CITY OF RICHMOND
EROSION CONTROLS 31 25 13 - 3
PART 3 - EXECUTION
3.01 INSPECTION
A. Erosion and sedimentation controls shall be inspected immediately after each rainfall and at least daily during prolonged rainfall by the contractor. Any required repairs shall be made immediately, to the satisfaction of the Engineer.
END OF SECTION
SHIELDS REID PARK IMPROVEMENTS
CITY OF RICHMOND
AGGREGATE BASE 32 11 23 - 1
SECTION 32 11 23
AGGREGATE BASE
PART 1 - GENERAL
1.01 SECTION INCLUDES
A. Specifications for furnishing, spreading, and compacting aggregate base course for pavement repairs as indicated.
1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):
ASTM D2922 Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)
ASTM D3017 Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)
B. State of California, Department of Transportation (Caltrans), Standard Specifications:
Section 17 Watering
Section 26 Aggregate Bases
C. State of California, Department of Transportation (Caltrans), Standard Test Methods:
Calif. Test 201 Method of Soil and Aggregate Sample Preparation Aggregates
Calif. Test 202 Method of Tests for Sieve Analysis of Fine and Coarse Aggregates
Calif. Test 205 Method of Determining Percentage of Crushed Particles Calif. Test 216 Method of Test for Relative Compaction of Untreated and Treated Soils and Aggregates
Calif. Test 217 Method of Test for Sand Equivalent
Calif. Test 229 Method of Test for Durability Index
Calif. Test 301 Method of Test for Resistance “R” Value of Treated and Untreated Bases, Subbases and Basement Soils by the
Stabilometer
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CITY OF RICHMOND
AGGREGATE BASE 32 11 23 - 2
PART 2 - PRODUCTS
2.01 AGGREGATE BASE MATERIAL
A. Class 2 aggregate base shall be free of vegetable matter and other deleterious substances. Coarse aggregate, material contained on the No. 4 sieve, shall consist of material of which 25 percent by weight shall be crushed particles as determined by California Test Method No. 205. Class 2 aggregate base shall conform to one of the following gradings, determined in accordance with California Test Method No. 202:
Percentage Passing Sieves
Sieve Sizes 3/4 inch Maximum
2 inch —
1 ½ inch —
1 inch 100
3/4 inch 90-100
No. 4 35 - 55
No. 30 10 - 30
No. 200 3 - 9
B. Class 2 aggregate base shall conform to the following additional requirements:
Tests Test Method No. Calif. Requirements
Resistance (R-Value) 301 78 min.
Sand Equivalent 217 30 min.
Tests Test Method No. Calif. Requirements
Durability Index 229 35 min.
2.02 SOURCE QUALITY CONTROL
A. Submit certificate of compliance for approval prior to installation of material.
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AGGREGATE BASE 32 11 23 - 3
PART 3 - EXECUTION
3.01 EXAMINATION
A. Call for an inspection by the Engineer and obtain written acceptance of the prepared subgrade or subbase before proceeding with the placement of aggregate base course.
B. The subgrade or subbase to receive aggregate base course, immediately prior to spreading, shall conform to the compaction and elevation tolerances indicated for the material involved and shall be free of standing water and loose or extraneous material.
3.02 INSTALLATION STANDARDS
A. Aggregate base course shall be applied over the prepared subgrade or subbase and compacted in accordance with Section 26 of the Caltrans Standard Specifications.
B. Aggregate base course shall be minimum uniform thickness after compaction of dimensions indicated. Where not indicated, compacted thickness shall be six inches for driveways/sidewalks and eight inches for roadways.
C. All compaction expressed in percentages in this section refers to the maximum dry density as determined by California Test Method No. 216.
3.03 SPREADING OF MATERIAL
A. Aggregate for base course shall be delivered as uniform mixture of fine and coarse aggregate and shall be spread in layers without segregation.
B. Aggregate base course material shall be free from pockets of large and fine material.
Segregated materials shall be remixed until uniform.
C. Aggregate base material shall be moisture-conditioned to near optimum moisture content in accordance with the applicable requirements of Section 17 of the Caltrans Standard Specifications.
D. Aggregate base course six inches and less in thickness may be spread and compacted in one layer. For thicknesses greater than six inches, the base course aggregate shall be spread and compacted in two or more layers of uniform thickness not greater than six inches each.
3.04 COMPACTING
A. Relative compaction of each layer of compacted aggregate base material shall be not less than 95 percent as determined by California Test Method No. 216.
B. Thickness of finished base course shall not vary more than 3/4 inch from the indicated thickness at any point. Base which does not conform to this requirement shall be reshaped or reworked, watered, and recompacted to achieve compliance with specified requirements.
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AGGREGATE BASE 32 11 23 - 4
C. The surface of the finished aggregate base course at any point shall not vary more than 3/4 inch above or below the indicated grade.
3.05 FIELD QUALITY CONTROL
A. Perform field tests in accordance with ASTM D2922 to determine compliance with specified requirements for density and compaction of aggregate base material, and with ASTM D3017 to determine moisture-content compliance of the installed base course.
END OF SECTION
SHIELDS REID PARK IMPROVEMENTS
CITY OF RICHMOND
ASPHALTIC CONCRETE PAVING 32 12 16 - 1
SECTION 32 12 16
ASPHALTIC CONCRETE PAVING
PART 1 - GENERAL
1.01 SECTION INCLUDES
A. Specifications for providing asphaltic concrete paving as indicated.
1.02 RELATED SECTIONS
A. Section 31 20 00 - Earthmoving
B. Section 32 11 23 - Aggregate Base
1.03 REFERENCES
A. State of California, Department of Transportation (Caltrans), Standard Specifications Section 39 Asphalt Concrete
Section 92 Asphalts
Section 93 Liquid Asphalts
Section 94 Asphaltic Emulsions
B. State of California, Department of Transportation (Caltrans), Standard Test Methods Calif. Test 202 Method of Tests for Sieve Analysis of Fine and Coarse Aggregates
Calif. Test 304 Method of Preparation of Bituminous Mixtures for Testing Calif. Test 366 Method of Test for Stabilometer Value
Calif. Test 375 Determining the In Place Density and Relative Compaction of AC Pavement
1.04 PROTECTION
A. Protect concrete pavements and walks, curbs and bases, and other improvements adjacent to the operations with suitable materials. The Contractor shall be responsible for any damage caused by the Contractor’s employees or equipment and shall make necessary repairs. Building and other surfaces shall be covered with paper or other protection, where required. All damage caused by the Contractor’s operations shall be prepared or replaced as required.
PART 2 - PRODUCTS
SHIELDS REID PARK IMPROVEMENTS
CITY OF RICHMOND
ASPHALTIC CONCRETE PAVING 32 12 16 - 2
2.01 BASE COURSE MATERIAL
A. Class 2 Aggregate Base. Percentage composition by weight of aggregate base material shall conform to the 3/4 inch maximum grading when determined by California Test 202.
2.02 TACK COAT (VERTICAL SURFACES)
A. Tack Coat: Diluted SS-1 or SS-1h emulsion or undiluted RS-1 emulsion in conformance with Section 94 or the Caltrans Standard Specifications.
2.03 ASPHALT PAVING MATERIALS
A. Paving Asphalt: All purpose, aged residue, steam refined, PG 64-10 grade, in accordance with Section 92 of the Caltrans Standard Specifications.
B. Aggregate: Type A, with the grading of the combined aggregate conforming to 1/2 inch maximum size, medium grading, as specified in Section 39 of the Caltrans Standard Specifications.
C. Mixing Facilities: Asphalt concrete surfacing material shall be furnished from an approved commercial asphalt central mixing plant.
2.04 SOURCE QUALITY CONTROL
A. Contractor shall submit Certificate of Compliance from manufacturer for approval prior to installation.
PART 3 - EXECUTION
3.01 PLACING OF BASE COURSE
A. The Contractor shall call for an inspection by the Engineer and obtain written approval of the subgrade before proceeding with the base course.
B. Base course shall be minimum uniform thickness after compaction of dimensions indicated. Where not indicated, compacted thickness shall be six inches for parking stalls and eight inches for roads, driveways, and aisles of parking areas.
C. Base course shall be placed over finished subgrade and compacted in accordance with Section 32 11 23 - Aggregate Base.
D. After base course has been completed, the Contractor shall call for an inspection by the Engineer and obtain written approval before proceeding with application of the asphalt wearing surface.
3.02 PLACING ASPHALT CONCRETE
A. Areas to be paved shall be covered with a layer of hot asphalt concrete surfacing not less than the thickness indicated after compaction.
B. Paving asphaltic concrete shall be delivered, laid, rolled, and finished in accordance with Section 39 of the Caltrans Standard Specifications.
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ASPHALTIC CONCRETE PAVING 32 12 16 - 3
C. Before placing asphalt concrete, a tack coat (paint binder) shall be applied to all vertical surfaces against which asphalt concrete surfacing will be placed. Tack coat (paint binder) shall be applied in accordance with Section 39-4 of the Caltrans Standard Specifications at the rate of from 0.02 to 0.10 gallons per square yard.
D. Finish surface of the wearing course shall be thoroughly compacted, smooth, and free from ruts, humps, depressions, cold joints, or other irregularities.
E. Finish paving shall conform to slopes, lines, and finish grades indicated, and shall drain properly. Where adjacent surfaces are intended to be flush (as at concrete gutters, walks, and paving), they shall conform smoothly at all joints.
F. Ridges, indentations, and other objectionable marks left in the surface of the asphalt concrete by paving or rolling equipment shall be eliminated by rolling. The use of equipment that leaves ridges, indentations, or other objectionable marks in the asphalt concrete shall be discontinued, and other acceptable equipment shall be employed.
G. Where cold joints are indicated or necessary, cut back the placed and compacted cold asphalt a minimum of three inches with a concrete or masonry power saw, so that a vertical face of compacted full thickness material is exposed. Treat this surface with a tack coat before proceeding with the placement of new asphaltic concrete surfacing.
H. Finish paving shall conform to finish elevations within plus or minus 0.01 of a foot and shall be level to within plus or minus 1/4 inch in 10 feet when measured with a 10 foot straightedge in any direction.
3.03 FIELD QUALITY CONTROL
A. The Contractor shall control the quality of the work and shall provide adequate testing to assure compliance with these Specifications.
B. After completion of paving work, all paving shall be flooded with water, and any resulting “ponds” shall be ringed with chalk. Such hollows shall be corrected with addition of asphalt paving materials and rerolling until all paving is completely level and free from hollows and high spots.
C. The Engineer shall perform in-place density and compaction tests of the completed pavement in accordance with California Test 375 to determine compliance with specified requirements. Test shall be performed as directed by the Engineer.
3.04 MAINTENANCE OF PAVEMENT
A. Upon completion of final rolling, traffic shall not be permitted on the finished pavement for at least six hours, and until the asphalt concrete has cooled sufficiently to withstand traffic without being deformed.
B. Finished pavement shall be maintained in finished clean condition until the work is accepted by the Owner.
END OF SECTION
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ASPHALTIC CONCRETE PAVING 32 12 16 - 4
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SHIELDS REID PARK IMPROVEMENTS
CITY OF RICHMOND
CONCRETE PAVING 32 13 13 - 1
SECTION 32 13 13
CONCRETE PAVING
PART 1 -GENERAL
1.01 SUMMARY
A. Portland cement concrete and accessory items for concrete curbs, gutters, ramps, and site walkway, as indicated.
1.02 RELATED WORK
A. Section 31 20 00 – Earthwork
B. Section 31 23 24 – Trench Excavation and Backfill
C. Section 32 11 23 - Aggregate Base Course
D. Section 33 10 00 – Water Utilities
E. Section 33 33 00 - Site Sanitary Sewerage System
F. Section 33 40 00 – Storm Drainage System
1.03 QUALITY ASSURANCE
A. Comply with all applicable local, state, and federal requirements regarding materials, methods of work, and disposal of excess and waste materials.
B. Construct concrete surfaces within 1/4 inch of the indicated elevation, and deviating not more than 1/8 inch from a 10 foot straightedge placed anywhere on the surface.
1.04 SUBMITTALS
A. Submit concrete mix designs for approval for each class of concretes specified herein.
Provide sources of cement and aggregates. Provide manufacturer’s data sheets for all admixtures used. Provide certification that aggregates do not contain reactive silica materials. Provide break histories of submitted mixes.
B. Submit manufacturer’s data sheets, product samples, and installation instructions for sealants and expansion joint filler materials.
C. Submit curing method and manufacturer’s data sheets and instructions for curing products for approval if applicable.
PART 2 - PRODUCTS
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CONCRETE PAVING 32 13 13 - 2
2.01 MATERIALS
A. Unless specified otherwise, provide Class of Concrete specified herein:
1. Mix Design for non-traffic rated /pedestrian areas (includes bioretention retaining wall):
a. Strength of concrete in place shall be 3,000 psi at 28 days b. Provide air-entrainment of three percent (± one percent) with admixture conforming to ASTM C260.
c. Nominal size of large aggregate shall be 1”
d. Minimum total cement content shall be 520 pounds per cubic yard of concrete e. Type F Fly Ash shall be substituted for cement at the rate of 15% by dry weight per cubic yard of concrete
2. Mix Design for areas subject to vehicular traffic:
a. Strength of concrete in place shall be 4,000 psi at 28 days b. Provide air-entrainment of three percent (± one percent) with admixture conforming to ASTM C260.
c. Nominal size of large aggregate shall be 1”
d. Minimum total cement content shall be 600 pounds per cubic yard of concrete e. Type F Fly Ash shall be substituted for cement at the rate of 15% by dry weight per cubic yard of concrete.
3. Foundation for stage (see plan sheet S102)
B. Reinforcing Steel:
1. Bar reinforcement to be ASTM A615, Grade 60 except for Grade 40 KSI for #3 stirrup/tie, as indicated in the plans.
C. Dowels:
1. Smooth round bars conforming to ASTM A615, Grade 60; or ASTM A36, of size indicated on the drawings. Grease one end to prevent bond.
D. Wire Mesh:
1. Wire mesh shall confirm with ASTM A185-64
E. Concrete Color:
1. As indicated in the landscape plans
F. Joints
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1. Expansion joints incorporating premolded joint fillers for fixed form concrete surface improvements shall be constructed at sixteen (16) foot intervals or as appropriate to match existing pattern and at the ends of curb returns. Expansion joint filler strip shall be an approved one piece premolded ½” thick strip conforming to the requirements of ASTM Designation D1751 or ASTM D 994. Place top of joint filler as indicated in plans. Expansion joint material shall be shaped to fit the cross section of the concrete prior to being placed.
2. Single-Component, Self-Leveling, Silicone Joint Sealant for Concrete: Joint sealant shall conform to ASTM D 5893, Type SL. Install per manufacturer’s guidelines.
PART 3 - EXECUTION
3.01 FINISH
A. Provide finish as indicated in the landscape plans. Where finish is not indicated in plans use light sandblast or as approved by the Engineer.
B. Trowel the face of curb smooth to a depth of not less than two inches below the flow line, or the flow line of integral curb and gutter, and finish with a steel trowel, all immediately after removal of front curb forms.
3.02 PREPARATION OF SUBGRADE
A. Excavate for, prepare, and compact the subgrade as specified in the plans and geotechnical report.
B. Test completed subgrade for correct grade and cross section by means of template supported on side forms.
C. Install aggregate base where required.
D. Dampen subgrade and forms just before placing concrete.
3.03 TYPE OF CONSTRUCTION
A. Provide cast-in-place concrete construction, plain or reinforced as indicated. Site concrete shall be formed accurately to indicate section profile with template screed.
B. Provide concrete paving as indicated. Install joints as shown on the drawings.
3.04 JOINTS
A. Expansion/Isolation Joints:
1. Construct 3/8 inch thick expansion/isolation joints as indicated in the landscape plans.
2. Expansion joint filler material shall extend to the full depth of the cross section at the point of contact excepting the depth necessary for sealant on top of the expansion joints.
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CONCRETE PAVING 32 13 13 - 4
B. Control Joints:
1. Pedestrian and Vehicular Concrete Paving: Construct contraction/control joints in locations indicated on the drawings.
C. Edge Tooling:
1. Where indicated joints shall be edge-tooled with a tool having 1/4 inch radius for pedestrian concrete and 3/8 inch radius for vehicular concrete, leaving joints free of mortar and concrete. In preformed type joints, leave joint filler material exposed for full length of joint with clean and true edges excepting the depth necessary for sealant.
3.05 FORM REMOVAL
A. Remove front curb forms not less than two or more than six hours after placing concrete, but in no case while the concrete is still plastic enough to slump.
B. Remove other forms not less than 12 hours after finishing is completed.
3.06 TESTING
A. Slump tests shall be performed by the General Contractor in the presence of the Engineer at the beginning of each day's pour and at such additional times as required by the District.
Slump tests shall be made in accordance with current ASTM Designation C-143 or California Test Method No. 520 at the Engineer’s discretion.
B. The Contractor shall hire an accredited materials testing laboratory to perform Quality Control tasks, including slump tests and compressive strength (per ASTM C39/C39M) tests. The Contractor shall sample and test three (3) cylinders at each of the following locations, or as directed by the Engineer:
• Pedestrian Concrete Pathway (1) location to be determined by the Engineer • Vehicular Concrete Pathway (1) location to be determined by the Engineer • Site Retaining Wall (1) location to be determined by the Engineer C. The Engineer shall inspect and approve formwork and reinforcing steel placement prior to concrete pours. The General Contractor shall provide at least 24 hours’ notice that inspections are required.
END OF SECTION 32 13 13
SHIELDS REID PARK IMPROVEMENTS
CITY OF RICHMOND
STABILIZED DECOMPOSED GRANITE 32 14 44 - 1
DOCUMENT 32 14 44
STABILIZED DECOMPOSED GRANITE
PART 1 GENERAL
1.01 DESCRIPTION
A. This Section includes all services, labor, materials, transportation, and equipment necessary to perform the Work indicated on the Contract Drawings and specified herein this Section, as required to properly constructing a universally accessible decomposed granite paving on a prepared subgrade, and includes the following:
(1) Stabilized Decomposed Granite Pathways
B. Work specified in Related Sections include:
(1) Section 02 41 00 “Demolition”
(2) Document 31 20 00 “Earthwork”
(3) Document 32 10 16 “Asphalt Paving”
(4) Document 31 23 33 “Trenching, Backfilling, And Compacting”
1.02 REFERENCES
A. ASTMC136-SieveAnalysisofFineandCoarseAggregates
B. ASTMD2419-SandEquivalentValueofSoilsandFineAggregates C. Caltrans Standard Specifications for Public Works Construction
1.03 SEQUENCING
A. Do not install work specified in this section prior to acceptance of earthmoving.
Coordinate work specified in this section with work specified in other sections to minimize cutting of – and operation of – heavy equipment over newly-installed surfacing.
1.04 ACTION SUBMITTALS
A. Product Data:
(1) Manufacturer’s product data sheet and installation instructions indicating that product complies with specifications for crushed aggregate blended with GraniteCrete admixture surfacing
B. Samples for Verification: For each of the following
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STABILIZED DECOMPOSED GRANITE 32 14 44 - 2
(1) 1 quart sample of stabilized crushed aggregate paving.
1.05 QUALITY ASSURANCE
A. GraniteCrete installation differs from the installation of concrete or traditional decomposed granite binders. To achieve an excellent result, it is recommended that the installer be trained by a GraniteCrete Representative. (1) GraniteCrete Approved Installers can be found on the following website:
https://www.granitecrete.com/installers/
(2) GraniteCrete recommends that a GraniteCrete representative be on-site at the beginning of any installation to train the crew in the procedures for achieving an excellent GraniteCrete installation. GraniteCrete is not able to be present for the entire installation. However, GraniteCrete does offer paid consulting services if presence at the entire installation is desired, or required (minimum four hours, plus travel).
(3) GraniteCrete offers up to three hours of free consulting and training for all new installers.
(4) The installation instructions in this Specification Guide are meant as a guide for bidding purposes and will be superseded by the approved Submittal of installation instructions from GraniteCrete, Inc., and any field direction provided by the company representative.
(5) GraniteCrete, Inc. does not offer a warranty on any installation - even if completed by an Approved Installer - only on the product, bag-to-bag.
B. Porous Base Rock Testing
(1) Testing shall occur during installation. Results shall be submitted prior to completion of the stone base installation.
(a) The stone field area shall have a permeable rate no less than 14” per hour. The testing shall be per Din 8035 Part 7, ASTM 2434 (constant head), or ASTM F2898 testing methods.
(b) In addition to the lab testing, after installation of any aggregate base cross-section, designed to conduct rainfall to the sub-soils and/or under-drain system, the finished aggregate base shall be tested, in situ for infiltration rate, using method ASTM F2898. The test shall be performed by a registered Geotechnical Engineer or certified agronomist.
(2) The Contractor is responsible to meet this performance specification, before proceeding with installation, and shall bear the cost of the on-site testing and the cost of any additional work necessary to achieve compliance with the specification.
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(3) All test results shall be logged and documented by the Owner's Technical Representative or Geotechnical Engineer. If at any time the processed stone base does not meet specifications, it shall be the Contractor's responsibility to restore, at his expense, the processed stone base to the required grade, cross-section and density.
(4) After the contractor has independently confirmed compliance with all the above tolerances (planarity and elevation verified by a licensed surveyor and compaction, gradation, & permeability verified by Geotechnical Engineer, they shall notify the appropriate party and schedule a final inspection for approval. The contractor shall make available an orbital laser system to the Inspection Team for the inspection process. (5) The compaction rate for porous base rock should be 88%. The compaction rate for non-porous base rock should be 95%.
C. Standard Specifications: Shall mean the California Department of Transportation Standard Specifications, latest active edition.
1.06 MOCK-UP
A. Construct mockup of 16 square feet minimum of crushed aggregate blended with GraniteCrete admixture surfacing, including base course at location approved by Owner's Representative. Build mockup 10 days prior to installation. Intent of the mockup is to demonstrate surface finish, texture, color and standard of workmanship
B. Notify Owner's Representative 5 days in advance of mockup construction.
C. Allow Owner's Representative to view and obtain approval of mock-up before proceeding with rest of crushed aggregate blended with GraniteCrete admixture surfacing.
D. Approved mock-up may remain as first in place construction.
1.07 DELIVERY, STORAGE, AND HANDLING
A. Deliver all GraniteCrete Admixture materials in original, unopened packaging.
Protect materials and aggregate from contamination with foreign matter. Store under a waterproof cover and protect from dampness.
1.08 1.7 FIELD CONDITIONS
A. Do not install crushed aggregate blended with GraniteCrete admixture surfacing when the sub-base is wet at saturated field capacity.
B. Do not install GraniteCrete materials during rainy conditions or below 40 degrees Fahrenheit.
C. Ensure that the subgrade and base are properly graded and compacted to required specifications.
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STABILIZED DECOMPOSED GRANITE 32 14 44 - 4
PART 2 PRODUCTS
2.01 CRUSHED AGGREGATE BLENDED WITH GRANITECRETE ADMIXTURE SURFACING MATERIALS.
A. Acceptance Manufacturer:
(1) Specification is based on products by GraniteCrete, Inc. 419 Webster Street, Suite 202
Monterey, CA 93940
Phone: (800) 670-0849; Fax: (800) 670-0849
www.granitecrete.com
GraniteCrete admixture is an all-natural product and does not contain oils, polymers, resins, or enzymes.
(2) Substitutions: Products by other manufacturers that comply with specifications will be considered .
B. Decomposed Granite (DG), crushed aggregate
(1) DG shall have a 3/8” maximum gradation, produced from naturally friable rock/granite with enough fines to produce a smooth walking surface.
Materials should be free from clay lumps, organic matter, and deleterious material. Blends of coarse sand and rock dust are not acceptable. (2) Use a single supply source for the entire quantity required. (3) Gradation, in accordance with ASTM C136.
(4) Color: Should have gold to yellow hues. To be selected by Landscape Architect from manufacturer’s standard colors.
(5) Supplier: Vineyard Rock Products, Hollister, CA. - (831) 637-6443 or equal.
(6) Aggregate binder: Provide GraniteCrete Admixture. Color: See plans.
2.02 BASE COURSE MATERIAL
A. Class II Permeable Base Rock.
B. Soft stone materials (i.e. sandstone, limestone and shale materials) are not suitable. Stone supplier shall certify that all supplied stone will be clean of this type of stone. All types of stone shall meet the following stability requirements.
Test Method Criteria
LA Abrasion (Calif. Test 211) Not to exceed 40
Durability Index (Calif. Test
229) Not to exceed 40
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In addition, if stone stability to water and vehicles is in question, Owner has the right to perform additional testing to ensure material shall adhere to requirements of Caltrans Section 68, as well as additional applicable ASTM tests.
C. All testing fees shall be paid for by the Contractor.
D. Permeable Stone: Stone base materials shall be washed, 100% fractured, by mechanical means, with elongated characters on each individual particle larger than 1/4”. Materials shall be devoid of mineral fines. All particles smaller than 1/4” shall be produced by manufactured means only. Rounded sands or aggregates are prohibited.
E. Delivery Moisture Content: Processed stone shall contain 90% to 110% of the optimum moisture content to ensure that fines do not migrate in transit or during placement and to facilitate proper compaction. The contractor shall ensure that aggregate leaving the source plant meets this requirement. The contractor is required to apply water to the processed stone on site to attain and maintain this minimum moisture content.
F. Aggregate or aggregate blends of permeable stone shall conform to the following gradation (please note this is for base rock, not for GraniteCrete):
Sieve Sieve Size (mm)
Percent Passing by
Weight*
Intended Result Range
1” 25.0 100% 100%
3/4” 19.0 100% 90%-100%
3/8” 9.52 78% 40%-100%
4 4.75 36% 25%-40%
8 2.36 26% 18%-33%
30 0.6 11% 5% - 15%
50 0.3 6% 2%-10%
200 0.075 2% 0%-5%
Durability Index (CTM# 229) 40 min
Sand Equivalent (CTM# 217) 70
LA Rattler (CTM# 211) 500 Revs, less than or = 40%
* AASHTO Test Method T-27
G. Specs for ⅜” minus and ¾” minus Crushed Aggregate Following ASTM D 1140- 17: Crushed aggregate must be free from contaminants that would discolor or be deleterious to crushed aggregate blended with GraniteCrete admixture surfacing. 100% fractured on all sides with no rounded particles Sieve 200 - Non-expansive Clay Fines - not to exceed 18%
The below test is for ⅜” minus stone, at approximately 90% compaction when tested.
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STABILIZED DECOMPOSED GRANITE 32 14 44 - 6
Sieve
Percent Passing
Sieve Ranges
1/2" 100%
3/8” 95%-98%
4 85%-90%
8 75%-85%
16 55%-70%
30 38%-57%
50 24%-33%
100 15%-24%
200 9%-18%
400 0%-9%
2.03 ACCESSORIES
A. Water: Free from contaminants that would discolor or be deleterious to crushed aggregate blended with GraniteCrete admixture surfacing.
B. Installation: Do not use a vibratory plate to compact the GraniteCrete. Use a lawn roller filled with water to compact the GraniteCrete. It is highly recommended to use a volumetric truck for larger installations. If possible, screeding and the use of a paver is highly recommended.
PART 3 EXECUTION
3.01 EXAMINATION
A. Examine grading and subsoil conditions. Do not proceed until conditions are acceptable per the architect’s specifications.
3.02 PREPARATION
A. Excavation: Excavate to depth required so edges of crushed aggregate blended with GraniteCrete admixture surfacing will match adjacent grades and have a maximum cross slope of 1 percent.
B. Sub-grade Preparation: Comply with Caltrans Standard Specifications Section 301-1 – “Sub-grade Preparation.”
C. Base Course Installation: Class II permeable base rock at 90% compaction.
3.03 INSTALLATION: There are two installation methods for GraniteCrete: “Dry” and “Wet.”
A. The dry method is for installations up to 6,000 square feet.
3.04 GRANITECRETE INSTALLATION – GENERAL
A. Mixing method:
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STABILIZED DECOMPOSED GRANITE 32 14 44 - 7
(1) Installations 500 square feet and over up to 6,000 square feet, must be delivered pre-mixed to the site from a GraniteCrete Inc. approved pre-mix facility. Approved retailers and pre-mix facilities can be found on the company website www.granitecrete.com.
B. The following installation instructions have been developed to help ensure a blemish-free, high-quality installation. While GraniteCrete looks similar to concrete, the installation of GraniteCrete follows a different procedure. For best results, follow the instructions below carefully. For assistance, contact GraniteCrete, Inc. at [email protected].
(1) Installation Depth (also known as “lift”). For commercial/non-vehicular applications – such as pedestrian walkways, bicycle paths, and patios – GraniteCrete is installed as a 3-inch thick layer (lift) over a 4-inch subgrade of base rock. Compaction rates for all applications are 88%– 92%.
GraniteCrete compacts approximately 25%, or ¼” per 1” of lift. (2) Mixing Ratios: GraniteCrete: Commercial/Non-Vehicular Application - (3 bag mixture) The ratio for commercial applications is 12.5:1 (12.5 units of decomposed granite to 1 unit of GraniteCrete, measured in volume). See the GraniteCrete Math Sheet for further details.
(3) Installation Instructions - “Dry” Method
(a) Class II Base Rock: Moisten and compact base rock on the entire installation area to an even depth of 4-inch. A vibratory plate can be used to compact the base rock; it should not be used to compact the GraniteCrete.
(b) GraniteCrete: Wheelbarrow the prepared GraniteCrete/DG mixture to the installation site and place a layer of the mixture to one-half of the desired final lift. Be sure to spread the mixture out before proceeding to step 3; this will ensure the mixture is moistened and mixed thoroughly.
(c) Moisten the material with a hose end trigger sprayer attachment, avoiding puddling - oversaturation is detrimental and will negatively affect the integrity of the finished product. Rake area lightly to evenly distribute water throughout the mix or "lift".
Walking on the area is perfectly acceptable; initial compaction can be performed by walking on the edges and corners.
(d) Add dry-mixed material as needed to get to your desired grade.
Repeat step c.
(e) Proper moisture content can be checked by clenching your fist around the GraniteCrete, when the mixture just stays together and the color just starts to transfer to your hand, GraniteCrete is ready to compact.
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(f) Compaction: After proper moisture is achieved for compaction, hand tamp (with a 10” hand tamp) around benches, sign posts, corners, boulders, et cetera. Pay particular attention to corners and edges to ensure tight compaction.
(g) Make several passes with a 36” lawn roller (filled with water).
Compact until there are no visible marks from compaction. Hand tamp out any imperfections with a 6” wooden masonry float. Pay particular attention to ensure accuracy in grading.
(h) Make sure to keep your 10” hand tamp, lawn roller, and wooden floats clean at all times. Fill in any divots with fresh, loose material (removing any larger stone) and hand tamp with the wooden floats to match the existing finish.
(i) When laying GraniteCrete in batches, be sure to use the cold joint method below to ensure a blemish-free installation.
(j) Finishing: If desired, lightly sweep the finished surface in a perpendicular pattern with a medium-bristled push broom. Then make several passes with the lawn roller until the desired surface texture is achieved. Make sure to keep the drum clean at all times.
Remove spoils off the surface.
(k) Do not allow GraniteCrete to dry during installation. Mist lightly with a hose end spray head as necessary or cover with a plastic tarp.
(l) The final step for a GraniteCrete installation is a dampening with water of all newly-installed and compacted GraniteCrete materials.
Using a shower head/spray hose attachment, moisten the entire newly-installed GraniteCrete area - avoid puddling. For best results, moisten all newly-installed GraniteCrete paving a second time the following 1 to 5 days, as practical. Slow curing of GraniteCrete is important to avoid cracking.
Make sure there is no direct application of uncontrolled water (e.g. irrigation or sprinkler water) prior to final curing.
(m) You may walk on GraniteCrete immediately after installation.
However, like concrete, GraniteCrete gets stronger with time.
Ideally, traffic should stay off the newly-installed GraniteCrete areas for a minimum of 48 hours.
Newly installed GraniteCrete paving surfaces are fully cured in 28 days. At that time, the entire surface should be blown or swept off to eliminate loose surface materials. Minor cracking may take place. However, over time, the aggregate fines will fill in the minor cracks and they should disappear. Occasional blowing off of the surface will help to minimize loose surface materials.
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(4) Cold Joint Methods. Cold joints can be used at the end of the work day. (a) Method One:
1) “Between pours,” stop at an area that makes the joint location look intentional. Take a chalk snap line just back from loose GraniteCrete into the compacted area and
create a chalk line. Use either a masonry blade - or a
square-nose shovel - and cut a straight line across the installation.
2) Continue with installation: Dampen the prior installation area. Place newly mixed GraniteCrete into the area, being careful not to overlap existing compacted material. Place a three foot length of 2"x4" carefully along the edge of the new pour and compact by hitting/tapping the board with a single jack. Then, take a medium-bristled push broom and very lightly "feather" the two pours together.
(b) Method Two:
1) Place a 2”X4” or 2”X6” piece of wood across the
installation, loosely stake it, and finish compacting the material. Leave the board in place overnight.
2) The next day, carefully lift the wood up and away from the installed GraniteCrete. Continue the installation process as per step 2 under Method One, making sure to dampen the
prior installation area.
3.05 Important Notes:
A. Do not allow GraniteCrete to dry during installation. Mist lightly with a hose end spray head as necessary - avoid puddling - or cover with plastic tarp.
B. Non-compacted - or poorly-compacted - GraniteCrete top layer will result in loose and pebbled materials. Edge and corner compaction may require special attention with a hand tamp during installation.
C. Non-compacted - or poorly-compacted - base rock may result in failure of the top layer of GraniteCrete.
D. Squeeze the mixture in your fist and open your hand. When the color has just started to transfer onto your hand and the mixture just begins to stay together in a clump, it’s ready for installation. Excessive moisture level may result in “sticky” materials complicating the quality of the finish surface or proper compaction – if you squeeze the mixture and water oozes out, it is too damp. If the material is too wet, it may be placed on the bottom of the installation, with material that has a better moisture content on top.
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E. Aggregate/decomposed granite materials should meet the sieve specifications in this Specification Guide and be free of contaminants.
F. Surface shall follow the overall contours of the landscape. Flat areas shall be crowned for drainage.
G. Saw cut expansion joints every 5’ in narrower paths, every 12’ in wider paths, and at every engineered stress area. Wait 48 hours before cutting.
H. Cover finished surface, when practical, to achieve maximum curing period.
I. Completed, finished surface shall be of consistent quality and free of deleterious materials such as organic materials, nails, stones, and loose material. Surface shall not have depressions or humps greater than 1/4 inch in ten feet. Cold joints, if any, should be inconspicuous.
J. Pay particular attention to ensure accuracy in grading.
3.06 CURING PERIOD / PROTECTION
A. Do not allow traffic on crushed aggregate blended with GraniteCrete admixture surfacing for a minimum of 48 hours after placement or until compacted crushed aggregate blended with GraniteCrete admixture surfacing has fully cured.
B. Protect crushed aggregate blended with GraniteCrete admixture surfacing from damage until project completion. Repair damaged areas to match specified requirements.
3.07 MAINTENANCE & REPAIRS
A. Follow manufacturer’s recommendations.
B. Maintenance: Depending on the end user's desired finish surface, maintenance may require occasional blowing off or brooming of paved surface - DO NOT use a pressure washer to clean GraniteCrete. Depending on quality of compaction at time of installation, a thin veneer of loose aggregate material is typical after the full 28 days cure period. If cracking appears in a GraniteCrete surface, broom loose aggregate “fines” into cracks and compact with a rubber mallet.
C. Repair: When repairing GraniteCrete it is important to use the original aggregate/decomposed granite and the original GraniteCrete Admixture color to match previously installed materials. If the paved surface has large areas of raveled material (loose aggregate/decomposed granite) the initial installation may not have been properly compacted, or blended materials did not have optimum moisture content during installation. GraniteCrete must not be allowed to dry prior to final compaction. The following are suggestions for repair of raveled materials:
(1) For large loose/raveled areas, a minimum of 2 inches of GraniteCrete can be saw-cut at agreed length, removed, and re-installed. Repeat the installation steps.
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(2) In areas that collapse/fail due to equipment weight, re-form and re-install with original materials as per specifications.
(3) Minor Crack Repair - With Sand Mixture: Use a fine mesh sand - typically sold as “playground sand” or “play sand.” Mix the sand and GraniteCrete together as though the sand is decomposed granite (use the same ratio as was used for the GraniteCrete installation). This will create a dry mix, similar to polymeric sand. Apply the sand mixture down into the crack using the appropriate tool (trowel, shovel, broom, et cetera). Fill the crack ¾ of the way to the top grade. Usually at the point post-installation that cracks begin to be seen, you will also see loose material on top. Sweep that loose material into the remaining ¼ top of the void. Try to not leave any sand mixture/patch material on the top of the installation - you want it as clean as possible; you can use a blower to help remove the sand mixture. Once the surface is clear of patch material, carefully wet the material. The cracks should virtually disappear.
END OF SECTION 32 14 44
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PLAYGROUND PROTECTIVE SURFACING 32 18 16 - 1
DOCUMENT 32 18 16
PLAYGROUND PROTECTIVE SURFACING
PART 1 GENERAL
1.01 RELATED DOCUMENTS
A. Drawings and Part I – General Provisions of the Special Provisions of the Contract Book, including APWA-AGC Standard Specifications of Public Works Construction, 2012 Edition (hereinafter referred to as the Standard Specifications) apply to this section.
1.02 SUMMARY
A. Section Includes:
(1) Unitary, seamless surfacing.
(2) Engineered Wood Fiber and Underlayment System
B. Related Sections:
(1) Section 31 00 00 "Earthwork"
(2) Section 11 68 13 “Playground Equipment”
1.03 DEFINITIONS
A. Definitions in ASTM F2223 apply to Work of this Section.
B. Critical Height: Standard measure of shock attenuation according to ASTM F2223; same as "critical fall height" in ASTM F1292. According to ASTM F1292, this approximates "the maximum fall height from which a lifethreatening head injury would not be expected to occur." C. SBR: Styrene-butadiene rubber.
D. Unitary Surfacing: A protective surfacing of one or more material components bound together to form a continuous surface; same as "unitary system" in ASTM F2223.
1.04 PERFORMANCE REQUIREMENTS
A. Provide a playground surfacing system which has been designed, manufactured and installed to meet the following criteria:
(1) Impact Attenuation: According to ASTM F 1292.
(a) Gmax: less than 200.
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(b) Head injury Criteria: Less than 1000.
(2) Accessibility of Surface Systems: According to ASTM F 1951: comply.
1.05 INFORMATIONAL SUBMITTALS
A. Qualification Data: For Installer
B. Installers are required to possess California Contracting Specialty License #C61- D12. Submit a proof of qualification and a listing of at least five (5) installations where products similar to those proposed for use have been installed and have been in successful service for a minimum period of three (3) years. This list shall include agency contact, ; address of installation; service or maintenance organization; date of installation; contact person and phone number.
C. Retain "Material Certificates" Paragraph below to require submittal of material certificates from manufacturers.
D. Material Certificates: For each type of loose-fill surfacing.
E. Retain "Product Certificates" Paragraph below to require submittal of product certificates from manufacturers.
F. Retain "Field quality-control reports" Paragraph below if Contractor is responsible for field quality-control testing.
G. Field quality-control reports.
H. Sample Warranty: For manufacturer's special warranty.
1.06 ACTION SUBMITTALS
A. Product Data: Submit manufacturer’s product data and installation instructions for organic loose-fill surfacing.
B. Samples for Verification: Unitary, Seamless Surfacing: Minimum 6 by 6 inches (150 by 150 mm).
C. Maintenance instructions: Submit manufacturer’s maintenance and cleaning instructions.
D. Warranty: Submit manufacturer’s standard warranty.
1.07 QUALITY ASSURANCE
A. Installer Qualifications: Utilize and installer approved and trained by the manufacturer of the playground surfacing system, having experience with other projects for the scope and scale of the work described in this section.
B. Certification: Certification by manufacturer that installer is an approved applicator of the playground surface system.
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C. International Play Equipment Manufacturers Association (IPEMA) certified.
D. Standards and Guidelines: Comply with CPSC No. 325, "Handbook for Public Playground Safety"; ASTM F 1292; and ASTM F 1487.
1.08 DELIVERY, STORAGE AND HANDLING
A. Comply with Product Requirement Section.
1.09 PROJECT CONDITIONS
A. Weather Limitations: Install surfacing system when minimum ambient temperature is 40 degrees F and maximum ambient temperature is 90 degrees F. Do not install in steady or heavy rain. Proceed with installation only when existing and forecasted weather conditions permit playground surface system installation to be performed according to manufacturers' written instructions and warranty requirements.
1.10 REFERENCES
A. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM):
(1) ASTM D412 Standard Test Methods for Vulcanized Rubber and thermoplastic Rubbers and Thermoplastic Elastomers-Tensions. (2) ASTM D624 Standard Test Method for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomers-Tension. (3) ASTM D2047 Standard Test Method for Static Coefficient of Friction of Polish- Coated Floor Surfaces as measured by the James Machine. (4) ASTM D2859 Standard Test Method for Flammability of Finished Textile Floor Covering Materials.
(5) ASTM E303 Standard Test Method for Measuring Surface Frictional proper ties Using the British Pendulum Tester.
(6) ASTM F1292 Standard Specification for Impact Attenuation of Surface Systems under and Around Playground Equipment.
1.11 WARRANTY
A. Warranty: Manufacturer's standard form in which manufacturer agrees to repair or replace components of playground surface system that fail in materials or workmanship within specified warranty period.
(1) Failures include, but are not limited to, the following:
(a) Reduction in impact attenuation.
(b) Deterioration of surface and other materials beyond normal weathering.
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B. Warranty Period: Ten years from date of Substantial Completion for Extreme- 10.
PART 2 PRODUCTS
2.01 PERFORMANCE REQUIREMENTS
A. Impact Attenuation: Critical fall height tested according to ASTM F1292.
B. Accessibility Standard: Minimum surfacing performance according to ASTM F1951.
2.02 UNITARY SEAMLESS SURFACING - SYNTHETIC SAFETY SURFACING A. Description: Manufacturer’s standard, site-mixed and applied, two-layer material with wearing layer over cushioning layer, with combined, overall thickness as required, tested for impact attenuation according to ASTM F1292 and for accessibility according to ASTM F1951.
(1) Manufacturer: Tot Turf
(2) Product: Tot Turf Supreme
(3) Provided by: Tot Turf. 1-408-246-0671.
(4) Wearing Layer: Formulation of EPDM rubber particles, binder, and other organic or inorganic components.
(5) Cushioning Layer: Formulation of SBR particles and binder. (6) Binder: Weather-resistant, UV-stabilized, flexible, nonhardening, 100 percent solids polyurethane.
(7) Critical Height: Per equipment requirements.
(8) Overall thickness: Not less than as required for critical height indicated. (9) Wearing Layer Colors: As indicated on drawings.
(10) Surface to be stable, firm, and slip-resistant.
2.03 ENGINEERED WOOD FIBER (EWF)
A. Engineered Wood Fiber: ASTM F2075; containing no bark, leaves, twigs, or foreign or toxic materials; tested for accessibility according to ASTM F1951. (1) Critical Height: Per equipment requirements.
2.04 WOOD FIBER FELT UNDERLAYMENT
A. Fibar Felt Geotextile: 100% Nonwoven, needle-punched geotextile, manufactured for subsurface drainage applications and made from polyolefins or polyesters; complying with ASTM D 4759 and referenced standard test methods.
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PART 3 EXECUTION
3.01 EXAMINATION
A. Examine substrates and conditions, with Installer present, for compliance with requirements for maximum moisture content, subgrade and substrate conditions, drainage, and other conditions affecting performance of the Work. (1) Verify that substrates are sound and without high spots, ridges, holes and depressions.
B. Proper drainage is critical to the longevity of the surfacing system. Inadequate drainage will cause premature breakdown of the poured system in affected areas: and void the warranty.
C. Proceed with installation only after unsatisfactory conditions have been corrected.
3.02 PREPARATION
A. General: Prepare substrates to receive surfacing products according to playground surface system manufacturer's written instructions. Verify that substrates are sound and without high spots, ridges, holes, and depressions.
3.03 INSTALLATION GENERAL
A. General: Comply with playground surface system manufacturer's written installation instructions and recommendations. Install playground surface system over area and in thickness indicated.
B. Do not proceed with playground surfacing installation until all applicable site work, including substrate preparation, fencing, playground equipment installation and other relevant work, has been completed.
3.04 INSTALLATION OF SEAMLESS SURFACING
A. Mix and apply components of seamless surfacing according to manufacturer's written instructions to produce uniform, monolithic, and impact-attenuating protective surfacing of required overall thickness.
(1) Substrate Primer: Apply over prepared substrate at manufacturer's standard spreading rate for type of substrate.
(2) Poured Cushioning Layer: Spread evenly over primed substrate to form a uniform layer applied at manufacturer's standard spreading rate in one continuous operation, with a minimum of cold joints.
(3) Intercoat Primer: Over cured cushioning layer, apply primer at manufacturer's standard spreading rate.
(4) Wearing Layer: Spread over primed base course to form a uniform layer applied at manufacturer's standard spreading rate in one continuous
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operation and, except where color changes, with no cold joints. Finish surface to produce manufacturer's standard wearing-surface texture. (5) Edge Treatment: As indicated on Drawings. Fully adhere edges to substrate with full coverage of substrate. Maintain fully cushioned thickness required to comply with performance requirements.
3.05 INSTALLATION OF LOOSE-FILL SURFACING
A. Loose-Fill Retainment: install prior to EWF installation as noted on Plans B. Loose Fill: Place playground surface system materials including manufacturer's standard amount of excess material for accommodating natural and/or mechanical compaction.to required depths after installation of playground equipment and site furnishings, support posts, and foundations.
C. Apply components of loose-fill surfacing according to manufacturer's written instructions to produce a uniform surface.
D. Retain "Edging" Paragraph below if loose-fill containment edging is required.
E. Edging: Place and permanently secure edging in place, and attach units to each other.
F. Retain one of two options in "Loose Fill" Paragraph below to specify manufacturer's recommended material quantity with an allowance for material compaction.
G. Retain option in "Stabilizing Mats" Paragraph below if loose-fill material is to be compacted by mechanical means.
H. Grading: Uniformly grade loose fill to an even surface free from irregularities.
I. Retain "Compaction" Paragraph below for compaction by mechanical means.
J. Compaction: After initial grading, mechanically compact loose fill before finish grading.
K. Finish Grading: Hand rake to a uniformly smooth finished surface and to required elevations.
3.06 WOOD FIBER FELT UNDERLAYMENT
A. Install per Plans and manufacturers details, specifications, and written installation instructions.
3.07 FIELD QUALITY CONTROL
A. Testing Agency: Engage a qualified testing agency to perform tests and inspections.
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B. Testing Services: Testing and inspecting of completed applications of playground surface system shall take place according to ASTM F 1292.
C. Remove and replace applications of playground surface system where test results indicate that it does not comply with requirements.
D. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with requirements.
3.08 PROTECTION
A. Prevent traffic over surfacing for not less than 48 hours after installation.
B. Protect the installed playground surface from damage resulting from subsequent construction activity on the site.
END OF SECTION 32 18 16
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CHAIN LINK FENCES 323113 - 1
SECTION 32 31 13
CHAIN LINK FENCES
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. Replacing chain link fence mesh
1.3 SUBMITTALS
A. Product Data: For each type of product indicated. Include construction details, material descriptions, dimensions of individual components and profiles, and finishes for chain-link fences.
1. Chain link fabric, reinforcements, and attachments.
B. Product Certificates from manufacturer.
1.4 PROJECT CONDITIONS
A. Field Measurements: Verify layout information for replacement of chain link fabric on existing fences shown on Drawings in relation to property survey and existing structures. Verify dimensions by field measurements.
PART 2 - PRODUCTS
2.1 CHAIN-LINK FENCE FABRIC
A. General: Provide fabric in one-piece heights measured between top and bottom of outer edge of selvage knuckle or twist. Comply with ASTM F668 and with requirements indicated below:
1. Fabric Height: to match existing conditions
B. Material: Vinyl coating to Zinc-coated Steel Wire
C. Class: 2b
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D. Wire Gauge: Wire with a diameter of 6 gauge
E. Mesh Size: 1-3/4 inches (44 mm)
F. Color: Black
G. Selvage of fabric knuckled at top and at bottom.
2.2 FITTINGS
A. General: Comply with ASTM F 626.
B. Rail Fittings: Provide the following:
1. Top Rail Sleeves: Round-steel tubing not less than 6 inches long.
2. Rail Clamps: Line and corner boulevard clamps for connecting intermediate and bottom rails in the fence line-to-line posts.
C. Tension and Brace Bands: Pressed steel.
D. Tension Bars: Steel, length not less than 2 inches shorter than full height of chain-link fabric. Provide one bar for each gate and end post, and two for each corner and pull post, unless fabric is integrally woven into post.
E. Truss Rod Assemblies: Steel, hot-dip galvanized after threading with rod and turnbuckle or other means of adjustment.
F. Tie Wires, Clips, and Fasteners: According to ASTM F 626.
1. Standard Round Wire Ties: For attaching chain-link fabric to posts, rails, and frames, complying with the following:
a. Hot-Dip Galvanized Steel: galvanized coating thickness matching coating thickness of chain-link fence fabric.
G. Finish:
1. Vinyl-coating
2. Color: black
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine areas and conditions, with Installer present, for adequate access to existing posts.
3.2 PREPARATION
A. Remove debris and planting as needed to provide fabric connections.
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3.3 INSTALLATION, GENERAL
A. Install chain link fence fabric to comply with ASTM F 567 and more stringent requirements indicated.
3.4 CHAIN LINK FENCE INSTALLATION
A. Chain Link Fabric: Apply fabric to outside of enclosing framework between finish grade or surface and bottom selvage unless otherwise indicated. Pull fabric taut and tie to posts, rails, and tension wires. Anchor to framework so fabric remains under tension after pulling force is released.
B. Tension or Stretcher Bars: Thread through fabric and secure to end, corner, pull, and gate posts with tension bands spaced not more than 15 inches o.c.
C. Tie Wires: Use wire of proper length to firmly secure fabric to line posts and rails.
Attach wire at one end to chain-link fabric, wrap wire around post a minimum of 180 degrees, and attach other end to chain-link fabric per ASTM F 626. Bend ends of wire to minimize hazard to individuals and clothing.
1. Maximum Spacing: Tie fabric to line posts at 12 inches o.c. and to braces at 24 inches o.c.
D. Fasteners: Install nuts for tension bands and carriage bolts on the side of the fence opposite the fabric side. Peen ends of bolts or score threads to prevent removal of nuts.
3.5 FIELD QUALITY CONTROL
A. Grounding-Resistance Testing: Engage a qualified testing agency to perform tests and inspections.
1. Grounding-Resistance Tests: Subject completed grounding system to a megger test at each grounding location. Measure grounding resistance no fewer than two full days after last trace of precipitation, without soil having been moistened by any means other than natural drainage or seepage and without chemical treatment or other artificial means of reducing natural grounding resistance.
Perform tests by two-point method according to IEEE 81.
2. Excessive Grounding Resistance: If resistance to grounding exceeds specified value, notify Architect promptly. Include recommendations for reducing grounding resistance and a proposal to accomplish recommended work.
3. Report: Prepare test reports certified by a testing agency of grounding resistance at each test location. Include observations of weather and other phenomena that may affect test results.
END OF SECTION 32 31 13
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STEEL FENCES AND GATES 323119 - 1
SECTION 32 31 19
STEEL FENCES AND GATES
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: Provide steel fences system including manually operated gates, framing and accessories as required for complete fence installation for the park play area and perimeter fencing as indicated on drawings and details.
1. Designing and fabricating galvanized steel fencing with gates and installing fencing and gates including excavating for post bases and installing concrete anchorage for freestanding post and sleeves and grout posts embedded in concrete construction and related fencing work.
B. Related Sections:
1. Section 03 30 00 “CIP Concrete” for concrete post holes and base.
2. Section 31 20 00 “Earthwork” for site excavation, fill, and backfill where steel metal fences and gates are located.
1.3 PERFORMANCE REQUIREMENTS
A. Design Fence and gates to support lateral force of not less than 50’lbs./lin. Ft. uniform load and 200lbs. at any single point without permanent set or damage; ASTM E935.
B. Gates shall be fitted to accept pad lock provided by City.
1.4 SUBMITTALS
A. Product Data: For gates and operators, gate hardware, grout and manufactured items.
B. Shop Drawings: indicated fence and gate layout, spacing of components, connections, fabrication details, accessories and anchorage.
1. Indicate profiles, sizes, connections, and anchorage.
2. Provide templates as required for anchor installation by others.
C. Samples: Submit a sample of fence section with welds and samples of finish.
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STEEL FENCES AND GATES 323119 - 2
1.5 QUALITY ASSURANCE
A. Fabricator: Firm with minimum five years successful experience fabricating custom steel fences and gates similar to those required for the project and matching fences and gates similar to those constructed at Shields-Reid Park in the City of Richmond.
1. Provide fence and gates by same fabricator.
B. Qualified fabricators may include:
J. Dye Metal Fab
2150 East Foothill Boulevard
Glendora CA 91741
John Dike
T: 626 963 6025
C. Preinstallation Conference: Conduct conference at Project site.
PART 2 - PRODUCTS
2.1 MATERIALS
Materials shall be as shown on plans and as specified below:
A. Plates, Shapes, and Bars: ASTM A 36/A 36M, shapes and sizes as indicated on drawings or in these specifications; provide weights suitable for specified loads; galvanized.
B. Bars (Pickets): Hot-rolled, carbon steel complying with ASTM A 29/A 29M, Grade 1010.
C. Steel Tubing: ASTM A 500, cold formed steel tubing, or hot rolled, ASTM 501; minimum Grade B; seamless where exposed; galvanized.
D. Structural Steel Sheet: hot rolled, ASTM A570; or cold rolled, ASTM A 611, Class 1; of grade required for design loading; galvanized.
E. Fasteners & Rough hardware: Type required for specific usage; provide zinc coated fasteners.
F. Welding Materials: AWS D1.1, type required for materials being welded.
2.2 MISCELLANEOUS MATERIALS
A. Welding Rods and Bare Electrodes: Select according to AWS specifications for metal alloy welded.
B. Concrete: Normal-weight, air-entrained, ready-mix concrete complying with requirements in Section 03 30 00 “CIP Concrete” with a minimum 28-day compressive strength of 3000 psi (20 MPa), 3-inch (75-mm) slump, and 1-inch (25-mm) maximum aggregate size.
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STEEL FENCES AND GATES 323119 - 3
C. Nonshrink Grout: Factory-packaged, nonstaining, noncorrosive, nongaseous grout complying with ASTM C 1107 and specifically recommended by manufacturer for exterior applications.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Field Measurements: Take field measurements prior to preparation of shop drawings and fabrication.
B. Examine areas and conditions, with Installer present, for compliance with requirements for site clearing, earthwork, pavement work, construction layout, and other conditions affecting performance of the Work.
C. Do not begin installation before final grading is completed unless otherwise permitted by Landscape Architect.
D. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 FABRICATION
A. Framework: Design and fabricate fence to withstand anticipated loads; including loads from people climbing on fence. Design and fabricate fence and gate for playground in compliance with applicable State and Local Codes.
