SECTION 32 17 23 PAVEMENT MARKINGS
PAVEMENT MARKINGS 32 17 23 - 3 of 3
1/8 inch, respectively, in the case of skip markings. The length of intervals shall not exceed the line length tolerance. Temperature of the surface to be painted and the atmosphere shall be above 50 degrees F and less than 95 degrees F. Apply the paint at a wet film thickness of 0.015 inch. Disperse reflective glass beads evenly on the wet paint at a rate of 6 pounds per gallon of paint. Apply paint in one coat. At the direction of the Owner’s Representative, markings showing light spots may receive additional coats. The maximum drying time requirements of the paint specifications will be strictly enforced, to prevent undue softening of asphalt, and pick-up, displacement, or discoloration by tires of traffic. If there is a deficiency in drying of the marking, discontinue paint operations until cause of the slow drying is determined and corrected. Remove and replace marking that is applied at less than minimum material rates; deviates from true alignment; exceeds stipulated length and width tolerances; or shows light spots, faulty distribution of beads, smears, or other deficiencies or irregularities. Use carefully controlled sand blasting, approved grinding equipment, or other approved method to remove marking so that the surface to which the marking was applied will not be damaged.
3.03 PROTECTION
A. Conduct operations in such a manner that necessary traffic can move without hindrance.
Protect the newly painted markings so that, insofar as possible, the tires of passing vehicles will not pick up paint. Place warning signs at the beginning of the wet line, and at points well in advance of the marking equipment for alerting approaching traffic from both directions. Place small flags or other similarly effective small objects near freshly applied markings at frequent intervals to reduce crossing by traffic. Efface and replace damaged portions of markings at no additional cost to the Owner.
3.04 DETAIL PAVEMENT MARKING
A. Use Detail Pavement Markings, exclusive of actual traffic lane marking, at exit and entrance islands and turnouts, on curbs, at crosswalks, at parking bays, and at such other locations as shown. Show the International Accessibility Symbol at indicated parking spaces. Color shall be as shown. Apply paint for the symbol using a suitable template that will provide a pavement marking with true, sharp edges and ends. Place detail pavement markings of the color(s), width(s) and length(s), and design pattern at the locations shown.
3.05 FINAL CLEAN-UP
A. Remove all debris, rubbish and excess material from the site.
END OF SECTION
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SECTION 32 17 26 CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE 32 17 26 - 1 of 6 PART 1 GENERAL
1.01 SUMMARY
A. This Section specifies furnishing and installing Cast In Place Detectable/Tactile Warning Surface Tiles where indicated. Not recommended for asphalt applications.
1.02 RELATED SECTIONS: Section(s) related to this section include:
A. Drawings All Sections listed in the Table of Contents are a Condition of this Section.
1.03 SUBMITTALS
A. Product Data: Submit manufacturer’s literature describing products, installation procedures and routine maintenance.
B. Samples for Verification Purposes: Submit two (2) tile samples minimum 12”x12” of the kind proposed for use.
C. Shop drawings are required for products specified showing fabrication details, composite structural system, tile surface profile, sound on cane contact amplification feature, plans of tile placement including joints, and material to be used as well as outlining installation materials and procedure.
D. Material Test Reports: Submit complete test reports from qualified accredited independent testing laboratories to qualify that materials proposed for use are in compliance with requirements and meet or exceed the properties indicated on the specifications. All tests shall be conducted on a Cast In Place Detectable/Tactile Warning Surface Tile system as certified by a qualified independent testing laboratory.
E. Maintenance Instructions: Submit copies of manufacturer’s specified installation and maintenance practices for each type of Detectable Warning Surface Tile and accessory as required.
1.04 QUALITY ASSURANCE
A. Provide Cast In Place Detectable/Tactile Warning Surface Tiles and accessories as produced by a single manufacturer with a minimum of five (5) years’ experience in the manufacturing of Cast In Place Detectable/Tactile Warning Surface Tiles.
B. Installer’s Qualifications: Engage an experienced Installer certified in writing by Cast In Place Detectable/Tactile Warning Surface Tile manufacturer as qualified for installation, who has successfully completed installations similar in material, design, and extent to that indicated for Project.
C. Americans with Disabilities Act (ADA): Provide Surface Applied Detectable/Tactile Warning Surface Tiles which comply with the detectable warnings on walking surfaces section of the Americans with Disabilities Act (Title III Regulations, 28 CFR Part 36 ADA STANDARDS FOR ACCESSIBLE DESIGN, Appendix A, Section 4.29.2 DETECTABLE WARNINGS ON WALKING SURFACES).
D. California Code of Regulations (CCR): Provide only approved DSAAC detectable warning products as provided in the California Code of Regulations (CCR) Title 24, Chapter 2,
SECTION 32 17 26 CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE 32 17 26 - 2 of 6 Section 202 definition of ”Detectable Warning”. Section 11B-247 and 11B-705 “Detectable Warnings And Detectable Directional Texture”
E. Vitrified Polymer Composite (VPC) Cast in Place Warning tiles shall include continuous strand woven fiberglass sheet matrix embedded within an epoxy polymer composition with a ultra-violet coating employing aluminum oxide particles in the truncated domes. The tile shall incorporate an in-line pattern of truncated domes measuring nominal 0.2” height, 0.9” base diameter, and 0.45” top diameter, spaced center-to-center 2.35” to 2.40 as measured “In Line”. For wheelchair safety the field area shall consist of a non-slip surface with a minimum of 40 - 90° raised points 0.045” high, per square inch.
1. Dimensions: Cast In Place Detectable/Tactile Warning Surface Tiles shall be held within the following dimensions and tolerances:
Length and Width: 36” x 60"
Nominal Depth: 1.375 (1-3/8”) (+/-) 5% max.
Face Thickness: 0.1875 (1 3/8”) (+/-) 5% max.
Warpage of Edge: 0.5% max.
Embedment Flange Spacing: shall be no greater than 3.1"
2. Water Absorption of Tile when tested by ASTM D 570-98 not to exceed 0.05%.
3. Slip Resistance of Tile when tested by ASTM C 1028-96 the combined Wet and Dry Static Co-Efficients of Friction not to be less than 0.80 on top of domes and field area.
4. Compressive Strength of Tile when tested by ASTM D 695-02a not to be less than 28,000 psi.
5. Tensile Strength of Tile when tested by ASTM D 638-03 not to be less than 19,000 psi.
6. Flexural Strength of Tile when tested by ASTM D 790-03 not to be less than 25,000 psi.
7. Chemical Stain Resistance of Tile when tested by ASTM D 543-95 (re approved 2001) to withstand without discoloration or staining - 10% hydrochloric acid, urine, saturated calcium chloride, black stamp pad ink, chewing gum, red aerosol paint, 10% ammonium hydroxide, 1% soap solution, turpentine, Urea 5%, diesel fuel and motor oil.
8. Abrasive Wear of Tile when tested by BYK - Gardner Tester ASTM D 2486-00 with reciprocating linear motion of 37± cycles per minute over a 10” travel. The abrasive medium, a 40 grit Norton Metallite sand paper, to be fixed and leveled to a holder. The combined mass of the sled, weight and wood block is to be
3.2 lb. Average wear depth shall not exceed 0.060 after 1000 abrasion cycles when measured on the top surface of the dome representing the average of three measurement locations per sample.
9. Resistance to Wear of Unglazed Ceramic Tile by Taber Abrasion per ASTM C501-84 (re approved 2002) shall not be less than 500.
10. Gardner Impact to Geometry "GE" of the standard when tested by ASTM D 5420- 04 to have a mean failure energy expressed as a function of specimen thickness of
SECTION 32 17 26 CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE 32 17 26 - 3 of 6 not less than 550 in. lbf/in. A failure is noted when a crack is visible on either surface or when any brittle splitting is observed on the bottom plaque in the specimen.
11. Accelerated Weathering of Tile when tested by ASTM G 155-05a for 3000 hours shall exhibit the following result – ΔE <4.5, as well as no deterioration, fading or chalking of surface of tile color No 33538
12. Accelerated Aging and Freeze Thaw Test of Tile and Adhesive System when tested to ASTM D 1037-99 shall show no evidence of cracking, delamination, warpage, checking, blistering, color change, loosening of tiles or other detrimental defects.
13. Salt and Spray Performance of Tile when tested to ASTM B 117-03 not to show any deterioration or other defects after 200 hours of exposure.
14. AASHTO HB-17 single wheel HS20-44 loading “Standard Specifications for Highways and Bridges”. The Cast In Place Tile shall be mounted on a concrete platform with a ½” airspace at the underside of the tile top plate then subjected to the specified maximum load of 10,400 lbs., corresponding to an 8000 lb individual wheel load and a 30% impact factor. The tile shall exhibit no visible damage at the maximum load of 10,400 lbs.
15. Embedment flange spacing shall be no greater than 3.1” center to center spacing as illustrated on the product Cast In Place drawing.
1.05 DELIVERY, STORAGE AND HANDLING
A. Cast In Place Detectable/Tactile Warning Surface Tiles shall be suitably packaged or crated to prevent damage in shipment or handling. Finished surfaces shall be protected by sturdy plastic wrappings to protect tile from concrete residue during installation and tile type shall be identified by part number.
B. Cast In Place Detectable/Tactile Warning Surface Tiles shall be delivered to location at building site for storage prior to installation.
1.06 SITE CONDITIONS
A. Environmental Conditions and Protection: Maintain minimum temperature of 40°F in spaces to receive Cast In Place Detectable/Tactile Warning Surface Tiles for at least 24 hours prior to installation, during installation, and for not less than 24 hours after installation.
B. The use of water for work, cleaning or dust control, etc. shall be contained and controlled and shall not be allowed to come into contact with the general public. Provide barricades or screens to protect the general public.
1.07 GUARANTEE
A. Cast In Place Detectable/Tactile Warning Surface Tiles shall be guaranteed in writing for a period of five (5) years from date of final completion. The guarantee includes defective work, breakage, deformation, fading and loosening of tiles.
PART 2 PRODUCTS
SECTION 32 17 26 CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE 32 17 26 - 4 of 6
2.01 MANUFACTURERS
A. Basis-Of-Design Manufacturer: ”Armor-Tile” as manufactured by Engineered Plastics Inc., Tel: 800-682-2525, or approved equal.
B. Product: The Vitrified Polymer Composite (VPC) Cast In Place Detectable/Tactile Warning Surface Tile.
C. Color: Yellow conforming to Federal Color No. 33538. Color shall be homogeneous throughout the tile.
PART 3 EXECUTION
3.01 INSTALLATION
A. During Cast In Place Detectable/Tactile Warning Surface Tile installation procedures, ensure adequate safety guidelines are in place and that they are in accordance with the applicable industry and government standards.
B. Prior to placement of the Cast In Place Detectable/Tactile Warning Surface Tile system, review manufacturer and contract drawings with the Contractor prior to the construction and refer any and all discrepancies to the Engineer.
C. The specifications of the structural embedment flange system and related materials shall be in strict accordance with the contract documents and the guidelines set by their respective manufacturers. Not recommended for asphalt applications.
