RODEO DRIVE BOLLARD PROJECT – PHASE 2
CITY OF BEVERLY HILLS, CA 90210
TECHNICAL SPECIFICATIONS
PREPARED FOR:
PUBLIC WORKS DEPARTMENT
345 Foothill Rd., Beverly Hills, CA 90210
www.beverlyhills.org
PREPARED BY:
KPFF CONSULTING ENGINEERS
1200 Newport Center Drive, Suite 250, Newport Beach, CA 92660 949.478.8800
www.kpff.com
City Project No. 2221
KPFF Project No: 2400166
NOTICE: This project manual is an unpublished instrument of service of the authors. It is prepared for use only on this project and in conjunction with the authors’ interpretations, observations, decision, and administration, as described in the Conditions of the Contract. Desired results without these services cannot be assured. Use in whole or in part, without the authors’ services and expressed written consent may violate Act 17 U.S.C. par. 301 (1991) RODEO DRIVE BOLLARD PROJECT PHASE 2 100% CONSTRUCTION DOCUMENTS CITY OF BEVERLY HILLS, CA 05/08/2026
TABLE OF CONTENTS
TABLE OF CONTENTS
TECHNICAL SPECIFICATIONS
DIVISON 01
01 57 13 Temporary Erosion and Sediment Control
DIVISON 03
03 10 00 Concrete Forming and Accessories
03 20 00 Concrete Reinforcing
03 30 00 Cast-in-Place Concrete
DIVISION 32
31 10 00 Site Clearing
32 13 73 Concrete Pavement Joint Sealant
DIVISON 34
34 71 13 Passive Anti-Ram Vehicle Barriers
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
05/08/2026
TEMPORARY EROSION AND SEDIMENT CONTROL 01 57 13 - 1
SECTION 01 57 13 – TEMPORARY EROSION AND SEDIMENT CONTROL PART 1 - GENERAL
1.1 SUMMARY
A. This section covers temporary erosion and sediment control (ESC) measures to minimize sediment discharge and soil erosion during construction activities disturbing less than one (1) acre.
B. The purpose is to protect stormwater systems and receiving waters through implementation of site-specific Best Management Practices (BMPs) for erosion control, sediment retention, materials storage, and waste management.
C. Comply with applicable local stormwater regulations and best management practices (BMPs).
1.2 REFERENCES
A. Local stormwater ordinances and guidelines.
B. CASQA Construction BMP Handbook, the latest edition.
C. Regional Water Quality Control Board (RWQCB) guidance.
1.3 QUALITY ASSURANCE
A. BMPs shall be implemented under supervision of the contractor or superintendent familiar with applicable CASQA BMPs.
B. Ensure continuous compliance with local regulations through regular inspection and maintenance.
C. Provide training to field personnel on proper BMP usage and pollution prevention protocols.
1.4 PROJECT CONDITIONS
A. ESC measures shall be installed before soil disturbance begins and maintained throughout construction.
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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TEMPORARY EROSION AND SEDIMENT CONTROL 01 57 13 - 2
B. Contractor shall adjust, modify, alter, augment BMPs based on field conditions and precipitation forecasts.
C. ESC measures shall be installed before the commencement of work for each work shift and removed upon completion of work at the end of each work shift.
PART 2 – Not Used
PART 3 – EXECUTION
3.1 MINIMUM EROSION AND SEDIMENT CONTROL MEASURES
A. Perimeter Controls
1. Install sediment barriers such as silt fence, fiber rolls, or gravel bags along the downslope perimeter of disturbed areas.
2. Secure materials per CASQA installation guidelines.
B. Storm Drain Inlet Protection
1. Install protection devices such as gravel bags, silt sacks, or fiber rolls at all storm drain inlets near the construction site.
2. Inspect and clean inlet devices regularly to maintain capacity and flow.
C. The erosion and sediment control (ESC) measures listed above and shown in the contract documents Erosion Control Plan(s) are the minimum required for this project.
Additional ESC measures shall be implemented as needed to protect the stormwater system and receiving waters, consistent with the State of California and local regulatory requirements, manuals, handbooks, and guidelines
3.2 MINIMUM HAZARDOUS MATERIALS HANDLING AND SPILL CONTROL A. Locate storage areas away from storm drains, drainage paths, and sensitive receptors.
B. Maintain spill response kits on-site, including absorbent pads, containment booms, and disposal bags.
C. Clean up all spills immediately. Dispose of contaminated materials in accordance with hazardous waste regulations.
D. Post spill response instructions and train workers in procedures.
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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TEMPORARY EROSION AND SEDIMENT CONTROL 01 57 13 - 3
E. The hazardous materials storage and spill control measures described above represent the minimum requirements for this project. Additional precautions and controls shall be implemented as necessary to prevent contamination of stormwater and receiving waters, consistent with applicable regulations.
3.3 WASTE MANAGEMENT AND CONCRETE HANDLING
A. Collect solid waste in covered dumpsters or designated containers.
B. Recycle or properly dispose of construction debris off-site.
C. Do not allow any construction waste, including sawcut slurry, to discharge to streets, gutters, or storm drains.
D. Locate concrete washout areas a minimum of 50 feet from storm drains or water bodies.
1. Use prefabricated washout containers or construct lined, bermed pits.
2. Post signage directing concrete trucks to the washout location.
3. Remove and properly dispose of concrete waste material and hardened residue off-site.
E. The waste management and concrete handling procedures outlined above constitute the minimum requirements for the project. Additional measures shall be implemented as necessary to protect stormwater quality and comply with the State of California and local regulatory requirements, manuals, handbooks, and guidelines.
3.4 FINAL STABILIZATION AND REMOVAL
A. After permanent stabilization is achieved (e.g., paving or planting), remove all temporary ESC measures.
B. Restore all disturbed areas to original or planned grade with positive drainage.
C. Properly dispose of all removed BMPs and accumulated sediment off-site in accordance with local regulations.
END OF SECTION 01 57 13
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
REVISED: 05/08/2026
CONCRETE FORMING AND ACCESSORIES 03 10 00 - 1
SECTION 03 10 00 - CONCRETE FORMING AND ACCESSORIES
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. Section Includes:
1. Form-facing material for cast-in-place concrete.
2. Form liners.
3. Shoring, bracing, and anchoring.
B. Related Requirements:
1. Section 032000 “Concrete Reinforcing”
2. Section 033000 “Cast-in-Place Concrete” for placement procedures and finishes.
1.3 DEFINITIONS
A. Form-Facing Material: Temporary structure or mold for the support of concrete while the concrete is setting and gaining sufficient strength to be self-supporting.
B. Formwork: The total system of support of freshly placed concrete, including the mold or sheathing that contacts the concrete, as well as supporting members, hardware, and necessary bracing.
1.4 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at time and locations as determined by Owner’s Representative.
1. Review the following:
a. Special inspection and testing and inspecting agency procedures for field quality control.
b. Construction joints
c. Forms and form-removal limitations.
d. Anchor rod and anchorage device installation tolerances.
1.5 ACTION SUBMITTALS
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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A. Product Data: For each of the following:
1. Concealed surface form-facing material.
2. Form-release agent.
B. Sustainable Design Submittals:
1. Product Data: For recycled content, indicating postconsumer and preconsumer recycled content and cost.
Environmental Product Declaration (EPD):
1. Laboratory Test Reports: For liquid floor treatments and curing and sealing compounds, indicating compliance with requirements for low-emitting materials.
1.6 INFORMATIONAL SUBMITTALS
A. Qualification Data: For testing and inspection agency.
B. Field quality-control reports.
C. Minutes of preinstallation conference.
1.7 QUALITY ASSURANCE
A. Testing and Inspection Agency Qualifications: An independent agency, acceptable to authorities having jurisdiction, qualified in accordance with ASTM C1077 and ASTM E329 for testing indicated.
PART 2 - PRODUCTS
2.1 PERFORMANCE REQUIREMENTS
A. Concrete Formwork: Design, engineer, erect, shore, brace, and maintain formwork, shores, and reshores in accordance with ACI 301, to support vertical, lateral, static, and dynamic loads, and construction loads that might be applied, until structure can support such loads, so that resulting concrete conforms to the required shapes, lines, and dimensions.
1. Design wood panel forms in accordance with APA's "Concrete Forming Design/Construction Guide."
2. Design formwork to limit deflection as required per ACI 301
2.2 FORM-FACING MATERIALS
A. Concealed Surface Form-Facing Material: Lumber, plywood, metal, plastic, or another approved material.
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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CONCRETE FORMING AND ACCESSORIES 03 10 00 - 3
1. Provide lumber dressed on at least two edges and one side for tight fit.
2.3 RELATED MATERIALS
A. Chamfer Strips: Wood, metal, PVC, or rubber strips, 3/4 by 3/4 inch, minimum.
B. Rustication Strips: Wood, metal, PVC, or rubber strips, kerfed for ease of form removal.
C. Form-Release Agent: Commercially formulated form-release agent that does not bond with, stain, or adversely affect concrete surfaces and does not impair subsequent treatments of concrete surfaces.