1. Configurations: As indicated, welded construction unless otherwise indicated.
2. Fittings: Fabricate gates as indicated on approved drawings, welded construction.
B. Gates: Fabricate gates as indicated on approved drawings, welded construction.
1. Gates: Provide complete hardware for pedestrian and maintenance access. a. Single Door Exit Gate Lock Assembly: Comply with code requirements and as approved. Provide self-closing, self-latching, as approved b. Pickets of gates and fencing shall match in size spacing and appearance. c. Accessories: keepers, stops and accessories as required for complete, secure manually operated fence gate installation.
2. Operation: Swing gate for pedestrian.
C. Fabricate items with joints neatly fitted and properly secured.
D. Grind exposed welds continuous, smooth and flush with adjacent finished surfaces, and ease exposed edges to approximate 1/32” uniform radius.
E. Fit and shop assemble in larges practical section for delivery.
F. Make exposed joints flush butt type, hairline joints where mechanically fastened.
1. Fabricate joints exposed to weather in manner to exclude water or provide weep holes where water could accumulate.
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STEEL FENCES AND GATES 323119 - 4
G. Supply components required for proper anchorage of custom steel fence; fabricate anchorage and related components of same material and finish as custom steel fence.
H. Finishing: Galvanize all custom steel fencing and gates after fabrication.
1. Preparation: Thoroughly clean surfaces of rust, scale, grease and foreign matter prior to applying finishes.
2. Galvanizing: Provide minimum ASTM A123 or A924 and A653 G90 coating, iron and steel hardware galvanized conforming to ASTM A 153.
3.3 INSTALLATION
A. Install fence gates and accessories to provide rigid structure for configurations indicated as specified and in accordance with applicable code requirements.
B. Install line corner and terminal posts plumb in locations indicated on approved shop drawings.
1. Coordinate embedded post sleeves with concrete work.
2. Grout posts solid where indicated on approved Shop Drawings.
C. Install gates for free, easy operation.
D. Obtain Engineer’s review and approval prior to site cutting or making adjustments that are not part of the scheduled work.
E. Install components square and level, accurately fitted and free from distortion or defects detrimental to appearance or conformance.
1. Supply items required to be cast into or embedded in other materials to appropriate trades.
2. Ensure alignment with adjacent construction; coordinate with related work to ensure no interruption installation.
F. Make provision for erection stresses by temporary bracing; keep work in alignment.
G. Field bolt and weld to match standard of shop bolting and welding; hide bolts and screws whenever possible; where not hidden, use flush countersunk fastenings.
1. Perform field welding in accordance with AWS D1.1.
2. Bolt permitted for slide fence hardware only.
H. After installation, touch up field welds any scratched and damaged surfaces; use same primer zinc rich coating as used for shop coat.
I. Replace items damaged in the course of installation.
3.4 ADJUSTING
A. Gates: Adjust gates to operate smoothly, easily, and quietly, free of binding, warp, excessive deflection, distortion, nonalignment, misplacement, disruption, or malfunction, throughout entire operational range. Confirm that latches and locks engage accurately and securely without forcing or binding.
B. Lubricate hardware and other moving parts.
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CITY OF RICHMOND
STEEL FENCES AND GATES 323119 - 5
END OF SECTION 32 31 19
SHIELDS REID PARK IMPROVEMENTS
CITY OF RICHMOND
PLANTING IRRIGATION 32 84 00-1
SECTION 32 84 00
PLANTING IRRIGATION
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes: All labor, materials, supplies, tools and transportation to perform all operations in connection with and reasonably incidental to the complete installation of the automatic sprinkler irrigation systems as shown on the Drawings.
B. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.
1.2 RELATED SECTIONS:
A. Final Acceptance for Work of this Section is contingent on completion of Work of Section 32 90 00.
B. Division 26 - Electrical power to controller.
C. Division 32 – Exterior Improvements: Irrigation sleeving under paving.
D. Division 33 – Utilities: Water meter and stub-out installation.
1.3 REFERENCES
A. ASTM – American Society for Testing and Materials
1. A53 – Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless
2. D1785 – Standard Specification for Poly Vinyl Chloride (PVC) Plastic Pipe, Schedules 40 and 80 and Classes 200 and 315.
B. ICC – International Code Council
C. NEC – National Electric Code
D. State of California, Division of Industrial Safety
1. Electrical Safety Orders
E. UPC – Uniform Plumbing Code
1.4 QUALITY ASSURANCE
A. OSHA Compliance:
1. All articles and services covered by this Specification shall meet or exceed the safety standards established under the Federal Occupational Safety and Health Act of 1970, together with all amendments in effect as of the date of this
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PLANTING IRRIGATION 32 84 00-2
Specification.
2. The subcontractor shall erect and maintain barricades, guards, warning signs, and lights as necessary or required by OSHA regulations for the protection of the public or workmen.
B. Regulatory requirements: In addition to complying with all pertinent codes and regulations, comply with the latest rules of NEC and the Electrical Safety Orders of the State of California, Division of Industrial Safety, for all electrical work and materials.
The materials and methods to be used in constructing the irrigation system shall conform to the applicable provisions of the UPC.
C. When the Specifications call for materials or construction of a better quality or larger size than required by the above-mentioned rules and regulations, the provision of the Specifications shall take precedence over the requirements of the said rules and regulations.
D. The subcontractor shall furnish without any extra charge any additional material and labor when required by the compliance with these rules and regulations, though the work be not mentioned in these particular Specifications or shown on the Drawings.
E. Any existing buildings, equipment, piping, pipe covering sewers, sidewalks, landscaping, etc., damaged by the subcontractor during the course of his work shall be replaced or repaired by the subcontractor in a manner satisfactory to the Owner’s Agent and at subcontractor’s own expense, and before the final payment is made.
The subcontractor shall be responsible for damage caused by leaks in the piping systems being installed by him. He shall repair, at his own expense, all damage so caused, in a manner satisfactory to the Owner’s Agent.
F. The subcontractor, personally or through an authorized and competent representative, shall supervise the work constantly, and shall as far as possible keep the same foreman and workmen on the job from commencement to completion. The workmanship of the entire job must in every way be first class, and only experienced and competent workmen will be allowed on the job.
G. The subcontractor shall pay for all permits, licenses, and fees required.
1.5 SUBMITTALS
A. Materials List: Within 15 days after award of contract and prior to installation, submit six copies of materials list. Include manufacturer, model number, and description of all materials and equipment. Include sealants, cements, lubricants and other proprietary items.
B. Substitutions: Submit six copies of catalog information on materials which are to be submitted for substitution. No substitution will be permitted without prior written approval by the Architect. A complete material list shall be submitted prior to performing any work.
C. Record Drawings:
1. The subcontractor shall maintain in good order, in the field office, one complete set of bond prints of all irrigation drawings which form a part of the Contract, showing
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PLANTING IRRIGATION 32 84 00-3
all water lines, sprinklers, valves, controllers and stub-outs. Any work not installed as indicated on the Drawings, shall be recorded and dimensioned accurately from the building walls on these prints. All as-built markups shall be indicated in red.
2. All underground stub-outs for future connections and valves shall be located and dimensioned accurately from building walls on these record drawings.
3. Upon completion of the work, obtain reproducible prints from Architect and neatly correct the prints to show the as-built conditions.
D. Controller Charts:
1. Record Drawings shall be accepted by Architect before controller charts are prepared.
2. Provide one controller chart for each controller supplied.
3. Charts shall be the maximum size that the controller door will allow, showing areas covered by each controller. Chart shall be an electrostatic copy and a different color shall be used to indicate area of coverage for each station. Enlarge valve sequence to be readable when drawing is reduced.
4. After being completed and accepted, seal by plastic laminating. Laminating sheets shall be a minimum of 10 mil thick.
E. Operations and maintenance manuals:
1. Deliver to owner at least 10 days prior to completion of construction, 2 complete sets of the following data. Data shall be on 8 1/2 inch by 11 inch sheets, in a 3- ring binder.
a. Index sheet stating Contractor’s address and telephone number and list of equipment with name and addresses of local manufacturer’s representatives. b. Catalog and parts sheets on all material and equipment installed under this Section.
c. Complete operating and maintenance instructions for all equipment. d. Complete and dated manufacturer’s warranties for all materials used.
2. Irrigation Maintenance Schedule to include, but not be limited to, routine inspection, adjustment, and repair of the irrigation system and its components.
3. Irrigation audit report by an Irrigation Association certified irrigation auditor.
Irrigation audit shall be performed by auditor for final inspection and report shall be provided by auditor.
1.6 LAYOUT OF WORK
A. The irrigation contractor shall stake out the irrigation system as shown on the Drawings. Stakes shall be approved by Landscape Architect before construction is started. Any changes, deletions or additions shall be determined at this check.
1.7 INSTRUCTION
A. After the system has been installed and approved, subcontractor shall instruct the Owner’s representative in complete operation and maintenance of the irrigation system.
1.8 WARRANTY
A. Provide 1 year guarantee for Work of this Section in accordance with Section 1700.
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PLANTING IRRIGATION 32 84 00-4
B. Provide supplemental guarantee, on Contractor's letterhead:
1. Warrant that irrigation system has been installed according to Drawings and Specifications, and that system will be free of defects in products and installation for 1 year from Substantial Completion. Manufacturer's warranties shall only supplement special warranty.
2. Agree to repair or replace defective Work, or adjacent work which is damaged by such defects, with the exception of ordinary wear and tear, abuse or neglect. This includes damage to site improvements caused by settlement of improperly compacted trench backfill.
3. Owner reserves the right to make temporary repairs as required.
PART 2 - PRODUCTS
2.1 PIPE AND FITTINGS
A. Main lines (constant pressure) shall be 1120 Schedule 40 polyvinyl chloride (PVC) solvent weld pipe, Type 1, and shall conform to ASTM D1785. Use Schedule 40 and Schedule 80 PVC solvent weld fittings.
B. Lateral lines (non pressure) shall be 1120 Schedule 40 polyvinyl chloride (PVC) plastic pipe Type 1, and shall conform to ASTM D1785. Use Schedule 40 PVC solvent weld fittings.
C. Metal Pipe:
1. Steel pipe shall be Schedule 40 galvanized steel conforming to ASTM 53B. Metal pipe shall be wrapped in 2 inch wide, 20 mil thick, black PVC all weather corrosion-resistant tape with high tack adhesive. Use threaded galvanized steel fittings.
2. Provide dielectric fittings where dissimilar metals come into contact.
D. Fittings:
1. Solvent Weld socket fittings: Schedule 40, Type 1, Grade 1, PVC and shall conform to ASTM D2466. Schedule 80, Type 1, Grade 1 PVC and shall conform to ASTM D2467. Solvent cement and primer for PVC solvent-weld pipe and fittings shall be of type recommended by pipe manufacturer.
E. Connections between main lines and remote control valves shall be of Schedule 80 PVC (threaded both ends) nipples and fittings.
F. Risers shall be as follows: Schedule 80 PVC threaded nipples and Schedule 80 PVC ells as shown on the construction details.
G. Detectable marking tape shall be 3 inch wide and consist of a minimum 5.0 mil overall thickness. The tape shall have a 20 gauge solid aluminum foil core, encapsulated within 2.55 mil polyethylene backing. Tape color shall be purple for recycled water or blue for potable water.
2.2 QUICK COUPLING VALVES
A. Quick Coupling valves shall be brass construction, 1-inch connection, two-piece body,
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PLANTING IRRIGATION 32 84 00-5
locking purple vinyl top, single slot and lug. Provide one 1-inch single lug key and 3/4- inch hose swivel for every 5-6 quick couplers.
B. Quick Coupling valves shall be restrained with ductile iron restrainers that attach securely to the base of the valve. Restrainers shall make contact with the hex flats of the valve and be secured by a single bolt.
2.3 GATE VALVES
A. 2½ inch and smaller shall be lead-free bronze construction conforming to ASTM B584 Alloy C87850 with screw-in bonnet, non-rising stem, operating wheel and threaded connections.
B. 3 inch and larger shall be resilient wedge cast iron conforming to ASTM A126 Class B and shall have bolted bonnet, non-rising stem, operating nut (2 inch square) and “O” ring connections for PVC plastic pipe.
2.4 BALL VALVES
A. Ball valves shall be Schedule 80 PVC full port design. PVC ball valves to be installed upstream of each remote control valve.
2.5 REMOTE CONTROL VALVES
A. Remote control valves shall be globe pattern constructed of heavy duty glass-filled nylon and stainless steel with internal and external bleed. Operating pressure shall be 10 to 150 psi and flow range shall be .1-180 gpm. All internal parts shall be removable from the top.
B. Install pressure regulating module on remote control valves as shown on drawings.
Pressure regulating module shall be by same manufacturer as remote control valve.
C. Each valve shall have a plastic tag denoting its controller and station number.
2.6 MASTER REMOTE CONTROL VALVE
A. Master remote control valve shall be constructed of heavy duty cast iron, bronze, stainless steel, and copper with metering pin and manual flow stem to adjust closing speed. Operating pressure shall be 3 to 200 psi and flow range shall be .01 to 3000 gpm.
B. Master Valve shall be normally open.
2.7 FLOW SENSOR
A. Flow sensors shall be capable of sensing programmed water flows during the operation of the irrigation system and shall be capable of detecting excess or inadequate water flows as per the operator entered parameters.
B. The flow sensors shall be compatible with the irrigation controller central computer system and shall be capable of transmitting water flow information to the irrigation
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PLANTING IRRIGATION 32 84 00-6
controller.
C. The flow sensor shall meet the following requirements:
1. Tee shall be PVC with sensor pre-installed.
2. Insertion type with a non magnetic, spinning impeller as the only moving part.
3. Rated for a maximum line pressure of 150 psi and a maximum liquid temperature of 140 degrees F.
4. Accuracy of plus or minus 1 percent of full scale, linearity of plus or minus 1 percent, repeatability of plus or minus 1 percent, and a flow range of .25 to 15 feet per second.
2.8 CONTROLLERS
A. Controllers shall be as listed on the Drawings and shall have the following features:
1. Utilize either evapotranspiration or soil moisture data for irrigation scheduling.
2. UL listed, solid state, capable of automatic or manual operation.
3. Non-volatile memory.
4. Scheduling with 365 day calendar, odd/even watering, and rain delay of 1-14 days.
5. Cycle and soak feature.
6. Compatible with master valve and flow sensor.
7. Hand held remote ready.
B. Hand held remote shall be compatible with controller.
C. Controllers shall be grounded per manufacturer’s instructions and ASIC grounding guidelines.
2.9 CONTROL WIRE
A. Copper with UL approval for direct burial in ground, size #12-1 for common wire and size #14-1 for control wire. Common ground wire shall have white insulating jacket; control wire shall have insulating jacket of color other than white. Provide a separate ground wire for each controller.
B. Splices shall be made with 3M DBR/Y-6 connectors.
2.10 VALVE BOXES
A. High density polyethylene construction with UV inhibitors. Lid shall be green purple in color and have stainless steel bolt-down mechanism. Boxes, lids, and bolts shall be from the same manufacturer. Plastic valve boxes shall be by Carson, NDS Pro Series, or equal.
B. The lid shall be marked as follows:
1. Remote Control Valves – “Irrigation Control Valve” or “ICV” with the station number in one inch (1”) high white enamel or heat branded numbers and letters.
2. All other valves - “Irrigation Control Valve” or “ICV”.
C. Valve box sizes are noted on drawing details.
2.11 SPRINKLER HEADS AND BUBBLERS
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PLANTING IRRIGATION 32 84 00-7
A. All sprinkler heads and nozzles shall be as listed on the Drawings.
B. All pop-up sprinkler heads shall have shut-off devices, check valves, and pressure regulation built into the sprinkler head.
C. Bubblers shall be as listed on the Drawings and shall be pressure compensating.
2.12 DRIP SYSTEM
A. Provide all components required for complete system:
1. Wye Filter: Corrosion resistant plastic housing, 1inch FIPT/MIPT connections with removable stainless steel screen and integral flush valve with hose threads.
Screen shall be 155 mesh.
2. Pressure regulator: Constructed of thermoplastic with stainless steel compression spring and securing screws. Pre-set to maintain constant outlet pressure of 40 psi.
2.13 SUBSURFACE IRRIGATION
A. Dripline tubing and pressure compensating emitters shall be extruded from linear lowdensity polyethylene. Tubing shall have a minimum nominal diameter of ½ inch with a minimum wall thickness of 0.045. Protection from root intrusion shall be provided by means of impregnation of non-toxic pre-emergent in pipe during the manufacturing process.
B. All accessories listed below shall be furnished by the same manufacturer as the dripline.
1. Line Flushing Valves – the subsurface irrigation system shall utilize manual line flush valves at the end of each independent zone area. Manual valve shall be a PVC ball valve connected to polyethylene tubing.
2. Air/Vacuum Relief Valve – each independent irrigation zone shall utilize an air/vacuum relief valve at its high point. The air and vacuum relief valve shall seal effectively from 2 to 10 psi.
2.14 BACKFLOW PREVENTION DEVICE
A. Backflow prevention device shall be the reduced pressure type with gate valves, check valves, test cocks, reduced pressure chamber, and air vent.
B. Backflow preventer enclosure shall be cold rolled steel with green powder coating, 1/8 inch wall thickness, with stainless steel hardware. Enclosure shall be removable from base without use of tools. Enclosure shall be sized to fit backflow prevention device.
2.15 RAIN SENSOR
A. UV resistant, polymer housing with weatherproof switch mechanism and mounting bracket.
B. Fully adjustable shutoff from 1/8 inch to 1 inch of accumulated rainfall with automatic return to normal watering cycle.
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PLANTING IRRIGATION 32 84 00-8
C. Shall be wireless with 500 foot transmission range.
2.16 MISCELLANEOUS INSTALLATION MATERIALS
A. Solvent cement and primer for solvent weld joints shall be of make and type approved by manufacturer(s) of pipe and fittings. Use only Weld-On 795 Cement for flexible PVC to rigid PVC connections. Cement shall be maintained at proper consistency throughout use. Assembly practice shall be in accordance with ASTM D2855. Active Standard Practice for the Two-Step (Primer and Solvent Cement) Method of Joining Poly (Vinyl Chloride ) (PVC) or Chlorinated Poly (Vinyl Chloride) (CPVC) Pipe and Piping Components with Tapered Sockets.
B. Pipe joint compound shall be non-hardening, non-toxic materials designed specifically for use on threaded connections in water carrying pipe. Performance shall be same as Christy Ultra Seal Thread Sealant T10,000..
C. Drain rock: 3/4 inch washed pea gravel.
2.17 MISCELLANEOUS EQUIPMENT
A. Provide all equipment called for by the Drawings.
B. Provide to the Owner, at completion of the Maintenance Period, three (3) each of all operating and servicing keys and wrenches required for complete maintenance and operation of all heads and valves. Include all wrenches necessary for complete disassembly of all heads and valves.
C. Provide two (2) each of quick coupler keys and hose swivels and three (3) sets of keys to both controller cabinets and enclosures.
PART 3 - EXECUTION
3.1 PREPARATION
A. Schedule and coordinate placement of materials and equipment in a manner to effect the earliest completion of work in conformance with construction and progress schedule.
B. Contractor shall field verify the static water pressure at the project site prior to commencing work or ordering irrigation materials. If contractor fails to verify static water pressure prior to commencing work, contractor shall assume responsibility for all costs required to make system operational.
C. Examine areas and conditions under which work of this section is to be performed.
Do not proceed with work until necessary conditions have been corrected.
3.2 HANDLING AND STORAGE
A. Protect work and materials from damage during construction and storage as directed
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PLANTING IRRIGATION 32 84 00-9
by Architect.
B. Handle plastic pipe carefully; especially protecting it from prolonged exposure to sunlight.
C. Store sub-surface dripline and polyethylene tubing in cool dry place out of sunlight during installation.
3.3 LAYOUT
A. Layout work as accurately as possible in accordance with diagrammatic drawings.
B. Where site conditions do not permit location of piping, valves and heads where shown, notify Architect immediately and determine relocation in a joint conference.
C. Run pipelines and automatic control wiring in common trenches whenever practical.
3.4 EXCAVATING AND TRENCHING
A. Excavation shall be in all cases ample in size to permit the pipes to be laid at the elevations intended and to permit ample space for joining.
B. Depth of trenches shall be enough to provide minimum cover from finish grade to top of pipe in trenches, as follows:
1. 18 inch minimum cover over main lines to the control valves and quick coupling valves.
2. 18 inch minimum cover over direct burial control wires from controller to valves.
3. 12 inch minimum cover over the valve controlled lines to sprinkler heads.
4. 24 inch minimum cover over sleeves.
C. Restore surfaces, existing underground installations, etc., damaged or cut as a result of excavations, to original conditions in a manner approved by the Architect.
D. Where other utilities interfere with irrigation trenching and pipe work, adjust the trench depth as instructed by Architect.
3.5 ASSEMBLING PIPELINES
A. All pipes shall be assembled free from dirt and pipe scale. Field cut ends shall be reamed only to full pipe diameter with rough edges and burrs removed.
B. Solvent Weld Joint:
1. Prepare joint by first making sure the pipe end is square, then deburring the pipe end and cleaning the pipe and fitting of dirt.
2. Dry-insert pipe into fitting to check for missizing. Pipe should enter fitting 1/3 to 2/3 depth of socket.
3. Coat the inside socket surface of the fitting and the external surface of the male end of the pipe with primer, immediately followed by solvent weld cement liberally applied to the male end of the pipe and lightly applied to the inside of the socket.
Then, apply a second coat of cement to the pipe end.
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PLANTING IRRIGATION 32 84 00-10
4. Insert pipe immediately into fitting and turn it 90° to distribute cement and remove air bubbles. The pipe must seat to the bottom of the socket and fitting. Check alignment of the fitting. Pipe and fitting shall be aligned properly without strain to either.
5. Hold joint still for approximately thirty (30) seconds and then wipe the excess cement from the pipe and fitting.
6. Cure joint a minimum of thirty (30) minutes before handling and at least six (6) hours before allowing water in the pipe.
C. Threaded Joint:
1. Field threading of plastic pipe or fittings is not permitted. Factory-formed threads only will be permitted.
2. Factory-made nipples shall be used wherever possible. Field-cut threads in metallic pipe will be permitted only where absolutely necessary. When field threading, cut threads accurately on the axis with sharp dies.
3. All threaded joints shall be made up with pipe joint compound. Apply compound to male threads only.
4. Where assembling metallic pipe to metallic fitting or valve, no more than three (3) full threads shall show when joint is made up.
5. Where assembling to threaded plastic fitting, take up joint no more than one full turn beyond hand tightening.
6. Where assembling soft metal (brass or copper) or plastic pipe, use a strap type friction wrench only; do not use a metal-jawed wrench.
D. Cap or plug openings as pipeline is assembled to prevent entrance of dirt or obstruction. Remove caps or plugs only when necessary to continue assembly.
E. Where pipes or control wires pass through sleeves, provide a removable nondecaying plug at ends of sleeve to prevent entrance of earth.
F. Install copper tracer wire on top of the entire mainline, taped every fifteen feet (15’).
Stub tracer wire up at backflow and isolation valves.
3.6 REMOTE CONTROL VALVES
A. Install where shown on Drawings and group together where practical. Limit one remote control valve per box with no exceptions.
B. Locate valve boxes 12 inches from and perpendicular to walk edges, buildings and walls. Provide 12 inches between valve boxes where valves are grouped together.
C. Thoroughly flush main line before installing the valve.
D. Install in shrub or ground cover areas where possible.
E. Label control line wire at each valve with a 2 1/4” x 2 3/4” polyurethane I.D. tag, indicating identification number of the valve (controller and station number). Attach a label to control wire.
3.7 QUICK COUPLING VALVES
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PLANTING IRRIGATION 32 84 00-11
A. Install quick coupling valves on double swing-joint assemblies of Schedule 80 PVC risers and fittings.
B. Thoroughly flush main line before installing the valve.
C. Install 12 inch from hardscape areas.
3.8 VALVE BOXES
A. Install one valve box for each type of valve unless otherwise noted.
B. Install boxes 12 inches from walk or header and 12 inches apart. Short side of rectangular boxes shall be parallel to walk or header. Install 2 inches above finish grade in groundcover areas and flush with grade in lawn areas.
C. Install common bricks as shown and as required to keep box stable. Install gravel sump after compaction of all trenches.
3.9 FLOW SENSOR
A. Install flow sensor a minimum of 10 times pipe diameter upstream and 5 times pipe diameter downstream of any valves, fittings, pipe bends, etc.
B. Use only sensor cable approved by the controller manufacturer. Install cable in a separate 1 inch conduit routed to controller. Leave enough flexibility in the cable to allow for future service of sensor.
3.10 SPRINKLER HEADS AND BUBBLERS
A. Thoroughly flush lines before installing heads, drip tubing, or bubblers.
B. Locate heads and bubblers as shown in the Drawings and Detail.
C. Set sprinkler heads perpendicular to grade unless otherwise shown.
D. Adjust sprinkler heads for proper distribution and trim, providing complete coverage with minimal overspray.
3.11 SUB-SURFACE IRRIGATION
A. Install per manufacturer’s instructions.
B. Install dripline in a grid pattern 2 inch below finish grade.
C. Install air/vacuum relief valve at the highest point of each circuit on a line that is perpendicular to the dripline rows (exhaust header or lateral connecting dripline.) Install in 6 inch round valve box.
D. Install flush valve at a point farthest away from source or along exhaust header.
Install in 6 inch round valve box.
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PLANTING IRRIGATION 32 84 00-12
3.12 AUTOMATIC CONTROL WIRING
A. Run lines along mains where practical. Tie wires in bundles with pipe wrapping tape at 10’ intervals and allow slack for contraction between strappings.
B. Loop a minimum of three (3) feet of extra wire in each valve box; both control wire and ground wire.
C. Connections shall be made as shown on plans.
D. Splicing will be permitted only on runs exceeding 2500’. Locate all splices at valve locations within valve boxes.
E. Where control lines pass under paving, they shall pass through Schedule 40 electrical PVC conduit.
F. Common wire and control wires shall be tagged with 1/4" wide embossed plastic labeling tape, showing controller and station number designation.
3.13 AUTOMATIC CONTROLLER
A. Provide and install automatic irrigation controller in approximate locations shown on Drawings. The exact location will be determined on the site by Architect. Provide conduit and wire and connect to 120 volt switch accessible to controller for ease of maintenance.
B. Connect control lines to controller in sequential arrangement according to assigned identification number of the valve. Each control line wire shall be labeled at controller with a permanent non-fading label indicating station number of the valve controlled.
Attach label to control wire.
C. Contractor is responsible for programming the controller. Provide optimum amounts of water for each plant type to maintain plants in vigorous healthy condition.
Reprogram as required at end of maintenance period.
D. Contact controller manufacturer for certification of the installation, purchase, and activation of data service.
3.14 BACKFLOW PREVENTION ASSEMBLY
A. Local codes shall govern installation requirements.
B. Install a minimum of 12 inches and a maximum of 30 inches above grade.
C. Install enclosure on concrete pad as shown on drawings.
3.15 BACKFILLING
A. Backfill only after piping has been tested, inspected and approved.
B. Backfill material shall be the earth excavated from the trenches, free from rocks,
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concrete chunks, and other foreign or coarse materials.
C. A stable and uniform bedding of at least 2” shall be provided for the pipe and any protruding features of its joints and/or fittings. The middle of the bedding, equal to 1/3 of the pipe outside diameter, may be loosely packed with the remainder compacted to a minimum of 90 percent standard proctor density. Pipe bedding material shall be Class II, clean, course grained materials, such as gravel, coarse sands and gravel/sand mixtures (1 ½ inches maximum in size.)
D. All pipe under asphalt paving shall be backfilled with 4 inches of clean sand on all sides of pipe.
E. Place backfill materials in 6 inch layers and compact by jetting or tamping to a minimum compaction of 90 percent of original soil density.
F. Dress off areas to finish grades and remove excess soil, rocks or debris remaining after backfill is completed.
G. If settlement occurs along trenches, and adjustments in pipes, valves and sprinkler heads, soil, sod or paving are necessary to bring the system, soil, sod, or paving to the proper level or the permanent grade, subcontractor, as part of the work under this Contract, shall make all adjustments without extra cost to the Owner.
3.16 PIPE TESTS
A. Notify Architect at least three (3) days in advance of testing.
B. Perform testing at Contractor’s expense.
C. Center load piping with a small amount of backfill to prevent arching or slipping under pressure. No fitting or joint shall be covered.
D. Do not connect remote control valves, quick couplers or any other valve assembly until testing is satisfactorily complete.
E. Apply the following tests after weld plastic pipe joints have cured at least 24 hours.
1. Test live (constant pressure) and quick coupling valve lines hydrostatically at 125 PSI minimum. Lines shall be filled with water and pressure gauge connected to the pipe line. After lines have reached the 125 PSI, (use hydraulic pump or other safe method – do not use an air compressor) cut off the source of pressure. Lines will be approved if test pressure (with an allowable drop of 2 PSI) is maintained for two (2) hours. Should leaks develop during the test period, they shall be located and repaired and retested in the same method. The subcontractor shall make tests and repairs as necessary until test conditions are met.
2. Test remote control valve controlled lines with water at line pressure and visually inspect for leaks. Retest after correcting defects.
F. Remake faulty joints with new materials. Do not use cement or caulking to seal leaks.
3.17 SYSTEM ADJUSTMENT
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PLANTING IRRIGATION 32 84 00-14
A. Adjust pressure regulating modules to proper and similar pressure to provide optimum and efficient coverage.
B. Adjust sprinkler heads by fully opening the sprinkler furthest from control valve. Open manual adjustment of control valve slightly to obtain a 12-inch spray at sprinkler mentioned above. After this condition has been met, adjust all other sprinklers in the section for equal height sprays, regulating the control valve as required to maintain this condition. With a pressure gauge on the sprinkler first opened, adjust control valve to obtain the catalog-rated pressure for sprinkler installed. Adjust nozzle sizes and degree of arc and install pressure compensating screens as required to cover planting areas without overspray. Adjust all sprinklers to keep spray in confines of planted area. Minimize overspray onto paving.
C. Drip System Check
1. Immediately after installation, flush lateral line piping by removing automatic flush valve, figure 8 fitting, or by opening the shut-off flush valve.
2. Clean filter screens. Open filter flush valve for at least 10 seconds. Clean or replace clogged elements
3. Adjust pressure regulator to system design pressure.
4. Verify that emitters are producing specified water output. If not, replace emitters, check filter element, check pressure at emitters, and review system for clogs and leaks. Correct deficiencies.
D. Spray and Bubbler Check
1. Perform coverage test in the presence of Architect to establish that coverage of all planting areas is complete and adequate.
2. Correct deficiencies and repeat test until approved.
3.18 GUARANTEE
A. It shall be the responsibility of subcontractor to fill and repair all depressions and replace all necessary lawn and planting due to the settlement of irrigation trenches for one year following completion and acceptance of the job.
B. The subcontractor shall also guarantee all materials, equipment and workmanship furnished by him to be free of all defects of workmanship and materials, and shall agree to replace at his expense, at any time within one year after installation is accepted, any and all defective parts that may be found.
3.19 CLEANUP
A. When work of this section has been completed, and at such other times as may be directed, remove all trash, debris, surplus materials and equipment from the site.
END OF SECTION 32 84 00
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SOIL PREPARATION 32 91 13-1
SECTION 32 91 13
SOIL PREPARATION
PART 1 GENERAL
1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
1.02 SUMMARY
A. Section includes:
(1) Planting soils specified by composition of the mixes. (2) Inorganic soil amendments
(3) Organic soil amendments/Compost
(4) Fertilizers
(5) Pesticides
B. Related Sections:
(1) Document 31 00 00 “Earthwork”
(2) Document 31 10 13 “Site Preparation and Plant Protection” (3) Document 32 84 00 “Irrigation”
(4) Document 32 91 14 “Bioretention Soils”
(5) Document 32 93 00 "Plants"
1.03 ALLOWANCES
A. Preconstruction and field quality-control testing are part of testing and inspecting allowance.
1.04 DEFINITIONS
A. AAPFCO: Association of American Plant Food Control Officials.
B. Backfill: The earth used to replace or the act of replacing earth in an excavation.
This can be amended or unamended soil as indicated.
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C. CCQC: California Compost Quality Council, verifies that compost producers are in compliance with state compost regulations and standards. www.crra.com D. CEC: Cation exchange capacity.
E. Compost: The product resulting from the controlled biological decomposition of organic material that has been sanitized through the generation of heat and stabilized to the point that it is beneficial to plant growth.
F. Duff Layer: A surface layer of soil, typical of forested areas, that is composed of mostly decayed leaves, twigs, and detritus.
G. Imported Soil: Soil that is transported to Project site for use.
H. Layered Soil Assembly: A designed series of planting soils, layered on each other, that together produce an environment for plant growth.
I. Manufactured Soil: Soil produced by blending soils, sand, stabilized organic soil amendments, and other materials to produce planting soil.
J. NAPT: North American Proficiency Testing Program. An SSSA program to assist soil-, plant-, and water-testing laboratories through interlaboratory sample exchanges and statistical evaluation of analytical data.
K. Organic Matter: The total of organic materials in soil exclusive of undecayed plant and animal tissues, their partial decomposition products, and the soil biomass; also called "humus" or "soil organic matter."
L. Planting Soil: Existing, on-site soil or imported soil that has been modified as specified with soil amendments and perhaps fertilizers to produce a soil mixture best for plant growth.
M. RCRA Metals: Hazardous metals identified by the EPA under the Resource Conservation and Recovery Act.
N. SSSA: Soil Science Society of America.
O. Subgrade: Surface or elevation of subsoil remaining after excavation is complete, or the top surface of a fill or backfill before planting soil is placed.
P. Subsoil: Soil beneath the level of subgrade; soil beneath the topsoil layers of a naturally occurring soil profile, typified by less than 1 percent organic matter and few soil organisms.
Q. Surface Soil: Soil that is present at the top layer of the existing soil profile. In undisturbed areas, surface soil is typically called "topsoil"; but in disturbed areas such as urban environments, the surface soil can be subsoil.
R. USCC: U.S. Composting Council.
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SOIL PREPARATION 32 91 13-3
1.05 PREINSTALLATION MEETINGS
A. Pre-installation Conference: Conduct conference at Project site.
1.06 ACTION SUBMITTALS
A. Product Data: For each type of product.
(1) Include recommendations for application and use.
(2) Include test data substantiating that products comply with requirements. (3) Material Certificates: For each type of imported soil, soil amendment, and fertilizer before delivery to the site, according to the following:
(a) Manufacturer's qualified testing agency's certified analysis of standard products.
(b) Analysis of fertilizers, by a qualified testing agency, made according to AAPFCO methods for testing and labeling and according to AAPFCO's SUIP #25.
(c) Analysis of nonstandard materials, by a qualified testing agency, made according to SSSA methods, where applicable.
B. Samples: For each bulk-supplied material, 1-quart volume of each in sealed containers labeled with content, source, and date obtained. Each Sample shall be typical of the lot of material to be furnished.
(1) Provide an accurate representation of composition, color, and texture. (a) Native site soil
(b) Imported Soil
(c) Organic soil amendments
(d) Compost
1.07 INFORMATIONAL SUBMITTALS
A. Qualification Data: For each testing agency.
B. Preconstruction soil analyses and recommendations for on-site soil C. Compost technical data sheet including compost laboratory report, including test data summary page. If results are outside of acceptable parameters contractor is responsible for retesting compost or finding an acceptable alternative.
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1.08 QUALITY ASSURANCE
A. Testing Agency Qualifications: An independent, state-operated, or universityoperated laboratory; experienced in soil science, soil testing, and plant nutrition; with the experience and capability to conduct the testing indicated; and that specializes in types of tests to be performed.
(1) Laboratory soil testing report shall be no older than 6 months from the date of Landscape Architect’s review and shall represent the product delivered to the project site.
(2) Laboratory compost testing report shall be no older than 3 months from the date of Landscape Architect’s review and shall represent the product delivered to the project site.
B. Standard Specifications:
(1) Quality of compost shall comply with OMRI, CCQC and STA standards. (2) In the event that standards conflict, the most restrictive standard shall be followed.
1.09 PRECONSTRUCTION TESTING
A. Preconstruction Soil Analyses: For each unamended soil type (existing and imported), perform testing on soil samples and furnish soil analysis and a written report containing soil- amendment and fertilizer recommendations by a qualified testing agency performing the testing according to "Soil-Sampling Requirements" and "Testing Requirements" articles.
(1) Have testing agency identify and label samples and test reports according to sample collection and labeling requirements.
(2) Soil test report to include recommendations for amendments with organic materials. Recommendations for synthetic amendments will not be accepted.
1.10 SOIL-SAMPLING REQUIREMENTS
A. Sample Collection and Labeling: Have samples taken and labeled by Contractor per the direction of the testing agency.
(1) Number and Location of Samples: Three representative soil samples from varied locations as directed by Landscape Architect for each soil to be used or amended for landscaping purposes.
(2) Procedures and Depth of Samples: Per soil testing laboratory standards. (3) Labeling: Label each sample with the date, location keyed to a site plan or other location system, visible soil condition, and sampling depth.
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1.11 TESTING REQUIREMENTS
A. General: Perform tests on soil samples according to requirements in this article.
B. Physical Testing:
(1) Soil Texture: Soil-particle, size-distribution analysis by one of the following methods according to SSSA's "Methods of Soil Analysis - Part 1- Physical and Mineralogical Methods":
(a) Sieving Method: Report sand-gradation percentages for very coarse, coarse, medium, fine, and very fine sand; and fragmentgradation (gravel) percentages for fine, medium, and coarse fragments; according to USDA sand and fragment sizes.
(b) Hydrometer Method: Report percentages of sand, silt, and clay. (2) Total Porosity: Calculate using particle density and bulk density according to SSSA's "Methods of Soil Analysis - Part 1-Physical and Mineralogical Methods."
(3) Water Retention: According to SSSA's "Methods of Soil Analysis - Part 1- Physical and Mineralogical Methods."
(4) Saturated Hydraulic Conductivity: According to SSSA's "Methods of Soil Analysis - Part 1-Physical and Mineralogical Methods"; at 85% compaction according to ASTM D 698 (Standard Proctor).
C. Chemical Testing:
(1) CEC: Analysis by sodium saturation at pH 7 according to SSSA's "Methods of Soil Analysis - Part 3- Chemical Methods."
(2) Clay Mineralogy: Analysis and estimated percentage of expandable clay minerals using CEC by ammonium saturation at pH 7 according to SSSA's "Methods of Soil Analysis - Part 1- Physical and Mineralogical Methods."
(3) Metals Hazardous to Human Health: Test for presence and quantities of RCRA metals including aluminum, arsenic, barium, copper, cadmium, chromium, cobalt, lead, lithium, and vanadium. If RCRA metals are present, include recommendations for corrective action. (4) Phytotoxicity: Test for plant-available concentrations of phytotoxic minerals including aluminum, arsenic, barium, cadmium, chlorides, chromium, cobalt, copper, lead, lithium, mercury, nickel, selenium, silver, sodium, strontium, tin, titanium, vanadium, and zinc.
D. Fertility Testing: Soil-fertility analysis according to standard laboratory protocol, including the following:
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(1) Percentage of organic matter.
(2) CEC, calcium percent of CEC, and magnesium percent of CEC. (3) Soil reaction (acidity/alkalinity pH value).
(4) Buffered acidity or alkalinity.
(5) Nitrogen ppm.
(6) Phosphorous ppm.
(7) Potassium ppm.
(8) Manganese ppm.
(9) Manganese-availability ppm.
(10) Zinc ppm.
(11) Zinc availability ppm.
(12) Copper ppm.
(13) Sodium ppm and sodium absorption ratio.
(14) Soluble-salts ppm.
(15) Presence and quantities of problem materials including salts and metals cited in the Standard protocol. If such problem materials are present, provide additional recommendations for corrective action. (16) Other deleterious materials, including their characteristics and content of each.
E. Organic-Matter Content: Analysis using loss-by-ignition method according to SSSA's "Methods of Soil Analysis - Part 3- Chemical Methods." F. Recommendations: Based on the test results, state recommendations for soil treatments and soil amendments to be incorporated to produce satisfactory planting soil suitable for healthy, viable plants indicated. Include, at a minimum, recommendations for nitrogen, phosphorous, and potassium fertilization, and for micronutrients. Request recommendations for organic amendments and compost only; synthetic amendments and fertilizers will not be accepted. (1) Fertilizers and Soil Amendment Rates: State recommendations in weight per 1000 sq. ft. for 6-inch depth of soil.
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1.12 DELIVERY, STORAGE, AND HANDLING
A. Packaged Materials: Deliver packaged materials in original, unopened containers showing weight, certified analysis, name and address of manufacturer, and compliance with state and Federal laws if applicable.
B. Bulk Materials:
(1) Do not dump or store bulk materials near structures, utilities, walkways and pavements, or on existing turf areas or plants.
(2) Provide erosion-control measures to prevent erosion or displacement of bulk materials, discharge of soil-bearing water runoff, and airborne dust reaching adjacent properties, water conveyance systems, or walkways. (3) Do not move or handle materials when they are wet or frozen. (4) Accompany each delivery of bulk fertilizers and soil amendments with appropriate certificates.
PART 2 PRODUCTS
2.01 MATERIALS
A. Regional Materials: Imported Topsoil, soil amendments and fertilizers shall be sourced within 100 miles of Project site from materials that have been extracted, harvested, or recovered, as well as manufactured, within 100 miles of Project site.
2.02 PLANTING SOILS SPECIFIED BY COMPOSITION
A. General: Soil amendments, fertilizers, and rates of application specified in this article are guidelines that may need revision based on testing laboratory's recommendations after preconstruction soil analyses are performed.
B. Planting-Soil Type: Existing, on-site surface soil, with the duff layer, if any, retained and stockpiled on-site; modified to produce viable planting soil. Blend existing, on-site surface soil with organic soil amendments recommended by soils testing laboratory.
C. Planting-Soil Type: Imported, suitable topsoil from off-site sources, tested and amended, per soil testing laboratory recommendations, to produce viable planting soil.
(1) Amended Soil Composition: Blend unamended soil with the soil amendments and fertilizers recommended in Soil Testing Report. (2) Unacceptable Properties: Clean soil of the following:
(a) Unacceptable Materials: Concrete slurry, concrete layers or chunks, cement, plaster, building debris, oils, gasoline, diesel fuel,
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paint thinner, turpentine, tar, roofing compound, acid, and other extraneous materials that are harmful to plant growth.
(b) Unsuitable Materials: Stones, roots, plants, sod, clay lumps, and pockets of coarse sand that exceed a combined maximum of 8 percent by dry weight of the soil.
(c) Large Materials: Stones, clods, roots, clay lumps, and pockets of coarse sand exceeding 3 inches in any dimension.
2.03 INORGANIC SOIL AMENDMENTS
A. Lime: ASTM C 602, agricultural liming material containing a minimum of 80 percent calcium carbonate equivalent and as follows:
(1) Class: O, with a minimum of 95 percent passing through a No. 8 sieve and a minimum of 55 percent passing through a No. 60 sieve. (2) Provide lime in form of ground dolomitic limestone.
B. Sulfur: Granular, biodegradable, and containing a minimum of 90 percent elemental sulfur, with a minimum of 99 percent passing through a No. 6 sieve and a maximum of 10 percent passing through a No. 40 sieve.
C. Iron Sulfate: Granulated ferrous sulfate containing a minimum of 20 percent iron and 10 percent sulfur.
D. Perlite: Horticultural perlite, soil amendment grade.
E. Agricultural Gypsum: Minimum 90 percent calcium sulfate, finely ground with 90 percent passing through a No. 50 sieve.
F. Sand: Clean, washed, natural or manufactured, free of toxic materials, according to ASTM C 33.
2.04 ORGANIC SOIL AMENDMENTS
A. Compost: Well-composted, stable, and weed-free organic matter produced by composting feedstock, and bearing USCC's "Seal of Testing Assurance," and as follows:
Parameters Units of measure General Range
Nitrogen (Total N) % dry weight >0.9
Ammonium (N or NH4-N) ppm or mg/kg dry weight <450
Nitrate (NO3-N) ppm or mg/kg dry weight >10
Phosphorus (P) % dry weight <0.6
Calcium (Ca) % dry weight <3.5
Boron (Total B) ppm or mg/kg dry weight <80
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Sodium (Na) % dry weight <0.5
Total Nitrogen Phosphorus and
Potassium (NPK)
Sum % dry weight >2.0
Carbon Nitrogen Ratio Carbon: Nitrogen ≤25:1
Organic Matter Content % by dry weight basis >35
pH pH units 6.5-8.5
Moisture Content % wet weight basis >35
Particle Size or Sieve Size % under ½” or 25mm by dry
weight
>95%
Stability Indicator: Carbon Dioxide (C02)
Evolution Rate
Mg CO2-C/g OM per day <8
Maturity Indicator: Cucumber Bioassay
Seed Emergence %, relative to control >80%
Seed Vigor %, relative to control >80%
Select Pathogens
Fecal Coliform Bacteria MPN/gram dry weight <1000
Salmonella MPN/4gram dry weight <3
Metals
Arsenic mg/kg (ppm) <16
Cadmium mg/kg (ppm) <8
Chromium mg/kg (ppm) < 100
Copper mg/kg (ppm) <400
Lead mg/kg (ppm) <100
Mercury mg/kg (ppm) <4
Nickel mg/kg (ppm) <80
Selenium mg/kg (ppm) <5
Zinc mg/kg (ppm) <500
Physical Contaminants
Glass % dry weight <1
Plastic % dry weight <1
Metal % dry weight <1
Bulk Density lbs/CY dry weight lbs/CF
dry weight
>19 and <41
>500 and
<1100
(1) Contaminants: Compost shall be free of contaminants such as glass, metal, and visible plastic, heavy metals, fecal coliform and salmonella species not exceeding levels per California Integrated Waste Management regulations.
(2) Color: Dark brown to black
(3) Acceptable odor: soil-like, musty or moldy.
(4) Unacceptable odor: sour, ammonia, putrid
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SOIL PREPARATION 32 91 13-10
(5) Particle characteristics: identifiable wood pieces are acceptable but the balance of material should be soil-like without recognizable grass or leaves.
(6) Be listed by CDFA as an Organic Input Material (OIM) and/or be approved by OMRI.
(7) Be produced by a participant of the US Composting Council's STA Program.
(8) Be generated from feedstock/materials sourced within 100 miles or produced at a facility within 100 miles of the project site B. Compost shall not contain mixed solid waste, or substances toxic to plants.
Compost shall not resemble the original material from which it was derived,nor have objectionable odors.
2.05 FERTILIZERS
A. Non-synthetic fertilizers as recommended by the soils report. (1) Synthetic, quick-release fertilizers will not be permitted. (2) Fertilizers prohibited in the Generic Materials List by the Organic materials Review Institute (OMRI) are prohibited in the project.
2.06 PRE-EMERGENT HERBICIDES
A. Synthetic pre-emergent herbicides that are listed as prohibited in the Organic Materials Review Institute's (OMRI) Generic Materials List are not allowed on this project.
2.07 INTEGRATED/ORGANIC PEST MANAGEMENT AND PESTICIDES
A. Integrated Pest Management (IPM) and Organic Pest Management (OPM) practices shall be used to control pests and diseases in the landscape.
Herbicides may not be used as the first and only weed/ invasive plant control method with prior approval by the Owner’s Representative.
B. General: Pesticide registered and approved by the EPA, acceptable to authorities having jurisdiction, and of type recommended by manufacturer for each specific problem and as required for Project conditions and application.
C. Pesticides that are prohibited by OMRI in its generic materials list are prohibited.
D. Do not use any pesticides unless authorized in writing by Landscape Architect and authorities having jurisdiction prior to application.
E. Contractor to obtain written approval from Landscape Architect prior to application of pre-emergent and post-emergent herbicides. The following least toxic products may be employed:
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SOIL PREPARATION 32 91 13-11
(1) Fatty acid potassium salts (herbicidal soaps e.g. Safer's Superfast Weed and Grass Killer® Dr. Bronner’s Peppermint Anti-Bacterial Soap.) (2) Acetic and citric acids (Nature’s Glory Weed and Grass Killer RTU®) (3) Clove,citrus, mint and thyme oil (Matran II®, Xpress®) (4) Corn gluten
(5) Low-toxic, low-residual herbicide (Glyphosate (Round-up®), glufosinateammonium (Finale®), pelargoic acid (Scythe®)) F. Do not use the following products:
(1) Atrazine (Aatrex)
(2) Simazine (Princep)
(3) Bromacil (Hyvar, Krovar)
(4) Prometon (Pramitol)
(5) Bentazon (Basagran)
(6) Norflurazon (Solicam, Predict, Zorial)
(7) Picloram
(8) Clopyralid
PART 3 EXECUTION
3.01 GENERAL
A. Place planting soil and fertilizers according to requirements in other Specification Sections.
B. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in planting soil.
C. Proceed with placement only after unsatisfactory conditions have been corrected.
3.02 PREPARATION OF UNAMENDED, ON-SITE SOIL BEFORE AMENDING A. Excavation: Excavate soil from designated area(s) to a depth 6 inches deeper than size of tree root ball, and stockpile until amended. Refer to Document 31 00 00 “Earthwork.”
B. Unacceptable Materials: Clean soil shall not contain any percentage of concrete slurry, concrete layers or chunks, cement, plaster, building debris, oils, gasoline,
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diesel fuel, paint thinner, turpentine, tar, roofing compound, acid, and other extraneous materials that are harmful to plant growth.
C. Unsuitable Materials: Clean soil to contain a maximum of 8 percent by dry weight of stones, roots, plants, sod, clay lumps, and pockets of coarse sand.
D. Remove stones larger than 2 inches in any dimension and sticks, roots, rubbish and other extraneous materials, and legally dispose of them off District’s property.
3.03 PLACING AND MIXING PLANTING SOIL OVER EXPOSED SUBGRADE A. General: Apply and mix unamended soil with amendments on-site to produce required planting soil. Do not apply materials or till if existing soil or subgrade is frozen, muddy, or excessively wet.
B. Subgrade Preparation: Till subgrade to a minimum depth of 6 inches where site conditions permit. Remove stones 4 inches and larger in any dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off District’s property.
(1) Apply, add soil amendments, and mix approximately half the thickness of unamended soil over prepared, loosened subgrade according to "Mixing" Paragraph below. Mix thoroughly into top 4 inches of subgrade. Spread remainder of planting soil.
C. Mixing: Spread unamended soil to total depth of 6 inches, but not less than required to meet finish grades after mixing with amendments and natural settlement. Do not spread if soil or subgrade is frozen, muddy, or excessively wet.
(1) Amendments: Apply soil amendments, compost and organic fertilizer, if required, evenly on surface, and thoroughly blend them with unamended soil to produce planting soil.
(a) Mix lime and sulfur with dry soil before mixing fertilizer. (b) Mix fertilizer with planting soil no more than seven days before planting.
(2) Lifts: Apply and mix unamended soil and amendments in lifts not exceeding 12 inches in loose depth for material compacted by compaction equipment, and not more than 6 inches in loose depth for material compacted by hand-operated tampers.
(3) Compaction: Compact each blended lift of planting soil to 75 to 82 percent of maximum Standard Proctor density according to ASTM D 698 and tested in-place.
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(4) Finish Grading: Grade planting soil to a smooth, uniform surface plane with loose, uniformly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish grades.
3.04 PLACING MANUFACTURED PLANTING SOIL OVER EXPOSED SUBGRADE A. General: Apply manufactured soil on-site in its final, blended condition. Do not apply materials or till if existing soil or subgrade is frozen, muddy, or excessively wet.
B. Subgrade Preparation: Till subgrade to a minimum depth of 8 inches where site conditions allow. Remove stones 4 inches or larger in any dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off District’s property.
C. Apply approximately half the thickness of planting soil over prepared, loosened subgrade. Mix thoroughly into top 4 inches of subgrade. Spread remainder of planting soil.
D. Spread planting soil to total depth of 12 inches, but not less than required to meet finish grades after natural settlement. Do not spread if soil or subgrade is frozen, muddy, or excessively wet.
(1) Lifts: Apply planting soil in lifts not exceeding 6 inches in loose depth.
E. Compaction: Compact each lift of planting soil to 75 to 82 percent of maximum Standard Proctor density according to ASTM D 698.
F. Finish Grading: Grade planting soil to a smooth, uniform surface plane with loose, uniformly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish grades.
3.05 BLENDING PLANTING SOIL IN PLACE
A. General: Mix amendments with in-place, unamended soil to produce required planting soil. Do not apply materials or till if existing soil or subgrade is frozen, muddy, or excessively wet.
B. Preparation: Till unamended, existing soil in planting areas to a minimum depth of 6 inches where site conditions permit. Remove stones 4 inches and larger in any dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off District’s property.
C. Mixing: Apply soil amendments, compost and organic fertilizer, if required, evenly on surface, and thoroughly blend them into full depth of unamended, in-place soil to produce planting soil.
(1) Mix lime and sulfur with dry soil before mixing fertilizer. (2) Mix fertilizer with planting soil no more than seven days before planting.
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D. Compaction: Compact blended planting soil to 75 to 82 percent of maximum Standard Proctor density according to ASTM D 698.
E. Finish Grading: Grade planting soil to a smooth, uniform surface plane with loose, uniformly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish grades.
3.06 APPLYING COMPOST TO SURFACE OF PLANTING SOIL
A. Application: Apply organic fertilizers and other amendments as indicated by the soils report. Apply 3CY/1000sf of quality organic compost to all areas to receive planting. Mix to the depth required to achieve 8 inches of settled soil/amendment mix. NOTE: an additional 3CY/1000sf will be applied ABOVE the cardboard sheet mulch layer described in 32 93 00 Planting.
3.07 FINISH GRADING
A. Remove stones larger than 1 inch in any dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off City's property.
Grade soil surface at edges of planting areas within 1 foot of adjacent hardscape and drain inlets to an elevation of 3-4 inches below the finished surface of adjacent hardscape to allow adequate room for mulch.
B. Finish Grading: Grade surface to a smooth, uniform surface plane with loose, uniformly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish grades.
C. Before planting, obtain Owner’s Representative’s acceptance of finish grading; restore planting areas if eroded or otherwise disturbed after finish grading.
3.08 PESTICIDE APPLICATION
A. Apply pesticides and other chemical products and biological control agents according to authorities having jurisdiction and manufacturer's written recommendations. Coordinate applications with Owner's operations and others in proximity to the Work. Notify Owner before each application is performed.
B. Pre-Emergent Herbicides (Selective and Nonselective): Apply to tree, shrub, and ground-cover areas according to manufacturer's written recommendations, and only during the appropriate times in plants’ life cycle. Do not apply to seeded areas.
C. Post-Emergent Herbicides (Selective): Apply only as necessary to treat alreadygerminated weeds and according to manufacturer's written recommendations and only during the appropriate times in plants’ life cycle.