D. The physical characteristics of the concrete shall be consistent with the contract specifications while maintaining a slump range of 4 - 7 to permit solid placement of the Cast In Place Detectable/Tactile Warning Surface Tile system. An overly wet mix will cause the tile to float.
Under these conditions, suitable weights such as 2 concrete blocks or sandbags (25 lb) shall be placed on each tile.
E. The concrete pouring and finishing operations require typical mason’s tools, however, a 4’ long level with electronic slope readout, 25 lb. weights, and a large non-marring rubber mallet are specific to the installation of the Cast In Place Detectable/Tactile Warning Surface Tile system. A vibrating mechanism such as that manufactured by Vibco can be employed, if desired. The vibrating unit should be fixed to a soft base such as wood, at least 1 foot square.
F. The factory-installed plastic sheeting must remain in place during the entire installation process to prevent the splashing of concrete onto the finished surface of the tile.
G. When preparing to set the tile, it is important that no concrete be removed in the area to accept the tile. It is imperative that the installation technique eliminates any air voids under the tile. Holes in the tile perimeter allow air to escape during the installation process.
Concrete will flow through the large holes in each embedment flange on the underside of the tile. This will lock the tile solidly into the cured concrete.
H. The concrete shall be poured and finished true and smooth to the required dimensions and slope prior to the tile placement. Immediately after finishing concrete, the electronic level should be used to check that the required slope is achieved. The tile shall be placed true and square to the curb edge in accordance with the contract drawings. The Cast In Place
SECTION 32 17 26 CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE 32 17 26 - 5 of 6 Detectable/Tactile Warning Surface Tiles shall be tamped (or vibrated) into the fresh concrete to ensure that the field level of the tile is flush to the adjacent concrete surface. The embedment process should not be accomplished by stepping on the tile as this may cause uneven setting which can result in air voids under the tile surface. The contract drawings indicate that the tile field level (base of truncated dome) is flush to adjacent surfaces to permit proper water drainage and eliminate tripping hazards between adjacent finishes.
I. In cold weather climates it is recommended that the Cast In Place Detectable/Tactile Warning Surface Tiles be set deeper such that the top of domes are level to the adjacent concrete on the top and sides of ramp and that the base of domes to allow water drainage. This installation will reduce the possibility of damage due to snow clearing operations.
J. Immediately after placement, the tile elevation is to be checked to adjacent concrete. The elevation and slope should be set consistent with contract drawings to permit water drainage to curb as the design dictates. Ensure that the field surface of the tile is flush with the surrounding concrete and back of curb so that no ponding is possible on the tile at the back side of curb.
K. While concrete is workable, a 3/8" radius edging tool shall be used to create a finished edge of concrete, then a steel trowel shall be used to finish the concrete around the tile’s perimeter, flush to the field level of the tile.
L. During and after the tile installation and the concrete curing stage, it is imperative that there is no walking, leaning or external forces placed on the tile that may rock the tile causing a void between the underside of tile and concrete.
M. Following tile placement, review installation tolerances to contract drawings and adjust tile before the concrete sets. Two suitable weights of 25 lb each may be required to be placed on each tile as necessary to ensure solid contact of the underside of tile to concrete.
N. Following the concrete curing stage, protective plastic wrap is to be removed from the tile surface by cutting the plastic with a sharp knife, tight to the concrete/tile interface. If concrete bled under the plastic, a soft brass wire brush will clean the residue without damage to the tile surface.
O. If desired, individual tiles can be bolted together using ¼ inch or equivalent hardware. This can help to ensure that adjacent tiles are flush to each other during the installation process.
Tape or caulking can be placed on the underside of the bolted butt joint to ensure that concrete does not rise up between the tiles during installation. Any protective plastic wrap which was peeled back to facilitate bolting or cutting, should be replaced and taped to ensure that the tile surface remains free of concrete during the installation process.
P. Tiles can be cut to custom sizes, or to make a radius, using a continuous rim diamond blade in a circular saw or mini-grinder. Use of a straightedge to guide the cut is advisable where appropriate.
Q. Any sound-amplifying plates on the underside of the tile, which are dislodged during handling or cutting, should be replaced and secured with construction adhesive. The air gap created between these plates and the bottom of the tile is important in preserving the sound on cane audible properties of the Armor-Tile system as required in various jurisdictions.
3.02 CLEANING, PROTECTING AND MAINTENANCE
A. Protect tiles against damage during construction period to comply with Tactile Tile
SECTION 32 17 26 CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE 32 17 26 - 6 of 6 manufacturer’s specification.
B. Protect tiles against damage from rolling loads following installation by covering with plywood or hardwood.
C. Clean Tactile Tiles not more than four days prior to date scheduled for inspection intended to establish date of substantial completion in each area of project. Clean Tactile Tile by method specified by Tactile Tile manufacturer.
D. Comply with manufacturers maintenance manual for cleaning and maintaining tile surface and it is recommended to perform annual inspections for safety and tile integrity.
END OF SECTION
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 1 of 26
***************************ATTENTION: This section contains multiple sections************************************* SECTION 33 05 31.11 - POLYVINYL CHLORIDE (PVC) GRAVITY PIPE PART 1 – GENERAL
1. 01 THE REQUIREMENT:
The Contractor shall furnish and install PVC pipe and all appurtenances as specified, complete and in place, as shown on the Plans, as specified in this Section and Section 33 31 00 - Sanitary Sewerage Piping and Section 33 31 16 - Sanitary Sewer Gravity Service Laterals.
1.02 RELATED WORK SPECIFIED ELSEWHERE:
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS:
A. Commercial Standards:
AWWA C900-07: Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 In. Through 12 In. (100 mm through 300 mm), for Water Transmission and Distribution
AWWA C905-08: Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14 In.
Through 48 In. (350 mm Through 1,200 mm), for Water Transmission and Distribution ASTM D 1784: Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.
ASTM D 2241: Specification for Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDRSeries) ASTM D 2321: Practice for Underground Installation of Thermoplastic Sewer Pipe for Sewers and Other Gravity-Flow Applications
ASTM D 3034: Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings
ASTM F 477: Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe
ASTM F 1674: Test Method for Joint Restraint Products
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 2 of 26
1.04 QUALITY ASSURANCE:
A. Except as modified in this Section, all materials used in the manufacture or installation of the pipe shall be tested in accordance with the requirements of the referenced standards.
B. Submittals and testing shall be done in compliance with Section 33 01 30.11 - Inspection of Sewers.
PART 2 – PRODUCTS
2.01 GENERAL:
All PVC pipe shall be continuously and permanently marked with the manufacturer's name, pipe size and pressure rating in psi.
2.02 PIPE:
A. All PVC pipe shall be joined by compression, solvent-welded, thermo-fusion welded or mechanical restrained joints as shown on the Plans.
B. Polyvinyl chloride pipe (PVC) shall conform to the requirements of ASTM D 3034, SDR26, or AWWA C900 or C905, Class 100, 150, 165, 200, 253, or 305. Material for PVC pipe shall conform to the requirements of ASTM D 1784 for Class 12454-B or 12454-C as defined therein.
C. Flexible rubber rings for compression type joints for PVC pipe and fittings shall conform to the requirements of ASTM F 477.
D. All sun-faded pipe or pipe with noticeable surface defects will be rejected and shall be replaced by the Contractor.
2.03 COUPLINGS AND FITTINGS:
A. Couplings shall be as listed in the Approved Materials List.
B. All fittings for PVC pipe shall conform to the requirements of ASTM D 2241. The ring groove and gasket ring shall be compatible with PVC pipe ends.
C. The strength class of fittings shall be no less than the strength class of any adjoining pipe.
D. PVC fittings shall, at a minimum, conform to the requirements of ASTM D 3034 as they apply to type SDR-26 PVC Sewer Pipe using an Elastomeric Gasket Joint in a bell and spigot assembly system. Rubber sealing gaskets shall meet the requirements of ASTM F 477.
E. All PVC pipe entering or leaving a concrete structure shall have a rubber sealing gasket, as supplied by the pipe manufacturer, firmly seated perpendicular to the pipe axis, around the pipe banded and cast into the structure base or near the structure wall center as a water stop. Said water stop may also consist of a manhole coupling with rubber sealing rings cast into the structure base (see DWG 20-05).
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 3 of 26
2.04 RESTRAINED JOINTS FOR C900 PVC PIPE:
All restrained joints used in sanitary sewer applications shall meet or exceed the requirements of ASTM F 1674. All restrained joints shall be per the Approved Materials List.
PART 3 – EXECUTION
3.01 GENERAL:
A. Sewer pipelines shall be constructed in compliance with the requirements of this Section and Section 33 31 00 - Sanitary Sewerage Piping and Section 33 31 16 - Sanitary Sewer Gravity Service Laterals.
B. Work shall meet the specified requirements of these Specifications unless the requirements of the local agency having jurisdiction are greater, in which case the greater requirements shall govern.
3.02 INSTALLATION:
PVC pipe shall be installed in accordance with the requirements of ASTM D 2321; as specified herein and shown on the Plans
3.03 HORIZONTAL CURVES:
Horizontal curves shall be installed using straight pipe segments, each a minimum of five feet in length and joint deflections or fittings in accordance with the requirements of DWG 21-01, or with forced bends where the radius of the curve exceeds the minimums specified in the table below:
3.04 FIELD JOINTING:
A. Each pipe compression-type joint shall be joined with a lock-in rubber ring and a ring groove that is designed to resist displacement during pipe insertion.
B. The ring and the ring seat inside the bell shall be wiped clean before the gasket is inserted. A thin film of lubricant shall be applied to the exposed surface of the ring and to the outside of the clean pipe end. Lubricant other than that furnished with the pipe shall not be used.
C. Joints shall not be deflected either vertically or horizontally in excess of the printed recommendations of the pipe manufacturer.
END OF SECTION
*****************************************************************************************************************************
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 4 of 26
SECTION 33 05 19 - DUCTILE IRON PIPE (DIP)
PART 1 – GENERAL
1.01 THE REQUIREMENT:
The Contractor shall furnish and install ductile iron pipe (DIP) and all appurtenances as specified, complete and in place, as shown on the Plans, as specified in this Section and in Section 33 31 00 - Sanitary Sewerage Piping and Section 33 31 16 - Sanitary Sewer Gravity Service Laterals.
1.02 RELATED WORK SPECIFIED ELSEWHERE:
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS:
A. Commercial Standards:
ANSI/AWWA C110/A21.10: Ductile-Iron and Gray-Iron Fittings, 3 in. through 48 in. for Water and Other Liquids
ANSI/AWWA C111/A21.11: Rubber-Gasket Joints for Ductile-Iron and Gray-Iron Pressure Pipe and Fittings
ANSI/AWWA C115/A21.15: Flanged Ductile-Iron and Gray-Iron Pipe with Threaded Flanges
ANSI/AWWA C150/A21.50: Thickness Design of Ductile-Iron Pipe ANSI/AWWA C151/A21.51: Ductile-Iron Pipe, Centrifugally Cast ANSI/AWWA C153/A21.53: Ductile-Iron Compact Fittings, 3 in. through 12 in. for Water and Other Liquids
AWWA C600: Installation of Ductile-Iron Water Mains and Their Appurtenances
1.05 QUALITY ASSURANCE:
A. Except as modified in this Section, all materials used in the manufacture or installation of the pipe shall be tested in accordance with the requirements of the referenced standards.