1. Formulate form-release agent with rust inhibitor for steel form-facing materials.
2. Form release agent for form liners shall be acceptable to form liner manufacturer.
PART 3 - EXECUTION
3.1 INSTALLATION OF FORMWORK
A. Comply with ACI 301.
B. Construct formwork, so concrete members and structures are of size, shape, alignment, elevation, and position indicated, within tolerance limits of ACI 117 and to comply with the Surface Finish designations specified in Section 033000 "Cast-In-Place Concrete" for as-cast finishes.
C. Limit concrete surface irregularities as follows:
1. Surface Finish-1.0: ACI 117 Class D, 1 inch.
2. Surface Finish-2.0: ACI 117 Class B, 1/4 inch.
3. Surface Finish-3.0: ACI 117 Class A, 1/8 inch.
D. Construct forms tight enough to prevent loss of concrete mortar.
1. Minimize joints.
2. Exposed Concrete: Symmetrically align joints in forms.
E. Construct removable forms for easy removal without hammering or prying against concrete surfaces.
1. Provide crush or wrecking plates where stripping may damage cast-concrete surfaces.
2. Provide top forms for inclined surfaces steeper than 1.5 horizontal to 1 vertical.
3. Install keyways, reglets, recesses, and other accessories, for easy removal.
F. Do not use rust-stained, steel, form-facing material.
G. Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required elevations and slopes in finished concrete surfaces.
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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CONCRETE FORMING AND ACCESSORIES 03 10 00 - 4
1. Provide and secure units to support screed strips
2. Use strike-off templates or compacting-type screeds.
H. Provide temporary openings for cleanouts and inspection ports where interior area of formwork is inaccessible.
1. Close openings with panels tightly fitted to forms and securely braced to prevent loss of concrete mortar.
2. Locate temporary openings in forms at inconspicuous locations.
I. Chamfer exterior corners and edges of permanently exposed concrete.
J. At construction joints, overlap forms onto previously placed concrete not less than 12 inches.
K. Form openings, chases, offsets, sinkages, keyways, reglets, blocking, screeds, and bulkheads required in the Work.
1. Determine sizes and locations from trades providing such items.
2. Obtain written approval of Architect prior to forming openings not indicated on Drawings.
L. Construction and Movement Joints:
1. Construct joints true to line with faces perpendicular to surface plane of concrete.
2. Install so strength and appearance of concrete are not impaired, at locations indicated or as approved by Architect.
3. Place joints perpendicular to main reinforcement.
M. Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, and other debris just before placing concrete.
N. Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper alignment.
O. Coat contact surfaces of forms with form-release agent, according to manufacturer's written instructions, before placing reinforcement.
3.2 INSTALLATION OF EMBEDDED ITEMS
A. Place and secure anchorage devices and other embedded items required for adjoining work that is attached to or supported by cast-in-place concrete.
1. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded.
2. Install anchor rods, accurately located, to elevations required and complying with tolerances in Section 7.5 of AISC 303.
3. Clean embedded items immediately prior to concrete placement.
3.3 REMOVING AND REUSING FORMS
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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A. Formwork for sides of beams, walls, columns, and similar parts of the Work that does not support weight of concrete may be removed after cumulatively curing at not less than 50 deg F for durations in conformance with ACI 347after placing concrete. Concrete has to be hard enough to not be damaged by form-removal operations, and curing and protection operations need to be maintained.
B. Clean and repair surfaces of forms to be reused in the Work.
1. Split, frayed, delaminated, or otherwise damaged form-facing material are unacceptable for exposed surfaces.
2. Apply new form-release agent.
C. When forms are reused, clean surfaces, remove fins and laitance, and tighten to close joints.
1. Align and secure joints to avoid offsets.
2. Do not use patched forms for exposed concrete surfaces unless approved by Architect.
3.4 FIELD QUALITY CONTROL
A. Special Inspections: Owner will engage a special inspector to perform field tests and inspections and prepare test reports.
B. Testing Agency: Engage a qualified testing and inspecting agency to perform tests and inspections and to submit reports.
C. Inspections:
1. Inspect formwork for shape, location, and dimensions of the concrete member being formed.
END OF SECTION 03 10 00
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
REVISED: 05/08/2026
CONCRETE REINFORCING 03 20 00 - 1
SECTION 03 20 00 - CONCRETE REINFORCING
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Steel reinforcement bars.
B. Related Requirements:
1. Section 031000 "Concrete Forming and Accessories" for form-facing materials and form liners.
2. Section 033000 “Cast-in-Place Concrete” for placement procedures and finishes.
1.2 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at time and locations as determined by Owner’s Representative.
1. Review the following:
a. Special inspection and testing and inspecting agency procedures for field quality control.
b. Construction joints.
c. Steel-reinforcement installation.
1.3 ACTION SUBMITTALS
A. Product Data: For the following:
1. Each type of steel reinforcement.
2. Bar supports.
3. Mechanical splice couplers.
B. Shop Drawings: Comply with ACI SP-066:
1. Include placing drawings that detail fabrication, bending, and placement.
2. Include bar sizes, lengths, materials, grades, bar schedules, stirrup spacing, bent bar diagrams, bar arrangement, location of splices, lengths of lap splices, details of mechanical splice couplers, details of welding splices, tie spacing, hoop spacing, and supports for concrete reinforcement.
C. Construction Joint Layout: Indicate proposed construction joints required to build the structure.
1. Location of construction joints is subject to approval of Engineer.
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
REVISED: 05/08/2026
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1.4 INFORMATIONAL SUBMITTALS
A. Qualification Statements: For testing and inspection agency.
B. Material Test Reports: For the following, from a qualified testing agency:
1. Steel Reinforcement:
a. For reinforcement to be welded, mill test analysis for chemical composition and carbon equivalent of the steel in accordance with ASTM A706/A706M.
2. Mechanical splice couplers.
C. Field quality-control reports.
D. Minutes of preinstallation conference.
1.5 QUALITY ASSURANCE
A. Testing Agency Qualifications: An independent agency, acceptable to authorities having jurisdiction, qualified in accordance with ASTM C1077 and ASTM E329 for testing indicated.
B. Welding Qualifications: Qualify procedures and personnel in accordance with AWS D1.4/D 1.4M.
1.6 DELIVERY, STORAGE, AND HANDLING
A. Steel Reinforcement: Deliver, store, and handle steel reinforcement to prevent bending and damage.
1. Store reinforcement to avoid contact with earth.
PART 2 - PRODUCTS
2.1 STEEL REINFORCEMENT
A. Reinforcing Bars: ASTM A615/A615M, Grade 60 (Grade 420) , deformed.
B. Low-Alloy Steel Reinforcing Bars: ASTM A706/A706M, deformed.
2.2 REINFORCEMENT ACCESSORIES
A. Joint Dowel Bars: ASTM A615/A615M, Grade 60 (Grade 420), plain-steel bars, cut true to length with ends square and free of burrs.
B. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded-wire reinforcement in place.
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1. Manufacture bar supports from steel wire, plastic, or precast concrete in accordance with CRSI's "Manual of Standard Practice," of greater compressive strength than concrete and as follows:
a. For concrete surfaces exposed to view, where legs of wire bar supports contact forms, use CRSI Class 1 plastic-protected steel wire, all-plastic bar supports, or CRSI Class 2 stainless steel bar supports.
C. Mechanical Splice Couplers: ACI 318 (ACI 318M) Type 2, same material of reinforcing bar being spliced; tension-compression type.
D. Steel Tie Wire: ASTM A1064/A1064M, annealed steel, not less than 0.0508 inch (1.2908 mm) in diameter.
1. Finish: Plain.
E. Zinc Repair Material: ASTM A780/A780M.
2.3 FABRICATING REINFORCEMENT
A. Fabricate steel reinforcement according to CRSI's "Manual of Standard Practice." PART 3 - EXECUTION
3.1 PREPARATION
A. Protection of In-Place Conditions:
1. Do not cut or puncture vapor retarder.
2. Repair damage and reseal vapor retarder before placing concrete.
B. Clean reinforcement of loose rust and mill scale, earth, ice, and other foreign materials that reduce bond to concrete.