3.09 FIELD QUALITY CONTROL
A. Drainage test: See Document 32 93 00 “Planting” for drainage test at tree wells.
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3.10 PROTECTION
A. Protect areas of in-place soil from compaction, disturbance, and contamination.
Prohibit the following practices within these areas except as required to perform planting operations:
(1) Storage of construction materials, debris, or excavated material. (2) Parking vehicles or equipment.
(3) Vehicle and foot traffic.
(4) Impoundment of water.
(5) Excavation or other digging unless otherwise indicated.
B. If planting soil or subgrade is overcompacted, disturbed, or contaminated by foreign or deleterious materials or liquids, remove the planting soil and contamination; restore the subgrade as directed by Landscape Architect and replace contaminated planting soil with new planting soil.
3.11 CLEANING
A. Protect areas adjacent to planting-soil preparation and placement areas from contamination. Keep adjacent paving and construction clean and work area in an orderly condition.
B. Remove surplus soil and waste material including excess subsoil, unsuitable materials, trash, and debris and legally dispose of them off District’s property unless otherwise indicated.
END OF DOCUMENT 32 91 13
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CITY OF RICHMOND
BIORETENTION SOILS 32 91 14 - 1
SECTION 32 91 14
BIORETENTION SOILS
PART 1 - GENERAL
1.01 SECTION INCLUDES
A. Specifications for furnishing, placing, and compacting bioretention soils as indicated.
B. Related Sections:
• 31 20 00 Earthwork
• 32 40 00 Storm Drainage System
1.02 SUBMITTALS
The contractor shall submit to the Engineer for approval:
A. A sample of mixed bioretention soil.
B. Certification from the soil supplier or an accredited laboratory that the Bioretention Soil meets the requirements of this guideline specification.
C. Grain size analysis results of the fine sand component performed in accordance with ASTM D 422, Standard Test Method for Particle Size Analysis of Soils.
D. Quality analysis results for compost performed in accordance with Seal of Testing Assurance (STA) standards, as specified in Section 1.4.
E. Organic content test results of mixed Bioretention Soil. Organic content test shall be performed in accordance with by Testing Methods for the Examination of Compost and Composting (TMECC) 05.07A, “Loss-On-Ignition Organic Matter Method”.
F. A description of the equipment and methods used to mix the sand and compost to produce Bioretention Soil.
G. Provide the following information about the testing laboratory(ies) name of laboratory(ies) including:
1. Contact person(s)
a. Address(es)
b. Phone contact(s)
c. E-mail address(es)
d. Qualifications of laboratory(ies), and personnel including date of current certification by STA, ASTM, or approved equal
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BIORETENTION SOILS 32 91 14 - 2
PART 2 - PRODUCTS
2.01 SAND FOR BIORETENTION SOIL
A. General
1. Sand shall be free of wood, waste, coating such as clay, stone dust, carbonate, etc., or any other deleterious material. All aggregate passing the No. 200 sieve size shall be non-plastic.
B. Sand for Bioretention Soil Texture.
1. Sand for Bioretention Soils shall be analyzed by an accredited lab using #200, #100, #40, #30, #16, #8, #4, and 3/8 inch sieves (ASTM D 422 or as approved by the Engineer), and meet the following gradation:
Sieve Size Percentage Passing (by weight)
Min Max
3/8 Inch 100 100
No. 4 90 100
No. 8 70 100
No. 16 40 95
No. 30 15 70
No. 40 5 55
No. 100 0 15
No. 200 0 5
Note all sands complying with ASTM C33 for fine aggregate comply with the above gradation requirements.
2.02 TOPSOIL FOR BIORETENTION SOIL
A. General: Topsoil shall be free of wood, waste, or any other deleterious material.
B. Topsoil for Bioretention Soil Texture: The overall topsoil texture shall be loamy sand as analyzed by an accredited laboratory. The overall dry weight percentages shall be 60-90% sand, with less than 20% passing than the #200 sieve and less than 5% clay of the total weight with no gravel.
2.03 COMPOSTED MATERIAL
A. Compost shall be a well decomposed, stable, weed free organic matter source meeting the standards developed by the US Composting Council (USCC). The product shall be certified through the USCC Seal of Testing Assurance (STA) Program (a compost testing and information disclosure program).
B. Compost Quality Analysis Before delivery of the soil, the Contractor shall submit a copy of lab analysis performed by a laboratory that is enrolled in the US Composting Council’s Compost Analysis Proficiency (CAP) program and using approved Test Methods for the Evaluation of Composting and Compost (TMECC). The lab report shall verify:
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BIORETENTION SOILS 32 91 14 - 3
1. Feedstock Materials shall be specified and include one or more of the following:
landscape/yard trimmings, grass clippings, food scraps, and agricultural crop residues.
2. Organic Matter Content: 35% - 75% by dry wt.
3. Carbon and Nitrogen Ratio: C:N < 25:1.
4. Maturity/Stability: shall have a dark brown color and a soil-like odor. Compost exhibiting a sour or putrid smell, containing recognizable grass or leaves, or is hot (120F) upon delivery or rewetting is not acceptable. In addition, any one of the following is required to indicate stability:
a. Oxygen Test < 1.3 O2 /unit TS /hr
b. Specific oxy. Test < 1.5 O2 / unit BVS
c. Respiration test < 8 C / unit VS / day
d. Dewar test < 20 Temp. rise (°C)
e. Solvita® > 5 Index value
5. Toxicity: any one of the following measures is sufficient to indicate non-toxicity. a. NH4- : NO3-N < 3
b. Ammonium < 500 ppm, dry basis
c. Seed Germination > 80 % of control
d. Plant Trials > 80% of control
e. Solvita® > 5 Index value
6. Nutrient Content: provide analysis detailing nutrient content including N-P-K, Ca, Na, Mg, S, and B.
a. Total Nitrogen content 0.9% or above preferred.
b. Boron: Total shall be <80 ppm; Soluble shall be <2.5 ppm
7. Salinity: Must be reported; < 6.0 mmhos/cm
8. pH shall be between 6.5 and 8. May vary with plant species.
C. Particle size: 95% passing a 1/2” screen.
D. Bulk density: shall be between 500 and 1100 dry lbs/cubic yard E. Moisture Content shall be between 30% - 55% of dry solids F. Inerts: compost shall be relatively free of inert ingredients, including glass, plastic and paper, < 1 % by weight or volume
G. Weed seed/pathogen destruction: provide proof of process to further reduce pathogens (PFRP). For example, turned windrows must reach min. 55C for 15 days with at least 5 turnings during that period.
H. Select Pathogens: Salmonella <3 MPN/4grams of TS, or Coliform Bacteria <10000 MPN/gram
I. Trace Contaminants Metals (Lead, Mercury, Etc.) Product must meet US EPA, 40 CFR 503 regulations
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BIORETENTION SOILS 32 91 14 - 4
J. Compost Testing. The Contractor will test all compost products within 120 calendar days prior to application. Samples will be taken using the STA sample collection protocol. (The sample collection protocol can be obtained from the U.S. Composting Council, 4250 Veterans Memorial Highway, Suite 275, Holbrook, NY 11741 Phone: 631-737-4931, www.compostingcouncil.org). The sample shall be sent to an independent STA Program approved lab. The Contractor will pay for the test.
PART 3 - EXECUTION
3.01 PLACEMENT AND COMPACTION OF BIORETENTION SOILS
A. Place the bioretention soil in 8" to 12" lifts. Lifts are not to be compacted but are placed to reduce the possibility of excessive settlement. Allow time for natural compaction and settlement prior to planting. Bioretention soil may be watered to encourage compaction.
END OF SECTION 32 91 14
SHIELDS REID PARK IMPROVEMENTS
CITY OF RICHMOND
PLANTS 32 93 00-1
SECTION 32 93 00
PLANTS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes: All labor, materials, supplies, tools and transportation to perform all operations in connection with and reasonably incidental to the complete installation of the planting as shown on the Drawings, and specified herein.
B. Work includes but is not limited to:
1. Plant Material
2. Mulches
3. Weed Barrier (Sheet Mulch)
4. Tree Staking
5. 1-year Landscape Establishment
C. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.
1.2 RELATED SECTIONS:
A. Section 31 10 13 “Site Preparation and Plant Protection” B. Section 32 91 13 “Soil Preparation”
C. Section 31 20 00 “Earthwork”
D. Section 32 84 00 “Planting Irrigation”
1.3 QUALITY ASSURANCE
A. Contractor must have a valid California C-27 Contractor's license authorized by the State of California.
B. Contractor shall provide evidence of sufficient experience with similar projects.
Provide list including a minimum of five recently installed projects with location, date completed, owner, and contact person and phone number.
C. Contractor must have assigned to the project at least one employee possessing a California State Chemical Applicator's License for the control of weeds, plant
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diseases and other pests.
D. Plant materials: All plants shall have been grown in nurseries that have been inspected by State of California Department of Agriculture and will be tagged with correct names as per Standard Plant Names. All plant material will be inspected by the Owner’s Representative before being planted, and all plant material not meeting specification requirements will be rejected. Replace, at expense of Contractor, rejected trees, shrubs and groundcovers with plant materials of species and variety that meet specification requirements.
E. Drawings: For the purposes of clarity and legibility, the drawings are essentially diagrammatic, exact location of items are not indicated unless specifically dimensioned. Do not willfully install the landscape materials as shown on the drawings when it is obvious in the field that unknown obstructions, grade differences or discrepancies in area dimensions exist. Such obstructions or differences shall be brought to the attention of the client. In the event this notification is not performed, the Contractor will assume full responsibility for any revision necessary.
1.4 SUBMITTALS
A. Product Data: For each of the following:
1. Mulch: Cut sheet verifying feedstock type and producer.
2. A complete plant list indicating species, variety, quantity and size shall be submitted to and accepted by the Owner’s Representative prior to locating plant material on-site.
3. Tree Staking materials
4. Sheet Mulch Materials: 100% Recycled B Flute Cardboard B. Samples for Verification: For each of the following:
1. The following items shall be submitted in a 1-pint minimum volume of each in sealed plastic bag or container. Submittal shall be labeled with weight and source of each item. Each submittal shall represent a true sample of material to be provided at the project site:
a. Mulch
PART 2 - PRODUCTS
2.1 PLANT MATERIAL
A. No planting substitutions will be allowed without prior written approval of the Landscape Architect.
B. All plant material must be neonicotinoid free.
C. Provide plants typical of their species or variety, with normal, densely developed branches and vigorous, fibrous root systems. Provide only sound, healthy, vigorous plants free from defects, disfiguring knots, sunscald injuries, frost cracks, abrasions
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PLANTS 32 93 00-3
of the bark, plant diseases, insect eggs, borers, and all forms of infestation. All plants shall have a fully developed form without voids and open spaces.
D. Plants larger than those specified in the plant list may be used when acceptable to the Landscape Architect. If the use of larger plants is acceptable, increase the spread of roots or rootball in proportion to the size of the plant.
E. Plants planted in rows shall be matched in form.
F. Meet all requirements of USA Standard for Nursery Stock, published by the American Association of Nurserymen, Inc., except as otherwise supplemented and modified under this specification section.
G. Cold storage plants are not acceptable.
H. Container plants, one gallon size and larger, shall have grown therein a minimum of six months and a maximum of two years, with roots filling the containers but not showing evidence of being or having been restricted, deformed or rootbound.
I. Provide untapped, straight, single-leader trees except for multiple stem (clump) trees. Deciduous trees shall have heavier than normal top and balanced branching.
J. Trees and shrubs shall have well-developed branch systems; shrubs shall be fullfoliaged and not leggy.
K. Thin, weak and leggy plants will be rejected by the Engineer.
L. All plant material shall be legibly tagged by specie and variety.
M. Nomenclature: Genus, species and variety as indicated on Plant Material Listing.
Plant names are in accordance with those given in Standardized Plant Names, 1942 edition; names of varieties not included therein go by names generally accepted in nursery trade.
N. Plant materials not meeting these requirements shall be removed from the site and replaced to the satisfaction of the Owner’s Representative Contractor's expense.
2.2 MULCH
A. Mulch shall be:
1. Made from organic materials including tree trimmings, clean (unpainted and untreated) wood or wood and plant trimmings, including medium-coarse compost.
2. Free of physical contamination with zero visible contamination at time of final walkthrough. If contamination is present when mulch is delivered, contractor shall reject load or remove contamination.
3. It cannot include forest industry products and byproducts such as redwood bark, peat moss, or gorilla hair, recycled tires or other inorganic materials.
4. Local and generated from feedstock/ materials sourced within 100 miles or
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PLANTS 32 93 00-4
produced at a facility within 100 miles of the project site.
5. Light in color. Black mulches or grape seed pumice mulch is not allowed
6. Acceptable mulch suppliers include:
Recycled mulch- Treeincarnation - Greenwaste recycle yard http://www.greenwasterecycleyard.com/mulch.htm
2.3 WEED BARRIER (SHEET MULCH) CARDBOARD
A. Cardboard for sheet mulch shall be 100% recycled B flute cardboard 70# weight.
Rolls of 70# weight cardboard are 36" x 250' and are sold at a 25 roll minimum.
2.4 TREE STAKING MATERIALS
A. Staking Materials:
1. Stakes: Lodgepole pine (untreated), 2-inch diameter by 10 feet long minimum actual dimensions, of uniform size and pointed at one end.
2. Ties: recycled car tire straps, recycled bicycle innertube or approved equal.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine areas to receive plants for compliance with requirements and conditions affecting installation and performance.
1. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in soil within a planting area.
2. Do not mix or place soils and soil amendments in frozen, wet, or muddy conditions.
3. Suspend soil spreading, grading, and tilling operations during periods of excessive soil moisture until the moisture content reaches acceptable levels to attain the required results.
4. Uniformly moisten excessively dry soil that is not workable and which is too dusty.
3.2 WEED BARRIER (SHEET MULCH)
A. Shrub, tree and groundcover areas:
1. Sheet mulch to be applied to ALL planting areas.
2. Incorporate 3CY/1000sf of quality compost specified above in section 3.2 into the site soil.
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3. Install 5 gallon and larger plant materials
4. Apply a minimum of two layers of 100% recycled B flute cardboard as a biodegradable weed barrier to the entire planting area, completely covering all existing soil and remaining herbaceous vegetation, if any. a. Wet cardboard while applying to prevent it from blowing away. b. Sheets of cardboard shall overlap a minimum of 12".
c. Cardboard shall abut directly against edge of pavement, curbs, boulders or other site features. Cardboard shall not cover tree and shrub root crowns.
d. Fold excess cardboard under itself when abutting against hardscape objects or root crowns areas, as opposed to being cut, avoid excessive cardboard scraps This folding under process is greatly aided when the cardboard is wet.
e. Avoid walking on wet cardboard or tearing cardboard. Tears allow weeds to grow through the barrier.
f. All cardboard scraps shall remain separated from other construction debris and shall be disposed at the local recycling facility or used on site to cover any holes in cardboard creating during installation.
5. Install an additional 3CY/1000sf of quality organic compost on top of cardboard layer prior to planting to protect cardboard from tearing.
6. Planting in sheet mulch:
a. Include other organic amendments as recommended by the soils report per section 2.2 and 2.3.
b. For 4" pots or smaller plant directly into the compost layer on top of the cardboard without additional compost backfill.
c. For 1 gallon and larger plants, punch or cut holes in the cardboard to plant. Top of rootball shall be even with top of mulch. Keep stems and trunks of all plants clear of compost, mulch, and debris. Incorporate quality, organic compost with excavated soil from the plant pit at a ratio of 1 part compost to 2 parts soil, or as recommended by the soils report.
7. Layout drip lines.
8. Apply 3 inches of mulch on top of the compost for a total sheet mulch depth of approximately 4 inches.
3.3 TREE, SHRUB, VINE AND GROUNDCOVER PLANTING
A. Before planting, verify that root flare is visible at top of root ball according to ANSI Z60.1. If root flare is not visible, remove soil in a level manner from the root ball to
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where the top-most root emerges from the trunk. After soil removal to expose the root flare, verify that root ball still meets size requirements.
B. Remove stem girdling roots and kinked roots. Remove injured roots by cutting cleanly; do not break.
C. Excavate circular planting pits with sides sloping inward at a 45-degree angle.
Excavations with vertical sides are not acceptable.
D. Trim perimeter of bottom leaving center area of bottom raised slightly to support root ball and assist in drainage away from center. Do not further disturb base. Ensure that root ball will sit on undisturbed base soil to prevent settling. If area under the plant was initially dug too deep, add soil to raise it to the correct level and thoroughly tamp the added soil to prevent settling.
E. Scarify sides of planting pit if smeared or smoothed during excavation.
F. Excavate approximately three times as wide as ball diameter for trees and two times for shrubs.
G. Maintain required angles of repose of adjacent materials as shown on the Drawings.
Do not excavate subgrades of adjacent paving, structures, hardscapes, or other new or existing improvements.
H. Maintain supervision of excavations during working hours.
I. Keep excavations covered or otherwise protected when unattended by Installer's personnel.
J. Imported topsoil removed from excavations may be used as backfill. Backfill mix should be amended per soils test.
K. Obstructions: Notify Owner’s Representative if unexpected rock or obstructions detrimental to trees or shrubs are encountered in excavations.
L. Drainage: Notify Owner’s Representative if subsoil conditions evidence unexpected water seepage or retention in tree or shrub planting pits. Fill each pit with water, then observe drainage rate for problems prior to plant installation. If drainage problems are present, discuss with the Engineer.
M. Fill excavations with water and allow to percolate away before positioning trees and shrubs.
N. Set trees and shrubs 1" above finished grade. Finish grade is soil level, not including compost and mulch.
O. Space 1-gallon groundcover and shrubs evenly as indicated on the drawings, staggering the spaces around larger shrubs and trees.
P. A four-inch-high water basin shall be constructed around each shrub and tree. After planting, water each plant by filling basin twice.
Q. All trees shall be staked and tied as per detail immediately after planting. Trees will
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stand plumb after staking.
R. Water plantings thoroughly every two to three days as required to establish proper rooting.
S. Groundcovers in Flats: Supply delivery tags to help confirm adequacy of plant spacing's. Engineer will take particular care in ensuring that these plants are spaced as specified on plans.
3.4 TREE AND SHRUB PRUNING
A. Remove only dead, dying, or broken branches. Do not prune for shape.
B. Prune, thin, and shape trees, shrubs, and vines as directed by Landscape Architect.
C. Prune, thin, and shape trees, shrubs, and vines according to standard professional horticultural and arboricultural practices. Unless otherwise indicated by Landscape Architect, do not cut tree leaders; remove only injured, dying, or dead branches from trees and shrubs; and prune to retain natural character.
D. All tree species shall have one singular leader unless specified as multi stem. Trees with multiple leaders may be rejected by Landscape Architect; if approved, contractor will preserve the leader that will best promote the symmetry of the plant. Cut branches flush with the trunk or main branch, at a point beyond a lateral shoot or bud a distance of not less than one-half the diameter of the supporting branch. Make cut on an angle.
E. Do not apply pruning paint to wounds.
3.5 TREE STAKING
A. Install trunk stabilization as follows unless otherwise indicated:
B. Staking: Stake all trees per plan and details.
3.6 LANDSCAPE ESTABLISHMENT
A. See section 1.1 for landscape establishment duration.
B. A Rescape Qualified Professional must be included as a primary member of the maintenance team. The professional must have graduated from the ReScape Training Program for Maintaining Existing Landscapes and their qualifications status must be current.
C. Plant trimmings must be cut to less than 4 inches and reincorporated into the mulch layer of the landscape area away from storm drains. If plant trimmings are too much for the landscape area as directed by the City Contractor to export plant debris to a facility where it will be used to produce compost or mulch. Exempt materials include palm fronds, cactus and poison oak as defined by local regulations.
D. Pruning
1. Selective pruning. Plants shall be pruned selectively to remove individual stems or
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PLANTS 32 93 00-8
branches that extend beyond the natural conformation of the plant to a lateral branch or at the point of attachment. Woody groundcovers shall be selectively pruned to control growth towards pavements rather than edged.
2. Hedging and shearing. Contractor shall not sheer plants into formal shapes as this destroys the natural form of the plant and generates excessive waste.
3. Tree pruning shall be performed only by trained, experienced personnel An I.S.A.
Certified Arborist or Tree Worker is to be present at all times during pruning.
E. Protect soil from compaction. Soil may not be worked when wet, generally between October and April. Throughout the year when temporary vehicular access is needed over non-paved areas, distribute the load over the soil with 6 inches of coarse organic mulch or reusable planks. Maintain a 3-inch layer of mulch.
F. Quality, organic compost must be used as the soil amendment for all landscape areas. Compost must meet all requirements in section 2.3 above. Timing of compost applications to be determined by the City.
1. Topdress shrub areas with 3/8-inch compost one time per year (for bidding purposes).
G. Use only organic fertilizers and amendments
1. Acceptable products are those allowed for use in crop production by at least one of the following:
a. Organic Materials Review Institute's Generic Materials List b. California Department of Food and Agriculture's Organic Input Materials Program
c. U.S. Department of Agriculture's National Organic Program
2. Schedule: For bidding purposes apply the following fertilizers: compost, compost tea, and organic fertilizers. The nitrogen content of compost varies; check with producer. Fertilize per soils test maintenance recommendations.
H. Mulching. Contractor shall maintain a minimum of 3" of mulch at all times over soil surface that is not covered by vegetation. Keep mulch 6” away of tree trunks and 4” away from shrub stems. Mulch shall be reapplied at least once per year. Restore plant basins. Replenish mulch to a three inch depth at 6 months and right before the end of one year establishment period.
I. Irrigation Maintenance, Monitoring and Repair
1. Determine irrigation run time demand monthly by recording water meter reading before and after irrigation. Report water use to the property City at a minimum of once a month. Reconcile this data with run times and flow rates to determine if there is unusual consumption which may indicate stuck valves or leaks.
2. Assess the irrigation system while it is in operation at every site visit during the watering season.
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PLANTS 32 93 00-9
3. Submit monthly documentation of irrigation checks to the City and note any changes or adjustments to the system on the 'as built' irrigation plans.
4. Perform the following weekly April through October and monthly November through March:
a. Clean and adjust all sprinkler and bubbler heads, drip emitters and valves for proper coverage.
b. Check and adjust irrigation system pressure.
5. Perform the following systems check twice a year, at a minimum:
a. Ensure all flush valve/cap locations and valve boxes are visible and can be opened.
b. Inspect valves, filters, and pressure regulators for damage or leaks. c. Check wire splices.
d. Clean valve boxes of dirt and debris.
e. Inspect, clean and flush filters and replace damaged or torn filters. f. Flush laterals.
g. Make sure plants have adequate numbers of drip emitters for their size. h. Test backflow preventers.
J. Soil subsidence- Fill in any soil subsidence that may occur, replant trees and or shrubs that may have settled.
K. Adjust and repairing tree staking materials.
L. Utilize Integrated Pest Management- see section 3.16. Utilize Organic Pest Management. Pesticides that are not allowed by OMRI in its generic materials list are prohibited.
M. Weed management
1. Weeds must be properly managed throughout the duration of the establishment period in all planting areas including but not limited to non-irrigated native seed mix, seeded lawn, native no mow seed and biofiltration sod and mulched tree and mulched shrub and groundcover planting aras.
2. Weeds should be removed at a minimum of once a month. Acceptable weed levels to be approved by the City.
3. Herbicides: When cultural, mechanical, physical and biological controls have provided inadequate pest control; the City may select and apply an appropriate least-toxic herbicide as a last resort. Only OMRI- or Our Water Our World (OWOW)- listed herbicides may be used without written permission of the City.
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Herbicides not on the OMRI or OWOW lists, including Roundup, may only be used with the written permission of the City
4. Approved Herbicides include:
a. Herbicidal soaps (fatty acids of potassium salts).
b. Acetic and citric acids.
c. Clove, citrus, mint and thyme oil.
d. Corn gluten meal pre-emergent.
5. Prohibited herbicides:
a. Groundwater contaminants such as: Atrazine (Aatrex) - groundwater contaminant, Simazine (Princep), Bromacil (Hyvar, Krovar), Prometon (Pramitol), Bentazon (Basagran) and Norflurazon (Solicam, Predict, Zorial). b. Compost contaminants, such as Picloram and Clopyralid.
6. Notice of herbicide use:
a. Use the notification and posting requirements listed above in Section
5.1, E.3.c - Notice of Pesticide Use.
3.7 INTEGRATED PEST MANAGEMENT
A. Contractor shall utilize integrated pest management (IPM) practices during installation and establishment period to control pests and disease in the landscape.
IPM uses cultural, mechanical, physical, and biological control methods before using pesticides. Chemical controls are applied only when monitoring indicates that preventative and non-chemical methods are not keeping pests below acceptable levels. When pesticides are required, the least toxic and the least persistent pesticide that will provide adequate pest control is applied. Refer to Bay Friendly Landscape (BFL) Guidelines and for more information.
B. Controls:
1. Cultural/Mechanical/physical methods will be used as the first choice in weed management.
a. Monitor planting areas frequently to identify and eradicate weeds early in the growth stage prior to their setting seed.
b. Cut or pull weeds using hand-operated equipment where possible. c. Mulches shall be maintained at all times over soil surface that is not covered by vegetation.
d. Propane-fueled flamers may be used in winter and spring with required permits and approval by the Fire Marshall to kill early-season, non-grass weeds by heating the cells until they burst. The weed quickly wilts and dies.
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C. If allowed on this project, Contractor shall apply all chemicals in a safe manner and according to label instructions and Agency, State and Federal requirements. A California Chemical Applicators license is required by the Contractor for chemical applications. The Contractor shall mix and apply chemicals to protect against accidental spills and drift to non-target areas, and to insure safety of the applicator.
Any spilled chemicals, as well as contaminated soil, water, and/or landscape materials must be removed from the Project and disposed of in accordance with the Agency requirements. The Contractor shall maintain applicator's licenses and records of applications as required by the State.
D. A Chemical Work Report shall be completed for each chemical application.
1. The Contractor is responsible for submitting chemical usage reports to the County Agricultural Department.
2. Contractor shall maintain records of all pest management activities. Each record shall include the following information:
a. target pest;
b. type and quantity of pesticide used;
c. site of the pesticide application;
d. date the pesticide was used;
e. name of the pesticide applicator;
f. application equipment used;
g. prevention and other non-chemical methods of control used.
3. Contractor shall submit the pest management record to Owner on monthly basis.
3.8 CLEANUP AND PROTECTION
A. Contractor shall exercise caution to avoid washing or sweeping dirt and debris into the storm drain system.
3.9 DISPOSAL
A. Recycle all waste per City of Richmond mandates. Reuse or return unused items such as palettes, flats and pots. All plant debris shall be separated from other refuse and taken to a facility where it will be recycled i.e., to produce compost or mulch.
END OF SECTION 32 93 00
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WATER UTILITIES 33 10 00 - 1
SECTION 33 10 00
WATER UTILITIES
PART 1 - GENERAL
1.01 SECTION INCLUDES
A. Specifications for providing water service and distribution as indicated in the Contract Drawings and includes furnishing, installing, testing, and disinfecting permanent water supply piping and services as indicated.
B. All work on the jurisdictional agency’s facilities shall be in accordance with the agency’s adopted standards and performed by the agency or their representative.
C. Contractor shall coordinate with the local jurisdictional water district to install new water lateral from the water main to the water meter. Contractor shall mark the water meter location in the field as requested by the local water agency.
D. Contractor shall be responsible for all site water distribution system improvements from the water meter to the project site.
1.02 RELATED SECTIONS
A. Section 31 23 24 – Trench Excavation and Backfill
1.03 SUBMITTALS
A. Shop Drawings, Product Data, and Samples
B. Shop drawings showing all piping layout and pipe sizes, valves, backflow prevention device, and locations of tie-ins, and thrust blocks.
C. Manufacturer’s product data for manufactured materials and equipment, including all valves and backflow prevention device.
1.04 SITE CONDITIONS
A. Excavations in which products will be buried shall be dry.
B. Coordinate the installation of water supply system with the jurisdictional water utility owner.
Contractor shall coordinate with jurisdictional water utility owner for installation of the new domestic water meter and water lateral within the City right-of-way. The jurisdictional water utility owner shall install the new domestic water lateral from the existing water main to the new water meter. Contractor shall coordinate depth and location of new domestic water lateral with the jurisdictional water utility owner.
C. Existing Underground Piping: Existing utilities and piping, where known, are shown on the Drawings. Exact locations and depths of existing lines must be determined in the field
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by the Contractor by exploration using methods which will not damage any existing improvements.
D. Location and Alignment of New Work: Pipe alignments may be varied from those shown on the Drawings when field conditions indicate that the change would be advantageous.
Any such proposed changes shall be brought to the attention of the Engineer. Changes shall not be made until written approval from Engineer has been obtained. Provide traffic cover plates over trenches at streets, parking areas and pedestrian pathways to maintain access, unless closure is permitted by the Engineer.
E. Interference with Normal Operations at the Site: All pipe work shall be coordinated with the required excavation and backfill so that there will be a minimum of interruption in the normal use of roads, parking areas, pathways and other existing facilities.
PART 2 - PRODUCTS
2.01 PIPE MATERIALS, SIZES AND OTHER REQUIREMNTS
A. Water Service Line (pipe size 3 inches and smaller)
1. Water lateral shall be ASTM B88 type “K” copper pipe with brazed joints using minimum 15 % silver brazing alloy.
B. Couplings and pipe thread adapters for copper tubing shall be Mueller 110 compression connection series or equal. Soldered joints are not allowed.
C. All ferrous materials, restrainers, T-Head bolts, clamps, joint restraint clams, washers, tie rods, bolts and nuts shall have at least one coat of protective coating (bituminous mastic) of an approved type before backfilling.
D. Hot tapping and use of saddles are not permitted unless approved in advance by the Engineer.
2.02 Valves
A. Valves shall conform to AWWA C-504. Valves shall be Pratt Butterfly Valves (or equivalent)
B. Indicating posts used for underground valves or wall indicating valves shall be of the type that use the words “OPEN” when the valve is open and “SHUT” when the valve is closed.
Mueller gate valves with a resilient seal (or equivalent) shall be used.
C. Valves shall open when turned counter-clockwise.
D. A concrete pad shall be placed under all valves.
2.03 Water Supply Backflow Preventer Assemblies
A. Backflow Prevention Devices
1. Backflow preventers shall be as indicated in the plans.
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2. A one inch (1”) outlet with bolted flange shall be provided downstream of the backflow preventer for testing purposes.
3. All test openings in the backflow preventer shall be plugged.
4. Select appropriate backflow prevention devices for the intended service. The following devices are listed in approximate decreasing order of effectiveness and reliability.
5. Air-Gap Separations (a physical break between the supply pipe and a receiving vessel): The air gap shall be at least twice the diameter of the supply pipe, measured vertically above the overflow rim of the vessel with a minimum clearance of one inch (1"). This provides the maximum degree of protection and should be used wherever a non-pressurized supply is acceptable. It shall be used where sewage or toxic substances are involved.
6. Reduced-Pressure Backflow Preventers: Use for protection of all direct or indirect connections where the device may be subject to back pressure and for isolating industrial water systems from the domestic water system. Locate in an accessible location. Where spillage is unacceptable, discharge with an air gap into a floor drain. Install backflow preventer at least 12" above floor or ground. Test cocks must be accessible.
7. Pressure-Type Vacuum Breaker: Use only as protection for direct or indirect water connections to all types of polluted or contaminated liquids where the vacuum breakers are not subject to back pressures. These units may be installed under continuous line pressure. Install in an accessible location. Where spilling into room is objectionable, it shall be specified as modified with drain connection and waste.
8. Anti-Siphon Ballcocks: Use for tank-type water closets and urinals. The outlet of the backflow preventer shall be at least one inch (1") above the opening of the overflow pipe.
9. Vacuum Breakers for Flush Valves: Occurs at toilets or urinals. Specify installation at least four inches (4") above the overflow rim.
10. Tamper-Proof Cage- Placer Waterworks PW/E1A-M or equal, as approved by EBMUD. Install tamper-proof cage per EBMUD Standard Plan 9498-GB.
11. Exposed Metal - All exposed iron/metal (bends, bolts, glands, rings) shall be wrapped with six-inch pipe wrap (tape coat HD 30).
PART 3 - EXECUTION
3.01 GENERAL
A. Water service for drinking fountain and irrigation purposes as indicated in the plans.
3.02 MAINTAINING WATER SERVICES
A. Maintain water service and conduct operations at times selected to minimize duration and inconvenience of service interruption.
B. Water valves in service owned by the jurisdictional water utility Owner shall be operated only by personnel of that jurisdictional water utility district.
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C. Except as specified otherwise herein, and where applicable, materials and construction methods shall be in accordance with the provisions of the jurisdictional water utility district standard drawings and specifications.
3.03 INSTALLATION
A. Installation Requirements
1. Excavating and backfilling, including bedding and compacting requirements, to the backflow preventer assemblies shall be in accordance with the provisions of the jurisdictional water utility district standard drawings and specifications. Excavating and backfilling, including bedding and compacting requirements, beyond the backflow preventer assemblies shall conform to Section 312324 – Trench Excavation and Backfill.
2. Provide concrete thrust blocks for elbows, tees, valves, and appurtenances of buried piping. Thrust blocks shall be constructed as indicated.
3. Install piping true to line and grade, supported and guided to assure alignment under all conditions.
4. Install unions at each connection to valves.
5. Make change in line with fittings. Do not spring joints to effect change of direction.
6. Do not field cut pipe unless necessary. Make such necessary cuts by means of equipment designed for the purpose, ensuring a smooth square end.
7. For connection to existing pipe, provide pipe with suitable ends or adapters, after verification of size and type of existing pipe.
B. Valves
1. Install valves in accordance with the valve manufacturer’s installation instructions.
2. Where valves are provided by the jurisdictional water utility, provide suitable access for operation of valves.
3. Unless approved by the Engineer, campus personnel shall operate, open, or close any valve in the existing system.
4. Valves shall conform to AWWA C-504. Valves shall be Pratt Butterfly Valves (or equivalent) except as required by section (5) (below).
5. As applicable, indicating posts used for underground valves or wall indicating valves shall be of the type that use the words “OPEN” when the valve is open and “SHUT” when the valve is closed. Mueller gate valves with a resilient seal (or equivalent) shall be used.
6. Valves shall open when turned counter-clockwise.
7. A concrete pad shall be placed under all valves.
C. Thrust Blocks and Harnessing
1. Provide for counteracting thrust caused by static and dynamic forces, including water hammer at bends, tees, reducers, valves, and dead-ends by installing harnessing as indicated or required. For other methods, submit details for approval of the Engineer prior to use.
2. Provide concrete thrust blocks as indicated where harnessing is not practicable.
D. Water Service Connectors
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1. Make water service connections, as indicated, in accordance with California Plumbing Code and the installation instructions of the service pipe and fittings manufacturer.
E. Acceptance Requirements
1. After installation of pipes, ends of pipes shall be either capped or plugged. No piping shall be buried before being inspected and tested.
F. Corrosion Protection
All buried ferrous metal fittings and appurtenances shall be provided with epoxy coating corrosion protection and as indicated in the design plans.
1. Ferrous metal fittings and appurtenance as herein referred to are: valves, tees, elbows, reducers, crosses, plug assemblies, pumping tees, services, blowoff installations, flexible couplings, leak clamps, tie rods, etc.
2. Joints, fittings, and appurtenances that are required to be coated by the Contractor may be coated before or after installation in the trench.
3. Cast-iron pipe or bare metal pipe extending into the soil from a concrete structure shall be insulated from the concrete and leak-proofed. The insulation shall extend through the concrete a minimum of three (3) inches on each side. The insulation shall consist of one layer of Scotchrap Tape No. 50 and two coats of bituminous paint. The pipe shall be clean, dry, and free from loose scale before applying the adhesive and tape. The edges of the tape shall be lapped not less than one-half (1/2) inch.
4. Bituminous coating shall be applied in two coats with a minimum 20-mil dry thickness per coat. Applications shall be in accordance with manufacturer's instructions. Allow first coat to dry as recommended by the manufacturer before application of second coat. Allow second coat to dry before encasing in polyethylene tubing or wrap. Inspector must inspect coating prior to covering with polyethylene. Joints must be not be covered with polyethylene during the pressure test witnessed by the Owner’s Representative.
3.04 TESTS
A. Protection from Flooding
B. Provide positive measures to protect exposed, installed pipe and compacted pipe bedding from flooding during testing.
C. Notice of Testing
1. Give three (3) days notice of intention of testing to the Engineer and jurisdictional agency. The Contractor will furnish, install, and operate pumps, gages, meters, and individual pipe connections to test openings.
2. Designate largest sections feasible for testing and sterilizing.
D. Testing Requirements
1. Prior to backfilling, isolate system by use of approved valves, caps and plugs, or other means.
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2. Maintain such isolation throughout the performance of leakage and pressure testing.
3. Where valves are used for isolation, eliminate leakage through such valves if it occurs. Maintain new work isolated from existing water mains, except for test connections, until testing and sterilization have been completed.
4. For hydrostatic tests, provide approved caps and plugs in sections to be tested and remove them after testing.
5. Prevent leakage in pipes and fittings at openings. Temporarily block plugged and capped ends to prevent displacement.
6. Install water source connection for testing, as directed.
7. Provide labor and materials required for leakage testing, including excavation for installation and removal of pumps, gages, meters, and water source connections.
8. Where leakage exceeds the Owner’s standards, perform necessary corrective measures.
9. Remove and replace defective pipes, joints, fittings, valves and appurtenances.
Reset such items if displaced.
E. Hydrostatic Tests
1. Perform hydrostatic tests in accordance with the Owner’s requirements. All such tests shall be witnessed by the representative. The Contractor shall be responsible for making all such arrangements.
2. Test the fire water system hydrostatically in sections to a pressure of at least 200 psi or 50 psi + maximum static pressure, whichever is greater for not less than 120 minutes.
3. Test the domestic water system for building service lateral(s) at 100 psi for 120 minutes. Pressure test pipe before backfilling. Repair leaks and retest the system until the system is leak free. Use instruments calibrated by a quality laboratory.
4. The test pressure shall not drop during the test period.
5. Leakage is permitted in accordance with NFPA 24 Section 10.10.2.2.4.
6. Gauges shall be either:
A digital gauge having a 0.1-psi resolution and a 1% full scale accuracy or An analog gauge having a 3½ inch diameter face and a 1% full scale accuracy. The test pressure shall not exceed 75% of the analog gauge full scale. Gradations shall be in 1-psi increments
7. Test sequence shall be as follows:
a. Lines shall be fully flushed.
b. Lines shall be hydrostatically tested.
c. Lines shall be fully flushed.
d. Lines shall be fully disinfected.
3.05 SYSTEM DISINFECTION
A. Standard Disinfection Procedure For Domestic Water System
1. Supervision and Testing: Perform entire disinfection procedure under the supervision of the Engineer. Provide five (5) days’ notice to schedule procedure.
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2. Contractor's Responsibility: Furnish a copy of the California Department of Pesticide Regulation (DPR) Qualified Applicator License, equipment, materials and transportation to disinfect domestic hot and cold water systems and fire lines directly connected thereto, in conformity with procedures and standards described herein.
3. Disinfecting Agent: An aqueous solution of sodium hypochlorite (minimum 5.25% available chlorine). The use of powdered hypochlorite and chlorine gas are prohibited unless specifically approved by the Engineer.
4. Preliminary Preparations:
a. Service Cock: Provide within three feet (3'-0”) of the entrance of the supply main to the building, a three-quarter inch (3/4") service cock, or valve, for the purpose of introducing the disinfecting agent.
b. Flushing: After final pressure tests and before draining for disinfection, open each fixture or outlet until the water flow is clear.
5. Disinfection Procedure:
a. Drain entire domestic water system including fire line. b. Post suitable warning signs at each outlet: Warning - Do Not Use - Water System Being Chlorinated.
c. Inject disinfectant solution into the system through the service cock by means of a pump, or other pressure device, at a slow continuous rate, simultaneous with a reduced flow from the water main, until the Ortho-Tolidin test for residual chlorine at each outlet shows a concentration of at least 50 ppm, but note more than 100 ppm.
d. Close all outlets and valves, including the service valve at the main and the injection cock. Retain the chlorinated water in the system for 24 hours. e. After the 24 hour holding period, the residual chlorine concentration shall be not less than 50 ppm as shown by the Ortho-Tolidin test. f. Drain and flush entire domestic water system until Ortho-Tolidin tests show background residual chlorine concentration at any and all outlets. g. The Engineer shall determine whether samples of water must be collected and analyzed for the determination of bacteriological quality.
6. Standards Necessary for Approval:
a. The water system shall have been uniformly chlorinated under the supervision of the Engineer as outlined above.
b. The results of water sample analysis shall be negative for the Coliform organisms.
c. If the test for the bacteriological quality of the water in the system does not meet the standards, repeat the disinfection procedure until the specified standards are met.
END OF SECTION 33 10 00
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SITE SANITARY SEWERAGE SYSTEM 33 30 00 - 1
SECTION 33 30 00
SITE SANITARY SEWERAGE SYSTEM
PART 1 - GENERAL
1.01 GENERAL
A. Specifications for providing furnishing, testing, and connections of the site sanitary sewerage service in the ground from the sewer main to the building point of connection as indicated in the plans, these specifications, and directed by the Engineer.
B. Contractor shall coordinate with the local jurisdictional sanitary district for connection to the sewer main.
C. Contractor shall meet all local jurisdictional sanitary district standards and specifications or as approved by the Engineer.
1.02 SUBMITTALS
A. Contractor shall provide submittal for each Respective manufacturer’s product data for manufactured products.
PART 2 - PRODUCTS
2.01 PIPE - POLYVINYL CHLORIDE PVC C-900 (RUBBER RING JOINTS) - This specification designates general requirements for unplasticized polyvinyl chloride (PVC) Plastic Pipe with integral wall bell-and-spigot joints. All PVC pipe shall be white or green.
PVC Pipe and Fittings shall conform to all the requirements of AWWA C-900 for pipe with a DR = 18. All pipe, fittings, and accessories shall be of the same manufacture in order that bell-and-spigot configurations will be identical. Pipe shall be made up with rubber ring joints to provide for expansion and contraction. The bell shall consist of an integral wall section stiffened with two PVC retainer rings which securely lock the solid cross section rubber ring into position. Methods of installation shall be in strict conformance with the recommendations of the manufacturer. The rubber ring gaskets shall consist of synthetic rubber compounds meeting the requirements of ASTM F-477. All fittings for C-900 pipe shall be one piece and shall meet the requirements of ASTM D-1784. Fittings shall conform to requirements of DR 18. Bells shall be gasketed joint conforming to ASTM D3139 with gaskets conforming to ASTM F-477.
2.02 PLASTIC METALLIC TAPE. Directly above the pipeline as shown on the plans, the Contractor shall install a continuous twelve (12) inch wide green plastic/metallic tape.
Plastic tape to assist in easy location of the pipeline shall be Detectable tape as manufactured by Allen Systems, Inc, 108 East Wesley, Wheaton, IL, 60187, or Terra Tape as manufactured by Griffolyer Company, Div of Reef Industries, Inc, P O Box 33248,
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Houston, TX 77033, or approved equal. Legend printed on the tape shall be "CAUTION:
SEWER MAIN BELOW"
2.03 LOCATOR WIRE. The locator wire shall be Copperhead No. 12 AWG-Solid HS-CCS tracer wire, 30 mil HDPE, 30 volt as manufactured by Copperhead Industries, LLC or equal. Locator wire shall be terminated in manholes or in a precast concrete traffic box with a cast iron traffic lid. The continuity of the locater wire shall be tested prior to final paving. All wire connections shall be made with copper crimps wrapped with electrical tape.
2.04 BACKWATER PREVENTION DEVICE (BPD). BPD shall be as indicated in the Contract plans with Sewer Popper Model S62-304 in hardscape areas. In landscape or softscape areas, BPD shall be Genplex - Kelly Backwater
2.05 UTILITY BOXES. Cleanout boxes in non-traffic areas shall be Christy B09 box with D&L Cover I-2821-01 or approved equal. Cleanout boxes in traffic areas shall be Christy B16 box with precast concrete lid or approved equal.
2.06 ADJUSTABLE REPAIR COUPLINGS. For connections of dissimilar side sewer lateral pipe materials, utilize Fernco, 5000 Series RC coupling with Type 316 Stainless Steel hardware or approved equal.
2.07 LATERAL CONNECTIONS TO SANITARY SEWER MAIN - Service lateral connection to the sewer main shall be as indicated in plans and as approved by the local jurisdictional agency.
2.08 SANITARY SEWER CLEANOUTS - Two-way Sanitary Sewer Clean outs on 4 inch sanitary sewer laterals shall be cast iron ANACO, Two-Way Combination Clean-out; American Brass and Iron; or equal. Sanitary sewer cleanouts on 6 inch and larger pipe shall be a combination Wye and 1/8th bend, ANACO; American Brass and Iron; or equal.
2.09 AREA DRAIN – Zurn Z1800-12B stainless steel or equal.
PART 3 - EXECUTION
3.01 PIPE LAYING
A. The pipe shall be installed in conformance with the requirements of ASTM D 2321, as specified herein and as shown on the Drawings. The pipe sections shall be closely jointed to form a smooth flow line. Immediately before placing each section of pipe in final position for connecting joints, the bedding for the pipe shall be checked for firmness and uniformity of surface.
B. Proper implements, tools, and facilities as recommended by the pipe manufacturer's printed instructions shall be provided and used by the CONTRACTOR for safe and efficient execution of the work. All pipe, fittings, and accessories shall be carefully lowered
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into the trench by means of derrick, ropes, or other suitable equipment in such a manner as to prevent damage to pipe and fittings. Under no circumstances shall pipe or accessories be dropped or dumped into the trench.
C. Cutting and machining of the pipe shall be accomplished in accordance with the pipe manufacturer's standard procedures for this operation. Pipe shall not be cut with a cold chisel, standard iron pipe cutter, nor any other method that may fracture the pipe or will produce ragged, uneven edges.
D. Installation of pipes in prepared trenches shall start at the lowest point, with the spigot ends pointing in the direction of flow.
E. The pipe and accessories shall be inspected for defects prior to lowering into the trench.
Any defective, damaged or unsound pipe shall be repaired or replaced. All foreign matter or dirt shall be removed from the interior of the pipe before lowering into position in the trench. Pipe shall be kept clean during and after laying. All openings in the pipe line shall be closed with water tight expandable type sewer plugs or test plugs at the end of each day's operation or whenever the pipe openings are left unattended. The use of burlap, wood, or other similar temporary plugs will not be permitted.
F. Adequate protection and maintenance of all underground and surface utility structures, drains, sewers, and other obstructions encountered in the progress of the work shall be furnished by the CONTRACTOR at its own expense.
G. Installation of Warning Tape shall be THOR ENTERPRISES, CALPICO, or equal. Tape to hold the wire in place shall be pipe wrap tape, 2 inches wide, 10 mil.
3.02 PIPE HANDLING
A. Handling of all pipe shall be done with care to insure that the pipe is not damaged in any manner during storage, transit, loading, unloading, and installation.
B. Pipe shall be inspected both prior to and after installation in the trench and all defective lengths shall be rejected and immediately removed from the working area.
3.03 FIELD JOINTING
A. Each pipe elastomeric-gasket joint shall be installed in conformance with the manufacturer's printed recommendations. Elastomeric Gaskets shall be conform to ASTM D3212.
B. The ring and the ring seat inside the bell shall be wiped clean before the gasket is inserted.
Lubricant other than that furnished with the pipe shall not be used. The end of the pipe shall be then forced into the ring to complete the joint.
C. The pipe shall not be deflected either vertically or horizontally in excess of the printed recommendations of the manufacturer.
D. When pipe laying is not in progress, the open ends of the pipe shall be closed to prevent trench water from entering pipe. Adequate backfill shall be deposited on pipe to prevent
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floating of pipe. Any pipe which has floated shall be removed from the trench, cleaned, and re-laid in an acceptable manner. No pipe shall be laid when, in the opinion of the ENGINEER, the trench conditions or weather are unsuitable for such work.
3.04 FITTINGS
A. All fittings shall be installed utilizing standard installation procedures. Fittings shall be lowered into trench by acceptable means without damage to the fittings. Fittings shall be carefully connected to pipe or other facility, and joint shall be checked to insure a sound and proper joint.
3.05 BACKWATER PREVENTION DEVICE
A. SEWERPOPPER and SSCO in Christy model BO9 Box with D&L Foundry V-09 grated cast iron lids as indicated in plans or approved equal shall be installed within hardscaped locations where the sewer exits the structure foundation within 18”-24”. The BPD shall be located at least 6 inches below the building finished floor.
END OF SECTION 33 30 00
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STORM DRAINAGE SYSTEM 33 40 00 - 1
SECTION 33 40 00
STORM DRAINAGE SYSTEM
PART 1 - GENERAL
SUMMARY
A. Section Includes: Furnish and install storm drainage facilities as shown on the Drawings, described in these specifications, and as required to construct a complete and operable storm water runoff drainage system.
RELATED SECTIONS
A. Section 31 23 24 – Trench Excavation and Backfill
REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO) B. State of California, Department of Transportation, Standard Specifications (Standard Specifications) Current Edition.
C. Standard Specifications for Public Works Construction written by the Southern California Chapter, American Public Works Association
PART 2 - PRODUCTS
PVC Pipe (PVC)
A. Pipe: C900 Pipe shall conform to ASTM D-1784, DR 26, Bell and Spigot rubber joints for pipe sizes 4” through 8”.
SIDEWALK UNDERDRAIN
A. See City of Richmond Standard Sidewalk Underdrain Plan 5-AA-1123 and as modified in the plans.
SUB-DRAINAGE SYSTEM FOR BIORETENTION AREAS
A. Aggregate base shall be permeable Class 2, 3/4" maximum. When the aggregate base is constructed in more than one layer, the previously constructed layer shall be cleaned of loose and foreign matter by sweeping with power sweepers or power brooms, except that hand brooms may be used in areas where power cleaning is not practicable. Adequate drainage shall be provided during the entire period of construction to prevent water from collecting or standing on the area to be covered with aggregate base.
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B. Sub-drainage shall be as shown in the Plans, as noted in Section 68 of the Standard Specifications, and these specifications. All pipe shall be polyvinyl chloride (PVC) conforming to ASTM D 3034, SDR 26 with bell and spigot joints. Perforated pipe shall conform to ASTM D 2729. Perforations shall be 2 rows of ½” holes on 5” centers, 120° apart.Backfill material shall conform to Class II permeable as defined in Section 68.
C. Catch Basin
1. Precast concrete, OldCaste with bedding per manufacturer’s recommendation, or as approved by the Engineer.
2. Grates and frames shall be heavy duty, slotted, cast iron, supplied by the manufacturer of the catch basin and be matched to the catch basin.
PART 3 - EXECUTION
3.01 CLEANING
a) Thoroughly clean the inside of each existing piping system of all dirt, loose scale, sand, and other foreign material. Cleaning shall be by sweeping, flushing with water, or blowing with compressed air, as appropriate for the size and type of pipe.
Flushing shall achieve a velocity of at least 3 feet per second. Contractor shall be responsible for collection and disposal of all debris gathered from cleaning operations.
3.02 SAWCUTTING
a) Contractor shall sawcut at the nearest joint or as approved by the Engineer for installation of pipe under hardscape areas.
END OF SECTION 33 40 00
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APPENDIX A.
GEOTECHNICAL REPORT
Geotechnical Investigation Report
Shields Reid Park Revitalization
1410 Kelsey St, Richmond, California
SUBMITTED TO:
Ms. Jesse Jones
Associate Principal
Placeworks
[email protected]
October 18, 2023
REFERENCE: GOOGLE EARTH, 2023
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
i
October 18, 2023
Ms. Jesse Jones
Associate Principal
Placeworks
[email protected]
RE: Geotechnical Investigation Report
Shields Reid Park Revitalization
1410 Kelsey St
Richmond, CA 94801
Dear Ms. Jones:
This report presents the results of our design-level geotechnical study for the Shields Reid Park Revitalization project located at 1410 Kelsey St in Richmond, California.
The accompanying report presents a general summary of the subsurface conditions encountered in this investigation, discussions pertaining to geotechnical feasibility and design considerations, evaluations, and conclusions regarding appropriate foundation types for new ancillary structures, and design-level geotechnical recommendations.
The findings and conclusions presented in this report were developed in accordance with generally accepted geotechnical principles and practices at the time that the report was prepared. Should you have questions or comments concerning our findings, conclusions, or recommendations, please do not hesitate to call.
Sincerely,
A3GEO, Inc.
Dario Leekam, PE
Project Engineer
[email protected]
Timothy P. Sneddon, PE, GE
Principal Engineer
[email protected]
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
ii
TABLE OF CONTENTS
1. Introduction .....................................................................................................................................................1
1.01 Overview .................................................................................................................................................1
1.02 Project Description..................................................................................................................................1
1.03 Purpose and Scope of Services..............................................................................................................1
1.04 Site Overview..........................................................................................................................................2
2. Methods of Investigation .................................................................................................................................3
2.01 Review of Existing Information................................................................................................................3
2.02 Site Reconnaissance Visit ......................................................................................................................3
2.03 Subsurface Investigations.......................................................................................................................3
2.04 Laboratory Testing ..................................................................................................................................3
3. Geologic, Seismic, and Historical Setting .......................................................................................................5
3.01 Regional and Local Geology...................................................................................................................5
3.02 Regional Active Faults ............................................................................................................................5
3.03 Regional Seismicity.................................................................................................................................6
3.04 Geologic Hazard Mapping.......................................................................................................................7
3.05 Site History..............................................................................................................................................7
4. Site Conditions................................................................................................................................................7
4.01 Surface Conditions..................................................................................................................................7
4.02 Subsurface Conditions............................................................................................................................7
4.03 Groundwater ...........................................................................................................................................7
5. Geologic and Geotechnical Hazards ..............................................................................................................9
5.01 Earthquake Ground Shaking...................................................................................................................9
5.02 Earthquake-induced Soil Liquefaction and Dynamic Settlement............................................................9
5.03 Expansive Soils.....................................................................................................................................10
5.04 Soil Corrosion Potential.........................................................................................................................10
5.05 Other Geologic Hazards Not Present ...................................................................................................10
6. Geotechnical Design Recommendations......................................................................................................11
6.01 Feasibility ..............................................................................................................................................11
6.02 Nonengineered Fill................................................................................................................................11
6.03 Earthwork ..............................................................................................................................................11
6.03.1 Clearing and Site Preparation.......................................................................................................11
6.03.2 Material for Fill...............................................................................................................................11
6.03.3 Subgrade Preparation...................................................................................................................12
6.03.4 New Fill Placement .......................................................................................................................13
6.03.5 Utilities and Trench Backfill...........................................................................................................13
6.04 Structural Slab (Mat) Foundation..........................................................................................................14
6.05 Spread Footings....................................................................................................................................14
6.06 Interior Slabs-on-Grade.........................................................................................................................15
6.07 Slab Moisture Vapor Reduction ............................................................................................................16
6.08 Lime or Cement Treatment ...................................................................................................................16
6.09 Exterior Flatwork ...................................................................................................................................17
6.10 Vehicular Pavement..............................................................................................................................17
6.10.1 Flexible Asphalt Concrete (AC).....................................................................................................17
6.10.2 Rigid Portland Cement Concrete (PCC) .......................................................................................18
6.11 Pole Foundations ..................................................................................................................................19
6.12 Drainage and Site Maintenance............................................................................................................19
6.13 Construction Considerations.................................................................................................................19
6.13.1 Excavation and Shoring ................................................................................................................19
6.13.2 Construction Monitoring ................................................................................................................20
6.13.3 Site Runoff and Earthwork ............................................................................................................20
6.13.4 Wet Weather Construction............................................................................................................20
6.14 Future Geotechnical Services...............................................................................................................20 A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
iii
7. Limitations .....................................................................................................................................................21
8. Select References.........................................................................................................................................22 TABLES
Table 1 - Approximate Distances and Directions to Nearby Active Fault Systems ................................................6 Table 2 - Magnitude 6.5 or Greater Earthquakes; 1836-1998................................................................................6 Table 3 - San Francisco Region UCERF3 Forecast (WGCEP, 2013)....................................................................6 Table 4 - 2022 CBC Seismic Design Parameters...................................................................................................9 Table 5 - Allowable Mat Bearing Pressures..........................................................................................................14 Table 6 - Allowable Spread Footing Bearing Pressures.......................................................................................15 Table 7 - Flexible Pavement Thickness Design....................................................................................................17 Table 8 - Concrete Pavement Structural Sections................................................................................................18
FIGURES
Figure 1 - Vicinity Map
Figure 2 - Site Plan
Figure 3 - Fault Map
Figure 4 - Geologic Map
Figure 5 - Liquefaction Hazard Map
APPENDICES
Appendix A – Boring Logs
Appendix B – Laboratory Test Results
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
1. INTRODUCTION
1.01 Overview
This report presents the results of A3GEO, Inc.’s (A3GEO) design-level geotechnical study by for Shields Reid Park Revitalization project in Richmond, California. Our services were provided under the Agreement for Outside Consulting Services, dated July 14, 2023. We understand that the recommendations of our design-level geotechnical report will be incorporated into the final design of the project.
