface in order to ensure complete
saturation. Saturation shall be supervised and checked by the certified installer. Both the epoxy resin and fabric shall be measured accurately, combined, and
applied uniformly at the rates shown on the approved working drawings and per
manufacturer's recommendations.
F. All cutting of fabrics, mixing of epoxy and combination thereof shall take place
in a protected area away from critical structure functions and any electrical
equipment.
G. Remove dust and debris by hand or with compressed air as per specification.
H. Clean up and protect area adjacent to element where FRP composite is being
applied.
I. Using a roller or trowel, apply one prime coat of epoxy resin to the substrate (2
mil min.). Allow primer to become tacky to the touch.
J. Fill any uneven surfaces or recesses with thickened epoxy.
K. Apply saturated fabric to substrate surface by hand lay-up, using methods that
produce a uniform, constant tensile force that is distributed across the entire width of the fabric, and ensure proper orientation of the fabric. Under certain
application conditions, the system may be placed entirely by hand methods
CITY OF CARLSBAD – Carlsbad Dove Library
Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40301
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
FIBERWRAP SECTION 03 01 00 - 8
assuring a uniform, even final appearance. Gaps between composite bands may
not exceed 0.5” width in the fabric’s transverse joint unless otherwise noted on project drawings. A lap length of at least 6” is required at all necessary overlaps
in the primary fiber direction of the fabric.
L. Apply subsequent layers, continuously or spliced, until designed number of layers is achieved, per project drawings.
M. Using a roller or hand pressure, release or roll out entrapped air, and ensure that
each individual layer is firmly embedded and adhered to the preceding layer or substrate.
N. Detail all fabric edges, including termination points and edges, with thickened
epoxy. Finish: All edges and seams must be feathered. Use as directed by the manufacturer. Finish as specified between 24 and 72 hours after final application
of epoxy. If after 72 hours the epoxy is cured, the surface must be roughened by
hand sanding or brush blasting, prior to finishing.
O. System may incorporate structural fasteners but limitations and detailing must be
verified with composite system manufacturer.
3.03 INSPECTION AND TESTING
A. Field Inspection
1. The contractor shall monitor the mixing of all epoxy components for
proper ratio and adherence to manufacturer’s recommendations. Record
batch numbers for fabric and epoxy used each day, and note locations of installation. Measure square footage of fabric and volume of epoxy used
each day. Complete report and submit to Owner, Engineer of Record
and FRP composite system manufacturer.
2. A Certified Special Inspector shall periodically observe all aspects of
preparation, mixing, and application. All FRP composite applied areas
shall be inspected, in accordance with the manufacturer’s specifications for voids, bubbles, and delaminations. All defective areas shall be
repaired as specified in Section 3.4 Required Remediation.
B. In-situ Testing
ASTM D7522 and/or ASTM D4541 – Adhesion Tests (if required by Engineer of
Record).
1. Direct tension adhesion testing of cored samples shall be conducted using the method described by ASTM D7522 and/or ASTM D4541. A
minimum of three tests shall be performed for each day of production or for each 500 ft² (45m²) of FRP application, whichever is less. Pull-off
tests shall be performed on a representative adjacent area to the area
CITY OF CARLSBAD – Carlsbad Dove Library
Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40301
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
FIBERWRAP SECTION 03 01 00 - 9
being strengthened whenever possible. Tests shall be performed on each
type of substrate or for each surface preparation technique used.
2. The prepared surface of the bonded FRP system shall be allowed to cure
a minimum of 72 hours before execution of the direct tension pull-off
test. The locations of the pull-off tests shall be representative and on flat surfaces. If no adjacent areas exist, the tests shall be conducted on areas
of the FRP system subjected to relatively low stress during service. The
minimum acceptable value for any single tension test is 175 psi. The average of the tests at each location shall not be less than 200 psi.
Additional tests may be performed to qualify the work.
3. Test locations shall be filled with thickened epoxy after the values have been recorded and verified by the special instructor and the test dollies
have been removed.
C. Laboratory Testing
Sampling
1. Record lot number of fabric and epoxy resin used, and location of installation. Measure square footage of fabric and volume of epoxy used each day. Label each sample from each day of production.
2. A “sample batch” shall consist of two 12” by 12” samples of cured composite. A minimum of two “sample batches” shall be made daily.
The two “sample batches” will be taken at appropriate times during the
day as to ensure the maximum material deviance in the components of the FRP composite.
D. Preparation of Samples
1. Prepare sample on a smooth, flat, level surface covered with polyethylene sheeting, or 16 mil plastic film, prime with epoxy resin.
Then place two layers of saturated fabric and apply additional topping of
epoxy. Cover with plastic film and squeegee out all bubbles.
2. Samples shall be stored in a sample box and not moved for a minimum
48 hours after casting. The prepared, identified samples shall be given to
a pre-approved and experienced testing laboratory. The laboratory shall then precondition samples for 48 hours at 140°F before testing.
E. ASTM D7565 and/or ASTM D3039 – Tension Tests
1. Testing specimens shall be cut from samples and tested for ultimate tensile strength, tensile modulus and percentage elongation as per ASTM
D7565 and/or ASTM D3039 in the longitudinal fiber direction.
2. Test a minimum of 15% of all samples as per ICC AC178. If one coupon
fails, specimens from the same 12” x 12” sample will be tested. If these
CITY OF CARLSBAD – Carlsbad Dove Library
Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40301
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
FIBERWRAP SECTION 03 01 00 - 10
specimens also fail, the other 12” x 12” sample from the same “sample
batch” will be tested. In the extreme case that this sample also fails, the remaining “sample batch” for that day will be tested and appropriate
remediation shall be taken to ensure integrity of the system at locations
from the failed “sample batch”. In addition, 25% of the remaining samples shall be tested by the same criteria as per ICC AC178.
3. Testing results shall be made available within 3 weeks of sample
submission.
F. Acceptance Criteria
1. FRP design values must be lower than the calculated mean determined
from the test results received from the ASTM D7565 and/or ASTM D3039 field test specimens. Acceptable minimum values for ultimate
tensile strength, tensile modulus, and elongation shall not be below the
submitted design values.
2. Any values below the submitted design values will require remediation.
3.04 REQUIRED REMEDIATION
A. Small voids and bubbles [on the order of 3” diameter] shall be injected or back filled with epoxy.
B. Voids and delaminations on the order of 6” in diameter or an area of 5” x 5” shall be reported to the Engineer of Record and remediation shall be submitted by the
contractor for approval.
C. In the event that laboratory testing determines a “sample batch” to possess insufficient material properties, remedial measures shall be taken. Any structural
member where the installed FRP composite system has material properties
determined to be below the minimum specified values, additional layers shall be installed until the composite thickness is increased by the same percentage as the
deficiency of the material’s tensile modulus or any other remediation directed by
the Engineer of Record.
3.05 MAKE GOOD
A. Make good at no cost to the Owner, any damage to the new or existing structures,
property or services caused by the installation and testing of the FRP composite.
3.06 CLEAN UP
A. Remove all surplus material, equipment and debris from the site on completion
of the work. Leave the site clean.
END OF SECTION 03 01 00
CITY OF CARLSBAD – Carlsbad Dove Library
Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40301
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE FORMS AND ACCESSORIES SECTION 03 10 00 - 1
PART 1 - GENERAL
SECTION 03 10 00 - CONCRETE FORMS AND ACCESSORIES
1.01 SUMMARY
A. Section includes formwork for cast-in place concrete, with shoring, bracing, and anchorage;
openings for other work; form accessories; and form stripping.
B. Related Sections:
1. Pertinent Sections of Division 01.
2. Section 03 20 00 - Concrete Reinforcement.
3. Section 03 30 00 - Cast-in-Place Concrete.
1.02 REFERENCES
A. ACI 117: Specifications for Tolerance for Concrete Construction and Materials and
Commentary.
B. ACI 301: Specifications for Structural Concrete.
C. ACI 318-11: Building Code Requirements for Structural Concrete and Commentary.
D. ACI 347: Guide to Formwork for Concrete.
E. APA – Form No. V345U: Concrete Forming, Design/Construction Guide.
F. CBC 2013: 2013 California Building Code, California Code of Regulations, Title 24, Part 2,
Volume 2 of 2 (including all supplements).
G. NIST - PS 1: Structural Plywood.
1.03 DESIGN REQUIREMENTS
A. Design, engineer, and construct formwork, shoring and bracing to conform to design and in
accordance with CBC 2013, Chapter 19. Resultant concrete to conform to required shape,
line, and dimensions.
B. Foundation concrete may be placed directly into neat excavations, provided the foundation
trench walls are stable as determined by the Geotechnical Engineer, subject to the approval of
the Structural-Engineer-of-Record (SEOR). In such case, the minimum formwork indicated
on the drawings is mandatory to ensure clean excavations immediately prior to and during the
placing of concrete.
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1. When omission of forms is accepted, provide additional 1” concrete on each side of the
minimum design profiles and dimensions shown on the drawings.
1.04 SUBMITTALS
A. Procedures: In accordance with pertinent provisions of Division 01 sections.
B. Product Data: Provide data and specifications for each of the following (as applicable):
1. Form sealer
2. Form release compound
3. Form ties and spreaders
4. Manufacturer's installation instructions
5. List of items to be provided for work of this Section
1.05 QUALITY ASSURANCE
A. Perform Work in accordance with ACI 117, ACI 301, ACI 318-11 and all other applicable
codes.
1. Design, erect, support, brace, and maintain formwork so that it will safely support
vertical and lateral loads that might be applied, until such loads can be supported by
the concrete structure.
2. Carry vertical and lateral loads to ground by formwork system and in-place
construction that has attained adequate strength for that purpose.
3. Construct formwork so concrete members and structures are of correct size, shape,
alignment, elevation, and position.
4. Design forms and false-work to include assumed values of live load, dead load, weight
of moving equipment operated on the formwork, concrete mix, and height of concrete
drop, vibrator frequency, ambient temperature, foundation pressures, stresses, lateral
stability, and other factors pertinent to safety of the structure during construction.
5. Provide shores and struts with positive means of adjustment capable of taking up
formwork settlement during concrete placing operations, using wedges or jacks or a
combination thereof.
6. Provide trussed supports when adequate foundations for shores and struts cannot be
secured.
7. Support form materials by structural members spaced sufficiently close to prevent
objectionable deflection.
8. Fit forms placed in successive units for continuous surfaces to accurate alignment, free
from irregularities, and within the allowable tolerances.
9. Provide formwork sufficiently tight to prevent leakage of cement paste during concrete
placement. Solidly butt joints, and provide backup material at joints as required to
prevent leakage and prevent fins.
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10. Provide camber in formwork as required for anticipated deflections due to weight and
pressures of fresh concrete and construction loads.
B. Design formwork under direct supervision of a professional Structural Engineer experienced
in the design of this work and licensed in the State of California.
1.06 REGULATORY REQUIREMENTS
A. Perform Work in accordance with CBC 2013, Chapter 19.
B. Plywood: Conform to tables for form design and strength in APA Form No. V345U.
1.07 COORDINATION
A. Coordinate work under pertinent provisions of Division 01 sections.
B. Coordinate this Section with other Sections of work that require attachment of components to
formwork.
C. If formwork is placed after reinforcement resulting in insufficient concrete cover to
reinforcement, request instructions from the owner’s representative or architect or SEOR
before proceeding.
PART 2 - PRODUCTS
2.01 WOOD FORM MATERIALS
A. Except for metal forms, use new materials. Materials may be re-used during progress of the
work, provided they are completely cleaned and reconditioned, recoated for each use, and
capable of producing formwork of the required quality.
B. For footing and foundations, use Douglas-Fir boards or planks secured to wood or steel
stakes, substantially constructed to shapes indicated and to support the required loads.
C. For studs, walers, and supports, use Standard Grade or better Douglas-Fir, dimensions as
required to support the loads but not less than 2”x4”.
D. Wall forms:
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1. Exposed concrete surfaces:
a. Use 3/4” minimum thickness Douglas-Fir plywood, grade B/B, class I or II,
exterior, sanded both sides, complying with PS 1.
b. Seal edges and coat both faces with colorless coating that will not affect
application of applied finishes.
2. Unexposed concrete surfaces:
a. Use 1”x6” shiplap Douglas-Fir boards, surfaces one side and two edges, or 3/4”
minimum thickness Douglas-Fir plywood, grade B/B plyform class I or II,
sanded both sides, mill-oiled.
E. Column forms:
1. For square or rectangular columns, use 2” thick Douglas-Fir planks or joists, surfaces
one side and two edges, or use metal forms.
2. For round columns, use metal forms or patented paper tube forms approved by the
Architect.
3. Construct column forms with tight joints and securely clamped together with steel
clamps.
2.02 FORMWORK ACCESSORIES
A. Forming Ties and Spreaders: Hold inner and outer forms for vertical concrete together with
combination steel ties and spreaders approved by the Architect.
1. Use snap-ties with cone spreaders or tapered form-bolts and metal spreaders. Do not
use wood or other absorbent material for spreaders. Ties for walls against grade shall
not leave holes through entire wall section and shall break back not closer to exterior
surface than 1½ inches.
2. Space ties symmetrically in tiers and rows, each tier plumb from top to bottom and
each row level.
3. At horizontal pour lines, locate ties not more than 6” below the pour lines. Tighten
after concrete has set and before the next pour is made.
4. For exposed concrete surfaces, provide form ties of removable type with she-bolts
equipped with permanent plugs and a system approved by the Architect for fixing the
plugs in place.
B. Sealer: Clear, penetrating, synthetic resin sealer.
C. Form Release Compound: Chemical, surface conversion type from coating. Reapply to
cleaned forms before each reuse. Reference products:
1. "Nox-Crete Form Coating" by Nox Crete Chemicals, Inc.
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2. "Release" by Burke Co.
3. "Duogard" by W.R. Meadows, Inc.
4. Or equal
D. Wood Nailing Blocks: For grounds and blocks, where permitted use Clear Douglas-Fir,
milled into dovetail shape, dip-treated in sealer and dried for 12 hours minimum, prior to use.
E. Nails, Spikes, Lag Bolts, Through Bolts, Anchorages: Size as required, of strength and
character to maintain formwork in place during placement of concrete.
F. Corners: Chamfered type; size as indicated on Drawings; maximum possible lengths.
PART 3 - EXECUTION
3.01 EXAMINATION
A. Verify lines, levels, and centers before proceeding with formwork. Ensure that dimensions
agree with the drawings.
B. Examine areas and conditions under which work of this section will be performed. Correct
conditions detrimental to timely and proper completion of the Work. Do not proceed until
detrimental conditions have been corrected.
3.02 EARTH FORMS
A. Hand trim sides and bottom of earth forms. Remove loose soil prior to placing concrete.
3.03 FORM CONSTRUCTION
A. In accordance with the recommendations in Chapter 4 of ACI 301, construct formwork as
required to obtain exact size, shape, line, level, alignment, location, elevation, and grade as
indicated on drawings for finished structure.
1. Provide for depressions, chases, openings, offsets, recesses, moldings, rustications,
reglets, chamfers, blocking, screeds, bulkheads, anchorages and inserts, and other
features indicated on drawings or required for finished structure.
2. Obtain approval before framing openings in structural members that are not indicated
on the contract drawings.
B. Fabricate forms for easy removal without hammering or prying against concrete surfaces.
1. Provide crush plates or wrecking plates where stripping may damage cast concrete
surfaces.
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2. Provide top forms for inclined surfaces where slope is too steep to place concrete with
bottom forms only.
3. Kerf backside of wood inserts used for forming reglets, recesses, and similar
treatments, to allow wood to swell without spalling concrete and to ensure easy
removal.
C. Falsework:
1. Erect falsework and supports. Brace and maintain falsework to safely support vertical,
laterals, asymmetrical, static, and dynamic loads until such loads can be supported by
in-place concrete structures.
2. Construct falsework using wedges, jacks, or camber strips to facilitate vertical
adjustments.
3. Carefully inspect formwork and falsework during and after concrete placement
operations to discover abnormal deflections or signs of failure. Make all necessary
adjustments or corrections.
D. Where end-of-work sequence requires a joint in concrete, provide adequately designed
additional formwork. Extend reinforcement through formwork and key joints as indicated on
drawings. Location of construction joint is subject to approval by the Architect and the
SEOR.
E. Forms for exposed concrete:
1. Drill holes in forms to fit ties used. Prevent leakage of concrete around tie holes. Do
not drive through undersized or improperly prepared holes.
2. Do not use metal cover plates for patching holes or defects in forms.
3. Provide sharp, clean corners at intersecting planes, without visible edges or offsets.
Back joints with extra studs or girts to maintain true, square intersections.
4. Use extra studs, walers, and bracing as required to prevent bowing or pillowing of
forms between studs. Do not use narrow strips of form material that will allow bowing
to occur.
5. Assemble and erect forms so they may be readily removed without damage to exposed
concrete surfaces.
6. Form molding shapes, recesses, and projections with smooth-finish materials, and
install in forms with sealed joints to prevent displacement.
7. Fill all unwanted joint openings with specified joint filler and finish flush to match
adjacent from surfaces.
F. Corner treatment:
1. Unless indicated otherwise on drawings, provide a chamfer on all exposed corners with
specified strips. Miter chamfer strips at all changes in direction.
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2. Form corners, which will be concealed in the finish, work either square or chamfered,
at Contractor’s option.
G. Provisions for other trades:
1. Coordinate formwork design, construction, and placement with all trades and other
contractors.
2. Provide openings in concrete formwork to accommodate work of other trades.
3. Size and location of openings, recesses, and chases are the responsibility of the trade
requiring such items.
4. Accurately place and securely support items that are built into forms.
H. Cleaning and tightening:
1. Thoroughly clean forms and remove chips, wood, sawdust, dirt, or other debris just
before concrete is to be placed.
2. Retighten forms immediately before, during, or after concrete placement as may be
required to eliminate leaks.
I. Taping of joints:
1. Apply pressure-sensitive tape over formwork joints that will be exposed in the finish
work, except where distressed board forms are used.
2. Apply tape on inside (concrete side) of formwork to prevent loss of cement paste and
joint discoloration.
3. Tape joints before form release agent is applied to formwork.
J. Install void forms in accordance with manufacturer's recommendations. Protect forms from
moisture or crushing.
K. Coordinate this section with other sections of work that require attachment of components to
formwork.
L. If formwork is placed after reinforcement resulting in insufficient concrete cover over
reinforcement before proceeding, request instructions from Owner’s Representative.
M. Openings for Cleaning: Provide temporary openings at all points in formwork deemed
necessary by the Owner’s Representative to facilitate cleaning and inspection. At base of
walls and wide piers, bottom form board on one face for entire length shall be omitted until
form has been cleaned, inspected, and accepted. Do not install board until after the
Inspector’s acceptance.
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3.04 FORM COATINGS
A. Apply form-coating material on formwork in accordance with manufacturer's
recommendations. Do not allow excess form coating material to accumulate in the forms or
come in contact with surfaces that will bond to fresh concrete.
B. Apply prior to placement of reinforcing steel, anchoring devices, and embedded items.
C. Do not apply form coating material where concrete surfaces will receive special finishes or
applied coverings that are affected by agent. Soak inside surfaces of untreated forms with
clean water. Keep surfaces coated prior to placement of concrete.
3.05 INSERTS, EMBEDDED PARTS, AND OPENINGS
A. Provide formed openings where required for items to be embedded in passing through
concrete work.
B. Locate and set in place items that will be cast directly into concrete.
C. Coordinate with work of other sections in forming and placing openings, slots, reglets,
recesses, sleeves, bolts, anchors, other inserts, and components of other work.
1. Use setting drawings, diagrams, instructions, and directions provided by suppliers of
items to be attached thereto.
2. In accordance with AISC Code of Standard Practice for Steel Buildings and Bridges
and the following for tolerances of anchor bolts and concrete surfaces supporting steel
column bases:
a. Elevation of concrete surfaces: +3/8 in.
b. Elevation at top of anchor bolts: +1 in., -3/8 in.
c. Out-of-position of anchor bolts: +1/8 in.
d. Anchor bolt locations: A California-licensed civil engineer or land surveyor
shall ensure accuracy of anchor bolt locations.
D. Install accessories in accordance with manufacturer's instructions, straight, level, and plumb.
Ensure items are not disturbed during concrete placement.
E. Provide temporary ports or openings in formwork where required to facilitate cleaning and
inspection. Locate openings at bottom of forms to allow flushing water to drain.
F. Close temporary openings with tight fitting panels, flush with inside face of forms, and neatly
fitted so joints will not be apparent in exposed concrete surfaces.
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3.06 FORMWORK TOLERANCES
A. Construct formwork to maintain tolerances required by ACI 301 and ACI 117.
3.07 FIELD QUALITY CONTROL
A. In accordance with pertinent provisions of Division 01 sections.
B. Inspect erected formwork and bracing to ensure that work is in accordance with formwork
design, and that supports, fastenings, wedges, ties, and items are secure.
3.08 FORM REMOVAL
A. Remove formwork not supporting concrete, such as sides of beams, walls, columns, and
similar parts of the work, after concrete has hardened sufficiently to maintain its integrity and
not be damaged by form removal operations, but not less than 3 days. Initiate and maintain
curing and protection of concrete immediately after stripping of forms.
B. Do not remove formwork supporting members such as bottoms of beams, joists, slabs and
other structural elements until safe to do so, but not before concrete has attained two-thirds
(67%) of its 28-day compressive design strength.
C. Determine compressive strength of in-place concrete by testing specimens representative of
concrete location or members, and field-cure under identical conditions as work in progress
as specified in Section 03 30 00.
D. Loosen forms carefully. Do not wedge pry bars, hammers, or tools against finish concrete
surfaces scheduled for exposure to view.
E. Release sleeve nuts or clamps, and pull the form ties neatly.
F. Do not permit steel spreaders, form ties, or other metal to project from, or be visible on, any
concrete surface except where so shown on the drawings.
G. Solidly pack form tie holes, rod holes, and similar holes in the concrete. For packing, use the
cement grout specified in Section 03 30 00 of these Specifications, flushing the holes with
water before packing, screeding off flush, and grinding to match adjacent surfaces.
H. Store removed forms in manner that surfaces to be in contact with fresh concrete will not be
damaged. Discard damaged forms.
END OF SECTION
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CONCRETE REINFORCING SECTION 03 20 00 - 1
PART 1 - GENERAL
SECTION 03 20 00 - CONCRETE REINFORCEMENT
1.01 SUMMARY
A. Section includes reinforcing steel bars, wire fabric and accessories for cast-in-place and
lightweight concrete.
B. Related Sections:
1. Pertinent Sections of Division 01.
2. Section 03 10 00 - Concrete Forms and Accessories.
3. Section 03 30 00 - Cast-in-Place Concrete.
1.02 REFERENCES
A. ACI 117: Specifications for Tolerance for Concrete Construction and Materials and
Commentary.
B. ACI 301: Specifications for Structural Concrete.
C. ACI 315: Details and Detailing of Concrete Reinforcement.
D. ACI 318-11: Building Code Requirements for Structural Concrete and Commentary.
E. ACI SP-66: ACI Detailing Manual-2004.
F. ASTM A82: Standard Specification for Steel Wire, Plain, for Concrete Reinforcement.
G. ASTM A370: Standard Test Methods and Definitions for Mechanical Testing of Steel
Products.
H. ASTM A615: Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete
Reinforcement.
I. AWS D1.4-05: Structural Welding Code - Reinforcing Steel.
J. CBC 2013: 2013 California Building Code, California Code of Regulations, Title 24, Part 2,
Volume 2 of 2 (including all supplements).
K. Manual of Standard Practice, Concrete Reinforcing Steel Institute.
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L. Placing Reinforcing Bars, Concrete Reinforcing Steel Institute.
1.03 SUBMITTALS
A. Submit under pertinent provisions of Division 01.
B. Shop Drawings:
1. Shop Drawings showing details of bars, spacing, bar schedules, diagrams of bent bars,
anchors, and other items, if any, provided under this Section.
1.04 QUALITY ASSURANCE
A. Perform work in accordance with ACI 315, ACI 318-11, CBC 2013, CRSI Manual of
Standard Practice, and all other applicable codes.
1.05 REGULATORY REQUIREMENTS
A. Perform work in accordance with CBC 2013, Chapter 19.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, protect, and handle products under pertinent provisions of Division 01
sections.
B. Deliver reinforcement to job site bundled, tagged, marked, and stored so that it can be readily
identified. Use metal tags indicating bar size, lengths, and reference information
corresponding to markings shown on the placement diagrams. Bundles shall also bear testing
laboratory tags indicating identified steel.