B. Submittals and testing shall be done in compliance with Section 33 01 30.11 - Inspection of Sewers.
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 5 of 26
PART 2 – PRODUCTS
2.01 GENERAL:
A. Ductile-iron pipe (DIP) shall conform to the latest revision of ANSI/AWWA C150/A21.50 subject to the following supplemental requirements. The pipe shall be furnished complete with rubber gaskets, and all special fittings shall be provided as shown on the Plans.
B. Bell and spigot joints and mechanical joints are acceptable for underground applications.
As an alternative to bell and spigot joints the use of mechanical and flanged joints will be permitted for above ground applications only.
2.02 PIPE:
Ductile iron pipe shall be of the diameter indicated at a minimum Class 52 and shall be manufactured with standard bell and spigot joints in accordance with the latest revision of ANSI/AWWA C151/A21.51.
2.03 LINING AND COATING:
Pipe shall have standard asphaltic coating on the exterior and be epoxy lined on the interior with Protecto 401™ ceramic epoxy lining as manufactured by U.S. Pipe, or approved equal.
2.04 FITTINGS:
A. Fittings shall be ductile iron at a minimum of Class 52. Fittings shall conform to the latest revision of either ANSI/AWWA C110/A21.10 or ANSI/AWWA C153/A21.53. Fittings and accessories shall be furnished with either Push-on or Mechanical Type Joints in accordance with ANSI/AWWA C111/A21.11.
B. Ductile-iron pipe and fittings shall be furnished with mechanical joints, push-on joints, flanged joints, and/or restrained joints, as required. Bolted joints shall not be used for underground installations.
1. Mechanical and push-on bell and spigot joints shall conform to ANSI/AWWA C111/A21.11 and be furnished complete with all necessary accessories.
2. Flanged joints shall conform to ANSI/AWWA C115/A21.15.
3. Restrained joints shall be per the Approved Materials List.
PART 3 – EXECUTION
3.01 GENERAL:
A. Sewer pipelines shall be constructed in compliance with the requirements of this Section and Section 33 31 00 - Sanitary Sewerage Piping and Section 33 31 16 - Sanitary Sewer Gravity Service Laterals.
B. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 6 of 26
3.02 INSTALLATION OF PIPE:
A. All pipe shall be installed in accordance with ANSI/AWWA C600.
3.03 RUBBER-GASKETED JOINTS:
A. Immediately before jointing pipe, the bell end of the pipe shall be thoroughly cleaned, and a clean rubber gasket, lubricated with an approved vegetable-based lubricant, shall be placed in the bell groove. The spigot end of the pipe shall be carefully cleaned and lubricated with a vegetable-based lubricant. The spigot end of the pipe section shall then be inserted into the bell of the previously laid joint and pushed into its proper position.
Tilting of the pipe to insert the spigot into the bell will not be permitted.
END OF SECTION
***************************************************************************** SECTION 31 23 16 - EXCAVATION, BEDDING AND BACKFILL
PART 1 – GENERAL
1.01 THE REQUIREMENT:
The Contractor shall provide all labor, materials, and equipment necessary to perform all excavation, bedding, backfill and grading operations required for construction of the work.
1.02 RELATED WORK SPECIFIED ELSEWHERE:
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS:
A. Commercial Standards:
ASTM D 1556: Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method
ASTM D 1557: Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kNm/m3))
ASTM D 2419: Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregates
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 7 of 26
ASTM D 2487: Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)
ASTM D 6938: Test Methods for In-Place Density and Water Content of Soil and SoilAggregate by Nuclear Methods (Shallow Depth) ASTM D 4253: Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table
ASTM D 4254 Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density
1.04 CONTRACTOR SUBMITTALS:
A. Compaction testing of bedding and backfill materials shall be required for all main sewer extensions and laterals in public streets.
B. Compaction testing of bedding and backfill for side sewer work on private property may be required at the discretion of the Inspector.
C. The required compaction testing shall be conducted under the direction of a Civil or Geotechnical Engineer licensed by the State of California. As a condition of Central San’s Final Inspection, a Certification Report indicating that compaction results meet or exceed the requirements of these Specifications shall be submitted by the engineer in responsible charge of the compaction testing with a cover letter bearing the engineer’s professional stamp.
D. Compaction testing shall be completed prior to the acceptance televising of the sewer and installation of final paving.
1.05 QUALITY ASSURANCE:
A. Where soil material is required to be compacted to a percentage of maximum density, the maximum density at optimum moisture content will be determined in accordance with ASTM D 1557. Where cohesionless, free draining soil material is required to be compacted to a percentage of relative density, the calculation of relative density will be determined in accordance with ASTM D 4253 and D 4254. Field density in-place tests will be performed in accordance with ASTM D 1556, ASTM D 6938, or by such other means acceptable to Central San. At a minimum, compaction tests shall be conducted for each 50 feet of trench and for each 2 feet of trench depth, unless otherwise specified by the agency with jurisdiction for the roadway.
B. If a first test and a subsequent re-test of the bedding or backfill show noncompliance with the density required under this Section, the Contractor shall remove and re-compact the material represented by the test/retest as necessary to ensure compliance.
C. The Contractor shall provide access in the excavation for the soil compaction testing technician or Inspector. This shall include providing site-specific safety equipment and temporary shoring to enable compaction testing at each required level within the excavation. Should the Contractor have backfilled to an elevation above that required to be tested, he shall excavate the backfill down to the necessary level for testing and provide shoring at his cost. Subsequent backfilling shall also be at the Contractor’s cost.
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PART 2 – PRODUCTS
2.01 SUITABLE BEDDING AND BACKFILL MATERIAL:
A. Bedding and backfill material shall be selected or processed clean, free from grass, roots, brush, other vegetation, debris, refuse or other deleterious material of any kind.
B. The following types of bedding and backfill materials are designated and defined as follows:
1. Type I Bedding and Backfill Material (Class 2 Aggregate Base): Shall be newly quarried or recycled material (not mined alluvial material), and shall be certified by the quarry or recycler as complying with the provisions of Caltrans Specifications Section 26 (Class 2 Aggregate Base) for 3/4” maximum grading.
2. Type III Bedding and Backfill Material (native material from trench excavation): Shall be free from vegetable matter, debris and refuse, shall contain no concrete, stones or clods larger than 3” in any dimension and shall contain sufficient fines so that all voids will be filled when compacted, and shall be so constituted that compaction requirements can be met.
3. Select Type III Bedding and Backfill Material (native material from trench excavation):
Shall meet all requirements of the above described Type III Bedding and Backfill Material with the additional requirement that the maximum particle size shall be 3/4” in diameter.
4. Coarse Bedding Material (Drain Rock/Foundation Rock): Shall be crushed stone or gravel (not mined alluvial material), with a minimum of 95% crushed particles per CTM 205, durable and free from slaking or decomposition under action of alternate wetting and drying with minimum Durability Index of 40 per CTM 229. The material shall meet the following gradation requirements:
C. Controlled Low Strength Material shall conform to the requirements of Section 03 34 13 - Controlled Low-Strength Material (CLSM).
2.02 UNSUITABLE MATERIAL:
A. Unsuitable materials for bedding and backfill shall include soils, which when classified under ASTM D 2487 fall in the classifications of PT, OH, CH, MH, or OL. In addition, any soil that cannot be sufficiently compacted to achieve the percentage of maximum density specified for the intended use shall be considered unsuitable.
B. Chemical testing for corrosivity shall be performed for all materials proposed for use as bedding and backfill for metallic or reinforced concrete pipe. The testing shall be in accordance with the requirements of CTM 417, CTM 422 and CTM 643. Bedding and backfill materials shall be considered unsuitable when the chloride concentration exceeds 500 ppm, sulfate concentration exceeds 1,500 ppm, resistivity is less than 2,000 ohm-cm
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or pH is less than 6.5. Testing shall be performed by a qualified laboratory approved by Central San, and the data shall be submitted to the Inspector for acceptance prior to use of the material in the work.
C. Type III materials which are too wet to be compacted to specified compaction shall not be rejected solely because they are too wet for proper compaction. The Contractor may at its option, dry these materials in accordance with Paragraph 3.8.G of this section prior to compaction. Alternatively, the Contractor may remove the Type III materials and provide imported backfill material.
D. Backfill placed within 6” of any structure or pipe shall be free of rocks or unbroken clods of earth larger than 3” in any dimension.
E. All material that is determined to be unsuitable for use as bedding and backfill or that is in excess of the amount required shall be removed immediately and disposed of properly by the Contractor.
2.03 USE OF SUITABLE BEDDING AND BACKFILL MATERIAL:
Backfill types shall be used in accordance with the following provisions:
A. Pipe zone backfill (bedding, haunching and shading), as defined under paragraph 3.6 Bedding and Backfill herein, shall be Type I Bedding and Backfill Material (Class 2 Aggregate Base) unless otherwise specified on the Plans.
B. Trench zone backfill, as defined under paragraph 3.6 Bedding and Backfill herein, for pipelines in public and private streets and other paved areas shall be Type I Bedding and Backfill Material (Class 2 Aggregate Base).
C. Trench zone backfill in future roadway or street rights-of-way or in off road locations (e.g., easements) may be Type III Bedding and Backfill Material (native trench soil) so long as specified compaction is achieved.
D. Final Backfill as defined under "Pipe and Utility Trench Backfill herein, for pipelines in public and private streets and other paved areas shall be Type I Bedding and Backfill Material (Class 2 Aggregate Base).
E. Backfill around structures, vaults, and valve boxes shall be Type I Bedding and Backfill Material (Class 2 Aggregate Base).
F. Backfill used to replace structure and pipeline trench over-excavation of wet or soft trench bottom conditions shall be Coarse Bedding and Backfill Material (Drain Rock/Foundation Rock) with a geotextile envelope (minimum one-foot overlap) around the rock to prevent migration of fines.
G. Controlled Low Strength Material may be used for pipe zone backfill and trench zone backfill whenever pre-approved in writing by Central San or shown on the Plans.
H. Trenches in landscaped or cultivated areas shall have the top 12” inches backfilled with topsoil.
2.04 FILTER FABRIC:
Filter fabric shall be as specified in Section 31 05 19 - Geosynthetics for Earthwork.
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2.05 TRENCH DAMS, AND PIPE ANCHORS:
Trench Dams and Pipe Anchors shall be provided at the locations shown on the Plans and shall be constructed as shown in the Standard Drawings as follows:
• DWG 20-05 Trench Dams
• DWG 21-03 Pipe Anchor Detail
Trench dams shall be of the length and width dimensions shown in the detail, shall extend below finished grade as shown in the detail, and shall be constructed of controlled low strength material (CLSM) as specified in Section 03 34 13 - Controlled Low-Strength Material (CLSM).
PART 3 – EXECUTION
3.01 GENERAL:
A. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.
B. Prior to any excavation and backfill work, the Contractor shall obtain and provide Central San with copies or other evidence of acquisition thereof, all required permits for the work, including but not limited to: County and/or City encroachment permits, Central San permits, Cal OSHA Excavation Permit, and Competent Person certification.