3.2 INSTALLATION OF STEEL REINFORCEMENT
A. Comply with CRSI's "Manual of Standard Practice" for placing and supporting reinforcement.
B. Accurately position, support, and secure reinforcement against displacement.
1. Locate and support reinforcement with bar supports to maintain minimum concrete cover.
2. Do not tack weld crossing reinforcing bars.
C. Preserve clearance between bars of not less than 1 inch (25 mm), not less than one bar diameter, or not less than 1-1/3 times size of large aggregate, whichever is greater.
D. Provide concrete coverage in accordance with ACI 318 (ACI 318M).
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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CONCRETE REINFORCING 03 20 00 - 4
E. Set wire ties with ends directed into concrete, not toward exposed concrete surfaces.
F. Splices: Lap splices as indicated on Drawings.
1. Bars indicated to be continuous, and all vertical bars to be lapped not less than 36 bar diameters at splices, or 24 inches (610 mm), whichever is greater.
2. Stagger splices in accordance with ACI 318 (ACI 318M).
3. Mechanical Splice Couplers: Install in accordance with manufacturer's instructions.
4. Weld reinforcing bars in accordance with AWS D1.4/D 1.4M, where indicated on Drawings.
3.3 JOINTS
A. Construction Joints: Install so strength and appearance of concrete are not impaired, at locations indicated or as approved by Architect.
1. Place joints perpendicular to main reinforcement.
2. Continue reinforcement across construction joints unless otherwise indicated.
3. Do not continue reinforcement through sides of strip placements of floors and slabs.
3.4 INSTALLATION TOLERANCES
A. Comply with ACI 117 (ACI 117M).
3.5 FIELD QUALITY CONTROL
A. Special Inspections: Owner will engage a special inspector and qualified testing and inspecting agency to perform field tests and inspections and prepare test reports.
B. Testing Agency: Engage a qualified testing and inspecting agency to perform tests and inspections and to submit reports.
C. Inspections:
1. Steel-reinforcement placement.
2. Steel-reinforcement mechanical splice couplers.
3. Steel-reinforcement welding.
END OF SECTION 03 20 00
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
REVISED: 05/08/2026
CAST-IN-PLACE CONCRETE 03 30 00 - 1
SECTION 03 30 00 - CAST-IN-PLACE CONCRETE
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Cast-in-place concrete, including concrete materials, mixture design, placement procedures, and finishes.
B. Related Requirements:
1. Section 031000 "Concrete Forming and Accessories" for form-facing materials and form liners.
2. Section 032000 "Concrete Reinforcing" for steel reinforcing bars and welded-wire reinforcement.
1.2 DEFINITIONS
A. Cementitious Materials: Portland cement alone or in combination with one or more of the following: blended hydraulic cement, fly ash, slag cement, other pozzolans, and silica fume; materials subject to compliance with requirements.
B. Water/Cement Ratio (w/cm): The ratio by weight of water to cementitious materials.
1.3 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at time and locations as determined by Owner’s Representative.
1. Require representatives of each entity directly concerned with cast-in-place concrete to attend, including the following:
a. Contractor's superintendent.
b. Independent testing agency responsible for concrete design mixtures. c. Ready-mix concrete manufacturer.
d. Concrete Subcontractor.
2. Review the following:
a. Special inspection and testing and inspecting agency procedures for field quality control.
b. Construction joints, control joints, isolation joints, and joint-filler strips. c. Semirigid joint fillers.
d. Vapor-retarder installation.
e. Anchor rod and anchorage device installation tolerances. f. Cold and hot weather concreting procedures.
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g. Concrete finishes and finishing.
h. Curing procedures.
i. Forms and form-removal limitations.
j. Methods for achieving specified floor and slab flatness and levelness. k. Floor and slab flatness and levelness measurements.
l. Concrete repair procedures.
m. Concrete protection.
n. Initial curing and field curing of field test cylinders (ASTM C31/C31M.) o. Protection of field cured field test cylinders.
1.4 ACTION SUBMITTALS
A. Product Data: For each of the following.
1. Portland cement.
2. Fly ash.
3. Slag cement.
4. Blended hydraulic cement.
5. Silica fume.
6. Aggregates.
7. Admixtures:
a. Include limitations of use, including restrictions on cementitious materials, supplementary cementitious materials, air entrainment, aggregates, temperature at time of concrete placement, relative humidity at time of concrete placement, curing conditions, and use of other admixtures.
8. Curing materials.
9. Joint fillers.
10. Repair materials.
B. Design Mixtures: For each concrete mixture, include the following:
1. Mixture identification.
2. Minimum 28-day compressive strength.
3. Durability exposure class.
4. Maximum w/cm.
5. Slump limit.
6. Air content.
7. Nominal maximum aggregate size.
8. Indicate amounts of mixing water to be withheld for later addition at Project site if permitted.
C. Shop Drawings:
1. Construction Joint Layout: Indicate proposed construction joints required to construct the structure.
a. Location of construction joints is subject to approval of the Architect.
D. Concrete Schedule: For each location of each Class of concrete indicated in "Concrete Mixtures" Article, including the following:
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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CAST-IN-PLACE CONCRETE 03 30 00 - 3
1. Concrete Class designation.
2. Location within Project.
3. Exposure Class designation.
4. Formed Surface Finish designation and final finish.
5. Curing process.
1.5 INFORMATIONAL SUBMITTALS
A. Qualification Data: For the following:
1. Installer: Include copies of applicable ACI certificates.
2. Ready-mixed concrete manufacturer.
B. Material Certificates: For each of the following, signed by manufacturers:
1. Cementitious materials.
2. Admixtures.
3. Curing compounds.
4. Bonding agents.
5. Adhesives.
6. Semirigid joint filler.
7. Joint-filler strips.
8. Repair materials.
C. Material Test Reports: For the following, from a qualified testing agency:
1. Portland cement.
2. Fly ash.
3. Slag cement.
4. Blended hydraulic cement.
5. Silica fume.
6. Aggregates.
7. Admixtures
D. Research Reports:
1. For concrete admixtures in accordance with ICC's Acceptance Criteria AC198.
E. Preconstruction Test Reports: For each mix design.
F. Minutes of preinstallation conference.
1.6 QUALITY ASSURANCE
A. Installer Qualifications: A qualified installer who employs Project personnel qualified as an ACI-certified Flatwork Technician and Finisher and a supervisor who is a certified ACI Flatwork Concrete Finisher/Technician or an ACI Concrete Flatwork Technician.
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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B. Ready-Mixed Concrete Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C94/C94M requirements for production facilities and equipment.
1. Manufacturer certified in accordance with NRMCA's "Certification of Ready Mixed Concrete Production Facilities."
1.7 PRECONSTRUCTION TESTING
A. Preconstruction Testing Service: Engage a qualified testing agency to perform preconstruction testing on each concrete mixture.
1. Include the following information in each test report:
a. Admixture dosage rates.
b. Slump.
c. Air content.
d. Seven-day compressive strength.
e. 28-day compressive strength.
f. Permeability.
1.8 DELIVERY, STORAGE, AND HANDLING
A. Comply with ASTM C94/C94M and ACI 301 (ACI 301M).
1.9 FIELD CONDITIONS
A. Cold-Weather Placement: Comply with ACI 301 (ACI 301M) and ACI 306.1 and as follows.
1. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures.
2. When average high and low temperature is expected to fall below 40 deg F (4.4 deg C) for three successive days, maintain delivered concrete mixture temperature within the temperature range required by ACI 301 (ACI 301M).
3. Do not use frozen materials or materials containing ice or snow.
4. Do not place concrete in contact with surfaces less than 35 deg F (1.7 deg C), other than reinforcing steel.
5. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators unless otherwise specified and approved in mixture designs.
B. Hot-Weather Placement: Comply with ACI 301 (ACI 301M) and ACI 305.1 (ACI 305.1M), and as follows:
1. Maintain concrete temperature at time of discharge to not exceed 95 deg F (35 deg C).
2. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade uniformly moist without standing water, soft spots, or dry areas.
PART 2 - PRODUCTS
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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2.1 CONCRETE, GENERAL
A. ACI Publications: Comply with ACI 301 (ACI 301M) unless modified by requirements in the Contract Documents.
2.2 CONCRETE MATERIALS
A. Source Limitations:
1. Obtain all concrete mixtures from a single ready-mixed concrete manufacturer for entire Project.
2. Obtain each type or class of cementitious material of the same brand from the same manufacturer's plant.
3. Obtain aggregate from single source.
4. Obtain each type of admixture from single source from single manufacturer.
B. Cementitious Materials:
1. Portland Cement: ASTM C150/C150M, Type V, gray.
2. Fly Ash: ASTM C618, Class C or F.
3. Slag Cement: ASTM C989/C989M, Grade 100 or 120.
4. Silica Fume: ASTM C1240 amorphous silica.
C. Normal-Weight Aggregates: ASTM C33/C33M, Class 3M coarse aggregate or better, graded.
Provide aggregates from a single source.