C. Prevent damage and accumulation of dirt, excessive rust, scale, or other coatings to stored
materials. Store off ground, with long bars well supported.
PART 2 - PRODUCTS
2.01 REINFORCEMENT
A. Reinforcing Bars: Billet Steel, ASTM A706, Grade-60.
B. Welded Wire Fabric: ASTM A185, grades as called out on the contract drawings.
C. Electrodes for Welding Reinforcing Steel: AWS D1.4-05.
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2.02 ACCESSORY MATERIALS
A. Steel Wire: ASTM A82.
B. Bolsters, Chairs, Spacers, and Other Devices for Spacing, Supporting, and Fastening
Reinforcement in Place:
1. Use wire bar type supports complying with CRSI recommendations, unless otherwise
shown on the contract drawings.
2. Do not use wood, brick, or other non-complying material.
3. For slabs-on-grade, use supports with sand plates or horizontal runners where base
material will not support chair legs.
4. For exposed-to-view concrete surfaces, where legs of supports are in contact with
forms, provide supports with either hot-dip galvanized or plastic-protected legs.
5. Tie Wire: Minimum 16-gage annealed type.
2.03 FABRICATION
A. Fabricate concrete reinforcing in accordance with ACI 315, ACI 318-11, CBC 2013, and all
other applicable codes. Comply with fabrication tolerances in accordance with ACI 117.
B. Locate reinforcing splices, not indicated on contract drawings, at point of minimum stress.
Review location of splices with the SEOR and obtain written approval prior to proceeding.
PART 3 - EXECUTION
3.01 TESTS AND INSPECTIONS
A. Procedures: In accordance with pertinent provisions of Division 01 sections.
B. Source quality control of identifiable reinforcing steel: Submit to laboratory copies of mill
certificates for types, sizes, and heats of reinforcing steel intended for use in the work.
Include the following information:
1. Source of steel.
2. Description.
3. Heat number.
4. Yield point.
5. Ultimate tensile strength.
6. Elongation percentage in 8 inch length.
7. Bend test results.
8. Chemical analysis, including Carbon Equivalent (CE) of reinforcing bars to be welded.
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C. Laboratory inspector shall compare and identify steel with mill test reports and affix laboratory
tags to bundles of identified steel. Identifiable and compliant rebar shall be tested with a bend
and tensile test for each 10 tons or part thereof for each type and size of rebar.
D. Quality control of unidentifiable steel: When reinforcing steel cannot be identified, testing
laboratory shall make one series of tensile tests and one series of bend tests in accordance
with ASTM A370 or ASTM A615, for each 2½ tons or fractional part thereof of each size and
kind of reinforcing steel.
1. Make tests using a minimum of two separate samples. Test full sections of bars as
rolled.
E. Payment:
1. Owner will pay all costs in connection with tests of identifiable steel.
2. All costs in connection with tests and inspections of unidentifiable steel will be paid by
the owner and back-charged to the contractor.
3. Owner will pay all costs in connection with tests and inspections for welding of
reinforcing steel splices when such welding is indicated on the contract drawings.
4. All costs in connection with tests and inspections for welding of reinforcing steel splices
not indicated on the contract drawings will be paid by the owner and back-charged to
the contractor.
5. All costs incurred for re-tests and re-inspections required because of failures of original
tests will be paid by the owner and back-charged to the contractor.
F. Required inspections: Inspect placement of reinforcement.
3.02 PLACEMENT
A. Except as herein specified or indicated on the contract drawings, place steel reinforcement in
accordance with “Placing Reinforcing Bars” of Concrete Reinforcing Steel Institute (CRSI),
ACI 318-05, CBC 2010, and all other applicable codes.
B. Remove loose rust and mill scale, earth, oil, or any other foreign materials that could reduce
or destroy bond with the cement. Wipe oil from forms before reinforcement is placed on or
adjacent to so that oil will not be tracked over or in any way come into contact with the
reinforcement.
C. Place, support, and secure reinforcement against displacement. Do not deviate from required
position and do not tack weld. Comply with placement tolerances in accordance with ACI
117.
D. Do not displace or damage vapor barrier.
E. Provide sufficient numbers of supports of adequate strength to carry the reinforcement.
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F. Do not place reinforcing bars more than 2" beyond last leg of any continuous bar support.
G. Do not use supports as bases for runways for concrete conveying equipment and similar
construction loads.
H. Set wire ties so that twisted ends are directed away from exposed concrete surfaces.
I. Unless noted otherwise on the contract drawings, conform to Chapter 19 of CBC 2010 for
concrete cover over reinforcement.
3.03 FIELD QUALITY CONTROL
A. Field inspection will be performed under pertinent provisions of Division 01 sections.
B. Unless indicated on the contract drawings or permitted, in writing, by the SEOR, do not re-
bend reinforcement embedded in hardened concrete.
END OF SECTION
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CAST-IN-PLACE CONCRETE SECTION 03 30 00 - 1
PART 1 - GENERAL
SECTION 03 30 00 - CAST-IN-PLACE CONCRETE
1.01 SUMMARY
A. Section includes:
1. Cast-in-place concrete.
2. Control and construction joint devices.
3. Cement grout, dry-pack, and non-shrink grout.
B. Related Sections:
1. Pertinent Sections of Division 01.
2. Section 03 10 00 – Concrete Forms and Accessories
3. Section 03 20 00 – Concrete Reinforcement
4. Section 03 39 00 – Concrete Curing
1.02 REFERENCES
A. ACI 301: Specifications for Structural Concrete.
B. ACI 302.1R-04: Guide for Concrete Floor and Slab Construction.
C. ACI 304R-00: Guide for Measuring, Mixing, Transporting, and Placing Concrete.
D. ACI 305.1-06: Specification for Hot Weather Concreting.
E. ACI 306.1-90: Standard Specification for Cold Weather Concreting (Re-approved 2002).
F. ACI 308R-01: Guide to Curing Concrete.
G. ACI 309R-05: Guide for Consolidation of Concrete.
H. ACI 318-11: Building Code Requirements for Structural Concrete and Commentary.
I. ACI 347-04: Guide to Formwork for Concrete.
J. ASTM C31: Standard Practice for Making and Curing Concrete Test Specimens in the Field.
K. ASTM C33: Standard Specification for Concrete Aggregates.
L. ASTM C39: Standard Test Method for Compressive Strength of Cylindrical Concrete
Specimens.
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M. ASTM C42: Standard Test Method for Obtaining and Testing Drilled Cores and Sawed
Beams of Concrete.
N. ASTM C94: Standard Specification for Ready-Mixed Concrete.
O. ASTM C143: Standard Test Method for Slump of Hydraulic Cement Concrete.
P. ASTM C150: Standard Specification for Portland cement.
Q. ASTM C172: Standard Practice for Sampling Freshly Mixed Concrete.
R. ASTM C260: Standard Specification for Air-Entraining Admixtures for Concrete.
S. ASTM C494: Standard Specification for Chemical Admixtures for Concrete.
T. ASTM C1059: Standard Specification for Latex Agents for Bonding Fresh to Hardened
Concrete.
U. ASTM C1107: Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Non-
Shrink).
V. ASTM E154: Standard Test Methods for Water Vapor Retarders Used in Contact with Earth
under Concrete Slabs, on Walls, or as Ground Cover.
W. ASTM E1745: Standard Specification for Water Vapor Retarders Used in Contact with Soil
or Granular Fill under Concrete Slabs.
X. CBC 2013: 2013 California Building Code, California code of Regulations, Title 24 (all
parts, all volumes, including all supplements).
Y. ADA: Title III of the American with Disabilities Act, for the Handicapped.
1.03 SUBMITTALS
A. Submit the following under pertinent provisions of Division 01 sections.
1. Mix Design: Submit mix design to the Structural-Engineer-of-Record (SEOR) for
review and approval.
2. Distribute approved mix design(s) to the testing laboratory, batch plant, and the owner.
1.04 PROJECT RECORD DOCUMENTS
A. Accurately record actual locations of embedded utilities and components, which are
concealed from view.
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1.05 QUALITY ASSURANCE
A. Strength test of concrete, see pertinent provisions of Division 01 section.
B. Acquire cement and aggregate from the same source for all work.
C. Conform to the requirements of ACI 305.1-06 when concreting during hot weather.
D. Conform to the requirements of ACI 306.1-90 when concreting during cold weather.
E. Curing compounds and sealers shall be obtained from a single manufacturer.
F. Obtain cementitious materials from the same source throughout.
G. Mixing and placing concrete, see pertinent provisions of Division 01 sections.
H. Ready-mix concrete shall be mixed and delivered in accordance with the requirements of
ASTM C94 and all applicable requirements of CBC 2013. Each batch of concrete delivered at
the jobsite shall be accompanied by a time slip bearing departure time and signature of batch
plant supervisor. Concrete shall be placed within 90 minutes after start of mixing.
I. Store cement and aggregate materials so as to prevent their deterioration and/or intrusion by
foreign matter. Deteriorated or contaminated materials shall not be used for concrete.
1.06 REGULATORY REQUIREMENTS
A. Perform work in accordance with all applicable provisions of CBC 2013 (and all
supplements).
B. Perform all work in strict accordance with the applicable codes and regulations, especially
meeting all safety standards and regulations of CAL/OSHA. Provide additional measures,
added materials, and devices as may be needed or as directed by the owner’s representative at
no added cost to the owner.
1.07 COORDINATION
A. Coordinate work under pertinent provisions of Division 01 sections.
B. Coordinate the placement of joint devices with erection of concrete formwork and placement
of form accessories.
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PART 2 - PRODUCTS
2.01 GENERAL
A. Ready-Mixed Concrete: Mix and deliver in compliance with all applicable requirements of
CBC 2010 and ASTM C94.
B. Strength of Concrete: Unless noted otherwise on the drawings, all concrete shall have a
minimum compressive strength of 3,000 psi at 28 days.
2.02 CONCRETE MATERIALS
A. Cement: "Standard Specification for Portland Cement" ASTM C150, Type I or II. Cement
used shall correspond to that on which selection of concrete proportions was based.
B. Fine and Coarse Aggregates for Normal-Weight Concrete: ASTM C33, supplied from single
source and non-reactive.
C. Water: Water shall be potable and free from deleterious matter. Conform to ASTM C94.
2.03 ADMIXTURES
A. Concrete admixture(s) shall be standard brand approved by the SEOR and shall conform to
ASTM C260, ASTM C494 and applicable provisions of CBC 2013.
2.04 VAPOR BARRIER
A. Vapor Retarder: Minimum 15 mils thick low-permeance polyolefin sheet meeting or
exceeding all requirements of ASTM E1745, Class A. Acceptable products include:
1. “Griffolyn Reef 15 Mil” by Reef Industries Inc.
2. “Vapor Block 15” by Raven.
3. “Perminator 15” by Meadows.
4. “VB 350” by Barrier-Bac.
5. “Stego Wrap 15-Mil” by Stego Industries.
2.05 BONDING AGENT
A. Bonding Agent: "Weld-Crete", manufactured by the Larsen Products Corporation or
"Nitobond Acrylic" manufactured by Fosroc Inc., or equal.
B. Anti-Bonding Agent: "Thompson's Water Seal" as manufactured by A. E. Thompson, Inc.,
California or equal as approved in accordance with pertinent provisions of Division 01
sections.
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2.06 JOINT DEVICES AND FILLER MATERIALS
A. Expansion Joint Materials:
1. Fiber Filler; ASTM D1751, Home No. 300 manufactured by Homiest Co. distributed
by Concrete Tie Co., Los Angeles, California or "Williams Neoprene Type NN1" as
manufactured by Williams Products, Inc., or equal as approved in accordance with
pertinent provisions of Division 01 sections. Thickness as indicated on the contract
drawings. If not indicated then minimum ½ inch.
2. Asphaltic Sealer: ASTM D1190, Burke's No. 400 Sealing Compound, Enoco No.3074
(Polyflex) or Hunt's Seal-Flex 37 or equal as approved in accordance with pertinent
provisions of Division 01 sections.
B. Construction Joint Devices: Integral galvanized steel; formed to tongue and groove profile,
with removable top strip exposing sealant trough, knockout holes spaced at 6 inches, ribbed
steel spikes with tongue to fit top screwed edge.
C. Sealant and Primer: As specified in Section 07 92 00, green – Joint Sealers.
2.07 CONCRETE MIX
A. Provide a mix design per CBC 2013 section 5.3 by the approved testing laboratory, certified
by a registered Civil Engineer licensed in California based on strengths of the approved
materials, and meeting the requirements stated on the contract drawings. Water-cement ratio
shall not exceed 0.50 unless noted otherwise on the contract drawings or approved, in writing,
by SEOR.
B. Obtain SEOR approval for each mix design prior to use, including new mix designs required
to be prepared should there be a change in the materials being used.
C. Unless noted otherwise on the contract drawings, all concrete shall be normal-weight with 1”
aggregate and 4” slump.
D. Use accelerating admixtures in cold weather only when approved in the mix design. Use of
admixtures will not relax cold weather placement requirements.
E. Use set retarding admixtures during hot weather only when approved in the mix design.
F. Add air-entraining agent to normal weight concrete mix for work exposed to exterior and
when approved in the mix design.
2.08 CEMENT GROUT, DRY-PACK, AND NON-SHRINK GROUT
A. Cement Grout: Mix 1 part Portland cement, 2½ to 3 parts fine aggregate, and enough water
for required consistency. Depending on use, consistency may range from mortar consistency
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to a mixture that will flow under its own weight. Do not mix more than the amount that can
be used within 30 minutes. Retempering is not permitted. Use for leveling, preparing setting
pads, beds, construction joints (with liquid bonding admixture), filling nonstructural voids,
and similar uses. Do not use for grouting under bearing plates or structural members in place.
B. Dry-Pack: Mix 1 part Portland cement, 2 parts fine aggregate, and enough water to hydrate
cement and provide a mixture that can be molded with the hands into a stable ball (a stiff
mix). Do not mix more than the amount that can be used within 30 minutes. Use for patching
ties holes, honeycomb, and large surface defects in concrete.
C. Non-Shrink Grout:
1. Prepackaged, non-shrink, non-metallic, natural aggregate grout conforming to ASTM
C1107, Grade B or C. Grout shall be fluid with extended working times and
temperatures, capable of achieving at least 95% bearing under base plates and free of
gas-producing or gas-releasing agents. Use for grouting under bearing plates, structural
members, and similar areas with minimal clearances.
a. Master Flo 928 by Master Builders, Inc.
b. Hi-Flow Grout by Euclid Chemical Co.
c. Five Star Grout by U.S. Grout Corporation.
d. Upcon by the Upco Co.
e. Horn Non-Corrosive Non-Shrink Grout by Tamms Industries (A.C. Horn).
f. Sonogrout by Sonneborn Building Products.
g. Non-Ferrous, Non-Shrink Grout by Burke.
h. Or equal as approved in accordance with pertinent provisions of Division 01
sections.
2. Submit certified test data by an independent testing laboratory indicating compliance
with specified requirements and temperature and working time parameters of testing.
PART 3 - EXECUTION
3.01 EXAMINATION
A. Verify site conditions under pertinent provisions of Division 01 sections.
B. Verify requirements for concrete cover over reinforcement.
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C. Verify that anchors, seats, plates, reinforcement, and other items to be cast into concrete are
accurately placed, positioned securely, and will not cause hardship in placing concrete.
3.02 PREPARATION
A. Prepare previously placed concrete by cleaning with sandblasting or steel brush or water blast
to expose aggregate to minimum ¼” amplitude.
B. In locations where new concrete is doweled to existing work, drill holes in existing concrete,
insert steel dowels and epoxy as per manufacturer’s requirements. Sandblast the existing
concrete surface.
C. Coordinate the placement of joint devices with erection of concrete formwork and placement
of form accessories.
D. Under interior slabs-on-grade, install sub-base consisting of 4” of crushed rock, provide 1-
inch thick sand cushion and place vapor barrier, protect vapor barrier with an additional 2-
inch layer of moistened sand prior to slab placement. Seal all penetrations of vapor barrier
and joints as recommended by the manufacturer.
3.03 INSTALLATION
A. Placing concrete:
1. Place concrete immediately after it has been mixed. Concrete, which has not been
placed in final position in formwork within 90 minutes after water was first added to
the batch, shall be rejected and removed from the site.
2. Before placing any concrete in formwork, thoroughly clean and wash out forms with
water.
3. If earth at bottom of forms has dried out, rewet so the soil is moist, but free of standing
water and mud.
4. Convey concrete from mixer to final position by methods, which will prevent
separation or loss of materials.
5. Concrete shall not be dropped freely where reinforcing steel or other obstructions may
cause segregation. Maximum height of concrete free fall shall be 5 feet.
6. Regulate rate of placement so concrete surface is kept level throughout; a minimum
being permitted to flow from one area to another. Use tremie heads spaced at 10 feet
intervals (approximately) for placing concrete in walls. Control rate of placement
consistent with form design.
7. Deposit concrete in one continuous operation until section being placed has been
completed. For slabs placed in continuous operations for thicknesses greater than 12
inch, prevent excessive segregation of aggregate and high temperatures, in accordance
with ACI 304 and ACI 308.
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8. Place concrete during daylight hours, unless permitted otherwise by the SEOR.
9. Do not retemper concrete or use concrete that has stood more than 15 minutes after
leaving the mixer.
B. Consolidating concrete: Conform to ACI 309.
1. Use mechanical vibrating equipment for consolidation capable of at least 5000
impulses per minute. Be sure an adequate number of operating vibrator units are on
hand to properly consolidate quantity of concrete to be placed, including spares for
emergency use.
2. Vertically insert and remove hand-held vibrators at constant intervals 18 inch to 30
inch apart. Vibrate concrete the maximum amount and time required for complete
consolidation (without segregation) and release of entrapped air bubbles, but in no
instance exceed 15 seconds per square foot of exposed surface.
3. Do not use vibrators to transport concrete in forms.
4. Use of supplemental hand rodding and tamping is limited to where use of mechanical
vibrators is not practical.
C. Construction joints:
1. Upon completion of a formed pour, strike concrete smooth at top of formwork, and
prepare construction joints to receive next pour by removing entire surface paste to
expose aggregate.
2. Upon completion of a slab pour that will receive subsequent topping or additional
concrete, expose aggregate in top surface by brooming in two directions at right angle
to each other.
3. Before fresh concrete is deposited against or upon hardened concrete of formed pours,
sand-blast surfaces to remove all encrustations or laitance, exposing clean coarse
aggregate firmly embedded in mortar matrix.
4. Before fresh concrete is deposited against or upon hardened concrete of slab pours,
remove all encrustations or laitance from slab edges.
5. Dampen hardened concrete surfaces that will receive fresh concrete. Prepare per §2.A.
6. Make construction joints in exposed surfaces only at predetermined locations approved
by the Architect and the SEOR.
D. Control Joints:
1. 1½” deep and continuous sawed cut joints at 20’-0” on centers maximum (400 square
foot) each way, within 12 hours of slab pour. Grout fill after 28 days or “Burke”,
“Plastic Zip Strip Joint Former” or equal.
3.04 DEFECTIVE CONCRETE
A. Concrete shall be deemed defective when:
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1. Tests on core or prism specimens fail to show specified strengths.
2. Not formed as indicated or detailed.
3. Not plumb or level where so indicated or required to receive subsequent work.
4. Not true to intended grades and levels.
5. Cut, filled, or resurfaces, unless under direction of the SEOR.
6. Debris is embedded therein.
7. Not fully in conformance with provisions of the contract documents.
8. Damaged by hot or cold weather conditions.
9. Mixing time exceeds 90 minutes from ready-mix plant to the time of deposit.
B. Remove and replace defective concrete or adequately strengthen and resurface in a manner
acceptable to the SEOR.
C. Cosmetic repair of minor defects in exposed concrete surfaces shall be in a manner
acceptable to the Architect.
3.05 CONCRETE FINISHING AND CURING
A. Comply with pertinent provisions of Section 03 39 00.
3.06 FIELD QUALITY CONTROL
A. Molded Cylinder Tests: See pertinent provisions of Division 01 sections for Quality Control
Requirements and Testing & Inspection Requirements.
1. The owner’s inspector shall prepare cylinders. Each cylinder shall be dated, given a
number, point in structure from which sample was taken, mix design number, mix
design strength and result of accompanying slump test noted.
2. Separate tests of molded concrete cylinders taken at same place and time shall be made
at age of 7 days and 28 days. A strength test shall be the average of the compressive
strength of 2 cylinders, made from the same sample of concrete and tested at 28 days
or at test age designated for determination of f'c
3. Test cylinders shall be made at the jobsite and stored at the testing laboratory in
accordance with ASTM C31, and tested in accordance with ASTM C39.
.
B. Core Test: At request of the owner’s inspector, cores of hardened concrete shall be cut from
portions of hardened structures for testing, in accordance with ASTM C42.
1. Cores shall be taken at representative places throughout the structure as designated by
the owner’s representative and shall be at least 4" in diameter.
2. Where cores have been cut from work, contractor shall fill void with dry-pack and
patch the finish to match the adjacent existing surfaces.
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C. Concrete Consistency: Measure consistency in accordance with ASTM C143. This test shall
be made by the owner’s inspector twice every day or partial day's run of the mixer.
D. Adjustment of Mix: Should the strength of any grade of concrete for any portion of work, as
indicated by molded test cylinders, fall below the minimum 28-day compressive strength
specified on the construction documents, the SEOR will direct the testing laboratory to adjust
the concrete mix for remaining portion of construction so that the resulting concrete meets the
minimum strength requirements.
3.07 PATCHING
A. Allow owner’s representative to inspect concrete surfaces immediately upon removal of
forms.
B. Excessive honeycomb or embedded debris in concrete is not acceptable. Notify the owner’s
representative upon discovery.
C. Concrete slabs which have high or low spots and which are supposed to receive the resilient
floor covering or soft floor covering, shall have surfaces repaired. High spots shall be honed,
or ground with power-driven machines to required levels. Low spots shall be filled with latex
under-layment, applied in strict compliance with manufacturer's instructions.
D. Holes resulting from form ties or sleeve nuts shall be solidly packed completely, through all
exterior walls, by pressure grouting with cement grout, as specified. Grouted holes on
exposed surfaces shall be screeded off flush and finished to match adjoining surfaces.
3.08 CEMENT GROUT, DRY-PACK, AND NON-SHRINK GROUT
A. Cement grout: Thoroughly mix sufficient quantities to avoid combing different batches of
grout mix. Ensure that grout completely fills all spaces and voids. Level, screed, or cut flush
excess grout to produce smooth, neat, even exposed surfaces.
B. Dry-pack: Thoroughly blend dry ingredients prior to mixing with water. Forcibly pack
mixture to completely fill voids and spaces.
C. Non-shrink grout: Mix and install in accordance with manufacturer’s instructions.
END OF SECTION
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LIGHT WEIGHT CONCRETE SECTION 03 31 30 - 1
SECTION 03 31 30 - LIGHTWEIGHT STRUCTURAL CONCRETE
PART 1 - GENERAL
1.01 SUMMARY
A. Section includes lightweight structural concrete on steel deck.
B. Related Sections: 1. Pertinent Sections of Division 01. 2. Section 03 10 00 – Concrete Forms and Accessories.
3. Section 03 20 00 – Concrete Reinforcement. 4. Section 03 30 00 – Cast-In-Place Concrete.
5. Section 03 39 00 – Concrete Curing.
6. Section 05 31 00 – Metal Decking.
1.02 REFERENCES
C. ACI 301: Specifications for Structural Concrete.
D. ACI 302.1R-04: Guide for Concrete Floor and Slab Construction.
E. ACI 304R-00: Guide for Measuring, Mixing, Transporting, and Placing Concrete.
F. ACI 308R-01: Guide to Curing Concrete.
G. ACI 318-05: Building Code Requirements for Structural Concrete and Commentary.
H. ACI Manual of Concrete Practice.
I. ASTM C31: Standard Practice for Making and Curing Concrete Test Specimens in the Field.
J. ASTM C39: Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.
K. ASTM C42: Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of
Concrete.
L. ASTM C88: Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate.
M. ASTM C94: Standard Specification for Ready-Mix Concrete.
N. ASTM C131: Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by
Abrasion and Impact in the Los Angeles Machine.