1.02 Project Description
A draft Schematic Design plan set, dated May 3, 2023, was provided to us, and shows a conceptual layout of the proposed improvements for the project, which are described below. The Shields Reid Park Revitalization project includes improvements to the southeastern half of the park which is currently mostly undeveloped open space. The project also includes a new play area within the southwestern portion of the park. We understand that the proposed project will include construction of the following major elements:
• Bicycle pump track
• Nature play area
• Playground area
• Graded amphitheater bowl with a stage covered by a shade structure • Art Sculptures
• Small Restroom Building
• Concrete pathways
Other elements shown on the Schematic Design set include minor improvements such as picnic areas, fitness areas, and landscaping. A grading plan was not included in the draft Schematic Design plan set; however, we anticipate that cuts and fills will be relatively minor and less than 3 feet in height. Structural loads for the ancillary improvements were also not provided to us; however, we anticipate that structural loads will be relatively low based on the type of proposed improvements.
1.03 Purpose and Scope of Services
The primary purpose of our study was to 1) generally characterize the geotechnical conditions across the site, 2) identify any major geotechnical and/or geologic hazards, issues, and/or constraints, and 3) develop designlevel geotechnical conclusions and recommendations for the project.
Our scope of services included:
• Reviewing relevant materials pertaining to geologic, seismic, and geotechnical conditions; • Conducting a reconnaissance of the site and vicinity; • Advancing four borings to a maximum depth of 20 feet below existing grade; • Performing laboratory testing;
• Characterizing geotechnical, geologic and seismic conditions; • Evaluating potential geologic hazards;
• Performing geotechnical engineering analyses; and
• Preparing this report.
This report does not address design or construction issues related to chemically-impacted soils and/or A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
groundwater.
1.04 Site Overview
The project site is located at 1410 Kelsey Street, in Richmond, California (Figure 1). As shown on the Site Plan, Figure 2, the project site is bounded by Chesley Ave, Alamo Ave, Cherry St, and Kelsey St on the North, South, East, and West, respectively, and it is approximately 4.7-acres in size. The northern half of the park consists of a baseball and soccer fields. The southern half of the park consists of a community center building, basketball courts, play areas, landscaping, and undeveloped open space. Based on the Schematic Design, the majority of the site additions will be within the southeast portion of the project site; east of the basketball courts, and south of the existing concrete walkway that separates the soccer field from the playground/leisure area. Design elements not included within the southeastern portion include a play area east of the basketball courts, just south of the concrete walkway, and a Gateway Art structure on the northeast corner of the site (Figure 2).
Additional information regarding the existing surface conditions at the site is included in Section 4.01.
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
2. METHODS OF INVESTIGATION
2.01 Review of Existing Information
We reviewed a variety of materials containing information relevant to the geologic and seismic setting of the site including, but not limited to, maps and literature published by the United States Geological Survey (USGS) and California Geological Survey (CGS). We reviewed historical aerial photographs available through Google Earth, and other sources, to document the site development history.
A list of selected references is available at the end of this report.
2.02 Site Reconnaissance Visit
We visited the site on September 14, 2023, to observe conditions, check for areas of obvious geotechnical concern, and mark our boring locations. Observations made during our site reconnaissance visit are included in Section 4.01, Surface Conditions.
2.03 Subsurface Investigations
On September 9, 2023, we drilled four (4) borings, each to a depth of 20 feet below the ground surface at the approximate locations shown on the Site Plan, Figure 2. Clear Heart Drilling from Santa Rosa, California, drilled the borings using track-mounted equipment and solid flight augers. The boring locations were estimated by pacing from existing surface features and with a consumer-grade GPS device and should be considered approximate.
Soil samples were collected using a 3.0-inch outside diameter (OD), 2.5-inch inside diameter (ID) “Modified California” split barrel sampler with liner. The samplers were driven with a 140-pound hammer dropping approximately 30-inches. The hammer blows required to drive the sampler the final 12 inches of each 18-inch drive are presented on the boring logs. Sampler blow counts presented on the logs are adjusted N-values. Blow counts have been adjusted for sampler end area only. The bore holes were grouted upon completion.
During drilling, an A3GEO engineer visually/manually classified the soil in general accordance with ASTM D2488 classifications, which are based on the Unified Soil Classification System (USCS). Field classifications were subsequently checked and revised, where appropriate, based on laboratory test data. The logs of the borings are attached in Appendix A preceded by a Key to Exploratory Boring Logs that describes the USCS and the symbols used on the logs. The attached boring logs represent our interpretation of the subsurface materials at the boring locations at the time of drilling and the passage of time may result in changes in the subsurface conditions.
2.04 Laboratory Testing
Our geotechnical laboratory testing program was directed toward a quantitative and qualitative evaluation of physical properties of the soils that underlie the site. The following geotechnical laboratory tests were performed:
• Water Content per ASTM Test Designation D2216
• Dry Density per ASTM Test Designation D7263
• Particle Size Distribution per ASTM Test Designation D6913 • Percent passing #200 sieve per ASTM Test Designation D1140 • Liquid Limit, Plastic Limit, and Plasticity Index of Soils per ASTM Test Designation D4318 A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
• Unconsolidated Undrained Triaxial Compression Test per ASTM Test Designation D2850 • Resistivity for Soil and Water per California Test 643 • pH for Soil and Water per California Test 643
• Chloride Content per California Test 422
• Sulfate Content per California Test 417
The results of the tests are presented on the attached boring logs at the corresponding sample depths, where appropriate. The laboratory test reports are included in Appendix B.
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
3. GEOLOGIC, SEISMIC, AND HISTORICAL SETTING
3.01 Regional and Local Geology
The City of Berkeley is located within a geologic region of California referred to as the Coast Ranges geomorphic province. The Coast Ranges province is characterized by mountain ridges and valleys that trend southeast/northwest, parallel to the San Andreas Fault Zone. The present physiography and geology of the Coast Ranges are the result of deformation and deposition along the tectonic boundary between the North American plate and the Pacific plate. Plate boundary fault movements are largely concentrated along the wellknown fault zones, which in the Bay Area include the San Andreas, Hayward, and Calaveras faults, as well as other lesser-order faults. Bedrock in the Coast Ranges comprises igneous, metamorphic, and sedimentary rocks which range in age from Jurassic to Pleistocene.
The geology of the San Francisco Bay Region includes three “basement” rock complexes; the Great Valley complex, the Franciscan Complex and the Salinian complex all of which are Mesozoic in age (225 to 65 million years old). Within the region, the Mesozoic basement rocks are locally overlain by a diverse sequence of Cenozoic Era (younger than 65 million years) sedimentary and volcanic rocks. Since their deposition, the Mesozoic and Cenozoic rocks have been extensively deformed by repeated episodes of folding and faulting.
Significantly, the Bay Area experienced several episodes of uplift and faulting during the late Tertiary Period (about 25 million to 2 million years ago) that produced the region’s characteristic northwest-trending mountain ranges and valleys.
World-wide climate fluctuations during the Pleistocene (about 1.8 million to 11 thousand years ago) resulted in several distinct glacial periods. A lowering of sea level accompanied each glacial advance as water became stored in vast ice sheets. Melting of the ice during warm intervals caused corresponding rises in sea level. High sea levels favored rapid and widespread deposition in the bay and surrounding floodplains. Low sea levels during glacial advances steepened the gradients of streams and rivers draining to the sea thereby encouraging erosional down cutting. The most recent glacial interval ended about 15,000 years ago. Evidence suggests that during the maximum extent of this latest glaciation, sea level was 300 to 400 feet below its present elevation and the valley now occupied by San Francisco Bay drained to the Pacific Ocean more than 30 miles west of the Golden Gate. Near the beginning of the Holocene age (about 11 thousand years ago) the rising sea re-entered the Golden Gate, and sediments accumulated rapidly beneath the rising San Francisco Bay and on the surrounding floodplains. The Holocene-age surface deposits are generally less dense and weaker than Pleistocene-age soils that predate the last sea level rise.
The USGS regional geologic map on Figure 3 (Graymer, 2000) maps the near surface soils at the site as Alluvial Fan / Fluvial Deposits (Qhaf). Areas immediately to the south of the site boundary are mapped as Natural Levee Deposits (Qhl).
3.02 Regional Active Faults
Within the Coast Ranges province, the relative motion of the Pacific and North American crustal plates is presently accommodated by a series of active northwest-trending faults that exist over a width of more than 50 miles (Figure 4). Faults that are defined as active exhibit one or more of the following: (1) evidence of Holoceneage (within about the past 11,000 years) displacement, (2) measurable aseismic fault creep, (3) close proximity to linear concentrations or trends of earthquake epicenters, and (4) prominent tectonic-related aseismic geomorphology. Potentially active faults are defined as those that are not known to be active but have evidence of Quaternary-age displacement (within about the past 2 million years).
Major active faults within the region include the Hayward, Rogers Creek, San Andreas, San Gregorio, ConcordGreen Valley, Calaveras, West Napa, and Greenville faults. These major faults are near-vertical and generally exhibit right-lateral strike-slip movement (which means that the movement is predominantly horizontal and when viewed from one side of the fault, the opposite side of the fault is observed as being displaced to the right).
Approximate distances and directions from the site to major Bay Area active faults as mapped by Jennings and A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
Bryant (2010) are tabulated in Table 1.
Table 1 - Approximate Distances and Directions to Nearby Active Fault Systems Fault System Approximate Distance
from Site (miles) Direction
Hayward Fault Zone 1.5 East-Northeast
Rodgers Creek Fault 14.0 East-Northeast
West Napa Fault 15.3 North-Northeast
Concord Fault 16.0 East-Northeast
Green Valley Fault 16.5 North-Northeast
San Andreas Fault Zone 17.5 West-Southwest
Calaveras Fault Zone 19.0 East-Southeast
3.03 Regional Seismicity
Since 1836, six earthquakes of magnitude 6.5 or greater have occurred in the greater Bay Area region (Bakun, 1999); the dates, magnitudes (M) and epicentral locations of these six large earthquakes (Bakun, 1999; Tuttle and Sykes, 1992) are summarized in the table that follows.
Table 2 - Magnitude 6.5 or Greater Earthquakes; 1836-1998 Date Magnitude Epicenter Location
June 10, 1836 6.5 East of Monterey Bay
June 1838 6.8 – 7.2 Peninsula section of the San Andreas fault October 8, 1865 6.5 Southwest of San Jose
October 21, 1868 6.8 Southern Hayward fault (Hayward Earthquake) April 18, 1906 7.8 San Andreas fault (San Francisco Earthquake) October 18, 1989 6.9 Santa Cruz Mountains (Loma Prieta Earthquake) The Working Group on California Earthquake Probabilities (WGCEP) has developed authoritative estimates of the magnitude, location, and frequency of future earthquakes in California, which are published in Uniform California Earthquake Forecast (UCERF) reports. The most recent forecast (UCERF3) indicates the following likelihoods for one or more earthquake events of the specified magnitude occurring within the SFBR in the next 30 years (starting in 2014):
Table 3 - San Francisco Region UCERF3 Forecast (WGCEP, 2013) Earthquake Magnitude
(greater than or equal to)
30-year Likelihood
of one or more earthquake events
≥ 5.0 100%
≥ 6.0 98%
≥ 6.7 72%
≥ 7.0 51%
≥ 7.5 20%
≥ 8.0 4%
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
3.04 Geologic Hazard Mapping
The site is not located within a “Zone of Required Investigation” for surface fault rupture as defined by the California Geological Survey (CGS). CGS also prepares Seismic Hazard Zone maps delineating zones of required investigation for earthquake-induced landsliding and liquefaction, but no map has yet been issued for the site area.
The seismic hazard mapping is shown on Figure 5.
3.05 Site History
The site history was evaluated by review of historic aerials and topographic maps from Google Earth Pro (2022) and www.historicaerials.com. Topographic maps show the site and its vicinity to be relatively flat as far back as 1895. Aerial photographs indicate that before 1980, the northern half of the park, where the baseball and soccer fields are currently, was occupied by residential housing. The historical photographs show that Gertrude Avenue, which currently terminates at the eastern and western sides of the park, was previously a continuous avenue (east-west) and was removed when the park was built. The southern portion of the park appears to have housed the main building and adjacent structures on the southwest corner as far back as 1958. At that time (1958) a baseball field was located adjacent to the main structures. An aerial photograph from 1939 appears to show some residential properties on both the northern and southern portions of the present-day park but by 1948, the southern half was cleared of any structures.
4. SITE CONDITIONS
4.01 Surface Conditions
The project site currently houses the community center building and its adjacent structure, a playground, two basketball courts, a soccer field, a baseball field, and a leisure area. The project schematic design elements are planned on the playground area, the leisure area, and the northeast corner of the soccer field.
The playground area, located just east of the basketball courts, is covered by bark, dry grasses, and some gravel. The soccer field, located on the east half of the north parcel, is covered mainly by short grass, with a dirt pathway around its perimeter to the north and east. The leisure area, located on the east of the southern parcel and north of the playground, is covered mainly by short grass, with five trees on the south and east perimeters, and one tree near its center. The leisure area has some picnic tables, a water valve, and a dirt walkway.
The ground surface within the project site is relatively level. A topographic survey of the southeastern portion of the park indicates ground surface elevations range from about 23 to 27 feet based on NAVD88 elevation datum (CSW/ST2, 2023).
4.02 Subsurface Conditions
All of the borings drilled at the site encountered alluvial soils below artificial fill (topsoil). Borings B-1, B-3, and B4 generally encountered about 6 inches of topsoil before encountering stiff to very stiff lean and fat clay. Boring B-2 encountered about 6 inches of topsoil underlain by stiff lean clay and loose to medium dense clayey sand, poorly graded sand, and poorly graded gravel.
4.03 Groundwater
During our subsurface exploration, the borings encountered groundwater at depths between 7.5 and 14 feet below existing grade. The groundwater observed within the borings was not allowed to equilibrate and only A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
represents groundwater at the time of drilling.
CGS prepares regional mapping of historical high groundwater depths; however, no map has been issued yet for the site area. Review of data from the geotracker website (Geotracker, 2023) indicates groundwater is relatively shallow in the vicinity, on the order of about 5 to 15 feet below the ground surface.
Groundwater levels can fluctuate significantly with seasons, location, precipitation, leakage from utilities, and other factors.
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
5. GEOLOGIC AND GEOTECHNICAL HAZARDS
5.01 Earthquake Ground Shaking
It is our understanding that the project will be subject to the 2022 CBC. The 2022 CBC includes references to ASCE 7-16 for methodology for calculating seismic design parameters. ASCE 7-16 specifies that a ground motion hazard analysis shall be performed in accordance with ASCE 7-16 Section 21.2 for structures on Site Class D and E sites with S1 greater than or equal to 0.2. However, ASCE 7-16 Supplement 3 also specifies that a ground motion hazard analysis is not required where the value of the parameter SM1 determined by ASCE 7- 16 Equation (11.4-2) is increased by 50 percent for all applications of SM1. The values for SM1 and SD1 presented in the table below have assumed a 50 percent increase. A site-specific ground motion hazard analysis could be performed to potentially reduce the seismic design parameter values. The 2022 CBC Seismic Design Parameters were obtained from the following web-based application: https://asce7hazardtool.online/ , with site coordinates of: Latitude 37.953724; Longitude -122.363125.
Table 4 - 2022 CBC Seismic Design Parameters
Parameter Factor/Coefficient 2022 CBC Value
Soil profile type Site Class D
Mapped MCER spectral response acceleration parameter
at short periods Ss 2.002
Mapped MCER spectral response acceleration parameter
at period of 1.0 second S1 0.768
MCER spectral response acceleration parameter at short
periods adjusted for site class effects SMS 2.403
MCER spectral response acceleration parameter at period of 1.0 seconds adjusted for site class effects SM1 1.958* Design spectral response acceleration parameter at short periods SDS 1.602
Design spectral response acceleration parameter at period of 1.0 second SD1 1.306*
MCEG Peak Ground Acceleration adjusted for site effects PGAM 1.009 *Includes additional 50% increase to SM1 as defined in Section 11.4.8
5.02 Earthquake-induced Soil Liquefaction and Dynamic Settlement The strong vibratory motion associated with earthquakes can dynamically compact loose granular soil leading to surficial settlements. Dynamic settlement is not limited to the near surface environment and may occur in both dry and saturated sand and silt. Cohesive soil is not typically susceptible to liquefaction and/or dynamic settlement.
It is not within the scope of our investigation to perform a detailed quantitative liquefaction analysis.
The materials encountered in Borings B-1, B-3, and B-4 predominantly consisted of lean and fat clays (cohesive soil) with some relatively thin layers of clayey sand and clayey gravel. As previously indicated, cohesive soil is not typically susceptible to liquefaction and/or dynamic settlement. Boring B-2 encountered lean clay in the upper 9.5 feet which was underlain by loose to medium dense gravel, clayey sand, and sand. Based on our subsurface exploration and qualitative assessment, the potential surface effects due to liquefaction and/or dynamic settlement in the upper 20 feet are anticipated to be relatively minor for Borings B-1, B-3, and B-4.
Materials encountered in Boring B-2 are likely susceptible to liquefaction and dynamic settlement.
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
Based on the type of improvements planned for this project (park improvements), mitigation of potential liquefaction and related hazards are generally not considered as part of the design. Should damage occur following a seismic event, repairs are generally considered the preferable mitigation strategy. Alternatively, structures can be supported on deep foundations to mitigate the potential settlement associated with liquefaction.
5.03 Expansive Soils
The results of geotechnical laboratory testing indicate moderately to highly expansive soils are present within the site. Mitigation strategies that are commonly used in the Bay Area to reduce the potentially damaging effects of expansive soils include the following:
Mitigation for Foundations - Expansive soil mitigation alternatives for foundations include: (1) shallow foundations (footings or mats) supported on a layer of engineered non-expansive material; (2) deepened spread footings supported on natural soils below the zone of significant shrink/swell behavior; and (3) true deep foundations (piers/piles) that gain support at significant depths below the zone of shrink/swell behavior.
Mitigation for Slabs-on-Grade and Pavements - Expansive soil mitigation alternatives for slabs-ongrade and pavements include: (1) removal and replacement of expansive subgrade materials with engineered non-expansive fill; and (2) engineered treatment of expansive subgrade materials using lime or cement.
A3GEO’s recommendations for expansive soil mitigation require removal and replacement with engineered non-expansive fill. As an additional alternative, recommendations are provided in Section 6.08 for lime or cement treatment. Additional out of scope consultation, testing, and analyses may be needed if the lime or cement treatment is planned.
5.04 Soil Corrosion Potential
As part of this study, we obtained a representative soil sample and submitted it to a qualified analytical lab for determination of pH, resistivity, sulfate, and chloride. The corrosion test results were not completed yet at the time of this report. The results will be submitted in a separate document at a later date.
5.05 Other Geologic Hazards Not Present
Lateral spreading - Lateral spreading is a phenomenon in which blocks of non-liquefied soil move laterally on top of an underlying continuous (or near-continuous) liquefied layer. Hazards posed by lateral spreading are typically greatest where there is a nearby topographic free face towards which spreading can occur such as a creek or slope. Review of topographic maps show relatively flat conditions in the site and its vicinity, and do not show a nearby free face toward which flow can occur, we therefore consider the potential for lateral spread at this site to be low.
Faulting and Ground Surface Rupture - The site is not within an AP Zone and no active faults are mapped in the passing through the site; therefore, there is negligible risk for surface fault rupture at the site.
Landsliding – The plans currently show that the site will be graded to be relatively flat. We therefore consider there to be negligible risk for landsliding to affect the site.
Flooding –The site is located approximately 100 feet east of an area currently mapped by the Federal Emergency Management Agency (FEMA) Flood Hazard Mapping as Zone X, which describes an area of minimal flood hazard. We consider there to be a negligible potential for flooding to affect the project site. The Civil Engineer should evaluate proposed grading such that flooding and ponding does not occur on the site during storm events.
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
6. GEOTECHNICAL DESIGN RECOMMENDATIONS
6.01 Feasibility
Based on the results of our investigation and our understanding of the project, we conclude that the proposed project is feasible from a geotechnical standpoint. Geotechnical design recommendations for the project are discussed in the following sections.
6.02 Nonengineered Fill
Existing fills encountered at the site should be considered nonengineered, unless records are found that demonstrate that the materials were placed and compacted under appropriate engineering controls.
Nonengineered fill is considered generally unsuitable for the support of structures.
Our borings encountered nonengineered fill up to 6 inches below the existing ground surface. Deeper nonengineered fill may be present in some areas, particularly existing improvements or utilities are present.
Remediation for relatively shallow nonengineered fill typically consists of over-excavation and replacement with new engineered fill.
6.03 Earthwork
6.03.1 Clearing and Site Preparation
We recommend that project plans clearly identify Site limits that include all areas that will be affected by planned earthwork, foundation installations, construction, and related activities. Prior to the start of work, the contractor should locate and mark all active subsurface utilities within the Site limits and surrounding areas.
The contractor should monitor and protect all utilities that are to remain in and surrounding the Site limits during their onsite activities.
Within the Site limits, the Site should be cleared and grubbed of surface and subsurface deleterious matter including vegetation, aggregate road-base material, concrete, asphalt, and abandoned utilities. These materials should be removed from the Site or stockpiled for reuse if approved by the owner in consultation with our firm.
Depressions resulting from the removal of underground obstructions that extend below the proposed finished grades should be cleared and the depressions backfilled with suitable material compacted in accordance with the recommendations presented in this report.
6.03.2 Material for Fill
Proposed fill materials should be approved by A3GEO prior to use. Existing fill at the Site may be suitable for re-use as fill, from a geotechnical standpoint, if it can meet or can be processed (i.e. by crushing or blending) to meet the requirements presented in this Section. Material that cannot be mixed or processed to meet specification requirements should be disposed of off site or stockpiled for other uses at the discretion of the owner.
Fill imported to the Site should comply with the requirements appropriate for its intended use and be evaluated and approved by A3GEO prior to its importation to the Site.
Geotechnical requirements for proposed fill materials are presented below:
General Fill – General Fill can be used as engineered fill/backfill except where Select Fill is required.
Onsite fill can be reused as General Fill, provided it conforms to the requirements below. General Fill material should have an organic content of less than 3 percent by volume and should not contain A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
environmental contaminants or rocks or lumps larger than 6 inches in greatest dimension.
Select Fill – Select Fill classifies as non-expansive and should be used surrounding/below engineered structures (including the restroom and the play structures). Select Fill should conform to the requirements for General Fill, and meet either of the following criteria:
• Fines content (material by weight passing #200 sieve) of less than 15 percent • Have a Plasticity Index no greater than 15, and a Liquid Limit no greater than 40.
Caltrans Class AB meets the criteria for Select Fill.
Imported Fill – Imported fill should conform to the requirements for General or Select Fill, depending on the intended use, and should be evaluated by our firm and the project environmental consultant prior to its importation to the site.
Aggregate Base – for use beneath flatwork and pavements. AB shall conform with Caltrans specifications (Caltrans, 2022) for 3/4-inch maximum Class 2 Aggregate Base.
Controlled Low Strength Material (CLSM) – for use as backfill of trenches or other excavations.
CLSM shall conform with Caltrans specifications for CLSM (Caltrans, 2022).
6.03.3 Subgrade Preparation
Subgrades beneath future footings, slabs, or pavement (including sidewalks) should be checked for the presence of soils with a Plasticity Index (PI) greater than 15, which is generally indicative of soil that is potentially expansive. Any subgrade soils with a PI greater than 15 should be over-excavated and replaced with compacted Select Fill. Based on our subsurface exploration, we anticipate that the near-surface soils will be potentially expansive; therefore, we have provided mitigation recommendations for foundations and flatwork in Sections 6.04, 6.05, 6.06, and 6.09.
Subgrade preparation for project improvements should be according to the following:
Fill – prior to placement of new fill, scarify to a depth of six inches, moisture condition, and re-compact to create a firm and unyielding subgrade.
Utility Trenches – bottom of trench should be firm and unyielding subgrade. Soft or yielding subgrade soils should be compacted or excavated to a depth adequate to expose firm, non-yielding materials.
Alternatively, unsuitable subgrade may be replaced with CLSM or a 6-inch thick layer of 3/4-inch drain rock wrapped in filter fabric.
Exterior Flatwork and Pavements – scarify to a depth of six inches, or the full depth of any existing shrinkage cracks, moisture condition, and re-compact to create a firm and unyielding subgrade. Where an 18-inch-thick zone of Select Fill will be placed beneath flatwork or pavement, the scarification can be omitted and instead subgrade preparation should consist of proof rolling or similar method to demonstrate firm and unyielding subgrade prior to placement of the Select Fill.
Interior Concrete Slabs (Structural Mat and Slab-on-Grade) – scarify to a depth of six inches, or the full depth of any existing shrinkage cracks, moisture condition, and re-compact to create a firm and unyielding subgrade. Where an 18-inch-thick zone of Select Fill will be placed beneath the slab, the scarification can be omitted and instead subgrade preparation should consist of proof rolling or similar method to demonstrate firm and unyielding subgrade prior to placement of the Select Fill.
Footings – bottom of excavation should be firm and unyielding subgrade. Soft or yielding subgrade A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
soils should be scarified and recompacted or excavated to a depth adequate to expose firm, nonyielding materials and replaced with Select Fill. Keep in moist condition by sprinkling water as needed.
Soft or yielding subgrade soils should be excavated to a depth adequate to expose firm, non-yielding materials.
In the event that it is not possible to achieve a firm and unyielding subgrade using this method, additional mitigation measures may need to be employed, in consultation with A3GEO.
6.03.4 New Fill Placement
New fills (including General Fill and Select Fill) should be spread in lifts not exceeding 8 inches in uncompacted thickness on surfaces that are approximately level, moisture conditioned as appropriate, and compacted by mechanical means to the required levels of compaction. It is the responsibility of the contractor to select a compaction method compatible with the type of soil being placed (e.g. clayey soils may require different compaction methods than Select Fill). It is possible that fill and/or subgrade materials may be excessively wet or dry depending on the moisture content at the time of construction. If the fill soils are too wet, they may be dried by aeration or by mixing with drier materials. If the fill soils are too dry, water will need to be added.
A3GEO should observe and test, as appropriate, compaction during fill placement to verify that specified compaction and moisture conditioning requirements are met.
New fills should be firm, unyielding, and compacted to the following requirements (per ASTM D-1557 Test Methods):
• General Fill: moisture content between 2 and 5 percent over optimum and compacted to at least 90 percent relative compaction.
• Select Fill: moisture content near optimum and compacted to at least 95 percent relative compaction. • Aggregate Base: moisture content near optimum and compacted to at least 95 percent relative compaction.
For permanent fill slopes in soil, we recommend a maximum inclination of 2:1 (H:V). When constructing permanent fill slopes, we recommend excavating a series of horizontal benches in competent soil approved by A3GEO as filling proceeds. The final slopes should be constructed as terraced fills upon a stable subgrade.
Upon completion of the fill construction, the outboard face of the fill should be cut back to provide a firm, uniform slope. Erosion control measures, such as hydroseed and/or erosion control blankets, should be installed at the conclusion of grading activities on disturbed slopes and newly constructed fill and excavation slopes with inclinations of 5:1 (H:V) or steeper.
6.03.5 Utilities and Trench Backfill
Trench excavation bottoms should be stable and unyielding. Utility trenches should be backfilled with fill placed in lifts not exceeding 8 inches in uncompacted thickness. Trenches should be filled by placing a granular shading layer beneath and around the pipe, and then 6 to 12 inches of shading should be carefully placed and tamped above the pipe. The remaining portion of the trench should be backfilled with General Fill, Select Fill, or CLSM. If imported granular soil is used, sufficient water should be added during the trench backfilling operations to prevent the soil from “bulking” during compaction. All compaction operations should be performed by mechanical means only. Jetting should not be allowed. The preceding compaction recommendations are based on general geotechnical considerations. If local agency and/or utility company specifications require different or more stringent backfill requirements, those specifications should be followed.
A3GEO should observe utility trench subgrade and backfilling and test compaction, as appropriate, to confirm and document that the work was performed in accordance with the specifications and the intent of our geotechnical recommendations.
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
6.04 Structural Slab (Mat) Foundation
Structures may be supported on a structural slab (mat) foundation. We recommend the slab be underlain by an 18-inch-thick layer of compacted Select Fill, placed in accordance with the recommendations in Section 6.03.4.
The Select Fill layer should extend at least 3 ft laterally beyond the edges of the mat. The mat should be at least 6-inches thick, and the bottom of the mat should extend at least 12 inches below the lowest adjacent ground surface. The mat should be designed using the following allowable bearing pressures:
Table 5 - Allowable Mat Bearing Pressures
Load Case
Allowable Bearing
Pressure
(psf)
Factor of Safety
Dead Loads (DL) 2,000 3.0
Dead Load plus Live Load
(DL+LL) 3,000 2.0
Total Loads
(including wind and/or seismic) 4,000 1.5
These pressures do not include the weight of the mat. The mat should be integrally connected to all portions of the structure so that the entire foundation system acts as a unit. The mat should be reinforced with sufficient steel (in both directions). For structural mat design purposes, a modulus of subgrade reaction of 50 psi/inch (pci) can be used.
Lateral load resistance may be developed in friction between the foundation bottom and the supporting subgrade. If the mat is underlain by an impermeable membrane, a friction coefficient of 0.20 can be used to evaluate frictional resistance along the bottom of the mat. If the mat is directly supported on select fill, a friction coefficient of 0.35 can be used to evaluate frictional resistance along the bottom of the mat. The above frictional resistance values include a factor of safety of at least 1.5.
Foundations located adjacent to utility trenches should have bearing surfaces below an imaginary 1:1 (horizontal:vertical) plane projected upward from the bottom edge of the trench to the foundation.
6.05 Spread Footings
Structures may be supported on shallow spread footing foundations. Based on near-surface soils with moderate to high expansive potential, we recommend the spread footings be supported on either: 1) deepened spread footings designed to bear a minimum of 36 inches below lowest adjacent firm finished grade; or 2) standarddepth spread footings designed to bear a minimum of 18 inches below lowest adjacent firm finished grade that are underlain by at least 18 inches of engineered Select Fill (illustrations below).
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
Spread Footing Design Alternatives
Continuous spread footings should enclose the entire structure perimeter to mitigate the potential for moisture changes beneath the interior ground floor slab-on-grade. In general, we recommend that spread footings be at least 12 inches wide to allow for adequate steel reinforcement. Footings designed and constructed in accordance with the recommendations presented in the report can be evaluated using the bearing pressures in the following table (DL=Dead Loads; LL=Live Loads; Total=DL+LL+ wind or seismic).
Table 6 - Allowable Spread Footing Bearing Pressures
Load Case
Allowable Bearing
Pressure
(psf)
Factor of Safety
Dead Loads (DL) 2,000 3.0
Dead Load plus Live Load
(DL+LL) 3,000 2.0
Total Loads
(including wind and/or seismic) 4,000 1.5
Resistance to lateral loads can be provided by passive pressures acting on the vertical faces of below-grade footings and by friction along the bottoms of footings. Passive resistance can be evaluated using an equivalent fluid unit weight of 300 pounds per cubic foot (pcf). This value can be increased by one-third for dynamic loading. A friction coefficient of 0.30 can be used to evaluate frictional resistance along the bottoms of footings supported on Select Fill. In calculating lateral resistance, the top one foot of soil should be ignored unless the soil is confined by an adjacent pavement or slab. The above passive and frictional resistance values include a factor of safety of at least 1.5 and can be fully mobilized with deformations of less than ½ and ¼-inch, respectively.
Footings located adjacent to utility trenches should have bearing surfaces below an imaginary 1:1 (horizontal:vertical) plane projected upward from the bottom edge of the trench to the footing.
6.06 Interior Slabs-on-Grade
Interior slabs-on-grade should be underlain by at least 18 inches of Select Fill material. The exposed subgrade at the bottom of the recommended Select Fill layer should be checked by A3GEO to confirm that it is uniformly firm and non-yielding prior to fill placement. If weak, unstable, or unsuitable materials are encountered during A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
subgrade compaction or proof-rolling, they should be over-excavated and replaced with engineered fill at the direction of A3GEO.
Slab reinforcing should be provided in accordance with the anticipated use and loading of the slab. We generally recommend that interior slabs-on-grade be at least 5 inches thick and be reinforced with steel bar or wire reinforcement.
6.07 Slab Moisture Vapor Reduction
When buildings are constructed with concrete slab-on-grade, water vapor from beneath the slab can migrate through the slab and into the building. This water vapor can be reduced but not fully eliminated. Vapor transmission can negatively affect floor coverings and lead to increased moisture within a building. When water vapor migrating through the slab would be undesirable, we recommend the following to reduce, but not stop, water vapor transmission upward through the slab-on-grade:
1. Construct a moisture retarder system directly beneath the slab on-grade that consists of the following. a. Vapor retarder membrane sealed at all seams and pipe penetrations and connected to all footings. Vapor retarders shall conform to Class A vapor retarder in accordance with ASTM E 1745, latest edition, “Standard Specification for Plastic Water Vapor Retarders used in Contact with Soil or Granular Fill under Concrete Slabs”. The vapor retarder should be underlain by:
b. 4-inch-thick layer of ½-inch by ¾-inch clean crushed rock. Crushed rock should have 100 percent passing the ¾-inch sieve and less than 5 percent passing the No. 4 Sieve.
2. Use a concrete water-cement ratio for slabs-on-grade of no more than 0.50.
3. Provide inspection and testing during concrete placement to check that the proper concrete and water cement ratio are used.
4. Moist cure slabs for a minimum of 3 days or use other equivalent curing specified by the structural engineer.
6.08 Lime or Cement Treatment
The on-site soil may be chemically treated with quicklime to reduce the expansion characteristic of the soil as an alternative to importing select fill to create a zone of low expansion potential. Cement treatment may also be utilized for chemical treatment of the soil. The quicklime should conform with the American Society of Testing and Materials (ASTM) standard C977. On-site materials containing roots or other organic matter are not suitable for chemical treatment and should be stripped from the area at which the treatment is to be performed.
The chemical treatment should be performed by an experienced contractor that specializes in the chemical treatment of soil. The chemical agent should be proportioned and spread with a mechanical spreader and mixed into the soil on a mixing table or in place to produce consistent distribution of the agent within the treated layer. The depth of mixing should not exceed 18 inches per lift or the capacity of the mixer if less. Precautions to reduce the potential for dusting of quicklime or cement, such as scheduling or suspending operations to avoid windy weather, should be taken. Casting or tailgating of the chemical agent should not be permitted. The mixer should be equipped with a rotary cutting/mixing assembly, grade checker, and an automatic water distribution system. Mixing or spreading operations should not be performed during inclement weather or when the ambient temperature is less than 35 degrees Fahrenheit or during foggy or rainy weather. Adjacent passes of the mixer should overlap by 4 inches or more.
The contractor should determine the percentage of chemical treatment needed to achieve a treated soil that results in a plasticity index of 15 or less. For preliminary planning purposes, we anticipate that quicklime mixed into the soil at a rate of about 5 percent (2.5 percent lime and 2.5 percent cement) by dry weight of soil may result in a suitable design. Mixing and pulverizing should continue until the treated soil does not contain A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
untreated soil clods larger than 1 inch and the quantity of untreated soil clods retained on the No. 4 sieve is less than 40 percent of the dry soil mass. Water should be added as needed during the mixing process to achieve a moisture content above the optimum, as evaluated by ASTM D1557, for the lime-soil mixture. The lime-soil mixture should be re-mixed following a 16-hour mellowing period after the initial mixing. The lime-soil mixture should be compacted within 3 days after initial mixing.
Vehicular traffic and heavy construction equipment should not be allowed on the treated material for a 1-hour period after compaction. The treated material should be maintained in a moist condition for a 7-day curing period by routinely sprinkling water, covering the treated material with moist straw, or placing fill over the treated subgrade. Treated subgrade for pavements should be proof-rolled with a loaded water truck to check for yielding conditions. Mitigation of yielding areas by pulverizing and re-mixing with additional stabilizing agent should be anticipated.
6.09 Exterior Flatwork
In order to reduce the potential detrimental effects of the near-surface expansive soil, we recommend exterior slabs-on-grade be supported on a minimum of 18 inches material that meets the requirements for Select Fill presented in Section 6.03.2. Slab reinforcing should be provided in accordance with the anticipated use and loading of the slab. We recommend that exterior slabs-on-grade be at least 4 inches thick and reinforced with steel bar or wire reinforcement. Exterior slabs should be structurally independent from buildings. Concrete slabs that may be subject to vehicle loadings should be designed in accordance with the recommendations for rigid Portland cement concrete pavements.
6.10 Vehicular Pavement
6.10.1 Flexible Asphalt Concrete (AC)
Flexible asphalt concrete (AC) pavements may be used for parking areas and driveways. For flexible pavements, we recommend the pavement section (AC and AB) be underlain by a non-expansive zone consisting of at least 18 inches of material that meets the requirements for Select Fill presented in Section
6.03.2. The non-expansive zone is exclusive of the pavement section (AC and AB) and starts at the bottom of the AB. Where feasible, the non-expansive zone should extend at least 3 feet beyond the outside pavement edge unless a deepened curb or other moisture cutoff (at least 18 inches deep) is provided.
We developed the following recommended pavement sections for various traffic indices using the Caltrans Rvalue design method for flexible pavements. The pavement sections presented are based on an assumed subgrade R-value of 30 for Non-Expansive Fill.
Table 7 - Flexible Pavement Thickness Design
Traffic Index Asphalt Concrete
(inches)
Caltrans Class 2
Aggregate Base
(inches)
Total
Thickness
(inches)
4 2 6 8
5 3 6 9
6 3 9 12
7 3 12 15
The project civil engineer should choose the appropriate traffic indices for the pavement areas of the site and then use the given section for that traffic index. The upper 6 inches of subgrade beneath planned pavements should be compacted to at least 95 percent relative compaction per ASTM D-1557. The aggregate base used in pavement sections should be compacted to at least 95 percent relative compaction as determined by ASTM D1557.
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
6.10.2 Rigid Portland Cement Concrete (PCC)
Rigid Portland cement concrete (PCC) pavements may also be used in driveway/loading areas. To reduce the potential for adverse expansive soil effects We recommend that PCC pavements be underlain by a nonexpansive zone consisting of at least 18 inches of material that meets the requirements for Select Fill presented in Section 6.03.2. The non-expansive zone is exclusive of the concrete pavement section (concrete and AB) and starts at the bottom of the AB. Where feasible, the non-expansive zone should extend at least 3 feet beyond the outside pavement edge unless a deepened curb or other moisture cutoff (at least 18 inches deep) is provided. Concrete pavement sections provided are based on methodologies developed by the Portland Cement Associate (PCA) and the American Concrete Institute (ACI) Guide for the Design and Construction of Concrete Parking Lots (ACI, 2008). Recommended pavement sections are presented in Table 8 for a 20-year design period with appropriate periodic maintenance.
Table 8 - Concrete Pavement Structural Sections
Loading Condition1 Design Period Subgrade
Modulus (pci)2
Concrete Pavement
Section
(inches)
ADTT = 10
(Traffic Category A - car parking
areas and access lanes)
20 years 100 5 inches PCC3
6 inches AB4
ADTT = 300
(Traffic Category B - bus parking
areas)
20 years 100 6.5 inches PCC3
6 inches AB4
ADTT = 300
(Traffic Category C - truck parking
areas, bus entrance lanes)
20 years 100 7 inches PCC3
6 inches AB4
ADTT = 700
(Traffic Category D - truck parking
areas, entrance lanes)
20 years 100 8 inches PCC3
6 inches AB4
Notes: 1 ADTT: Average Daily Truck Traffic. Trucks defined as vehicles with at least six wheels; excludes panel trucks, pickup trucks, and other four-wheel vehicles 2 pci: pounds per cubic inch 3 PCC: Portland cement Concrete
4 AB is Class 2 Aggregate Base complying with Caltrans Standard Specification Section 26 (2018b).
Where pavements will be subjected to heavy loading, such as fire trucks, we recommend the Traffic Category D (ADTT = 700) be used for design. The recommended sections presumes that the concrete will have a 28-day flexural strength of 550 psi or an equivalent compressive strength of about 4,000 psi at 28 days. Aggregate base for pavement should be placed in lifts of no more than 8 inches in loose thickness and compacted to at least 95 percent relative compaction as determined by ASTM D-1557.
Appropriate jointing of concrete pavement can reduce the potential for crack development between joints. Joints should be laid out in a consistent square pattern. Contraction joints formed by premolded inserts, grooving plastic concrete, or saw-cutting at initial hardening, should extend to a depth equivalent to 25 percent of the slab thickness and 1 inch or more for thin slabs. Contraction joints should be reinforced with smooth dowels placed across the joint at mid-slab height. Construction joints subject to traffic loading should be reinforced with smooth dowels as for contraction joints. Construction joints within the middle third of the typical joint spacing pattern should be reinforced with tiebars. Contraction, construction, and isolation joints should be detailed and constructed in accordance with the guidelines of the ACI (ACI, 2008) and/or recommendations for Caltrans specifications for jointed plain concrete pavement (JPCP).
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
6.11 Pole Foundations
Poles for lighting, signs, flagpoles or similar ancillary minor structures may be supported on drilled pier foundations. Piers embedded 5 to 20 feet below grade may be designed for an allowable side friction of 300 psf to resist vertical loads for downward loading conditions and 150 psf to resist vertical loads for upward loading conditions. Side friction should be neglected within the upper 2 feet of the ground surface and within one diameter from the pier bottom when evaluating static capacity. End bearing should be neglected. Drilled piers loaded to the allowable capacity may be designed for total static settlements of about 1 inch. The allowable side friction may be increased by one-third when considering loads of short duration such as wind or seismic loads.
An allowable lateral bearing pressure of 100 pounds per square foot (psf) per foot depth up to 1,500 psf may be used to evaluate resistance to lateral loads and overturning moments in accordance with Sections 1806 and 1807 of the 2022 CBC. The allowable lateral bearing pressure may be increased by a factor of two for structures that can accommodate ½ inch of lateral deflection of the top of the pier foundation. The allowable lateral bearing pressure may be increased by one-third when considering loads of short duration such as wind or seismic loads.
6.12 Drainage and Site Maintenance
Surface drainage on the site should generally be provided so that water is diverted away from structures and is not permitted to pond. Positive drainage should be established adjacent to structures to divert surface water to an appropriate collector (graded swale, v-ditch, or area drain) with a suitable outlet. Where feasible, drainage gradients should be 2 percent or more a distance of 5 feet or more from the structure for impervious surfaces and 5 percent or more a distance of 10 feet or more from the structure for pervious surfaces. Slope, pad, and roof drainage (from adjacent structures) should be collected and diverted to suitable discharge areas away from structures or other slopes by non-erodible devices (e.g., gutters, downspouts, concrete swales, etc.). Graded swales, v-ditches, or curb and gutter should be provided at the site perimeter to restrict flow of surface water onto and off of the site. Drainage structures should be periodically cleaned out and repaired, as-needed, to maintain appropriate site drainage patterns.
Landscaping adjacent to foundations should include vegetation with low-water demands and irrigation should limited to that which is needed to sustain the plants. Trees should be restricted from the areas adjacent to foundations a distance equivalent to the canopy radius of the mature tree. Bioretention areas should not be located within a distance of 10 feet from structure foundations.
Care should be taken by the contractor during grading to preserve any berms, drainage terraces, interceptor swales or other drainage devices on or adjacent to the project area. Drainage patterns established at the time of grading should be maintained for the life of the project.
6.13 Construction Considerations
6.13.1 Excavation and Shoring
The contractor is responsible for shoring, excavation safety, and the protection of adjacent offsite improvement throughout all phases of construction. All excavations deeper than 4 feet that will be entered by workers will need to be shored or sloped for safety in accordance with the applicable: (1) California Occupational Safety and Health Administration (Cal-OSHA) standards; and (2) any site-specific health and safety protocols and procedures required by local jurisdictions.
We anticipate the site can be graded using conventional heavy earth-moving equipment such as excavators and dozers. The contractor should anticipate that subsurface obstructions may be encountered during excavation related to previous buildings and other onsite improvements. The near-surface materials may contain debris, wood and organic-laden materials that would not be suitable for onsite re-use. Subsurface obstructions such as old footings, concentrations of debris, or floor slabs from old basements, pits or vaults may A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
also be present. Removal of foundations for existing buildings and possibly other buried obstructions will require equipment capable of breaking concrete.
6.13.2 Construction Monitoring
The contractor’s responsibilities should include: (1) documenting the condition of the adjacent improvements prior to the commencement of site demolition and excavation activities; (2) designing demolition, excavation and construction programs that will keep surface settlements and vibrations within acceptable limits; and (3) coordinating with local agencies, as needed, to assure that adjacent facilities are not adversely affected during the geotechnical aspects of construction.
6.13.3 Site Runoff and Earthwork
The contractor is responsible for managing and controlling all aspects of construction, including material deliveries and storage, mixing, spoils, fluids generated by the contractor’s activities and site runoff. Adjacent areas outside of the designated construction zone must be protected throughout the period of construction.
Other entities/agencies may have additional requirements that will affect the Contractor’s operations.
During site earthwork, the onsite soils may include materials that are wet of optimum, from an earthwork compaction standpoint. Deeper excavations at the site could encounter soils that are saturated. Soils obtained from deeper site excavations may need to be processed (e.g., by air drying) prior to being placed as engineered fill.
6.13.4 Wet Weather Construction
Although it is possible for excavation and/or construction to proceed during or immediately following the wet winter months, a number of geotechnical problems may occur which may increase costs and cause project delays. The water content of onsite soils may increase during the winter and rise significantly above optimum moisture content for compaction of subgrade or backfill materials. If this occurs, the contractor may be unable to achieve the specified levels of compaction. If utility or footing trenches are open during winter rains, caving of the trench walls may occur. Subgrade preparation beneath footings, slabs-on-grade and pavement sections may prove difficult or infeasible. In general, we note that it has also been our experience that increased cleanup costs may be incurred, and greater safety hazards may exist, if the work proceeds during the wet winter months.
6.14 Future Geotechnical Services
We recommend we be provided the opportunity to review the project plans and specifications as they are being developed in order to check conformance with the intent of our geotechnical recommendations and to provide timely input, in the event that revisions are needed. We should perform a general review of the geotechnical aspects of the final plans and specifications, the results of which we should document in a formal plan review letter.
As Geotechnical Engineer of Record, it is essential that A3GEO provide geotechnical services during construction to check whether geotechnical conditions are as anticipated, provide supplemental recommendations where necessary, and document that the geotechnical aspects of the work substantially conform to the approved Contract Documents and the intent of our geotechnical recommendations. Critical aspects of construction that A3GEO should observe include site preparation, foundation excavations and subgrade preparation, subgrades to receive new fill, fill placement/compaction, drainage installations, and finish grading.
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
7. LIMITATIONS
This geotechnical study report has been prepared for the exclusive use of the client and their consultants during design. The data and interpretations presented in this report were developed in accordance with generally accepted geotechnical and engineering geologic principles and practices. The findings of this report are valid as of the present date. However, the passing of time will likely change the conditions of the existing property due to natural processes or the works of man. In addition, due to legislation or the broadening of knowledge, changes in applicable or appropriate standards will occur. Accordingly, this report should not be relied upon after a period of three years without being reviewed by this office.
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710
8. SELECT REFERENCES
• American Society of Civil Engineers (ASCE), 2017, Minimum Design Loads for Buildings and Other Structures.
• Bakun, W.H., 1999, Seismic Activity of the San Francisco Bay Region, Bulletin of the Seismological Society of America, June, v. 89, no.3, p. 764-784.
• CSW/Stuber-Stroeh Engineering Group Inc. (CSW|ST2), Sheilds Reid Survey, Topographic Map, Survey Date: February 2023, March 7.
• Graymer, R.W., 2000, Geologic Map and Map Database of the Oakland Metropolitan Area, Alameda, Contra Costa, and San Francisco Counties, California. • California Building Standards Commission, 2022, California Building Code (CBC): California Code of Regulations, Title 24, Part 2, Volumes 1 and 2.
• California Geologic Survey, 2000, Seismic Hazard Zone Report for the Richmond 7.5-Minute Quadrangle, Alameda County, California.
• Geotracker, 2023, https://geotracker.waterboards.ca.gov/. • Google Earth Pro, 2022, Version No. 7.3.6.9345.
• Jennings and Bryant, W.A., 2010, Fault activity map of California: California Geological Survey Geologic Data Map No. 6, map scale 1:750,000.
• Tuttle, M.P., and Sykes, L.R., 1992, Re-Evaluation of Several Large Historic Earthquakes in the Vicinity of the Loma Prieta and Peninsular Segments of the San Andreas Fault, California, Bulletin of the Seismological Society of America.
• Working Group on California Earthquake Probabilities, 2003, Earthquake Probabilities in the San Francisco Bay Region: 2002–2031, U.S. Geol. Survey. Open File Rep. 03- 214 • Working Group on California Earthquake Probabilities (WGCEP), 2013, Uniform California Earthquake Rupture Forecast, Version 3 (UCERF3) – The Time-Independent Model, U.S.
Geological Survey Open-File Report 2013-1165, 97 p., California Geological Survey Special Report 228, and Southern California Earthquake Center Publication 1792, http://pubs.usgs.gov/of/2013/1165/.
FIGURES
SHIELDS REID PARK
RICHMOND, CA
Project Site
Base Map: USGS Richmond & San Quentin, CA 7.5 Min. Quandrangle (2021) 0 2000 4000
(SCALE IN FEET)
Project No. 1130-4A
FIGURE 1
SHIELDS-REID PARK REVITALIZATION
RICHMOND, CALIFORNIA
VICINITY MAP
Date: 9/23/2023
B-4
B-3
B-1
B-2
Kelsey Street
Cherry Street
Chesley Avenue
Alamo Avenue
Play
Area
Restroom
Sculpture Art
Gateway Art
Stage, Shade
Structure Art Wall
EXPLANATION
Location of 2023 A3GEO Boring
Project Site
Proposed Improvement
B-4
0 50 100
(SCALE IN FEET)
Project No. 1130-4A
FIGURE 2
Date: 9/23/2023
SHIELDS-REID PARK REVITALIZATION
RICHMOND, CALIFORNIA
SITE PLAN
Project Site
City
College
Fault
Contact; dashed where
approximately located
Fault; dashed where
approximately located
Strike and dip of bedding
Artificial Fill
Alluvial Fan/Fluvial Deposits
Basin Deposits
Natural Levee Deposits
Older Alluvial Fan/Fluvial
Deposits
EXPLANATION
Qhaf
Qhl
Qpaf
Qhb
af
Base map: Modified from Graymer, USGS MF-2342, 2000.
45 0 2000 4000
(SCALE IN FEET)
Project No. 1130-4A
FIGURE 3
SHIELDS-REID PARK REVITALIZATION
RICHMOND, CALIFORNIA
REGIONAL GEOLOGIC MAP
Date: 9/23/2023
FAULT
ZONE
CARNEROS
FLT.
WEST NAPA FAULT
SO
D
A
C
REEK FLT.
RODGERS CREEK FLT. ZONE
GREE
N
VALLEY FAULT
C
ORDELIA FLT.
VACA
FAULT
BURDELL
MTN. FLT.
BLOOMFIELD
FLT.
AMERICANO CREEK FLT.
TOLAY
FAULT
FAULT
MIDLAND
FAULT
ZONE
HILLS FLT.
DAVIS FAULT
RIO
VISTA
FLT.
HAYWARD FAULT
ZONE
PINOLE
FAULT
FRANKLIN FAULT
CONCORD FAULT
MISSION FAULT
PLEASANTON
FLT.
M ARSH
CREEK
F.
CLAYTON F.
MIDWAY
FAULT
WILLIAMS
FAULT
LAS POSITAS
FLT.
CALAVERAS
FAULT
GREENVILLE FAULT
BLACK
BUTTE
FAULT
VERNALIS FAULT
SAN
JOSE FAULT
PALO ALTO FLT.
STANFORD FAULT
MONTE VISTA
FLT.
PILARCITOS FLT.
CROSLEY
FLT.
SAN JOAQUIN
FL
CREEP
KIRBY
POINT
REYES
SEAL
COVE
FAULT
SAN
ANDREAS
SAN
GREGORIO
FAULT
ZONE
SOLANO
NAPA
YOLO
SONOMA
ALAMEDA
CONTRA COSTA
SAN JOAQUIN
SAN MATEO
SACRAMENTO
SANTA CLARA
SAN
FRANCISCO
MARIN
PACIFIC
OCEAN
SITE LOCATION
0 8 16
(SCALE IN MILES)
Project No. 1130-4A
FIGURE 4
Date: 9/23/2023
SHIELDS-REID PARK REVITALIZATION
RICHMOND, CALIFORNIA
REGIONAL FAULT MAP
EXPLANATION
?
??
?? ?
Historic Holocene Pleistocene
200
11,700
700,000
1,600,000*
4.5 billion
(Age of Earth)
Geologic
Time
Scale
Years
Before
Present
(Approx.)
Fault
Symbol
Recency
of
Movement
DESCRIPTION
Late Quaternary Early Quaternary
Pre-Quaternary Quaternary
Displacement during historic time
(e.g. San Andreas fault 1906).
Includes areas of known fault creep.
Displacement during Holocene time.