C. Material to be used for backfill shall be laid alongside of the trench and kept trimmed so as to cause as little inconvenience as possible to public travel and the normal use of adjacent properties. However, stockpiled material shall be kept a minimum of two feet from the edge of the trench and the face of the stockpile shall be sloped as needed. Free access shall be provided to all fire hydrants, water gates, meters, and private drives.
Gutters or other drainage ways shall be kept clear unless other temporary provisions are made for maintaining drainage.
D. In advance of placing sewer pipe or structures, material within the area where such pipe or structures are to be placed, which in the opinion of the Inspector is unsuitable including, but not limited to vegetable matter, garbage, and junk piles, either on the surface or buried, shall be removed and disposed of.
E. Water to control dust resulting from grading operations, excavation, backfill, and the passage of traffic through the work area shall be applied by means that will ensure a uniform application of water with no runoff.
F. The Contractor shall remove and dispose of all excess excavated material at a suitable preferred site(s). The Contractor shall obtain all necessary fill and grading permits and a written release from property owners upon completion of use of said sites.
3.02 STRUCTURE EXCAVATION:
A. Except when specifically provided to the contrary, excavation shall include the removal of all materials of whatever nature encountered, including all obstructions of any nature that would interfere with the proper execution and completion of the work. The removal of
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these materials shall conform to the lines and grades shown on the Plans or as directed by the Inspector Unless otherwise provided, the entire construction site shall be stripped of all vegetation and debris, and such material shall be removed from the site prior to performing any excavation or placing any fill. The Contractor shall furnish, place, and maintain all supports and shoring that may be required for the sides of the excavations, and all pumping, ditching, or other measures required for the removal or exclusion of water, including storm water, groundwater, and wastewater reaching the site of the work from any source so as to provide dry working conditions and to prevent damage to the work or adjoining property. Excavations shall be benched, sloped, shored or otherwise supported in a safe manner in accordance with applicable State safety requirements and the requirements of OSHA Safety and Health Standards for Construction (29CFR1926).
F. Excavation under structures, manholes, vaults and others: Except where otherwise specified for a particular structure or directed by the Inspector, excavation shall be carried to the grade of the bottom of the bedding. Where shown on the Plans or directed by the Inspector, areas beneath structures shall be over-excavated. The exposed surface shall be scarified to a depth of 6”, brought to optimum moisture content, and compacted to 95% relative compaction. Where over-excavation is directed by the Inspector to provide for the placement of foundation rock over wet or soft soils, scarification and recompaction shall not be performed.
3.03 TRENCH EXCAVATION:
A. Excavation for sewers shall be made only after pipe and other necessary materials are delivered on the site of the work. After such delivery, trench excavation shall proceed as rapidly as possible, and the pipe installed and the trench backfilled without undue delay.
In public street areas, excavation and pipe installation shall be coordinated to the end that a minimum of interference with traffic will result.
B. Refer to table below for required trench widths according to nominal pipe size.
C. The pipe bedding shall be given a final trim, using a laser for establishing grade, such that each pipe section when first laid will be continually in contact with the bedding along the bottom of the pipe. The Contractor shall excavate bell holes at pipe joints.
D. For trenching in existing streets, excavation and pipe installation shall be coordinated so that no more than 100 linear feet of trench shall be open at any time. Backfilling operations shall closely follow pipe installation. In new subdivisions more than 100 feet of trench may be opened if allowed by the Inspector and if the excavation is properly shored, sloped or benched. All trenches shall be fully backfilled at the end of each day or, properly shored and covered by heavy steel plates adequately braced and capable of supporting H-20 vehicle loads in those locations subject to traffic and with 1- 1/8” plywood in off road locations where it is impractical to backfill at the end of each day. Use of steel traffic plates is subject to the prior approval of the agency issuing the encroachment permit. Traffic plates shall be staked in place, with adjacent plates tack-welded together, and shall be provided with non-skid coating. Compacted cold mix asphalt shall be placed around the plate perimeter to provide a smooth transition from adjacent pavement.
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E. Where the bottom of the trench becomes soft or is unstable due to groundwater and/or movement of construction equipment, the Contractor shall over-excavate unsuitable material to a minimum depth of 9” below the base elevation to establish a stable foundation for the bedding or to a depth as otherwise directed by the Inspector.
Geotextile shall be placed on the overexcavated trench bottom and staked to the trench walls, coarse bedding material in conformance with these specifications shall be placed on the fabric, and the fabric shall then be un-staked from the trench wall and wrapped over the coarse bedding material forming a closed envelope with a minimum 1-foot overlap at the top edges of the fabric.
F. Any over-excavation carried below the grade ordered, specified, or shown, shall be backfilled and compacted to the required grade with the specified material.
3.04 EMBANKMENT EXCAVATION:
A. The relative compaction of the natural ground area upon which embankments are to be constructed, for a depth of not less than 2 feet below finished grade, shall be not less than 90% relative compaction.
B. If finished grade is less than 3 feet, above natural ground, the natural ground shall be excavated to a depth of not less than 3 feet below finished grade and re-compacted to a relative compaction of not less than 90%.
C. When embankments are to be made and compacted on hillsides, or where new fill is to be compacted against existing embankments, the slopes of the original hillside, old or new fill, shall be cut into a minimum of 6 feet horizontally as the work is brought up in layers. Material thus cut out shall be re-compacted along with the new fill. Fill shall be compacted to a relative compaction of not less than 90%.
3.05 BEDDING AND BACKFILL:
A. Except for required foundation material (in an envelope of geotextile) coarse bedding material being placed in over-excavated areas, where water or soft ground is present, backfill shall not be placed until after all water is removed from the excavation.
B. Pipe zone bedding and backfill operations shall be performed in accordance with the following requirements:
1. Type I Bedding and Backfill Material (Class 2 Aggregate Base) shall be placed and properly compacted in the pipe zone. The pipe zone is defined as that portion of the vertical trench cross-section lying between a plane 4 to 6” below the bottom surface of the pipe, i.e., the trench sub-grade, and a plane at a point 12” above the top outside surface of the pipe. The subzones of the pipe zone are defined as follows:
a) "Bedding is that portion of the Pipe Zone between the bottom of the trench or the top of required foundation material and the lowest point on the outside surface of the pipe barrel excepting bells;
b) "Haunching" is that portion of the Pipe Zone between the top of the Bedding and the horizontal centerline of the pipe;
c) "Shading" is that portion of the Pipe Zone between the top of the Haunching and a horizontal plane 12” above the highest point on the outside surface of the pipe barrel excepting bells.
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2. Controlled Low Strength Material (CLSM) shall be provided in lieu of Type I Bedding and Backfill Material where indicated on the Plans Contractor shall provide a method to prevent pipe from floating during backfill. (The remaining portions of the trench shall be backfilled as specified elsewhere in this Section.)
3. After compacting the bedding, the Contractor shall perform a final trim using a laser for establishing grade, such that each pipe section when laid will be continually in contact with the bedding along the bottom of the pipe. The Contractor shall provide bell holes at each pipe joint.
4. Backfill in trenches shall be placed uniformly on each side of the pipe to prevent displacement. The Contractor shall exercise care to prevent damage to the pipeline coating, cathodic bonds, or the pipe itself during the installation and backfill operations. The Contractor shall hand shovel slice the bedding along the sides of the pipe in order to ensure filling any voids under the pipe haunches.
C. Warning Tape: A colored detectable metallic foil core plastic tape, at least 3” in width, shall be placed on top of the pipe zone backfill wherever sewers are installed. The tape shall have printed on it the words “Caution: Sewer Buried Below.” The warning tape shall be utilized for all pipes (mains and laterals).
D. After the pipe zone backfill has been placed as specified above, and after all excess water has completely drained from the trench, backfilling of the trench zone may proceed.
The trench zone is defined as that portion of the trench excavation between the top of the shading and the ground surface in unpaved areas, and the horizontal plane at lowest point of the pavement structural section in paved areas.
E. "Final Backfill" is that portion of the Trench Zone in paved areas between the top of the trench backfill and the lowest point of the pavement structural section.
F. Joint utility trench excavations shall conform to the requirements shown on DWG 20-06.
3.06 PLACING AND SPREADING OF BACKFILL AND EMBANKMENT MATERIALS:
A. Backfill materials shall be placed and spread evenly in layers. The backfill layers shall be evenly spread so that each layer shall not exceed 8” in uncompacted thickness. Backfill layers greater than 8” but no more than 24” may be used after the Contractor demonstrates by compaction testing as specified in 3.8 below, that required compaction levels will be achieved.
B. During spreading, each layer shall be thoroughly mixed as necessary to promote uniformity of material in each layer. Pipe zone backfill materials shall be manually spread around the pipe so that when compacted, the pipe zone backfill will provide uniform bearing and side support.
C. Where the backfill material moisture content is below the optimum moisture content, water shall be added before or during spreading until the proper moisture content is within the range where the specified compaction can be achieved.
D. Where the backfill material moisture content is too high to permit the specified degree of compaction, the material shall be bladed, aerated or dried and/or mixed with dryer material until the moisture content is satisfactory.
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E. Whenever selection is possible, embankment material having a sand equivalent value of less than 10 shall be deposited in the lower portions of embankments and no such material shall be placed within 3 feet of planned finished grade.
F. When the embankment material consists of large rocky material, or hard lumps such as hardpan or cemented gravel which cannot be broken readily, such material shall be well distributed throughout the embankment, and sufficient earth or other fine material shall be placed around the large material as it is deposited so as to fill the interstices and produce a dense compact embankment, but in no case shall any material exceed 24” in any dimension.
3.07 COMPACTION OF BACKFILL AND EMBANKMENT MATERIALS:
A. The Contractor shall provide a minimum of one compaction test per day, and an additional compaction test for each 500 sf completed and at each structure (e.g. manholes), and as required on the Plans or at the direction of the Central San Inspector.
B. Each layer of backfill material as defined herein, shall be mechanically compacted to the specified percentage of maximum density. Equipment that is consistently capable of achieving the required degree of compaction shall be used and each layer shall be compacted over its entire area while the material is at the required moisture content.
Compaction at the top of the pipe zone shall be done using a plate compactor.
C. Flooding, ponding, or jetting shall not be used.
D. Equipment weighing more than 10,000 pounds shall not be used within a horizontal distance equal to the depth of the trench. Hand operated power compaction equipment shall be used where use of heavier equipment is impractical or restricted due to weight limitations.
E. The following compaction requirements shall be in accordance with ASTM D 1557 except for free draining materials (i.e., Coarse Bedding Material/Drain Rock/Foundation Material), which shall be in accordance with ASTM D 4253 and D 4254 for cohesionless free draining type materials. Where other public agency, utility company or encroachment permit requirements govern, the highest compaction standards shall apply.
F. The Contractor shall maintain the indicated trench cross section at a minimum of 12” above the top of the pipe (the top of the “pipe zone”).
G. Embankments shall be constructed as recommended by the geotechnical engineer in compacted layers of uniform thickness.