O. ASTM C143: Standard Test Method for Slump of Hydraulic Cement Concrete.
P. ASTM C150: Standard Specification for Portland Cement.
Q. ASTM C172: Standard Practice for Sampling Freshly Mixed Concrete.
R. ASTM C260: Standard Specification for Air-Entraining Admixtures for Concrete.
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S. ASTM C330: Standard Specification for Lightweight Aggregates for Structural Concrete.
T. ASTM C494: Standard Specification for Chemical Admixtures for Concrete.
U. CBC 2013: 2013 California Building Code, California Code of Regulations, Title 24 (all parts, all
volumes, including all supplements).
1.03 SUBMITTALS
A. Comply with pertinent provisions of Section 03 30 00.
1.04 QUALITY ASSURANCE
A. Comply with pertinent provisions of Section 03 30 00.
1.05 REGULATORY REQUIREMENTS
A. Comply with pertinent provisions of Section 03 30 00.
1.01 DELIVERY, STORAGE, AND HANDLING
A. Comply with pertinent provisions of Division 01 sections.
PART 2 - PRODUCTS
2.01 GENERAL
A. Ready-Mixed Concrete: Mix and deliver in accordance with the requirements of CBC 2013 and with
ASTM C94.
B. Strength of Lightweight Concrete: All lightweight concrete shall have minimum 28-day strength as noted in the contract drawings.
C. Air-Dry Unit Weight of Lightweight Concrete: Air-dry unit weight of lightweight concrete shall be
108 pounds per cubic foot (pcf) with a tolerance of ±2 pcf.
D. Plastic Unit Weight of Lightweight Concrete: Plastic unit weight of lightweight concrete shall be 122
pcf maximum (12 pcf more than Air-Dry Unit Weight).
E. Entrained Air Content: Entrained air content shall be 6% with a tolerance of ±1.5%.
F. Loose Unit Weight (LUW) of Lightweight Aggregate: LUW of lightweight aggregate shall be 59 pcf
with a tolerance of ±2 pcf.
G. Specific Gravity of Lightweight Aggregate: Specific gravity of lightweight aggregate shall be 1.7 with a tolerance of ±0.1.
2.02 CONCRETE MATERIALS
A. Cement: Comply with pertinent provisions of Section 03 30 00.
B. Fine and Coarse Aggregates:
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1. Provide fine aggregate complying with pertinent provisions of Section 03 30 00.
2. Coarse aggregates:
a. Provide ½” expanded clay or shale aggregates produced by the rotary kiln process and complying with ASTM C330.
b. Provide aggregates having a loss of not more than 8% if tested by sodium sulfate solution and 10% if tested by magnesium sulfate solution, all in accordance with ASTM C88.
C. Water: Comply with pertinent provision of Section 03 30 00.
2.03 ADMIIXTURES
A. Comply with pertinent provisions of Section 03 30 00.
2.01 CONCRETE MIXES
A. Comply with pertinent provisions of Section 03 30 00 except coarse aggregates shall comply with the applicable requirements of this specification.
B. Provide a mix design using Method-B prepared by the approved testing laboratory, certified by a
registered Civil Engineer licensed in California based on strengths of the approved materials, and meeting the requirements stated on the contract drawings. Water-cement ratio shall not exceed 0.50
unless noted otherwise on the contract drawings or approved, in writing, by Structural-Engineer-of-
Record (SEOR).
C. Obtain SEOR approval for each mix design prior to use, including new mix designs required to be
prepared should there be a change in materials being used.
PART 3 - EXECUTION
3.01 EXAMINATION
A. Examine the areas and conditions under which work of this section will be performed. Correct conditions detrimental to timely and proper completion of the work. Do not proceed until
unsatisfactory conditions have been corrected.
3.02 PLACING, CONSOLIDATING, CURING AND FINISHING
A. Comply with pertinent provision of Sections 03 30 00 and 03 39 00.
3.03 BATCH PLANT INSPECTION REQUIREMENTS
A. Lightweight aggregate supplier shall provide to the batch plant either a certification or material tickets for each delivery load indicating the loose unit weight (LUW) of lightweight aggregate.
B. The batch plant inspector shall verify certificate of lightweight aggregate per ASTM C330 for LUW and specific gravity.
C. Any variations in the concrete mix shall be reported to the batch plant inspector to allow for necessary
plant adjustments to bring the concrete mix within tolerances specified herein.
3.04 ON-SITE INSPECTION REQUIREMENTS
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A. Concrete samples shall be collected at discharge of the truck chute before pumping concrete to determine compliance with the specified design values. Representative samples from first load to the
project site shall be collected at the truck chute and at the final placement location. This is a
differential sample check which will determine the tolerance differences for the slump, entrained air content, and plastic unit weight at each end of the pumping system.
B. The air-dry unit weight of lightweight concrete at equilibrium will be approximately 12 pcf lower than the plastic unit weight, as a quick check, measured in the field just prior to placement. The plastic unit weight shall be verified by test on the first load delivered to the project each day prior to placement,
and then whenever strength test samples are taken during placement. Variations, outside of tolerances indicated elsewhere in this specification, shall be immediately reported to the batch plant for making
necessary adjustments.
C. Entrained air content shall be verified by rollometer test at the batch plant on the first load prior to sending concrete to the project each day prior to placement and then whenever strength test samples
are taken at the project site during placement. The first load delivered to the project site shall be
verified by rollometer at the point of placement to verify the change from discharge at the truck to the placement at end of hose system.
D. Lubricating grout used in priming the concrete pump may be used in the concrete pour provided the
slurry conforms to Manual of Concrete Practice, Chapter – 9, §9.5. Minimum lubricating film shall be concrete with cement content 100 to 200 pounds higher than the concrete specified or the specified
mix, less the coarse aggregate. This procedure eliminates the need to dispose of excess lubricating
grout.
END OF SECTION 03 31 30
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CONCRETE CURING SECTION 03 39 00 - 1
PART 1 - GENERAL
SECTION 03 39 00 - CONCRETE CURING
1.01 SUMMARY
A. Section includes initial and final curing for cast-in-place concrete and structural lightweight
concrete.
B. Related Sections:
1. Pertinent Sections of Division 01.
2. Section 03 10 00 – Concrete Forms and Accessories.
3. Section 03 30 00 – Cast-In-Place Concrete.
4. Section 03 31 30 – Lightweight Structural Concrete.
1.02 REFERENCES
A. ACI 301: Specification for Structural Concrete.
B. ACI 302.1R-04: Guide for Concrete Floor and Slab Construction.
C. ACI 302.2R-06: Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring
Materials
D. ACI 308R-01: Guide to Curing Concrete.
E. ACI 318-11: Building Code Requirements for Structural Concrete and Commentary.
F. ASTM C171: Standard Specification for Sheet Materials for Curing Concrete.
G. ASTM C309: Standard Specification for Liquid Membrane-Forming Compounds for Curing
Concrete.
H. ASTM D2103: Standard Test Methods for Volatile Loss from Plastics Using Activated
Carbon Methods.
I. CBC 2013: 2013 California Building Code, California Code of Regulations, Title 24, Part 2,
Volume 2 of 2 (including all supplements).
1.03 SUBMITTALS
A. Submit under pertinent provisions of Division 01.
B. Product Data: Provide data on curing compounds, compatibilities, and limitations.
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CONCRETE CURING SECTION 03 39 00 - 2
1.04 QUALITY ASSURANCE
A. Perform work in accordance with ACI 301, ACI 302, ACI 308, and all other applicable
codes.
1.05 REGULATORY REQUIREMENTS
A. Perform work in accordance with CBC 2013, Chapter 19.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, protect, and handle products under pertinent provisions of Division 01
sections.
B. Deliver curing materials in manufacturer's packaging including application instructions.
PART 2 - PRODUCTS
2.01 MATERIALS
A. Membrane Curing Compound: ASTM C309 Type 1.
B. Water: Potable, not detrimental to concrete.
PART 3 - EXECUTION
3.01 EXAMINATION
A. Verify that substrate surfaces are ready to be cured.
3.02 EXECUTION - HORIZONTAL SURFACES AND VERTICAL SURFACES
A. Concrete shall be maintained above 50°F and in a moist condition for at least the first 7 days
after placing except that high early strength concrete shall be maintained in such a condition
for at least the first 3 days.
B. Before applying curing paper, interior floor treated with colored hardener shall be given a
heavy protective coat of colored wax left unpolished and then immediately covered with
paper. If wax is not applied within two hours after final troweling, concrete shall be sprayed
with a fine water mist and kept continuously moist until wax is applied, unless spraying is not
recommended by hardener manufacturer. After all other work, including plastering and
painting, has been completed, curing paper shall be removed, and waxed floors cleaned of
protective wax coating. Clean all floors to their original condition.
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C. Forms containing concrete, top of concrete between forms, and all exposed concrete surfaces
after removal of forms shall be maintained in a thoroughly wet condition for not less than 7
consecutive days after placing. Alternatively, spray-applied curing compounds can be used
upon approval from the architect and Structural-Engineer-of-Record (SEOR).
D. If weather is hot or surface has dried out, spray surface of concrete slabs and paving with fine
mist of water, starting not later than 2 hours after final troweling and continuing until sunset.
Surface of finish shall be kept continuously wet until curing medium has been applied.
E. Spraying: Spray water over floor slab areas and maintain wet for 7 days.
F. Spray-applied or other curing compounds may be used upon approval from the architect and
SEOR.
3.03 PROTECTION OF FINISHED WORK
A. Protect finished work under pertinent provisions of Division 01 sections.
B. Do not permit traffic over unprotected floor surface.
3.04 SCHEDULES
A. Storage Area Slabs: Absorptive mats, burlap-polyethylene type.
B. All other Floor Areas: Membrane curing compound, acrylic type, translucent color.
END OF SECTION
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CONCRETE CURING SECTION 03 39 00 - 4
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CONCRETE FORMS AND ACCESSORIES SECTION 04 22 00 - 1
SECTION 04 22 00 - CONCRETE UNIT MASONRY
1. PART 1 - GENERAL
1.1. SECTION INCLUDES
1.1.1. Masonry units.
1.1.2. Reinforcement, anchorage, and accessories.
1.1.3. Precast concrete wall cap.
1.2. RELATED SECTIONS
1.2.1. Section 03 20 00 - Concrete Reinforcing.
1.2.2. Section 04 05 13 - Masonry Mortar and Grouting.
1.3. REFERENCES
1.3.1. ACI 315 Details and Detailing of Concrete Reinforcement.
1.3.2. ASTM A615 Deformed and Plain Carbon Steel Bars for Concrete Reinforcement.
1.3.3. ASTM C90 Loadbearing Concrete Masonry Units.
1.3.4. ASTM C1314 Compressive Strength of Masonry Prisms.
1.4. QUALIFICATIONS
1.4.1. Installer: Company specializing in performing the work of this Section with minimum 5 years documented experience.
1.5. SUBMITTALS
1.5.1. Submit under provisions of Section 01 33 00.
1.5.2. Certification: Submit certification from block manufacturer confirming compliance with criteria established by referenced standard and this section.
1.5.3. Materials List: Submit proposed materials list for all products used.
1.5.4. Shop Drawings
1.5.4.1. Submit steel reinforcement shop drawings in accordance with ACI 315. Include placing drawings and bending charts. Show length and locations of splices, size and length of reinforcing steel, bar position dimensions and spacing.
1.6. DELIVERY, STORAGE, AND HANDLING
1.6.1. Deliver products to site under provisions of Section 01 60 00.
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1.7. SEQUENCING AND SCHEDULING
1.7.1. Coordinate work under provisions of Section 01 31 13.
1.8. GUARANTEE
1.8.1. Provide the Owner with a guarantee, in Architect approved form, against the following specific defects or failures for a period of three (3) years after Notice of Substantial Completion:
1.8.1.1. Expansion/contraction cracks.
2. PART 2 – PRODUCTS
2.1. MANUFACTURERS
2.1.1. Basis of Design: Characteristics of specific products, where named in this Section, are indicated to establish required level of quality, appearance, and performance. Architect will consider requests for substitutions, under the provisions of Section 01 25 00.
2.2. CONCRETE MASONRY UNITS: PRECISION
2.2.1. Type:
2.2.1.1. Block: Hollow Load Bearing Block Units per ASTM C90 and Section 2103A.1, Chapter 21A, Part 2, Title 24, CCR.
2.2.1.1.1. Minimum compressive strength of 1900 psi as a component of design f’m assembly value of 1500 psi.
2.2.1.1.2. Minimum compressive strength of 3,750 psi as a component of design f’m assembly value of 2,500 psi.
2.2.2. Grade: Grade N.
2.2.3. Weight Classification All units: Medium Weight (greater than 105 pcf to less than 125 pcf). Lightweight (105 maximum pcf).
2.2.4. Size and style
2.2.4.1. Block: Nominal 8 x 8 x 16 and 8 x 12 x 16, hollow load bearing units, one open end at vertical reinforcing, bond beam units at horizontal reinforcing. Provide additional sizes as required and as shown on drawings.
2.2.4.2. Provide pilaster units as required for conditions shown on drawings.
2.2.4.3. Provide closed end units at all outside corners and ends.
2.2.4.4. Provide cap block and sill block profiles as shown on drawings.
2.2.5. Finish: Manufacturer’s Precision Block finish.
2.2.6. Color:
2.2.6.1. Concealed applications: Provide natural gray color.
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2.2.6.2. .
2.2.7. Fire Rating: Where masonry units are components in fire rated assemblies, provide written certification of compliance with Title 24, UL material listing requirements or other approved material certification methods.
2.3. CONCRETE MASONRY UNITS: SLUMPSTONE
2.3.1. Type:
2.3.1.1. Slumpstone: Hollow Load Bearing Slumped Units per ASTM C 90, and Section 2103.1, Chapter 21, Part 2, Title 24, CCR.
2.3.2. Grade: Grade N.
2.3.3. Weight Classification All units: Normal Weight (125 minimum pcf).
2.3.4. Size and style
2.3.4.1. Nominal 8 x 6 x16 and 12 x 6 x 16, 8 x 4 x 16 and 12 x 4 x 16, hollow load bearing units, one open end at vertical reinforcing, bond beam units at horizontal reinforcing.
2.3.4.2. Provide pilaster units as required for conditions shown on drawings.
2.3.4.3. Provide closed end units at all outside corners and ends.
2.3.4.4. Provide cap block and sill block profiles as shown on drawings.
2.3.4.5. Provide U-lintel solid bottom units at exposed lintel conditions.
2.3.5. Finish: Manufacturers standard slumped finish.
2.3.6. Color:
2.3.6.1. Concealed applications: Provide natural gray color..
2.3.7. Fire Rating: Where masonry units are components in fire rated assemblies, provide written certification of compliance with Title 24, UL material listing requirements or other approved material certification methods.
2.4. CONCRETE MASONRY UNITS: SPLIT FACE
2.4.1. Type:
2.4.1.1. Block: Hollow Load Bearing Block Units ASTM C 90, and Section 2103.1., Chapter 21, Part 2, Title 24, CCR..
2.4.1.1.1. Minimum compressive strength of 1900 psi as a component of design f’m assembly value of 1500 psi.
2.4.1.1.2. Minimum compressive strength of 3,750 psi as a component of design f’m assembly value of 2,500 psi.
2.4.2. Grade: Grade N.
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2.4.3. Weight Classification:
2.4.3.1. All units: Medium Weight (greater than 105 pcf to less than 125 pcf). Lightweight (105 maximum pcf)
2.4.4. Size and style
2.4.4.1. Block: Nominal 8 x 8 x 16 and 12 x 8 x 16, 8 x 4 x 16 and 12 x 4 x 16, hollow load bearing units, one open end at vertical reinforcing, bond beam units at horizontal reinforcing.
2.4.4.2. Provide pilaster units as required for conditions shown on drawings.
2.4.4.3. Provide closed end units at all outside corners and ends.
2.4.4.4. Provide cap block and sill block profiles as shown on drawings.
2.4.4.5. Provide U-lintel solid bottom units at exposed lintel conditions.
2.4.4.6. Provide U-lintel solid bottom units at exposed lintel conditions.
2.4.5. Finish
2.4.5.1. Unless noted otherwise, provide block finish at all interior surfaces.
2.4.6. Fire Rating: Where masonry units are components in fire rated assemblies, provide written certification of compliance with Title 24, UL material listing requirements or other approved material certification methods.
2.5. ACCESSORIES, REINFORCEMENT AND ANCHORAGE
2.5.1. Precast concrete wall cap
2.5.1.1. Provide precast concrete wall cap, configured as shown on drawings, Type II cement, minimum 3,000 psi concrete mix design.
2.5.1.2. Provide embed as shown on drawing, coordinated with wall reinforcing layout.
2.5.1.3. Provide natural gray concrete, light sandblast finish.
2.5.1.4. Where required, provide cast corner units. Do not cast as mitered or butt joint corner units.
2.5.2. Reinforcing Steel: ASTM A 615 or ASTM A 706, in accordance with Section 2103.13, Chapter 21, Part 2, Title 24, CCR, and as specified in Section 03 20 00 03 30 00 of this Project Manual.
2.5.3. Where required or shown on structural drawings, provide prefabricated horizontal joint reinforcement complying with Section 2103.13, Chapter 21, Part 2, Title 24, CCR, hot dipped galvanized.
2.5.4. Mortar and Grout: Per Section 04 05 13.
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2.6. SOURCE QUALITY CONTROL AND TESTING
2.6.1. Provide for testing under the provisions of Section 01 45 29.
2.6.1.1. Masonry Units: Section 2105, Chapter 21, Part 2, Title 24, CCR.
2.7. OTHER MATERIALS
2.7.1. Provide all other materials, not specifically described but required for complete and proper installation of this work, as selected by the contractor and subject to the approval of the Architect.
3. PART 3 - EXECUTION
3.1. SURFACE CONDITIONS
3.1.1. Inspection
3.1.1.1. Prior to work of this section, carefully inspect previously installed work. Verify all such work is complete to the point where this installation may properly commence.
3.1.1.2. Verify that work of this section may be installed in strict accordance with the original design, all pertinent codes and regulations, and all pertinent portions of the referenced standards.
3.1.1.3. Verify that built-in items are in proper location, and ready for roughing into masonry work.
3.1.1.4. In the event of discrepancy, immediately notify the Architect.
3.1.1.5. Do not proceed with installation in areas of discrepancy until all such discrepancies have been fully resolved.
3.2. PREPARATION
3.2.1. Direct and coordinate placement of metal anchors supplied to other Sections.
3.2.2. Provide temporary bracing during installation of masonry work. Maintain in place until building structure provides permanent bracing.
3.2.3. Provide templates for setting anchor bolts, maintaining clearances and embedment in compliance with Section 2104, Chapter 21, Title 24, Part 2, CCR.
3.3. COURSING
3.3.1. Establish lines, levels, and coursing indicated. Protect from displacement.
3.3.2. Maintain masonry courses to uniform dimension. Form vertical and horizontal joints of uniform thickness.
3.3.3. Lay masonry units in running bond. Course one unit and one mortar joint to equal 8 4 inches.
3.3.4. Joint Tooling:
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3.3.4.1. Tool exterior wall joints concave.
3.3.4.2. Tool exposed interior wall joints concave.
3.3.4.3. Tool joints tight and flush at locations where waterproofing or tile finish occurs.
3.3.4.4. Where furring or framing assemblies are installed over masonry, tool joints tight and flush.
3.3.5. Surface preparation for waterproofing membranes: Provide smooth mortar parge coat at all block surfaces receiving below grade waterproofing systems, free of ridges, gaps, holes or other surface imperfections.
3.3.6. Preparation for flashing assemblies: Where roof or other flashing assemblies butt against or slope against adjoining masonry wall surface, sawcut reglet joint as required to receive flashing termination and as directed by Architect.
3.4. REINFORCEMENT AND ANCHORAGES - REINFORCED UNIT MASONRY
3.4.1. Install reinforcement at spacing indicated and to allow a minimum grout coverage of 1/2 inch or 1 bar diameter, whichever is greater.
3.4.2. Support and secure reinforcing bars from displacement. Maintain position within 1/2 inch of dimensioned position.
3.4.3. Retain vertical reinforcement in position at top and bottom of cells and at intervals not exceeding 192 bar diameters. Splice reinforcement in accordance with Section 03 20 00 03 30 00.
3.4.4. Splice reinforcing bars in accordance with Sections 2107 and 2108, Chapter 21; Part 2, Title 24, and as shown on structural drawings.
3.4.5. Embed anchors for attachment of metal fabrications.
3.5. PLACING AND BONDING
3.5.1. Lay masonry in accordance with Section 2104, Chapter 21; Part 2, Title 24, CCR.
3.5.2. Perform jobsite cutting of masonry units with proper tools to provide straight, clean, unchipped edges. Prevent broken masonry unit corners or edges.
3.5.3. Lay masonry units with full face shell bedding on bed joints and full head joints.
3.5.4. Buttering corners of joints or excessive furrowing of mortar joints are not permitted.
3.5.5. Lay masonry units with core cells grout space vertically aligned, clear of mortar, and unobstructed with a minimum cell dimension of 3 inches.
3.5.6. Interlock intersections and external corners.
3.5.7. Where expansion or control joints are shown on structural drawings, provide Type 1 sealant and backer rod as specified in Section 07 90 00 at both sides of joint.
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3.5.8. Remove excess mortar as Work progresses. Do not shift or tap masonry units after mortar has achieved initial set. Where adjustment must be made, remove mortar and replace.
3.5.9. Grout may be placed after mortar has been set and cured. Cure time shall be adequate to prevent blow-outs in high lift grouting operations.
3.6. GROUTING
3.6.1. Wet masonry unit surfaces in contact with grout just prior to grout placement.
3.6.2. Provide coarse grout.
3.6.3. Grout masonry using specified grouting techniques.
3.6.3.1. Maintain weep joints free of grout.
3.6.4. When grouting is stopped for more than one hour, terminate grout 1/2 inch below top of upper masonry unit to form a positive key for subsequent grout placement.
3.6.5. Low Lift Grouting
3.6.5.1. Conform to requirements of Section 2104.6, Chapter 21, Part 2, Title 24, CCR.
3.6.5.2. Install masonry units to a maximum height of 48 inches.
3.6.5.3. Remove all overhanging mortar and mortar droppings.
3.6.5.4. Place grout and mechanically vibrate for grout consolidation.
3.7. PRECAST CONCRETE CAP INSTALLATION
3.7.1. Install in full mortar bed and with full head joints.
3.7.2. Tool all joints concave.
3.8. BUILT - IN WORK
3.8.1. As work progresses, build in anchor bolts, plates, and other items furnished by other Sections.
3.8.2. Build in items plumb and level.
3.8.3. Do not build in pipes or ducts unless specifically detailed by the Structural Engineer.
3.8.4. Do not build in organic materials subject to deterioration.
3.9. TOLERANCES
3.9.1. Maximum Variation From Unit to Adjacent Unit: 1/16 inch.
3.9.2. Maximum Variation From Plane of Wall: 1/4 inch in 10 feet and 1/2 inch in 20 feet or more.
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3.9.3. Maximum Variation From Plumb: 1/4 inch per story non-cumulative.
3.9.4. Maximum Variation From Level Coursing: 1/8 inch in 3 feet and 1/4 inch in 10 feet; 1/2 inch in 30 feet.
3.9.5. Maximum Variation of Joint Thickness: 1/8 inch in 3 feet.
3.10. CUTTING AND FITTING
3.10.1. Cut and fit for chases, pipes, conduit, sleeves, grounds, and other penetrations. Coordinate with other Sections of work to provide correct size, shape, and location.
3.10.2. Obtain Architect approval prior to cutting or fitting masonry work not indicated or where appearance or strength of masonry work may be impaired.
3.11. CLEANING
3.11.1. Clean work under provisions of Section 01 77 19.
3.11.2. Remove excess mortar and mortar smears.
3.11.3. Replace defective mortar. Match adjacent work.
3.11.4. Use non-metallic tools in cleaning operations.
3.11.5. Do not use acid or acid base cleaning agents.
3.12. PROTECTION OF FINISHED WORK
3.12.1. Protect finish installation under provisions of Section 01 50 00.
3.12.2. Without damaging completed work, provide protective boards at exposed external corners which may be damaged by construction activities.