1. Alkali-Silica Reaction: Comply with one of the following:
a. Expansion Result of Aggregate: Not more than 0.04 percent at one-year when tested in accordance with ASTM C1293.
b. Expansion Results of Aggregate and Cementitious Materials in Combination: Not more than 0.10 percent at an age of 16 days when tested in accordance with ASTM C1567.
c. Alkali Content in Concrete: Not more than 4 lb./cu. yd. (2.37 kg/cu. m) for moderately reactive aggregate or 3 lb./cu. yd. (1.78 kg/cu. m) for highly reactive aggregate, when tested in accordance with ASTM C1293 and categorized in accordance with ASTM C1778, based on alkali content being calculated in accordance with ACI 301 (ACI 301M).
2. Maximum Coarse-Aggregate Size: 1-1/2 inches (38 mm) nominal for footings and 3/4 inch (19 mm nominal for slabs, pads and curbs.
3. Fine Aggregate: Free of materials with deleterious reactivity to alkali in cement.
D. Air-Entraining Admixture: ASTM C260/C260M.
E. Chemical Admixtures: Certified by manufacturer to be compatible with other admixtures that do not contribute water-soluble chloride ions exceeding those permitted in hardened concrete.
Do not use calcium chloride or admixtures containing calcium chloride.
1. Water-Reducing Admixture: ASTM C494/C494M, Type A.
2. Retarding Admixture: ASTM C494/C494M, Type B.
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3. Water-Reducing and -Retarding Admixture: ASTM C494/C494M, Type D.
F. Water and Water Used to Make Ice: ASTM C94/C94M, potable or complying with ASTM C1602/C1602M, including all limits listed in Table 2 and the requirements of paragraph 5.4.
2.3 CURING MATERIALS
A. Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for application to fresh concrete.
1. EVAPRE by W.R. Meadows
2. MasterKure ER 50 by Master Builders
3. Or equal.
B. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd. (305 g/sq. m) when dry.
C. Moisture-Retaining Cover: ASTM C171, polyethylene film burlap-polyethylene sheet.
1. Color:
a. Ambient Temperature Below 50 deg F (10 deg C): Black. b. Ambient Temperature between 50 deg F (10 deg C) and 85 deg F (29 deg C): Any color.
c. Ambient Temperature Above 85 deg F (29 deg C): White.
D. Curing Paper: 8-feet- (2438-mm-) wide paper, consisting of two layers of fibered kraft paper laminated with double coating of asphalt.
E. Water: Potable or complying with ASTM C1602/C1602M.
F. Clear, Waterborne, Membrane-Forming, Dissipating Curing Compound: ASTM C309, Type 1, Class B.
1. 1100-CLEAR by W.R. Meadows
2. Kurez DR VOX by Euclid Chemical
3. Or equal.
2.4 RELATED MATERIALS
A. Expansion- and Isolation-Joint-Filler Strips: ASTM D1751, asphalt-saturated cellulosic fiber.
B. Semirigid Joint Filler: Two-component, semirigid, 100 percent solids, epoxy resin with a Type A shore durometer hardness of 80 in accordance with ASTM D2240.
C. Bonding Agent: ASTM C1059/C1059M, Type II, nonredispersible, acrylic emulsion or styrene butadiene.
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D. Epoxy Bonding Adhesive: ASTM C881, two-component epoxy resin, capable of humid curing and bonding to damp surfaces, of class suitable for application temperature and of grade and class to suit requirements, and as follows:
1. Types IV and V, load bearing, for bonding hardened or freshly mixed concrete to hardened concrete.
2.5 REPAIR MATERIALS
A. Repair Underlayment: Cement-based, polymer-modified, self-leveling product that can be applied in thicknesses from 1/8 inch (3 mm) and that can be feathered at edges to match adjacent floor elevations.
1. Cement Binder: ASTM C150/C150M portland cement or hydraulic or blended hydraulic cement, as defined in ASTM C219.
2. Primer: Product of underlayment manufacturer recommended for substrate, conditions, and application.
3. Aggregate: Well-graded, washed gravel, 1/8 to 1/4 inch (3 to 6 mm) or coarse sand, as recommended by underlayment manufacturer.
4. Compressive Strength: Not less than 4,500 psi at 28 days when tested in accordance with ASTM C109/C109M.
B. Repair Overlayment: Cement-based, polymer-modified, self-leveling product that can be applied in thicknesses from 1/4 inch (6 mm) and that can be filled in over a scarified surface to match adjacent floor elevations.
1. Cement Binder: ASTM C150/C150M portland cement or hydraulic or blended hydraulic cement, as defined in ASTM C219.
2. Primer: Product of topping manufacturer recommended for substrate, conditions, and application.
3. Aggregate: Well-graded, washed gravel, 1/8 to 1/4 inch (3.2 to 6 mm) or coarse sand as recommended by topping manufacturer.
4. Compressive Strength: Not less than 5000 psi (34.5 MPa) at 28 days when tested in accordance with ASTM C109/C109M.
2.6 CONCRETE MIXTURES, GENERAL
A. Prepare design mixtures for each type and strength of concrete, proportioned on the basis of laboratory trial mixture or field test data, or both, in accordance with ACI 301 (ACI 301M).
1. Use a qualified testing agency for preparing and reporting proposed mixture designs, based on laboratory trial mixtures.
B. Cementitious Materials: Limit percentage, by weight, of cementitious materials other than portland cement in concrete as follows:
1. Fly Ash or Other Pozzolans: 25 percent by mass.
2. Slag Cement: 50 percent by mass.
3. Silica Fume: 10 percent by mass.
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4. Total of Fly Ash or Other Pozzolans, Slag Cement, and Silica Fume: 50 percent by mass, with fly ash or pozzolans not exceeding 25 percent by mass and silica fume not exceeding 10 percent by mass.
5. Total of Fly Ash or Other Pozzolans and Silica Fume: 35 percent by mass with fly ash or pozzolans not exceeding 25 percent by mass and silica fume not exceeding 10 percent by mass.
C. Admixtures: Use admixtures in accordance with manufacturer's written instructions.
1. Use water-reducing admixture in concrete, as required, for placement and workability.
2. Use water-reducing and -retarding admixture when required by high temperatures, low humidity, or other adverse placement conditions.
3. Use water-reducing admixture in pumped concrete and concrete with a w/cm below 0.50.
2.7 CONCRETE MIXTURES
A. Class A: Normal-weight concrete used for footings, grade beams, and tie beams.
1. Exposure Class: ACI 318 (ACI 318M) F0, S2, W0, C1.
2. Minimum Compressive Strength: As indicated at 28 days.
3. Maximum w/cm: 0.45.
4. Slump Limit: 4 inches (100 mm), plus or minus 1 inch (25 mmbefore adding high-range water-reducing admixture or plasticizing admixture at Project site.
5. Air Content:
a. Exposure Class F0: not required.
6. Limit water-soluble, chloride-ion content in hardened concrete to 1.00 percent by weight of cement.
2.8 CONCRETE MIXING
A. Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete in accordance with ASTM C94/C94M, and furnish batch ticket information.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verification of Conditions:
1. Before placing concrete, verify that installation of concrete forms, accessories, and reinforcement, and embedded items is complete and that required inspections have been performed.
2. Do not proceed until unsatisfactory conditions have been corrected.
3.2 PREPARATION
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A. Provide reasonable auxiliary services to accommodate field testing and inspections, acceptable to testing agency, including the following:
1. Daily access to the Work.
2. Incidental labor and facilities necessary to facilitate tests and inspections.
3. Secure space for storage, initial curing, and field curing of test samples, including source of water and continuous electrical power at Project site during site curing period for test samples.
4. Security and protection for test samples and for testing and inspection equipment at Project site.
3.3 INSTALLATION OF EMBEDDED ITEMS
A. Place and secure anchorage devices and other embedded items required for adjoining Work that is attached to or supported by cast-in-place concrete.
1. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded.
2. Install anchor rods, accurately located, to elevations required and complying with tolerances in Section 7.5 of ANSI/AISC 303.
3.4 INSTALLATION OF VAPOR RETARDER
A. Sheet Vapor Retarders: Place, protect, and repair sheet vapor retarder in accordance with ASTM E1643 and manufacturer's written instructions.