H. At the time of compaction, the moisture content of embankment material shall be such that the relative compactions specified will be obtained and the embankment will be in a
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firm and stable condition. Embankment material which contains less than the required moisture content shall be watered and material which contains excessive moisture shall not be compacted until the material is dry enough to obtain the required compaction.
3.08 TEMPORARY PAVING:
A minimum of 2” of cold or hot mix temporary asphalt shall be placed in finished trenches and rolled to a smooth surface at the end of each day unless final paving can be completed, or steel plates are used to cover trenches in paved streets. Traffic plates shall be subject to the requirements of 3.3 above. The temporary asphalt shall be placed within ¼” of finished pavement grade.
END OF SECTION
***************************************************************************************************************************** SECTION 33 01 30.11 - INSPECTION OF SEWERS
PART 1 – GENERAL
1. 01 THE REQUIREMENT:
A. The Contractor shall furnish all labor, materials, tools, and equipment necessary to clean, perform testing, and provide for televising of completed sewer pipelines.
B. The Contractor shall call the Central San Inspection Office at least one business day in advance to arrange for an Inspector to be present for the preinstallation CCTV inspection.
C. The Contractor shall notify the Inspector at least one business day prior to any cleaning, testing, or televising work. All final testing and cleaning of sewer lines shall be done in the presence of the Inspector.
D. The Contractor shall complete cleaning and testing of sewer lines as required in this Section prior to requesting CCTV inspection.
E. No testing will be allowed until all utilities have been installed.
F. If deficiencies are identified during testing, the Contractor shall re-test after the deficiencies have been corrected.
1.02 REFERENCE SPECIFICATIONS, CODES AND STANDARDS:
A. Commercial Standards:
ASTM C 969: Standard Practice for Infiltration and Exfiltration Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines
ASTM C 1091-03a: Test Method for Hydrostatic Infiltration Testing of Vitrified Clay Pipe Lines
AWWA C600-54T: Installation of Ductile-Iron Water Mains and Their Appurtenances
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ASTM D 3034: Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings
ASTM F 679: Specification for Poly (Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings
PART 2 – PRODUCTS
2.01 MATERIAL REQUIREMENTS:
A. Mandrels, temporary plugs, low-pressure testing equipment and all other necessary materials shall be provided by the Contractor, subject to the Inspector’s approval.
B. No materials shall be used which would be injurious to the public, personnel, adjacent improvements or the pipeline.
C. Air test gauges shall be laboratory-calibrated test gauges and shall be recalibrated by a certified laboratory prior to the leakage test. Gauge shall be easy to read in no more than 1 psi per increment and have a maximum full-scale range of 5 psi.
PART 3 – EXECUTION
3.01 GENERAL:
A. The Contractor shall clean pipelines by balling and flushing or hydroflushing prior to deflection and pressure testing.
B. The Contractor shall perform deflection and pressure tests after submittal of compaction reports demonstrating compliance with the backfill compaction requirements and before CCTV inspections.
C. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.
3.02 CLEANING:
A. After the pipeline installation has been completed to the satisfaction of Central San, the Contractor shall clean the pipe in the presence of the Inspector.
B. The Contractor shall clean all sewer installations, deemed necessary by the Inspector, with a cleaning ball or device in accordance with the device manufacturer's instructions or recommendations and flushed. Hydroflush-pressure shall be maintained below 2,000 psi.
Traps with screens in accordance with DWG 21-08 shall be used to trap debris. The Contractor shall remove all debris from the manhole prior to removing the trap.
C. Release of water during and/or after cleaning and testing has been completed, shall be performed in a manner approved by the Inspector. The Contractor shall be responsible for the proper disposal of water released.
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D. The Contractor shall perform an additional cleaning of the pipeline after the installation of final paving, top block, frames and covers, and after all other required inspections, if required by the Inspector due to a reasonable determination that additional debris may have accumulated in the pipeline after initial cleaning.
3.03 PIPELINE DEFLECTION TESTING:
PVC and HDPE pipe 8” in diameter or larger shall be tested for deflection, joint displacement, or other obstruction by passing a rigid mandrel through the pipe. Deflection shall be tested after submittal of daily compaction reports demonstrating compliance with, but prior to, permanent resurfacing. The mandrel shall be a full circle, rigid, non-adjustable, an odd-numbered leg (9 leg minimum), acceptable to the Inspector as to design and manufacturer. Mandrel size shall meet the minimum requirements set forth in ASTM D 3034 and ASTM F 679. The circular cross section of the mandrel shall have a diameter of at least 95% of the specified average inside diameter of the pipe and the minimum length of the circular portion of the mandrel shall be equal to the nominal diameter of the pipe. Where obstructions and excessive deflection encountered by the mandrel, the Contractor shall remove, replace and retest the deficient section. Re-rounding will not be allowed.
3.04 PIPELINE LEAKAGE TESTING:
A. Repaired pipelines shall be re-tested as follows:
B. Air Testing
1. Each section of main sewer and its appurtenant connected laterals shall be tested between successive manholes by plugging and bracing all openings in the sewer lines. If any leaks are found, the air pressure shall be released, the leaks eliminated, and the test procedure started over again.
2. Air tests shall be conducted in accordance with the following procedure and the table below:
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All necessary test equipment shall be in proper working order and tests shall be made in the presence of the Inspector. Test plugs shall be carefully placed at each end of the section of line to be tested. When all necessary test equipment is in place, a compressed air supply shall be attached to the air fitting on the test equipment and the air pressure within the line increased to 4 psi. After the air supply is securely turned off or disconnected, there shall be a 2-minute waiting period to allow stabilization of air within the sewer line before the actual test period begins. In no case shall the air pressure within the line be less than 3-1/2 psi at the beginning of the test period. The allowable air pressure loss shall not exceed 1 psi. When testing side sewers, or portions thereof, the test period shall be 4 minutes and the allowable loss shall not exceed 1 psi. After completion of a test, the air pressure shall be released slowly through the valve, which is incorporated in the test equipment. Air test plugs shall not be removed until the air pressure is no longer measurable.
C. New sewers larger than 16” diameter shall be hydrostatically tested in accordance with the following procedure:
1. After installation, all new trunk sewer pipelines shall be thoroughly cleaned prior to pressure testing. A section of trunk sewer shall be prepared for testing between two structures by plugging the inlet side of the discharge manhole and all openings in the upstream manhole except the discharge opening. All plugs shall be properly braced against the manhole wall to withstand the forces of the test in order to prevent loss in the event of a failure.
2. A section of the trunk sewer prepared as above shall be tested by filling it with water to an elevation 5 feet above the top of pipe at the upstream end of the test section, or 5 feet above the existing groundwater elevation, whichever is greater. The water shall be introduced into the test section at least one hour in advance of the test period and refilled as necessary prior to commencement of the test period to allow the pipe and joint material to become saturated. The loss in water may be determined by measuring the rate of fall of the water level, but the level shall not be allowed to fall more than one foot below the specified head during the test period.
3. For RCP, the pressure shall be maintained for not less than 4 hours and the leakage rate shall not exceed 200 gallons per inch of diameter per mile of pipe for 24 hours (ASTM C 969-02). For VCP, the pressure shall be maintained for not less than one hour and the leakage rate shall not exceed 200 gallons per inch diameter per mile for 24 hours (ASTM C 1091-03a). For DIP, the pressure shall be maintained for not less than one hour and the leakage rate shall not exceed 70 gallons per inch diameter per mile of pipe of 24 hours (AWWA C600-54T).
D. When leakage exceeds the amount allowed by the specifications, the Contractor shall locate the leaks, submit a repair procedure for the Inspector’s review, and make the necessary repairs.
3.05 MANHOLE TESTING:
A. Hydrostatic Testing: Central San may require hydrostatic testing for leakage after installation and prior to backfilling. Prior to hydrostatic testing, all manholes shall be visually inspected. All defects shall be repaired by the Contractor, with non-shrink grout, to the satisfaction of the Inspector. All pipes entering the manhole shall be sealed at a point outside the manhole walls to include testing of the pipe/manhole joints. Safety lines shall be secured to all plugs utilized. The manhole shall be filled with water to a level 2” below the top of the frame. After a period of at least one hour to allow the water level to stabilize, the manhole shall be refilled and the water level shall be checked. The water level shall again be checked after a period of 4 hours. If the water level drops by more
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than 1”, the leakage shall be considered excessive, and the Contractor shall make necessary repairs and retest the manhole.
B. Vacuum Testing: As an alternative to manhole hydrostatic testing, the Inspector may allow the use of vacuum testing. A vacuum of 10” of mercury shall be drawn on the manhole, the valve on the vacuum line of the test hood closed and the vacuum pump shut off. The manhole shall be deemed to have passed the test if the vacuum drop is less than 1” of mercury during a one-minute test period.
3.06 CCTV INSPECTION:
A. Central San will perform a CCTV inspection of the sanitary sewer upon substantial completion of the work.
1. The Contractor shall coordinate with the Inspector to arrange for an acceptable time to conduct the inspection.
2. Defects discovered by the CCTV inspection shall be corrected and the line reinspected at the Contractor’s cost.
3. If a portion of an entire job is to be CCTV inspected, a separate fee will be due as established by Central San. Inspection fees are payable prior to the date of the partial CCTV inspection.
4. The Contractor shall request CCTV inspection once the following have been completed:
a) Sewer pipelines are installed, backfilled, and compacted. b) Structures are in place, channeling is complete, and pipelines are accessible from structures.
c) All other underground facilities, utility piping, and conduits in the vicinity are installed.
d) For street locations, placement of aggregate base has been completed. e) Pipelines to be inspected have been cleaned and flushed. f) Final pressure test has been completed.
g) Mandrel testing is complete.
B. The procedure outlined below will be repeated until all deficiencies observed by CCTV inspection have been corrected to the satisfaction of Central San.
1. The Contractor shall request Central San to schedule the CCTV inspection. a) If Central San's CCTV crew arrives at the jobsite and the work is not ready or accessible, the Contractor will be billed the cancellation fee payable to Central San prior to the date of rescheduled CCTV inspection. The Contractor shall reschedule CCTV inspection as outlined above.
2. Central San will televise the job.
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a) If no deficiencies are observed, the work will be considered satisfactory. b) If deficiencies are observed, a recording will be made and defects serious enough to require correction will be identified by the Inspector who will provide written notification. If corrective work is indicated and viewing of the recording is desired, the Contractor shall contact the Inspector to set a time for the viewing.
All corrective work will be subject to approval by Central San. Central San reserves the right to require cleaning and additional leak testing of the repaired pipeline. Those portions of the pipeline where deficiencies have been corrected shall be re-televised. Payment of re-television inspection fees shall be paid to Central San prior to the scheduled date of the inspection.
C. The following observations from CCTV inspections will require correction:
1. Low spot 0.0625 x diameter of pipe or greater (e.g., 0.5” for an 8” pipe).
2. Joint separations (3/4” or greater opening between pipe sections).
3. Cocked joints present in straight runs or on the inside of pipe curves.
4. Chips in pipe ends.
5. Cracked or damaged pipe.
6. Offset joints.
7. Infiltration.
8. Debris or other foreign objects.
9. Other obvious deficiencies.
D. CCTV inspection of the work and the correction of observed defects shall not relieve the Contractor of its responsibility for the warranty period.