3.13. FIELD QUALITY ASSURANCE
3.13.1. Perform testing and inspection under the provisions of Section 01 45 00.
3.13.2. Masonry Inspection: Provide inspection per Sections 1705.3, Chapter 17, Part 2, Title 24, CCR.
3.13.3. Masonry Testing: Provide testing per Section 2105, Chapter 21, Part 2, Title 24, CCR.
3.13.4. Masonry Prism Testing: For each different masonry compressive strength. Provide testing per Section 2105.2.2.2, Chapter 21, Part 2, Title 24, CCR. Prepare prisms as follows:
3.13.4.1. A set of five masonry prisms shall be built and tested in accordance with ASTM C 1314 prior to the start of construction. Materials used for the construction of the prisms shall be taken from those specified to be used in the project. Prisms shall be constructed under the observation of the special inspector or an approved agency and tested by an approved agency.
3.13.4.2. A set of three prisms shall be built and tested during construction in accordance with ASTM C1314 for each 5,000 square feet of wall area, but not less than one set of three masonry prisms for the project.
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3.13.5. Masonry Core Tests: Provide masonry core tests for each different masonry compressive strength in accordance with Section 2105.4, Chapter 21, Part 2, Title 24, CCR.
END OF SECTION
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STRUCTURAL STEEL SECTION 05 12 00 - 1
PART 1 - GENERAL
SECTION 05 12 00 STRUCTURAL STEEL
1.01 SUMMARY
A. Section includes structural steel fabrication and structural steel erection.
B. Related Sections: 1. Pertinent Sections of Division 01.
2. Section 03 30 00 – Cast-in-Place Concrete.
3. Section 05 12 10 – Welding.
1.02 REFERENCES
A. AISC: Code of Standard Practice for Steel Buildings and Bridges.
B. AISC: Design, Fabrication, and Erection of Structural Steel for Buildings.
C. AISC: Steel Construction Manual (13th
D. ANSI/AISC 358-05: Prequalified Connections for Special and Intermediate Steel Moment
Frames for Seismic Applications.
Edition).
E. ANSI/AISC 360-05: Specifications for Structural Steel Buildings.
F. ANSI B18.22.1: Plain Washers.
G. ASTM A6: Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling.
H. ASTM A36: Standard Specification for Carbon Structural Steel.
I. ASTM A53: Standard Specification for Pipe, Steel, Black, and Hot-Dipped, Zinc-Coated,
Welded and Seamless.
J. ASTM A108: Standard Specification for Steel Bars, Carbon and Alloy, Cold-Finished.
K. ASTM A307: Standard Specification for Carbon Steel Bolts and Studs, 60 000 psi Tensile
Strength.
L. ASTM A449-04be1: Specification for Hex Cap Screws, Bolts, and Studs, Steel, Heat Treated, 120/105/90 ksi Minimum Tensile Strength, General Use.
M. ASTM A500: Standard Specification for Cold-Formed Welded and Seamless Carbon Steel
Structural Tubing in Rounds and Shapes.
N. ASTM A563: Standard Specification for Carbon and Alloy Steel Nuts.
O. ASTM A572: Standard Specification for High Strength Low-Alloy Columbium-Vanadium
Structural Steel.
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P. ASTM A992: Standard Specification for Structural Steel Shapes.
Q. ASTM F436: Standard specification for Hardened Steel Washers.
R. ASTM F959: Standard Specification for Compressible-Washer-Type Direct Tension
Indicators for Use with Structural Fasteners.
S. ASTM F1554: Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength.
T. ASTM F1852: Standard Specification for “Twist-Off” Type Tension Control Structural
Bolt/Nut/Washer Assemblies, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength.
U. AWS D1.1: 2006: Structural Welding Code – Steel.
V. AWS D5.4: Recommended Practices for Stud Welding.
W. CBC 2013: 2013 California Building code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2 (including all supplements).
X. IFI 136: Studs and Bent Bolts.
Y. SSPC SP3: Power Tool Cleaning.
1.03 SUBMITTALS
A. Comply with pertinent provisions of Division 01.
B. Product data: Submit the following within 30 calendar days after the contractor has received the owner’s Notice to Proceed:
1. Certified copies of material test reports, commonly called mill test reports, for all structural steel used on the project. Material test reports shall comply with the
requirements of ASTM A6, shall cover chemical and physical properties, and shall be
accompanied by a Certificate of Compliance from the fabricator. 2. Producers’ or manufacturers’ specifications, certifications, and installation
recommendations for the following products, including laboratory test reports and
other data required to prove compliance with these specifications: a. Unfinished bolts and nuts,
b. Structural steel primer paint.
3. The contractor shall submit written procedures for the pre-installation testing, installation, snugging, pre-tensioning, and post-installation inspection of fasteners. The
procedure(s) shall meet all requirements of the RCSC Specification and the project
documents. Procedures need be submitted only for the method(s) of installation to be used by the contractor, which may include the turn-of-nut, calibrated wrench, twist-off
type tension control bolt, and direct tension indicator methods.
4. Shop drawings including complete details and schedules for fabrication and shop assembly of members.
C. Include details of cuts, connections, camber, holes, and other pertinent data;
D. Indicate welds by AWS symbols, and show size, type, and length of weld;
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E. Provide setting drawings, templates, and directions for installing anchor bolts and other
required anchors;
F. Identify details by reference to sheet and detail number of the structural drawings.
1.04 QUALITY ASSURANCE
A. Use adequate numbers of skilled workmen thoroughly trained and experienced in the necessary crafts and completely familiar with the specified requirements and methods needed
for proper performance of the work of this Section.
B. Qualify welding processes and welding operators in accordance with specification section 05 12 10.
1.05 REGULATORY REQUIREMENTS
A. Perform work in accordance with CBC 2013, Chapter 22, and all other applicable AISC codes and standards.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Comply with pertinent provisions of Division 01.
B. Delivery and storage:
1. Deliver materials to the job site properly marked to identify the location for which they are intended. 2. Use markings corresponding to markings shown on the approved shop drawings.
3. Store in a manner to maintain identification and to prevent damage.
PART 2 - PRODUCTS
2.01 MATERIALS
A. Rolled shapes W10 and smaller, angles, channels, and miscellaneous shall comply with ASTM A-36 unless noted otherwise on the drawings.
B. Steel tube: Comply with ASTM 500, Grade B.
C. Fasteners shall conform to the ASTM standards, as applicable, for the strength, grade and/or type shown on the contract drawings.
1. A307 Standard Specification for Carbon Steel Bolts & Studs, 60,000 PSI Tensile
Strength. 2. A449-04be1 Specification for Hex Cap Screws, Bolts, and Studs, Steel, Heat
Treated, 120/105/90 ksi Minimum Tensile Strength.
3. A563 Standard Specification for Carbon and Alloy Steel Nuts. 4. F436 Standard Specification for Hardened Steel Washers.
5. F959 Standard Specification for Compressible-Washer-Type Direct Tension
Indicators for Use with Structural Fasteners. 6. F1554 Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield
Strength.
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D. Shear connectors (shear studs): Stud shear connectors shall be AWS D1.1 “Type B” headed
studs made from ASTM A108, Grade 1015 or 1020, cold-finished carbon steel with dimensions complying with AWS D1.1 for the type and sizes shown. The contractor shall
submit the following items:
1. Stud manufacturer’s certifications that the studs, as supplied, meet the requirements of AWS D1.1, Sections 7.2 and 7.3;
2. Certified copies of the stud manufacturer’s test reports covering the last completed set
of in-plant quality control mechanical tests for the diameter supplied, and; 3. Certified material test reports from the steel supplier indicating diameter, chemical
properties and grade on each heat number supplied.
4. The stud manufacturer’s certifications shall be accompanied by a Certificate of Compliance from the contractor.
E. Primer: Use “10-99 Tnemec Primer”, “Rustoleum No. 5769 Primer”, or equal approved in
advance by the Architect.
F. Galvanizing: Where indicated on the structural drawings, steel shall be galvanized by the hot-
dip process after fabrication. Conform to ASTM A123, with average weight per square foot of 2.0 ounces and not less than 1.8 ounces per square foot. All exterior steel, that will remain exposed, shall be galvanized unless otherwise indicated.
G. Non-Shrink Grout: In accordance with Section 03 30 00.
2.02 FABRICATION
A. Shop fabrication and assembly:
1. Fabricate items of structural steel in accordance with AISC specifications, and as indicated on the approved shop drawings.
2. Properly mark and match-mark materials for field assembly and for identification as to
location for which intended. 3. Fabricate for delivery sequence that will expedite erection and minimize field handling
of materials.
4. Where finishing is required, complete the assembly, including welding of units, before start of finishing operations.
5. Provide finish surfaces of members exposed in the final structure free from markings,
burrs, and other defects.
B. Connections:
1. Provide bolts and washers of types and sizes required for completion of field erection. 2. High strength bolted construction:
a. Install high strength threaded fasteners in accordance with AISC “Specifications for Structural Joints Using ASTM A325 or A490 Bolts.” b. Use A325SC bolts unless noted otherwise.
3. Welded construction: Comply with the requirements of specification 051210. 4. Assemble and weld built-up sections by methods that will produce true alignment of
axes without warp.
C. Holes for other work:
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1. Provide holes required for securing other work to structural steel framing, and for
passage of other work through steel framing members, as shown on the approved shop drawings.
2. Provide threaded nuts welded to framing, and other specialty items as shown, to
receive other work. 3. Cut, drill, or punch holes perpendicular to metal surfaces.
4. Do not flame cut holes or enlarge holes by burning.
5. Drill holes in bearing plates.
2.03 SHOP PAINTING
A. General:
1. Shop paint structural steel work, except those members or portions of members to be embedded in concrete, mortar or covered by fireproofing.
2. Paint embedded steel, which is partially exposed on the exposed portions, and the
initial 2” of embedded areas only. 3. Do not paint surfaces that are to be welded or high-strength bolted with friction type
connections. 4. Apply two coats of paint to surfaces that are inaccessible after assembly or erection. Change color of the second coat to distinguish it from the first.
B. Surface preparation: 1. After inspection and before shipping, clean steelwork to be painted.
2. Remove loose rust, loose mill scale, and spatter, slag, and flux deposits.
3. Clean steel in accordance with Steel Structures Painting Council SP-3, “Power Tool Cleaning”.
C. Painting:
1. Immediately after surface preparation, apply structural steel primer paint in accordance with the manufacturer’s recommendations and at a rate to provide a uniform dry film
thickness.
2. Use painting methods that will result in full coverage of joints, corners, edges, and exposed surfaces.
PART 3 - EXECUTION
3.01 SURFACE CONDITIONS
A. Examine the areas and conditions under which work of this Section will be performed.
Correct conditions detrimental to timely and proper completion of the Work. Do not proceed
until unsatisfactory conditions have been corrected.
3.02 ERECTION
A. Comply with AISC specifications and “Code of Standard Practice”, except as may be modified herein.
B. Anchor bolts:
1. Provide anchor bolts and other connectors required for securing structural steel to foundations and other in-place work.
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2. Provide templates and other devices necessary for presetting bolts and anchors to
accurate locations.
C. Bases and Bearing Plates: Shop weld to columns and members attached to concrete.
D. Gas Cutting:
1. Do not use gas cutting torches for correcting fabricating errors in the structural framing.
2. Cutting will be permitted only in secondary members as acceptable to the SEOR.
3. When gas cutting is permitted, finish the gas cut section to a sheared appearance acceptable to the SEOR.
E. Surveys:
1. Establish permanent benchmarks necessary for accurate erection of structural steel. 2. Check elevations of concrete surfaces, and locations of anchor bolts and similar items,
before erection proceeds.
F. Temporary Shoring and Bracing: 1. Provide temporary shoring and bracing members with connections of sufficient
strength to bear the imposed loads.
2. Provide temporary guy lines to achieve proper alignments of the structure as erection proceeds.
3. Remove temporary connections and members when permanent members are in place and the final connections have been made.
G. Setting Bases and Bearing Plates:
1. Clean concrete bearing surfaces free from bond-reducing materials, and then roughen to improve bond to the surface.
2. Clean the bottom surface of base and bearing plates.
3. Set loose and attached base plates and bearing plates for structural members in wedges or other adjusting devices.
4. Tighten anchor bolts after the supported members have been positioned and plumbed.
5. Do not remove wedges or shims but, if protruding, cut off flush with the edge of the base or bearing plate prior to packing with grout.
6. Pack grout solidly between bearing surfaces and bases or plates to assure that no voids
remain. 7. Finish exposed surfaces, protect installed materials, and allow curing in strict
compliance with the manufacturer’s recommendations as approved by the SEOR.
H. Field Assembly: 1. Set structural frames accurately to the lines and elevations indicated.
2. Align and adjust members forming part of a complete frame or structure before fastening permanently. 3. Clean the bearing surface, and other surfaces that will be in permanent contact, before
assembly. 4. Adjust as required to compensate for discrepancies in elevation and alignment.
5. Level and plumb individual members of the structure within specified AISC
tolerances. 6. Establish required leveling and plumbing measurements on the mean operating
temperature of the structure, making allowances for the difference between
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temperature at time of erection and the mean temperature at which the structure will be
when completed and in service. 7. Comply with AISC specifications for bearing, adequacy of temporary connections,
alignment, and the removal of paint on surfaces adjacent to welds.
3.03 TESTING AND INSPECTING
A. Testing:
1. The owner’s selected testing laboratory will pick up specimens and make required
tests. 2. Cost of procuring test specimens at locations more than 50 miles from the job site will
be paid by the owner and backcharged to the contractor.
3. Costs of tests of identified stock will be paid by the owner; except that if a test fails to comply with the specified requirements, the cost of testing will be paid by the owner
and backcharged to the contractor.
4. Costs of tests of unidentified stock will be paid by the owner and backcharged to the contractor.
B. Test Specimens:
1. Test specimens shall be furnished by the steel fabricator, and shall be taken under the direction of the owner’s selected testing laboratory.
2. Each specimen shall be machined by the owner’s selected testing laboratory to dimensions required by ASTM A370.
3. Cost of procuring, making, and machining test specimens shall be considered test costs
as defined above.
C. Identification and Tests:
1. If structural steel can be identified by heat or melt numbers and is accompanied by mill
certificates indicating compliance with the requirements of §2.01 of this specification section, secondary testing is not required.
2. If structural steel cannot be identified or if its source is questionable, then
a. For gravity members (i.e. elements not part of SFRS):
3. Additional tests may be required when deemed necessary by the Architect or SEOR.
One tension test and one bend test shall be made for each 4500 kg (5 tons) or fractional part thereof.
D. Inspection: 1. A complete four-sided inspection of steel will be made when required by the Architect.
2. Cost of inspecting will be paid by the owner subject to the same provisions made
above for tests. 3. If, after fabrication and inspection, the work of this Section is found to be defective and
to require re-inspection, cost of such re-inspection will be paid by the owner and backcharged to the contractor. 4. Provide labor, equipment, and facilities needed to move and handle the materials to be
inspected.
E. Access: Provide access for the testing agencies and inspectors to places where structural steel
work is being fabricated or produced, so that required testing and inspecting may be
accomplished.
F. Erection Inspecting:
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1. The owner’s testing and inspecting agency will inspect high strength bolted
connections, will visually inspect field welded connections, will perform such additional tests and inspection of field work as are required by the Architect, and will
prepare test reports for the Architect’s review.
2. The testing agency will conduct and interpret the tests, and will state in each report whether the inspected work complies with the requirements, specifically stating all
deviations therefrom.
G. Corrections: 1. Correct deficiencies in structural steel work that inspections and test reports indicate do
not comply with the specified requirements.
2. Perform additional tests required to reconfirm noncompliance of the original work and to show compliance of corrected work, all at no additional cost to the owner.
3.04 FIELD PAINTING
A. General: 1. Prepare surfaces in a manner appropriate to the condition, and as approved by the
Architect. 2. Clean spots and surfaces where primer coats have been removed, damaged, or burned off, and clean field bolts and other field connections not concealed in the finished
Work. 3. Remove dirt, oil, and grease.
4. Apply a spot coat of the approved primer.
5. Do not apply paint to wet, damp, oily, or improperly prepared surfaces.
B. Notify the architect when the work of this section is ready to receive field painting.
1. Secure inspection and approval by the Architect prior to field painting.
2. Using spray or brush, as recommended by the manufacturer of the approved paint material, fill all joints and corners and cover the surfaces with a smooth unbroken film
of at least 1.5 dry mils thickness.
3.05 TOUCH-UP
A. After erection, spots or surfaces, where paint has been removed, damaged, or burned off and
field rivets, bolts, and other field connections not concealed in work, shall be cleaned of dirt,
oil, grease, and burned paint and given a spot coat of same primer used for shop priming.
B. Damaged galvanized surfaces shall be coated with Galvalloy, Galvabar, or equal. Heat the
damaged surfaces to approximately 600 degrees Fahrenheit. Rub alloy bar over heated
surface. Paint is not acceptable.
END OF SECTION
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WELDING SECTION 05 12 10 - 1
PART 1 - GENERAL
SECTION 05 12 10 - WELDING
1.01 SUMMARY
A. Work included in this section:
1. Provide welding of structural steel. This includes both field and shop welding. 2. All welding shall be performed in full accordance with AWS D1.1: 2006, except as
supplemented or modified by this specification. Reiteration or amplification of code
provisions as contained in this specification shall not reduce the necessity of compliance with all other code requirements.
3. Amendments to AWS D1.1: 2006:
B. Related Sections: 1. Pertinent Section of Division 01.
2. Section 05 12 00: Structural Steel.
1.02 REFERENCES
A. ANSI/AISC 341s1-10: Seismic Provisions for Structural Steel Buildings (Including
Supplement No. 1).
B. ANSI/AISC 358-10: Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications.
C. ANSI/AISC 360-10: Specifications for Structural Steel Buildings.
D. ASTM A435: Standard Specification for Straight Beam Ultrasonic Examination of Steel
Plates.
E. ASTM A898: Standard Specification for Straight Beam Ultrasonic Examination of Rolled Steel Structural Shapes.
F. ASTM E114: Standard Practice for Ultrasonic Pulse-Echo Straight Beam Examination by the
Contact Method.
G. ASTM E164: Standard Practice for Ultrasonic Contact Examination of Weldments.
H. ASTM E329: Standard Specification for Agencies Engaged in the Testing and/or Inspection
of Materials Used in Construction.
I. ASTM E543: Standard Practice for Agencies Performing Nondestructive Testing.
J. ASTM E587: Standard Practice for Ultrasonic Angle-Beam Examination by the Contact
Method.
K. ASTM E1212: Standard Practice for Quality Management Systems for Nondestructive
Testing Agencies.
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L. ANSI/ASNT CP-189-1995: ASNT Standard for Qualification and Certification of
Nondestructive Testing Personnel.
M. ASNT Recommended Practice No. SNT-TC-1A: Personnel Qualification and Certification in
Nondestructive Testing, 1995.
N. AWS A5.01: Filler Metal Procurement Guidelines.
O. AWS C4.1: Criteria for Describing Oxygen-Cut Surfaces, and Oxygen Cutting Surface
Roughness Gauge.
P. AWS D1.1: 2010: Structural Welding Code – Steel.
Q. AWS D1.8: 2009: Structural Welding Code – Seismic Supplement.
R. CBC 2013: 2013 California Building Code, California Code of Regulations, Title 24, Part 2,
Volume 2 of 2 (including all supplements).
1.03 SUBMITTALS
A. Welding Procedure Specification (WPS)
1. All WPS’s shall be submitted to the Structural-Engineer-of-Record (SEOR) for review prior to use. Allow four
2. For WPSs that have been qualified by test, the supporting Procedure Qualification Record (PQR) shall be submitted to the SEOR for review.
weeks for review time.
3. All WPSs shall be submitted on legal-size (i.e. 8½” x 14”) paper.
B. Submit currently valid certificate issued by an independent testing agency for all welders, welding operators, and tack welders for review by Inspector-of-Record (IOR).
C. Submit qualification credentials of all inspectors for review by IOR.
D. Submit to the SEOR for approval, a step-by-step welding sequence for the field welding of each connection type.
1.04 QUALITY CONTROL (QC) & QUALITY ASSURANCE (QA)
A. Standards Latest Edition, unless noted otherwise: 1. American Welding Society
a. Structural Welding Code (AWS D1.1: 2010)
b. Structural Welding Code – Seismic Supplement (AWS D1.8: 2009) 2. American Institute of Steel Construction
a. ANSI/AISC 341s1-10
b. ANSI/AISC 360-10
B. Welder Qualification:
1. All welders, welding operators, and tack welders must have been qualified by test with
the largest diameter electrodes to be used on the work and must hold a currently valid certificate, issued by an independent testing agency, to perform the type of welds
required by the work; including the process, position, and thickness of materials used. 2. All welders on the project shall be capable of understanding and following the requirements of the written WPS.
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3. Each welder employed on the project shall understand all the requirements of this
welding specification before welding on the project.
1.05 REGULATORY REQUIREMENTS
A. Perform work in accordance with CBC 2013, Chapter 22, including all supplements.
B. ANSI/AISC 341s1-10.
C. AWS D1.1: 2010, Structural Welding Code – Steel.
PART 2 - PRODUCTS
2.01 WELDING PROCESSES
A. Welding Procedure Specifications (WPS) corresponding to SMAW, SAW, GMAW (except
GMAW-S), and FCAW processes, which conform to all of the provisions of Chapter – 3 of
AWS D1.1 shall be deemed as prequalified and can be used without performing WPS qualification tests for the process. Any deviation from the prequalified WPS requirements
shall necessitate qualification by test.
B. FCAW and GMAW done with prequalified WPSs shall be performed using constant voltage (CV) power supplies.
C. Where ESW-NGI process is used, the joints must be positioned in vertical or near-vertical position.
2.02 MATERIALS
A. Filler metals shall conform to the requirements of latest edition of ANSI/AWS Specifications for electrodes and shall provide Charpy V-Notch (CVN) impact energy of 20 ft–lbs. at minus
20
B. Testing of each lot to be used in production shall be performed on each filler metal manufacturer’s production lot (i.e. Production Lot Testing), as defined in AWS A5.01, as
follows:
degrees F and 40 ft-lbs. at 70 degrees F.
1. Class C3 or C4 for SMAW electrodes, 2. Class S4 for solid GMAW and SAW electrodes,
3. Class T4 for FCAW and composite GMAW electrodes,
4. Class F2 for SAW fluxes.
C. Filler metals shall be provided in packaging that limits the ability of the electrode to absorb
moisture. Electrode from packaging that has been punctured or torn shall be dried in
accordance with the manufacturer’s recommendations, or shall not be used. Modification or lubrication of the electrodes after manufacture is prohibited, except that drying is permitted in
accordance with manufacturer’s recommendations.
D. For FCAW electrodes, the permissible exposure time after removal from protective packaging shall not exceed the time recommended by the manufacturer. Overexposed FCAW
electrodes shall be either dried in accordance with the electrode manufacturer’s recommendations or shall not be used.
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PART 3 - EXECUTION
3.01 WELDING PROCEDURE SPECIFICATIONS (WPSs):
A. All welding shall be performed in strict adherence to a written WPS, whether the WPS is
prequalified or whether it has been qualified by test. All applicable parameters in Table 3.7 in
AWS D1.1 shall be complied with for prequalified WPSs.
B. All WPSs shall be first submitted to the SEOR for review and approval.
C. All WPSs shall be prepared by qualified individuals and the same individual responsible for
the suitability of the WPS shall be recorded on the WPS.
D. The written WPS shall be available to the welder, welding supervisor, and inspector.
E. All welding equipment shall be properly maintained and regularly checked to ensure
compliance with manufacturer’s stated accuracy.
F. WPSs that are not prequalified shall be subject to qualification testing in accordance with
Chapter – 4 of AWS D1.1. For WPSs that have been qualified by test, the supporting
Procedure Qualification Record (PQR) shall be submitted along with the WPS.
G. The written WPS shall contain all the necessary information required by AWS D1.1, this
specification, and any other information necessary to produce welds that are in compliance with these requirements. 1. The WPS shall list the applicable base metal type(s) and thickness (es).
2. The WPS shall contain a sketch of the joint and shall list the welding joint detail, including type, weld type, joint geometry, and applicable dimensions. Individual weld
passes shall be identified in the sketch and numbered to identify the maximum layer
thicknesses and bead widths. 3. The WPS shall list the applicable welding process.
4. The WPS shall list the filler metal specification, AWS classification, electrode
manufacturer’s designation, and details regarding the shielding material used, if any. 5. The WPS shall indicate the minimum preheat and inter-pass temperature requirements.
The inter-pass temperature shall, at least, be equal to the preheat temperature.
Maximum inter-pass temperature shall not exceed 550 degrees F. Additional preheat requirements are included in §3.02.F of this specification.