1. Install vapor retarder with longest dimension parallel with direction of concrete pour.
2. Face laps away from exposed direction of concrete pour.
3. Lap vapor retarder over footings and grade beams not less than 6 inches (150 mm), sealing vapor retarder to concrete.
4. Lap joints 6 inches (150 mm) and seal with manufacturer's recommended tape.
5. Terminate vapor retarder at the top of floor slabs, grade beams, and pile caps, sealing entire perimeter to floor slabs, grade beams, foundation walls, or pile caps.
6. Seal penetrations in accordance with vapor retarder manufacturer's instructions.
7. Protect vapor retarder during placement of reinforcement and concrete. a. Repair damaged areas by patching with vapor retarder material, overlapping damaged area by 6 inches (150 mm) on all sides, and sealing to vapor retarder.
3.5 JOINTS
A. Construct joints true to line, with faces perpendicular to surface plane of concrete.
B. Construction Joints: Coordinate with floor slab pattern and concrete placement sequence.
1. Install so strength and appearance of concrete are not impaired, at locations indicated on Drawings or as approved by Architect.
2. Place joints perpendicular to main reinforcement.
a. Continue reinforcement across construction joints unless otherwise indicated.
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b. Do not continue reinforcement through sides of strip placements of floors and slabs.
3. Form keyed joints as indicated. Embed keys at least 1-1/2 inches (38 mm) into concrete.
4. Use a bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.
C. Control Joints in Slabs-on-Ground: Form weakened-plane control joints, sectioning concrete into areas as indicated. Construct control joints for a depth equal to at least one-fourth of concrete thickness as follows:
1. Sawed Joints: Form control joints with power saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch- (3.2-mm-) wide joints into concrete when cutting action does not tear, abrade, or otherwise damage surface and before concrete develops random cracks.
3.6 CONCRETE PLACEMENT
A. Before placing concrete, verify that installation of formwork, reinforcement, embedded items, and vapor retarder is complete and that required inspections are completed.
1. Immediately prior to concrete placement, inspect vapor retarder for damage and deficient installation, and repair defective areas.
2. Provide continuous inspection of vapor retarder during concrete placement and make necessary repairs to damaged areas as Work progresses.
B. Notify Architect and testing and inspection agencies 24 hours prior to commencement of concrete placement.
C. Do not add water to concrete during delivery, at Project site, or during placement unless approved by Architect in writing, but not to exceed the amount indicated on the concrete delivery ticket.
1. Do not add water to concrete after adding high-range water-reducing admixtures to mixture.
D. Deposit concrete continuously in one layer or in horizontal layers of such thickness that no new concrete is placed on concrete that has hardened enough to cause seams or planes of weakness.
1. If a section cannot be placed continuously, provide construction joints as indicated.
2. Deposit concrete to avoid segregation.
3. Deposit concrete in horizontal layers of depth not to exceed formwork design pressures and in a manner to avoid inclined construction joints.
4. Consolidate placed concrete with mechanical vibrating equipment in accordance with ACI 301 (ACI 301M).
a. Do not use vibrators to transport concrete inside forms. b. Insert and withdraw vibrators vertically at uniformly spaced locations to rapidly penetrate placed layer and at least 6 inches (150 mm) into preceding layer. c. Do not insert vibrators into lower layers of concrete that have begun to lose plasticity. d. At each insertion, limit duration of vibration to time necessary to consolidate concrete, and complete embedment of reinforcement and other embedded items without causing mixture constituents to segregate.
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E. Deposit and consolidate concrete for floors and slabs in a continuous operation, within limits of construction joints, until placement of a panel or section is complete.
1. Do not place concrete floors and slabs in a checkerboard sequence.
2. Consolidate concrete during placement operations, so concrete is thoroughly worked around reinforcement and other embedded items and into corners.
3. Maintain reinforcement in position on chairs during concrete placement.
4. Screed slab surfaces with a straightedge and strike off to correct elevations.
5. Level concrete, cut high areas, and fill low areas.
6. Slope surfaces uniformly to drains where required.
7. Begin initial floating using bull floats or darbies to form a uniform and open-textured surface plane, before excess bleedwater appears on the surface.
8. Do not further disturb slab surfaces before starting finishing operations.
3.7 INSTALLATION OF MISCELLANEOUS CONCRETE ITEMS
A. Filling In:
1. Fill in holes and openings left in concrete structures after Work of other trades is in place unless otherwise indicated.
2. Mix, place, and cure concrete, as specified, to blend with in-place construction.
3. Provide other miscellaneous concrete filling indicated or required to complete the Work.
3.8 CONCRETE CURING
A. Protect freshly placed concrete from premature drying and excessive cold or hot temperatures.
1. Comply with ACI 301 (ACI 301M) and ACI 306.1 for cold weather protection during curing.
2. Comply with ACI 301 (ACI 301M) and ACI 305.1 (ACI 305.1M) for hot-weather protection during curing.
3. Maintain moisture loss no more than 0.2 lb/sq. ft. x h (1 kg/sq. m x h), calculated in accordance with ACI 305.1, before and during finishing operations.
B. Curing Formed Surfaces: Comply with ACI 308.1 (ACI 308.1M) as follows:
1. Cure formed concrete surfaces, including underside of beams, supported slabs, and other similar surfaces.
2. If forms remain during curing period, moist cure after loosening forms.
3. If removing forms before end of curing period, continue curing for remainder of curing period, as follows:
a. Continuous Fogging: Maintain standing water on concrete surface until final setting of concrete.
b. Continuous Sprinkling: Maintain concrete surface continuously wet. c. Absorptive Cover: Pre-dampen absorptive material before application; apply additional water to absorptive material to maintain concrete surface continuously wet.
d. Water-Retention Sheeting Materials: Cover exposed concrete surfaces with sheeting material, taping, or lapping seams.
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e. Membrane-Forming Curing Compound: Apply uniformly in continuous operation by power spray or roller in accordance with manufacturer's written instructions. (1) Recoat areas subject to heavy rainfall within three hours after initial application.
(2) Maintain continuity of coating and repair damage during curing period.
C. Curing Unformed Surfaces: Comply with ACI 308.1 (ACI 308.1M) as follows:
1. Begin curing immediately after finishing concrete.
3.9 TOLERANCES
A. Conform to ACI 117 (ACI 117M).
3.10 JOINT FILLING
A. Prepare, clean, and install joint filler in accordance with manufacturer's written instructions.
1. Defer joint filling until concrete has aged at least one month(s).
2. Do not fill joints until construction traffic has permanently ceased.
B. Remove dirt, debris, saw cuttings, curing compounds, and sealers from joints; leave contact faces of joints clean and dry.
C. Install semirigid joint filler full depth in saw-cut joints and at least 2 inches (50 mm) deep in formed joints.
D. Overfill joint, and trim joint filler flush with top of joint after hardening.
3.11 CONCRETE SURFACE REPAIRS
A. Defective Concrete:
1. Repair and patch defective areas when approved by Engineer.
2. Remove and replace concrete that cannot be repaired and patched to Engineer's approval.
B. Patching Mortar: Mix dry-pack patching mortar, consisting of 1 part portland cement to 2-1/2 parts fine aggregate passing a No. 16 (1.18-mm) sieve, using only enough water for handling and placing.
C. Repairing Formed Surfaces: Surface defects include color and texture irregularities, cracks, spalls, air bubbles, honeycombs, rock pockets, fins and other projections on the surface, and stains and other discolorations that cannot be removed by cleaning.
1. Immediately after form removal, cut out honeycombs, rock pockets, and voids more than 1/2 inch (13 mm) in any dimension to solid concrete.
a. Limit cut depth to 3/4 inch (19 mm).
b. Make edges of cuts perpendicular to concrete surface. c. Clean, dampen with water, and brush-coat holes and voids with bonding agent.
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d. Fill and compact with patching mortar before bonding agent has dried. e. Fill form-tie voids with patching mortar or cone plugs secured in place with bonding agent.
D. Repairing Unformed Surfaces:
1. Test unformed surfaces, such as floors and slabs, for finish, and verify surface tolerances specified for each surface.
a. Correct low and high areas.
b. Test surfaces sloped to drain for trueness of slope and smoothness; use a sloped template.
2. Repair finished surfaces containing surface defects, including spalls, popouts, honeycombs, rock pockets, crazing, and cracks in excess of 0.01 inch (0.25 mm) wide or that penetrate to reinforcement or completely through unreinforced sections regardless of width, and other objectionable conditions.
3. After concrete has cured at least 14 days, correct high areas by grinding.
4. Correct localized low areas during, or immediately after, completing surface-finishing operations by cutting out low areas and replacing with patching mortar. a. Finish repaired areas to blend into adjacent concrete.