END OF SECTION
************************************************************************************************************************ SECTION 33 05 13 - MANHOLES AND STRUCTURES
PART 1 – GENERAL
1. 01 THE REQUIREMENT:
The Contractor shall furnish and install manholes and structures, complete with precast manhole bases or cast-in-place (if approved during Plan Review), pipe connections, barrel and cone components, preformed joint sealant, grade rings, frames, covers and other appurtenances shown on the Plans or specified in this Section.
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 21 of 26
1.02 RELATED WORK SPECIFIED ELSEWHERE:
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS:
A. Commercial Standards:
ASTM C 150: Specification for Portland Cement
ASTM C 478: Specification for Precast Reinforced Manhole Sections
1.04 CONTRACTOR SUBMITTALS:
Upon request by Central San, the Contractor shall submit complete shop drawings for all precast manhole bases to Central San and shall receive favorable review prior to ordering the bases.
1.05 QUALITY ASSURANCE:
After installation, the Contractor shall demonstrate that all manholes have been properly installed, level, with tight joints, at the correct elevations and orientations and that the backfilling has been carried out in accordance with the Plans and these Specifications. Vacuum testing of manholes may be required at Central San’s sole discretion.
PART 2 – PRODUCTS
2.01 MATERIALS:
A. Manhole bases may be either cast-in-place or precast. Channels and shelves shall conform to the requirements DWG 19-01 through 19-07. Manhole channels shall be shaped to form a smooth transition of uniform cross-section from inlet pipes to the outlet pipe, both horizontally and vertically.
B. Precast Concrete Components: Only components listed in the Approved Materials List shall be used in the construction of manholes.
1. Precast manhole bases, and barrel and cone sections shall be manufactured by a process that will produce dense homogeneous reinforced concrete of high quality in conformance with ASTM C 478. Cement shall be Type V Portland Cement as specified in ASTM C 150.
2. Precast manhole components shall be designed to support vertical AASHTO H-20 truck loading, plus the weight of soil above the cone section.
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 22 of 26
3. Pipe connections at precast bases shall be pipe bells of the size, material and class of inlet and outlet pipes, integrally cast into the base by the manufacturer.
4. The minimum wall thickness for barrel and cone sections (in inches) shall be calculated by dividing the nominal diameter of the barrel (in inches) by twelve (i.e., D/12).
5. Manhole throats shall be constructed of reinforced concrete grade rings.
C. Preformed plastic sealing gasket for sealing joints between the manhole base, barrel and cone sections shall be as listed in the Approved Materials List.
D. Non-shrink grout shall conform to the requirements Section 03 60 00 – Grout.
E. Castings for manhole frames and covers shall conform to the requirements of Section 05 50 00 - Miscellaneous Metal Work.
F. Primer and sealant tape for sealing exterior joints between precast components shall be as listed in the Approved Materials List.
G. Concrete for cast-in-place manhole and rodding inlet components (bases and top blocks) shall conform to Section 03 30 00 - Cast-In-Place Concrete.
2.02 TEMPORARY COVERS:
Temporary covers for new construction or reconstruction of manholes shall be fabricated as detailed in DWG 19-12.
2.03 TEMPORARY PLUGS:
Temporary plugs shall be of the mechanical expanding type. Pneumatic are not acceptable.
PART 3 – EXECUTION
3.01 GENERAL:
A. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.
B. An All-Weather Access Road as specified in this Section is required for access to all structures in off-road locations (e.g., easements).
3.02 INSTALLATION:
A. Temporary Plugs
1. Mechanical expanding-type temporary plugs shall be installed and removed, as specified below, in the presence of an Inspector. Plugs shall be secured by tethering with a ¼” nylon rope attached to the top of a wood 2’x4’ of sufficient length to extend from the shelf to a point in the throat within 6” of the underside of the cover.
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 23 of 26
a) When a manhole exists or a new manhole is constructed at the beginning of a new main extension, a temporary plug shall be installed at the inlet of the new pipe at the existing manhole or new manhole.
b) When a new main extension begins at an existing rodding inlet or stub, a temporary plug shall be installed on the outlet of the first manhole upstream from the beginning of the new main extension.
B. Cast-in-Place Manhole Bases
1. Cast-in-place manhole bases over existing sewers shall be poured against undisturbed native soil, which has been excavated to the dimensions shown on the Plans. For new sewer installations, the cast-in-place manhole base shall be poured over 6” Type 1 Backfill. See DWG 19-01 through 19-08. If the excavation extends beyond the dimensions shown on the Standard Drawings, the Contractor shall construct forms and pour the base to the specified dimensions.
2. If water or soft ground is encountered at the bottom of the excavation, a minimum lift of 9” of coarse-bedding material in a geotextile wrap shall be used as shown on DWG 19-01.
3. A joint forming ring shall be used to form a level joint groove in the manhole base while the concrete is fresh to receive the first precast barrel section. The metal forming ring may be removed as soon as the concrete has set sufficiently to eliminate any slump in the joint groove.
4. Manhole channels shall be shaped to form a smooth transition from inlet pipes to the outlet pipe, both horizontally and vertically.
C. Precast Manhole Bases (on all new main sewer extensions)
1. Precast manhole bases shall be placed to the lines and grades shown on the Plans as an integral part of the pipe laying operation on a minimum thickness of 6” of Type I Bedding and Backfill Material compacted to 95% relative compaction. Where soft ground or water is present, a minimum thickness of 9“ of Coarse Bedding Material in a wrap of geotextile, per the requirements of Section 31 05 19 - Geosynthetics for Earthwork, shall be placed below the course of Type I Bedding and Backfill Material.
2. Inlet and outlet pipe connections at precast bases shall be pipe bells cast into the base by the manufacturer.
3. All precast concrete manholes shall be installed in strict conformance with the manufacturer's written instructions on a well-compacted foundation.
D. Setting Precast Barrel and Cone Sections
1. All joint surfaces of precast manhole bases, barrel and cone sections shall be thoroughly cleaned and dried prior to setting, and shall be sealed with a preformed plastic sealing gasket listed in the Approved Materials List at each joint as follows:
a) Remove the paper wrapper from one side of the gasket, retaining the outside paper in place to protect the gasket and assure against stretching. b) Place the plastic gasket strip in the joint, forming a continuous gasket around the entire circumference of the manhole joint.
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 24 of 26
c) Remove the paper wrapper from the exposed side of the gasket and place the next manhole component.
d) Care shall be taken in the handling of barrel and cone sections after the plastic gasket has been affixed to avoid displacing the gasket or contaminating the joint or gasket with dirt or other foreign material. Any displaced or soiled gaskets shall be removed and replaced.
e) Care shall be taken to properly align the manhole section with the previously set section before it is lowered into position.
f) During cold or wet weather, the joint surfaces shall be heated with hot air until ice, frost, and moisture are removed and surface to be primed is dry and warm.
Hot air shall also be passed over plastic gasket strips immediately prior to attaching them to joint surfaces and immediately prior to setting the section.
E. Manhole frames and covers shall not be set to final grade until the pavement has been completed, unless otherwise approved by Central San. Precast concrete grade rings shall be installed as shown in the Standard Drawings. Paving around the manhole shall be in accordance with local jurisdiction requirements. Openings in manholes shall be protected from construction loads, debris and unauthorized entry.
F. When new piping is installed in existing structures, the Contractor shall accurately position core-drilled openings in the concrete as shown on the job Plans and Standard Drawings or otherwise directed by the Inspector. Openings shall be of sufficient size to permit a final alignment of pipelines and fittings without deflection of any part and to allow adequate space for satisfactory placement of mechanical seals or packing with nonshrink grout where the pipe passes through the wall to ensure the resulting structure is watertight. Before placing the non-shrink grout, concrete surfaces shall be sandblasted, thoroughly cleaned of sand and any other foreign matter, and coated with epoxy bonding compound. After connection of the new inlet pipe, the Contractor shall re-channel the inside of the existing manhole base to provide a smooth flow channel to the new exit pipe.
G. The throat shall be constructed using appropriately sized reinforced concrete grade rings to bring the manhole cover to finished grade surface. No plastic sealing gaskets shall be used for jointing grade or extension rings.
H. Manhole top blocks shall be poured against forms constructed to the specified dimensions shown on DWG 19-01.
I. All manholes located on slopes steeper than 3:1 (horizontal to vertical) in easement areas shall be constructed with a reinforced concrete, reinforced concrete masonry unit or interlocking masonry unit retaining wall as shown on DWG 19-11.
J. All manholes shall be tested in accordance with Section 33 01 30.11 - Inspection of Sewers.
K. Temporary covers shall be used during construction until permanent frames and covers are installed.
3.03 RECONSTRUCTION OF EXISTING STRUCTURES:
A. General
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 25 of 26
1. Reconstruction work on any particular structure shall be diligently prosecuted so as to be completed within 3 calendar days after work is begun on that particular structure.
The Contractor shall provide continuous access for Central San maintenance forces to the structure at all times.
2. When removing existing structures, the Contractor shall take precautions to ensure that no foreign material enters the structure or the downstream system. Before any work is started, the base shall be covered with a plywood (“false bottom”) as shown on DWG 19-13, and then the false bottom shall be covered with a drop cloth of heavy canvas. The drop cloth and false bottom shall be kept in place during the work to catch debris, and upon completion, shall be removed with the collected debris. No debris shall enter the downstream system or be allowed to remain in the manhole.
B. Structure Adjustments and Repairs
1. All workmanship and materials for structure adjustments shall conform to the requirements of these Specifications. In the case of existing brick or cast-in-place concrete structures, repair or adjustments shall be accomplished with materials in-kind or with precast elements as detailed on the Plans.
2. Existing structure precast elements, adjustment rings, frames, and covers removed for adjustments and/or repairs may be reinstalled only when such undamaged items are permitted by the Inspector for reuse.
3. Manhole adjustments shall be accomplished by one of the methods specified below or as shown on the Plans:
a) Upward adjustments of manholes to finish grade surface may be accomplished with reinforced concrete grade rings, formed concrete and/or a single cast iron extension ring when the adjusted manhole throat will not exceed 12” in height. In no case shall multiple cast iron extension rings be used in adjustments. When adjustments are made that position the bottom of the cast iron manhole frame above the existing concrete top block, the top block shall be reconstructed in accordance with the requirements of DWG 19-01 through 19-08. b) Whenever upward adjustment of manholes would result in a completed manhole throat section exceeding 12” in height, the upper manhole section, including the top block and cone section, shall be removed and the adjustment shall be made by reconstructing the structure using manhole barrel and cone sections, grade rings and frames and covers in accordance with the requirements of these Specifications and DWG 19-01 through 19-08.
c) Downward adjustments of manholes shall be accomplished by removal of existing grade or extension rings and cone and barrel sections as required, and reconstructing the structure using manhole barrel and cone sections, grade rings and frames and covers in accordance with the requirements of these Specifications and DWG 19-01 through 19- 08.