6. The WPS shall list all applicable electrical characteristics for the process employed.
The WPS shall clearly indicate the acceptable values required for each welding pass. These electrical characteristics shall include at a minimum the following:
a. Type of current and acceptable ranges of current measured in amperage. For
wire feed process, both wire feed speed and amperage shall be listed, b. Voltage,
c. Travel speed (range), d. Electrode extension for wire feed processes, and e. Amperage, voltage, and electrode extension (as applicable) shall be within the
filler metal manufacturer’s recommendations.
3.02 FABRICATION AND ERECTION
A. Assembly:
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1. Assembly tolerances shall not exceed those for the prequalified joint detail employed,
or the limits of Figure 5.3 of AWS D1.1, as applicable. The minimum root-opening dimension shall be maintained for the length of the joint. For joints where the
minimum root opening dimensions are less than the minimum requirement,
compensation may be made by increasing the root opening by gouging, chipping, or grinding. At contractor’s option, alternate approved written WPS suitable for the
smaller root opening may be employed. Root openings that exceed the maximum
allowable root opening in the WPS may be corrected by welding to acceptable dimensions and performing ultrasonic testing of the built-up weld after minimum 24
hours prior to joining the parts by welding. The SEOR shall be notified whenever the
root opening exceeds the allowable tolerance range. 2. Bolts shall be fully torqued only after welds have been completed on both flanges.
B. Tack Welds:
1. All tack welds shall be of the same quality as the final welds. This includes the requirements for preheat. The requirements of §5.18 in AWS D1.1 shall be adhered to.
C. Intermix of Filler Metals: 1. When FCAW-S filler metals are used in combination with filler metals for any other process, including FCAW-G, supplemental notch toughness testing shall be conducted.
Such testing can be conducted using either of the following two methods: (a) in accordance with Annex – B of AWS D1.8 or (b) by running PQRs that contain
intermixed weld metal (corresponding to the welding process that would be used in
combination with FCAW-S for production welding), wherein CVN test specimens have been taken from the intermixed zone. Regardless of the testing method used
compliance with the acceptance criteria of Annex – B of AWS D1.8 shall be
demonstrated.
D. Peening:
1. Peening shall not be allowed except if approved by the SEOR.
E. Cleaning: 1. Surfaces to be welded and surfaces adjacent to a weld shall be free from loose or thick
scale, slag, rust, moisture, grease, and other foreign materials that would prevent
proper welding or create objectionable fumes. Mill scale that can withstand vigorous wire brushing, a thin rust-inhibitive coating, or anti-spatter compound may remain with
the following exception: for girders of the seismic load resisting system, all mill scale
shall be removed from the surfaces on which flange-to-web welds are to be made.
3.03 QUALITY CONTROL AND QUALITY ASSURANCE
A. Inspections for Quality Control (QC) and Quality Assurance (QA) shall comply with Chapter 6 of AWS D1.1 and Chapter 7 of AWS D1.8. Where there is a conflict with the above, the contract specifications, and/or structural drawings, the contract specifications and drawings
shall prevail.
B. Inspection:
1. Owner shall engage an independent testing and inspection agency (except for the
fabrication/erection inspection and testing per §6.1.2.1 of AWS D1.1) at no cost to the Contractor to perform the work listed in §3.03.B.3 and §3.03.C below.
2. Qualifications:
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3. All Inspectors shall meet the requirements of §6.1.4 of AWS D1.1 and hold current
CWI certification. 4. Inspection Agency Responsibility:
5. The inspection agency shall perform all inspections required by AWS D1.1.
END OF SECTION
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METAL DECKING SECTION 05 31 00
SECTION 05 31 00 - METAL DECKING
PART 1 – GENERAL
1.01 SUMMARY
A. Section Includes
1. Metal Roof and Floor Decks
2. Pertinent Section of Division 01. 3. Section 03 30 00 – Cast-in-Place Concrete. 4. Section 05 12 00 – Structural Steel.
5. Section 05 12 10 – Welding.
1.02 REFERENCES
A. ASCE 9: ASCE Standard Practice for Construction and Inspection of Composite slabs.
B. ASTM A36: Standard Specification for Carbon Structural Steel.
C. ASTM A108: Standard Specification for Steel Bars, Carbon and Alloy, Cold-Finished.
D. ASTM A572: Standard Specification for High Strength, Low-Alloy Columbium-Vanadium Structural
Steel.
E. ASTM A653: Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-
Coated (Galvannealed) by the Hot-Dip Process.
F. ASTM A992: Standard Specification for Structural Steel Shapes.
G. ASTM A1008: Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-
Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability.
H. AWS D1.1: 2010: Structural Welding Code - Steel.
I. AWS D1.3-2008: Structural Welding Code - Sheet Steel.
J. CBC 2013-2013 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2
of 2 (including all supplements), Section 2209A.
1.03 SUBMITTALS
A. Shop drawings showing erection and placement drawings of floor and roof deck and shear studs. 1. Field Measurements: Before starting shop and erection drawings, verify measurements, lines,
grades, elevations, locations, and details of field conditions and be responsible for correctness, conformance, accuracy, and execution of construction to conform to actual conditions.
2. Detail the construction in conformance with the AISC Structural Steel Detailing, except where
otherwise indicated.
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METAL DECKING SECTION 05 31 00
3. Field Connections and Placement Diagrams: Show field connections and placement diagrams on the erection drawings with complete details, layouts, and dimensions as required so that the
construction can proceed without reference to the design drawings.
B. Welding Procedure Specifications (WPS) and Procedure Qualification Records (PQR) shall be current and approved by the Structural-Engineer-of-Record (SEOR).
1.04 QUALITY ASSURANCE
A. Qualification of Welding: Qualify WPS and welding operators in accordance with AWS D1.3. Provide certifications that welders to be employed in the construction have satisfactorily passed AWS qualification tests. If recertification of welders is required, retesting will be the contractor's
responsibility.
B. Regulatory Requirements: Furnish and install metal deck in accordance with the manufacturer's
current ICC Research Committee Report and UL listing requirements to obtain diaphragm values and
fire ratings indicated.
PART 2 - PRODUCTS
2.01 MANUFACTURER
A. Products of the following manufacturers form the basis for design and quality intended.
1. BHP Products USA Inc. West Sacramento, CA.
2. Verco Manufacturing CO., Phoenix, AZ. 3. Epic Metals Corp.,
4. Or equal, after written approval from SEOR has been obtained, in accordance with applicable
Division 01 sections.
Rankin, PA.
2.02 MATERIALS
A. Galvanized Steel for Deck Units: ASTM A1008, CS Type A, with light commercial galvanizing
meeting the requirements of ASTM A653/A653M-98 coating designation G-60.
B. Steel for Accessories: ASTM A108 with light commercial galvanizing meeting the requirements of
ASTM A653, coating designation G-60.
C. Small rolled steel shapes and bars used for reinforcing openings and holes shall conform to ASTM A36 unless noted otherwise.
D. Welding rods shall comply with all applicable requirements of CBC 2007 and AWS codes.
E. Galvanizing Repair Compound: High zinc dust content galvanizing repair paint or hot applied zinc
rich material. Acceptable products include, but are not limited to the following: American Solder &
Flux; DRYGALV, Kenco Div.; GALVICON, Metalloy Products Co.; GALVALLOY.
F. Flexible Closure Strips: Manufacturer's standard vulcanized, closed-cell, synthetic rubber.
G. Concrete Topping: As specified in Section 03 30 00 or 03 31 30, as applicable or as specified in
drawings.
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METAL DECKING SECTION 05 31 00
2.03 FLOOR AND ROOF DECK UNITS
A. Design Requirements: Except where single spans are indicated, furnish decking in minimum lengths to
span 3 spans with telescoping or nested 2 inch end laps and interlocking or nested side laps.
B. Minimum Base Metal Thickness: As indicated in the contract documents and as recommended by the manufacturer.
C. Sections, shapes, and properties for floor and roof decking shall be equivalent to those of the decking types specified herein as verified by ICC Research Reports. These shall include the following:
1. Non-composite flexural effective section modulus and moment of inertia. 2. Composite vertical load carrying capacities (considering the deck spans and concrete where
indicated).
3. Composite and non-composite diaphragm capacities, as applicable, considering the concrete, where indicated and considering the welding attachment indicated.
D. Standard Roof Deck: Short span wide rib deck, 1½ inch deep, not lighter than 18-gage galvanized
steel.
E. Floor Deck: Open beam deck, 1.5 inch or 2-1/2 inch deep as noted on the drawings, not lighter than
18-gage galvanized steel. Fabricate decking with integral embossing or raised pattern to provide
mechanical bonding with the concrete floor topping.
2.04 ACCESSORIES
A. Furnish accessories required to provide a complete installation including fillers for end panels, friction
caps for closing shop fabricated access holes for welding, flashing at columns and closures for cell ends, roof and floor drain sumps, metal and neoprene partition closures, non-penetrating hanger tabs,
and other accessories as required.
PART 3 - EXECUTION
3.01 ERECTION
A. Adjust steel panel units in place before permanent fastening. Correct inaccuracies in alignment or level before steel panels are finally placed.
B. Where large predetermined openings for elevators, stairs, ducts, and similar elements passing through
the panel units occur, furnish prefabricated units to fit job conditions; where other holes or openings are required in decking after erection, reinforce such holes as indicated on the contract documents.
Cantilever deck to the edge of slabs only as indicated on the contract documents.
C. Provide proper bearing on supporting beams as indicated. Fasten steel panels to supporting beams by welding by certified welding operators. Weld seams as indicated. Provide all welding attachments as
indicated.
D. Provide closures, end plates, profile plates, and other accessories as required for a complete installation. Weld in place.
3.02 SUPPORT AT COLUMNS
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METAL DECKING SECTION 05 31 00
A. Where due to cutting of deck units at columns bearing support is not provided for the end of a web, such web shall be welded to the column or structural steel material at the column or equivalent support
shall be provided. The welding or equivalent support shall be sufficient for the support of the deck,
wet weight of concrete, and other construction loads.
3.03 TOUCH UP OF WELDS
A. Upon cooling, touch-up all welds not to be encased in concrete topping with galvanizing repair compound.
3.04 RECORD DRAWINGS
A. After all steel has been erected, correct or revise the shop drawings and erection and placement diagrams to correspond with the changes made in the field.
3.05 FIELD QUALITY CONTROL
A. Field testing and inspection are specified in Division 01 sections.
END OF SECTION 05 31 00
BID ADDENDUM 3
CARLSBAD COLE LIBRARY
STRUCTURAL SPECIFICATIONS
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CONCRETE FORMS AND ACCESSORIES SECTION 03 10 00 - 1
PART 1 - GENERAL
SECTION 03 10 00 - CONCRETE FORMS AND ACCESSORIES
1.01 SUMMARY
A. Section includes formwork for cast-in place concrete, with shoring, bracing, and anchorage;
openings for other work; form accessories; and form stripping.
B. Related Sections:
1. Pertinent Sections of Division 01.
2. Section 03 20 00 - Concrete Reinforcement.
3. Section 03 30 00 - Cast-in-Place Concrete.
1.02 REFERENCES
A. ACI 117: Specifications for Tolerance for Concrete Construction and Materials and
Commentary.
B. ACI 301: Specifications for Structural Concrete.
C. ACI 318-11: Building Code Requirements for Structural Concrete and Commentary.
D. ACI 347: Guide to Formwork for Concrete.
E. APA – Form No. V345U: Concrete Forming, Design/Construction Guide.
F. CBC 2013: 2013 California Building Code, California Code of Regulations, Title 24, Part 2,
Volume 2 of 2 (including all supplements).
G. NIST - PS 1: Structural Plywood.
1.03 DESIGN REQUIREMENTS
A. Design, engineer, and construct formwork, shoring and bracing to conform to design and in
accordance with CBC 2013, Chapter 19. Resultant concrete to conform to required shape,
line, and dimensions.
B. Foundation concrete may be placed directly into neat excavations, provided the foundation
trench walls are stable as determined by the Geotechnical Engineer, subject to the approval of
the Structural-Engineer-of-Record (SEOR). In such case, the minimum formwork indicated
on the drawings is mandatory to ensure clean excavations immediately prior to and during the
placing of concrete.
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Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40201
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE FORMS AND ACCESSORIES SECTION 03 10 00 - 2
1. When omission of forms is accepted, provide additional 1” concrete on each side of the
minimum design profiles and dimensions shown on the drawings.
1.04 SUBMITTALS
A. Procedures: In accordance with pertinent provisions of Division 01 sections.
B. Product Data: Provide data and specifications for each of the following (as applicable):
1. Form sealer
2. Form release compound
3. Form ties and spreaders
4. Manufacturer's installation instructions
5. List of items to be provided for work of this Section
1.05 QUALITY ASSURANCE
A. Perform Work in accordance with ACI 117, ACI 301, ACI 318-11 and all other applicable
codes.
1. Design, erect, support, brace, and maintain formwork so that it will safely support
vertical and lateral loads that might be applied, until such loads can be supported by
the concrete structure.
2. Carry vertical and lateral loads to ground by formwork system and in-place
construction that has attained adequate strength for that purpose.
3. Construct formwork so concrete members and structures are of correct size, shape,
alignment, elevation, and position.
4. Design forms and false-work to include assumed values of live load, dead load, weight
of moving equipment operated on the formwork, concrete mix, and height of concrete
drop, vibrator frequency, ambient temperature, foundation pressures, stresses, lateral
stability, and other factors pertinent to safety of the structure during construction.
5. Provide shores and struts with positive means of adjustment capable of taking up
formwork settlement during concrete placing operations, using wedges or jacks or a
combination thereof.
6. Provide trussed supports when adequate foundations for shores and struts cannot be
secured.
7. Support form materials by structural members spaced sufficiently close to prevent
objectionable deflection.
8. Fit forms placed in successive units for continuous surfaces to accurate alignment, free
from irregularities, and within the allowable tolerances.
9. Provide formwork sufficiently tight to prevent leakage of cement paste during concrete
placement. Solidly butt joints, and provide backup material at joints as required to
prevent leakage and prevent fins.
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Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE FORMS AND ACCESSORIES SECTION 03 10 00 - 3
10. Provide camber in formwork as required for anticipated deflections due to weight and
pressures of fresh concrete and construction loads.
B. Design formwork under direct supervision of a professional Structural Engineer experienced
in the design of this work and licensed in the State of California.
1.06 REGULATORY REQUIREMENTS
A. Perform Work in accordance with CBC 2013, Chapter 19.
B. Plywood: Conform to tables for form design and strength in APA Form No. V345U.
1.07 COORDINATION
A. Coordinate work under pertinent provisions of Division 01 sections.
B. Coordinate this Section with other Sections of work that require attachment of components to
formwork.
C. If formwork is placed after reinforcement resulting in insufficient concrete cover to
reinforcement, request instructions from the owner’s representative or architect or SEOR
before proceeding.
PART 2 - PRODUCTS
2.01 WOOD FORM MATERIALS
A. Except for metal forms, use new materials. Materials may be re-used during progress of the
work, provided they are completely cleaned and reconditioned, recoated for each use, and
capable of producing formwork of the required quality.
B. For footing and foundations, use Douglas-Fir boards or planks secured to wood or steel
stakes, substantially constructed to shapes indicated and to support the required loads.
C. For studs, walers, and supports, use Standard Grade or better Douglas-Fir, dimensions as
required to support the loads but not less than 2”x4”.
D. Wall forms:
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Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40201
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE FORMS AND ACCESSORIES SECTION 03 10 00 - 4
1. Exposed concrete surfaces:
a. Use 3/4” minimum thickness Douglas-Fir plywood, grade B/B, class I or II,
exterior, sanded both sides, complying with PS 1.
b. Seal edges and coat both faces with colorless coating that will not affect
application of applied finishes.
2. Unexposed concrete surfaces:
a. Use 1”x6” shiplap Douglas-Fir boards, surfaces one side and two edges, or 3/4”
minimum thickness Douglas-Fir plywood, grade B/B plyform class I or II,
sanded both sides, mill-oiled.
E. Column forms:
1. For square or rectangular columns, use 2” thick Douglas-Fir planks or joists, surfaces
one side and two edges, or use metal forms.
2. For round columns, use metal forms or patented paper tube forms approved by the
Architect.
3. Construct column forms with tight joints and securely clamped together with steel
clamps.
2.02 FORMWORK ACCESSORIES
A. Forming Ties and Spreaders: Hold inner and outer forms for vertical concrete together with
combination steel ties and spreaders approved by the Architect.
1. Use snap-ties with cone spreaders or tapered form-bolts and metal spreaders. Do not
use wood or other absorbent material for spreaders. Ties for walls against grade shall
not leave holes through entire wall section and shall break back not closer to exterior
surface than 1½ inches.
2. Space ties symmetrically in tiers and rows, each tier plumb from top to bottom and
each row level.
3. At horizontal pour lines, locate ties not more than 6” below the pour lines. Tighten
after concrete has set and before the next pour is made.
4. For exposed concrete surfaces, provide form ties of removable type with she-bolts
equipped with permanent plugs and a system approved by the Architect for fixing the
plugs in place.
B. Sealer: Clear, penetrating, synthetic resin sealer.
C. Form Release Compound: Chemical, surface conversion type from coating. Reapply to
cleaned forms before each reuse. Reference products:
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Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40201
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE FORMS AND ACCESSORIES SECTION 03 10 00 - 5
1. "Nox-Crete Form Coating" by Nox Crete Chemicals, Inc.
2. "Release" by Burke Co.
3. "Duogard" by W.R. Meadows, Inc.
4. Or equal
D. Wood Nailing Blocks: For grounds and blocks, where permitted use Clear Douglas-Fir,
milled into dovetail shape, dip-treated in sealer and dried for 12 hours minimum, prior to use.
E. Nails, Spikes, Lag Bolts, Through Bolts, Anchorages: Size as required, of strength and
character to maintain formwork in place during placement of concrete.
F. Corners: Chamfered type; size as indicated on Drawings; maximum possible lengths.
PART 3 - EXECUTION
3.01 EXAMINATION
A. Verify lines, levels, and centers before proceeding with formwork. Ensure that dimensions
agree with the drawings.
B. Examine areas and conditions under which work of this section will be performed. Correct
conditions detrimental to timely and proper completion of the Work. Do not proceed until
detrimental conditions have been corrected.
3.02 EARTH FORMS
A. Hand trim sides and bottom of earth forms. Remove loose soil prior to placing concrete.
3.03 FORM CONSTRUCTION
A. In accordance with the recommendations in Chapter 4 of ACI 301, construct formwork as
required to obtain exact size, shape, line, level, alignment, location, elevation, and grade as
indicated on drawings for finished structure.
1. Provide for depressions, chases, openings, offsets, recesses, moldings, rustications,
reglets, chamfers, blocking, screeds, bulkheads, anchorages and inserts, and other
features indicated on drawings or required for finished structure.
2. Obtain approval before framing openings in structural members that are not indicated
on the contract drawings.
B. Fabricate forms for easy removal without hammering or prying against concrete surfaces.
1. Provide crush plates or wrecking plates where stripping may damage cast concrete
surfaces.
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Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE FORMS AND ACCESSORIES SECTION 03 10 00 - 6
2. Provide top forms for inclined surfaces where slope is too steep to place concrete with
bottom forms only.
3. Kerf backside of wood inserts used for forming reglets, recesses, and similar
treatments, to allow wood to swell without spalling concrete and to ensure easy
removal.
C. Falsework:
1. Erect falsework and supports. Brace and maintain falsework to safely support vertical,
laterals, asymmetrical, static, and dynamic loads until such loads can be supported by
in-place concrete structures.
2. Construct falsework using wedges, jacks, or camber strips to facilitate vertical
adjustments.
3. Carefully inspect formwork and falsework during and after concrete placement
operations to discover abnormal deflections or signs of failure. Make all necessary
adjustments or corrections.
D. Where end-of-work sequence requires a joint in concrete, provide adequately designed
additional formwork. Extend reinforcement through formwork and key joints as indicated on
drawings. Location of construction joint is subject to approval by the Architect and the
SEOR.
E. Forms for exposed concrete:
1. Drill holes in forms to fit ties used. Prevent leakage of concrete around tie holes. Do
not drive through undersized or improperly prepared holes.
2. Do not use metal cover plates for patching holes or defects in forms.
3. Provide sharp, clean corners at intersecting planes, without visible edges or offsets.
Back joints with extra studs or girts to maintain true, square intersections.
4. Use extra studs, walers, and bracing as required to prevent bowing or pillowing of
forms between studs. Do not use narrow strips of form material that will allow bowing
to occur.
5. Assemble and erect forms so they may be readily removed without damage to exposed
concrete surfaces.
6. Form molding shapes, recesses, and projections with smooth-finish materials, and
install in forms with sealed joints to prevent displacement.
7. Fill all unwanted joint openings with specified joint filler and finish flush to match
adjacent from surfaces.
F. Corner treatment:
1. Unless indicated otherwise on drawings, provide a chamfer on all exposed corners with
specified strips. Miter chamfer strips at all changes in direction.
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Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40201
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE FORMS AND ACCESSORIES SECTION 03 10 00 - 7
2. Form corners, which will be concealed in the finish, work either square or chamfered,
at Contractor’s option.
G. Provisions for other trades:
1. Coordinate formwork design, construction, and placement with all trades and other
contractors.
2. Provide openings in concrete formwork to accommodate work of other trades.
3. Size and location of openings, recesses, and chases are the responsibility of the trade
requiring such items.
4. Accurately place and securely support items that are built into forms.
H. Cleaning and tightening:
1. Thoroughly clean forms and remove chips, wood, sawdust, dirt, or other debris just
before concrete is to be placed.
2. Retighten forms immediately before, during, or after concrete placement as may be
required to eliminate leaks.
I. Taping of joints:
1. Apply pressure-sensitive tape over formwork joints that will be exposed in the finish
work, except where distressed board forms are used.
2. Apply tape on inside (concrete side) of formwork to prevent loss of cement paste and
joint discoloration.
3. Tape joints before form release agent is applied to formwork.
J. Install void forms in accordance with manufacturer's recommendations. Protect forms from
moisture or crushing.
K. Coordinate this section with other sections of work that require attachment of components to
formwork.
L. If formwork is placed after reinforcement resulting in insufficient concrete cover over
reinforcement before proceeding, request instructions from Owner’s Representative.
M. Openings for Cleaning: Provide temporary openings at all points in formwork deemed
necessary by the Owner’s Representative to facilitate cleaning and inspection. At base of
walls and wide piers, bottom form board on one face for entire length shall be omitted until
form has been cleaned, inspected, and accepted. Do not install board until after the
Inspector’s acceptance.
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Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40201
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE FORMS AND ACCESSORIES SECTION 03 10 00 - 8
3.04 FORM COATINGS
A. Apply form-coating material on formwork in accordance with manufacturer's
recommendations. Do not allow excess form coating material to accumulate in the forms or
come in contact with surfaces that will bond to fresh concrete.
B. Apply prior to placement of reinforcing steel, anchoring devices, and embedded items.
C. Do not apply form coating material where concrete surfaces will receive special finishes or
applied coverings that are affected by agent. Soak inside surfaces of untreated forms with
clean water. Keep surfaces coated prior to placement of concrete.
3.05 INSERTS, EMBEDDED PARTS, AND OPENINGS
A. Provide formed openings where required for items to be embedded in passing through
concrete work.
B. Locate and set in place items that will be cast directly into concrete.
C. Coordinate with work of other sections in forming and placing openings, slots, reglets,
recesses, sleeves, bolts, anchors, other inserts, and components of other work.
1. Use setting drawings, diagrams, instructions, and directions provided by suppliers of
items to be attached thereto.
2. In accordance with AISC Code of Standard Practice for Steel Buildings and Bridges
and the following for tolerances of anchor bolts and concrete surfaces supporting steel
column bases:
a. Elevation of concrete surfaces: +3/8 in.
b. Elevation at top of anchor bolts: +1 in., -3/8 in.
c. Out-of-position of anchor bolts: +1/8 in.
d. Anchor bolt locations: A California-licensed civil engineer or land surveyor
shall ensure accuracy of anchor bolt locations.
D. Install accessories in accordance with manufacturer's instructions, straight, level, and plumb.
Ensure items are not disturbed during concrete placement.
E. Provide temporary ports or openings in formwork where required to facilitate cleaning and
inspection. Locate openings at bottom of forms to allow flushing water to drain.
F. Close temporary openings with tight fitting panels, flush with inside face of forms, and neatly
fitted so joints will not be apparent in exposed concrete surfaces.