Faults showing evidence of
displacement during late Quaternary
time.
Undivided Quaternary faults - most
faults in this category show evidence
of displacement during the last
1,600,000 years; possible exceptions
are faults which displace rocks of
undifferentiated Plio-Pleistocene age.
Faults without recognized Quaternary
displacement or showing evidence of
no displacement during Quaternary
time. Not necessarily inactive.
* Quaternary now recognized as extending to 2.6 Ma (Walker and Geissman, 2009). Quaternary faults in this map were established using the previous 1.6 Ma criterion.
Notes:
1. Base map modified from Jennings W. and Bryant, W.A., Fault Activity Map of California, Version 2.0, California Geological Survey, 2010.
CGS website: https://maps.conservation.ca.gov/cgs/fam/
?
?
?
?
Bar and ball on downthrown side (relative or
apparent).
Arrows along fault indicate relative or apparent
direction of lateral movement.
Arrow on fault indicates direction of dip.
Low angle fault (barbs on upper plate). Fault
surface generally dips less than 45° but locally may
have been subsequently steepened. On offshore
faults, barbs simply indicate a reverse fault
regardless of steepness of dip.
Fault Symbols
Project Site
THIS AREA NOT EVALUATED FOR
LIQUEFACTION OR SEISMIC LANDSLIDES
EXPLANATION
EARTHQUAKE FAULT ZONES
Earthquake Fault Zones
Zone boundaries are delineated by
straight-line segments; the boundaries
define the zone encompassing active
faults that constitute a potential hazard
to structures from surface faulting or
fault creep such that avoidance as
described in Public Resources Code
Section 2621.5(a) would be required.
Base Map: Earthquake Fault Zones and Seismic
Hazard Zone, Richmond Quad., (1982, 2003)
0 2000 4000
(SCALE IN FEET)
Project No. 1130-4A
FIGURE 5
SHIELDS-REID PARK REVITALIZATION
RICHMOND, CALIFORNIA
CGS ZONES OF REQUIRED INVESTIGATION
Date: 9/23/2023
APPENDIX A
Borings Logs
SHIELDS REID PARK
RICHMOND, CA
MAJOR DIVISIONS
COARSE
GRAINED
SOILS:
more than 50%
retained on
No. 200 sieve
FINE
GRAINED
SOILS:
50% or more
passing
No. 200 sieve
SANDS:
more than 50%
passing on
No. 4 sieve
SILTS AND CLAY:
Liquid Limit 50%
or less
COARSE
GRAINED
SOILS:
50% or more of
coarse fraction
on No. 4 sieve
SILTS AND CLAY:
Liquid Limit 50%
or greater
HIGHLY ORGANIC SOILS
CLEAN GRAVELS GRAVELS WITH
SAND
CLEAN
SANDS
SANDS WITH
FINES
UNIFIED SOIL CLASSIFICATION CHART
BOUNDARY CLASSIFICATION AND GRAIN SIZES
SILT OR CLAY
SAND GRAVEL
COBBLES BOULDERS
FINE MEDIUM COARSE FINE COARSE
U.S. Standard
Sieve Sizes
No. 200 No. 40 No. 10 No. 4 3/4" 3" 12"
0.075 mm 0.425 mm 2 mm 3/16"
Modified California (MC)
Sampler (3" O.D.)
Standard Penetration Test:
SPT (2" O.D.)
Grab Sample (GB)
Water Levels
At time of drilling
At end of drilling
After drilling
HQ ROCK CORE (HQ)
Pitcher Tube (PT)
SYMBOLS
ABBREVIATIONS NOTES
Item Meaning
LL Liquid Limit (%) (ASTM D 4318)
PI Plasticity Index (%) (ASTM D 4318)
-200 Passing No. 200 (%) (ASTM D 1140)
TXICU Laboratory consolidated undrained triaxial test of undrained shear strength (psf) (ASTM D 4767)
UC Laboratory unconfined compression test
(ASTM D 2166)
psf/tsf pounds per square foot / tons per square foot
psi pounds per square inch
OD Outside Diameter
RQD Rock-quality designation
1. Stratification lines represent the approximate
boundaries between material types and the transitions
may be gradual.
2. Modified California (MC) blow counts were adjusted by multiplying field blow counts by a factor of 0.63.
3. Recorded blow counts have not been adjusted for
hammer energy.
KEY TO EXPLORATORY BORING LOGS
TYPICAL NAMES
Well graded gravels and gravel-sand mixtures, little
or no fines
Poorly graded gravels and gravel-sand mixtures,
little or no fines
Silty gravels and gravel-sand-silt mixtures
Clayey gravels and gravel-sand-clay mixtures
Well graded sands and gravelly sand, little or no fines Poorly graded sands and gravelly sand, little or no fines Silty sands, sand-silt mixtures
Clayey sands, sand-clay mixtures
Inorganic silts, very fine sands, rock flour, silty or
clayey fine sands
Inorganic clays or low to medium plasticity, gravelly
clays, sandy clays, silty clays, lean clays
Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine
sands or silts, elastic clays
Inorganic clays of high plasticity, fat clays
Organic clays of medium to high plasticity
PT Peat, muck, and other highly organic soils
OH
CH
MH
OL
CL
ML
SM
SP
SW
SC
GC
GM
GP
GW
ShelbyTube (ST)
>4
>4
2.5 3.5
104
101
14 21
10 10
12 MC
1 MC
2 MC
3 MC
4 MC
5 TOP-SOIL (bark, sand, gravel)
FAT CLAY WITH SAND (CH) - dark brown, stiff, moist, medium plasticity, fine sand
- below 5 feet, olive brown
- at 5 feet, very stiff
- at 10 feet, stiff
SANDY LEAN CLAY (CL) - stiff, olive brown, wet, fine to medium grained sand
LEAN CLAY (CL) - olive gray, stiff, moist, medium plasticity, few fine sand
Bottom of borehole at 20.0 feet.
1. Stratification lines represent the approximate boundaries between the material types and the transitions may be gradual.
2. Modified California (MC) blow counts were adjusted by mutiplying field blow counts by a factor of 0.63.
3. Boring location coordinates were estimated using a Google Earth application and should be considered approximate.
4. Ground surface elevations were estimated using a Google Earth application and should be considered approximate.
5. Borehole was backfilled with cement grout upon completion. 78 100
100
100
100
20 27
LL=53, PI=33
Shear Strength = 3075
psf
Gravel = 0%
Sand = 43%
- #200 = 57% POCKET PEN. (tsf) DRY UNIT WT. (pcf) ADJUSTED BLOW COUNTS (N VALUE) SAMPLE TYPE DEPTH (ft) 0 5
10 15
20 GRAPHIC LOG
MATERIAL DESCRIPTION % RECOVERED MOISTURE CONTENT (%)
OTHER LAB
TESTS / NOTES
GROUND ELEVATION 25 ft NAVD88 HOLE SIZE 4-inch
DRILLING CONTRACTOR Clearheart Drilling GROUND WATER LEVELS:
CHECKED BY TPS
DATE STARTED 9/19/23 COMPLETED 9/19/23
AT TIME OF DRILLING 12.5 ft / Elev 12.5 ft
AT END OF DRILLING --- Not measured
NOTES Latitude: 37.953917 ; Longitude: -122.363266 AFTER DRILLING --- Not measured
LOGGED BY DGL
DRILLING METHOD Solid Stem Auger
PAGE 1 OF 1
BORING NUMBER B-1
PROJECT NAME Shields Reid Park Revitalization
PROJECT LOCATION Richmond, CA
CLIENT Placeworks
PROJECT NUMBER 1130-4A
A3GEO STANDARD BH LOG - SOIL ONLY - A3GEO DATA TEMPLATE.GDT - 10/17/23 19:19 - F:\A3GEO PROJECTS\1130 - PLACEWORKS\1130-4A SHIELDS REID PARK REVITALIZATION\4. INVESTIGATION\BORING LOGS GINT\BORELOGS_1130-4A.GPJ A3GEO, Inc
821 Bancroft Way
Berkeley, CA 94710
>4
109
114
11 14
11 12
9 19
MC
1 MC
2 MC
3 MC
MC
4 TOP-SOIL (bark, sand, gravel)
LEAN CLAY (CL) - dark brown, stiff, moist, medium plasticity, few fine sand
- below 4 feet, olive brown
POORLY GRADED GRAVEL WITH CLAY AND SAND (GP-GC) -
brown and black, medium dense, wet, fine gravel
CLAYEY SAND WITH GRAVEL (SC) - olive brown, medium
dense, moist, low plasticity, fine gravel
- at 15 feet, loose
POORLY GRADED SAND WITH CLAY (SP-SC) - gray, medium
dense, wet, coarse-grained sand, few fine gravel
Bottom of borehole at 20.0 feet.
1. Stratification lines represent the approximate boundaries between the material types and the transitions may be gradual.
2. Modified California (MC) blow counts were adjusted by mutiplying field blow counts by a factor of 0.63.
3. Boring location coordinates were estimated using a Google Earth application and should be considered approximate.
4. Ground surface elevations were estimated using topographic maps provided by Placeworks (Shields Reid Survey dated 3-7-23).
5. Borehole was backfilled with cement grout upon completion. 100
100
67 0
67 19
18 22
Shear Strength = 4376
psf
LL=38, PI=24
Gravel = 23%
Sand = 45%
- #200 = 32%
Gravel = 5%
Sand = 84%
- #200 = 11% POCKET PEN. (tsf) DRY UNIT WT. (pcf) ADJUSTED BLOW COUNTS (N VALUE) SAMPLE TYPE DEPTH (ft) 0 5
10 15
20 GRAPHIC LOG
MATERIAL DESCRIPTION % RECOVERED MOISTURE CONTENT (%)
OTHER LAB
TESTS / NOTES
GROUND ELEVATION 24.5 ft NAVD88 HOLE SIZE 4-inch
DRILLING CONTRACTOR Clearheart Drilling GROUND WATER LEVELS:
CHECKED BY TPS
DATE STARTED 9/19/23 COMPLETED 9/19/23
AT TIME OF DRILLING 7.5 ft / Elev 17.0 ft
AT END OF DRILLING --- Not measured
NOTES Latitude: 37.953724 ; Longitude: -122.363125 AFTER DRILLING --- Not measured
LOGGED BY DGL
DRILLING METHOD Solid Stem Auger
PAGE 1 OF 1
BORING NUMBER B-2
PROJECT NAME Shields Reid Park Revitalization
PROJECT LOCATION Richmond, CA
CLIENT Placeworks
PROJECT NUMBER 1130-4A
A3GEO STANDARD BH LOG - SOIL ONLY - A3GEO DATA TEMPLATE.GDT - 10/17/23 19:19 - F:\A3GEO PROJECTS\1130 - PLACEWORKS\1130-4A SHIELDS REID PARK REVITALIZATION\4. INVESTIGATION\BORING LOGS GINT\BORELOGS_1130-4A.GPJ A3GEO, Inc
821 Bancroft Way
Berkeley, CA 94710
3.0 1.5
>4
107
96 11
16 8
13 GB
1 MC
2 MC
3 MC
4 MC
5 TOP-SOIL (grass and dark brown clay)
FAT CLAY (CH) - dark brown, stiff, moist, medium plasticity, few fine sand, few fine gravel
- below 5 feet, olive brown
CLAYEY GRAVEL (GC) - medium dense, brown, wet, fine gravel, few medium-grained sand
SANDY LEAN CLAY (CL) - olive brown, stiff, moist, low plasticity LEAN CLAY (CL) - olive brown, stiff, moist, medium plasticity, few fine sand
Bottom of borehole at 20.0 feet.
1. Stratification lines represent the approximate boundaries between the material types and the transitions may be gradual.
2. Modified California (MC) blow counts were adjusted by mutiplying field blow counts by a factor of 0.63.
3. Boring location coordinates were estimated using a Google Earth application and should be considered approximate.
4. Ground surface elevations were estimated using topographic maps provided by Placeworks (Shields Reid Survey dated 3-7-23).
5. Borehole was backfilled with cement grout upon completion. 100
50 100
100
100
22 29
LL=59, PI=40
Gravel = 0%
Sand = 30%
- #200 = 70% POCKET PEN. (tsf) DRY UNIT WT. (pcf) ADJUSTED BLOW COUNTS (N VALUE) SAMPLE TYPE DEPTH (ft) 0 5
10 15
20 GRAPHIC LOG
MATERIAL DESCRIPTION % RECOVERED MOISTURE CONTENT (%)
OTHER LAB
TESTS / NOTES
GROUND ELEVATION 23.5 ft NAVD88 HOLE SIZE 4-inch
DRILLING CONTRACTOR Clearheart Drilling GROUND WATER LEVELS:
CHECKED BY TPS
DATE STARTED 9/19/23 COMPLETED 9/19/23
AT TIME OF DRILLING 12.0 ft / Elev 11.5 ft
AT END OF DRILLING --- Not measured
NOTES Latitude: 37.954579 ; Longitude: -122.362586 AFTER DRILLING --- Not measured
LOGGED BY DGL
DRILLING METHOD Solid Stem Auger
PAGE 1 OF 1
BORING NUMBER B-3
PROJECT NAME Shields Reid Park Revitalization
PROJECT LOCATION Richmond, CA
CLIENT Placeworks
PROJECT NUMBER 1130-4A
A3GEO STANDARD BH LOG - SOIL ONLY - A3GEO DATA TEMPLATE.GDT - 10/17/23 19:19 - F:\A3GEO PROJECTS\1130 - PLACEWORKS\1130-4A SHIELDS REID PARK REVITALIZATION\4. INVESTIGATION\BORING LOGS GINT\BORELOGS_1130-4A.GPJ A3GEO, Inc
821 Bancroft Way
Berkeley, CA 94710
>4
>4
>4
>4
113
16 13
23 14
13 MC
1 MC
2 MC
3 MC
4 MC
5 TOP-SOIL (bark, grass, gravel)
SANDY LEAN CLAY (CL) - olive brown, very stiff, moist, low plasticity
LEAN CLAY (CL) - olive brown, stiff, moist, low plasticity, few fine sand
SANDY LEAN CLAY WITH GRAVEL (CL) - olive brown with white and reddish brown, very stiff, medium plasticity
LEAN CLAY (CL) - light olive brown, stiff, moist, medium plasticity, few fine sand
CLAYEY SAND (SC) - olive brown and yellowish brown, moist, medium dense
Bottom of borehole at 20.0 feet.
1. Stratification lines represent the approximate boundaries between the material types and the transitions may be gradual.
2. Modified California (MC) blow counts were adjusted by mutiplying field blow counts by a factor of 0.63.
3. Boring location coordinates were estimated using a Google Earth application and should be considered approximate.
4. Ground surface elevations were estimated using topographic maps provided by Placeworks (Shields Reid Survey dated 3-7-23).
5. Borehole was backfilled with cement grout upon completion. 78 100
100
100
100
18 Gravel = 2%
Sand = 31%
- #200 = 67% POCKET PEN. (tsf) DRY UNIT WT. (pcf) ADJUSTED BLOW COUNTS (N VALUE) SAMPLE TYPE DEPTH (ft) 0 5
10 15
20 GRAPHIC LOG
MATERIAL DESCRIPTION % RECOVERED MOISTURE CONTENT (%)
OTHER LAB
TESTS / NOTES
GROUND ELEVATION 24 ft NAVD88 HOLE SIZE 4-inch
DRILLING CONTRACTOR Clearheart Drilling GROUND WATER LEVELS:
CHECKED BY TPS
DATE STARTED 9/19/23 COMPLETED 9/19/23
AT TIME OF DRILLING 14.0 ft / Elev 10.0 ft
AT END OF DRILLING --- Not measured
NOTES Latitude: 37.953553 ; Longitude: -122.363001 AFTER DRILLING --- Not measured
LOGGED BY DGL
DRILLING METHOD Solid Stem Auger
PAGE 1 OF 1
BORING NUMBER B-4
PROJECT NAME Shields Reid Park Revitalization
PROJECT LOCATION Richmond, CA
CLIENT Placeworks
PROJECT NUMBER 1130-4A
A3GEO STANDARD BH LOG - SOIL ONLY - A3GEO DATA TEMPLATE.GDT - 10/17/23 19:19 - F:\A3GEO PROJECTS\1130 - PLACEWORKS\1130-4A SHIELDS REID PARK REVITALIZATION\4. INVESTIGATION\BORING LOGS GINT\BORELOGS_1130-4A.GPJ A3GEO, Inc
821 Bancroft Way
Berkeley, CA 94710
APPENDIX B
Laboratory Test Data
SHIELDS REID PARK
RICHMOND, CA
Liquid Limit
Plastic LimitPlasicity IndexPassing #4 Sieve (%)Passing #40 sieve (%)Passing #200 sieve (%)Maximum Dry Density (pcf)Optimum Moisture (%) B-1 3.2 - 3.7 104 19.9 53 20 33
B-1 16.0 - 16.5 101 26.7 100 94 57
B-2 5.5 - 6.0 109 19.3 38 14 24
B-2 10.5 - 11.0 114 17.7 77 61 32
B-2 18.5 - 19.0 112 21.6 95 45 11
B-3 2.5 - 3.0 59 19 40
B-3 11.0 - 11.5 107 22.3
B-3 15.5 - 16.0 96 28.7 100 97 70
B-4 3.2 - 3.7 98 91 67
B-4 11.0 - 11.5 113 17.5
Results Due By:
9/22/23
Boring #Sample Depth (feet)
Remarks
-200
DL Throw Samples Out On:
Project Name:
Request Date:
Project Number: 1130-4A
Requested By:
Shields Reid Park Revitalization
B. HILLEBRANDT SOILS TESTING, INC.
29 Sugarloaf Terrace, Alamo, CA 94507 - Tel: (510) 409-2816 - Fax: (925) 891-9267 - Email: [email protected] Atterberg Compaction
Pocket Penetrometer (tsf)Torvane (tsf)
LAB RESULTS SUMMARY FORM
Dry Density (pcf)Moisture Content (%)TxUU Shear Strength (psf) Tested By: BH
LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX
0 10
20 30
40 50
60 LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL or OL
CH or OH
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
4 7 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
Project No. Client: Remarks:
Project:
B. HILLEBRANDT SOILS TESTING, INC. +1 510-409-2816
[email protected] Figure
Source of Sample: B-1 Depth: 3.2 - 3.7' Sample Number: S-1 Source of Sample: B-2 Depth: 5.5 - 6.0' Sample Number: S-2 Source of Sample: B-3 Depth: 2.5 - 3.0' Sample Number: S-1 Dark brown sandy fat CLAY 53 20 33 CH
Olive brown sandy lean CLAY 38 14 24 CL
Dark brownish gray fat CLAY 59 19 40 CH
1130-4A A3Geo Shields Reid Park Revitalization
Tested By: BH
B. HILLEBRANDT SOILS TESTING, INC. +1 510-409-2816
[email protected]
Client:
Project:
Project No.: Figure
A3Geo Shields Reid Park Revitalization
1130-4A
SYMBOL SOURCE
SAMPLE DEPTH Material Description USCS NO. (ft.)
SOIL DATA PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm. 100 10 1 0.1 0.01 0.001
% +3" Coarse% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines Clay
0.0 0.0 0.0 1.5 4.3 36.8 57.4
0.0 0.0 22.8 8.2 7.6 29.3 32.1
0.0 0.0 5.4 8.6 41.3 33.8 10.9
0.0 0.0 0.0 0.2 3.3 26.4 70.1
0.0 0.0 2.1 3.4 3.1 24.1 67.3 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
Particle Size Distribution Report
B-1 S-4 16.0 - 16.5' Olive brown sandy CLAY SC
B-2 S-3 10.5 - 11.0' Olive brown clayey SAND with gravel SC B-2 S-4 18.5 - 19.0' Olive brown poorly graded SAND with clay SP-SC B-3 S-4 15.5 - 16.0' Olive brown sandy CLAY CL
B-4 S-1 3.2 - 3.7' Grayish brown sandy CLAY CL
UNCONSOLIDATED UNDRAINED COMPRESSION TEST - ASTM D2850
Client : A3GEO, Inc.
Project : Shields Reid Park Revitalization
Job # : Data Reduction:
Boring # B-1
Sample # : S-2 Dial factor = 1.0 in/unit
Depth (ft) : 6-6.5 Load factor = 1.0 lb/unit
Date tested : 09/27/23
Soil : Grayish brown clay with sand Axial Deviator
Dial Load Strain Stress
Specimen: Total wt. = 880.6 gms Read. Read. (%) (psf)
Ht. = 6.000 in
Ave dia. = 2.380 in -0.002 0.00 0.0
Area = 4.451 sq.in 0.003 9.0 0.07 289.6
Volume = 437.6 c.c. 0.006 9.0 0.12 289.5
Shearing rate = 0.05 inch/min 0.009 9.0 0.17 289.3
Shearing rate = 0.75 %/min 0.012 30.1 0.23 970.5
Gs (assumed) = 2.70 0.019 51.3 0.35 1654.5
0.027 63.7 0.48 2050.8
Test Report: Void ratio= 0.490 0.034 91.8 0.60 2950.9
Ht/Dia ratio = 2.52 0.042 111.8 0.73 3591.9
Moisture = 11.0 % 0.050 130.6 0.86 4190.6
Total density= 125.6 pcf 0.057 149.2 0.99 4779.8
Dry density = 113.1 pcf 0.091 193.1 1.54 6149.9
Saturation= 60.8 % 0.103 182.5 1.75 5801.8
Chamber pressure= 1000 psf 0.133 117.6 2.25 3720.1
Max. deviator stress= 6150 psf 0.163 79.3 2.75 2494.4
Strain @ failure= 1.54 % 0.193 55.3 3.25 1732.2
1130-4A
0 1000
2000
3000
4000
5000
6000
7000
0 2 4 6 8 10 12 14 16 18 20
Deviator stress (psf)
Axial strain (%)
INSPECTION SERVICES, INC. BERKELEY, CA
UNCONSOLIDATED UNDRAINED COMPRESSION TEST - ASTM D2850
Client : A3GEO, Inc.
Project : Shields Reid Park Revitalization
Job # : Data Reduction:
Boring # B-2
Sample # : S-1 Dial factor = 1.0 in/unit
Depth (ft) : 3-3.5 Load factor = 1.0 lb/unit
Date tested : 09/27/23
Soil : Dark grayish brown clay Axial Deviator
Dial Load Strain Stress
Specimen: Total wt. = 827.0 gms Read. Read. (%) (psf)
Ht. = 5.620 in
Ave dia. = 2.380 in -0.002 0.00 0.0
Area = 4.451 sq.in 0.003 11.2 0.08 363.4
Volume = 409.9 c.c. 0.005 11.2 0.12 363.2
Shearing rate = 0.04 inch/min 0.008 11.2 0.18 363.0
Shearing rate = 0.75 %/min 0.011 42.4 0.23 1367.6
Gs (assumed) = 2.70 0.018 69.0 0.35 2223.4
0.026 83.9 0.49 2702.7
Test Report: Void ratio= 0.580 0.032 115.1 0.61 3700.9
Ht/Dia ratio = 2.36 0.039 132.5 0.73 4256.9
Moisture = 18.0 % 0.047 149.5 0.87 4795.1
Total density= 125.9 pcf 0.054 164.3 0.99 5263.9
Dry density = 106.7 pcf 0.074 198.7 1.35 6342.1
Saturation= 84.0 % 0.102 234.8 1.85 7458.1
Chamber pressure= 1000 psf 0.131 259.9 2.36 8210.5
Max. deviator stress= 8752 psf 0.159 274.5 2.86 8626.2
Strain @ failure= 3.37 % 0.187 279.9 3.37 8751.7
0.216 275.5 3.87 8567.9
0.238 265.7 4.28 8227.7
0.267 247.4 4.78 7621.8
0.312 203.9 5.58 6229.5
0.382 142.3 6.83 4289.8
1130-4A
0 1000
2000
3000
4000
5000
6000
7000
8000
9000
10000
0 2 4 6 8 10 12 14 16 18 20
Deviator stress (psf)
Axial strain (%)
INSPECTION SERVICES, INC. BERKELEY, CA
END OF REPORT
SHIELDS REID PARK
RICHMOND, CA
SHIELDS REID PARK IMPROVEMENTS
CITY OF RICHMOND
APPENDIX B.
CITY OF RICHMOND STANDARD DETAILS
-, !. .;
C.IT·Y OF R-ICHMOND STANDARD
.. .. .. j •• ~
PUBLIC WORKS DEPARTMENT
ENGINEERING DIVISION
Copies of this book may be. purchased for $35.00 each.
Send order and remittance to: ·
ENGINEERING SERVICES DEPARTMENT
450 CIVIC CENTER PLAZA BUS: (510) 307-8091
P.O. BOX 4046 FAX: (510) 307-8116
RICHMOND, CA 94804-1630 www.ci.richmond.ca.us
\
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55 SANrTARY SEWER
56 SANITARY SEWER
57 SANITARY SEWER
58 SANITARY SEWER
59 SANITARY SEWER
60 SANITARY SEWER
61 SANITARY SEWER
62 SANITARY SEWER
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CIIY Of RICHMOND SfANPARP PRAWINGS
PlAN NUW9£R
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SANITARY SEWER 1WO COMPARNENT SUUP 10-AA-1962
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ELEVATION
SCALE• 1/2' = 1'-0'
PLAN- scALE• i/2' = 1'-0'
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Al TERNATEa METAL GUARD RAIL. SHALL CONFORM TO SECTION 83, STANDARD SPECIFICATIONS. EITHER 83-1.02A 'METAL
PLATE GUARD RAIL' OR 83-l.Ocn 'METAL BEAM GUARD
RAILING', PROVIDED IT SHALL BE INSi ALLED AT
RECOMMENDED POST SPACINGS.
RUER£HC£So 5-AI\-1148 ~tot Guard ROll.
SEE D'WG. 5-=-AA-1148.
RLVlSlDNS
POSTS 8'x8'x5'-4' S-4S
RED'!JOOD OR PR~SSURE
TREATED DOUGLAS fiR
c, . · <EXCEPT SIGN POST SHALL
L BE". 8'x8'x7'-2') .
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SECTION
SCALE• 1/2' = 1•-o•
GUARD RAIL OR BARRICADE TO
CONFORM TO THE APPLICABLE
PROVISIONS OF SEC. 83 OF
THE STANDARD SPECIFICATIONS
OF THE STATE OF CALIFORNIA.
CITY OF RICBJIOND
DEPARTMENT OF PUBLIC WORKS
DIVISION OF ENCINEERINC
LAMINATED
TIMBER ·GUARD RAIL
AND .BARRICADE
03-GS-92 -
S-AA-1113
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WfAI<£NED PlANE JOI
(See Detail 2) I .... ,,~ -- I 6' I
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! F'OR POSmON AND I t -= =::>
CURB lr elmER z ~~ : trt~E%1'~ ! cum ~ J
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EACH SlO£
=====::> CRETE CURB 1 J=========={ t L---.-~--_---~-----+-c-=-=-=-==.-J=lf>=-==:::II 1-----LL~-----7_.-JJ-----t .- J ~---------i6i··-------~-~ - L. ---1-)- - L ~u.!.. - -1+ - -.J T ° I 'L' ° 'L' I 10- EN<£NED f'VoNE JOI/IIT FOR IoCONOUlHIC POUR, PlACE
2-J/lf'x2~ DOWElS IN SlDEWAU<
SlAB £A!;H SIDE OF CAmi BASIN
lr EXTENO W£AKENED PlANE JOIIflS
TO BACK EDGE Of' SlOEWAlX.
31t1' CHECKERED PlATE
STEEl.. COVER
SECTION A-A
SCALE: J/.f' - l'
c:-====
c=_====
DOWEl,;
(See Deton 3)
2 '4xlf' ANCHORS EACH SIDE.
==~=== 1 r 1 r ='==r-= (See Detail 2)
-I--TI--------.T-'-,F - r - -1-1- - ,- - - '- -1-1- - -, T I I I 2' I J :
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A~~ ------------.J,....~Ei' J ~ (See ~n 3)
P LAN SCAL£: J/4- = l'
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DETAIL 1
LOCATION OF CURB
& GUTTER DOWELS
'"'I -----tlff''-----tl
b dJ
DETAIL 2
RS INLET ANGLE (SEE SID OWG. 6-M-1079) WEAKENED PLANE JOINT DETAIL 3
DOWEL
unloss shawn otherwise on Cenend Pion
SIZE at lOCATION Of' PIPE
AS SHOWN OM CEIfERAl PlAN
NOTES:
1. POsmON OF PIPE lEAVING CATCH BASIN TO BE INDICATED IN PLANS. CATCH BASIN flOOR TO SlOPE TO END OF PIPE.
2. • WHERE TWO PIPES ENTER CATCH BASIN. THE flOOR OF' THE CATCH BASIN SHAlL HAVE A CHANNEL CONNECTING THE PIPES. °
3. RElNf. ' STEa.. fOR C.B'S WALlS SHALL BE 1/2- 012" C.C. BOlH WAYS.
4. All EXPOSED STEEL PARTS TO BE GAlVANIZED AfTER FABRICATION IN ACCORDANCE WITH , AS.T.M. DESIGNATION A-12J. AS AMENDED.
5. CONCRETE SHALl. 8E ClASS A6. PRECAST CATCH BASIN MAY BE USED IN UEU OF CAST-IN-PlACE UNIT UPON APPROVAL OF CfTY ENGINEER.. '
7. MAX DEPTH Of BOX SHALl BE S·-E1' (TOP OF COVER TO flOW UNE) • REFERENCESt CI'/T 0' RlCBJIOND
STANOAAD cONe. CURS, CUTTER lr SIDEWAlK 5-M-10S9
STANDARD CONe. DRIYtWAV' de SCORE UNES 5-M-1067
DEPARTMENT OF PUBLIC' WORKS
STANDARD ClEANOVT FRAME de COVER 6-M-1OS1
STANOARO CURB 1Nl£T ANGL£ 6-M-1079
~ O£PTH '" RElNf STEB.
ADO NOTE 7.
REVISED ' COVER FRANE
ADO HOlE 6.
SlDEWAU< oowas fOR IoCOHOUTlflC POUR
REVISIONS, -
DIVISION OF ENCINEERINC
STANDARD DETAILS
CATCH BASIN
TYPE I
GMO
KMH
tAll
07-15-92
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CURB It
GUTTER
DOWElS
(SEE S(C. 8-8)
W£AICEHED PlAHE JOIHI
(sa DETAIL 1)
A
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( ==~ I I ,FOil_&,
dXitDt OF Pl'((lt fi&-COGAI."'Nt
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PLAN
1/t' - 1'-rJ'
SECTION A-A
1/'L' - 1'-rJ"
8 6'
W£AI<ElED PlAHE JOINT
(SEE OEl'Nl 1)
- - - - ..!!!,EAK_IN ~::3..... - - -
DOW£1. (stE OEI'AIL 2)
SECTION 8-B
1/t' .. 1'-e"
REf"ERENCES•
SfAHOARO QEANOUT f1WIE a: COliER
STAHOARO Cl.IRS INL£1' NfClE
'M'E m StREET INPROVOIEHJ X-sECIIOH
~ ... ,,.. _ _,_ .. _ I-- I t•~ --s .... ~ ---·- IIUIIIIPIDI R£VJS1DNS
DETAIL 1
WEAKENED PLANE JOINT
it~ d
DETAIL 2
DOWEL
vr
QwftR
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t{j1 ...
FRONT REAR
DETAIL 3
SECTION o-o
INLET MARKER
STEEL UST
(DOES NOT INClUD£ REJNF'ORCDt£Nr FOR
C. B.'S OVER 6' IN DEPTH..)
4 - J'-ff' x 1/T o
3 - 4'-UJ" x 1/t' 0
1 - STANDARD CURB INl£T ANGl£
2 - DOWElS - C.B.. S1RUC1URE
6 - 2~ )! 3/ff o CURS a: cunm DQWELS
1 - 2" x 2' STANDARD a..fANOUT FRAME a: CCMR
1 - STANDARD INlET MARKER. COMPLETE
NOTES:
2 vr
j
1 2 vr
1. POSIJJON Of PIPE l.EA'IIING CA'Iat BASIN TO BE INDICATED IN PI.AHS.
CATCH BASIN ROOR TO SUlPE TO END OF PIPE.
2. WHERE 1WO PIPES £Nl'£R CATCH BASIN. lHE FlOOR Of 1HE CAlCH BASIN SHALL HAY£ A aWl&. C0HNEC11NG 1HE PIPES.
J. REINF. STEEL FOR OOCH BASINS OVER V DEEP SIW.I. BE 1/'L'O 0 1 'L' C.C. B01H WAYS. • 4. · AU. EXPOSED stm.. PARTS 10 BE CW..VN'GZED ll'rER FABRICA'IJON IN ACCOROAHCE WIIH A.S.T.M. OESICNA110H A-12.3. AS N.CEN,DED.
5. COHCREIE SHALL BE aASS A.
6-M-1051
6-M-1079
S-M-1085 -
10181
lilA*
aax
CITT OP RJCIDIDND
DEPARTMENT OF PUBLIC WORKS
DIF1310N 0, 8Nf:lliURlJIC
STANDARD DETAILS
CATCH BASIN . lYPE I
FOR TYPE Ill STREETS
111ft
~93
G.H.D. 5-AA-1061 -~- KMH
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Sl ZE 3" PIPE -3"PIPES 3 SQUARE
0' AREA PARKING LOT 2000 4000 4000
DRAINED RESIDENTIAL 5000 10000 6200
1'-rf 2'-4-
,.-
3• PIPE 2-3" PIPES
SUGGESTED ENTRANCE CONST. FOR AREA DRAINAGE
VARIABLE - 2" MIN. FROM
EDGE Of SIDEWALK ----+--""
3"x4"· .. II .. x.. X X 3 X 12
5000 6500 8000 10000 16200 20000
10000 10300 16000 20000 32600 40000
1'-T r·-··--- "S' x'S' - I' -9"
"S'xo - 1'-10" .I SxT- 1'-11.
"S'xlO" - 2'-'l'
"S'·x12" - 2'-4 •
CURS HEIGHTS PERUJTTlNG LARGER PIPES OR DUClS
W.Y BE USED. TRANSIT£ OUCTS If AVAilABLE MAY
3" SQUARE RECTANGUlAR BE USED. CJJY INSPECTORS APPROVAL REQ'D.
NOTE: FOR STEEP HilLY RESIDENTW.. AREAS DMDE RESIDENTlAI... AREA BY 2 AND USE lHIS AREA AS PARKING LOT AREA TO PICK SIZE Of" PIPE OR DUCT. .
VARIES - SEE GENERAL PlANS
TYPICAL "LIMITS OF. UNDERORAIN
BACK EDGE OF SIDEWALK
4" CONC. BOTIOM
DETAIL A
TYPICAL SIDEWALK DRAIN
LONGITUDINAL SECTION TOP OF CURB
StJ OR 2-3"11 NON-METAWC
PIPES, 3"0, 2-S0, USED STEEL PIPE;
So, 3"x4•, S'x'S', 3"xrf'. 3"x/ - 13 GA.
STEEL 1UBES; •S'X1o", ff3"xt2"
18 CA. SHEET UETAL ·DUCTS
WEAKENED PLANE JOINT
#2 REINF. BAR-1 1/'l' 4. WIDTH
FROM fACE OF CURB OR DJA.
N.T.S.
2 LAYERS Of oxb' /#10xf10 MESH,
OFFSET 3" EA. WAY SO WIRES IN EA.
DIRECTION WILl BE "S' C.C.
4. T MIN. CONCRETE THICKNESS
WEAKENED PLANE
JOINT .
<I•
SECTION THRU SIDEWALK pRAIN N.T.~.
NOT£:
REINf. MESH
TO BE J/~ FROU
TOP Of ORNN ~
NO UNDERDRAIN REQUIRED fOR
PAVED AREAS UND£R 601 SO. n.
RUERENCESt
1/'2" RADII-flNJSif OPENING
WlJH EDGING TOOL·
f2 REINf. BAR AT END.
TOP & SIDE CONJINUOUS
GUTTER Fl.OW UNE
SET All. PIPES AND DUCTS · 1/'2" FROM fACE OF CURB.
• CONSTRUCTION NOTE:
DETAIL A
USE 2-2x4's CUT INTO
LONGRUOINAL WEDGES TO
MAINTAIN SHAPE Of 18 GA.
DUCTS DURING CONSTRUCO()N ·
N.T.S. USE WEDGES IN PAIRS. ®
cnT OF RICIIJION1J
DEPARTMENT OF PUBUC WORKS
STANDARD
SIDEWALK UNDERDRAIN
ADDED-AIIIl'l. NOtES Of" N'PI.JCA1IOH OF" CONST. 04-~9J ADDED (NJL A.C. PIP£ .. SAW ~ fiOWJS.
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~ : PAD LIMIT Of IIDRJ< - VARIES
JOINT rJLLER
NOTE: JOINT TO BE PLACED AT
1/3 POINTS OR 15' MAX. SPACING.
-4 BARS
16 BAR~ 13 L - 15' MAX. I /3 L - IS' MAX. I 1/3 L - 15' HAX. · J r.:_ l/2' CL- . END I. LAP s 20"
t
33' T .
m 14 BARS e 24' ~-C I .... :1£
(t: -tt-
~
r ' 1 u 1- 1-
0 z z :a I .... ....
dl u 0 0 ..._ . ""') ., 0 - ...,. w w ... ~ 1u1 ... z z ....
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<t <t ::£ ' I!J J J .... ... , "' Q_ Q_
J (U (t: - ~ ~ :1£ :1£
~ /I 1-) ...,. w w ~ :a ::J". * .., '
LcoNST. JOINT ~EAK. PLANE JOINT VHEN S.V. MONOLITHIC~
...........
w "' ~XlST NG -
>
~ SIDE All<~
........
A
P L A N
SCALE• 1' = s•-o•
VARIES VARIES
VARIES 1 o ·-o· 6' VAR. VAR.
REINf. CDNC.
~ ~· .•: : _. : .. : ·. ·:: _, .. --~ ..
EXIST. SIDE\IALK
1ST. STREET SEC.
R.C. PAD LIMIT or VORK
SECTION A-A
SCALE• t• = 3'-0'
SCHEDULE OF PAD DIMENSIONS
LENGTH J tl te OF' PAD
40' & ao· I 3/4'
~ 7' 10 1/2'
2'
I 3/4'
30' 'to
2'
s· ~ 1/2'
tb = Inches of Aggregate Bnse
for Expnnslon Pressures of
140 psf 1St psf t6e psf 173 psf 185 psf 196 psf
4' 5' 6' 7' a· 9'
135 psf 146 psf 157 psf 168 psf 180 psf 1~1 psf
4' .5' 6' 7' a· 9'
NOTES•
1. tb TO BE DETERMINED
BY THE ENGINEER.
2. EXPANSION PRESSURE
TO BE MEASURED UNDER
NORMAL fiELD CONDITIONS; I.e., 300 psi EXUDATION PRESSURE. 16 BAR
.
m ,T l~ ~6 BARS - I u
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-
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6' CLEA~
.
VAR.
REFERENCES•
~
lt>-~4 BARS BOTH VAYS
~ 1-e 112' CLR •
WEAKENED · PLANE JOINT
H.T.S.
J I EXIST CURB{ & GUTTER
' '-cDNST. J INT
DETAIL - A
NOTES•
SCAL[o t• = 1 •-o•
1. THICKEN All ENDS AND OUTSIDE EDGES AND REINfORCE VITH A 16 BAR AS SHOUN IN DETAIL 'A'.
2. SEE 'PLACEMENT DETAILS' DRAVING fOR .LENGTH AND OTHER DETAILS FOR EACH PAD TO BE ·CDNS·TRUCTED.
3. SEE JOB SPECIFICATIONS FOR DESCRIPTION Or MATERIALS.
4. UHERE CURB~ SIDEVALK ARE MONOLITHIC~ SAV CUT SIDEUAL~ 6' BACK FROM fACE Of CURB. ~
CITT or 1UCJDI(JltD
DEPARTMENT OF PUBLIC WORKS
DIVISION or DICINKEBJNC
STANDARD DETAILS
t-:_.:+..~_t;.a:-:-::i-::R£V= S£:AD =NO=rE""7:ND::- . -:- 4 -----=-l.rlK --I RE I NF OR C ED CONCRETE PAD 3 +-J2-i8 REVISED TITLE L.K
2 6-6-61 EliHIHATE PAVING ND10f
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. rt' UNLESS
OTHERWISE
SPECIFIED
(BOllf ENDS)
6'-Cf
DOWEL
CONST •. JOINT
(OPTIONAL)
. f
WHEN V = 4' OR LESS, f = f)
V = BETWEEN 4' & 8', f = ff'
V = MORE THAN 8', f = 10"
8' -Cf
o + 3'-oLOCATION & SIZE
OF AUXIUARY PIP£(S)
WHEN SHOWN ON GENERAL
PLAN.
6'-Cf
OWEL
'B' BARS
ANCHOR
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l I ...-c:-------;_ !_ ::J ~OCATION & PLAN
-t-_--.- ---=-..=-- .- AS PER GENERAL
PLAN
Umit of Work - 20'-Cf.' + 2f
P LAN
SCALE: 1/~ - 1·-o·
EE OWG. 6-M-1 079
, . :. :.. . .. ··.
OPENING
SECTION 'A-A'
SCALE: 1 /2• = 1 '-Cf
. ... -· ... •·· ... ..
'
. .
. ·.
.
..
. -. .. >
CONSt JOINT
{OPTI NAL}
A
B = f) WHEN OUTLET DIA. IS 24" OR SMALLER.
B = a· WHEN OUTLET DIA. IS lARGER THAN 24"
1• GALVANIZED STEEL
BAR (SEE NOTE 3)
r-r-=---,..__)E~-!~~ffi==-=~=f~~C--- CONST. JOINT
DOWEL
W£tD 1•x1·X1/4•L
TO t' x3/ff F.B.
-1 1/~ WEEP . {bf] HOLES 0 1~ · · c . c . . (J . MIN.) .•.
DOWEL
N.T.S.
MADE FROW 3/~ DEFORUED BAR
TO BE USED WHEN TOP IS POURED
SEPARAT£, ONE AT EACH CORNER.
CONS1RUCJIOH JOINT
(OP_TIOHAl)
SECTION '8-8' ---- SUBGRAOE. OPllONAl
WITH CONTRACTOR SCALE: 1/2- = 1'-Cf
STEEL LIST
•A• BARS, 8 - 4'x1/t' I:J
'8' BARS. 3 - 8'-9"x1/2" liJ
2 - 0+3'-0"xl/2" f!J
4 - D+1'-6'"x1/2" J?J
4 - DOWELS
2 - ANCHORS
1 STANDARD INLET ANGLE
1 - 2'x2' CtfANOUT fRAME
& COVER
STEEL fOR AUXILIARY PIPE(S)
NOTES:
1. ALL RElNfORCING TO BE 1 /Z' 1iJ' BARS.
2. fLOOR Of CATCH BASIN SHALL BE
· SLOPED TO PIPE_
3. 1• · GALVANIZED ST£El BAR TO BE USED
ACROSS OPENING fOR . PROTECTION
WHEN CURB FACE IS 15" OR MORE.
BAR SHAll. BE EMBEDDED s· AT
EACH END.
4. ALL EXPOSED STEEL TO BE GALVANI.ZED
AfTER fABRICAOON IN ACCORDANCE
WITH ASTM . OESJGNAllON A-123.
AS AMENDED.
5. CONCREtE SHAll BE CLASS •A•.
•4 - 0+1'-6") . •2 _ 0+3'-0"} fOR SINGLE PIPE OR PIPE ARCH. •fOR MULllPlE PIPES
NO. Of VERTICAL 1/2"0 BARS = 4 x NO. Of PIPES- -2
LENGTH Of HORIZ. 1/2"0 .BARS = SD/2 + Y-Cf (BEND~ ENOS IF NECESSARY) REFERENCES•
sm. DETAILS, CONC. CURS, GUf1£R, SIDf.WAU< 5-AA-1059
sm. CDNC. DRIVEWAY AND SCORING liN£S 5-M-1067
STO. CLEANOUT FRAME AND COliER 6-M-1051
arr ,, IUt:IDIOND
DEPARTMENT OF PUBLIC WORKS
DWtsiDII , ENf:IN8ZJUNC
STANDARD DETAILS
CATCH BASIN
REVISED CL.£ANOUT FRAME at COVER TYPE ·3
ADO WEEP HOlES-SECT. B-B
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1-•4 EA. SlOE
PIPE OIA. H'·o"
ro-o·
--------~8~·-o~··~OPEM~NG~----------------------~
-STANDARD FRAME a GRATE
(GRATE OMtnED FOR
Cl.ARITY SEE NOTE 2 )
3-1·!{2" DIA.WEEP HOLES
AT 6 CTRS.
( BQ>C STEfL ... ':-RlR CLMrrY
(SEE SECTIONS)
~ ~~ ~ z'-o"
PLAN
3/4" •1'-o"
'_lli:..l------- SHAPE 80T10M TO
FLOW UNE c:F PIPE
SECTION A l/4" • 1'- o"
( '
'"D~CTION OF
WATER AJ:NI
.NOTES:
ems ANGL.E
(SEE' NOTE I)
. I
SHAPE 80TroM 10 /
R.OW LINE OF PIPE
1. • CURB INLET ANGL£." SEE DWG. NO. 6- M-1 079.
2. "STAN~O GRATE & fJW£ SEE DWG. NO. 5-M- 1061.
.J. NO CONCRETE TO BE .PlACED PRIOR TO FORM & STEEL
INSPECTION BY an' ENGINEER.
4. CONCRETE SHAlL BE ClASS. A.
5. AU. RfJHfORCElffHT SJW..L BE #4 D£FORtdED BARS
CONfORMING TO~ A-15 OR .A--408.
6. t.tAX.. WAll. 1l-ltCKN£SS SHAll 8£ 1 cf If' POURED
AGAINST NAlURAL GROUND.
7. All EXP0S£D Sf~ TO BE GALVANIZED IN ACCORDANCE
WITH ASTM A-123..
®
Cl1T liT /UICIIJIOND
DEPARTMENT OF PUBLIC WORKS
Dll'lS/ON OT DICINEEIWIC
STANDARD
CATCH BASIN lYPE 3G
X
0 Ill
0 x .
•
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1:
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1:,
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CURB .t GUTTER
oowns
(SEE SEC.. B-B)·
WfAI<EHED PlANE JOIIorl
(SEE DETAil t)
A
17'
--
~-" I I
IFORPOSIJDfa:l
tW- OF PP£(~ paCD~EM.. ~
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1 I
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4" IWliUS I I
I I "'l
'(., .. ~: . .
'ID JL~---:)~\, _j
-'--++- I ~ 1--r ~ -:.:tt:- r I ti
6'
WEN<£H£0 PLANE JOIIorl
(SEE DETAIL I)
B
:::::=+t====#=
. r II . T . II rr. ~ ~
PLAN
1/t" = 1'-0"
3/11' CHECK£RED PlAT!
STm COVER
CONSTRUCllOH .IOIIorT _.-f"1rfft-...:::...::::..::~:::_~~ (OPTIONAL) • oowa
(Sff DETAIL 2)
CONSTRUCOON JOINT
(OPDONAL)
~ ~,. .
..
SECTION A-A
1/t' .. 1'-0"
: II N ~~ II :
l II l
L __ u u __ J
II II
4'
5'
A
CURB IHLD ANGt£
'(SE'E SJ'D. DWG. 6-M-1079)
1'"--t
DOW£1 (SEE DEJAIL 2)
SECTION 8-8
1/£ = 1'-0"
STAHONID QDHOUT fRAME .t COVER
STAHQARD CURB INI.D NICI..£
'hP£ II STREET IWPRO\IEIIfHT X-SECJIO!f
~ t-17-
_.._.._ .. _ I >1-&J --5 ' &-'1'-01 _.,_,_ .. IIIIJ'[ 1U£1111'1DI
REVISIONS
DETAIL 1
WEAKENED PLANE JOINT
~ t•of t1
DETAIL 2
· DOWEL
SECTION a-a
STEEL UST
;.
FRONT REAR
DETAIL 3
INLET MARKER
(DOES NOT INClUDE REINFORCEMENT FOR
c.a•s OVER 6" IN DEPllt.}
4 - J'-ft' X 1/t' 0
3 - 4'-111' X 1/t' 0
1 - STANDARD CURB INlET ANGLE
2 - DOWELS - CA STRUC1URE
6 - 2/(' X 3/1!' 0 CURB & GUTTER DQWELS
1 - 2' x 2' STANDARD ClfANOUT FRAME & COliER
1 - STANOARQ INl£T LtARI<ER. COMPLETE
NOTES:
2 t;r
j
l
2 1/t'
1. POSmoH OF PIPE lfAVINC CATCH BASIN TO BE INDICATED IN PI.AHS.
CATCH BASIN flOOR TO SLOPE TO END Of PIPE.
2. WHERE TWO PIPES ENJm CATCH BASIN, THE FtOOR OF THE CIITCH 9AS1N SHALL HAVE A CHANHEL. CONNEC11NG THE PI>ES.
3. REJNF. STEEl FOR CATCH BASINS OVER tr D£EP SJWl. BE 1/t'O 0 1 t' C.C. BOIH WAYS. · 4. · AU. EXPOSED Sl£El PARTS TO BE G.tl.VANIZEO AflER FABRICA110N IN . ACCORONICE WJlH A.S.T.M.. DESIGNA110N A-123, /IS AMENDED.
5. CONCRETE SHALL BE ClASS A.
6- M-1051
6-M-1a79
5-M-1085
..,. .. ~
IIMW
oax
. ClTT OF R/CIDIOND
DEPA_RTMENT OF PUBLIC WORKS
DIVISION OF ENCINEERINC
STANDARD DETAILS
CATCH BASIN .lYPE 1
FOR TYPE Ill STREETS
G.H.D.
KMH
•• 04-2D-93
.-wc..-
5-AA-1061
r
"1·1 - .. l
1-i· .. · . . ;
. If_
I • \
:1 :( ~ ~ :.
:: 1-• :('·': !
I • '
.• 1. .,,l
,. _
DETAIL A
® ®
*NELSON" STUD OR" ANCHOR
OPTlONAL IN PLACE Df" ITEM 4. INSTALL 2 EACH SIDE, 8 TOTAL.
UD •• X DR •• EQUAL ~,LroN L!~ STL .
I
6' .
•pETAIL B
DRILL L TAP fOR 3/S'-16 N.C . THD 2 PLACES
3/B'
I
I
I
I
I -..,.
' C') ' ..,.
ru ru I (\J
I
I
I _j,..._
..... __J
<< 1-Z
wo
~-1- WQ.
wo
cnv
NOTES•
1 . TOLERANCES •
A> All VELDHENT I ! 1/16'.
B> All TAPPED HOLES± 1/64'.
2. GALVANIZE FRAME 7 COVER
ArtER F"ABRJCATlON IN ACCORDANCE VllH ASTH A-123 .
GD 3/8' CHECKERED Sll PL.
-..,.
' C')
..,.
(\J
1-----12 3/B''----l
GRIND TOP FLUSH
TYP 4 PL'S
~-------------~4 3/4''----------------~
~------~--------24''---------------~
3/8' CLEARANCE ALL AROUND
2' HINI~Hr------1ic~~:;~~~~~~~~~~~~~.w ·CLEARANCE
FRAME
SCALE• 2' = 1'-0'
ITEM
1 2
3 4
s
6 •7
MATERIAL
DESCRIPTION
liAR 2' x·J/8' x24'
BA~ 2' X 3/8' X 24 3/4'
ANGLE l' X 1' X 1/4' X 24'
ROD 1/2' B ~ 14'
3/8' CI-ECKER[]) STL Pl 23 3/4'x23 3/4'
F"LT HD SCRV 3/8-1~ NC x ~/4'
_ROD l/2'B x 8 OR 1/2'x4' NElsON STUD
23 3/4'
7/16' DRILL THRU
& C'SNK FOR ITEM
@ 3/8'-16NC nr
HD SCR\1.
MAT'l
HR Slt
.
.
.
.
BRASS
STL
1/2'
. ..,.
'
C')
C')
(\J
tii.REQ
2 2
4 -4
1 2
9 COVER
SCALE• 2' = 1 '-0'
Clf'T or lUCIDIOND
DEPARTJ{ENT O.F PUBUC WORKS. ·
DIF/SION or ZNCINEEBINC
STANDARD CLEANOUT
FRAME -& COVER
06-22-92 -·
·:
r.
I . .
-- : ' .
:."ll; • ' I
~11~ .. ;
:·I·P
• t ., :
,:1 :
:,l.i . . I
. ~ ];.: .. ·
-~l
~,-r ;-. )
. ,.! ~ - :-,,,I
L . , 1
,.,_: . >.:I s . ,. v : i~
.. , : .
1 -
,.:
I>
,.~
- j ,,; ' I
. ;i '·
. I ''! •'
,.:.
'::.
j _'-coNCRETE . r CURB,-
1 / J
' /
~-l ___ J ___ J~ ___ L ___ ~ __ J_J -;-,--,--~--r- r-rt .... : · ~ ,4xr< o B"r.c._ T---..1 : ~ 1 I I 1/4., PLATE'l I I I
1•0 BAR_/
"'--,., ... ~: 1 .I
A<
PlAN
SCALE: f -1'-o"
,.,. 2'-1/2• DRILL & TAP FOR 3/8" BRASS SCREWS,
2 1/2'"0 x 1/ 4• STEEL TUBE
REMOVABLE STRUT""'
/
~~~ 3/16V
8-8
SCAL£: ,-=0'-6"
(COVER NOT SHOWN)
NOTE:
COVERS MADE FROM 3/8.
CHECKERED STEEL PU.TE2 REQUIRED. SEE DRWG.
6-AA-1051 .
3-,/-16'T"7"' V--o'"\ 2'-o" r3/8" v16 N.C. THREAD
"\ _.....-lWO 3/8" COUNTER SUNK BRAS;lscREW~ / f 4x14• 0 8" c.c .. (ONE SIDE) . \. . • , _.-CURB INLET ANGt.E.
·- : .'A.\ / ~ t 4 ·· · ·y . · ~ .· 4 -. ~ SEE DWG. 6-M-1079 .
STANDARD
CLEANOUT COVER
_, • l/8VCONT.:( 1•d"xl/4"LJ _7 . . . . . > . "~ "
·""-. ~ . (4 SIDES) 3/16V2".:..6" ./ ~ . 4 · 'l: '/' .
.· ~- ~ .· ! : . ~ ~ 1/4.x4 1/2". STEEL PLATE (4 SIDES) f4x4'-1o"_/ . . ~ #4x~ 0 8" c.c. (3 SIDES)
' A
. Y4
NOTE: SEE DRWG. NO. 6~M-1 032 FOR STD. DETAILS
OF lYPE 1 CATCH BASIN.
SECTION A-A
SCALE: 1"=o·-6'"
(COVER NOT .SHOWN)
NOTE: USE THIS FRAME & COVER WHEN INLET OR JUNCOON BOX IS tESS THAN 4' -rf' IN DEPTH.
. ., 41~ ..
. ·4
:.,
-'lr .
.HQIE; AU STEEl. PARTS TO BE GALVANIZED
AFTER FABRICATION IN ACCORDANCE
WITH ASnl DESIGNA110N A-123.