4. Rodding inlet adjustments shall be accomplished by one of the methods specified below or as detailed on the Plans:
a) Upward adjustments of rodding inlets shall be accomplished with formed concrete or cast-iron extension rings where the extension will not exceed 8”, including any previous adjustments. When adjustments are made that position the bottom of the cast iron frame above the existing concrete top block, the top
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 26 of 26
block shall be reconstructed in accordance with the requirements of these Specifications and DWG 19-14.
b) Upward adjustments of rodding inlets exceeding 8” shall be accomplished by removing the structure’s frame, cover, and top block, and reconstructing the structure in accordance with the requirements of these Specifications and DWG 19-14. Pipe used for such adjustments shall be as required for pipeline repair and shall be installed to extend the line and grade of the existing pipe. c) Downward adjustments of rodding inlets shall be accomplished by removal and reconstructions of the entire upper section of the structure including the top block.
END OF SECTION
300 Seminary Avenue • Ukiah • CA • 95482-5400
Phone: (707)463-6200 · Fax: (707)463-6204 ·www.cityofukiah.com 300 Seminary Av., Ukiah CA 95482
Hydrant Flow Test Report
Name: Corner of Clay/Main
Address:
Tested by: Robby Hulbert Date: 8/8/2023
Requested By: Daniel Flores Time: 7:00 AM
Location of test: Clay/Main
Hydrant ID Number: 287
Residual hydrant location: 506 Main St
Flow hydrant(s) Location: SW Corner of Clay/Main
Static pressure (residual hydrant): 100 psi Hydrant 288 Residual pressure (residual hydrant): 96 psi
Nozzle size (flow hydrant): 2 1/2
Hydrant pressure (flow hydrant): 75 psi
Projected hydrant flow: 1455 GPM
Remarks and comments:
Appendix B
BASE BID
Item # Description UOM QTY Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total 1 Temporary Controls, Fencing & Signage LS 1 $65,000.00 $65,000.00 $541,780.00 $541,780.00 $7,000.00 $7,000.00 $6,462.76 $6,462.76 $10,000.00 $10,000.00 $110,500.00 $110,500.00 2 Mobilization LS 1 $15,000.00 $15,000.00 $2,500.00 $2,500.00 $20,000.00 $20,000.00 $20,580.08 $20,580.08 $10,000.00 $10,000.00 $75,900.00 $75,900.00 3 Div 02 - Demolition LS 1 $55,000.00 $55,000.00 $82,005.00 $82,005.00 $42,000.00 $42,000.00 $94,212.55 $94,212.55 $184,000.00 $184,000.00 $86,700.00 $86,700.00 4 Div 03 - Concrete LS 1 $147,205.00 $147,205.00 $65,330.00 $65,330.00 $121,000.00 $121,000.00 $205,628.89 $205,682.89 $250,000.00 $250,000.00 $152,000.00 $152,000.00 5 Div 05 - Metal Fabrications LS 1 $44,759.00 $44,759.00 $19,350.00 $19,350.00 $56,000.00 $56,000.00 $58,975.76 $58,975.76 $110,000.00 $110,000.00 $88,500.00 $88,500.00 6 Div 06 - Wood LS 1 $363,842.00 $363,842.00 $317,500.00 $317,500.00 $281,000.00 $281,000.00 $435,438.96 $435,438.96 $363,000.00 $363,000.00 $576,000.00 $576,000.00 7 Div 07 - Insulation & Waterproofing LS 1 $54,879.00 $54,879.00 $55,682.00 $55,682.00 $16,000.00 $16,000.00 $147,097.84 $147,097.84 $144,000.00 $144,000.00 $100,500.00 $100,500.00 8 Div 08 - Doors & Windows LS 1 $316,613.00 $316,613.00 $313,442.00 $313,442.00 $410,000.00 $410,000.00 $439,352.24 $439,352.24 $432,000.00 $432,000.00 $463,500.00 $463,500.00 9 Div 09 - Finishes LS 1 $464,393.00 $464,393.00 $442,132.00 $442,132.00 $835,370.00 $835,370.00 $528,060.39 $528,060.39 $534,000.00 $534,000.00 $571,600.00 $571,600.00 10 Div 10 - Signage & Accessories LS 1 $28,512.00 $28,512.00 $65,278.00 $65,278.00 $24,000.00 $24,000.00 $38,132.75 $38,132.75 $138,000.00 $138,000.00 $49,500.00 $49,500.00 11 Div 13 - Non-Structural Seismic Restraints LS 1 $30,000.00 $30,000.00 $0.00 $0.00 $21,000.00 $21,000.00 $12,286.62 $12,286.62 $5,000.00 $5,000.00 $0.00 $0.00 12 Div 14 - Elevator LS 1 $220,000.00 $220,000.00 $386,975.00 $386,975.00 $238,000.00 $238,000.00 $228,260.78 $228,260.78 $266,000.00 $266,000.00 $263,000.00 $263,000.00 13 Div 21 - Wet Pipe Sprinkler Systems LS 1 $113,454.00 $113,454.00 $103,140.00 $103,140.00 $121,000.00 $121,000.00 $126,724.17 $126,724.17 $169,000.00 $169,000.00 $220,000.00 $220,000.00 15 Div 22 - Plumbing LS 1 $217,754.00 $217,754.00 $155,640.00 $155,640.00 $146,000.00 $146,000.00 $147,175.25 $147,175.25 $209,000.00 $209,000.00 $159,000.00 $159,000.00 17 Div 23 - Mechanical LS 1 $200,000.00 $200,000.00 $199,990.00 $199,990.00 $218,000.00 $218,000.00 $245,720.06 $245,720.06 $266,000.00 $266,000.00 $260,000.00 $260,000.00 21 Div 26 - Electrical LS 1 $990,000.00 $990,000.00 $735,000.00 $735,000.00 $973,000.00 $973,000.00 $1,111,460.94 $1,111,460.94 $786,000.00 $786,000.00 $1,018,800.00 $1,018,800.00 22 Div 28 - Access Control LS 1 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 23 Div 31 - Earthwork LS 1 $51,194.00 $51,194.00 $57,875.00 $57,875.00 $32,000.00 $32,000.00 $53,465.22 $53,465.22 $218,000.00 $218,000.00 $110,000.00 $110,000.00 24 Div 32 - Site Improvements LS 1 $34,125.00 $34,125.00 $109,468.00 $109,468.00 $161,000.00 $161,000.00 $29,672.18 $29,672.18 $30,000.00 $30,000.00 $38,000.00 $38,000.00 25 Div 33 - Sanitary Sewer LS 1 $76,120.00 $76,120.00 $77,845.00 $77,845.00 $9,000.00 $9,000.00 $85,023.39 $85,023.39 $15,000.00 $15,000.00 $36,500.00 $36,500.00 Bid Alternate
Item # Description UOM QTY Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total 1 New Transformer - including Demo of Existing
Transformer & Site Work LS 1 $250,000.00 $250,000.00 $50,000.00 $50,000.00 $51,000.00 $51,000.00 $58,486.22 $58,486.22 $68,000.00 $68,000.00 $250,000.00 $250,000.00 Sub: Work: Sub: Work: Sub: Work: Sub: Work: Sub: Work: Sub: Work:
NORTH COUNTIES
DRYWALL DRYWALL
ALCAL SPEACIALTY
CONTRACTING FOLDING GLASS PARTITIONS SONOMA ELECTRIC ELECTRICAL PARC
ENVIRONMENTAL DEMOLITION
ASBESTOS
MANAGEMENT OF CA
SELECTIVE DEMOLITION
AND SAWCUTTING AGD GENERAL ENG
HEAVY CIVIL AND
CONCRETE
NORTH COSAT
FABRICATORS GUARD + HAND RAILS
AMERICAN SHEET
METAL PARTITION
CO PARTITIONS/ACCESSORIES JMS MECHANICAL HVAC
AGD GENERAL
ENGINEERING CONCRETE PETERS EXCAVATING
GRADING, PAVING AND
UTILITIES PETERSEN BUILDERS WOOD FRAMING
CEILNG EXPERTS ACOUSTICAL B&L GLASS STOREFRONT AND GLAZING COLEMAN PLUMBING PLUMBING
WELLANDER STEEL
BUILT STEEL FRAMING ELITE CONCRETE CONCRETE AND REBAR
NORTH COUNTIES
DRYWALL DRYWALL
BNT TILE TILE DT FABRICATION RAILINGS CORTLAND ROOFING ROOFING JR STEPHENS
INTERIOR ARCHITECTURAL
WOODOWRK LHL CONSTRUCTION
STRUCTURAL AMD MISC
STEEL SONOMA MARIN ELECTRICAL
ELLIS FLOORING FLOORING DUNN RIGHT PAINT PAINTING PROGRESS GLASS CO STOREFRONT
COAST BUILDING
PRODUCTS BUILDING INSULATION TORRES BROTHERS ROUGH CARPENTRY JMS HVAC
OTIS ELEVATOR JMS MECHANICAL MECHANICAL ELLIS FLOORING FLOORING
SOLANO COUNTY
ROOFING ROOFING REDHAWK GLASS GLAZING, WINDOWS COLEMAN PLUMBING AGD CONCRETE + SITEWORK
MENDOCINO
STRIPING STRIPING BNT TILE TILING REDHAWK GLASS
ENTANCES &
STOREFRONTS
NORTH COUNTIES
DRYWALL
DRYWALL AND METAL
STUDS APPLIED FINISHES PAINTING
WIPF FIRE SPRINKLER
NORTH COUNTIES
DRYWALL DRYWALL JR STEPHENS CASEWORK
NORTH COUNTIES
DRYWALL GYPSUM BOARD BNT TILE CERAMIC TILE GLASS N SASH GLAZING
RG PLUMBING PLUMBING
PACIFIC COAST
CUTTERS CONCRETE CUTTING CEILING EXPERTS ACOUSTICAL CEILINGS BNT TILE PORCELAIN TILE DS BAXLEY FLOORING DSB FLOORING
CORE ELECTRIC ELECTRICAL
SOLANO COUNTY
ROOFING ROOFING
EG PAVING
CONSTRUCTION
SITE CONCRETE, SITE WORK,
UNDERGROUND UTILITIES
NORTH BAY
ACOUSTICS ACOUSTICAL CEILINGS
JASON MANUEL
CAMBRA DBA MIKE'S
PAINTING PAINTING BNT CERMIC TILE
JR STEPHENS CASEWORK ULTRA CEILINGS ACOUSTICAL PANELS
NORTH COUNTIES
DRYWALL DRYWALL BT MANCINI RESILIENT FLOORING CEILING EXPERTS ACOUSTICAL TK ELEVATOR ELEVATOR
TOP NOTCH HVAC VALLEY PAVING PAVING WIPF CONSTRUCTION FIRE SPRINKLERS APPLIED FINISHES PAINTING SCHINDLER ELEVATOR HYDRAULIC ELEVATOR WIPF FIRE SPRINKLER
REDHAWK GLASS GLAZING
WIPF
CONSTRUCTION UNDERGROUND/FIRE SPRINKLERS TK ELEVATOR ELEVATORS SCHINDLER HYDRAULIC ELEVATOR GROFF PLUMBING PLUMBING
COAST BLDG
PRODUCTS INSULATION
WM LINN
ELECTRICAL CTING ELECTRICAL APPLIED FINISHES PAINTING
WIPF
CONSTRUCTION FIRE SUPPRESSION WIPF CONSTRUCTION FIRE SPRINKLERS CORTLAND ROOFING
BNT TILE TILE
LNS WELDING &
FABRICATION METAL FABRICATIONS
COLEMAN
PLUMBING PLUMBING JMS MECHANICAL HVAC AHLBORN STEEL
UNIVERSAL
FLOORING FLOORING JMS MECHANICAL HVAC
STAGGS
CONSTRUCTION ELECTRICAL JR STEPHENS CABS AND COUNTERS
NATIONWIDE LIFTS ELEVATOR O'ROURKE ELETRIC ELECTRICAL CORTLAND ROOFING ROOFING CEILING EXPERTS ACOUSTICAL CEILING
AGD GENERAL
ENGINEERING EARTHWORK
PACIFIC COAST
CUTTERS HARD DEMO
DMR BUILDERS
SANTA ROSA, CA
TOTAL BASE BID: $3,487,850.00
$3,780,932.00 $3,782,370.00
$3,730,932.00 $3,731,370.00
ACGC
EUREKA, CA
CUPPLES AND SONS CONSTRUCTION
UKIAH, CA
BID RESULTS - SPEC 25-04 REMODEL OF 501 SOUTH STATE STREET BID OPENING: 2 PM, AUGUST 19, 2025
$4,072,271.05 $4,207,000.00
KIRBY CONSTRUCTION
SANTA ROSA, CA
$4,380,000.00
$4,630,000.00
FRC MIDSTATE CONSTRUCTION
WINDSOR, CA PETALUMA, CA
$4,013,784.83 $4,139,000.00
TOTAL BID: $3,737,850.00
Attachment 2
Cupples and Sons Construction Inc.