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Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40201
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE FORMS AND ACCESSORIES SECTION 03 10 00 - 9
3.06 FORMWORK TOLERANCES
A. Construct formwork to maintain tolerances required by ACI 301 and ACI 117.
3.07 FIELD QUALITY CONTROL
A. In accordance with pertinent provisions of Division 01 sections.
B. Inspect erected formwork and bracing to ensure that work is in accordance with formwork
design, and that supports, fastenings, wedges, ties, and items are secure.
3.08 FORM REMOVAL
A. Remove formwork not supporting concrete, such as sides of beams, walls, columns, and
similar parts of the work, after concrete has hardened sufficiently to maintain its integrity and
not be damaged by form removal operations, but not less than 3 days. Initiate and maintain
curing and protection of concrete immediately after stripping of forms.
B. Do not remove formwork supporting members such as bottoms of beams, joists, slabs and
other structural elements until safe to do so, but not before concrete has attained two-thirds
(67%) of its 28-day compressive design strength.
C. Determine compressive strength of in-place concrete by testing specimens representative of
concrete location or members, and field-cure under identical conditions as work in progress
as specified in Section 03 30 00.
D. Loosen forms carefully. Do not wedge pry bars, hammers, or tools against finish concrete
surfaces scheduled for exposure to view.
E. Release sleeve nuts or clamps, and pull the form ties neatly.
F. Do not permit steel spreaders, form ties, or other metal to project from, or be visible on, any
concrete surface except where so shown on the drawings.
G. Solidly pack form tie holes, rod holes, and similar holes in the concrete. For packing, use the
cement grout specified in Section 03 30 00 of these Specifications, flushing the holes with
water before packing, screeding off flush, and grinding to match adjacent surfaces.
H. Store removed forms in manner that surfaces to be in contact with fresh concrete will not be
damaged. Discard damaged forms.
END OF SECTION
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Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40201
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE FORMS AND ACCESSORIES SECTION 03 10 00 - 10
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Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40201
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE REINFORCING SECTION 03 20 00 - 1
PART 1 - GENERAL
SECTION 03 20 00 - CONCRETE REINFORCEMENT
1.01 SUMMARY
A. Section includes reinforcing steel bars, wire fabric and accessories for cast-in-place and
lightweight concrete.
B. Related Sections:
1. Pertinent Sections of Division 01.
2. Section 03 10 00 - Concrete Forms and Accessories.
3. Section 03 30 00 - Cast-in-Place Concrete.
1.02 REFERENCES
A. ACI 117: Specifications for Tolerance for Concrete Construction and Materials and
Commentary.
B. ACI 301: Specifications for Structural Concrete.
C. ACI 315: Details and Detailing of Concrete Reinforcement.
D. ACI 318-11: Building Code Requirements for Structural Concrete and Commentary.
E. ACI SP-66: ACI Detailing Manual-2008.
F. ASTM A82: Standard Specification for Steel Wire, Plain, for Concrete Reinforcement.
G. ASTM A370: Standard Test Methods and Definitions for Mechanical Testing of Steel
Products.
H. ASTM A615: Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete
Reinforcement.
I. AWS D1.4-05: Structural Welding Code - Reinforcing Steel.
J. CBC 2013: 2013 California Building Code, California Code of Regulations, Title 24, Part 2,
Volume 2 of 2 (including all supplements).
K. Manual of Standard Practice, Concrete Reinforcing Steel Institute.
L. Placing Reinforcing Bars, Concrete Reinforcing Steel Institute.
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Group 4 Architecture Research + Planning, Inc. City of Carlsbad Project No. 40201
Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE REINFORCING SECTION 03 20 00 - 2
1.03 SUBMITTALS
A. Submit under pertinent provisions of Division 01.
B. Shop Drawings:
1. Shop Drawings showing details of bars, spacing, bar schedules, diagrams of bent bars,
anchors, and other items, if any, provided under this Section.
1.04 QUALITY ASSURANCE
A. Perform work in accordance with ACI 315, ACI 318-11, CBC 2013, CRSI Manual of
Standard Practice, and all other applicable codes.
1.05 REGULATORY REQUIREMENTS
A. Perform work in accordance with CBC 2013, Chapter 19.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, protect, and handle products under pertinent provisions of Division 01
sections.
B. Deliver reinforcement to job site bundled, tagged, marked, and stored so that it can be readily
identified. Use metal tags indicating bar size, lengths, and reference information
corresponding to markings shown on the placement diagrams. Bundles shall also bear testing
laboratory tags indicating identified steel.
C. Prevent damage and accumulation of dirt, excessive rust, scale, or other coatings to stored
materials. Store off ground, with long bars well supported.
PART 2 - PRODUCTS
2.01 REINFORCEMENT
A. Reinforcing Bars: Billet Steel, ASTM A706, Grade-60.
B. Welded Wire Fabric: ASTM A185, grades as called out on the contract drawings.
C. Electrodes for Welding Reinforcing Steel: AWS D1.4-05.
2.02 ACCESSORY MATERIALS
A. Steel Wire: ASTM A82.
B. Bolsters, Chairs, Spacers, and Other Devices for Spacing, Supporting, and Fastening
Reinforcement in Place:
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Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE REINFORCING SECTION 03 20 00 - 3
1. Use wire bar type supports complying with CRSI recommendations, unless otherwise
shown on the contract drawings.
2. Do not use wood, brick, or other non-complying material.
3. For slabs-on-grade, use supports with sand plates or horizontal runners where base
material will not support chair legs.
4. For exposed-to-view concrete surfaces, where legs of supports are in contact with
forms, provide supports with either hot-dip galvanized or plastic-protected legs.
5. Tie Wire: Minimum 16-gage annealed type.
2.03 FABRICATION
A. Fabricate concrete reinforcing in accordance with ACI 315, ACI 318-11, CBC 2013, and all
other applicable codes. Comply with fabrication tolerances in accordance with ACI 117.
B. Locate reinforcing splices, not indicated on contract drawings, at point of minimum stress.
Review location of splices with the SEOR and obtain written approval prior to proceeding.
PART 3 - EXECUTION
3.01 TESTS AND INSPECTIONS
A. Procedures: In accordance with pertinent provisions of Division 01 sections.
B. Source quality control of identifiable reinforcing steel: Submit to laboratory copies of mill
certificates for types, sizes, and heats of reinforcing steel intended for use in the work.
Include the following information:
1. Source of steel.
2. Description.
3. Heat number.
4. Yield point.
5. Ultimate tensile strength.
6. Elongation percentage in 8 inch length.
7. Bend test results.
8. Chemical analysis, including Carbon Equivalent (CE) of reinforcing bars to be welded.
C. Laboratory inspector shall compare and identify steel with mill test reports and affix laboratory
tags to bundles of identified steel. Identifiable and compliant rebar shall be tested with a bend
and tensile test for each 10 tons or part thereof for each type and size of rebar.
D. Quality control of unidentifiable steel: When reinforcing steel cannot be identified, testing
laboratory shall make one series of tensile tests and one series of bend tests in accordance
with ASTM A370 or ASTM A615, for each 2½ tons or fractional part thereof of each size and
kind of reinforcing steel.
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Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE REINFORCING SECTION 03 20 00 - 4
1. Make tests using a minimum of two separate samples. Test full sections of bars as
rolled.
E. Payment:
1. Owner will pay all costs in connection with tests of identifiable steel.
2. All costs in connection with tests and inspections of unidentifiable steel will be paid by
the owner and back-charged to the contractor.
3. Owner will pay all costs in connection with tests and inspections for welding of
reinforcing steel splices when such welding is indicated on the contract drawings.
4. All costs in connection with tests and inspections for welding of reinforcing steel splices
not indicated on the contract drawings will be paid by the owner and back-charged to
the contractor.
5. All costs incurred for re-tests and re-inspections required because of failures of original
tests will be paid by the owner and back-charged to the contractor.
F. Required inspections: Inspect placement of reinforcement.
3.02 PLACEMENT
A. Except as herein specified or indicated on the contract drawings, place steel reinforcement in
accordance with “Placing Reinforcing Bars” of Concrete Reinforcing Steel Institute (CRSI),
ACI 318-05, CBC 2010, and all other applicable codes.
B. Remove loose rust and mill scale, earth, oil, or any other foreign materials that could reduce
or destroy bond with the cement. Wipe oil from forms before reinforcement is placed on or
adjacent to so that oil will not be tracked over or in any way come into contact with the
reinforcement.
C. Place, support, and secure reinforcement against displacement. Do not deviate from required
position and do not tack weld. Comply with placement tolerances in accordance with ACI
117.
D. Do not displace or damage vapor barrier.
E. Provide sufficient numbers of supports of adequate strength to carry the reinforcement.
F. Do not place reinforcing bars more than 2" beyond last leg of any continuous bar support.
G. Do not use supports as bases for runways for concrete conveying equipment and similar
construction loads.
H. Set wire ties so that twisted ends are directed away from exposed concrete surfaces.
I. Unless noted otherwise on the contract drawings, conform to Chapter 19 of CBC 2013 for
concrete cover over reinforcement.
3.03 FIELD QUALITY CONTROL
A. Field inspection will be performed under pertinent provisions of Division 01 sections.
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Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE REINFORCING SECTION 03 20 00 - 5
B. Unless indicated on the contract drawings or permitted, in writing, by the SEOR, do not re-
bend reinforcement embedded in hardened concrete.
END OF SECTION
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Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CONCRETE REINFORCING SECTION 03 20 00 - 6
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Group 4 Project No. 14449-01 Bid Addendum 3 – May 21, 2015
CAST-IN-PLACE CONCRETE SECTION 03 30 00 - 1
PART 1 - GENERAL
SECTION 03 30 00 - CAST-IN-PLACE CONCRETE
1.01 SUMMARY
A. Section includes:
1. Cast-in-place concrete.
2. Control and construction joint devices.
3. Cement grout, dry-pack, and non-shrink grout.
B. Related Sections:
1. Pertinent Sections of Division 01.
2. Section 03 10 00 – Concrete Forms and Accessories
3. Section 03 20 00 – Concrete Reinforcement
4. Section 03 39 00 – Concrete Curing
1.02 REFERENCES
A. ACI 301: Specifications for Structural Concrete.
B. ACI 302.1R-04: Guide for Concrete Floor and Slab Construction.
C. ACI 304R-00: Guide for Measuring, Mixing, Transporting, and Placing Concrete.
D. ACI 305.1-06: Specification for Hot Weather Concreting.
E. ACI 306.1-90: Standard Specification for Cold Weather Concreting (Re-approved 2002).
F. ACI 308R-01: Guide to Curing Concrete.
G. ACI 309R-05: Guide for Consolidation of Concrete.
H. ACI 318-11: Building Code Requirements for Structural Concrete and Commentary.
I. ACI 347-04: Guide to Formwork for Concrete.
J. ASTM C31: Standard Practice for Making and Curing Concrete Test Specimens in the Field.
K. ASTM C33: Standard Specification for Concrete Aggregates.
L. ASTM C39: Standard Test Method for Compressive Strength of Cylindrical Concrete
Specimens.
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CAST-IN-PLACE CONCRETE SECTION 03 30 00 - 2
M. ASTM C42: Standard Test Method for Obtaining and Testing Drilled Cores and Sawed
Beams of Concrete.
N. ASTM C94: Standard Specification for Ready-Mixed Concrete.
O. ASTM C143: Standard Test Method for Slump of Hydraulic Cement Concrete.
P. ASTM C150: Standard Specification for Portland cement.
Q. ASTM C172: Standard Practice for Sampling Freshly Mixed Concrete.
R. ASTM C260: Standard Specification for Air-Entraining Admixtures for Concrete.
S. ASTM C494: Standard Specification for Chemical Admixtures for Concrete.
T. ASTM C1059: Standard Specification for Latex Agents for Bonding Fresh to Hardened
Concrete.
U. ASTM C1107: Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Non-
Shrink).
V. ASTM E154: Standard Test Methods for Water Vapor Retarders Used in Contact with Earth
under Concrete Slabs, on Walls, or as Ground Cover.
W. ASTM E1745: Standard Specification for Water Vapor Retarders Used in Contact with Soil
or Granular Fill under Concrete Slabs.
X. CBC 2013: 2013 California Building Code, California code of Regulations, Title 24 (all
parts, all volumes, including all supplements).
Y. ADA: Title III of the American with Disabilities Act, for the Handicapped.
1.03 SUBMITTALS
A. Submit the following under pertinent provisions of Division 01 sections.
1. Mix Design: Submit mix design to the Structural-Engineer-of-Record (SEOR) for
review and approval.
2. Distribute approved mix design(s) to the testing laboratory, batch plant, and the owner.
1.04 PROJECT RECORD DOCUMENTS
A. Accurately record actual locations of embedded utilities and components, which are
concealed from view.
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1.05 QUALITY ASSURANCE
A. Strength test of concrete, see pertinent provisions of Division 01 section.
B. Acquire cement and aggregate from the same source for all work.
C. Conform to the requirements of ACI 305.1-06 when concreting during hot weather.
D. Conform to the requirements of ACI 306.1-90 when concreting during cold weather.
E. Curing compounds and sealers shall be obtained from a single manufacturer.
F. Obtain cementitious materials from the same source throughout.
G. Mixing and placing concrete, see pertinent provisions of Division 01 sections.
H. Ready-mix concrete shall be mixed and delivered in accordance with the requirements of
ASTM C94 and all applicable requirements of CBC 2013. Each batch of concrete delivered at
the jobsite shall be accompanied by a time slip bearing departure time and signature of batch
plant supervisor. Concrete shall be placed within 90 minutes after start of mixing.
I. Store cement and aggregate materials so as to prevent their deterioration and/or intrusion by
foreign matter. Deteriorated or contaminated materials shall not be used for concrete.
1.06 REGULATORY REQUIREMENTS
A. Perform work in accordance with all applicable provisions of CBC 2013 (and all
supplements).
B. Perform all work in strict accordance with the applicable codes and regulations, especially
meeting all safety standards and regulations of CAL/OSHA. Provide additional measures,
added materials, and devices as may be needed or as directed by the owner’s representative at
no added cost to the owner.
1.07 COORDINATION
A. Coordinate work under pertinent provisions of Division 01 sections.
B. Coordinate the placement of joint devices with erection of concrete formwork and placement
of form accessories.
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PART 2 - PRODUCTS
2.01 GENERAL
A. Ready-Mixed Concrete: Mix and deliver in compliance with all applicable requirements of
CBC 2013 and ASTM C94.
B. Strength of Concrete: Unless noted otherwise on the drawings, all concrete shall have a
minimum compressive strength of 3,000 psi at 28 days.
2.02 CONCRETE MATERIALS
A. Cement: "Standard Specification for Portland Cement" ASTM C150, Type I or II. Cement
used shall correspond to that on which selection of concrete proportions was based.
B. Fine and Coarse Aggregates for Normal-Weight Concrete: ASTM C33, supplied from single
source and non-reactive.
C. Water: Water shall be potable and free from deleterious matter. Conform to ASTM C94.
2.03 ADMIXTURES
A. Concrete admixture(s) shall be standard brand approved by the SEOR and shall conform to
ASTM C260, ASTM C494 and applicable provisions of CBC 2013.
2.04 VAPOR BARRIER
A. Vapor Retarder: Minimum 15 mils thick low-permeance polyolefin sheet meeting or
exceeding all requirements of ASTM E1745, Class A. Acceptable products include:
1. “Griffolyn Reef 15 Mil” by Reef Industries Inc.
2. “Vapor Block 15” by Raven.
3. “Perminator 15” by Meadows.
4. “VB 350” by Barrier-Bac.
5. “Stego Wrap 15-Mil” by Stego Industries.
2.05 BONDING AGENT
A. Bonding Agent: "Weld-Crete", manufactured by the Larsen Products Corporation or
"Nitobond Acrylic" manufactured by Fosroc Inc., or equal.
B. Anti-Bonding Agent: "Thompson's Water Seal" as manufactured by A. E. Thompson, Inc.,
California or equal as approved in accordance with pertinent provisions of Division 01
sections.
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2.06 JOINT DEVICES AND FILLER MATERIALS
A. Expansion Joint Materials:
1. Fiber Filler; ASTM D1751, Home No. 300 manufactured by Homiest Co. distributed
by Concrete Tie Co., Los Angeles, California or "Williams Neoprene Type NN1" as
manufactured by Williams Products, Inc., or equal as approved in accordance with
pertinent provisions of Division 01 sections. Thickness as indicated on the contract
drawings. If not indicated then minimum ½ inch.
2. Asphaltic Sealer: ASTM D1190, Burke's No. 400 Sealing Compound, Enoco No.3074
(Polyflex) or Hunt's Seal-Flex 37 or equal as approved in accordance with pertinent
provisions of Division 01 sections.
B. Construction Joint Devices: Integral galvanized steel; formed to tongue and groove profile,
with removable top strip exposing sealant trough, knockout holes spaced at 6 inches, ribbed
steel spikes with tongue to fit top screwed edge.
C. Sealant and Primer: As specified in Section 07 92 00, green – Joint Sealers.
2.07 CONCRETE MIX
A. Provide a mix design per CBC 2013 section 5.3 by the approved testing laboratory, certified
by a registered Civil Engineer licensed in California based on strengths of the approved
materials, and meeting the requirements stated on the contract drawings. Water-cement ratio
shall not exceed 0.50 unless noted otherwise on the contract drawings or approved, in writing,
by SEOR.
B. Obtain SEOR approval for each mix design prior to use, including new mix designs required
to be prepared should there be a change in the materials being used.
C. Unless noted otherwise on the contract drawings, all concrete shall be normal-weight with 1”
aggregate and 4” slump.
D. Use accelerating admixtures in cold weather only when approved in the mix design. Use of
admixtures will not relax cold weather placement requirements.
E. Use set retarding admixtures during hot weather only when approved in the mix design.
F. Add air-entraining agent to normal weight concrete mix for work exposed to exterior and
when approved in the mix design.
2.08 CEMENT GROUT, DRY-PACK, AND NON-SHRINK GROUT
A. Cement Grout: Mix 1 part Portland cement, 2½ to 3 parts fine aggregate, and enough water
for required consistency. Depending on use, consistency may range from mortar consistency
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to a mixture that will flow under its own weight. Do not mix more than the amount that can
be used within 30 minutes. Retempering is not permitted. Use for leveling, preparing setting
pads, beds, construction joints (with liquid bonding admixture), filling nonstructural voids,
and similar uses. Do not use for grouting under bearing plates or structural members in place.
B. Dry-Pack: Mix 1 part Portland cement, 2 parts fine aggregate, and enough water to hydrate
cement and provide a mixture that can be molded with the hands into a stable ball (a stiff
mix). Do not mix more than the amount that can be used within 30 minutes. Use for patching
ties holes, honeycomb, and large surface defects in concrete.
C. Non-Shrink Grout:
1. Prepackaged, non-shrink, non-metallic, natural aggregate grout conforming to ASTM
C1107, Grade B or C. Grout shall be fluid with extended working times and
temperatures, capable of achieving at least 95% bearing under base plates and free of
gas-producing or gas-releasing agents. Use for grouting under bearing plates, structural
members, and similar areas with minimal clearances.
a. Master Flo 928 by Master Builders, Inc.
b. Hi-Flow Grout by Euclid Chemical Co.
c. Five Star Grout by U.S. Grout Corporation.
d. Upcon by the Upco Co.
e. Horn Non-Corrosive Non-Shrink Grout by Tamms Industries (A.C. Horn).
f. Sonogrout by Sonneborn Building Products.
g. Non-Ferrous, Non-Shrink Grout by Burke.
h. Or equal as approved in accordance with pertinent provisions of Division 01
sections.
2. Submit certified test data by an independent testing laboratory indicating compliance
with specified requirements and temperature and working time parameters of testing.
PART 3 - EXECUTION
3.01 EXAMINATION
A. Verify site conditions under pertinent provisions of Division 01 sections.
B. Verify requirements for concrete cover over reinforcement.
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C. Verify that anchors, seats, plates, reinforcement, and other items to be cast into concrete are
accurately placed, positioned securely, and will not cause hardship in placing concrete.
3.02 PREPARATION
A. Prepare previously placed concrete by cleaning with sandblasting or steel brush or water blast
to expose aggregate to minimum ¼” amplitude.
B. In locations where new concrete is doweled to existing work, drill holes in existing concrete,
insert steel dowels and epoxy as per manufacturer’s requirements. Sandblast the existing
concrete surface.
C. Coordinate the placement of joint devices with erection of concrete formwork and placement
of form accessories.
D. Under interior slabs-on-grade, install sub-base consisting of 4” of crushed rock, provide 1-
inch thick sand cushion and place vapor barrier, protect vapor barrier with an additional 2-
inch layer of moistened sand prior to slab placement. Seal all penetrations of vapor barrier
and joints as recommended by the manufacturer.
3.03 INSTALLATION
A. Placing concrete:
1. Place concrete immediately after it has been mixed. Concrete, which has not been
placed in final position in formwork within 90 minutes after water was first added to
the batch, shall be rejected and removed from the site.
2. Before placing any concrete in formwork, thoroughly clean and wash out forms with
water.
3. If earth at bottom of forms has dried out, rewet so the soil is moist, but free of standing
water and mud.
4. Convey concrete from mixer to final position by methods, which will prevent
separation or loss of materials.
5. Concrete shall not be dropped freely where reinforcing steel or other obstructions may
cause segregation. Maximum height of concrete free fall shall be 5 feet.
6. Regulate rate of placement so concrete surface is kept level throughout; a minimum
being permitted to flow from one area to another. Use tremie heads spaced at 10 feet
intervals (approximately) for placing concrete in walls. Control rate of placement
consistent with form design.
7. Deposit concrete in one continuous operation until section being placed has been
completed. For slabs placed in continuous operations for thicknesses greater than 12
inch, prevent excessive segregation of aggregate and high temperatures, in accordance
with ACI 304 and ACI 308.
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8. Place concrete during daylight hours, unless permitted otherwise by the SEOR.
9. Do not retemper concrete or use concrete that has stood more than 15 minutes after
leaving the mixer.
B. Consolidating concrete: Conform to ACI 309.
1. Use mechanical vibrating equipment for consolidation capable of at least 5000
impulses per minute. Be sure an adequate number of operating vibrator units are on
hand to properly consolidate quantity of concrete to be placed, including spares for
emergency use.
2. Vertically insert and remove hand-held vibrators at constant intervals 18 inch to 30
inch apart. Vibrate concrete the maximum amount and time required for complete
consolidation (without segregation) and release of entrapped air bubbles, but in no
instance exceed 15 seconds per square foot of exposed surface.
3. Do not use vibrators to transport concrete in forms.
4. Use of supplemental hand rodding and tamping is limited to where use of mechanical
vibrators is not practical.
C. Construction joints:
1. Upon completion of a formed pour, strike concrete smooth at top of formwork, and
prepare construction joints to receive next pour by removing entire surface paste to
expose aggregate.
2. Upon completion of a slab pour that will receive subsequent topping or additional
concrete, expose aggregate in top surface by brooming in two directions at right angle
to each other.
3. Before fresh concrete is deposited against or upon hardened concrete of formed pours,
sand-blast surfaces to remove all encrustations or laitance, exposing clean coarse
aggregate firmly embedded in mortar matrix.
4. Before fresh concrete is deposited against or upon hardened concrete of slab pours,
remove all encrustations or laitance from slab edges.
5. Dampen hardened concrete surfaces that will receive fresh concrete. Prepare per §2.A.
6. Make construction joints in exposed surfaces only at predetermined locations approved
by the Architect and the SEOR.
D. Control Joints:
1. 1½” deep and continuous sawed cut joints at 20’-0” on centers maximum (400 square
foot) each way, within 12 hours of slab pour. Grout fill after 28 days or “Burke”,
“Plastic Zip Strip Joint Former” or equal.
3.04 DEFECTIVE CONCRETE
A. Concrete shall be deemed defective when:
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1. Tests on core or prism specimens fail to show specified strengths.
2. Not formed as indicated or detailed.
3. Not plumb or level where so indicated or required to receive subsequent work.
4. Not true to intended grades and levels.
5. Cut, filled, or resurfaces, unless under direction of the SEOR.
6. Debris is embedded therein.
7. Not fully in conformance with provisions of the contract documents.
8. Damaged by hot or cold weather conditions.
9. Mixing time exceeds 90 minutes from ready-mix plant to the time of deposit.
B. Remove and replace defective concrete or adequately strengthen and resurface in a manner
acceptable to the SEOR.