AS AMENDED.
®
CITY or JliCIDIOND
DEPARTMENT OF PUBLIC WORKS
DIVISION or ENr:IN8/UUNt
STANDARD
DOUBLE CLEANOUT
FRAME AND COVER
I ·;
~· .,
' I '
'l ·t I I
.1:{·:· . . '' ..
liP .,
[
':f.
'' . . '
1·1
:. I l • •
1·L
' J
l'r.I - ,J
'~{:
It ' ..
~:
1:1
I·
i1
I I
I I
lol
1~1
I~ I. ~~I II/) I ,~,
1 I~ I . 131
I I
VARIABLE
(~' TYPICAL)
J I I
I I WJ I J."• ·--.:.:·.··--;·:<·i·.··.··.-·.--:::\ C_''f~ SLOPE27. ~~ r • · · ~- ·· ... :-.:-ry--.,·:::-10...__ ••••• · •• ~ /L PLANT UllC SURF'ACING (2" MINIMUM)•
AGGREGATE BASE (6" MINIMUM)•
J l SLQPf 22! _
0 • '·· .. 1- I ~: .... ·:'· . ·"-~ ..
ffi I I
~ I I
ILII
I I ~ I ;g~co/r~~~1~N L - - - J OWG. #4-AA-1007.
)
I 8' lYPICAl
TYPICAL MONOLITHIC
CURB. GUlTER & SIDEWALK
SCALE: 3/ff' = 1' ...,()"
VARIABLE
•THESE ARE MINIMUM AlLOWABLE. DIMENSIONS. ACTUAL 'tHICKNESS OF SUB-BAS£, BASE, AND SURFACING SHAll BE IN ACCORDANCE WITH 11-IE CALTRANS
HIGHWAY DESIGN MANUAL
NOTE: .
FOR D£TAilS OF CURB, GUTTER &c SJO£WALK
SEE DWC. fS-M-1059.
REFERENc£S•
· DWG. NOS. M-1007 k 5-M-1-59 ORO. NO. 1478
l tO:+« M1x ThiCkness S/W . Width, Note .
r9
I I
I I
I I
Ia I 1~1
1~1
1~1 2" I{/) I
i~l
I !i.l
IQ I
I_JI
I I
I I
VARIABlE
(4'-6" TYPICAl)
I I
I 1' .·:'······ ·.:-·.·:. · :.· :.'·.·: >.· ;;. :·:. ~
I I ~
I I ~
I I ~ I I ~
: ~ CONC. FOUNDATION I
L ___ J OWG. #4-M-1007. I I FOR DETAILS SEE I
VARIABt.E
TYPICAL CURB.
GUTIER & SIDEWALK
SCAlE: J/f!' = 1'-0"
@
cnT OF /UCilJIOND
DEPARTMENT OF PUBLIC WORKS
DIVISJON OT EiiCJNEKRINC
STREET IMPROVEMENT
TYPICAL
CROSS SECTION
(i
l
·i
I . • . . . ;
l·t... :
-1\j
- '
. '
., ...
..
,~
1:
1:~ ... ~
1::
I~,. !
1:
..
wi~:========P==================h=================g===:~:,==,===================~'=================~~~ ~·r-----<=---,-----t-, ~-____;:.!.___ __ +,--....li....------f-------1/2 ·-------11 1-~~- / . TREATE~ SHOULDER ~ORTLANO ~~Mm~ CONCRETE . £PLANT HIXED SURfACING <1 V2' MIN.> I~ . 1'-6' 2'-6·. . LAGGREGA_ TE BASE (6' HIH.> f!}t--- -6-:!-----4-- ~1 ~ O..f 67.~ . /""T~R=2-4' N' -2".1. ~ ~o...-f'"~- ·w· "'""" ....... " '''""~ ~~ ~ · · o.~ ~z
L n'!Oo :!'N'l. •·. •. 4• . . - n...o 0 On o 0 • ~~---,-- .. --r-·.:·:t::-··J_:•- / ~ ~ 0 • o-. 1· AG6REGAT< BAS[ (4' HJN.) --.' , , , • • ' ':· •• ,. -~ • • I AGGREGATE BASE (3' MIN.> 1----!-
CLASS B ..,..
· .STREET
r w p
MINOR 50' 22' . 5'
COLLECTOR 60' 24' 9'
TYPICAL . HALF S-ECTION
SYMMETRICAL ABOUT CENTER LINE
SCALE• l/2' = 1'-0'
TVPE ·lii
DIMENSIONS
h s 9 REFERENCES.·
5' - 4' Drdln11nce No. 1478
5' - 4'
@)
CJTT or RICIIJI(JND
DEPARTMENT OF PUBLIC WORKS
DIVISlON or Ellf:INEERINC
CLASS B - TYPE III
STREET IMPROVEMENT
TYPICAL CROSS SECTION
(
VARIES
(5' MIN.)
PLANTER STRIP
BACKFILL WITH
CLEAN NATIVE SOIL
VARIES
6"
DETACHED SIDEWALK WITH
TYPE •A• CURB AND GOnER
N.T.S.
VARIES
( 4.5' MIN.) 2'-6"
6"
2'-6"
1"
1'.
18"
3" MIN CL II AB J
SEE NOTE 14 SEE NOTE 10
MONOLITHIC SIDEWALK WITH
TYPE •A• CURB AND GOnER
N.T.S.
CITY OF RICHMOND ENGINEERING SERVICES DEPARTMENT
SfANDARD PLAN
APPROVED BY:
/
ED~~~R SIDEWALK, CURB AND GUTTER
DATE: SEPTEMBER 2010 DRAWN: CHECK: SHEET NO.
~----------------~ REVISED: GAR EK 1 OF 5
DRAWING NO.
ST-1A
6"1-t , .. 6"
18"
FULL STREET SECTION
6" MIN CL II AB J SEE NOTE 10
TYPE •c• CURB
N.T.S.
18"
1"
6" MIN CL II AB T
SEE NOTE 10
TYPE •o• CURB AND SPILL GUTTER
N.T.S.
~ CROSS SLOPE TO MATCH
\OJ ADJACENT PAVEMENT SLOPE
\
CITY OF RICHMOND ENGINEERING SERVICES DEPARTMENT
STANDARD PlAN
APPROVED BY:
ED~CrrvENGINEER ~~ CURB AND GOnER DETAILS
DATE: SEPTEMBER 2010 DRAWN: CHECK: SHEET NO.
~----~----------~ REVISED: GAR EK 2 OF 5
DRAWING NO.
ST-18
(/)
w
0::
""'-Ex.
~ DRIVEWAY"'\.
12'-20' ~ r RETAINING CURB
r-rt---------h (IF NECESSARY)
"""'-DRIVEWAY
CONFORM~
o<
-
\ SID-EWALK ~
---R/W ·'t &'eX~ r-:::E
z
~
--R/W-- -
8.3r 8a~3~ "'--WEAK~ED Ill~ MA ' PLANE JOINT
/ I
WEAKENED_/ 6' MINV ~ 12" BORDER WITH J
PLANE JOINT · 1/4" GROOVES_/
DEPRESSED CURB APPROX. J/4" O.C.
6" MIN
CL II AB
•
AND GUTTER
D/W CONFORM
10% MAX
---
PLAN
N.T.S.
EXIST. STREET PAVMENT
DEPRESSED C&G
T
S/W (5' MIN)
2% MAX
-- SEE NOTE 5 FOR DOWELS.
REQUIRED IF CURB, GUTTER,
AND ORIVEWA Y ARE NOT
PLACED MONOLITHICALLY
CITY OF RICHMOND ENGINEERING SERVICES DEPARTMENT
STANDARD PlAN
APPROVED BY: L
~~ CITY ENGINEER
CONCRETE DRIVEWAY WITH
SIDEWALK WIDTH LESS THAN 9 FEET
DATE: SEPTEMBER 2010 DRAWN:
~~~-:--~~~~----~ GAR
SHEET NO.
3 a: 5
DRAWNGNO.
ST-1C
DETACHED
SIDEWALK cr ~EX. DRIVEWAY~
MONOLITHIC
SIDEWALK
RETAINING CURB
(IF NECESSARY)
R/W. BACK OF WALK
\__DRIVEWAY
CONFORM~ R/W, BACK OF WALK
12'-20'
z
5i ~ ~ z
':.t 5i
WEAKENED • ·m
PLANTER PLANE
WEAKENED
PLANE JOINT
STRIP JOINT
C&G
WEAKEND PLANE JQINT
TO FACE OF CURB
6" PCC
S/W (4' MIN)
2% MAX b
PLAN
N.T.S.
EXIST. STREET PAYMENT
DEPRESSED C&G
RAMP (5' MIN)
10% MAX
- SEE NOTE 5 FOR DOWELS.
REQUIRED IF CURB, GUTTER, AND
DRIVEWAY ARE NOT PLACED
MONOLITHICALLY AC CONFORM
SEE NOTE 10
@,__-=S=E~.::;.,:.J:.;.:.!~=N=---
CITY OF RICHMOND ENGINEERING SERVICES DEPARTMENT
STANDARD PlAN
~OA;_,;;JE~:~......;:SEPTEMB;;..;,;;;;,;,;;;;;;,ER;.;;20;.;,;10;...... __ --I DRAWN:
REVISED: GAR
CONCRETE DRIVEWAY WITH
SIDEWALK WIDTH
GREATER THAN 9 FEET
SHEET NO.
4 OF 5
DRAWING NO.
ST-10
NOTES:
1. All CONCRETE SHALL BE MINOR CONCRETE IN CONFORMANCE WITH SECTION 90 OF THE CALTRANS STANDARD SPEOFICATIONS.
2. CURB, GUTTER, SIDEWALK, AND DRIVEWAY CONSTRUCTION SHALL BE IN CONFORMANCE WITH SECTION 73 Of THE CALTRANS STANDARD SPECIFICATIONS.
3. WEAKENED PLANE JOINTS SHALL BE CONSTRUCTED TO A DEPTH Of ONE (1) INCH WITH A SCORING TOOL, WHICH WILL LEAVE THE CORNERS ROUNDED 'MlH ~" RADIUS. WEAKENED PLANE JOINTS SPACING SHALL NOT EXCEED 20 FEET UNLESS OTHERWISE DIRECTED BY THE CITY ENGINEER. SAW CUT SCORES WILL t:iQl BE ACCEPTED.
4. SCORE MARKS SHALL CONFORM TO EXISTING ADJACENT PATTERNS, OR SHALL BE PLACED AS DIRECTED BY THE CITY ENGINEER. SCORE MARKS, EXPANSION JOINTS, AND WEAKENED PLANE JOINTS SHALL BE STRAIGHT AND TRUE.
5. 'M-IERE NEW CONCRETE SHALL, BE PLACED AGAINST EXISTING CONCRETE AND AT CONSTRUCTI&N (COLD) JOINTS IN NEW CONCRETE, THE TWO SHALL BE JOINED WITH DOWELS OF CLEAN AND DEFORMED #3 X 12" EPOXY BARS @ 24" O.C., OR AS DIRECTED BY THE CITY ENGINEER. All HOLES SHALL BE DRILLED INTO THE EXISTING CONCRETE WITH 6" EMBEDMENT. NO NEW CONCRETE SHALL BE PLACED AGAINST DEFECTIVE CONCRETE.
6. All EDGES SHALL BE TOOLED WITH A .)S" RADIUS EDGER.
7. SIDEWALKS AND DRIVEWAYS SHALL RECEIVE A MEDIUM BROOM FINISH AND SHALL BE BROOMED TRANSVERSELY TO THE LINE OF PEDESTRIAN TRAFFIC. CURB & GUTTER AND VALLEY GUTTERS
SHALL RECEIVE A LIGHT BRUSH FINISH WITH BRUSH STROKES PARALLEL TO THE LINE OF THE CURB OR GUTTER.
8. PIGMENTED SEALING COMPOUND SHALL BE USED FOR CURING CONCRETE.
9. All CONCRETE (EXCEPT MEDIAN CURBS AND TRAFFIC ISLANDS) SHALL BE COLORED BY ADDING TWO (2) POUNDS OF BEST QUALITY LAMPBLACK EQUIVALENT TO EACH CUBIC YARD Of CONCRETE.
10. SAW CUT AND REMOVE EXISTING PAVEMENT 18" OR AT THE DIRECTION OF THE ENGINEER FROM THE UP OF GUTTER AND REPLACE WITH A MINIMUM OF 6" OR EXISTING FULL STREET SECTION OF HOT MIX ASPHALT, WHICHEVER IS GREATER.
11. REFER TO THE CITY OF RICHMOND MUNICIPAL CODE 1236.161 REGARDING ALLOWABLE TREATMENTS BETWEEN THE BACK OF CURB AND THE SIDEWALK.
12. EXPANSION JOINTS SHALL BE THE BITUMINOUS FIBER TYPE • .)S" IN THICKNESS, IN ONE PRE-MOLDED PIECE. EXPANSION JOINTS SHALL BE FILLED WITH )f THICK PRE-MOLDED JOINT FILLER CONFORMING TO SECTION 73 OF CALTRANS STANDARD SPECIFICATIONS. EXPANSION JOINTS SHALL BE SPACED A MAXIMUM OF 50' APART AND SHALL BE CAST INTO FRESH CONCRETE. "CUT-IN" EXPANSION JOINTS WILL NOT BE ACCEPTED.
13. CLASS II AGGREGATE BASE SHALL CONFORM TO SECTION 26 Of THE CALTRANS STANDARD SPECIFICATIONS.
14. MINIMUM CLASS II AGGREGATE BASE SHALL BE PLACED WHERE REQUIRED BY SOIL CONDITIONS AS DIRECTED BY CITY ENGINEER.
CITY OF RICHMOND ENGINEERING SERVICES DEPARTMENT
STANDARD PLAN
APPROVED BY:
EDRIC ~~ KWANCrrv ENGINEER
~OA.;.;.JE;..;,;:_......;S~EPT...;EM.;.;.BER-.,;.;201~0 ---.....f DRAWN:
R~~: GAR
NOTES FOR SIDEWALK,
CURB I GUTTER
AND DRIVEWAY
SHEET NO.
5 OF 5
DRAWING NO.
ST-1E
1 .•
·'.!
.. . ... l -"
.1·1. l . I
-
.-1: I .
. . 'j '
•· .. .. I .
5/16" x 7 .1/4" BENT PLATE
TO B£ SHAPED AS SHOWN.
GALVANIZE ArTER FABRICATING
(SEE NOTE 1 B~OW).----....
.<J
A • • • LS
TOP OF EXTENDED CURB
ROUND OFF
CORNER TO 1 /E!' R.
I
. . . . . . .. . . . . Ll ..
. . . . . · ..
. . . . . .
- .
. L . . . - -. . . . . . . . ;
. . . • . <1
. <!
' .<1
- Ll -
-. : ·.· ; . .... . . ~;) . . - - . .. -.. . .. . .
. <J . ·
. - . . . .
--
.WAll OF cATCH -BASIN
. <i .
TOP OF CATCH BASIN
t
.- .---- :_ ·>:. ·_ ·.·_. -~ : -~ • - .. • ..... ~- •• "# . , "Jl -~ ~: · . . · ~ .. - .
<r . - : ' : . . . ~. :<1 .
NOTE 1;
GALVANIZE AFTER FABRICATION IN ACCORDANCE WITH ASTM DESIGNATION A-123 • SCAlE: 1" = 2 ..
REFERENCES• CI7T DP IUCHJIDND
DEPARTMENT OF PUBLIC WORKS
DIFI$/ON OY ENCINEERINC
STANDARD DETAIL .
CURB INLET ANGLE
2 5-67 Colv. note re-iscd
1 5-67 Omitted end bevel on It
REVISltm - otl'or KMH
.1:r:
:1· ·r: . I
.. .
. . i
1 '1
.. ,'l
0 X 'f) X
Mesh
Notu'rol Ground or Firmly Compacted Material
w.s.
. .
SUPERELEVATED SECTION
USE ON OUTSIDE OF CURVES
WHERE DIRECTED BY CllY ENGINEER
Natural Ground or Firmly Compacted Mqterial
·w·
w.s.
~ 0
-
r
z
w
0 a:
w
0..
~
w
0..
0 _J
(J)
lip on Uphill Side
x o x 10 Ga. Mesh
C.C. County 8-58
1t' Min.
NORMAL SECTION
SCALE: 1 1/t" = 1' -0"
REVISIONS
3 2
.8
.6
_5
·"'·
.3
.2
QUANTITY IN C. F .S. ( Q)
em DF RICJDIOND
DEPARTMENT OF PUBLIC WORKS
DIVISioll OF ENCIRERINC
STANDARD
P .C. C. LINED 'V' DITCH
-
. i 11
- . . . r
1 ..
r . .-
·1r . . J
, r , I~ .\..
.
NlJTEr
A
~
(
-
0 ·--
DD\INSTREAM CHANNEL TO BE BUJL T UP \liTH RIP-RAP TD
CDNF'DRM \o/ITH END DIMENSIONS Of DlSSIPATDR.
6' B
6'
SECTION A-A
'2' ct.
!I .....-
II
t
II
- II I
'2' ·ct.
6' tPLAN
:
I
I
I
I
I
I
I
I
I
I
I
1--
en j
1-
I
I
I
I
I
I
' I
!
I
!
DESIGN PROCEDURE
1. DETERMINE HAXIHUH r.LDV CONDITIONS EXPECTED AT Cut. VERT OUTFALL • &~ w 2. DETERMINE h2 IN fT. -BY f'CILLD\IING_ EQUATIDNa h;?=0.08dt V
3. DETERMINE hJ AS F'DLL-0\IS• h1=0.Sh2. 4. DETERMINE LA IN fT. AS F'DLLD\IS: LA=3.5h 2•
5. DETERMINE LB IN FT. AS flll..,LD\IS• LB=l.6LA.
6. DETERMINE· H JN F'T. AS f'DLLD\IS: H=1+2Jh2; DR H=l.5D. \IHICHEVER IS LARGER •
7. DETERMINE h AS f'DLLD\o/Sa h =0.07D •
8. STEEL RElNFORClNG ~L BE DESIGNED IN ACCORDANCE \liTH GOOD ENGJN£ERlNG PRACTICE. ,_ ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' =----~--= --- --- ' . hs ~---------------
END ELEVA TIDN
SECTION B-B
REFERENCES• UNJV. OF' CALIF. l.£.R. REPORT SOlES
ES $795.
REVISIONS
-
NOTATION
D - INSIDE DIAMETER OF CULVERT
IN FEET.
d1 - DEPTH OF FLD\1 IN CULVERT
AT DliTJ"ALL IN FEET.
d
2 - DEPTH OF UNIFORM f'LDV
_.IN
DO\INSTREAM CHANNEL IN FT.
hj- HEIGHT OF INTERMEDIATE
BAF"nE IN FEET.
h2- HEIGHT .OF FINAL BAf'HE
IN f'EET.
hs- HEIGHT Of STILLING BASIN
SILL IN FEET.
LA- LE~ OF ~PPRDACH
BASIN IN FEET.
L
8 - LENGTH OF STILLING BASIN
IN f'EET.
V - VELOCITY Of f'LD\ol lN CULVERT AT DUTF"ALL IN
f1./SEC.
H - VERTICAL HEIGHT OF SIDEVALLS ABOVE BASIN flOOR
IN. FEET.
t:ITY or RICHMOND
DEPARTMENT OF PUBLIC WORKS
DIVISION 01' E!iCINEBR/Nt:
STANDARD ENERGY DISSIPATDR
FOR
STORM CULVERT OUTFALL
_ ..___ -_-I __
FRONT ELEV. DOUBLE HEADWALL FRONT ELEV. ·SINGLE HEADWALL SECTION 'A' FRONT ELEV. 'L' HEADWALL SECTION '8'
NOTE:
1 . Concrete shall be Closs A.
2. Wingwolls shalf l>e constructed where required.
Oia.
l/2
Steel Cone.
of l Lbs. C.Y.
Pipe
0 Single Double 't• Single Double Single Double
12" 4·-o- 6·-o· 2'-0" 17 26 0.44 0.65
15. 5'-{f 7'-o· ·2·-6" 20 30 0.58 0.78
18" 5'-6" 8'-{f 2'-!f 22 34 0.66 0.93
24'" 7'-6" 1 0' ..:_6" 3'-!f 29 43 0.98 1.33
3C1' 9'-fi' 12'-9. 4'-6" 35 51 1.27 1.73
30' 10'-6" 15'-o· 5'-S 40 59 1.60 2.17
42. 12'-0" 17'-S 6'~ff 46 67 1.96 2.67
48'" 14·-o· 20'-ff 7'-ff 52 77 2.43 3.27
54. 15'-0' 22'-3'" 7'-!f 57 85 2.85 3.84
Note: Where D>54" use standard wingwoll design
'l' wall quantities ore variable
Quantities ore based on the use of C.M.P.
@·
C1TT Dr RICllJIOND
DEPARTMENT . OF PUBUC WORKS
STANDARD DETAILS
PIPE CULVERT
HEADWALLS
A
L c::::
PLAN. SCALE• 31'4 ... l'-0"
SE.CTIDN A
SCAt.£• 3/4• "' J' -G"
,. 2'-IY 6'
6'-IY KIN.
C1RNIS1Tllll0
~ I I ! I
--- -L~ I..-
;.' ...:..--1-- \ . ~:QI. r 3' RADIUS
<GRA STANDARD T'E lllllllDI f'RAHE fliR .. GRATE~
Cl.NUTY $AI([. SEE IIIJT£ J) I I
I I
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I I I
I I I
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---r--- A ..... ,'
7- ~ _'T
. . . ~---'v ' ·~-~.w~, ~ ll(]lif'QRC£D
p IP£ ($([ BQ.D\1) 0
BOX MOUND ~
STANDARD f'RAHE t. QAT£ <GRATE IIIIITTED F1IR ClARITY. SEE 141TE 3> Z-14 TOP I. BUT. PIPE DIA •t'-o'
~
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A
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•
..
•
2-14 AT 2'-6· CTRS.
3- 14 AT 1'-3• CTR.t.
2-14 AT 2' ~· CTR.t.
1-14 EA. SJIIE. PJP£ .lilA. •1'-G"
l -28-81 ADAPT TO CURRDf1 GRATE I. V-DllOI DP
.... - REVIS~ -
NOTES•
l. 'D" VARIES, SEE STANDARD P.C.C. LINED
'V' DITCH. D\JG. NO. 6-AA-1135. .
2. \JHEN 'D=8' DR GREATER, INSERT <2>
SAFETY BARS INTO CONCRETE 3' MIN.
EACH SIDE. BARS TO BE #4 MIN.
3. 'STANDARD GRATE & FRAME• SEE
D\IG. NO. 5-AA-1061.
4. · HAXIHUH VALL THICKNESS SHALL BE
10' IF ·POURED AGAINST NATURAL GROUND •
~. FOR DROP INLET OMIT SIDE OPENING
AND PROVIDE REitFDRCING STEEL SAME
AS ·OPPOSITE SIDE.
-
CITT OF JUCIDIOND .
DEP.ARTMENT OF PUBLIC WORKS
DIVISION OF ntCINEKIUNt:
STANDARD
JUNCTION BOX
V-DITCH TO PIPE CONNECTIDN
i . .
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.. ,.:
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.1 ·~ : I" ' - 0
...
a
..
MAST ARM WfG'IHS
BAS£ AD»&atr TO CURB - 11~6' LOH6
BASE NEAR PROPERTY UN£ - W•lr lONe
~ COVER PlATE ~
NOTSHOWH \
PROWl£ CIRCUft
PROTECTOR OM EACH
STREET liCHTING"
CONDUCTOR
-_ .... .,_ i
BASE DETAIL
6 SAC1C a.tiX
. STATE TYPE 15
TYPICAL STANDARD
OR .N'PROIIED EQIML
IWIDHOl£
BASE COVER PlATE
l•x36"•4" NICHOR BOLT
(BOO AS SHOWN)
f'OUNQAlJOtt DDifJIS!QNS
A I
e 36" OIA. .. .
a 3rJ' SQUARE .. .
~ 3rJ' 1M. s·
8 36" SWARE Y
ANCHOR HUT
CROUT "r-S'
Lf.VEl.lNG NUT
ANCHOR BOLT
COHOUIT
-
REFERENCES~
7 6 Add c;ireuil protector
70 watt,. 150 watt.
120 volt
Redrawn
I.
. t"'J
l
UGHI STANDARD LOCATIONS
I..I.DONA!RE
fDR A11H0R SJREEJS US£
70 WATT HIGH PR£SSURE SIOiliUW VAPOR. 120 volT
UNLESS 01HERWISE SPECIF1£D.
UGHJ DIS1RIBUnOH SIW.l. BE u-s
1't'P£ I UNUSS OIMERWISE sPEaflm.
~ ~ SJJIEEJS USE tso wm liCit PRESSURE SOOIUII VAPOR.
120 wt.r t11USS OIHERWISE SPE1:1RD.
.sEE DRAWING MO. 4-M-1024 fOR loDOCIIONAl O£JAIS.
f10 WIRE .. POlE
f6 -f8 f10l I'Ol£ lO S£RVICE
CIJT or IUCIIJIOND ·
DEP4RTMEm OF PUBLIC WORKS
DIVISION OF ENGINEERINC
STANDA.RD
ELECTRDLIER DETAILS MR
04-15-93
:
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TYPICAL PLACEMENT --~
AT INTERSECJlON
1. · SEE DRAWING NO. 4-M-1007 FOR ADDmONAL DETAILS.
2... • All COND\JITS FROU PG&E SECONDARY SERVICE BOXES TO STREET UGHlS loiUSJ BE SHOWN ON IUf.'ROVEMENT PLANS..
3. CONDUIT SJRE"f;T CROSSINGS MUSJ BE RADIAl OR AT RIGHT ANGlES TO 'JH£ STREET.
4. A CI1Y STREET UGtffiNG SPUCE BOX UUSJ BE PLACED AT EVERY RIGHT NICLf; BEND .
IN CITY STREET UGHllNG COHDUIT RUNS •
I
I
MINOR l
1YPICAl. a• UASTARU, 1owl HIGH PRESSURE SODtUIA, 12ov I . : . cnY STREET UGHTING
I SPUCE BOX
ST.
REFERENCES. Sec. 15.08.610 R.N.c.
I 5-S ADD "STREET (JGHTINS AT CUL·DE· $AC END
--
SM
-
. czrr or arr:pwnm
DEPA/lTMENI' OF PUBLIC WORKS
DlmliDN or~~&
STANOARD-·.
STREET LIGHTING DErAILS
- G.HJ),
- KMH
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r= l l
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Manhole frame to be bedded 'in mortar.
For Std. Manhole frame, ·
See Dwg. 10-AA-1017
2' [f'
Watfrtight key ay
4'- 0"
A A
SECTION 'C-C'
SECTION
CONCRETE
'D-D'
MANHOLE
SCALE: 1/t' = 1'-0"
Ground or street surface
c
~
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Ill
:D
0 ·;:
0 >
..
:D
0 a::
0 >
_ Auxiliary pipe
NOTES:
1. Top elevation of manhole to be determined in field.
Top of manhole to fit Standard Cast Iron Manhole
Frame and Cover. (See Dwg. 10-M-1017).
Minimum 3" grout to be used.
2. Form a smooth shap.ed channel with streamline
junction.
3. Use . 5'-0" dia. M.H. -for sewers 48". 54". & 60"
In diameter.
4. Outside of bose to be a m1mmum of 5'-0" square
but may assume a shape other than a square
provided the standard barrel. rests at all point_s
upon the surface of the concrete base.
5. · Concrete wall construction inoy be pre-cost or. cast-in-place. Steel- #5 bars @ . 12'' c.c. both ways, center of wall or approved equal if ptecast
manholes ore used.
6. Wall thickness - Pour in place, 6" min.;
48" precast manhole, 4 1/8" min.
7. O.R. - Outside radius of pipe.
8. Dimensions A:
9. PIPE DIA. A-CONC. M.H.
39" or less 2' - f)
more than 39" O.R. + 8"
Polypropylene rungs are required on manholes 3 feet
or more in depth. Rungs to face East or West.
when shown on plans
location ond ( as shown.
REFERENCEs.
1. Standard Manholes Draw. No. 10-M-1018
2. Std. Manhole Frome de Cover de Shallow Uonhole
Frome ·oraw. No. 10- M-1017. ·
ClTT OF RICHJIOND
DEPARTMENT OF PUBLIC WORKS
DIFJSIO/t OF EJI(;JN8ZRJNrJ
STANDARD STORM SEWER &
~--.--~---------.-~ SMALL DEFLECTION MANHOLES
1 t' TO 60" DIA. SEWERS
3 2 1 ~ ~n _ ......
~-:L:•~~~----~~m~~~·~·~----------~~~~----~G=·=M=.D~-~-~~~~~~~~~ 6-AA-1~ REVISIONS - KMH --=-,. ~-ur.
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NOTE:
Install Pre-Cost Concrete
48"x24 Reducer Slob
Instead of Cone.--------..
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0 0
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Manhole frame to be bedded in mortar.
For Std. Manhole frame.
See ·owg. 10-AA-1017
"..t
+
0::
0 A A
SECTION 'C-C'
SECTION 'D-O'
CONCRETE MANHOLE
SCALE: 1/t" = 1'-(f
Ground or street surface
c
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II)
:0
0 ·;;:
~
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0 to
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oc
ti
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0 0
w
0 :s
CL
z
1--
~
NOTES:
1. Top elevation of manhole . to be determined in field.
Top of manhole to fit Standard Cost Iron Manhole
Frome and Cover. (See Owg. 10-M-1017).
Minimum 3" grout to be used.
2. Form a smooth shaped channel with streamline
junction.
3. Use 5'-0 .. dia. M.H. for sewers 48", 54", & 60"
in diameter.
4. Outside of base to be a mrmmum of 5' ~0" square
but may assume a shape other than a square
provided the standard barrel rests at all points
upon the surface of the concrete bose.
5. Concrete wall construction may be pre-cost or
cast-in-place. Steel- #5 bars @ 1_2" c.c. both
ways, center of wall o·r approved equal if precast
manholes ore used.
. --.. 6. Wall thickness - Pour in place, o: ril_in.;
48" precast manhole, 4 1/8" min. ,_ ,
7. O.R. - Outside radius of pipe.
8. Dimensions A:.
PIP£ OIA A-CONC. M.H.
39" or less 2' - f)
mor.e ttion 39. O.R. +8"
Auxiliary pipe
when shown on plans
Location and It:. as shown.
REFERENCES•
I. Standard Manholes Drow. No. 10-M-1018
2. Std. Manhole Frome & Cover & ShoUow Uonhole
Frome Orow. No. 10-M- 1017.
-
CJTT or JUCII110ND
DEPARTMENT OF PUBLIC WORKS
JIIA\IJI G.M.D.
- KMH
DIVISION er ZJICI/aERIJR:
SHALLOW STORM
DRAIN MANHOLE
1··.: l ..
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.. iE ! I : '>"'- 10 ••
.. :: o.-.1 ....... [ .. --, ~~ . . = + 1r \ ~ f::"J· ~---:;; r.:- -: "' ~ ~
a•$45•1'-Z" • • I I • .
D.F Illocb~6'-3"CioC. I 6'-!J'CioC I i
....!... 6·l'C•cC
- ...-- T -f ~- . . •.. -...1" :-: n .== · ~== =~- . -- . ' . --- -; "b . f- .... ~ ~ 1 , t · _. f :m:· . 6"n a.z• at2'·6·- .. . I t ~- ~ r""·- ~ ' >-~Lop .......... _"' hoiJoe
. ~---· Gn>und line Shouldar Surloc;na "'
-- ' f;.' -~ S.. De_. A P" topol Cuotl- reltlfto
... [.......--
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hat L--: .'!! l
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:;:'" .. "':'.!:.:".:'..-.. ... ~~ •. DOUBLE BLOCKED-OUT METAL BEAM BARRIER I
___ J . N
------- -~__._l __ .... t.....L,.C)
6"n e.z
DETAIL ~· OF BOTTOM RAJ~ SPLICE
Top., ..... _
POST DETAILS
I • t"'
... I ... '--
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...., ~
L...--::
0 BASE PLATE PLAN
CENOIAl. HOT£S!
l Cvl-~· ,_..... ot oii-IMtol .......
l"al"a i-Z"$45
O.f:INoctDETAIL 8
. _.-•• -.(-Z"$45
DE Biotic.
Ill•• S.llcM to etcw Gl Poth ..,., I DOUBLE BLOCKED-OUT METAL BEAM BARRIER ON BRIDGE (P
BLOCKED-OUT METAl BEAM BARRIER f'\.AN AT IIIGG£ I'I(M OR loi£OIM OISTIIUCTIONS RAIL SPLICE AllftUh ............. ........ Mf'!AL BEAM GUARD RAILING AT DIKE (For DIU Deloit- 5-d ,._ &73)
TERMINAl SECTION
REFERENCES•
SECTiON THRU
RAIL ELEMENT
SUPPLEMENT TO sTANDNU> DWG. NO. 5-M-111J
--
Mo. IIIII[
REVJSIDNS -
... _..... ...........
2-~~ ........ lolla
..... -·"" "'"'-..... aN l [--Uooilo ........
- ..fo:<M
;~L
REFLECTOR ASSEMBLY
--o_____._ =·
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METAL BEAM GUARD RAI..tfG
sr.-n: OF c:auPOIII&&
MI'MhiENT OF fiWUG ...._
DMSIOfl OF MICIIfU'IS . liS'
GUARD RAJLiNG 8 \!::::)
BARRIER ~AILING A77-9
CJJT DT /l1CI1JIOND
DEPARTMENT OF PUBLIC WORKS
DIVISION bP -ENCINEERING
METAL -GUARD RAILING
AND BARRICADE
... . 04-G'J-9.3
5-AA-1148 --
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e
2 •-4 Rebor·Totol-4
IO"'IIInsJ
TYPE A
KrOio Uln
f.llt.ernotlvet
U~t moy .be
either square or rOt.IOd
steel
TYPE D
.llternotlve No.I
NOTES
L The confiQtrotlon of the ·cost Iron or cost steel· 'frome and cover moy vory from thot Shown.
2. Fr0111e Sholl be embedded In the concrete o ~- of 3".
3. Type 0 monument shall be either Alternative Ho. for
.lltel'"r>Otlve 11o. 2 ot the contractor-s option.
..f. All portland cement concrete :sholl be Doss 8 or minor concrete wttn r moxfiiiUIII oooreoote.
Bose Uoterfol
REFERENCES•. CALTRANS STD PLAN A74 DTD 7-1-92
llo. MTI.
REVISIONS
Rec~ oreo for Dfttng bolt
Coat Iron or ~t steel
frame ond cover
~~4-r.::=~~I----Golv bolt
lpeen to prevent
nut renaovoD
J -o'16"11ki) I vz-UOii
. 10 cover frome • Jr./. See Note 2
Pavement
TYPE 0
Alternative HIJ. 2
2" Uln dear all cround
, •• Olo by 12"" lllfnr- non.._tolllc
for• tube lmoy be left 1n plocel
C/TT OF RlCiDioND
DEPARTMENT OF PUBLIC WORKS
DlYISlOif OF ENCINEBRING
STANDARD DETAILS
SURVEY MONUMENTS
GMO
l<MH
-""!'IUGCII
3G-AA-1045
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MONUMENT DISC TO BE MADE OF
BRONZE.
R=B"
RJLL SCALE
Oio.
3/4" .
CASTINGS AVAILABLE AT EAST BAY
BRASS FOUNDRY. 13TH & CHESLEY
STS. SAN PABLO. CAUFORNIA.
CflY OF RICHMOND HAS PATIERN
FOR CASTING.
REFERENCES• . Dwg. 30-AA-1045 (Shows details
of entire Monument other than
disc).
Cl7T OF RICIIJI.l)ND
DEPARTMENT OF PllBUC WORKS
DIYISJON OF 8/ICINEERJJI()
RICHMOND STANDARD
CONTROL SURVEY
MONUMENT DISC
accx KMH
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WALL
I. 8
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NOTES:
1. 8.5-FT. WIDTH STALLS TO BE USED FOR INDUSTRIAL AND
COMMERCIAL EMPLOYEE PARKING ONLY.
2. 9.0-FT. WIDTH STALLS TO BE USED FOR INDUSTRIAL AND
COMMERCIAL CUSTOMER PARKING ONLY.
3. 9.5-FT. WIDTH STALLS TO BE USED FOR MARKET AND
SHOPPING CENTER PARKJNG AND MULTIPLE . RESIDENTIAL
PARKING.
4. 10.0-FT. WIDTH STALLS TO BE USED fOR SINGLE FAMILY
RESIDENTIAL PARKING.
5. COMPACT STALLS SHAlL BE 8.0-fT. WIDE BY 16.0-FT. LONG.
ONLY THOSE STALLS IN EXCESS OF THE NUMBER REQUIRED
BY THE ZONING ORDINANCE MAY BE COMPACT.
lYPICAL PARKING DIMENSIONS IN FEET
A 8 c D
PARKING ANGLE STALL WIDTH STALL DEPTH STALL DEPTH AISLE WIDTH•
PARALLEL TO AISLE TO WALL TO INTERLOCK
45. 8.5-ft. stall 12.0 17.5 15.3 13.0
9.0-ft. stall 12.7 17.5 15.3 12.0
9.5-ft. stall 13-.4 . 17.5 15.3 11.0
6()"' .
8.5-ft. stall . 9.6 19.0 17.5 18.0
9.0-ft. stall 10.4 19;0 17.5 16.0
9.5-ft. stall 11.0 . 19.0 17.5 15.0
75. 8.5:--ft. stall 8.8 19.5 18.8 25.0
9.0-ft. stall 9.5 19.5 18.8 23.0
9.5-ft. stall 9.8 19.5 18.8 22.0
go·
8.5-ft stall 8.5 18.5 18.5 26.0
9 o-tt.- stall 9.0 18.5 18.5 26.0
9.5-ft. stall 9.5 18.5 18.5 25.0
1 0.0-ft. stall 10-.oo 20.00 20.00 25.0
* MEASURED BETWEEN ENDS Of STALL LINES
?.EFERENCESa
Added NQte No.5
CCIT or RJCBJI(JND
DEPARTMENT OF PUBLIC WORKS
DIVISION or ENCINEER/NC
STAN·DARD
PARKING DIMENSIONS
l.
-1·': . , - ·!
I. 4' lAHOING
. ;~:-__ :..;:~:=; .. ~~= r . ; ,_ :-... : :·-~ :·
i~Z:lf r- ~/?~-~~_;;~ ~.:.: \-:=·· .... ,.. .. ~
~t~:-~=~:~~-~:~:f L==t~ ~:t=;a==l===t I=!=F====11=:::!::======~:!l:F===~~ t=:f====f=:!=l HO. .J • 3ft' c.c.
NO. 3 0 lit' c.c.
PLAN
SCALE: 3/ff = 1•-o" .
ELEVATION
STEP DETAIL
STAIR- DETAILS
SCAlE: 3/fl = 1·-o"
NOTES:
1. UGHTJNG TO BE PROVIDED IN ACCORDANCE WITH SEC. 15.08.610 R.M.C. 2 • . PATH FENCE TO B£ CHAIN UNK TYPE OR EQUAL; Y IN HEIGHT FROM SIDEWAU< TO BUILDING SET-BACK UNE. 6• IN HEIGHT BEYOND SET-BACK LINE.
3. MAXIMUM PATH StOPE TO BE 15%. STAIRS TO BE USED WHERE StOPE WOUlD BE OVER 15%.. ·
4. ONE -4• LANDING TO BE PROVIDED fOR EVERY 12• OF RISE. tANDING{S) TO BE EVENLY SPACED IN STAIR.
5. IWIDRAIUNG ON STAIR TO BE OF 1 1/40 WELDED STEEL PIPE AS SHOWN OR EQUAL UPRIGHT MEMBERS TO BE EQUALLY SPACED AT s• C.C. MAXIMUM. PIPE TO BE GALVANIZED.
6. PI..ANT1NG TO BE AS DIRECTED BY SUPT. OF PARKS.
REFERENCES•
_.£ ...
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0 "' II.
u
f
- VARIES
10' MINIMUM
5'-ff" I.IINIMUM
......... _ -- .. · .. -- ..
SECTION 8-8
8 3 1/'r ClASS 8 CONCREl£
S U.R.B. (WHERE SPECIAEO
fr( ENCIN£Ell)
CONCRETE WALK
SECTION A-A
~PROPERlY LINE- ----
SCDRING
011 3' c.c.
(aiHCREK)
PATH DETAILS
N.T.S.
CJTT 01' RJCBJIOND
DEPARTMENT OF PUBLIC WORKS
DIF/31DJI or ENCINEERINC
STANDARD DETAILS
PEDESTRIAN PATH
AND STAIRS
1.1 .;. I -
·. . ..
' . ". l ·l ! . i . I
NOTES:
/JS IUUSTRATED IN
TYPICAL DETAIL
SMOOTH
___ AU.;·_ .. r ___ _
ALTERNATE DETAIL
TO BE USED WHEN
SPECIFIED
SCALE: 1 /'.t' = 1' -(j
1. Shaded Area indicates Concrete &: Mortar.
Fillets and Edges to be Rounded with _Mortar.
2. Ratio of Small Pipe Diameter to Lorge Pipe; .
Diameter shoJI be 1:4 Maximum.
3. CoUar shoJI be Closs 'A' Portland Cement Concrete
or better.
4. Invert of smaller pipe shall not be lower than the
spring line of the larger pipe.
5. This type of connection shall only be used when
approved by the City Engineer.
2 - 1/4
lYPICAl..
EXIST. REINF. CONC.
STOR~ SEWER
SQUARE CONC. COllAR
CUT PIPE HOOPS ON ALTERNATE SIDES AND
BEND UP INTO . WORK /JS SHOWN.
lYPICAL DETAIL
SCAlE: f/2" .;, 1'-<f
CJ1T 01' BICBJIOND
DEPARTMENT OF PUBLIC WORKS
IJIY/310N 01' ZNClNEVUNC
STANDARD DETAIL
~-...----------r---t CONNECTION OF SMALL R.C.P.
TO LARGE R.C.P.
(
1-L ( . j
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~ .·~:
~
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1~----------c----------~-l
.J - · - - --'- .
--- f-------- . ---- ~---f----~-~ ~ . .L
~;~: 1#~~-~~~ ~~:
""";,.....·1 __ + _......,....\'t--&Q...L..I
•. 1 . r .... . ·:-o::-~:
•.:....::~- ..•
A_j
ELEVATION
SCALEr ,. = 1'-0'
NOTE a
INSTALL CONCRETE CRADLE VHERE ONE PIPE <CONCRETE OR CLAY> PASSES' OVER DR UNDER ANOTHER PIPE <CONCRETE DR. CLAY) VITH IMPAIRED CLEARANCE.
...
r-: 1 \1":
~' ., ~ \.. ~ + I~' :j
r-.-. _..~;_ -.• -.~- . . '~--.• ....,._.-. -. .,...-..... _ · • .. 1'-0' - • -"'• •..,'"':: . ~- • . · _ .1'-IY- --· .. . -MIN. ••.. I . - ~ ••• : - .• · . I .. - MIN.· ; . . .. . ~ .. . . ,. . . . . -· . "' . . -. . . . - ... c:::
SECTION 'A-A'
SCALE• 1' = 1'-0'
A = 1/4 OUTSIDE DIAHEl£R Of UPPER PIPE.
B = 114 OUlSIDE DIAMETER Dr lD\I[R PIPE.
®
ClfT IJP RICIDIDND
DEPARTMENT OF PUBLIC WORKS
DIVISION IJP ENciNEERINC
STANDARDCONCRETE CRADLE
& SADDLE III(Sla
- !<'1dA.tuu .lJtllirJt~. os-1r-9z
REVISirtfS - omc
- GILD.
KMH
-~y~
-.:1111 II' lllaJC -
......
&I:L
L ......... ,
5-NH074
----
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1 .:, : t . .3 ; ::
W37 (3!fxJO")
+
W6(15) llrx18"
SECTION 8-8
NTS
SIGN DETAILS
NTS
GE~ERAL NOTES:
1. Undulations shoJI not be placed over manholes, wotergotes. etc.
2. Edge of undulations shoJI be at least 1 0' away from edge of any driveway.
3. Whenever possible undulations should be placed at property lines instead of mid-lot.
4. Whenever possible undulations should be placed adjacent to street lights.
5. 6.
7. 8.
9. 10.
All markings and signs shall be reflective.
Undulotions must be installed with exceptional accuracy and attention to detail
W37 /W6 signs must be installed prior to constructing undulations.
Striping and pavement legends m·ust be installed immediately after constructing humps.
City Traffic Engineer must approve layout prior to construction and verify installation upon completion.
Centerline should be used only where the resulting curb to centerline lone width would be a minimum of 18 feet where parking exists and 12 feet where there is no parking.
10' 40' 12' 40' 10'
:
~-~ A
~ ~ "'-£DC£ OF PAVEWENT c:::l.-
~
PAVEMENT MARKERS~ :::=::>
TYPE "0" cx:::::l
,; .
~8' HIGH WHITE
-c:::J PAVEMOIT MARKING
,
SEE "SIGN" DETM.S (TYP.)
co N - ,.... co II) "" ,.... ...,. OJ "! ~ "! ... ...,. co 0 0 - - .,; ..,; ..,; TYP
~L .
REFERENCES•
REVISIONS
. . . DOUBLE YELlOW CENTERUNE _/
+100' EACH WA.Y (SEE NOTE 10)
m ~WHITE STRIP£S - 1' WIDE. J' SPACE
c:
m-.J
PLAN
ms
N co 0 MIN.
CD OJ OJ 0
..< ... .,; ,.;
SECTION A-A
NTS
-
crrr ·or RICJDIOND
OFFICE OF COJIJIUNITY & .CULTURAL SERVICES
l1flllUC rt~R/~3-ZNC/NIIIUNC
SPEED CONTROL
UNDULATIONS
- GONZALO
Ot(CX GRM
I
('
-'
' . ;,
·-· .. .-; ~·
.. , : ·
: ..
1-·1 :
t . ' .,
.. ITI • j
~- ~of~ . : _J, '
NOTES:
1. All street name signs shan be made frol!l aluminum blade.
The langU, Ot eaeh blade wlll be dictated by the
contained message with special consideralions to ·layout.
Blade thickness shaH be .080 wilh 112" i:omen radii.
Applicable items shaQ conlorm to Caltrans specifiCations.
2. AU street name signs shall be· 9" high and shaD have a 1/4" border encasing the entire sign. There shaH be no
recession space between edge of plate and border.
3. Background shall be approved green reflective material • 4 . letters and numbers shal be approved silver refleelive material. ·
5. Names of all major" streets, shan consist of upper and lower case letters. Uppercase letter and number size
shall be 6" series 8 or C. lowercase letters wil be 4
1/2" series 8 or C.
Ol
'!-. t -:::-
0 1o
6. 7.
8 1/'r R
(ttP.)
24" - scr
SCALE: 1/4" - 1"
~~-~--------------------~24~·~·~3~0'"~o~r~3~~~------------------~~~~ t Names of al other streets shaH consist of upperc:ast!
letters only. letters and numbels shall be 6" serie$ 8 or c.
All address numbers and abbreviations such as SL, Ave., Blvd., Pl., Ct., er-.; Ln, Cir •• Rd. and Hwy. shall be 3" 8 or C series. DirectloMI anows shall be installed on an sveet name.signs and size and design of arrow shal be as pic:t)lled.
llo. MJt
REVISIONS
8. 9.
-
AI street name aigns shal be c:onstnJCUtd of a single
blade wi1h street names on both sides. The minimum
length ot Blade c1amp har~ shall be s·.
The street name shall be centered verticaliV on the sign plate. However, in no case shill any portion of any letter be "Closer 1han 1/4" from 1he sign border.
em OF IUCBJIOND
DEPARTMENT OF PUBLIC WORKS
DW1310N or ZNCINUJUNC
STREET NAME
SIG.N
I !
i ' .
1 .··-·.: I ·.
. I
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1 ,,
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. .I
•
VARIES
TYPICAL· PLAN
SCALE 1
1 . - 20'
SECTION A-A
N.T.S.
1/6 THICKNESS
Of CONCRETE
(t• MINIMUM)
WEAKENED PLANE JOINT
N.T.S.
~OTE: VALLEY GUTTERS SHALL BE CONSTRUCTED OF
CLASS •A" CONCRETE ·HAVING 1112: MAXIMUM
EXPANSION JOINTS
AT RET\J~S
SIZE AGGREGATE. .
DETAIL
N.T.S •
fUJIWEAI<ENEO-PLANE
JOINT
UINIUUM 1 1 /T
PlANT-'MIXED
SURFACING
UINIMUt.t f)
AGGREGATE ~E
;now
JUNCTION. PLAN ·
SCAI.£ t• .. 20'
EXPANSION JOIN1
JUNCTION PLAN
SCAlE
REF"ERENCESt Supersedes Dwg. No. 5-A-tO.
1. ""' 20'
crrr OF JUCIDIDND
DEPARTMENT OF PUBLIC WORKS
DIVJSIDN or 8JICJNBRINC
CONCRETE
VALLEY GUTTER
STANDARD DETAILS
DUX .KMH
1·:,"
' .
··I· ..
ll. l . }
;I :f.~ ~ ..
:·a •• 1 r; 0
; : tl ' 1. ~
-. ' I·'· ! . '
--~• :'1
·~··. : ... . , .. . ··
:·.a~: i :''
P.C. CONCRP£
WHEN- O'IHER 1lWf
IN ROADWAY SI.Df'E
CONCRE!t AWAY
fR()W CASJlNC:.
. . UNDISJ\J~ FARJH
10 5/lf'
RISER ASSEMBLY
N.TS.
WHEN OTHER THNf RONYNA'f SLOPE
CONCR£1£ AWAY FROM FRANE.
PRECAST OR CAST IN PlACE loWIHOL£
I
...
:1.' ± ASPHAI.nc CONCRETE
ur
SECTION THRU MANHOLE
SCAU: I t/T ~ 1'-o"
END OF UNE
llo. Mlt
SKID RESISTNff
PER ASIN SP(CW.. PU8l.ICA110N
1.162-1962
SIDE PR'f HOU:
CURVED PICIC HOLE
26 31
CAST IRON MANHOLE FRAME AND COVER
REViSlDHS -
CITT OF RJCBJ/OND
DEPARTMENT OF PUBLIC WORKS
DIVISION OF ENClNEERINC
STANDARD RISER FRAME & COVER
STANDARD MANHOLE fRAME & COvER
-
MDI KMH
·I
':1· ·:·\~
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.
"1'-i I : . . i
li:.C ;
l[f
:"1 f!'
·,. ·~
:If
-1 rr· . I J j
l
,j
I
:l
-·
6'-ff'·
B
\~~PW£ . GRATING
-k - f..l.--;9o---J 11,-1.1
~-
· f) 1'-f> 3'-ff'
PLAN
SCALE: 1·=1'-ff'
.. - c.o. FlUSH CHECKERED P' A"JE L WllH FlOOR / Ll' . /GRAliNG ./
. .. .. . . / 7 . :- . t . , f -.
.. :~· :~:. I / .. - C.l. .={ ~ ~- ~ L LEDGE c!c FRAME/ -~ Tl[_l__ - -1'< ---T .-:-:---: . i'.-4- C.l. .
--r ~? ~= :" ·=·-·.: r-i ...,.- ...... ~ -··
DIRECTION ., • : : ri"J'l 4 · · .: · . •
OF FLOW : · •• • if=~ til- . · : - . . · . ·-·.a· ·.-.•. a . .. . · .. .. : .. .. . :· . : · .. ., ...... -... ·(
. ..;· . . .. ~
_.w . ·-. zJ. · .. -~-- -.... I.&.::> • • • oo : .·.·· ~I.&. ·;t-., . . oo · .. l:o.. .... ~~- g~ :·· .: • A ., . .
·.~---
SECTION A-A
SCAlE 1!' = 1'-ff' ·
'b
I
h
\cr
A
t ..
-~. _.,_-_·vcONC. WALLS
.. _. /. . ~ . .. ., ..
6 .. · . . . . .
-- . .. . . .. . 4 ... _
.· 4 _ .
REFER£NC£S•
.......
A: r
-4
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I ., .
I. 4'" C.l. . ~ .; .. -
• (t
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rN .
tt ... _-.... .!~~ --~-
'
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I l 4
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-:
I ~
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• -- •.•. . ., . 'to ": .. . - I ... ., - . :
. . J'-ff'
SECTION B-8
SCAlE: 1• =" 1'-d .
Approved By Plumbing lnsP.ector
ISgdJ George W. Ooll
REVISIONS -
C1TT DF RICIDIOND ·.
DEPARTMENT OF PUBLIC WORKS
Dl'IISJON OF BNCDIBEIUNC
DETAILS OF STANDARD
GREASE & SAND TRAP
FUR AUTO WASH RACKS
- KMH
:·1 ,: ~ ~ -: . !._
:
u·' .. I.J
.
.1 :;
I i
A + J'-Ci
-1 I ~~4,----~~--------------------------~4~--;~~
II --
1 ~ I~~ ~ ~ ' 7' VENT' TO 1" ABCNE ROOF
~ OR 10' ABOVE FlNISHED GRADE.
CONNECT 4• (MIN.) TO OILY WASTE
Cl.P. TO TRAP COLL£CTOR . CLEANOUT, VENT, PlpAN THEN TO SANrTARY SCALE: 3/~/' = 1'-Cf' z
~
b
_.
~
~
0 w_.
gw
wZ
. b 3:~
I \,5 .., )(
bh
~x
ol-1
,.,
...
SEWER.
b
I
N
J" x3" CHANNELS Willi SMOOlH
STRAIGHT, .LEVEl EDGES.
UQUIO lfVEl
. ·. • · ..... "' SCREEN BAFFLE - TO BE . I CONSTRUcTED Of PERFORATED ';.~- ;_ SHEET WITH 1/Z' HolEs 0
.. 2 1/4" SPACING :.... 3/1ft' ... . TH!CK.
NOTE 9
-0
• -.,
#4 RElNFORClNG STEEL 1 Z' O.C. ----<'
LAP 17' AT CORNERS.
3- #4 8" O.C. BENT o INTO SIDEWALLS.
.# . . . . . ··.··:~. ·-·· .- · . ·~.. . . .. : .. . 1/'r PER FOOT:---- .-. ·: · • "" ... : .. .. . .. •-- . ... .. .. . .. ._.__ -• a · .... ., . . . .. .. . . . .· . .. - ±J .. ·.· .... ~ .. ~ -~~~ . .. ..... ~ . . . . ... . . . ·~ . ·.: •;;-:--·. ··~ =. . :. : ; ~ :·. ~ .. :. : i
SECTION
scALE: :s 1 4· = 1· -cr
DIMENSIONS
CAPt\CmEs · A . 8
FOR lARGER CAPACITIES. DETAilED
PLANS OF SEPARATOR SHAll SE
SUBMftTED TO THE DIRECTOR OF
PlJBUC WORKS.
10 GPM
20 GPM
40 GPM
DETAIL
N.T.S.