5. Repair defective areas, except random cracks and single holes 1 inch (25 mm) or less in diameter, by cutting out and replacing with fresh concrete. a. Remove defective areas with clean, square cuts, and expose steel reinforcement with at least a 3/4-inch (19-mm) clearance all around.
b. Dampen concrete surfaces in contact with patching concrete and apply bonding agent.
c. Mix patching concrete of same materials and mixture as original concrete, except without coarse aggregate.
d. Place, compact, and finish to blend with adjacent finished concrete. e. Cure in same manner as adjacent concrete.
6. Repair random cracks and single holes 1 inch (25 mm) or less in diameter with patching mortar.
a. Groove top of cracks and cut out holes to sound concrete, and clean off dust, dirt, and loose particles.
b. Dampen cleaned concrete surfaces and apply bonding agent. c. Place patching mortar before bonding agent has dried. d. Compact patching mortar and finish to match adjacent concrete. e. Keep patched area continuously moist for at least 72 hours.
E. Perform structural repairs of concrete, subject to Engineer's approval, using epoxy adhesive and patching mortar.
F. Repair materials and installation not specified above may be used, subject to Engineer's approval.
3.12 FIELD QUALITY CONTROL
A. Special Inspections: Owner will engage a special inspector to perform field tests and inspections and prepare testing and inspection reports.
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B. Testing Agency: Owner will engage a qualified testing and inspecting agency to perform tests and inspections and to submit reports.
1. Testing agency to be responsible for providing curing container for composite samples on Site and verifying that field-cured composite samples are cured in accordance with ASTM C31/C31M.
2. Testing agency to immediately report to Architect, Contractor, and concrete manufacturer any failure of Work to comply with Contract Documents.
3. Testing agency to report results of tests and inspections, in writing, to Owner, Architect, Contractor, and concrete manufacturer within 48 hours of inspections and tests. a. Test reports to include reporting requirements of ASTM C31/C31M, ASTM C39/C39M, and ACI 301, including the following as applicable to each test and inspection:
(1) Project name.
(2) Name of testing agency.
(3) Names and certification numbers of field and laboratory technicians performing inspections and testing.
(4) Name of concrete manufacturer.
(5) Date and time of inspection, sampling, and field testing. (6) Date and time of concrete placement.
(7) Location in Work of concrete represented by samples. (8) Date and time sample was obtained.
(9) Truck and batch ticket numbers.
(10) Design compressive strength at 28 days.
(11) Concrete mixture designation, proportions, and materials. (12) Field test results.
(13) Information on storage and curing of samples before testing, including curing method and maximum and minimum temperatures during initial curing period.
(14) Type of fracture and compressive break strengths at seven days and 28 days.
C. Batch Tickets: For each load delivered, submit three copies of batch delivery ticket to testing agency, indicating quantity, mix identification, admixtures, design strength, aggregate size, design air content, design slump at time of batching, and amount of water that can be added at Project site.
D. Inspections:
1. Verification of use of required design mixture.
2. Concrete placement, including conveying and depositing.
3. Curing procedures and maintenance of curing temperature.
E. Concrete Tests: Testing of composite samples of fresh concrete obtained in accordance with ASTM C 172/C 172M to be performed in accordance with the following requirements:
1. Testing Frequency: Obtain one composite sample for each day's pour of each concrete mixture exceeding 5 cu. yd. (4 cu. m), but less than 25 cu. yd. (19 cu. m), plus one set for each additional 50 cu. yd. (38 cu. m) or fraction thereof. a. When frequency of testing provides fewer than five compressive-strength tests for each concrete mixture, testing to be conducted from at least five randomly selected batches or from each batch if fewer than five are used.
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2. Slump: ASTM C143/C143M:
a. One test at point of placement for each composite sample, but not less than one test for each day's pour of each concrete mixture.
b. Perform additional tests when concrete consistency appears to change.
3. Air Content: ASTM C231/C231M pressure method, for normal-weight concrete;. a. One test for each composite sample, but not less than one test for each day's pour of each concrete mixture.
4. Concrete Temperature: ASTM C1064/C1064M:
a. One test hourly when air temperature is 40 deg F (4.4 deg C) and below or 80 deg F (27 deg C) and above, and one test for each composite sample.
5. Compression Test Specimens: ASTM C31/C31M:
a. Cast and laboratory cure six 6-inch (150 mm) by 12-inch (300 mm) or nine 4-inch (100 mm) by 8-inch (200 mm) cylinder specimens for each composite sample.
6. Compressive-Strength Tests: ASTM C39/C39M.
a. Test one set of two 6-inch (150 mm) by 12-inch (300 mm) or one set of three 4-inch (100 mm) by 8-inch (200 mm) laboratory-cured specimens at seven days and one set of two 6-inch (150 mm) by 12-inch (300 mm) or one set of three 4-inch (100 mm) by 8-inch (200 mm) specimens at 28 days.
b. A compressive-strength test to be the average compressive strength from a set of two 6-inch by 12-inch or three 4-inch by 8-inch specimens obtained from same composite sample and tested at age indicated.
7. Strength of each concrete mixture will be satisfactory if every average of any three consecutive compressive-strength tests equals or exceeds specified compressive strength, and no compressive-strength test value falls below specified compressive strength by more than 500 psi (3.4 MPa) if specified compressive strength is 5000 psi (34.5 MPa), or no compressive strength test value is less than 10 percent of specified compressive strength if specified compressive strength is greater than 5000 psi (34.5 MPa).
8. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted by Architect but will not be used as sole basis for approval or rejection of concrete.
9. Additional Tests:
a. Testing and inspecting agency to make additional tests of concrete when test results indicate that slump, air entrainment, compressive strengths, or other requirements have not been met, as directed by Engineer.
b. Testing and inspecting agency may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C42/C42M or by other methods as directed by Engineer.
(1) Acceptance criteria for concrete strength to be in accordance with ACI 301 (ACI 301M), Section 1.6.6.3.
10. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements.
11. Correct deficiencies in the Work that test reports and inspections indicate do not comply with the Contract Documents.
F. .
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3.13 PROTECTION
A. Protect concrete surfaces as follows:
1. Protect from petroleum stains.
2. Diaper hydraulic equipment used over concrete surfaces.
3. Prohibit use of pipe-cutting machinery over concrete surfaces.
4. Prohibit placement of steel items on concrete surfaces.
5. Prohibit use of acids or acidic detergents over concrete surfaces.
END OF SECTION 03 30 00
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SITE CLEARING 31 10 00 - 1
SECTION 31 10 00 - SITE CLEARING
PART 1 - GENERAL
1.1 SUMMARY
A. This Section includes the following:
1. Protecting existing trees and plants to remain.
2. Removing above- and below-grade site improvements.
3. Disconnecting and capping or sealing site utilities
1.2 PROJECT CONDITIONS
A. Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during site-clearing operations.
1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from the City of Beverly Hills.
2. Provide alternate routes around closed or obstructed traffic ways if required by the City of Beverly Hills.
B. Salvageable Improvements: Carefully remove items indicated to be salvaged and store on Owner's premises where indicated.
C. Utility Locator Service: Notify utility locator service for area where Project is located before site clearing.
D. Do not commence site-clearing operations until temporary erosion and sedimentation control measures are in place.
PART 2 - PRODUCTS (Not Applicable)
PART 3 - EXECUTION
3.1 PREPARATION
A. Protect and maintain benchmarks and survey control points from disturbance during construction.
B. Locate and clearly flag trees and vegetation to remain or to be relocated.
C. Protect existing site improvements to remain from damage during construction.
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1. Restore damaged improvements to their original condition, as acceptable to Owner.
3.2 TREE PROTECTION
A. Erect and maintain temporary fencing around tree protection zones before starting site clearing.
Remove fence when construction is complete.
B. Do not excavate within tree protection zones, unless otherwise indicated.
C. Repair or replace trees and vegetation indicated to remain that are damaged by construction operations, in a manner approved by Architect.
3.3 UTILITIES
A. Locate, identify, disconnect, and seal or cap off utilities indicated to be removed.
1. Arrange with utility companies to shut off indicated utilities.
B. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated:
1. Notify Architect not less than two days in advance of proposed utility interruptions.
2. Do not proceed with utility interruptions without Architect's written permission.
3.4 SITE IMPROVEMENTS
A. Remove existing above- and below-grade improvements as indicated and as necessary to facilitate new construction.
3.5 DISPOSAL
A. Disposal: Remove surplus soil material, unsuitable topsoil, obstructions, demolished materials, and waste materials including trash and debris, and legally dispose of them outside the City limits of Beverly Hills.