C. Cosmetic repair of minor defects in exposed concrete surfaces shall be in a manner
acceptable to the Architect.
3.05 CONCRETE FINISHING AND CURING
A. Comply with pertinent provisions of Section 03 39 00.
3.06 FIELD QUALITY CONTROL
A. Molded Cylinder Tests: See pertinent provisions of Division 01 sections for Quality Control
Requirements and Testing & Inspection Requirements.
1. The owner’s inspector shall prepare cylinders. Each cylinder shall be dated, given a
number, point in structure from which sample was taken, mix design number, mix
design strength and result of accompanying slump test noted.
2. Separate tests of molded concrete cylinders taken at same place and time shall be made
at age of 7 days and 28 days. A strength test shall be the average of the compressive
strength of 2 cylinders, made from the same sample of concrete and tested at 28 days
or at test age designated for determination of f'c
3. Test cylinders shall be made at the jobsite and stored at the testing laboratory in
accordance with ASTM C31, and tested in accordance with ASTM C39.
.
B. Core Test: At request of the owner’s inspector, cores of hardened concrete shall be cut from
portions of hardened structures for testing, in accordance with ASTM C42.
1. Cores shall be taken at representative places throughout the structure as designated by
the owner’s representative and shall be at least 4" in diameter.
2. Where cores have been cut from work, contractor shall fill void with dry-pack and
patch the finish to match the adjacent existing surfaces.
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C. Concrete Consistency: Measure consistency in accordance with ASTM C143. This test shall
be made by the owner’s inspector twice every day or partial day's run of the mixer.
D. Adjustment of Mix: Should the strength of any grade of concrete for any portion of work, as
indicated by molded test cylinders, fall below the minimum 28-day compressive strength
specified on the construction documents, the SEOR will direct the testing laboratory to adjust
the concrete mix for remaining portion of construction so that the resulting concrete meets the
minimum strength requirements.
3.07 PATCHING
A. Allow owner’s representative to inspect concrete surfaces immediately upon removal of
forms.
B. Excessive honeycomb or embedded debris in concrete is not acceptable. Notify the owner’s
representative upon discovery.
C. Concrete slabs which have high or low spots and which are supposed to receive the resilient
floor covering or soft floor covering, shall have surfaces repaired. High spots shall be honed,
or ground with power-driven machines to required levels. Low spots shall be filled with latex
under-layment, applied in strict compliance with manufacturer's instructions.
D. Holes resulting from form ties or sleeve nuts shall be solidly packed completely, through all
exterior walls, by pressure grouting with cement grout, as specified. Grouted holes on
exposed surfaces shall be screeded off flush and finished to match adjoining surfaces.
3.08 CEMENT GROUT, DRY-PACK, AND NON-SHRINK GROUT
A. Cement grout: Thoroughly mix sufficient quantities to avoid combing different batches of
grout mix. Ensure that grout completely fills all spaces and voids. Level, screed, or cut flush
excess grout to produce smooth, neat, even exposed surfaces.
B. Dry-pack: Thoroughly blend dry ingredients prior to mixing with water. Forcibly pack
mixture to completely fill voids and spaces.
C. Non-shrink grout: Mix and install in accordance with manufacturer’s instructions.
END OF SECTION
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LIGHT WEIGHT CONCRETE SECTION 03 31 30 - 1
SECTION 03 31 30 - LIGHTWEIGHT STRUCTURAL CONCRETE
PART 1 - GENERAL
1.01 SUMMARY
A. Section includes lightweight structural concrete on steel deck.
B. Related Sections: 1. Pertinent Sections of Division 01. 2. Section 03 10 00 – Concrete Forms and Accessories.
3. Section 03 20 00 – Concrete Reinforcement. 4. Section 03 30 00 – Cast-In-Place Concrete.
5. Section 03 39 00 – Concrete Curing.
6. Section 05 31 00 – Metal Decking.
1.02 REFERENCES
C. ACI 301: Specifications for Structural Concrete.
D. ACI 302.1R-04: Guide for Concrete Floor and Slab Construction.
E. ACI 304R-00: Guide for Measuring, Mixing, Transporting, and Placing Concrete.
F. ACI 308R-01: Guide to Curing Concrete.
G. ACI 318-05: Building Code Requirements for Structural Concrete and Commentary.
H. ACI Manual of Concrete Practice.
I. ASTM C31: Standard Practice for Making and Curing Concrete Test Specimens in the Field.
J. ASTM C39: Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.
K. ASTM C42: Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of
Concrete.
L. ASTM C88: Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate.
M. ASTM C94: Standard Specification for Ready-Mix Concrete.
N. ASTM C131: Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by
Abrasion and Impact in the Los Angeles Machine.
O. ASTM C143: Standard Test Method for Slump of Hydraulic Cement Concrete.
P. ASTM C150: Standard Specification for Portland Cement.
Q. ASTM C172: Standard Practice for Sampling Freshly Mixed Concrete.
R. ASTM C260: Standard Specification for Air-Entraining Admixtures for Concrete.
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S. ASTM C330: Standard Specification for Lightweight Aggregates for Structural Concrete.
T. ASTM C494: Standard Specification for Chemical Admixtures for Concrete.
U. CBC 2013: 2013 California Building Code, California Code of Regulations, Title 24 (all parts, all
volumes, including all supplements).
1.03 SUBMITTALS
A. Comply with pertinent provisions of Section 03 30 00.
1.04 QUALITY ASSURANCE
A. Comply with pertinent provisions of Section 03 30 00.
1.05 REGULATORY REQUIREMENTS
A. Comply with pertinent provisions of Section 03 30 00.
1.01 DELIVERY, STORAGE, AND HANDLING
A. Comply with pertinent provisions of Division 01 sections.
PART 2 - PRODUCTS
2.01 GENERAL
A. Ready-Mixed Concrete: Mix and deliver in accordance with the requirements of CBC 2013 and with
ASTM C94.
B. Strength of Lightweight Concrete: All lightweight concrete shall have minimum 28-day strength as noted in the contract drawings.
C. Air-Dry Unit Weight of Lightweight Concrete: Air-dry unit weight of lightweight concrete shall be
108 pounds per cubic foot (pcf) with a tolerance of ±2 pcf.
D. Plastic Unit Weight of Lightweight Concrete: Plastic unit weight of lightweight concrete shall be 122
pcf maximum (12 pcf more than Air-Dry Unit Weight).
E. Entrained Air Content: Entrained air content shall be 6% with a tolerance of ±1.5%.
F. Loose Unit Weight (LUW) of Lightweight Aggregate: LUW of lightweight aggregate shall be 59 pcf
with a tolerance of ±2 pcf.
G. Specific Gravity of Lightweight Aggregate: Specific gravity of lightweight aggregate shall be 1.7 with a tolerance of ±0.1.
2.02 CONCRETE MATERIALS
A. Cement: Comply with pertinent provisions of Section 03 30 00.
B. Fine and Coarse Aggregates:
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1. Provide fine aggregate complying with pertinent provisions of Section 03 30 00.
2. Coarse aggregates:
a. Provide ½” expanded clay or shale aggregates produced by the rotary kiln process and complying with ASTM C330.
b. Provide aggregates having a loss of not more than 8% if tested by sodium sulfate solution and 10% if tested by magnesium sulfate solution, all in accordance with ASTM C88.
C. Water: Comply with pertinent provision of Section 03 30 00.
2.03 ADMIIXTURES
A. Comply with pertinent provisions of Section 03 30 00.
2.01 CONCRETE MIXES
A. Comply with pertinent provisions of Section 03 30 00 except coarse aggregates shall comply with the applicable requirements of this specification.
B. Provide a mix design using Method-B prepared by the approved testing laboratory, certified by a
registered Civil Engineer licensed in California based on strengths of the approved materials, and meeting the requirements stated on the contract drawings. Water-cement ratio shall not exceed 0.50
unless noted otherwise on the contract drawings or approved, in writing, by Structural-Engineer-of-
Record (SEOR).
C. Obtain SEOR approval for each mix design prior to use, including new mix designs required to be
prepared should there be a change in materials being used.
PART 3 - EXECUTION
3.01 EXAMINATION
A. Examine the areas and conditions under which work of this section will be performed. Correct conditions detrimental to timely and proper completion of the work. Do not proceed until
unsatisfactory conditions have been corrected.
3.02 PLACING, CONSOLIDATING, CURING AND FINISHING
A. Comply with pertinent provision of Sections 03 30 00 and 03 39 00.
3.03 BATCH PLANT INSPECTION REQUIREMENTS
A. Lightweight aggregate supplier shall provide to the batch plant either a certification or material tickets for each delivery load indicating the loose unit weight (LUW) of lightweight aggregate.
B. The batch plant inspector shall verify certificate of lightweight aggregate per ASTM C330 for LUW and specific gravity.
C. Any variations in the concrete mix shall be reported to the batch plant inspector to allow for necessary
plant adjustments to bring the concrete mix within tolerances specified herein.
3.04 ON-SITE INSPECTION REQUIREMENTS
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A. Concrete samples shall be collected at discharge of the truck chute before pumping concrete to determine compliance with the specified design values. Representative samples from first load to the
project site shall be collected at the truck chute and at the final placement location. This is a
differential sample check which will determine the tolerance differences for the slump, entrained air content, and plastic unit weight at each end of the pumping system.
B. The air-dry unit weight of lightweight concrete at equilibrium will be approximately 12 pcf lower than the plastic unit weight, as a quick check, measured in the field just prior to placement. The plastic unit weight shall be verified by test on the first load delivered to the project each day prior to placement,
and then whenever strength test samples are taken during placement. Variations, outside of tolerances indicated elsewhere in this specification, shall be immediately reported to the batch plant for making
necessary adjustments.
C. Entrained air content shall be verified by rollometer test at the batch plant on the first load prior to sending concrete to the project each day prior to placement and then whenever strength test samples
are taken at the project site during placement. The first load delivered to the project site shall be
verified by rollometer at the point of placement to verify the change from discharge at the truck to the placement at end of hose system.
D. Lubricating grout used in priming the concrete pump may be used in the concrete pour provided the
slurry conforms to Manual of Concrete Practice, Chapter – 9, §9.5. Minimum lubricating film shall be concrete with cement content 100 to 200 pounds higher than the concrete specified or the specified
mix, less the coarse aggregate. This procedure eliminates the need to dispose of excess lubricating
grout.
END OF SECTION 03 31 30
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CONCRETE CURING SECTION 03 39 00 - 1
PART 1 - GENERAL
SECTION 03 39 00 - CONCRETE CURING
1.01 SUMMARY
A. Section includes initial and final curing for cast-in-place concrete and structural lightweight
concrete.
B. Related Sections:
1. Pertinent Sections of Division 01.
2. Section 03 10 00 – Concrete Forms and Accessories.
3. Section 03 30 00 – Cast-In-Place Concrete.
4. Section 03 31 30 – Lightweight Structural Concrete.
1.02 REFERENCES
A. ACI 301: Specification for Structural Concrete.
B. ACI 302.1R-04: Guide for Concrete Floor and Slab Construction.
C. ACI 302.2R-06: Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring
Materials
D. ACI 308R-01: Guide to Curing Concrete.
E. ACI 318-11: Building Code Requirements for Structural Concrete and Commentary.
F. ASTM C171: Standard Specification for Sheet Materials for Curing Concrete.
G. ASTM C309: Standard Specification for Liquid Membrane-Forming Compounds for Curing
Concrete.
H. ASTM D2103: Standard Test Methods for Volatile Loss from Plastics Using Activated
Carbon Methods.
I. CBC 2013: 2013 California Building Code, California Code of Regulations, Title 24, Part 2,
Volume 2 of 2 (including all supplements).
1.03 SUBMITTALS
A. Submit under pertinent provisions of Division 01.
B. Product Data: Provide data on curing compounds, compatibilities, and limitations.
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CONCRETE CURING SECTION 03 39 00 - 2
1.04 QUALITY ASSURANCE
A. Perform work in accordance with ACI 301, ACI 302, ACI 308, and all other applicable
codes.
1.05 REGULATORY REQUIREMENTS
A. Perform work in accordance with CBC 2010, Chapter 19.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, protect, and handle products under pertinent provisions of Division 01
sections.
B. Deliver curing materials in manufacturer's packaging including application instructions.
PART 2 - PRODUCTS
2.01 MATERIALS
A. Membrane Curing Compound: ASTM C309 Type 1.
B. Water: Potable, not detrimental to concrete.
PART 3 - EXECUTION
3.01 EXAMINATION
A. Verify that substrate surfaces are ready to be cured.
3.02 EXECUTION - HORIZONTAL SURFACES AND VERTICAL SURFACES
A. Concrete shall be maintained above 50°F and in a moist condition for at least the first 7 days
after placing except that high early strength concrete shall be maintained in such a condition
for at least the first 3 days.
B. Before applying curing paper, interior floor treated with colored hardener shall be given a
heavy protective coat of colored wax left unpolished and then immediately covered with
paper. If wax is not applied within two hours after final troweling, concrete shall be sprayed
with a fine water mist and kept continuously moist until wax is applied, unless spraying is not
recommended by hardener manufacturer. After all other work, including plastering and
painting, has been completed, curing paper shall be removed, and waxed floors cleaned of
protective wax coating. Clean all floors to their original condition.
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C. Forms containing concrete, top of concrete between forms, and all exposed concrete surfaces
after removal of forms shall be maintained in a thoroughly wet condition for not less than 7
consecutive days after placing. Alternatively, spray-applied curing compounds can be used
upon approval from the architect and Structural-Engineer-of-Record (SEOR).
D. If weather is hot or surface has dried out, spray surface of concrete slabs and paving with fine
mist of water, starting not later than 2 hours after final troweling and continuing until sunset.
Surface of finish shall be kept continuously wet until curing medium has been applied.
E. Spraying: Spray water over floor slab areas and maintain wet for 7 days.
F. Spray-applied or other curing compounds may be used upon approval from the architect and
SEOR.
3.03 PROTECTION OF FINISHED WORK
A. Protect finished work under pertinent provisions of Division 01 sections.
B. Do not permit traffic over unprotected floor surface.
3.04 SCHEDULES
A. Storage Area Slabs: Absorptive mats, burlap-polyethylene type.
B. All other Floor Areas: Membrane curing compound, acrylic type, translucent color.
END OF SECTION
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STRUCTURAL STEEL SECTION 05 12 00 - 1
PART 1 - GENERAL
SECTION 05 12 00 STRUCTURAL STEEL
1.01 SUMMARY
A. Section includes structural steel fabrication and structural steel erection.
B. Related Sections:
1. Pertinent Sections of Division 01. 2. Section 03 30 00 – Cast-in-Place Concrete. 3. Section 05 12 10 – Welding.
1.02 REFERENCES
A. AISC: Code of Standard Practice for Steel Buildings and Bridges.
B. AISC: Design, Fabrication, and Erection of Structural Steel for Buildings.
C. AISC: Steel Construction Manual (13th
D. ANSI/AISC 358-10: Prequalified Connections for Special and Intermediate Steel Moment
Frames for Seismic Applications.
Edition).
E. ANSI/AISC 360-10: Specifications for Structural Steel Buildings.
F. ANSI B18.22.1: Plain Washers.
G. ASTM A6: Standard Specification for General Requirements for Rolled Structural Steel Bars,
Plates, Shapes, and Sheet Piling.
H. ASTM A36: Standard Specification for Carbon Structural Steel.
I. ASTM A53: Standard Specification for Pipe, Steel, Black, and Hot-Dipped, Zinc-Coated,
Welded and Seamless.
J. ASTM A108: Standard Specification for Steel Bars, Carbon and Alloy, Cold-Finished.
K. ASTM A307: Standard Specification for Carbon Steel Bolts and Studs, 60 000 psi Tensile
Strength.
L. ASTM A449-04be1: Specification for Hex Cap Screws, Bolts, and Studs, Steel, Heat Treated,
120/105/90 ksi Minimum Tensile Strength, General Use.
M. ASTM A500: Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes.
N. ASTM A563: Standard Specification for Carbon and Alloy Steel Nuts.
O. ASTM A572: Standard Specification for High Strength Low-Alloy Columbium-Vanadium
Structural Steel.
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P. ASTM A992: Standard Specification for Structural Steel Shapes.
Q. ASTM F436: Standard specification for Hardened Steel Washers.
R. ASTM F959: Standard Specification for Compressible-Washer-Type Direct Tension
Indicators for Use with Structural Fasteners.
S. ASTM F1554: Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield
Strength.
T. ASTM F1852: Standard Specification for “Twist-Off” Type Tension Control Structural Bolt/Nut/Washer Assemblies, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength.
U. AWS A5.01: Filler Metal Procurement Guidelines.
V. AWS D1.1: 2010: Structural Welding Code – Steel.
W. AWS D1.8: 2009: Structural Welding Code – Seismic Supplement.
X. AWS D5.4: Recommended Practices for Stud Welding.
Y. CBC 2013: 2013 California Building code, California Code of Regulations, Title 24, Part 2,
Volume 2 of 2 (including all supplements).
Z. IFI 136: Studs and Bent Bolts.
AA. SSPC SP3: Power Tool Cleaning.
1.03 SUBMITTALS
A. Comply with pertinent provisions of Division 01.
B. Product data: Submit the following within 30 calendar days after the contractor has received
the owner’s Notice to Proceed:
1. Certified copies of material test reports, commonly called mill test reports, for all structural steel used on the project. Material test reports shall comply with the
requirements of ASTM A6, shall cover chemical and physical properties, and shall be
accompanied by a Certificate of Compliance from the fabricator. 2. Producers’ or manufacturers’ specifications, certifications, and installation
recommendations for the following products, including laboratory test reports and other data required to prove compliance with these specifications: a. Unfinished bolts and nuts,
b. Structural steel primer paint. 3. The contractor shall submit written procedures for the pre-installation testing,
installation, snugging, pre-tensioning, and post-installation inspection of fasteners. The
procedure(s) shall meet all requirements of the RCSC Specification and the project documents. Procedures need be submitted only for the method(s) of installation to be
used by the contractor, which may include the turn-of-nut, calibrated wrench, twist-off
type tension control bolt, and direct tension indicator methods. 4. Shop drawings including complete details and schedules for fabrication and shop
assembly of members.
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C. Include details of cuts, connections, camber, holes, and other pertinent data;
D. Indicate welds by AWS symbols, and show size, type, and length of weld;
E. Provide setting drawings, templates, and directions for installing anchor bolts and other
required anchors;
F. Identify details by reference to sheet and detail number of the structural drawings.
1.04 QUALITY ASSURANCE
A. Use adequate numbers of skilled workmen thoroughly trained and experienced in the necessary crafts and completely familiar with the specified requirements and methods needed
for proper performance of the work of this Section.
B. Qualify welding processes and welding operators in accordance with specification section 05
12 10.
1.05 REGULATORY REQUIREMENTS
A. Perform work in accordance with CBC 2013, Chapter 22, and all other applicable AISC
codes and standards.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Comply with pertinent provisions of Division 01.
B. Delivery and storage:
1. Deliver materials to the job site properly marked to identify the location for which they are intended.
2. Use markings corresponding to markings shown on the approved shop drawings.
3. Store in a manner to maintain identification and to prevent damage.
PART 2 - PRODUCTS
2.01 MATERIALS
A. Rolled shapes W10 and smaller, angles, channels, and miscellaneous shall comply with ASTM A-36 unless noted otherwise on the drawings.
B. Steel tube: Comply with ASTM 500, Grade B.
C. Fasteners shall conform to the ASTM standards, as applicable, for the strength, grade and/or type shown on the contract drawings.
1. A307 Standard Specification for Carbon Steel Bolts & Studs, 60,000 PSI Tensile Strength.
2. A449-04be1 Specification for Hex Cap Screws, Bolts, and Studs, Steel, Heat
Treated, 120/105/90 ksi Minimum Tensile Strength. 3. A563 Standard Specification for Carbon and Alloy Steel Nuts.
4. F436 Standard Specification for Hardened Steel Washers.
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5. F959 Standard Specification for Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners.
6. F1554 Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield
Strength.
D. Shear connectors (shear studs): Stud shear connectors shall be AWS D1.1 “Type B” headed
studs made from ASTM A108, Grade 1015 or 1020, cold-finished carbon steel with dimensions complying with AWS D1.1 for the type and sizes shown. The contractor shall submit the following items:
1. Stud manufacturer’s certifications that the studs, as supplied, meet the requirements of AWS D1.1, Sections 7.2 and 7.3;
2. Certified copies of the stud manufacturer’s test reports covering the last completed set
of in-plant quality control mechanical tests for the diameter supplied, and; 3. Certified material test reports from the steel supplier indicating diameter, chemical
properties and grade on each heat number supplied.
4. The stud manufacturer’s certifications shall be accompanied by a Certificate of Compliance from the contractor.
E. Primer: Use “10-99 Tnemec Primer”, “Rustoleum No. 5769 Primer”, or equal approved in
advance by the Architect.
F. Galvanizing: Where indicated on the structural drawings, steel shall be galvanized by the hot-
dip process after fabrication. Conform to ASTM A123, with average weight per square foot
of 2.0 ounces and not less than 1.8 ounces per square foot. All exterior steel, that will remain exposed, shall be galvanized unless otherwise indicated.
G. Non-Shrink Grout: In accordance with Section 03 30 00.
2.02 FABRICATION
A. Shop fabrication and assembly:
1. Fabricate items of structural steel in accordance with AISC specifications, and as indicated on the approved shop drawings. 2. Properly mark and match-mark materials for field assembly and for identification as to
location for which intended. 3. Fabricate for delivery sequence that will expedite erection and minimize field handling of materials.
4. Where finishing is required, complete the assembly, including welding of units, before start of finishing operations.
5. Provide finish surfaces of members exposed in the final structure free from markings,
burrs, and other defects.
B. Connections:
1. Provide bolts and washers of types and sizes required for completion of field erection. 2. High strength bolted construction:
a. Install high strength threaded fasteners in accordance with AISC “Specifications
for Structural Joints Using ASTM A325 or A490 Bolts.” b. Use A325SC bolts unless noted otherwise.
3. Welded construction: Comply with the requirements of specification 051210.
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4. Assemble and weld built-up sections by methods that will produce true alignment of axes without warp.
C. Holes for other work:
1. Provide holes required for securing other work to structural steel framing, and for passage of other work through steel framing members, as shown on the approved shop
drawings. 2. Provide threaded nuts welded to framing, and other specialty items as shown, to receive other work.
3. Cut, drill, or punch holes perpendicular to metal surfaces. 4. Do not flame cut holes or enlarge holes by burning.
5. Drill holes in bearing plates.
2.03 SHOP PAINTING
A. General:
1. Shop paint structural steel work, except those members or portions of members to be
embedded in concrete, mortar or covered by fireproofing. 2. Paint embedded steel, which is partially exposed on the exposed portions, and the
initial 2” of embedded areas only.
3. Do not paint surfaces that are to be welded or high-strength bolted with friction type connections.
4. Apply two coats of paint to surfaces that are inaccessible after assembly or erection.
Change color of the second coat to distinguish it from the first.
B. Surface preparation:
1. After inspection and before shipping, clean steelwork to be painted.
2. Remove loose rust, loose mill scale, and spatter, slag, and flux deposits. 3. Clean steel in accordance with Steel Structures Painting Council SP-3, “Power Tool
Cleaning”.
C. Painting: 1. Immediately after surface preparation, apply structural steel primer paint in accordance
with the manufacturer’s recommendations and at a rate to provide a uniform dry film thickness. 2. Use painting methods that will result in full coverage of joints, corners, edges, and
exposed surfaces.
PART 3 - EXECUTION
3.01 SURFACE CONDITIONS
A. Examine the areas and conditions under which work of this Section will be performed. Correct conditions detrimental to timely and proper completion of the Work. Do not proceed
until unsatisfactory conditions have been corrected.
3.02 ERECTION
A. Comply with AISC specifications and “Code of Standard Practice”, except as may be
modified herein.
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B. Anchor bolts: 1. Provide anchor bolts and other connectors required for securing structural steel to
foundations and other in-place work.
2. Provide templates and other devices necessary for presetting bolts and anchors to accurate locations.
C. Bases and Bearing Plates: Shop weld to columns and members attached to concrete.
D. Gas Cutting: 1. Do not use gas cutting torches for correcting fabricating errors in the structural
framing. 2. Cutting will be permitted only in secondary members as acceptable to the SEOR.