S xff BAAS BEN'r
AS SHOWN IN
PLAN & WELDED
TO SCREEN.
1'-6'" 3/ff
3'-rf 1/2.
6'-rf 3/i;
1 I I( fillETS
CONNECTING
CENTER PLATE
TO 7'x2"x1/4"L
NOTES:
t' \lENT
COLLECTOR
N.r:s.
COLLECTOR
PIPE .
1. J"x 3" CJ-WINEl. SHAll. BE 14 GA. METAL OR THICI<£R OR MAY BE FORMED WITH CONCRETE.
2. All METAl PQRTJONS ARE 10 BE OF stta. WHICH stW.1. BE GALVANIZED AnER FABRICATION.
J. THE CENTER UNE Of lHLET SHAll NOT 8£ CONSTRUClm LESS 1lWI 1Z' FROM mH£R SlOE.
4. 1HE COVER PlATE SHALL BE 1/.f' CHECKERED P.WE AND THE loiAXIMUY a.£AR SPAN SHALL BE Y-ff. · ..
5. WALlS AND BOTTOM SHALL BE REINFORCED CONCRETE.
6. Oll & SILT SEPARATOR. SHALL BE ENClOSED N;NNST RAINS. 7 •. VENT SHAlL BE IN ACCORD WITH PlULCBINC COO£ SECJIONS 310, 506; 708 & 709.
8. SEWAGE AND WASTE OU11EJS MAY BE ON El1HER SIDE -of SEPARATOR. . 9. SEPARATOR• SHAll BE RAISED ABOVE GROUND TO PREVENT VEHICl£S FROM CROSSING EXCEPT WHEN AlTERNATE DESIGN IS APPROVED Bf . DIRECTOR or PUBUC WORI<S.
APPROVED CONTINUOUS OILY WASTE SEPARATOR
MANUFACTURED BY PLUMBING fiXTURE CO.
MAY BE USED IN UEU OF lJ-fiS DESIGN. @
R£FERENC£S• CJJT OF R/CHJIOJ{D.
-
DEPARTMENT .OF PUBLIC WORKS
DIFISIOlf OF ENr:IJIBERIJir;
OIL & SILT.
SEPARATOR
STANDARD DETAILS
.I .. ,·. . . I
l ~.!
. -~{ ' . i
• • •.J
..
I
f.
. ~
:I J
!J
WfAKENEO PlANE
JOINTS
. /
I
{
SE£ NOT£. 6-7
DETAIL OF CIRCULAR
SCAIL:
:-
CORNER ,. = 20'-0'"
STANDARD CURB RETURN
SCALE: ,. = to·-o·
ABBREVIATIONS
CONC. - CONCRETE
RAO. - RADIUS
PROP. - PROPERlY
r--
1 co
NOTES:
TYPICAL STREET
CUL-DE-SAC
SCAlE: . ,. = 20'-((
1. SHADING INDICATES CONCRETE CURBS. Gt1TTERS AND SIDEWAUCS.
2. 25' fAIN. PROPBUY UNE RADIUS IN INOUSTRIAL SUBDIVISIONS.
3. SEE STAHDARP cONcRm WHEn.OWR RAMP; DRAWING NO. 5-M-1345 • lYPE OF RAMP TO BE DETERiotiHED BY CJJY.
4. CURB ON INSIDE OF CURVE TO BE POSTED NO P.ARI<ING.
PROPERlY LINE
5. MININUN FOR t.tltroR STRE£1S = 40'; MINILIUN FOR MINOR JNbuslRw. STREEJS = 50'.
6. UINIWULI FOR t.m«>R STR£ETS = 40'; MINIMlAI fOR MINOR INOlJSJRIIIl STREETS = 42'•
1. FOR SPECIAl. CASES SEE R.IA.C. SECllON 15.08.540 "DESIGN STNmAROS-SIREETSCROSS SECT10t4' AND ORDINANC£ 1 tO N.S. __ "SJANDNIDS FOR HillSIDE St.iBDMSIONS.:"' '·
REFERENCES. CITY OF IUCBJIOND .
REVJSIDNS -
·DEPARTMENT OF PUBUC WORKS
DIVISION OF ENt;/NEERINC
STANDARD
STREET DETAILS
G.M.D.
KMH
IJII1l
01-26-93
IMVMIUCII
5-M-1071
l 'f • . 1
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. ~
1:. I .I
1:
1:.. .
J
..
I
1:
__,
X
~
~ 0 : iii
15'
I
a. c.. c.. c..
0: o:· a: ir 1- . Vl' Iii ti ti X t-' t-' )C
__, X __, ~ <.:> X
z z __, __, z z
~ ~ ~
~ ;::: ~ ;::: ;:::
z ::=
w w z z w 0 ~ o · 0 ~ ' 0
Q. 40' c.. jjj jjj c.. 42' c.. iii
s·
IT 1"1 5' I I
s·
, •. 1 I'T· I -- --....
I I ~
56' . 60' I
RESIDENTIAL RESIDENTIAL
<.:> <.:> X
__, __,
X C> . <.:> X
~a. ~e, _, ~a:. ~c..
~ ~ ~ t-- t--
~~ t-- zO::
~~ zO:: w :sln :slli 0 0 0
iii c.. jjj 32' 14' 32' c.. .u; 42' c.. a.
, .. [ 14'15' I I 5'14. L I I ] .. ,
5'
I c:::z:= lRAFFIC ISLAND I I I OR lEFl lURN LANE
60' 96'
INDUSTRIAL INDUSTRIAL
MINOR STREETS COLLECTOR STREETS
X
__, <.:> <.:> X
~fl.
__,
~ ~a.
~ t-- . t-o: zO:: zt- 0 ~IIi ::s(l) a
iii a. 32' 14' 32' 0.. in
I 6'
I~ [ I I ]5' I 6. I
"'""""""TRAFAC .ISLAND I I - OR Lm TURN J,.ANE
100'
ARTERIAL STREETS
®
SCAlE: 3/3-r = 1'-d' ~DICES• ern OF RJCHJIOND .
DEPARTMENT OF PUBLIC WORKS
DIVISION OF ENr:IN8ERJNG
NOTE: FOR SPECIAL CASES SEE R.M.C. SECTION 15.08.540 •oESIGN STANDARDSSTREElS-CROSS SECTION" AND ORDINANCE 110 N.S ..... :sTANDARDS STANDARD STREET FOR HllllSIDE SUBDMSIONS: DIMENSIONS
- - f'rlA!l,tdJ'tJJnr~ .os-~1-aJ - IIIIAVM,._.
.... "'11 liUUII'TIIII
-- G.U.D. ,_..~~~:) 5-AA-1598 RtVISJONS i:N:Dt KNH ~!IT NU;'-IIU. -~ I ,1.
! •
·1· ·-·::_ • ~ l
!
I··
.. lj '
1 ~r; ~ . '1 . . .
,l·-h
I .I i .
SEE NOTE 1
TROWELED AND TOOLED
FlNISHED TO MATCH SIDEWALK
"fiAITEN BOTTOM 1Z'
Of THE PIPE TO PREVENT
TURNING
20TH SJ 4¢0 .--- STANDARD STREET NAME SIGN ·· 0 I. ~__,.. (SEE NOTE 2-.3 AND DWG. NO. JO-B~ 1 086) ,. .
. · . .. ..
4· .
... . .
7' GROUND ClEARANCE
Z' .DIAMETER -;- SCHEDULE 40
GALVANIZED PIPE
.------ PORn.AND CEMENT CONCRETE
I ... ·-~ff-...~.1--.__ 3. MIN.
NO SCALE
NOTES;
1. SIGN PANElS si:wl. BE CONSTRUCf[D FROM 0.080 GAUGE NEW SHEET ALUMINUM ALLOY 5052 HJ8· OR 6061-T6· CONFORMING TO lHE
REQUIREMENTS OF A.S.T.M. DESIGNATION 8209. SHAPE. COLOR. lEGEND AND S12E SIWJ.. CONFORM TO THE CURRENT CAl.lRANS SIGN SPECIFICA110NS.
2. IF STREIT NAME SIGNS ARE THE ONLY SIGNS ON THE POST, lHEN THE GROUND CLEARANCE SHALL BE ·g•-s-.
3. WHERE NO ·STREET NAME SIGN IS SPECIFIED, USE A SUP ON AlUMINUM CAP ON POST TOP.
4. FOR Rl (STOP SIGN): MINIMUM DIMENSION IS J(f •
. REFERENCES•
OWG. I .8-A-1136.
DWG. I 30-B-10-86
ClJT OF JqCIDIOND
DEPARTMENT OF PUBLIC WORKS
DIYIS!IJN OF ;NCJNnRJNC
STANDARD
STREET. NAME
SIGN POST & SIGNS Jo\lE
. 04-15-93
~~~---K~--------~----------------+-_.--~-w ~D
.REVISIONS accx KHH
-VMIUGill
8-A-1145
.
1~ .
;
I· .. . ,
..
STREET SIGN
STREET SIGN
LOCATION AT INTERSECTIONS
SIDEWAlK
CURB .RETURN PlANTlNG AREA
LOCATION IN PlANTING STRIP
1 o· SIDEWALK
CURB RETURN
LOCATION IN 10 Fr. MONOLITHIC SIDEWALK
2• GALVANIZED PIPE
'·
'CURB REJURN
LOCATION IN NARROW SIDEWALK
ADJACENT TO CURB
DWG. NO. 8-A-1145
NOTES:
1. CORNER FOR INSTAllATION SHALL BE AS
DESIGNATED BY THE CflY ENGINEER. .
2. SAWCUT REQUIRED IF SIGN IS INSTAlLED
AFTER THE SIDEWALK IS POURED.
3. WHEN PLACED IN SIDEWALK. POLES WIU BE
SET PRIOR TO SIDEWALK C<tiCRETE PLACEMENT
4. UTIUZE SAME PIPE FOR STOP SIGN
AND STREET NAME SIGN WHERE POSSIBLE.
C1TT OF RICHJIOND
STANOARO STREET NAME SltN POST. DEPARTMENT OF PUBLIC WORKS DIVISION OF ENClNnRINC
STANDARD
STREET SIGN LOCATION .
·1.1 I !
l : !
If: . :· . '
.... · ..... .. · ..
,---~Tree
t=~9~*}=~r=r==T.::7.~.§:~: .·~:~§:~ Planting Strip
·. . · · 3"'-r. 'Qiarnder Paforated Pipe : • •• with Crak Cap, Typ. ~........,lh>-." .-'-· . ....,·-. BUdc Rubber HoR
. ~]§~~~!~~-~--~-~-·~:·=·.Lodgepole Stake. Typ. 1:: : : :. liDOt Ball J.... '~H~. ~:-.· .PiarltPit
; ....... - g;....;.....-·=-l!DOt Burler, Typ.
~ . .. ., . Sbed---1
Sbftt
Curb_.
------
Gutter ---=--:--+-'-:'- OubudGu~~==~~~~==~J!t=~==~~~:~·-~· ~ r Mulch Layer _ _ __ ........._
. 3• Waterinc Basin-- ---.
3" • 4• Diameter Perforated Pi ,
filled with Oe.an, Crushed Rock.
3/4··or GreateT. W.rap Pipe with
Filter Fabsic: a.nd Cover with Grate
Cap, Typ.
Curb and Cutter---......
Root BanieJ; TJP- ------A
~------ ----~
Undistwbed ~te Soil ----~....c!~
,...----15 CaDoo CanT""'
'l r--r .Diimcler Loclsepole Scakc.
~~Lsqnching.
2/3 Hoght to Branching
24"
r Mulch Layu ------..
3'" Watering Bo.sia---- - 3'" -4• Diazndu Perforated pjpe with" Cnte Cap, 1YJ>. . · Wrap ...,;lh Fruu fa"l.ric.
Curb and G111ter ---.......
Sbeet
Root &nil!!; Tjp. -----¥-1 ~------------J
lh>distmbedSikSoil-----~~~
,.---- -15 GaBon Call 1m
IIY..t~-- r Diamdu LDclgcpole SbU.
~~Tm_Bnnching.
1/3 Height to Branddng
2/3 Height to !lmlchlnt;
Section· PlofP!t: 2 :r DWnetcr of Root Ball
TREE PLANTING DETAIL- TREE WELL TREE PLANTING DETAIL- PLANTING STRIP NOTES:
I. BACKFILL MIX SHALL BE SITE SOIL REMOVED FROM PLANT PIT. INCORPORATE TWO POUNDS Of BROAOl.,EAF P4 PER CUBIC YARD PRIOR TO PLACING BACKFILL IH PIT. .
2. SCARIFY SIDES AND BOTTOM OF PLANT PIT.
3. PRIOR TO INSTALLATION. SOAK ALL PLANTS IN CPNTAINERS WITH WETTJNG AGENT, SUCtt AS AOI!A-6RO.
BE CERTAIN THE· ENTIRE'~OOT BALL IS SATURATED BEFORE REMOVING THE TREE FROM CONTAINER.
4. REMOVE ROOTBALL FROM CONTAINER CAREFULLY, SUPPORTING JT FROM BELOW. SEVER· ANY CIRCUN6 ROOTS 3/16• DIAMETER OR GREATER USING A SHARP KNIFE OR SHEARS.
5. USE BACKFILL TO FILL HOLE ONE HALF FULL. PLACE 1/4 POUND OSMOCOTE St.OW RELEASE FERTIUZER ON SOIL SURFACE PRIOR TO FILLING HOLE TO FINISH GRADE. PACK SOIL AS FILLING TAKES .PLACE.
6. WATER TREE THOROUGHLY AFTER PLANTING BY FILUNG BASIN AND ALLOWING WATER TO PENETRATE. REPEAT TWICE.
....
~ D
~~~---B~~H~
~~~~~g2;~-- Lodt;q>Oie Stake. Typ .
j ...
"' Root Banil!r -+~-il
Sidewalk ---~ .
--Planting~
u..~--- Root Ball
\1>,..!---- PlanlPit
-.f----:-;---i'--'--.t'-Ler Line of lift
r Mulch Layet --------..
T Watering Basin-----.,
Planting Ala---.......
. , ~--~lSQ&nCannft
·---r Diameter Lodsqx>~e Stab,
&~LBrancbing.
1/3 Hoight to Bm.ching
2/3Hoipt to lira~
~~j~~~~~==~&am
·Iii:=---- VndistaJbed Site Soil
Secllon
TREE PLANTING DETAIL- PLANTING AREA
BEHIND SIDEWAl-K
CJTT OP RICIIJ!OND
DEPARTMENT OF PUBLIC WORKS
lJlYlSJON OF ENCIUERINC
CASE 0
(
,,.ont ec~eof al-..olk
1/""'H.-t ••• ,. to z.l5" I rO 0 0 ~:~ ::oc,ll9_,;-, 0 0 0 000
CASE
rv!il~ .. ~ 2:::2, eo~ ~1o~
\ • 1.3llC Uox '2X Uo11
' s.e Note 9 SECTION 8-B
()epr'ft• entire •ldewOik 01 required
Limit of PGl' I --J 1·-o: llin j =· 14, ~,-~~~!'--·--------= r .\. - ~ I ~ s.. ... _ Note 9 ' RETROFIT Q£TAIL
Existmo curt> ond aidewalk
BAIS£Q TBYNCATED DQME PATTERN !IN-LINE)
DETECTABLE WARNING SURFACE
AAI5ED TRUNCATED DOME
REFERENCE:
CAL TRANS REVISED STANDARD PLAN ASP ABBA DATED 9-1-2006
CITY OF RICHMOND ENGINEERING SERVICES DEPARTMENT
SJANDARD PlAN
APPROVED BY:
EDRJCKWANCi1Y ~0 ENGINEER
DATE:· SEPTEMBER 2010
REVISED:
DRAWN:
GAR
CURB RAMP DETAILS
SHEET NO.
1 OF 2
DRAWING NO.
ST-2A
NOTES:
t. Aa aite conditions dictate, Coae A ttrough Coae G curb romps moy be uaed for earner lnatollotlona aimllor to thOae llhOWn in Oetall A ond O.toil a. The coae or curb romps uaed In Detail A dO not hOve to be the aome. toae A through Case C curb rompa otao may be uaed ot mid block locations, oa aite conditions dictate.
z. If diatonce from curb to back of aidewolk i& too ShOrt to occOIIImOdate ramp ond 4'-0" platform (londing} aa ahown in Cose A, the aidewalk may be depreeaed tongituctinolly aa in eoae e. or c or may be widened oa in case o.
l. When r011p ia located In center of curb return, crosswalk configuration muat be aimllor to that ahOwn for Detail a. •· As site conoitiona dictate, the retolnint curb aide ono the flareo aide of the Cose G r011p aholl be conatructed in reversed position. s. If located on o curve, the aldea of the romp need nat be parallel, but the minimum width of the ramp Shall be 4'•0''.
6. Side aiOPe of ramp flor-ea var;c uniformly from o maximum of 10~ ot curb to conforll'l with •ongituchnal sldewolk alope aojocent 1'o tcp of the romp. except in Case C and Coae F •
' l. The curb ra~~R ehOII be outlined, oa ~. with a t'·o· wide bo.-der with •It grooves approximately f•w on center. See grooving detail.
1. Transitions fr0111 romps ond landing to walks, gutters or atr-.. ta DETAIL A ahOII be flu.h and free of abrupt cnongea. TYPICAL TWO-RAMP COAN£8 INSTALLATIQN
9. Yaxiii!Um slopea of adjoining guttera, the rood surface immediately adjacent to the curb romp or accessible route anal I not exceed 5 percent within 4'-o" of the tcp onct baUOII'I of the curb r-omp. to. Curb rom~ Shall have a detectat>le warning aurfoce thOt extencla the full width ond :r-o" depth of the romp. Detectable lforning Surfacea aholl confOt'm to the detoll• on tnla pion ond the requirement• in the Special Proviaiona.
1 1. fhe edge of the d•tectOble warning surface neoreat the street sholl be bet.een 6• ond e· ft'OIII the gutter flowline. u. Sidewalk and romp thickness. "Tw, aholl be 3\la" minimum.
13. Utility pull baxea1 manholes, voulta and oil other utility foci lltiea within the bOUndaries of the curb r-omp will be relocated or odjuated to grode b)' the owner prior to, or In conjunction with, cur'b romp construction.
14. For retrofit conditions, removal and replacement of curb apron will be at the Contractor-'s option, unleaa otherwise shown on projec1' pions. -re o florecl
8CR
see HDte 1
-.-e o flored tide occur~
provide 2'-fl' atrolght curb
aide occura provllle :r·-o· atrolgl'lt ~
DATE:
REVISED:
REFERENCE:
Crouwolk If
DETAIL B
TYPICAL ONE-RAMP
CQRNER INSTALLATION
SH Not.. I ond )
CAL TRANS REVISED STANDARD PLAN ASP ABBA DATED 9-1-2006
CITY OF RICHMOND ENGINEERING SERVICES DEPARTMENT
STANDARD PlAN
SEPTEMBER 2010 DRAWN:
GAR
CURB RAMP DETAILS
AND NOTES
SHEET NO.
2 OF 2
DRAWING NO.
ST-28
II.
i
3 ~
..
Stope posso9ewoy 10 drain zx 110• "\,
C11•1> romp, See Note 9
See Note 4
" ' !
&
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Raised lslon
TYPE A
Detectable
warnlnv
SurfOCI,
s .. Note
Stre Note
i
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/Raised Island
/
Det.c:tQble
wo-"f\ino eur foct. See Note l
..
i
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PASSAGEWAY
, ..
CUt"b romp, See Note 9
TYPE B PASSAGEWAY
O•tcctollle
llarnlng
sur roc•. See Hole )
11 • i
0 L.
..
TYPE C PASSAGEWAY
- CUrb rontp. See Note 9
II.
I
G,.oovlng,
••• Note 2
;;; Oetec:tollle .oorl\ing surface, See Notea l -!'..----- NOTES: CASE CM CURB RAMP
1, SICiewolk, romp onct possogewoy ·mic:kness, "T", Sholl be 3Yt" minimum.
\ \
2. For <letoiiS of oroovi"9 used with Cose Cw curb t'omp, see St~CI Pion A88A.
J. For c;tetolll of detectoble warning surfocea, see Stondord Pion A88A.
4. Where on islond posaoge '<~oy length Is leq than 6'-o", the Cletec:tOble warning surface $hall extend tne full wiot!'\ onct full oepth or. the possooe .ay 1en9th. Where an Jstonct possoge way length is greater than or equol to 6'-0", but 1eaa than I'·O"heOCh oetectol:lle warning surroc:e snail edend the full wlot ond 2'-o~ depth of the passage way length. Where on islon<l posaoge woy
~
tf.J> /
~/
length ia greote,. ti'IOn o,. equal to a·-o~, eoch detectable worning svrfoce Sholl exteno tt>e full width ond J'-0"
ctePth or the possoge woy length.
s. ror Cose till curb romp, the e<lge of the detectable worning surfoce neore•t the street shall be between &" onct 8" frota the gutte,. flowline •
6. Transitions from romps to woucs, gutte,.s or streets ShOll be flush onct free of ol:lrupt c:nonges .
l. Maximum slopes of oojolniog gutter-s, the ·rooo surroce immediately odjoc:ent to the curD romp o,. accessible ,.oute ShOll not e"c:eect 5 pee-cent within 4·-o~ or ihe top ond bottom of ihe curb romp.
a . Utility pull bo"es, manhOle&, vovlu ono oil otne,. utility focllities within the bounctoriu of the cvr-b romp will be reloc:otect or adjusted to grode b~ the owne.- prio,. to, or in conJunction with, curb romp construction.
9. ror additional curb romp ctetoils, sue Stonooro Pion A88A.
REFERENCE:
(
Culre,.
ftOlllllM
---,-G:J \. 5ee Nate l
SECTION A.-A ~ CltfOr Pd$aOI)e'WOJ1
~I r ~ rr~~ 1 s.. .. roc:• of ,.o,., • ., 1s1ona
--'-~...,.,( ~ ,. ~ j.J. r
J ;""" .. , Retolnlnv N,.D~
SECTION B-B
CAL TRANS REVISED STANDARD PLAN ASP A88B DATED o-1-2006 Cln OF RICHMOND ENGINEERING SERVICES DEPARTMENT
STANDARD PLAN
APPAOVEO
~~
BY' ru ~ ~rTYENGINEER
DATE: SEPTEMBER 2010
REVISED:
CURB RAMP AND
ISLAND PASSAGEWAY DETAILS
DRAWN: SHEET NO.
1 OF 1
DRAWING NO.
GAR ST-3
-
:,
H
:; - ! ' .
~ 1:;·
P_C_ GROUT
P_C. CONCRITE
CONNECT
TO LATERAL
LAMPHOLE FRAME
& . COVER CAStiNG
0'· VcP TEE
MATCH EXIST. ASPHALT CONCCOJIISTRUCTION JOINT
o UJN_ P _c_ CONC~ETE
CALDER COUPUNG
REFERENCES• C1TT OF RJr:liJlOJID
DEPARTMENT OF PUBUC WORKS
DIVISION OT JtNCINEDUNC
STANDARD SEWER
SAMPLING STATION
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CAST IRON FRAME '\_ /RIM ELEVATION
AND COVER \ (SEEt PLA~?)
:; -==-.r.:===~~= l-.1 ~ ~I RING
IN UNPAVED AREAS (BEFORE BACKFILLING) FORM CEMENT MORTAR SHALL BE
USED BETWEEN GRADE RINGS
CONCENTRIC CONE
(VARIABLE LENGTH)
& PLACE 4 ·fOOT DIAMETER CLASS .. A.. CONCRETE
COLLAR CONCENTRIC WITH CONCRETE GRADE RINGS.
PRE-CAST REINFORCED
CONCRETE SECTIONS
BARREL SECTION :~:
(VARJABLE LENGTH)
PRE-CAST MANHOLE BAS£
BLOCK REQUIREMENTS
THIS SIDE {SEE NOTE 1)
fiRt.t UNDISTURBED SOIL
s•-f) I CAST
IN PLACE BASE BLOCK
s•-t" DIAMETER
PRE-CAST BASE .BLOCK
IN PAVED .AREAS REPAVE AROUND MANHOLE IN
ACCORDANCE WITH . CITY REQUIREMENTS.
WATER-STOP
(SEE NOTE N0.2}
NOTES:
1.PRE -CAST MANHOLE BASE BLOCKS SHALL
BE AS MANUFACTURED BY HANSON
CONCRETE PRODUCTS, INC. ONE HANSON
COURT, MILPITAS, CA 95035 OR EQUAL
PRE-CAST MANHOLE BASE BLOCKS SHAll
ONLY BE USED AFTER .PRIOR APPROVAL
HAS BEEN RECEIVED FROM CITY fOR
EACH LOCATION.
NO. 4 REBAR AT s·· ON
:.l.t-. CENTER BOTH WAYS ELE.VATION SECTION
SCALE: NTS
2--.:Fl:EXIBLE PIPE ONlY - AN APPROVED
WATER STOP SHALL BE INSTALLED ON ALL
FLEXIBLE PIPE ENTERING OR LEAVING A
MANHOLE11 AND CENTERED UNDER THE
.I}) MANHOLE WALL AS SHOWN.
~
1:;.
CHANNEL AS DIRECTED
BY THE CITY
3.1NSTALL "RAM-NECK" BETWEEN EACH
JOINT Of T~E CONE AND BARREL
SECTIONS TO MAKE A flEXIBLE WATER
TIGHT JOINT. AnER JOINT IS MAOE, TRIM
JOINT SMOOTH ON INSIDE Of MANHOLE.
1: REMOVE TOP HALF OF PIPE 4.FLEXIBLE COUPUNG NOT REQUIRED IF ~ THROUGH MANHOLE MANHOLE IS INSTALLED OVER EXISTING
., SANITARY SEWER.
I
. --~i· .· flEXIBLE PIPE COUPLING CI1Y Of RICHMOND@ REQUIRED ON o' ,~, 1 0", & 12" DIAM. RIGID PIPE ONLY. REFERENCE: (SEE NOTE 4) oEPAJfll,tENT or Puauc woRKS l PLAN SECTION 110. Al£ PRO ;;;,~~:~~
I.
· .... ~~~~~~~~AA)------------------s-C_A_LE_:_N_T_s DWG. lfAW£:.,..OPoot..DYta ______________________________________ ]o~AA~W~N~BY]:~]EA~· nS~S~UB~M~II~IEBD~:-----J~OA~JEE:KIIE/~18~/]9~1~ 112, 1 ., (ABOUt.) CHECKED BY: KMH APPROVED: ---~D~WG.~I ~-~AA*-~t~9.4~2=-' 74i' I. ..
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CAST JRON FRAME &. COVER
1 ,_6 .. MAX. . RIN-G SECTION
f' /RIM ELEVATION (SEE PLANS)
I~ -
I . 1 '-6" MAX.
CONClNTRIC.
PRE-CAST CON[
DIA~L
REINFORCE-D . SECTJ'O_NS
CONCRETE 1~~----~----~------L-----~ SECTIONS
s·--o"
INSiDE DIA.
CEMENT MO_RTA.R WILL BE USED
BETWEEN GRADE RINGS •.
·tN UNPAVED .AREAS (BEFORE BACKfiLLING)
FORM & PLACE A 5 FOOT DIAMETER CLASS
"A" CONCRETE COLLAR CONCENTRIC
WITH CONCRETE GRADE RINGS.
-IN .PAVE-D .ARE-AS , REPAVE. AROUND MANHOLE · NOTES.·
BARREL SECTION IN ACCORDANCE WITH· CJTY REQUJREMENTS.
(VARIABLE LENGTH)
I. ~1 ~ SLOPE OF PIPE - USE URAM-NECK"<>R APPROVED £QUAL. - l.PRE-CAST MANHOLE BASE BLOCKS SHALL
BE AS MANUFACTURED BY HANSON
CONCRETE PRODUCTS, INC. ONE HANSON ;.:· J :6 -~':;.---USE PRE.:..·FABRICATED FORM. RING.
OUTSIDE TOP. OF . HIGHEST . _/ f
PIPE IN MANHOLE ~
OUTSIDE -BOTIOM OF -
LOWEST . PIPE IN -MANHOLE
BASE BLOCK CLASS "A'' CONCRETE --./
~ , '
INVER'( PIPE (IN)
NO. 4 REBAR 12"·--oN
CENTER (BOTH ·wAYS)
~FIRM UNDISTURB-E-D SOIL
ELEVATION SECTI-ON
SCALE: NTS
PLAN SECTION
CHANNEL AS DIRECTED
BY THE CITY
REMOVE TOP HALF OF
PIPE THROUGH MANHOlE
DIRECTION OF FLOW
. COURT. MILPITAS, CA 95035 OR ·EQUAL
PRE-CAST -MANHOLE BASE BLOCKS SHALL
ONLY BE - USED AFTER PRIOR APP-ROVAL
-HAS -BEEN "RECEIVED FROM CITY FOR
. EACH LOCATION.
2.FLEXIBLE PIPE ONLY - AN APPROVED
WATER STOP ·SHALL BE INSTALLED ON ALL
fLEXIBLE PIPE ENTERING OR LEAVING A
MANHOLE, AND CENTERED UNDER THE
MANHOLE WALL AS SHOWN.
3.1NST ALL ... RAM-NECK" BETWEEN EACH
JOINT Of THE CONE AND BARREL
SECTIONS TO MAKE A FLEXI13-LE WATER
TIGHT JOINT. AFTER JOINT IS MADE, TRIM
JOINT SMOOTH ON INSIDE OF MANHOLE.
4.TYPE II MANHOLES ARE REQUIRED FOR
SEWER LINES 24" OR. LARGER IN
DIAMETER.
REFERENCE: . ·
®
r. ----:--------------------sc_A_L_E_: _N_T_s-------------------~~~...2!::..__J!ll!!J~!...!.!!~~=--;;;;;J.::::.:.:.:::~...:;:::;:~~
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CEMENT MORTAR SHALL
BE USED BETWEEN
GRADE RtNGS
0 w
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t-w
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RING SECTIONS
CONCENTRIC CONE
(VARIABLE LENGTH)
OUTSIDE TOP OF
HIGHEST PIPE IN
MANHOLE
BARREL SECTION
(VARIABLE LENGTH}
CAST IN PLACE BASE
BLOCK {CLASS •• A"
CONCRETE)
t.
OUTSIDE BOTTOM- Of
LOWEST" PIPE IN MAN'HOLE.
RIM ELEVATION
(SEE PLANS) . IN UNPAVED: AREAS (BEFORE BACKFILLING) FORM & PLACE 4 fT DIA. CLAss· "A" CONCRETE COLLAR
CONCENTRIC VfiTH CONC.RETE. GRADE RINGS. IN
PAVED AREAS REPAVE AROUND MANHOLE IN
ACCORDANCE WITH REOUIREMtNTS OF THE . CITY
FOR RIGID PIPE SPAN OPENING
WITH DUCTILE IRON {CLASS 50) ·'
OR P.V.C. (A.W.W.A. C-900}
INVERT
TEE FITTING NOTES:
]__:~~~~L~:Z::=uJ~...:JJ!:l<-=---- BANDED RUBBER COU PUNG l.PRE-CAST MANHOLE BASE BLOCKS SHALL BE · AS MANUFACTURED BY HANSON.
CONCRETE PRODUCTS, INC.. ONE HANSON
COURT, MILPITAS. CA 95035 OR EQUAL
- 5'-6"
DIAMTER 'OF BASE BLOCK ~ .:
AND/OR WATER STOP
- \ (SEE NOTE NO. 4) TYP.
~IMPORT CLASS 2·A.B.
. 1'-0" MIN.
CUT PIPE TO LENGTH
. CO~STRUCTION JOINT TO
INCLUDE #4 "REBAR 6'' O.C.
BACKFILL WITH IMPORT
CLASS 2 A~~- oR-CONC~ETE
1/4 BEND
FIRM· UNDISTURBED SOIL
PRE -CAST MANHOLE BASE BLOCKS SHALL
ONLY · BE USE"o . AFTER PRIOR APPROVAL
HAS B-EEN RECEIVED FROM CITY FOR
EACH LOCATION .TO BE USED.
ELEVA ltON SECTI-ON
2.FLEXIBLE PIPE ONLY - AN APPROVED ·
WATER STOP SHALL BE INSTALLED ON ALL
fLEXIBlE PIPE ENTERING OR LEAVI_NG A
MANHOLE, AND CENTERED UNDER THE
MANHOLE WALL AS · SHOWN .•
OWC. NAMr: IHIOOUJIMJ 7 /21/tt (AIDUl)
SCAlE: NTS
CHANNEL AS DIRECTED
BY DISTRICT
WIDTH
MIN.
REMOVE TOP HALF or
PIPE THROUGH MANHOLE
PLAN SECTION
SCALE: NTS
3.1NSTALL .. RAM-NECK" BETWEEN EACH
JOINT or THE CONE AND BARREL
SECTIONS TO MAKE A FLEXIBLE WATER
TIGHT JOINT. AFTER JOINT IS MADE, TRIM
JOINT SMOOTH ON INSIDE Of MANHOLE.
4.FLEXIBLE COUPLING NOT REQUIRED IF
MANHOLE IS INSTALLED OVER EXISTING
SANlT ARY SEWER.
R(FERENCE:
CHECKED. BY:
COY Of RICHMOND
DEPARTMENT OF PUBUC WORkS
DIVISION OF' ENGINEERING
STANDARD
DROP MANHOLE
___ DATE: 11/18/91
DWG. 10·- AA-19.
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1. ~ PIPE INSIDE
j DIAM. . --USE PRE-FABRICATED
FORM RING
~--- WATER STOP
(SEE NOTE NO. 1) TYP.
..__ ___ FIRM UNDISTURBED
SOIL
DIAMETER OF BASE BLOCK
ELEVATfON SECTION
SCALE: NTS
FLEXIBLE PIPE ~
COUPLING REQUIRED !~
ON RIGID PIPE ONLY------..""' . so·
6' MIN., 12' MAX. ~- ! \
CHANNEL AS . J
DIRECTED BY CITY---...
t
SEWER MAIN~
. BUILDING LATERALS
(TYPICAL)
PLAN
SCALE: NTS
, ; __ oWG._NA_W£:_·_w-_O£TOO.&JIW8 __ 7_12_•1tt (AIIOUl) NOTES:
l.FLEXIBLE -PIPE ONLY. AN APPROVED
WATER STOP SHALL BE 'INSTALLED ON ALL
FLEXIBLE PIPE ENTERING OR LEAVING A
MANHOLE.AND ·cENTERED UNDER THE
MANHOLE WALL AS SHOWN.
2.ALL PIPES IN MANHOLE BASE BLOCK
SHALL MATCH TOPS.
3.MAXIMUM NUMBER OF LATERALS TO BE
CONNECTED TO A DEAD END MANHOLE IN
A CUl-DE-SAC IS (4) FOUR.
4.1NSTALL "RAM-N~CI\ BETWEEN EACH JOINT
OF' THE CONE AND BARREL SECTIONS TO
MAKE ·_A FLEXIBLE WATER TIGHT JOINT.
AfTER JOINT IS MADE, . TRIM JOINT
SMOOTH· ON INSIDE OF MANHOLE •
DRAWN BY: EAS
CHECKED BY: KMH
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---SEE STANDARD DETAIL SHEET NO. 10-AA-1950
FOR FRAME AND COVER DETAIL-----
·x r
I NOTES:
~-t 1
USE ,. RAM-NECK'• OR
APPROVED EQUAL _ __,
------ FIRM UNDISTURBED
• 4'-f> DIAMETER . -1 eo 1 .INSTAll "RAM-NECI\ BETWEEN EACH JOINT or THE CONE AN:O BARREL
3'-E) DfAM. CONCRETE BASE B.LOCK
-------· SOIL ----------
C NCRETE BASE BLOCk TYPE "B'~ MAN HO-LE SECTIONS TO MAI<E A FLEXIB~E WATER TIGHT JOINT. AFTER ~OINT IS MADE, TRIM .
JOINT SMOOTH ON INSIDE OF MANHOLE. Ty ·- PE , A" MANHOLE SCALE: NTS SCALE: NTS
FLEXIBLE PIPE
COUPLING FOR
RIGID PIPE ONLY
TYPICAL PLAN SECTION
SCALE: NTS
UNPAVED AREA THIS. SJDE PAVED AREA THIS SIDE
-#4 REBAR HOOPS
#4 REBAR AT 18,. O.C.
FIRM UNDISTURBED
SOIL
s•-(j- OR s•-Q"' SQUARE IN UNPAVED AREAS. ONLY
4'-cr - IN PAVED AREAS
CONCRETE COlLARS
• 4' -f> DIAMETER I
CONCRETE BASE BLOCK
-I Cll
o ·w I X- j.,l ;:.. ~~
TYPE "C" MANHOLE
SCALE: NTS
2.COLLAR AND BASE BLOCK SHALL. BE
CLASS "A" CONCRETE POURED JN PLACE.
3.1NSTALL PRIVATE CONTROL MANHOLE
. FRAME AND COVER AS SHOWN ON CITY OF
RICHMOND STANDARD SPECIFICATIONS.
MAX. 4.ALL CONCRETE GRADE RINGS~ . CONES AND
BARREL SECTIONS SHOWN_ ABOVE _ARE
PRECAST AS MANUFACTURED BY HANSON
CONCRETE PRODUCTS INC. ONE HANSON . .
COURT, ~ILPITAS, CALIFORNIA OR AN
APPROVED EQUAL
S.FLEXIBLE PIPE ONLY - AN APPROVED
WATER STOP SHALL BE INSTALLED ON ALL
flEXiBLE PIPE ENTERING OR LEAVING A
MANHOLE AND CENTERED UNDER THE
MANHOLE WALL. @ .
REFERENCE: CJ1Y OF RICHMOND
DEPAR'I\IENT OF PUBUC WORKS
DIVISION OF ENGiNEERING
NO.
DRAWN BY:
CH~CKED BY:
PRIVATE
CONTROL MANHOLE
---DATE: U/18/9l
OWG. IO~A"A-1946
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COMBINATION VENT & PICK HOLES
( 4 Required Locate:d At go· Intervals}
PLA.N
SCALE: NTS
2'-1 3/5'
PICK HOLE
(See Detail)
ELEVATION SECTION
SCALE: NTS
PICK
1 1 t•
ELEVATION
SCALE: NTS
PLAN
HOLE DETAIL
SCALE: NTS
NOTES:
1.MINOR MO.DIFJCATIONS IN ABOVE
DIMENSIONS AND MANUFACTURING
CONFIGURATIONS ARE PERMISSIBLE
SU.BJECT TO " CJT.Y' APPROVAL.
2.CAST IRON FOR FRAME AND COVER SHALL
BE CLASS 30 MINIMUM AS PER A.S.T.M. A48 •
3.BEFORE LEAVING THE FOUNDRY, THE
FRAME AND COVER SHALL BE PAINTED OR
DIPPED IN ASPHALT PAINT. ®.
CRY ·OF RICHMOND
DEPARTMENT or PUBUC WORKS
DIYISION OF ENGINE£RJNC
N MANHOLE FRAME + COVER
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1/2" HEX-HEAD STAINLESS STEEL BOLT
WITH 1 /8" THICK NEOPRENE GASKET
(4 REQUIRED LOCATED AT 90· INTERVALS)
PLAN
·SCALE; NTS
PICK HOLE
(See Detail)
BOLT HOLES IN COVER
TO BE COUNTER SUNK
FOR BOLT HEADS
BOSSES FOR BOLTING
1 1 /8"
-
1 1 2''
EL·E-VATION
SCALE: NTS
~-- J ---
3/8'. J --- . t
2,-0 ..
2'-7 1/2" PLAN
ELEVATION SECTION PICK HOLE DETAIL
SCALE: NTS SCALE: NTS
~
NOTES: . .., ... . . .
1.MINOR MODIFICATIONS IN ABOVE
DIMENSIONS AND· MANUFACTURING. CONFIGURA TJONS ARE PERMISSIBLE SUBJECT TO CITY. APPROVAL
2.CAST IRON fOR fRAME -AND COVER SHALL
BE CLASS 30 MINIMUM As · PER A.S.T.M. ·A-48.
·3.WHEN VENT HOLES ARE SPECIFIED FOR
THE BOLT -DOWN MANHOLE COVER ON
PLANSb THEY SHALL BE DESIGNED AND
SPACE AS SHOWN ON STANDARD
MANHOLE COVER DETAIL S~EET NO. lO·AA-1947
F
4.BEFORE LEAVING TH£,FOUNDRY\ THE
RAME AND C.OVER SHALL BE PA1t•ITED OR ~ DIPPED JN ASPHALT PAINT. . ~ DESCRIP110
DRAWN BY: EAS
CHECKED BY: K MH
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PICK-HOLE
(S~e Detail} 1 ·1 2''
PLAN.
COMBINATION VENT .AND PICK-HOLE
' ( 1 Required)' ELEVATION
SCALE: NTS
2'-2 1/4"
2'-1 3/8"
2'-1 5/1 b
--t.G 1 1 /2"1...£ I ~-, r 1 1/8"
~~. · _,. cJU[d~ ~%~ t
9/1 f) J I. z·-11' •
2'-7 1/2 ..
ELEVATION SECTION
SCALE: NTS
SCALE: NTS
PLAN
PICK-HO.LE DETAIL
SCALE: NTS
NOTES:
1.MINOR -MODIFICATIONS IN ABOVE
OJMENSIO~S AND MANUFACTURING
CONFIGURATIONS ARE PERMISSIBLE
SUBJECT TO CITY APPROVAL.
2.CAST l~ON FOR fRAME AND COVER SHALL
BE CLASS 30 MINIMUM AS PER A.S. T .M·. A- ·
48. 3.RAISEO LETTERS 1 / 4" HIGH TO BE CAST IN
CENTER OF MANHOLE COVER.
4.8EFORE LE.AVING THE FOUNDRY, THE
FRAME AND "COVER SHAll BE PAJNTED OR
DIPPED IN ASPHALT PAINT. @
REfERENCE:
PRO
CITY OF RICHMOND
OEPARTJoiEHT Of PUBliC WORKS
DIVlSiat Of ENGINEERING
PRIVATE MANHOLE
FRAME AND COVER
DATE: 11/18/91 ---. DWG.IO~AA~I949
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PLAN
SCALE: NTS
. 2'-6 3/16'" .
2'-3 7 /8"
2'-3 3/4'
1/8"
9"
2'"-o" 5 t ;t•,___, ____ _.
2'-11 ..
PICK-HOLE
(See Detail)
r 1 1 ;a"
t
VENT HOLE .
( 1" Oiam. 1 Required} ·
1''
ELEVATION
SCALE: NTS
1 1
ELEVATION . SCALE: NTS
PLAN
PIC K~HOLE DETAIL
SCALE: NTS
NOTES:
l.MINOR MODIFICATIONS IN ABOVE
-DIMENSIONS AND. MANUFACTURING
CONFIGURATIONS ARE · PERMISSIBLE
SUBJECT TO Cl TY· APPROVAL.
. .
2·.CAST IRON FOR FRAME AND COVER SHALL
BE CLASS 30 MINIMUM AS PER A.S.T.M. A48.
3.RAISED 'LETTER t /4'" HIGH TO BE CAST IN
CENTER Of MANHOlE COVER.
4.BEFORE LEAVING THE FOUNDRY THE
FRAME AND COVER SHALL BE PAINTED OR
DIPPED IN ASPHALT PAINT. ®
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PLAN
SCALE: ·NTS
1 5/8'! l
1 '-1 o"
3'-0"
3'-8"
ELEVATION SECTION
SCALE: NTS
~ IWIE:N-D£1010.~ 7/H/t1 (DtltN)
f' DIAMETER VENT "HOLES IN OUTER COVER
{8 Required.Loca.ted at 45· interval's and
on a 31 1/ 4" Diameter· Circle Tha.t Is Concentric
about the Center of the Covi!r)
1" DIAMETER VENT HOLES IN .INNER COVER
{ 4 Reqtifred Located at 9(T Intervals ·and
on a 14 3/ 4" Diameter Circle. That Is Concentric .
abou·t the Center of the Cover}
NOTES:
1.MINOR MODIFICATIONS IN ABOVE
DIMENSIONS AND MANUFACTURING
CONFIGURATIONS ARE PERMISSIBLE
SUBJECT TO CI-TY APPROVAL
2.CAST IRON fOR FRAME AND COVER SHALL
BE CLASS 30 MINIMUM AS PER A.S. T.M. A40.
3.BEFORE LEAVING THE FOUNDRY, THE
fRAME AND COVER SHALL BE PAINTED OR
DIPPED IN ASPHALT PAINT.
EFERENCE: CI1Y Of RICHMOND
DEPARTMENT Of PUBUC WORKS
OIVlSIO"N OF ENGINEERING"
36"' DIAMETER F==-==~~~~-----------RD.-.., MANHOLE FRAME AND COVER ___ DATE: 11/18/91
owe. 10 ~ AA.;.I951
IWC1 • <N.W£:411 . -DET01 1.DWG 7/21/11 (DEF'EN)
SEE DWG. 10-AA-1956
FOR BOX 8 COVER REQUIREMENTS.
CAST ·IRON COVER/CONCRETE BOX
CAST IRON FRAME & COVER
PAVEMENT SURFACE AS REQUtRED BY CITY
CLASS "A" CONCRETE
USE FLEXIBLE COUPLING WHEN--,
JOINING V.C.P. TO FLEXIBLE PIPE -
MIN.
(TYP.)
~NO DEFLECTION PERMITIED AT
INTERMEDIATE JOINTS
FIRM UNDISTURBED
RISER STATIONING
ELEVATION
SCALE: NTS
CLASS 2 A.B.
BEND 'FITIING
REFERENCE:
NO. DATE DESCRIPTION
REVISION
DRAWN BY: EAS
CHECKED BY: K M H
CfTY OF -RICHMOND
DEPARTMENT OF' PUBUC WORKS
DJVISlON OF ENGINEERING
APPRO RISER -""'2_
j SUBMITIED: #(VJ() . I DATE: II/ 18/91
!APPROVED: ~~ .l DWG. t0":'AA.;.;1952
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PICK
' t
COMBINATIION VENT & PICK HOLE
PLAN
SCALE:. NTS -- -
,·:.:..4 5/811
1'-4 11~11
+1/2-
'
ELEVATION SECTION
SCALE: NTS
NOTES:
1.MINOR MODIFICATIONS IN ABOVE
DIMENSIONS AND MANUFACTURING
CONFIGURATIONS ARE PERMISSIBLE
SUBJECT TO Cl TY APPROVAL
2.CAST IRON FOR
·FRAME AND COVER SHALL
BE CLASS 30 AS PER A.S.T.M. A-48.
3.8EFORE LEAVING THE FOUNDRY, THE
FRAME AND COVER SHALL BE PAINTED OR
.DIPPED IN ASPHALT PAINT.
EFERENCE: CITY OF RICHMOND
DEPARTMENT Of PUBUC WORI<S
DIVISION OF ENGINEERING
___ OATE:II/18/91
owe. Jo·-AA-1953
.
STANDARD
STANDARD CLEANOUT BOX (TYP.) _
(See Sheet No. IO AA-1956) _(See. Sheet No.to-~~~~:.---,r:±:?T~rt w
z
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SANITARY SEWER
INSTALL CLEANOUT
GRADE
CLEANOUT
C_OUPLING
6" ±fLEXIBLE----'
STUB WHEN FLEXIBLE-
'~TWO WAY" CLEANOUT IS USED
TYP·ICAL CONNECTION TO BUILDING
SEWER TO EXISTING LATERAL
SCALE: NTS
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BUILDING
PLUMBING
"KICK-OUI"
NOTES:
1 .CLEAN OUT BE INSTALLED BEHIND THE
fACE Of CURB.
2. THE SEWER SHALL BE LAID ON A
STRAIGHT GRADE- BETWEEN THE MAIN
SEWER AND THE PROPERTY LINE AND
BETWEEN THE PROPERTY LINE AND THE
BUILDING PLUMBING. @
REFERENCe · CllY Of RICHMOND
OEPARn.tEKT Of PUBUC WORKS
DIVISIOtt OF ENGINEERING
BUILDING
NO. DATE OESC RIPllON ~PRO
REVISION SEWER DETAILS
DRAWN BY: EAS I SUBMITTED: JOATE: 11/18/91
CHECKED BY: KMH I APPROVED: .towc.ao~AA-1954A
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D ETA I L - BUILDING
SEWER ADJACE-NT TO
BUILDING FOOTING
NOTES:
LCLEANOUT BE INSTALLED BEHIND THE
FACE OF CURB.
2. THE SEWER SHALL BE LAiD ON A . .
STRAIGHT GRADE BETWEEN THE MAIN
SEWER AND THE PROPERTY LINE AND
BETWEEN THE PROPERTY LINE AND THE
BUILDING PLUMBING.
STANDARD CLEANOUT BOX
ALL CLEANOUT MUST BE
BROUGHT TO GRADE AND
PROTECTED WITH APPROVED BOX.
IQ
z
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....____..........----~ =:J
~----~~~~~ 00
IF BUILDING PLU.MBING IS LARGER
THAN 4 INCHES IN DIAMETER
USE A STANDARD 6 INCH WYE IN PLACE
OF TWO-WAY FITII NG.
BUILDING
PLUMBING
"KICK-OUT~
TYPICAL CONNECT-JON OF BUILDING
SEWER ·To EXISTIN-G LATERAL
SCALE: NTS
~HED GRADE ~ "'V>>TDEPTH OF COVER "TWO-WAY"
MEASURE HERE CLEANOUT
(SEE. SHEET N·o. .-J"\.-.L'~
10-AA -1959 A 8 B) _..>I,J'-LJ----'---...._,__
I z
0 ~ BlHLDING PLUMBING
... KICK-OU.I
~ESS THAN ~.'I ~
LONG-RADIUS FITT.INGS
.( 1/8 BEND MAXIMUM)
TYPICAL CONN-ECTION TO BUI.LDING
SEWER FOR SHALLOW BUILDING ~
PLUM 8 IN G " KICK·- 0 U T" r.::o=R£FER~EN~cE:-----.---==~~~ SCALE: NTS
0. DATE PRO
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LAY PIPE FROM SADDLE TO PROPERTY LINE, INSERTING HOSE INSIDE AS JS BE'ING LAID· TO THE W'(£ BRANCH AT CURB CLEANOUT. INSTALL TEST EQUIPMENT AND . PRESSURIZE LINE IN ACCORDANCE WITH STANDARD SPECIFICATIONS. IF TEST IS SATISFACTORY REMOVE PLUGS AND CONTINUE PIPE LA YIN G.
TYPICAL -
BANDED RUBBER COUPLING
AIR rEsT PLUG
ROAD SURFACE - EXISTING ROADS
ROAD SUB-SUBGRADE - NEW ROADS
SEWER MAIN -------t-..u
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CLEAN OUT
AIR TEST FITTING
AIR TEST PLUG
LATERAL SEWER TEST 1/4n NEEDLE VALVE 5 lb. GAUGE
INSTALL TEST PLUGS AND TEST FITTINGS AS SHOWN AND . .
PRESSURIZE LINE IN ACCORDANCE WITH STANDARD
SPE:CIFICATIONS AfTER APPROVAL TEST EQUIPMENT
MAY BE REMOVED AND CONNECTION SHALL BE MADE.
BANDED RUBBER COUPLING
AIR TEST PLUG
SEWER MAIN-------+~
w
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ac
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SCALE: NTS
w
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(I)
<( AIR TEST FITTING L&J
0!
0 INSTALL AIR TEST
-41
ATTACH AIR HOSE -4
TO TEST FITTING
INSTALL AIR TEST PLUG
AIR
PIPE PlUG\
PLUG COCK WITH SIDE -OUTLET QUICK CHANGE FITTING
AIR TEST FITTING
SCALE: NTS
FITTING SHOWN ABOVE CONSISTS OF THE MINIMUM HARDWARE
REQUIRED AND SUGGESTS A RECOMMENDED CONFIGURATION ONLY
BUILDING DRAIN AND
STANDARD CLEANOUT
REfERENCE:
HOUSE SEWER TEST
CIIY OF RICHMOND
DEPARJ)IENT OF PUBliC WORKS
DIVISION Of ENGINURING
SCALE: NTS NO PRD B~ILDING SEWER
AIR TEST DETAIL ___ DATE: 11/18/91
DWG. IO-:AA~I955
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CAST I RON COVER
SURFACE AS REQUIRED2'" MIN. j
CONCRETE BOX CONCRETE COVER
IN PAVED AREAS OR TRAFFIC AREA
BOX AND COVER -SHALL BE SUITABLE
FOR AASHTO H-.in LOAD
FINISHED GRADE
BONDED RUBB(R COUPLING AND ·cLAY
CAP OR APPROVED EQUAL
. /.PAVING
rr-----1111'"""""""7''-Tr!>ir7m=i..
CLEANOUT BOX {SEE NOTE)
HAND· TAMPED BACKFILL TO
90.% RElATIVE COMPACTION
INSTALL VERTICALLY
AND- CUT TO LENGTH
1----- 1 /8th BEND
BUILDING SEWER \
BEND AT TERMINUS ONLY
FOR .INTERMEDIATE CLEANOUTS
ELEVATION
SCALE:NTS
TERMINATE CLEANOUT AT CLOSEST JOINT TO SURFACE WITH
TEMPORARY PLUG. AFTER All BACKFILL IS COMPLETE AND
SUB-GRADE M~DE IN AREAS TO BE PAVED, THE FINAL
RISER PIPE AND BOX SHALL BE INST A~LED AS SHOWN.
NOTE:
l.A RECTANGULAR BOX AS SHOWN ABOV-E
SHALl BE USED fOR CLEANOUTS _THAT
ARE CAPPED USING A BANDED RUBBER
COUPUNG.
2.CIRCULAR BOXES ARE PERMITTED FOR
CLEANOUTS THAT ~RE CAPPED WITH A
SCREW TYPE CAP OR THE APPROVED TOP
OPENING CAPS. TYPE AND MANUFACTURE
SUBJECT TO APPROVAL
3.CIRCULAR BOXES INSTALLED IN SIDEWAlK
AREAS SHALL HAVE A SOLI_D COVER
WITHOUT HOLES.
4.APPROVED RECTANGULAR BOXES ARE:
A)CHRISTY CONCRETE PRODUCTS 83 .
BOX WITH A 83D CONCRETE LID OR
·83C METAL LID OR
B)BROOKS. PRODUCTS INC. NO. 3
METER BOX WITH A NO. 3 HEAVY
DUTY CONCRETE LID OR A · NO. 3
CAST IRON TRAFFIC UD OR AN
APPROVED EQUAL
5.CONCRETE LIDS ARE ACCEPTABLE fOR
USE IN NON-VEHICULAR TRAFFIC AREAS,
WHILE METAL LIDS MUST BE USED
ELSEWHERE •
G.ALL CLEANOUT BOX LIDS . SHALL B~
MARKED WITH A LETIER "S' OR THE WORD
"SEWER" • .
REfERENCe CITY Of RICHMOND
D£PARntENl OF PUBLIC WORKS ·
DIVISION Of ENGINEERING
BUILDING SEWER
CLEANOUT TO GRADE ___ DATE: 11/18/91
OWG· 10.- AA-1956
·1r ~ ~oT-Es: .