B. Separate recyclable materials produced during site clearing from other nonrecyclable materials.
Store or stockpile without intermixing with other materials and transport them to recycling facilities.
END OF SECTION 31 10 00
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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CONCRETE PAVEMENT JOINT SEALANTS 32 13 73 - 1
SECTION 32 13 73 – CONCRETE PAVEMENT JOINT SEALANTS
PART 1 - GENERAL
1.1 SUMMARY
A. This Section includes the following:
1. Expansion and isolation joints within cement concrete pavement.
1.2 SUBMITTALS
A. Product Data: For each type of product indicated.
B. Compatibility and Adhesion Test Reports: From sealant manufacturer.
1.3 QUALITY ASSURANCE
A. Preconstruction Compatibility and Adhesion Testing: Submit samples of materials that will contact or affect joint sealants to joint-sealant manufacturers for testing according to manufacturer's standard test method to determine whether priming and other specific joint preparation techniques are required to obtain rapid, optimum adhesion of joint sealants to joint substrates.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, products listed in other Part 2 articles.
2.2 MATERIALS, GENERAL
A. Compatibility: Provide joint sealants, backing materials, and other related materials that are compatible with one another and with joint substrates under conditions of service and application, as demonstrated by joint-sealant manufacturer based on testing and field experience.
1. Primers: Product recommended by joint-sealant manufacturer where required for adhesion of sealant to joint substrates indicated, as determined from preconstruction joint-sealant-substrate tests and field tests.
B. Colors of Exposed Joint Sealants: As selected by Architect from manufacturer's full range.
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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2.3 COLD-APPLIED JOINT SEALANTS
A. Type NS Silicone Sealant for Concrete: Single-component, low-modulus, neutral-curing, nonsag silicone sealant complying with ASTM D 5893 for Type NS.
1. Products:
a. Crafco Inc.; RoadSaver Silicone.
b. Dow Corning Corporation; 888.
c. Or any equivalent product.
B. Type SL Silicone Sealant for Concrete: Single-component, low-modulus, neutral-curing, selfleveling silicone sealant complying with ASTM D 5893 for Type SL.
1. Products:
a. Crafco Inc.; RoadSaver Silicone SL.
b. Dow Corning Corporation; 890-SL.
c. Or any equivalent product.
2.4 HOT-APPLIED JOINT SEALANTS
A. Elastomeric Sealant for Concrete: Single-component formulation complying with ASTM D 3406.
1. Products:
a. Crafco Inc.; Superseal 444/777.
b. Meadows, W. R., Inc.; Poly-Jet 3406.
c. Or any equivalent product.
2.5 JOINT-SEALANT BACKER MATERIALS
A. General: Provide joint-sealant backer materials that are nonstaining; are compatible with joint substrates, sealants, primers, and other joint fillers; and are approved for applications indicated by joint-sealant manufacturer based on field experience and laboratory testing.
B. Round Backer Rods for Cold-Applied Sealants: ASTM D 5249, Type 3, of diameter and density required to control sealant depth and prevent bottom-side adhesion of sealant.
C. Backer Strips for Cold-Applied Sealants: ASTM D 5249; Type 2; of thickness and width required to control sealant depth, prevent bottom-side adhesion of sealant, and fill remainder of joint opening under sealant.
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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CONCRETE PAVEMENT JOINT SEALANTS 32 13 73 - 3
PART 3 - EXECUTION
3.1 INSTALLATION
A. Concrete curing requirement: The concrete must be allowed to cure and dry a minimum of 7 days in good drying weather before installing sealant. An additional day of good drying weather must be allowed for each day of poor, inclement weather.
B. Surface Cleaning of Joints: Clean out joints immediately before installing joint sealants to comply with joint-sealant manufacturer's written instructions.
C. Joint Priming: Prime joint substrates where indicated or where recommended in writing by joint-sealant manufacturer, based on preconstruction joint-sealant-substrate tests or prior experience.
D. Sealant Installation Standard: Comply with recommendations in ASTM C 1193 for use of joint sealants as applicable to materials, applications, and conditions indicated.
E. Install backer materials to support sealants during application and at position required to produce optimum sealant movement capability. Do not leave gaps between ends of backer materials. Do not stretch, twist, puncture, or tear backer materials. Remove absorbent backer materials that have become wet before sealant application and replace them with dry materials.
F. Install sealants at the same time backings are installed to completely fill recesses provided for each joint configuration and to produce uniform, cross-sectional shapes and depths relative to joint widths that allow optimum sealant movement capability.
G. Tooling of Nonsag Sealants: Immediately after sealant application and before skinning or curing begins, tool sealants to form smooth, uniform beads of configuration indicated; to eliminate air pockets; and to ensure contact and adhesion of sealant with sides of joint.
H. Clean off excess sealants or sealant smears adjacent to joints as the Work progresses by methods and with cleaning materials approved by manufacturers of joint sealants and of products in which joints occur.
END OF SECTION 32 13 73
RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
REVISED: 05/08/2026
PASSIVE ANTI-RAM VEHICLE BOLLARDS 34 71 13 - 1
SECTION 34 71 13 – PASSIVE ANTI-RAM VEHICLE BOLLARDS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
Section Includes:
1. Stationary anti-ram rated vehicle barriers.
2. Stainless steel covers for bollards.
Related Requirements:
1. Section 033000 "Cast-in-Place Concrete".
1.3 ACTION SUBMITTALS
Product Data: For each vehicle barrier type. Include manufacturer's standard details and installation and maintenance instructions.
Shop Drawings: For each vehicle barrier type, show the following:
1. Size, configuration, and fabrication and installation details.
2. Dimensions and clearances between barriers and other adjacent permanent construction.
3. Include setting drawings and templates for bollards and other items embedded into concrete foundations.
4. Concrete mix designs, signed by registered civil engineer. See Section 033000, “Cast-inPlace Concrete”.
5. Covers:
a. Size, configuration, and anchorage details
b. Color and finish texture
c. Installation requirements, including templates
Samples:
1. Bollard cover for each type specified.
1.4 INFORMATIONAL SUBMITTALS
Coordination Drawings:
1. Show coordination of the work with below-grade site utilities.
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RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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PASSIVE ANTI-RAM VEHICLE BOLLARDS 34 71 13 - 2
Qualification Data: For manufacturer.
Material Certificates: For each of the following, signed by manufacturers:
1. Steel mill test reports for reinforcing steel.
2. Concrete mix design components – See Section 033000 “Cast-in-Place Concrete” Material Test Reports:
1. Concrete tests – See Section 033000 “Cast-in-Place Concrete” Manufacturer Certificates:
1. Certify that product meets the System Performance criteria specified herein.
1.5 CLOSEOUT SUBMITTALS
Maintenance Data: For each product indicated.
Operation Data: For each product indicated.
1.6 QUALITY ASSURANCE
Installer Qualifications:
1. Engage an experienced installer who is an authorized representative of the vehicle barrier manufacturer for both installation and maintenance of the type of units required for this Project.
2. Engage an experienced installer who is an authorized representative of the bollard cover manufacturer for installation of the type of units required for this Project.
Source Limitations:
1. Obtain vehicle barriers through one source from a single manufacturer.
2. Obtain bollard covers through one source from a single manufacturer.
Mockups:
1. Not required.
1.7 FIELD CONDITIONS
Field Measurements:
1. Verify field conditions affecting vehicle barrier installation. Show field measurements on Submittal Drawings. Coordinate field measurement and fabrication schedule to avoid delay.
2. Measure sidewalk finished surface geometry, including slopes, affecting size and shape of bollard covers. Coordinate field measurement and fabrication to ensure finished cover bottoms conform to finished surface contours.
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RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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PASSIVE ANTI-RAM VEHICLE BOLLARDS 34 71 13 - 3
PART 2 - PRODUCTS
2.1 SYSTEM PERFORMANCE & MANUFACTURED UNITS
Provide bollard product which has been tested and certified to provide the following vehicle antiram performance:
1. Type 1 bollard where indicated on the drawings
a. Ram Resistance: M50 in conformance with ASTM F2656.
b. Dynamic Penetration Resistance: less than 4.1 feet
c. Spacing: As indicated on drawings.
2. Type 2 bollard where indicated on the drawings
a. Ram Resistance: M30 in conformance with ASTM F2656.
b. Dynamic Penetration Resistance: P1
c. Spacing: As indicated on drawings.