3. When gas cutting is permitted, finish the gas cut section to a sheared appearance
acceptable to the SEOR.
E. Surveys:
1. Establish permanent benchmarks necessary for accurate erection of structural steel.
2. Check elevations of concrete surfaces, and locations of anchor bolts and similar items, before erection proceeds.
F. Temporary Shoring and Bracing:
1. Provide temporary shoring and bracing members with connections of sufficient strength to bear the imposed loads.
2. Provide temporary guy lines to achieve proper alignments of the structure as erection
proceeds. 3. Remove temporary connections and members when permanent members are in place
and the final connections have been made.
G. Setting Bases and Bearing Plates: 1. Clean concrete bearing surfaces free from bond-reducing materials, and then roughen
to improve bond to the surface. 2. Clean the bottom surface of base and bearing plates. 3. Set loose and attached base plates and bearing plates for structural members in wedges
or other adjusting devices. 4. Tighten anchor bolts after the supported members have been positioned and plumbed. 5. Do not remove wedges or shims but, if protruding, cut off flush with the edge of the
base or bearing plate prior to packing with grout. 6. Pack grout solidly between bearing surfaces and bases or plates to assure that no voids
remain.
7. Finish exposed surfaces, protect installed materials, and allow curing in strict compliance with the manufacturer’s recommendations as approved by the SEOR.
H. Field Assembly:
1. Set structural frames accurately to the lines and elevations indicated. 2. Align and adjust members forming part of a complete frame or structure before
fastening permanently.
3. Clean the bearing surface, and other surfaces that will be in permanent contact, before assembly.
4. Adjust as required to compensate for discrepancies in elevation and alignment.
5. Level and plumb individual members of the structure within specified AISC tolerances.
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6. Establish required leveling and plumbing measurements on the mean operating temperature of the structure, making allowances for the difference between
temperature at time of erection and the mean temperature at which the structure will be
when completed and in service. 7. Comply with AISC specifications for bearing, adequacy of temporary connections,
alignment, and the removal of paint on surfaces adjacent to welds.
3.03 TESTING AND INSPECTING
A. Testing:
1. The owner’s selected testing laboratory will pick up specimens and make required tests.
2. Cost of procuring test specimens at locations more than 50 miles from the job site will
be paid by the owner and backcharged to the contractor. 3. Costs of tests of identified stock will be paid by the owner; except that if a test fails to
comply with the specified requirements, the cost of testing will be paid by the owner
and backcharged to the contractor. 4. Costs of tests of unidentified stock will be paid by the owner and backcharged to the
contractor.
B. Test Specimens: 1. Test specimens shall be furnished by the steel fabricator, and shall be taken under the
direction of the owner’s selected testing laboratory.
2. Each specimen shall be machined by the owner’s selected testing laboratory to dimensions required by ASTM A370.
3. Cost of procuring, making, and machining test specimens shall be considered test costs
as defined above.
C. Identification and Tests:
1. If structural steel can be identified by heat or melt numbers and is accompanied by mill certificates indicating compliance with the requirements of §2.01 of this specification section, secondary testing is not required.
2. If structural steel cannot be identified or if its source is questionable, then a. For gravity members (i.e. elements not part of SFRS):
3. Additional tests may be required when deemed necessary by the Architect or SEOR.
One tension test and one
bend test shall be made for each 4500 kg (5 tons) or fractional part thereof.
D. Inspection:
1. A complete four-sided inspection of steel will be made when required by the Architect.
2. Cost of inspecting will be paid by the owner subject to the same provisions made above for tests.
3. If, after fabrication and inspection, the work of this Section is found to be defective and
to require re-inspection, cost of such re-inspection will be paid by the owner and backcharged to the contractor.
4. Provide labor, equipment, and facilities needed to move and handle the materials to be
inspected.
E. Access: Provide access for the testing agencies and inspectors to places where structural steel
work is being fabricated or produced, so that required testing and inspecting may be accomplished.
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F. Erection Inspecting: 1. The owner’s testing and inspecting agency will inspect high strength bolted
connections, will visually inspect field welded connections, will perform such
additional tests and inspection of field work as are required by the Architect, and will prepare test reports for the Architect’s review.
2. The testing agency will conduct and interpret the tests, and will state in each report whether the inspected work complies with the requirements, specifically stating all deviations therefrom.
G. Corrections: 1. Correct deficiencies in structural steel work that inspections and test reports indicate do
not comply with the specified requirements.
2. Perform additional tests required to reconfirm noncompliance of the original work and to show compliance of corrected work, all at no additional cost to the owner.
3.04 FIELD PAINTING
A. General: 1. Prepare surfaces in a manner appropriate to the condition, and as approved by the
Architect.
2. Clean spots and surfaces where primer coats have been removed, damaged, or burned off, and clean field bolts and other field connections not concealed in the finished
Work.
3. Remove dirt, oil, and grease. 4. Apply a spot coat of the approved primer.
5. Do not apply paint to wet, damp, oily, or improperly prepared surfaces.
B. Notify the architect when the work of this section is ready to receive field painting. 1. Secure inspection and approval by the Architect prior to field painting.
2. Using spray or brush, as recommended by the manufacturer of the approved paint material, fill all joints and corners and cover the surfaces with a smooth unbroken film of at least 1.5 dry mils thickness.
3.05 TOUCH-UP
A. After erection, spots or surfaces, where paint has been removed, damaged, or burned off and
field rivets, bolts, and other field connections not concealed in work, shall be cleaned of dirt,
oil, grease, and burned paint and given a spot coat of same primer used for shop priming.
B. Damaged galvanized surfaces shall be coated with Galvalloy, Galvabar, or equal. Heat the
damaged surfaces to approximately 600 degrees Fahrenheit. Rub alloy bar over heated
surface. Paint is not acceptable.
END OF SECTION
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WELDING SECTION 05 12 10 - 1
PART 1 - GENERAL
SECTION 05 12 10 - WELDING
1.01 SUMMARY
A. Work included in this section:
1. Provide welding of structural steel. This includes both field and shop welding. 2. All welding shall be performed in full accordance with AWS D1.1: 2006, except as
supplemented or modified by this specification. Reiteration or amplification of code
provisions as contained in this specification shall not reduce the necessity of compliance with all other code requirements.
3. Amendments to AWS D1.1: 2006:
B. Related Sections: 1. Pertinent Section of Division 01.
2. Section 05 12 00: Structural Steel.
1.02 REFERENCES
A. ANSI/AISC 341s1-10: Seismic Provisions for Structural Steel Buildings (Including
Supplement No. 1).
B. ANSI/AISC 358-10: Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications.
C. ANSI/AISC 360-10: Specifications for Structural Steel Buildings.
D. ASTM A435: Standard Specification for Straight Beam Ultrasonic Examination of Steel
Plates.
E. ASTM A898: Standard Specification for Straight Beam Ultrasonic Examination of Rolled Steel Structural Shapes.
F. ASTM E114: Standard Practice for Ultrasonic Pulse-Echo Straight Beam Examination by the
Contact Method.
G. ASTM E164: Standard Practice for Ultrasonic Contact Examination of Weldments.
H. ASTM E329: Standard Specification for Agencies Engaged in the Testing and/or Inspection
of Materials Used in Construction.
I. ASTM E543: Standard Practice for Agencies Performing Nondestructive Testing.
J. ASTM E587: Standard Practice for Ultrasonic Angle-Beam Examination by the Contact
Method.
K. ASTM E1212: Standard Practice for Quality Management Systems for Nondestructive
Testing Agencies.
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L. ANSI/ASNT CP-189-1995: ASNT Standard for Qualification and Certification of
Nondestructive Testing Personnel.
M. ASNT Recommended Practice No. SNT-TC-1A: Personnel Qualification and Certification in
Nondestructive Testing, 1995.
N. AWS A5.01: Filler Metal Procurement Guidelines.
O. AWS C4.1: Criteria for Describing Oxygen-Cut Surfaces, and Oxygen Cutting Surface
Roughness Gauge.
P. AWS D1.1: 2010: Structural Welding Code – Steel.
Q. AWS D1.8: 2009: Structural Welding Code – Seismic Supplement.
R. CBC 2013: 2013 California Building Code, California Code of Regulations, Title 24, Part 2,
Volume 2 of 2 (including all supplements).
1.03 SUBMITTALS
A. Welding Procedure Specification (WPS)
1. All WPS’s shall be submitted to the Structural-Engineer-of-Record (SEOR) for review prior to use. Allow four
2. For WPSs that have been qualified by test, the supporting Procedure Qualification Record (PQR) shall be submitted to the SEOR for review.
weeks for review time.
3. All WPSs shall be submitted on legal-size (i.e. 8½” x 14”) paper.
B. Submit currently valid certificate issued by an independent testing agency for all welders, welding operators, and tack welders for review by Inspector-of-Record (IOR).
C. Submit qualification credentials of all inspectors for review by IOR.
D. Submit to the SEOR for approval, a step-by-step welding sequence for the field welding of each connection type.
1.04 QUALITY CONTROL (QC) & QUALITY ASSURANCE (QA)
A. Standards Latest Edition, unless noted otherwise: 1. American Welding Society
a. Structural Welding Code (AWS D1.1: 2010)
b. Structural Welding Code – Seismic Supplement (AWS D1.8: 2009) 2. American Institute of Steel Construction
a. ANSI/AISC 341s1-10
b. ANSI/AISC 360-10
B. Welder Qualification:
1. All welders, welding operators, and tack welders must have been qualified by test with
the largest diameter electrodes to be used on the work and must hold a currently valid certificate, issued by an independent testing agency, to perform the type of welds
required by the work; including the process, position, and thickness of materials used. 2. All welders on the project shall be capable of understanding and following the requirements of the written WPS.
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3. Each welder employed on the project shall understand all the requirements of this
welding specification before welding on the project.
1.05 REGULATORY REQUIREMENTS
A. Perform work in accordance with CBC 2013, Chapter 22, including all supplements.
B. ANSI/AISC 341s1-10.
C. AWS D1.1: 2010, Structural Welding Code – Steel.
PART 2 - PRODUCTS
2.01 WELDING PROCESSES
A. Welding Procedure Specifications (WPS) corresponding to SMAW, SAW, GMAW (except
GMAW-S), and FCAW processes, which conform to all of the provisions of Chapter – 3 of
AWS D1.1 shall be deemed as prequalified and can be used without performing WPS qualification tests for the process. Any deviation from the prequalified WPS requirements
shall necessitate qualification by test.
B. FCAW and GMAW done with prequalified WPSs shall be performed using constant voltage (CV) power supplies.
C. Where ESW-NGI process is used, the joints must be positioned in vertical or near-vertical position.
2.02 MATERIALS
A. Filler metals shall conform to the requirements of latest edition of ANSI/AWS Specifications for electrodes and shall provide Charpy V-Notch (CVN) impact energy of 20 ft–lbs. at minus
20
B. Testing of each lot to be used in production shall be performed on each filler metal manufacturer’s production lot (i.e. Production Lot Testing), as defined in AWS A5.01, as
follows:
degrees F and 40 ft-lbs. at 70 degrees F.
1. Class C3 or C4 for SMAW electrodes, 2. Class S4 for solid GMAW and SAW electrodes,
3. Class T4 for FCAW and composite GMAW electrodes,
4. Class F2 for SAW fluxes.
C. Filler metals shall be provided in packaging that limits the ability of the electrode to absorb
moisture. Electrode from packaging that has been punctured or torn shall be dried in
accordance with the manufacturer’s recommendations, or shall not be used. Modification or lubrication of the electrodes after manufacture is prohibited, except that drying is permitted in
accordance with manufacturer’s recommendations.
D. For FCAW electrodes, the permissible exposure time after removal from protective packaging shall not exceed the time recommended by the manufacturer. Overexposed FCAW
electrodes shall be either dried in accordance with the electrode manufacturer’s recommendations or shall not be used.
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PART 3 - EXECUTION
3.01 WELDING PROCEDURE SPECIFICATIONS (WPSs):
A. All welding shall be performed in strict adherence to a written WPS, whether the WPS is
prequalified or whether it has been qualified by test. All applicable parameters in Table 3.7 in
AWS D1.1 shall be complied with for prequalified WPSs.
B. All WPSs shall be first submitted to the SEOR for review and approval.
C. All WPSs shall be prepared by qualified individuals and the same individual responsible for
the suitability of the WPS shall be recorded on the WPS.
D. The written WPS shall be available to the welder, welding supervisor, and inspector.
E. All welding equipment shall be properly maintained and regularly checked to ensure
compliance with manufacturer’s stated accuracy.
F. WPSs that are not prequalified shall be subject to qualification testing in accordance with
Chapter – 4 of AWS D1.1. For WPSs that have been qualified by test, the supporting
Procedure Qualification Record (PQR) shall be submitted along with the WPS.
G. The written WPS shall contain all the necessary information required by AWS D1.1, this
specification, and any other information necessary to produce welds that are in compliance with these requirements. 1. The WPS shall list the applicable base metal type(s) and thickness (es).
2. The WPS shall contain a sketch of the joint and shall list the welding joint detail, including type, weld type, joint geometry, and applicable dimensions. Individual weld
passes shall be identified in the sketch and numbered to identify the maximum layer
thicknesses and bead widths. 3. The WPS shall list the applicable welding process.
4. The WPS shall list the filler metal specification, AWS classification, electrode
manufacturer’s designation, and details regarding the shielding material used, if any. 5. The WPS shall indicate the minimum preheat and inter-pass temperature requirements.
The inter-pass temperature shall, at least, be equal to the preheat temperature.
Maximum inter-pass temperature shall not exceed 550 degrees F. Additional preheat requirements are included in §3.02.F of this specification.
6. The WPS shall list all applicable electrical characteristics for the process employed.
The WPS shall clearly indicate the acceptable values required for each welding pass. These electrical characteristics shall include at a minimum the following:
a. Type of current and acceptable ranges of current measured in amperage. For
wire feed process, both wire feed speed and amperage shall be listed, b. Voltage,
c. Travel speed (range), d. Electrode extension for wire feed processes, and e. Amperage, voltage, and electrode extension (as applicable) shall be within the
filler metal manufacturer’s recommendations.
3.02 FABRICATION AND ERECTION
A. Assembly:
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WELDING SECTION 05 12 10 - 5
1. Assembly tolerances shall not exceed those for the prequalified joint detail employed,
or the limits of Figure 5.3 of AWS D1.1, as applicable. The minimum root-opening dimension shall be maintained for the length of the joint. For joints where the
minimum root opening dimensions are less than the minimum requirement,
compensation may be made by increasing the root opening by gouging, chipping, or grinding. At contractor’s option, alternate approved written WPS suitable for the
smaller root opening may be employed. Root openings that exceed the maximum
allowable root opening in the WPS may be corrected by welding to acceptable dimensions and performing ultrasonic testing of the built-up weld after minimum 24
hours prior to joining the parts by welding. The SEOR shall be notified whenever the
root opening exceeds the allowable tolerance range. 2. Bolts shall be fully torqued only after welds have been completed on both flanges.
B. Tack Welds:
1. All tack welds shall be of the same quality as the final welds. This includes the requirements for preheat. The requirements of §5.18 in AWS D1.1 shall be adhered to.
C. Intermix of Filler Metals: 1. When FCAW-S filler metals are used in combination with filler metals for any other process, including FCAW-G, supplemental notch toughness testing shall be conducted.
Such testing can be conducted using either of the following two methods: (a) in accordance with Annex – B of AWS D1.8 or (b) by running PQRs that contain
intermixed weld metal (corresponding to the welding process that would be used in
combination with FCAW-S for production welding), wherein CVN test specimens have been taken from the intermixed zone. Regardless of the testing method used
compliance with the acceptance criteria of Annex – B of AWS D1.8 shall be
demonstrated.
D. Peening:
1. Peening shall not be allowed except if approved by the SEOR.
E. Cleaning: 1. Surfaces to be welded and surfaces adjacent to a weld shall be free from loose or thick
scale, slag, rust, moisture, grease, and other foreign materials that would prevent
proper welding or create objectionable fumes. Mill scale that can withstand vigorous wire brushing, a thin rust-inhibitive coating, or anti-spatter compound may remain with
the following exception: for girders of the seismic load resisting system, all mill scale
shall be removed from the surfaces on which flange-to-web welds are to be made.
3.03 QUALITY CONTROL AND QUALITY ASSURANCE
A. Inspections for Quality Control (QC) and Quality Assurance (QA) shall comply with Chapter 6 of AWS D1.1 and Chapter 7 of AWS D1.8. Where there is a conflict with the above, the contract specifications, and/or structural drawings, the contract specifications and drawings
shall prevail.
B. Inspection:
1. Owner shall engage an independent testing and inspection agency (except for the
fabrication/erection inspection and testing per §6.1.2.1 of AWS D1.1) at no cost to the Contractor to perform the work listed in §3.03.B.3 and §3.03.C below.
2. Qualifications:
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WELDING SECTION 05 12 10 - 6
3. All Inspectors shall meet the requirements of §6.1.4 of AWS D1.1 and hold current
CWI certification. 4. Inspection Agency Responsibility:
5. The inspection agency shall perform all inspections required by AWS D1.1.
END OF SECTION
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METAL DECKING SECTION 05 31 00
SECTION 05 31 00 - METAL DECKING
PART 1 – GENERAL
1.01 SUMMARY
A. Section Includes
1. Metal Roof and Floor Decks
2. Pertinent Section of Division 01. 3. Section 03 30 00 – Cast-in-Place Concrete. 4. Section 05 12 00 – Structural Steel.
5. Section 05 12 10 – Welding.
1.02 REFERENCES
A. ASCE 9: ASCE Standard Practice for Construction and Inspection of Composite slabs.
B. ASTM A36: Standard Specification for Carbon Structural Steel.
C. ASTM A108: Standard Specification for Steel Bars, Carbon and Alloy, Cold-Finished.
D. ASTM A572: Standard Specification for High Strength, Low-Alloy Columbium-Vanadium Structural
Steel.
E. ASTM A653: Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-
Coated (Galvannealed) by the Hot-Dip Process.
F. ASTM A992: Standard Specification for Structural Steel Shapes.
G. ASTM A1008: Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-
Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability.
H. AWS D1.1: 2010: Structural Welding Code - Steel.
I. AWS D1.3-2008: Structural Welding Code - Sheet Steel.
J. CBC 2013-2013 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2
of 2 (including all supplements), Section 2209A.
1.03 SUBMITTALS
A. Shop drawings showing erection and placement drawings of floor and roof deck and shear studs. 1. Field Measurements: Before starting shop and erection drawings, verify measurements, lines,
grades, elevations, locations, and details of field conditions and be responsible for correctness, conformance, accuracy, and execution of construction to conform to actual conditions.
2. Detail the construction in conformance with the AISC Structural Steel Detailing, except where
otherwise indicated.
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METAL DECKING SECTION 05 31 00
3. Field Connections and Placement Diagrams: Show field connections and placement diagrams on the erection drawings with complete details, layouts, and dimensions as required so that the
construction can proceed without reference to the design drawings.
B. Welding Procedure Specifications (WPS) and Procedure Qualification Records (PQR) shall be current and approved by the Structural-Engineer-of-Record (SEOR).
1.04 QUALITY ASSURANCE
A. Qualification of Welding: Qualify WPS and welding operators in accordance with AWS D1.3. Provide certifications that welders to be employed in the construction have satisfactorily passed AWS qualification tests. If recertification of welders is required, retesting will be the contractor's
responsibility.
B. Regulatory Requirements: Furnish and install metal deck in accordance with the manufacturer's
current ICC Research Committee Report and UL listing requirements to obtain diaphragm values and
fire ratings indicated.
PART 2 - PRODUCTS
2.01 MANUFACTURER
A. Products of the following manufacturers form the basis for design and quality intended.
1. BHP Products USA Inc. West Sacramento, CA.
2. Verco Manufacturing CO., Phoenix, AZ. 3. Epic Metals Corp.,
4. Or equal, after written approval from SEOR has been obtained, in accordance with applicable
Division 01 sections.
Rankin, PA.
2.02 MATERIALS
A. Galvanized Steel for Deck Units: ASTM A1008, CS Type A, with light commercial galvanizing
meeting the requirements of ASTM A653/A653M-98 coating designation G-60.
B. Steel for Accessories: ASTM A108 with light commercial galvanizing meeting the requirements of
ASTM A653, coating designation G-60.
C. Small rolled steel shapes and bars used for reinforcing openings and holes shall conform to ASTM A36 unless noted otherwise.
D. Welding rods shall comply with all applicable requirements of CBC 2007 and AWS codes.
E. Galvanizing Repair Compound: High zinc dust content galvanizing repair paint or hot applied zinc
rich material. Acceptable products include, but are not limited to the following: American Solder &
Flux; DRYGALV, Kenco Div.; GALVICON, Metalloy Products Co.; GALVALLOY.
F. Flexible Closure Strips: Manufacturer's standard vulcanized, closed-cell, synthetic rubber.
G. Concrete Topping: As specified in Section 03 30 00 or 03 31 30, as applicable or as specified in
drawings.
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METAL DECKING SECTION 05 31 00
2.03 FLOOR AND ROOF DECK UNITS
A. Design Requirements: Except where single spans are indicated, furnish decking in minimum lengths to
span 3 spans with telescoping or nested 2 inch end laps and interlocking or nested side laps.
B. Minimum Base Metal Thickness: As indicated in the contract documents and as recommended by the manufacturer.
C. Sections, shapes, and properties for floor and roof decking shall be equivalent to those of the decking types specified herein as verified by ICC Research Reports. These shall include the following:
1. Non-composite flexural effective section modulus and moment of inertia. 2. Composite vertical load carrying capacities (considering the deck spans and concrete where
indicated).
3. Composite and non-composite diaphragm capacities, as applicable, considering the concrete, where indicated and considering the welding attachment indicated.
D. Standard Roof Deck: Short span wide rib deck, 1½ inch deep, not lighter than 18-gage galvanized
steel.
E. Floor Deck: Open beam deck, 1.5 inch or 2-1/2 inch deep as noted on the drawings, not lighter than
18-gage galvanized steel. Fabricate decking with integral embossing or raised pattern to provide
mechanical bonding with the concrete floor topping.
2.04 ACCESSORIES
A. Furnish accessories required to provide a complete installation including fillers for end panels, friction
caps for closing shop fabricated access holes for welding, flashing at columns and closures for cell ends, roof and floor drain sumps, metal and neoprene partition closures, non-penetrating hanger tabs,
and other accessories as required.
PART 3 - EXECUTION
3.01 ERECTION
A. Adjust steel panel units in place before permanent fastening. Correct inaccuracies in alignment or level before steel panels are finally placed.
B. Where large predetermined openings for elevators, stairs, ducts, and similar elements passing through
the panel units occur, furnish prefabricated units to fit job conditions; where other holes or openings are required in decking after erection, reinforce such holes as indicated on the contract documents.
Cantilever deck to the edge of slabs only as indicated on the contract documents.
C. Provide proper bearing on supporting beams as indicated. Fasten steel panels to supporting beams by welding by certified welding operators. Weld seams as indicated. Provide all welding attachments as
indicated.
D. Provide closures, end plates, profile plates, and other accessories as required for a complete installation. Weld in place.
3.02 SUPPORT AT COLUMNS
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METAL DECKING SECTION 05 31 00
A. Where due to cutting of deck units at columns bearing support is not provided for the end of a web, such web shall be welded to the column or structural steel material at the column or equivalent support
shall be provided. The welding or equivalent support shall be sufficient for the support of the deck,
wet weight of concrete, and other construction loads.
3.03 TOUCH UP OF WELDS
A. Upon cooling, touch-up all welds not to be encased in concrete topping with galvanizing repair compound.
3.04 RECORD DRAWINGS
A. After all steel has been erected, correct or revise the shop drawings and erection and placement diagrams to correspond with the changes made in the field.
3.05 FIELD QUALITY CONTROL
A. Field testing and inspection are specified in Division 01 sections.
END OF SECTION 05 31 00
(E) CONC. COL.
(N) HEADER/SILL CONN. TO (E) CONC. COL.
5/19/2015
TTG SK-1
ADDENDUM 3
NTS
0214621.0
COLE LIBRARY RENOVATION
1/4
EA. STIFFENER PLATE
3/8" THK. STIFFENER PLATE, EA SIDE
, T&B
1-1/2"
1-1/2"
TYP. STIFFENER
PLATE
L6x4x1/4x0'-3-1/2" LONG, T&B
SK
1
(E) CONC. COL.
TYP.