' · · ' . 1.THE . ABOVE DETAILS ARE TYPICAL FOR .
' . MAIN AND BUILDING SEWERS WHEN RI.GID
; .· · PIPE IS USED.
:1 t: ZJF CLEARANCE BETWEEN PIPES IS LESS
. .. _, THAN 6.. DUCTILE IRON OR PVC PIPE, OF ~ r, ,. _ :1 : · THE T'(PE SHOWN SHALL BE USED. \ . ;·1·r: 3.THIS TYPE OF CROSSING MAY ALSO BE
• · . REQUIRED BY THE CHY OF RICHMOND
:1·1. WH.EN CROSSING CERTAIN OTHER
, . · UliLITI~S.
. ' ~ J
It ,
EXISTING
LONG RADIUS FITTING----------
(1/Bth. ~END MAX.) .
BA~DED RUBBER COUPLING_//
OR APPROVED EQUAL (TYP.) I
ONE lENGlH OF
& GUTTER
SOIL
3" MIN. CLEARANCE
BETWEEN PIPES
~I r: i . ;
SANITARY S[WER MAIN TYPICAL CROSSlNG OVER STORM SEWER
J·C
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E.XISTING . ~AVEMENT ~
_£6Jif! . .nrr€i!W
3" MIN. CLEARANCE
BETWEEN PIPES
SCALE; NTS
LONG RADIUS
(1/Bth. BEND
·FITTING
MAX.)
:._--r---~""F-::,.......:::::~-I_f DEFLECTION IS GREATER THAN MAN-UFACTURER'S SPECIFICATIONS USE 1 j 16TH BEND FITTING.
SANITARY SEWER MAIN
SEE NOTE NO.1
ONE
LENGTH OF
DUCTILE IRON
PIPE {CL 50-51)
OR
BANDED RlJBB.ER COUPLING
OR APPROVED EQUAL (TYP.)
P.V.C. {AWWA C-900) PIPE
{SEE NOTE 2)
TYPICAL CROSSING UNDER STORM SEWER
SCALE: NTS
REFERENCE:
@
Cl1Y Of RICHMOND
OEPARn.t£NT Of PUBUC WORKS
OIVISIOH Of EN~G
a-i ..
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EXISTING GRADE ~
ONE 20' -0" LENGTH Of DUCTILE IRON PIPE
(Cl 50. OR 51) OR P.V.C. (AWWA C-900) DR-14 .
SANITARY SEWER MAIN~ PRESSURE PIPE CENTERED OVER THE WATER MAIN OR LATERAL · · ~
. . f [1j . ~"""' -:-7'1. BANDED RUBBER COUPLING ·
4 .. MIN. Cl,EARANCE BETWEEN PIPES OR APPROVED EQUAL (TYP.} TYPICAL CROSSING ·ovER W-ATER MAIN
NOTE: .
IF CLEARANCE .BETWEEN PIPES IS LESS THAN 1,
DUCTILE . IRON OR PVC PIPE, OF ' THE TYPE SHOWN,
SHALL BE USED.
SCALE: ·NTS
EXISTING ~RADE. ~
~--~-------~~~~----~~~~~t~---~ ~J~;;::JI•
1 _4_' _o_" _M __ IN_. __
1 4 • -0" MIN.
4'" MIN~ CLEARANCE BETWEEN
SANITARY SEWER MAIN ONLY
TYPICAL CR.OSSING UNDER WATER MAIN
SCALE: NTS
OWC. .lf4M£: N-00017 .DWG 7/le/'1 (CAM)
•
REFERENCE: Cf1Y OF RICHMOND
DEPI-R'NOO. OF PUBUC WORKS
1 v OF' ENGINEERING
SANITARY SEWER
~~---~~~__,L.:-:.,,.;PRDI WATER MAIN CROSSING
---DATE: 11/18 91
OWG.IO-AA-195
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BEDDING COVER AND SLOPE REQUIREMENTS
FOR SEWER INSTALLATION
PIPE COVER LIMITATION TABLE
PIPE SPECIFICATION - SEE SEC. 5 COVER IN FEET
MIN - MAX* *
MATE.RJAL
TYP.E AND
MINIMUM ClASS DETAIL A DETAIL 'S
BUILDING SEWER
FROM PROPERTY LINE TO BUILDING
IN UNPAVED PRIVATE PROPERTY
4-fJ VCP - 2 -.30
4'~ -617 ABS. SOLID & COMPOSITE WALL - 2 -30
4" -fJ' CIP SOIL PIPE - I -30
4 17 -6" DIP DUCTILE (50 & 51) - I -30
4.' -f!' PVC CLASS SOR 18 - I -30
MAIN & BUILDING SEWERS
IN PUBLIC UTILITY AND CITY EASEMENTS
STREET RIGHTS OF WAY AND PAVED PRIVATE PROPERTY
4'' -6~ VCP 2-19 - 8" VCP 3-16 -
1 o·· -LARGER VCP . 3-14 -
4" -LARGER ··GIP SOIL PIPE I -30
4" -LARGER DIP DUCTILE IRON {CLASS SO . &. 51) I -30 - 8"-LARGER PVC COMPOSITE WALL 3-30 - 4~ -LARGER PVC SOLID WALL· (ClASS SDR 14) I -30 -
WHEN MAXIMUM COVER IS EXCEEDED, APPROVAL
BY CITY OF SPECIAL BEDDIN.G REQUIREMEMT IS NECESSARY
NOTE: ABS PIPE CANNOT BE USED IN PUBLIC UTILITY AND CITY EASEMENTS, STREET RIGHTS OF WAY AND PAVED PRIVATE PROPERTY.
TRENCH
WIDTH
IMPORTED BACKFILL
(SEE NOTE)
STREET SUBGRAOE
-=--~---r-~=--::~- IMPORT CLASS 2 A.B.
NOTE:
0 Vl ,.,., -~
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fPIPE BELL
PIP£
REPLACE WITH IMPORTED BACKFILL AS REQUIRED BY CITY
SPECIAL BEDDING DETAIL
SCALE:. NTS.
TRENCH
WIDTH
PIPE
CONCRETE CLASS
A OR C
SEE PLANS FOR
DIMENSIONS
SEE NOTE BELOW·
NOTE:
· SOLID SUPPORT ON FIRM UNDISTURBED GROUND IS
REQUIRED BEFORE CONCRETE ENCASEMENT IS POURED
CONCRETE ENCASEMENT DETAIL . SCALE: NTS
IO·AA-IoS'lA
REFERENCE:
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MINIMUM SIZE AND· SLOPE
LIMITATION TABLE
SPECIFICATION - SEE SEC. 20 & 21 * *
MINIMUM MAXIMUM
PIPE SLOPE COMMENTS FIXTURE
-DIAMETER (FT/FT) UNITS
B·UlLDING SEWER
FROM SEWER MAIN TO BUILDING
.. IF MAIN IS NOT ADEQUATE 4" 0.02 DEPTH 0.01 FT /FT IS MINIMUM 200 6" 0.01 600
MAI.N SEWERS
a"· .003 -
1 o" 0.0015 -
12" .0010 -
LARGE PER PLANS AND ENGINEERS REQUIREMENTS
SPRING
COVER (SEE PIPE
COVER LIMITATION
TABLE)
t
FLEXIBLE PIPE
MATERIAL THIS
SIDE OlY
~--~~~~~-
. PIPE: BEDDING
(SAND)
3" PLUS PIPE
O.D./2
PIPE FOUNDATION
(IF REQUIRED)
TRENCH WIOTIJ
I· -
ALL PIPE MATERIALS
EXCEPT FLEXIBLE
PI.PE FOUNDATION
(I_F REQUiRED)
BEDOI·NG (SAND}
SEWE-R SUBGRADE
BALLAST . ROCK . (IF REQUIRED)
TRENCH WIDTH
MAIN BUILDING SEWERS IN PUBLIC UTILITY AND. CITY ·
EASEMENTS, STREET RIGHTS OF WAY AND P.AVED PRIVATE PROPERTY NATIVE BACKFtLL
COVER (SEE PIPE
COVER LIMITATION
TABLE)
I · I
SPRING (ALL PIPE) ·
LINE
,.------IMPORT CLASS 2. A. B. (OR SAND)
--=-----"""T"-------.-r----.,t-. ...-r----- TRENCH BACK FILL --:---------~--+-~--
t·. § 1ot w~
FLEXIBLE PIPE . CL 8
MATERIAL THIS CL ~ ~--=--
SID.E OlY '"' ~------+---~~--
PIP£ BEDDING
3• PLUS PIPE O.D./2
PIPE FOUNDATlON
IMPORT CLASS 2 A. B. (OR SAND)
A_LL PIPE MATERIALS
EXCEPT FLEXIBLE
PIPE FOUNDATION
(IF REQUIRED)
BEDDING (SAND)
SEWER SUBGRADE
BALLAST ROCK (IF REQ~IREO)
* UNLESS OTHERWISE REQUIRED BY CIT'( OF RICHMOND BUILDING SEWER IN UNPAVE.D PRIVATE PROPERTY FROM BACK OF CURB TO BUILDING
DETAIL A
SCALE: NTS
-.
1 ~ 1 DETAIL B DESCRIPTION
BOLT DOWN {TYP.)
{SEE NOTE NO.7)
~--r-- POUR CONCRETE
COLLARS AROUND
CAST IRON FRAMES
BOX
NOTES:
1.ALL CONCRETE SHALL HAVE A MINIMUM
COMPRESSIVE STRENGTH OF 3000 P .S.I.
AT 28 DAYS.
.2.CIRCULAR LIDS FOR NOTIINGHAM SHALL
BE SOUTHBAY .FOUNDRY 1900 - BD .OR
APPROVED EQUAL. WITH RAISED "SO OR
THE WORD ·" SEWER:•
MAIN TANK---~
PLAN VIEW
SAMPLE BOX
- 10"x10" CAST
IRON -COVER
(HEAVY TRAFFIC)
3.TANK TO BE PLACED ON CLASS 2 A. B.
E \
F
VENT TO ROOF SCALE: NTS
AND INSTALL AS
REQUIRED BY
UNIFORM PLUMBING
CODE
NOTE: TO ENGtNEER OR
ARCHITECT PROVIDE 4 ..
ELEVATION DROP BETWE.EN
INLET AND OUTLET PIPES
THROUGH BOX SHOW PIPE
INVERT ELEVATIONS AT INLET
AND OUTLET ON PLAN. ~-VARIES 2'-o" 1
1/2"(TYP) -, ~~~~~~ r~~~~~~~~~~~~ u•--VENT TO ROOF H
CAST IRON
PIPE FROM
BUILDING TO
INTERCEPTOR
OR AN
APPROVED
EQUAL----l
WATER J
SURFACE
c
D
ELEVATION SECTION
SCALE: NTS
CAPACITY q.t.FJ.GREASE A - B c D E
1000 67 4'-4 .. . 1'-o'" 2'-0 .. 8'-o'" 5•-11·
1250 -75 5'-Cf 1'-Cf' 2'-Cf' 8'-(/" 5•-11'"
1500 83 5"-<f· 1'- ff 2'-0 .. 8'-o'" s'-11·
f
4'-3'"
4'-3.
5"-3'"
AND INSTALL AS REQUIRED
BY UNIFORM PLUMBING CODE
L STANDARp CLEANOUT
TO GRADE
GROUT ALL AROUND AS
REQUIRED
BANDED RUBBER COUP~NG
(TYP.)
CAST IRON LONG 1/ 4" BEND
4"x12" OR APPROVED EQUAL
.EXCAVATION SpECIFICATION
END VIEW
SCALE: NTS
G . H LENGTH WIDTH DEPTH BELOW INLET
REFERENCE:·
5'-3'" 4'-1. 9'-{} 7 • Cf' 4' 4 .. ·-
5"-11 3'-11 9"-(/" 7'-<i 5'- (j NO. DATE
5'-11 4'-1 t 9'-o'" 6'-o'" 5'- <f
DRAWN BY:
-· .. --··
4.HEIGHT OF TANK ABOVE fiTIINGS
VARIABLE, 6 OR 12 INCH S~CTlONS MAY BE
ADDED TO REACH THE REQUIRED
FINISHED GRADE MORTAR AND BAND
BOTH SIDES IN fiELD.
5.ALL CONCRETE JOINTS SHALL BE CLEANED
WETTED AND MORTARED PRIOR TO
SETIING NEXT SECTION. THE JOINTS
SHALL BE - PA<;KED TROWELLED AND
BANDED SMOOTH ON BOTH SIDES OF THE
BOX.
6.ALL PIPING IN THE- BOX TO BE CAST 'IRON
OR APPROVED EQUAl.
7.BOLT EACH OF THE THREE COMPARTMENT
COVERS DOWN TO FRAME _WITH NOT
LESS THAN JWO 7/1 fr HEX. HEAD STEEL
BOLTS.
8.JOJN (ENTIRE SURF ACE) SAMPLE BOX TO
TANK WITH FACTORY INSTALLED BOLTS
OR EPOXY IN FIELD.
9.UNLESS OTHERWISE APPROVED BY THE
CITY Of RICHMOND A VENT WILL BE
REQUIRED ON THE INLET SIDE OF THE
INTERCEPTOR WHEN ITS DISTANCE FROM
THE VENT SYSTEM WITHIN THE BUILDING
IS GREATER THAN 10 FEET. VENT PIPES
ON THE INLET SIDE AND THE OUTLET SIDE
MAY BE INSTALLED SEPARATELY OR
COMBINED IN CONFORMANCE WITH
UNIFORM PLUMBING CODE.
1 O.STRUCTURE SHOWN IN PRE -CAST
REINFORCED CONCRETE AS
MANUFACTURED BY M.C. NOTTINGHAM OR
AN APPROVED EQUAl. @
CITY OF RICHMOND
DEPARTMENT OF PUBUC WORKS
DIVISION Of ENGINEERING
TWO COMPARTMENT
DESCRIPTION ~PRO GREASE INTERCEPTOR REVISION
EAS ISUBMrTTED: .!DATE: 11/18/91 . . '.~ ..... ··----··-- .-,...,.,....,. t.n- A A • &NCI"\ I
I
i
:
I
.I
JLT DOWN (TYP.)
)EE NOTE N0.7)
,------,,..- POUR CONCRETE
COLLARS AROUND
CAST IRON FRAMES
CLEANOUT BOX
NOTES:
1.ALL CONCRETE SHALL HAVE A MINIMUM
COMPRESSIVE STRENGTH OF 3000 P .S.I. .
AT 28 DAYS.
2.CIRCULAR LIDS FOR NOTIINGHAM SHALL
BE SOUTHBAY FOUNDRY 1900 - BD OR
APPROVED EQUAL, WITH RAISED "S" OR
THE WORD 11 SEWER':
BOX 3.TANK TO BE PLACED ON TYPE "B" IMPORT.
VENT TO ROOF
AND INSTALL AS
REQUIRED BY
UNIFORM PLUMBING
CODE
MAIN TANK __ ___,
PLAN VIEW
SCALE: NTS
VARIES
WATER
SURFACE
SEE NOTE 4 c8"(TYP.)
1 /2" (TYP I 1-
6" (TYP.)
r=!l-1'' MAX~
NOTE: TO ENGINEER OR
ARCHITECT: PROVIDE 4"
ELEVATION DROP BETWEEN
INLET AND OUTLET PIPES
THROUGH BOX SHOW PIPE
INVERT ELEVATIONS AT INLET
AND OUTLET ON PLAN.
l==,....-t.-11
1..-==!n'l'"f F VENT T 0 R 0 0 F
~--+----i-t-~ f 1 AND INSTALL AS REQUIRED
..:....____ ~-r=.:l==::j~==::::t==:::t:t:::t:~ BY UN IF 0 R M PLUMBING C 0 DE
CAST IRON
PIPE FROM
BUILDING TO
INTERCEPTOR
OR AN
APPROVED
EQUAL E
ELEVATION SECTION
SCALE: NTS
[
STANDARD CLEANOUT
TO GRADE
GROUT ALL AROUND AS
REQUIRED
BANDED RUBBER COUPLING
(TYP .)
CAST IRON LONG 1/ 4" BEND
4" x 12" OR APPROVED EQUAL
EXCAVATION SPECIFICATION
F
G
I 2'-o" I
H
END VIEW
SCALE: NTS
REFERENCE:
CAPACITY A B c D E F G H I LENGTH WIDTH DEPTH BELOW INLET 1000 4' 4" 2' 8" 1. , 0" 1'-10 8'-0" 5'-1 1" 4'-S' 4'-1" l 5'-3" 9' 0" 7' 0" 4'-4" 1250 5' o" 2' 8" 1. 1 o" 2' 2" 8'-0" 5'-11" 4'-3" 3' , 1" 5' 1 , .. 9' 0" 7' 0" 5' o" 1500 5'-o" 2' F: 1 ·-1 o· 2' 2" 8'-0" 6'-1 1" 5' 3" 4' 1 1" 5' 11" 9' 0" 8' 0" 5' o"
4.HEIGHT OF TANK ABOVE FITIINGS
VARIABLE, 6 OR 12 INCH SECTIONS MAY BE
ADDED TO REACH THE REQUIRED
fiNISHED GRADE MORTAR AND BAND
BOTH SIDES IN FIELD.
S.ALL CONCRETE JOINTS SHALL BE CLEANED
WETIED AND MORTARED PRIOR TO
SETIING NEXT SECTION. THE JOINTS
SHALL BE PACKED TROWELLED AND
BANDED SMOOTH ON BOTH SIDES OF THE
BOX.
6.ALL PIPING IN THE BOX TO BE CAST IRON
OR APPROVED EQUAL
7.BOLT EACH OF THE THREE COMPARTMENT
COVERS DOWN TO FRAME WITH A NOT
LESS THAN TWO 7/1 b' HEX. HEAD STEEL
BOLTS.
8.JOIN (ENTIRE SURF ACE) SAMPLE BOX TO
TANK WITH FACTORY INSTALLED BOLTS
OR EPOXY IN FIELD.
9.UNLESS OTHERWISE APPROVED BY THE
CITY OF RICHMOND A VENT WILL BE
REQUIRED ON THE INLET SIDE OF THE
INTERCEPTOR WHEN ITS DISTANCE FROM
THE VENT SYSTEM WITHIN THE BUILDING
IS GREATER THAN 10 FEET. VENT PIPES
ON THE INLET SIDE AND THE OUTLET SIDE
MAY BE INSTALLED SEPARATELY OR
COMBINED IN CONFORMANCE WITH
UNIFORM PLUMBING CODE.
1 O.STRUCTURE SHOWN JN PRE-CAST
REINFORCED CONCRETE AS
MANUFACTURED BY M.C. NOTIINGHAM OR
AN APPROVED EQUAL
SEE NOTE NO. 3
.......... . b a_
>-
I ~
..
I'()
1o
t
SEE NOTE NO. 3
b
I ~
..
L(') b
I ..
"o::t
4" CAST IRON PIPE
OR APPROVED EQUAL
SEE NOTE NO. 4
..
..--
PLAN
SCALE: NTS
SEE NOTE
NO. 2
SECTION
SCALE: NTS
CLEANOUT BOX WITH
CAST IRON LID
~
SEE NOTE NO. 4
CAST IRON WYE BRACH
COMBINATION OR
APPROVE EQUAL
oz.
1-
.. ~
N
4" CAST IRON NO HUB PIPE
OR APPROVED EQUAL
----- CAST IRON LONG 1/4 BEND SIZE
4X12 OR APPROVED EQUAL
----4"X4" 6/6 WELDED WIRE MESH (TYP.)
NOTES:
1.DIMENSION AS SHOWN UNLESS
OTHERWISE SPECIFIED.
2.TWO (2) U-32 CATCH BASIN BOXES AS
MANUFACTURED BY CHRISTY CONCRETE
PRODUCTS INC. 44100 CHRISTY STREET,
FREMONT, CA. 94538 OR AN APPROVED
EQUAL.
3.0NE (1) U-32 CATCH BASIN GRADE RING
WITH A FRAME NO. 71 W432 CAST IN PLACE
WITH A WELDED STEEL GRATE NO. 71 W432
AS MANUFACTURED OR SUPPLIED BY THE
COMPANY IN NOTE NO. 2 OR AN
APPROVED EQUAL
4.0NE (1) U-32 CATCH BASIN GRADE RING
WITH A FRAME NO. T32-51 JF CAST IN
PLACE AND A STEEL LID NO. T32-51 JF (H20) BOTH WITH BOLT DOWN PROVISIONS
AS MANUFACTURED OR SUPPLIED BY THE
COMPANY IN NOTE NO. 2 OR AN
APPROVED EQUAL
S.EPOXY BOTH BOXES TOGETHER IN THE
FIELD WITH "THORO BOND" CONCRETE
EPOXY AS MANUFACTURED BY THORO
SYSTEMS OF NORTHERN CALIFORNIA,
36403 CHERRY STREET, NEWARK, CA. OR
AN APPROVED EQUAL
REFERENCE:
PRO
CllY OF RICHMOND
DEPARTMENT OF PUBLIC WORKS
DIVISION OF ENGINEERING
TWO COMPARTMENT
SUMP
TRENCH BACKFILL\:..:-:- r-~--+--""'-
PIPE
PLAN
SCALE: NTS
.
----- ----- --- I --- . ---- ---- ------ ---- - ------ ----- ------- ------- ·------ ------·
SECTION
SCALE: NTS
CLASS , A" CONCRETE
FORMED & POURED IN PLACE
(IF REQUIRED BY ENGINEER)
--
STAINLESS STEEL BANDING
MATERIAL (4 REQUIRED)
RUBBER REPAIR SLEEVE
(SEE DETAIL)
UNDISTURBED SOIL
TRENCH BACKFILL
CLASS "A" CONCRETE FORMED
AND POURED IN PLACE
(IF REQUIRED BY ENGINEER)
RUBBER REPAIR SLEEVE
(SEE DETAIL)
VITRIFIED CLAY PIPE
15" AND LARGER
UNDISTURBED SOIL
NOTES:
1.REPAIR SLEEVE SHALL BE MADE OF
RUBBER, REINFORCED WITH ONE OR TWO
PLYS OF TIRE CORD AS MANUFACTURED
BY VANDERLANS & SONS, PO BOX 758, 320
SOUTH SACRAMENTO STREET, LODI, CA
95241, OR APPROVED EQUAL
2.THE INSIDE DIAMETER OF THE RUBBER
REPAIR SLEEVE SHALL BE 1 /8" LARGER
THAN THE OUTSIDE DIAMETER OF THE
VITRIFIED CLAY PIPE.
3.FINGER LOOPS SHALL BE 1 1 /2" WIDE
RUBBER, REINFORCED WITH ONE PLY OR
TIRE CORD AND THE FINGER LOOPS
SHALL BE VULCANIZED TO THE RUBBER
REPAIR SLEEVE ( 4 REQUIRED EACH END
AND EQUALLY SPACED AROUND THE
CIRCUMFERENCE OF THE REPAIR SLEEVE)
DETAIL
SCALE: NTS
REFERENCE:
FINGER LOOP (SEE
NOTE NO. 3)
RUBBER REPAIR SLEEVE
(SEE NOTE NO. 1)
CITY OF RICHMOND
DEPARTNENT or PUBUC \YORKS
O.IVISION OF "ENGINEERING
REPAIR COUPUNG FOR
VITRIFIED CLAY PIPE
1 OIANETER AND LARGER
I
I
.J
SHIELDS REID PARK IMPROVEMENTS
CITY OF RICHMOND
APPENDIX C.
RESTROOM PLANS
[1] Intertek is a brand name representing the Intertek Group plc legal entities, including but not limited to, Intertek Testing Services NA Inc., Professional Service Industries, Inc. (“INTERTEKͲPSI”), Architectural Testing Inc. (“INTERTEKͲATI”), and MT Group Inc. (“INTERTEKͲMT) www.intertek.com/building
IntertekͲATI
1748 33rd Street
Orlando, Florida 32839
FL Engineering Business #3684
Tel+1 407.304.5560
Fax +1 407.304.5561
intertek.com
November 15, 2022
Mr. John Westfall
Manufactured Housing / Factory Built Housing
Division of Codes and Standards
CA Department of Housing & Community Development
PO Box 278180 / Sacramento, CA95827Ͳ8180 (Mailing)
RE: Exeloo
Factory Built Housing Program
Approval #RͲ20690
Expiration Date – 02Ͳ14Ͳ2024
Dear Mr. Westfall:
Architectural Testing, Inc. (IntertekͲATI, Inc.), part of Intertek Building Science Solutions, has completed an engineering code review for the aboveͲreferenced document(s) for compliance with all applicable codes, as evidenced by the Intertek, Inc. approval stamp on each page. This approval covers the factoryͲ built structure only—any alterations to the factoryͲbuilt structure onͲsite void the approval. Items installed onͲsite are subject to review and approval by the local authority. A set ofsigned and sealed plans are on file with Intertek and the client.
Please get in touch with our office if you should need further information or assistance. Thank you.
Respectfully submitted,
William Tegeler
Plan Review Manager
Building Science Solutions
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
Richard Donarski – CMI Don Grehan – Unrestricted Building Certifier Date of issue: 03/06/2022
Date of expiry: 23/03/2024
Certificate number: CM40183 Rev2 This certificate is only valid when reproduced in its entirety. Page 1 of 6Certification Body:
ABN: 80 111 217 568
JAS-ANZ Accreditation
No. Z4450210AK
PO Box 7144, Sippy
Downs Qld 4556
+61 (07) 5445 2199
www.CertMark.org
Certificate Holder:
Metecno Pty Ltd
T/A Metecno,
Bondor®
ABN: 44 096 402 934
103 Ingram Road,
Acacia Ridge Qld 4110
Ph: +61 7 3323 8555
www.bondor.com.au
Certificate number: CM40183 Rev2
THIS IS TO CERTIFY THAT
MetecnoSpan®
Type and/or use of product:Insulated roof/ceiling or wall panel.
Description of product: MetecnoSpan® is an insulated roof/ceiling or wall panel that features an outer steel faces and a PIR (Polyisocyanurate) core. Refer A2 for details.
COMPLIES WITH THE FOLLOWING BCA PROVISIONS AND STATE OR TERRITORY VARIATION(S) BCA 2019 (Amdt. 1) Volume One Volume Two
Performance Requirement(s): BP1.1(a)&(b)(i),
(ii)&(iii)
Structural reliability P2.1.1(a),(b)(i),
(ii)&(iii)
Structural stability and resistance to actions
P2.2.2 Weatherproofing – Limited to roof applications only. Refer Limitations & Conditions No. 8.
Deemed-to-Satisfy Provision(s): C1.10(a)(ii) Fire Hazard Properties – Refer A3. 3.12.1.2 Energy Efficiency – Roofs. Can be used in conjunction with other building elements to achieve a Total R Value. Refer to A3.
F1.5 Weatherproofing – Limited to roof applications only. 3.12.1.4 Energy Efficiency – External Walls. Can be used in conjunction with other building elements to achieve a Total R Value. Refer to A3.
J1.3 Energy Efficiency – Roof and ceiling construction. Can be used in conjunction with other building elements to achieve a Total R Value. Refer to A3.
3.12.1.6 Energy Efficiency – Attached Class 10a buildings. Can be used in conjunction with other building elements to achieve a Total R Value. Refer to A3.
J1.5 Energy Efficiency – Wall construction. Can be used in conjunction with other building elements to achieve a Total R Value. Refer to A3.
State or territory variation(s): Not Applicable Part 3.12 (NSW, NT, SA, Qld, Tas, ACT)
SUBJECT TO THE FOLLOWING LIMITATIONS AND CONDITIONS AND THE PRODUCT TECHNICAL DATA IN APPENDIX A AND EVALUATION STATEMENTS IN APPENDIX B Ri h d D ki CMI
Approved for Commercial Approved by: State of CaliforniaMH DAA #DM1507408Intertek (IntertekͲATI)Plan Approval: #RͲ20690Approval Date: 11/15/2022Expiration Date: 02/14/2024Without Foundation Approval 1748 33rd StreetOrlando, FL 32839
Certificate number: CM40183 Rev2 This certificate is only valid when reproduced in its entirety. Page 2 of 6 Limitations and conditions: 1. This product has not been subject to AS 1530.1-1994 (R2016) testing and cannot be considered to be a non-combustible material. 2. BCA requires certain external walls, common walls or internal load bearing walls and/or ancillary elements of some Class 2 to 9 buildings to be non-combustible. In the absence of site-specific performance solution, this product or system is not suitable for use in these applications where a non-combustible product is required.
3. In the absence of a site-specific performance solution, this product or system must not be used to facilitate the exemptions for a carport specified in Part 3.7.2.6 Open carports of Volume 2 of the BCA 2019.
4. When used as internal wall and ceiling linings, this product as a Group 1 or Group 2 fire rated product, must comply with the group number specified in Table 3 of Specification C1.10 of the BCA Volume 1, 2019 Amendment 1. The Group numbers have been determined in accordance with testing conducted to AS ISO 9705 and assessment against AS 5637.1:2015 as either Group 2 or Group 1 depending on the construction detail, refer A3.
5. The structural support members are designed and engineered separately as per project requirements by building designers and engineers. 6. The size and location of any penetration through the MetecnoSpan® roof panels must be in accordance with Drawing PIR13-RP01-00 ROOF PENETRATIONS - METECNOSPAN - R0. Penetrations for flues, chimneys or exhaust of hot products of combustion are outside the scope of this certificate and require site-specific solutions. Contact Certificate Holder for site-specific solutions.
7. The MetecnoSpan® roof and wall panels will be limited by wind load shown in the manufacturer’s specifications on the span certified for the product type, thickness, core density and fixing configuration as per the product’s certified span tables referenced in A3.
8. The weatherproofing requirements of P2.2.2 in relation to external walls, including openings around windows and doors, do not form part of this Certificate of Conformity.
9. It is the responsibility of the building designer to ensure fitness for purpose including, but not limited to, consideration for the corrosion resistance level of the product and the proximity to breaking surf.
10. The use of the certified product/system is subject to these Limitations and Conditions and must be read in conjunction with the Scope of Certification below.
Building classification/s: Class 1,2,3,4,5,6,7,8,9 & 10 Scope of certification: The CodeMark Scheme is a building product certification scheme. The rules of the Scheme are available at the ABCB website www.abcb.gov.au. This Certificate of Conformity is to confirm that the relevant requirements of the Building Code of Australia (BCA) as claimed against have been met. The responsibility for the product performance and its fitness for the intended use remain with the Certificate Holder. The certification is not transferrable to a manufacturer not listed on Appendix A of this certificate. Only criteria as identified within this Certificate of Conformity can be used for CodeMark certification claims. Where other claims are made in a client’s Installation Manual, Website or other documents that are outside the criteria on this Certificate of Conformity, such criteria cannot be used or claimed to meet the requirements of this CodeMark certification.
The NCC defines a Performance Solution as one that complies with the Performance Requirements by means other than a Deemed-to-Satisfy Solution. A Building Solution that relies on a CodeMark Certificate of Conformity that certifies a product against the Performance Requirements cannot be considered as Deemed-to-Satisfy Solution.
This Certificate of Conformity may only relate to a part of a Performance Solution. In these circumstances other evidence of suitability is needed to demonstrate that the relevant Performance Requirements have been met. The relevant provisions of the Governing Requirements in Part A of the NCC will also need to be satisfied. This Certificate of Conformity is issued based on the evidence of compliance as detailed herein. Any deviation from the specifications contained in this Certificate of Conformity is outside of this document’s scope and the installation of the certified product will not be covered by this Certificate of Conformity. This may result in the product being classified as a non-conforming building product. Disclaimer: The Scheme Owner, Scheme Administrator and Scheme Accreditation Body do not make any representations, warranties or guarantees, and accept no legal liability whatsoever arising from or connected to, the accuracy, reliability, currency or completeness of any material contained within this certificate; and the Scheme Owner, Scheme Administrator and Scheme Accreditation Body disclaim to the extent permitted by law, all liability (including negligence) for claims of losses, expenses, damages and costs arising as a result of the use of the product(s) referred to in this certificate. When using the CodeMark logo in relation to or on the product/system, the Certificate Holder makes a declaration of compliance with the Scope of Certification and confirms that the product is identical to the product certified herein. In issuing this Certificate of Conformity, CertMark International has relied on the experience and expertise of external bodies (laboratories and technical experts).
Nothing in this document should be construed as a warranty or guarantee by CMI, and the only applicable warranties will be those provided by the Certificate Holder.
Approved for Commercial Approved by: State of CaliforniaMH DAA #DM1507408Intertek (IntertekͲATI)Plan Approval: #RͲ20690Approval Date: 11/15/2022Expiration Date: 02/14/2024Without Foundation Approval 1748 33rd StreetOrlando, FL 32839
Certificate number: CM40183 Rev2 This certificate is only valid when reproduced in its entirety. Page 3 of 6 APPENDIX A – PRODUCT TECHNICAL DATA
A1 Type and intended use of product
As per page 1. A2 Description of product
Core PIR (Polyisocyanurate)
Source: Certificate Holder
Width (cover mm) 1000 Thickness (mm) 40, 60, 80 & 100 Length Up to 25m External Material 0.42mm Colorbond® steel Internal Material 0.5mm G300 Colorbond® steel Pitch 2° Minimum A3 Product specification
Structure &
Weatherproofing
In order to maintain compliance with structure, the following Span Tables must be referred to which have been certified by a licensed Professional Engineer in accordance with AS 1562.1, AS/NZS 1170.0, AS/NZS 1170.1, AS/NZS 1170.2, AS 4055 & AS 4040.1. Span Tables Document Name Version
METECNOSPAN® SPAN TABLES FOR WIND REGION A – NON-CYCLONIC (EXTERNAL ROOF APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 6 METECNOSPAN® SPAN TABLES FOR WIND REGION B – NON-CYCLONIC (EXTERNAL ROOF APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 6 METECNOSPAN® SPAN TABLES FOR WIND REGION C – CYCLONIC (EXTERNAL ROOF APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 5 METECNOSPAN® SPAN TABLES FOR WIND REGION D – CYCLONIC (EXTERNAL ROOF APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 5 METECNOSPAN® SPAN TABLES FOR WIND REGION A – NON-CYCLONIC (EXTERNAL ROOF APPLICATIONS ONLY WITH 25kg DEAD LOAD) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 5 METECNOSPAN® SPAN TABLES FOR WIND REGION B – NON-CYCLONIC (EXTERNAL ROOF APPLICATIONS ONLY WITH 25kg DEAD LOAD) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 5 METECNOSPAN® SPAN TABLES FOR WIND REGION C – CYCLONIC (EXTERNAL ROOF APPLICATIONS ONLY WITH 25kg DEAD LOAD) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 4 METECNOSPAN® Roof Span Table for Housing Application 5 METECNOSPAN® SPAN TABLES FOR WIND REGION A – NON-CYCLONIC (EXTERNAL WALL APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 1 METECNOSPAN® SPAN TABLES FOR WIND REGION B – NON-CYCLONIC (EXTERNAL WALL APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 1 METECNOSPAN® SPAN TABLES FOR WIND REGION C – NON-CYCLONIC (EXTERNAL WALL APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 1 METECNOSPAN® SPAN TABLES FOR WIND REGION D – NON-CYCLONIC (EXTERNAL WALL APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 1 PenetrationsIn order to maintain compliance with structure, the following document must be referred to which have been certified by a licensed Professional Engineer; Drawing PIR13-RP01-00 ROOF PENETRATIONS - METECNOSPAN - R0. The adequacy of the size, location and spacing of any penetrations outside the scope of this document through the MetecnoSpan® panel must be confirmed by a structural engineer.
Approved for Commercial Approved by: State of CaliforniaMH DAA #DM1507408Intertek (IntertekͲATI)Plan Approval: #RͲ20690Approval Date: 11/15/2022Expiration Date: 02/14/2024Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
Certificate number: CM40183 Rev2 This certificate is only valid when reproduced in its entirety. Page 4 of 6 Material Group Numbers
Group Numbers have been determined in accordance with testing conducted to AS ISO 9705:2003 (R2016) and assessment against AS 5637.1:2015.
Group 1 – Panels 40mm to 100mm thick
x Wall Panel to Wall Panel corner junction - Colorbond 40 x 40 x 0.6 mm thick steel angles, with Ø4 mm steel rivets at 300 mm centres x Wall Panel to Ceiling Panel junction - Colorbond 40 x 40 x 0.6 mm thick steel angles with 10 mm return crush fold, fixed horizontally along all ceiling-to-wall panel junctions with Ø4 mm steel rivets at 300 mm centres.
Smoke Growth Rate Index (SMOGRARC) 3.7 m2/s2 x 1000
Source: BRANZ Report No. FC14196-01 Issue 1 dated 04/03/2022 Group 2 – Panels 40mm to 100mm thick
x Wall Panel to Wall Panel corner junction - 100 x 100 mm steel angle fixed with 4 mm steel rivets at 200 centres. x Wall Panel to Ceiling Panel junction - 100 x 100 mm steel angle fixed with 4 mm steel rivets at 200 centres.
Smoke Growth Rate Index (SMOGRARC) = 21.1 m2s-2 x 1000
Source: Ignis Report No. IGNS-5396 Issue 2 Revision 1 dated 07/10/2019 Group 2 – Panels 40mm to 100mm thick
x Wall Panel to Wall Panel corner junction
Internal - 40 x 40 x 1.5mm aluminium angle fixed with aluminium 5/32nd gauge 17mm long pop rivets at 300 centres.
External - 70 x 40 x 1.5mm aluminium angle flashing the external corner fixed with aluminium 5/32nd gauge 17mm long pop rivets at 300 centres. x Wall Panel to Ceiling Panel junction
Internal - 40 x 40 x 1.5mm aluminium angle fixed aluminium 5/32nd gauge 17mm long pop rivets at 300 centres. External - 70 x 40 x 1.5mm aluminium angle flashing the external corner fixed with aluminium 5/32nd gauge 17mm long pop rivets at 300 centres.
Smoke Growth Rate Index (SMOGRARC) = 47 m2s-2 x 1000
Source: Ignis Report No. IGNS-5396 Issue 2 Revision 1 dated 07/10/2019 Thermal & Energy Efficiency
Declared & Total R-values for Nominal Sizes of MetecnoSpan® – ROOFS Thickness (mm) ʄ declared at 23°C (W/m.K) R declared at 15°C (m2K/W) R declared at 23°C(m2K/W) Total R-value (m2K/W) at 6°C 15°C 30°C 40 0.023 1.95 1.85 2.20 2.10 2.00
60 0.023 2.90 2.75 3.20 3.05 2.87 80 0.023 3.80 3.65 4.19 4.00 3.74 100 0.023 4.75 4.55 5.18 4.94 4.61
Approved for Commercial Approved by: State of CaliforniaMH DAA #DM1507408Intertek (IntertekͲATI)Plan Approval: #RͲ20690Approval Date: 11/15/2022Expiration Date: 02/14/2024Without Foundation Approval 1748 33rd StreetOrlando, FL 32839
Certificate number: CM40183 Rev2 This certificate is only valid when reproduced in its entirety. Page 5 of 6 Declared & Total R-values for Nominal Sizes of MetecnoPanel® – WALLS Thickness (mm) ʄ declared at 23°C (W/m.K) R declared at 15°C (m2K/W) R declared at 23°C(m2K/W) Total R-value (m2K/W) at 6°C 15°C 30°C 40 0.023 1.95 1.85 2.21 2.11 1.96
60 0.023 2.90 2.75 3.21 3.06 2.83 80 0.023 3.80 3.65 4.20 4.01 3.70 100 0.023 4.75 4.55 5.19 4.95 4.57
Notes:
x Declared R-values are Product R-values and exclude air film resistances.x Total R-values include default air film resistances for the applications.x The results are compliant with AS/NZS 4859 Parts 1&2:2018, Thermal insulation materials for buildings, hence they are compliant with NCC 2019 Volumes One and Two.
Source: James Fricker Report No. i265e dated 15/12/2020.
A4 Manufacturer and manufacturing plant(s)
This field is optional. Contact Certificate Holder for manufacturing locations. A5 Installation requirements Installation requirements are outside the scope of this certificate and subject to project specific engineering advice. The minimum fixing requirements are outlined in the Span Tables referenced in A3 of this Certificate of Conformity. A6 Other relevant technical data Acoustic Performance 40mm MetecnoSpan® panel achieved RW 25, C -2 & Ctr -3 100mm MetecnoSpan® panel achieved RW 24, C -1 & Ctr -3
Source: CSIRO Report No. TL484 dated March 2008.
Approved for Commercial Approved by: State of CaliforniaMH DAA #DM1507408Intertek (IntertekͲATI)Plan Approval: #RͲ20690Approval Date: 11/15/2022Expiration Date: 02/14/2024Without Foundation Approval 1748 33rd StreetOrlando, FL 32839
Certificate number: CM40183 Rev2 This certificate is only valid when reproduced in its entirety. Page 6 of 6 APPENDIX B – EVALUATION STATEMENTS
B1 Evaluation methods 1. Fire Safety Provisions – A5.2(1)(d)&(e). Reports from Accredited Testing Laboratories and a professional engineer. 2. Structural Provisions – A5.2(1)(d)&(e). Reports from Accredited Testing Laboratories and a professional engineer. 3. Thermal Provisions – A5.2(1)(e). Reports from a professional engineer. 4. Weatherproofing Provisions – A5.2(1)(e). Reports from a professional engineer.
B2 Reports
1. Bligh Tanner; Reference No. 2017.0493; Certification of MetecnoSpan® Panel Span Tables in accordance with AS 1562.1, AS/NZS 1170.0, AS/NZS 1170.1, AS/NZS 1170.2, AS 4055 & AS 4040.1; Dated 26/03/2021.
2. BRANZ; Reference No. FC14196-01 Issue 2; Group number classification of MetecnoPanel®, MetecnoInspire® and MetecnoSpan® with thicknesses in a range of 40 mm to 100 mm inclusive in accordance with Australia NCC Specification C1.10 Clause 4; Dated 24/03/2022.
3. Ignis Solutions; Report No. 5396 I02 R01; Product Evaluation - MetecnoSpan® PIR Steel clad sandwich panel compliance to AS 5637.1:2015 based on below testing; Dated 07/10/2019. a. CSIRO; Report EP141961 Rev B; AS/ISO 9705:2003 Testing with Steel flashings, Internal angle & rivets; Dated 27/02/2014; and b. CSIRO; Report CSME-(C)-2008-75; AS/ISO 9705:1993 Testing with Aluminium flashings, Internal angle & rivets; Dated 06/02/2008.
4. James M Fricker Pty Ltd; Report No. i265e; Declared R (thermally bridged) thermal performance calculations to AS/NZS 4859 Parts 1 & 2:2018; Dated 15/12/2020. The Certificate Holder has chosen not to make the above evidence of compliance publicly available, due to the documents being considered commercial in confidence.
Approved for Commercial Approved by: State of CaliforniaMH DAA #DM1507408Intertek (IntertekͲATI)Plan Approval: #RͲ20690Approval Date: 11/15/2022Expiration Date: 02/14/2024Without Foundation Approval 1748 33rd StreetOrlando, FL 32839
USEFUL INFORMATION
For information on the design, installation and
maintenance of MetecnoSpan® PIR Panels and for our
warranty refer to name 444ǽ*"1
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OTHER CERTIFICATIONS AND
APPROVALS HELD BY THE STEEL
MANUFACTURER
As the manufacturer of the steel from which
MetecnoSpan® PIR Panels are fabricated, BlueScope
provides assurance that the steel has been
manufactured in accordance with AS 1397-2001 and is
coated in accordance with AS/NZS 2728:2013.
™
pass™ no: Expires:
For further assistance
please contact:
+64 9 277 8844
[email protected]
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VERSION:
20mm
41mm 292mm 333mm
38mm
1000mm cover width
40mm,60mm
80mm, 100mm
SCOPE AND LIMITATIONS OF USE
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PURPOSE
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MetecnoSpan®PIR Panels are manufactured in Australia. The panels have a polyisocyanurate (PIR) foam core with factory laminated COLORBOND®-coated, internal and external facings. %""51"/+
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The panels are available in:
i Thicknesses (mm): 40, 60, 80, 100 i Width (mm): 1000
i Length (mm): maximum 11900.
The panels are supplied with ancillary components necessary for installation. 19156 12/2022
V1.1
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
NZ Building
Code clauses
BASIS OF COMPLIANCE
Compliance statement Demonstrated by
B1 Structure
B1.3.1, B1.3.2, B1.3.3 (a, b, c, e, f, i, j,
l, m, q), B1.3.4 (a, b, c, d, e)
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SOURCES OF INFORMATION
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Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
Certificate of Compliance
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Approved for Commercial Approved by: State of CaliforniaMH DAA #DM1507408Intertek (IntertekͲATI)Plan Approval: #RͲ20690Approval Date: 11/15/2022Expiration Date: 02/14/2024Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
Certificate of Compliance
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Orlando, FL 32839
METECNO
SPAN®
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
All are products are backed by solid warranties and the range of insulated panels, supplied by us can be used in a variety of applications from industrial and commercial coolstore to Agricultural and Architectural buildings.
Metecnospan® is a through fixed system suitable for roof pitches of 3 degrees or more. It is available in sheet lengths to a maximum of 11.9m. For projects with longer roof runs, it can be either “end lapped” in one plane or “stepped” forming a superior expansion joint. Design roof pitches can often suffer structural steel deflection. Our minimum pitch of 3 degrees refers to the actual pitch achieved after any deflection.
Metecnospan® is made using steel from BlueScope
-Colorbond® with the top sheet being 0.42mm hi-tensile steel, a standard upheld by all reputable, Australasian steel roofing product manufacturers.
Metecnospan® is suitable for a wide range of developments including supermarkets, bulk goods, fast food and retail outlets as well as commercial and industrial premises. It is ideal where superior thermal performance and FM approval for insurance purposes is required.
MetecnoSpan®
FM APPROVAL
MetecnoSpan® is manufactured by our sister company: Metecno in Brisbane who is the FM Approved product owner.
FM 4880 Approved Class 1 - Unlimited Height.
FM 4881 Approved Class 1 - Unlimited Height.
FM 4471 Approved Class 1 -External roof and wall endurance standard.
METALCRAFT INSULATED PANELS SPECIALISES IN THE
MANUFACTURE AND SUPPLY OF INSULATED PANELS.
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
STYLE & PERFORMANCE
PANEL DIMENSIONS
PRODUCT PROPERTIES
Core Polyisocyanurate (PIR) foam.
FM Approved, unlimited height.
External facing 0.42mm high tensile
COLORBOND® steel.
Internal Facing
0.50mm G300, Z275 coated steel to
AS 1397 formed with Micro V Finish,
Satinline or Fineline inner skin.
Width 1000mm
Length
As required, determined by handling
and design 11.9m max. For longer
sheets either use end laps or a
"stepped" joint.
Pitch Minimum 3 degrees after deflection.
Thickness 40mm, 60mm, 80mm, 100mm
WIDTH AND AVAILABLE
LENGTHS
MetecnoSpan® is 1000mm wide and available with different inner skins. The maximum length of panels are restricted to
11.9m without a lap or jointing detail.
INNER PROFILE
OPTIONS
MetecnoSpan® is available with different inner skins.
20mm
41mm
292mm 333mm
38mm
MICRO V FINISH
63mm
4mm
Bottom skin
FINELINE FINISH
1mm
Bottom skin
34mm 34mm
SATINLINE FINISH
1mm
Bottom skin
30mm 30mm
1000mm cover width
40mm,60mm
80mm, 100mm
MINIMUM ORDER
QUANTITIES
Please ask Metalcraft Insulated Panels if the inner skin you prefer is available for your project as minimum order quantities might apply.
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
FIRE HAZARD
PROPERTIES
AS 1530.3 INDICES
Ignitability Index 0
Spread of Flame Index 0
Heat Evolved Index 0
Smoke Index 1
AS/ISO 9705
BCA Group Number (Spec C1.10a)
MetecnoSpan® PIR steel skinned insulated building panels conform to the requirements of the BCA Specification C1.10a as Group 2. This have been approved by a NZ engineer who has given it a Group 2S classification for the New Zealand Building Code.
Group 2S NZBC
ACOUSTIC
Acoustic testing of MetecnoSpan® has been performed in compliance with the requirements of AS 1191-2002 "Acoustics - Method for laboratory Measurement of Airborne Sound Insulation of Building elements".
THERMAL
The below total R-values are for insulation average
temperature of 15°C. Contact us for other temperatures.
Panel
Thickness
40 mm
60 mm
80 mm
100
mm
‘R’ (mK/W) 2.3 3.3 4.4 5.5
‘U’ (m2k/W) 0.44 0.31 0.24 0.19
Mass (Kg/m2) 10.7 11.6 12.7 13.2
Freq
Hz
100 160 200 250 315 400 630 800 1000 1250 1600 2000 2500 3150 5000 STC Rw (a)
40mm 16.0 16.8 19.6 19.8 21.4 22.4 23.7 24.5 24.0 20.3 20.3 28.5 30.4 33.4 36.6 24 25 (b)
100mm 16.4 16.6 19.0 20.4 20.9 19.4 17.7 16.2 23.9 30.7 35.0 34.4 32.9 35.3 39.9 22 24 Panel up to 200mm or less with an aluminium ‘wall-wall’ and ‘wall-ceiling’ angles (1.5mm) fixed with aluminium rivets or screws is classified as Group 2S. Panel up to 200mm or less with a steel ‘wall-wall’ and ‘wall-ceiling’ angles (0.5mm) fixed with steel rivets or screws is classified as Group 2S.
AS 2122.1-1993
Compliance to AS 1366.2-1992 Clause 10 Table 2 -
Flame Propagation Characteristics Requirement:
• Median flame duration (max) 1 second
• Eighth value (max) 1.5 seconds
• Median mass retained (min) 80 %
• Eighth value (min) 75 %
Complies - Refer test report:
AWTA Prduct Testing7-593352-CQ
METECNO
SPAN®
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
LOADSPAN TABLE
SINGLE SPAN-NON-CYCLONIC REGION
A&B (ROOF APPLICATIONS ONLY)
Single span, wind pressure acting outwards
Maximum uniformly distributed load (kPa) for the given span:
MULTI SPAN-NON-CYCLONIC REGION A&B
(ROOF APPLICATIONS ONLY)
Multi-span, wind pressure acting outwards
Maximum uniformly distributed load (kPa) for the given span:
1 Pressures specified are for wind gusts only per
AS/NZS 1170.
2 Self weight of the panel has been allowed for, plus an allowance of up to 10kg/m2 for light duty fittings (lights, etc.). No other dead loads permitted.
3 Non-trafficable maintenance access (concentrated load) of 140kg on any one panel has been allowed for (exceeding
min. requirements of AS/NZS 1170.1:2002).
4 Distributed live load of 0.25kPa has been allowed for (as per AS/NZS 1170.1:2001). MetecnoSpan® tests comply with details outlined in AS4040. AS1562 and AS/NZS 1170.
5 Deflection limit of span/150 applies, and in accordance with Serviceability Limit State criteria per AS/NZS 1170.0 – TABLE C1.
6 Fixing with 14g tek screws (or equivalent) at each rib are required.
7 Min. roof slope of 3 degree applies.
8 Extended span tables including cyclonic regions C&D and spans for wind pressure acting inwards are also available. 9 For FM Approved applications:
a) a max. span of 1830mm applies.
b) approved fasteners must be used.
Refer Metalcraft Insulated Panel Systems.
SPAN
(mm)
SINGLE SPAN
Wind pressure acting outwards
40 60 80 100
1500 4.99 6.94 8.56 9.83
1800 4.17 5.80 7.15 8.21
2100 3.50 4.63 5.83 7.06
2400 2.70 3.57 4.49 5.43
2700 2.15 2.84 3.57 4.31
3000 1.76 2.32 2.91 3.51
3300 1.47 1.93 2.42 2.92
3600 1.25 1.64 2.05 2.47
3900 1.08 1.41 1.76 2.12
4200 0.94 1.23 1.53 1.85
4500 0.83 1.08 1.35 1.62
4800 0.74 0.96 1.20 1.44
5100 0.67 0.86 1.07 1.29
3 STEP PANEL SELECTION
1 Determine thermal and fire performance requirement (If FM Approval is required -maximum span is 1830mm) 2 Determine worst case fully factored design wind load that applies to any roof panel (kPa) in ULS (Ultimate limit state) 3 Select appropriate span versus thickness for single or multi-span from tables. Note spans can be reduced at building edges by appropriate building design.
SPAN
(mm)
MULTI SPAN
Wind pressure acting outwards
40 60 80 100
1500 4.01 5.57 6.87 7.31
1800 3.36 4.66 5.74 6.11
2100 2.89 4.01 4.93 5.25
2400 2.54 3.52 4.33 4.61
2700 2.27 3.14 3.86 4.11
3000 2.05 2.83 3.48 3.71
3300 1.87 2.58 3.18 3.38
3600 1.72 2.38 2.92 3.11
3900 1.48 2.20 2.70 2.88
4200 1.29 2.02 2.52 2.68
4500 1.14 1.77 2.32 2.51
4800 1.01 1.57 2.05 2.63
5100 0.9 1.40 1.83 2.20
NOTES
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
BRANCHES
W W W.METALCRAFTGROUP.CO.NZ
AUCKLAND
139 Roscommon Road, Wiri, Auckland
T: 09 277 8844
[email protected]
HAMILTON
9 Earthmover Cres, Burbush, Hamilton
07 849 3807
[email protected]
DISCLAIMER
As part of Metalcraft Insulated Panels policy of continued improvement, final specifications may vary from those contained in this publication. The company reserves the right at any time and without notice to change the design, materials or features and withdraw products from the market without incurring any liability whatsoever. This publication is issued as a general guide only and should not be treated as a substitute for technical advice. Contact with your nearest Metalcraft branch is recommended to confirm current specifications and availability.
For more information on Metalcraft Insulated Panels visit:
www.metalcraftgroup.co.nz.
Metalcraft Insulated Panels is part of United Industries Ltd.
For more information on United Industries visit:
www.unitedindustries.co.nz.
Brochure version July 2020
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
Testing Of CS For Doors
Automated Cavity Slider “AutoCav”
Product Configuration:
Autocav Electric Cavity Sliders (Dunka Motor & CS Controller) With Stainless Steel Doors
CS - Locking Dunka motor, SMC, self-tensioning idler
2020mm x 931mm
Testing Location:
On Site at Exeloo Factory , Auckland New Zealand
Product pre-installed into self-contained WC for testing.
Methodology:
Product tested is the heaviest of the CS/Exeloo Product and was tested on a pre-installed unit to fully replicate final site and consumer use conditions.
An Imada digital force gauge (ZTS-500N) was used to test the opening force required, without power, at the base , center and top of the sliding door.
The same test was also conducted , with power, to test the impact force required to stop the closing motion of the door (replicating human impact).
Date of Test: July 1st, 2022
Testing Engineer: Arno Oliver
1. Open force in power down ч133n : Pass
CS Group tested the force to open and close the Exeloo door without power.
Average force to open the door was 32N, average force to close the door was 27N. Standard allows for 133N. (fig.1)
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
2 2. Open force for Human Impactч133n: Pass
CS Group measured the force to stop the door closing on someone. Highest reading of 5 was 71.4N. Standard allows for 133N.
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Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
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Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
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Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
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