Provide stainless steel bollard cover product with sloped/slanted top and orientations as indicated on drawings.
a. Maximum outside diameter for Type 1 bollard: 12 inches b. Maximum outside diameter for Type 2 bollard: 10 inches
2.2 MANUFACTURERS
Basis-of-Design Bollard Manufacturer: BARRIER 1 SYSTEMS, LLC
1. Type 1 bollard Model: Hercules M50 Set & Pour Bollard – Model SPB-1200
2. Type 2 bollard Model: Hercules M30 Set & Pour Bollard – Model SPB-400 Basis-of-Design Stainless Steel Bollard Cover Manufacturer: BARRIER 1 SYSTEMS, LLC
2.3 MATERIALS
Concrete Foundation: See Section 033000, “Cast-in-Place Concrete”. Minimum 28-day compressive strength = 4,000 psi.
Bollard Concrete Fill: See Section 033000, “Cast-in-Place Concrete”. Minimum 28-day compressive strength = 4,000 psi.
Bollard: ASTM A120, Schedule 120 carbon steel pipe.
Bollard Reinforcing Steel Inserts: ASTM A615, Grade 60
Foundation Reinforcing Steel: As indicated on drawings.
Stainless Steel Bollard Cover: Type 316 stainless steel, 10 gauge minimum, ASTM A480 No.4 finish.
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RODEO DRIVE BOLLARD PROJECT PHASE 2 KPFF CONSULTING ENGINEERS CITY OF BEVERLY HILLS, CA 100% DESIGN DOCUMENTS
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PASSIVE ANTI-RAM VEHICLE BOLLARDS 34 71 13 - 4
PART 3 - EXECUTION
3.1 EXAMINATION
Before installation, examine areas to receive vehicle barrier equipment. Verify that critical dimensions are correct and conditions are acceptable to special inspector, Owner’s inspector, and City inspector.
Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 PREPARATION
Examine and verify foundation suitability for product installation. Obtain approvals from the special inspector responsible for foundations and soils.
Coordinate delivery and installation of anchors, sleeves, and other items embedded in concrete foundations.
3.3 INSTALLATION
General: Install vehicle barrier equipment and bollard covers according to manufacturer's written instructions and placement drawings.
a. Install adhesive rigid foam shims to fill annular gap between structural bollard and bollard cover to ensure a tight cover fit that prevents cover movement. b. Plumb and secure bollard covers using four (4) tamper-proof set screws at base of cover.
3.4 FIELD QUALITY CONTROL
Special Inspections and Testing Agency: Owner will engage a special inspector and qualified testing and inspection agency to perform field tests and inspections and prepare test reports.
Inspections: As indicated on the drawings in the Statement of Special Inspections for foundation concrete, reinforcing steel, and soils.
Testing: As indicated on the drawings in the Statement of Special Inspections for foundation concrete and soils.
END OF SECTION 34 71 13
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Attachment 3
Notice of Exemption Form D
To: Office of Planning and Research
PO Box 3044, 1400 Tenth Street, Room 212
Sacramento, CA 95812-3044
CountyClerk
County of
From: (Public Agency)
(Address)
Project Title:
Project Location - Specific:
Project Location – City: Project Location – County:
Description of Project:
Name of Public Agency Approving Project:
Name of Person or Agency Carrying Out Project:
Exempt Status: (check one)
Ministerial (Sec. 21080(b)(1); 15268);
Declared Emergency (Sec. 21080(b)(3); 15269(a));
Emergency Project (Sec. 21080(b)(4); 15269(b)(c));
Categorical Exemption. State type and section number:
Statutory Exemptions. State code number:
Reasons why project is exempt:
Lead Agency
Contact Person: Area Code/Telephone/Extension:
If filed by applicant:
1. Attach certified document of exemption finding.
2. Has a Notice of Exemption been filed by the public agency approving the project? Yes No Signature: Date: Title:
Signed by Lead Agency Date received for filing at OPR:
Signed by Applicant
Governor’s Office of Planning and Research January 2004 27 City of Beverly Hills 455 N. Rexford Drive Beverly Hills, CA 90210 Los Angeles Rodeo Drive Bollards Phase 2 City of Beverly Beverly Hills Los Angeles Angeles
The project involves the installation of crash-rated bollards at the curb ramps and driveways along Rodeo Drive between S. Santa Monica Blvd and Wilshire Blvd.; and replacement of traffic signal poles in the same area.
CEQA Guidelines § 15301(c) Class 1 Existing Facilitie
Teresa Revis 310-285-2471 Teresa Revis 6/11/2026 Associate Project Manager Digitally signed by Teresa Revis
Date: 2026.06.12 07:40:32
-07'00'
The project will make minor alteration to existing public facilities (i.e. sidewalks) involving negligible or no expansion of existing use.
existing right-of way on Rodeo Drive between S. Santa Monica Blvd. and Wilshire Blvd.
City of Beverly Hills City of Beverly Hills
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Attachment 4
CITY OF BEVERLY HILLS
DEPARTMENT OF PUBLIC WORKS
MEMORANDUM
TO: City Council Liaison / Rodeo Drive / Special Events / Holiday Program Committee
FROM: Samer Elayyan, P.E., Engineering Services Manager Teresa Revis, Associate Project Manager
DATE: December 23, 2025
SUBJECT: Update on Phase 2 of the Rodeo Drive Bollards
ATTACHMENTS: 1. Presentation
INTRODUCTION
This item provides the Beverly Hills City Council Liaison / Rodeo Drive Committee (RDC) / Special Events/Holiday Program Committee (Liaisons) with an update on Phase 2 security bollards on Rodeo Drive and requests direction from the Liaisons on the bollards design.
DISCUSSION
At the May 2, 2023 City Council study session, the City Council approved the Liaisons recommendation for staff to determine feasibility, cost and schedule for the Rodeo Boulevard bollards. There are two types of bollards and the installation was split into two phases:
Phase 1: Concrete spherical bollards along the sidewalk of Rodeo Drive and portion of intersecting streets.
Phase 2: Cylindrical bollards at corner curb ramps, mid-block crossings and alley and driveway approaches along Rodeo Drive.
On October 1, 2024, City Council accepted the contract work for the fabrication and placement of 270 concrete sphere bollards (Phase 1) on Rodeo Drive, Brighton Way, Dayton Way and South Santa Monica Boulevard.
The Phase 2 cylindrical bollards are crash-rated to withstand the impact of a large electric vehicle at a speed of 50 mph at the intersections and 30 mph at the mid-block crossings, alley and driveway approaches. These bollards are approximately 10 inches in diameter and 3 feet, 4 inches tall and will be installed at approximately 5-foot spacing. The RDC requested concrete covers for the bollards to match the look of the concrete sphere bollards. The concrete cover is 5 inches thick around the base bollard, making the finished bollard 20 inches in diameter and 3 feet, 10 inches tall to allow for a dome top.
The RDC reviewed a sample bollard and requested that staff use a stainless steel cover to reduce the size of the bollards. A sloped top is recommended for maintenance issues.
The diameter of the bollard with this cover will be approximately 12-inches. Attachment 1 includes images of the sample bollard and the proposed stainless steel cover. 2 of 2
Schedule
The design is estimated to be completed in February, 2026. Once the design is finalized, the project will go through the bidding/contracting process and a more detailed schedule will be provided. Construction is estimated to take 10 to 12 months.
Fiscal Impact
The estimated cost is $1,200,000 for the Phase 2 bollards, not including the selected covers. The project is funded through the Urban Design CIP (CIP# 00864).
Recommendation
At this time staff recommends that the Liaisons provide feedback on the finish look of the Phase 2 bollards. Staff will return to the City Council with the bid results and recommendations.
Update on Proposed
Rodeo Drive Barriers
Rodeo Drive Committee/Special Events/Holiday Program Committee December 23, 2025
Wilshire
Zones with concrete sphere bollardsZones to install curb-cut bollards Project Area Install pending new development at 468 N. Rodeo Install pending coordination with Metro Project
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Existing Conditions
1 / I
Curb-cut Bollards
• Crash-rated bollard• Designed for impact from higher weight electric SUV or truck
• 50 mph at intersections / 30 mph at midblock crossings and driveways Curb-cut Bollards
Sample Concrete Cover
Stainless Steel Bollard Covers
468 N. Rodeo Proposal
• LVMH Proposal for 468 N. Rodeo• Stainless steel bollards with flat top• Brushed #4 finish (also called satin or architectural finish - clean, modern, lowreflection appearance) [I
Curb-cut bollards
20272026
Jan Feb AprMar May JulJun Oct Nov Dec Jan Feb AprMar May Jun DesignBid, Contract, ApprovalInstallation / Construction Schedule
• Estimated cost is $1,200,000 (not including the covers) • The project is funded through the Urban Design CIP (CIP# 00864).
Fiscal Impact
At this time staff recommends that the Liaisonsprovide feedback on the Rodeo Drive Barriers anddirect staff to move forward with the project.
Recommendation