221 Olive Lane, Suite G
Ukiah, CA 95482
707-972-7331
[email protected]
August 22, 2025
Via Email Only
City of Ukiah
Department of Community Development
300 Seminary Avenue
Ukiah, California 95482
Attn:
Myles Fisette- [email protected]
Kristine Lawler- [email protected]
Subject: Protest of Bid
Project: Remodel of 501 South State Street
To whom it may concern,
This letter is to formally protest the bid submitted by the apparent low bidder, DMR Builders for the project referenced above. DMR Builders has submitted a bid that is non-responsive and should be rejected pursuant to California law, including the Subletting and Subcontracting Fair Practices Act (Public Contract Code §§ 4100–4114). Specifically:
1. Failure to List Required Subcontractors
The bid form required the listing of subcontractors for all portions of work exceeding one-half of one percent (0.5%) Roofing and painting both clearly fall within this statutory requirement and DMR Builders failed to list any subcontractor for either roofing or painting. These trades represent significant scopes of work that exceed the statutory threshold. In addition, upon investigation of past projects and clients, DMR Builders does not appear to self-perform either the roofing or painting scope of work.
2. Violation of Public Contract Code § 4104
Section 4104 mandates that bidders disclose the name and location of subcontractors who will perform more than the stated thresholds. By failing to identify subcontractors for roofing and painting, DMR Builders has violated this requirement. This omission prevents the City of Ukiah from properly evaluating subcontractor responsibility, prevailing wage compliance, and overall project readiness. It also could undermine fair competition by allowing the bidder to “bid shop” or “bid peddle” after bid opening.
For the reasons stated above, we respectfully request that the City reject the apparent low bidder’s bid as non-responsive and award the contract to the lowest responsive and responsible bidder, which is Cupples & Sons Construction Inc.
Thank you for your prompt attention to this matter. Please confirm receipt of this protest.
Sincerely,
Casey Cupples
Vice-President
Cupples and Sons Construction Inc.
c.c.
DMR Builders- [email protected]
Attachment 3
Attn:
Myles Fisette- [email protected]
Kristine Lawler- [email protected]
City of Ukiah
Department of Community Development
300 Seminary Avenue
Ukiah, California 95482
Re: Bid Protest
Subject: Response to Bid Protest for Remodel of 501 South State Street Dear Myles Fisette,
We are in receipt of Cupples and Sons Construction Inc. Bid Protest, dated August 22, 2025, for the Remodel of 501 South State Street Project that formally bid on 08/19/25 at 2:00pm.
Cupples and Sons Construction Inc. is contending that DMR Builders’ bid proposal is invalid due to not listing a subcontractor for painting or roofing.
DMR Builders will self-perform the painting for this project.
DMR Builders will be using subcontractor, Cortlandt Roofing for the TPO roof system and roof patching who was not listed as the roofing proposal was below .5% at $15,578.00 which makes the total percentage .44% of our bid total.
After review of Cupples and Sons protest, the facts prove there is no ground to substantiate any claim and that their bid protest should be rejected.
As evidenced, DMR Builders has thoroughly examined the project plans and specs and have submitted a complete and responsive bid package. Thus, the project should be awarded to the lowest responsive bidder, DMR Builders.
Respectfully,
Godemar Da Silva Jr, President
DMR BUILDERS
707.596.7575
415.521.6906
Attachment 4
________________________________________________________________________ Address: PO Box 6678 Santa Rosa, CA 95406 – Phone: 951-805-6152 Email: [email protected] – Web: www.cortlandtroofing.com 8/18/2025
Proposal
Proposal submitted to: Work to be performed at:
DMR Builders 501 South State Street
[email protected] Ukiah, CA
707-596-7575 95482
We hereby propose to furnish the materials and perform the labor necessary of:
Cortlandt Roofing will provide and install the necessary materials to patch the existing roof around the newly framed ‘Penthouse’. This includes rigid insulation, ½” coverboard, and single membrane roofing. We will also patch around one (1) removed condenser unit.
On the new ‘Penthouse’ roof, we will supply and install a 60 mil. TPO roofing membrane, over ½” cover board, over tapered insulation. TPO compatible flashing will be used at the perimeter.
We will provide and install Box Rib metal panels on ‘Penthouse walls, over 2” rigid insulation, including appurtenant flashings and cleats.
Note: An alternate price to demo of the existing roof is included in this proposal. It can be removed if you choose to have the framers do the demo.
Addendums 1-4 are acknowledged.
Cortlandt Roofing will haul away all roofing debris from the jobsite.
TPO roof system and roof patching: $15,578.00
Box rib metal panel system on penthouse walls: $9,762.00 Demo existing roof to facilitate penthouse structure: $2,975.00 All material is guaranteed to be as specified, and the above work to be performed in accordance with the drawings and specifications submitted for above work and completed in a workmanlike manner for the sum of $ABOVE Dollars, with payments to be made according to the payment schedule on page three of this proposal.
Attachment 5
________________________________________________________________________ Address: PO Box 6678 Santa Rosa, CA 95406 – Phone: 951-805-6152 Email: [email protected] – Web: www.cortlandtroofing.com “Notice To Owner”
(Section 7018.5 – Contractors License Law)
Under the Mechanics Lien Law, any Contractor, Subcontractor, Laborer, Materialman or other person who helps to improve your property and is not paid for his labor, services or material, has the right to enforce his claim against your property.
Under the law, you may protect yourself against such claims by filing, before improvement or modification thereof, in the office of the county recorder of the county where the property is situated and requiring that a contractor’s payment bond be recorded in such office. Said bond shall be in an amount not less than fifty percent (50%) of the contract price and shall, in addition to any conditions for the performance of the contract, be conditioned for the payments in full of the claims of all persons furnishing labor, services, equipment or materials for the work described in said contract.
LIMITATIONS.
The parties herein agree that any statute of limitations period applicable to the enforcement or breach of this Agreement, shall be shortened to the term of one year. In any action, arbitration or other legal action allowed by law, either party, under the terms of this Agreement, shall be limited to initiating such action or proceeding no later than one year from the date of any breach or other wrong recognized by law. Regardless of any other limitation period allowing for a greater time period including any statutory or California case authority which would allow extended time periods recognized by law.
________________________________________________________________________ Address: PO Box 6678 Santa Rosa, CA 95406 – Phone: 951-805-6152 Email: [email protected] – Web: www.cortlandtroofing.com Proposal Submitted to: DMR Builders
Any alterations or deviation from this proposal involving extra costs, will be executed only upon written orders signed by the owner, and will become an extra charge over and above the estimate contained in this proposal. All agreements shall be contingent upon strikes, accidents or delays beyond our control. Owner to carry fire, tornado and other necessary insurance upon above work. Workman’s compensation and Public Liability Insurance coverage on above work to be taken out by Cortlandt Roofing.
Respectfully Submitted: ________________________________ Cortlandt Roofing, Inc.
State License #922894
NOTE: THIS PROPOSAL MAY BE WITHDRAWN BY CORTLANDT ROOFING, IF NOT ACCEPTED WITHIN 30 DAYS
PAYMENT SCHEDULE
1. Deposit at time of acceptance of proposal: $ 0.00
2. Payment at time of delivery of materials: $ 55%
3. Balance due upon completion: $ 45%
WORK AUTHORIZATION FOR PAYMENT OF THIS INVOICE
Authorization to proceed with proposed work: I, the undersigned, am owner/authorized representative/tenant of the premises at which the materials and work, indicated herein, are to be performed. I hereby authorize Cortlandt Roofing to perform said work according to the specifications contained herein.
A monthly service charge of 1.5% of the amount due will be added after ten days. I agree to pay reasonable attorney’s fees and court costs in the event of legal action or reasonable bank costs if my check fails to clear. I have read, agree to, and have received a copy of this contract.
ACCEPTANCE OF PROPOSAL
The above prices, specifications and conditions are satisfactory and are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. ___________________________________ ___________________________________ Signature Signature
Date: ____________ Date: ____________
Contractors are required by law to be licensed and regulated by the Contractors State License Board. Any questions concerning a contractor may be referred to the Registrar, Contractor State License Board [9835 Goethe Road Sacramento, California] Mailing Address [PO Box 26000 Sacramento, California 95827].
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Agenda Item No: 14.b.
MEETING DATE/TIME: 9/3/2025
ITEM NO: 2025-949
AGENDA SUMMARY REPORT
SUBJECT: Receive Updates on City Council Committee and Ad Hoc Assignments, and, if Necessary, Consider Modifications to Assignments and/or the Creation/Elimination of Ad Hoc(s).
DEPARTMENT: City Clerk PREPARED BY: Kristine Lawler, City Clerk PRESENTER: Mayor Crane and Various Councilmembers
ATTACHMENTS:
1. 2025 City Council Special Assignments and Ad Hocs
Summary: City Council members will provide reports and updates on their committee and ad hoc assignments. If necessary, the Council may consider modifications.
Background: City Council members are assigned to a number of committees and ad hoc activities. These assignments are included as Attachment 1.
Discussion: Previously, the City Council discussed having more time allocated to reporting on committee and ad hoc activities. Often, the Council Reports section of the regular agenda is rushed due to impending business (i.e., public hearings), and not enough time is afforded for reports beyond community activities.
In an effort to foster regular updates on committee and ad hoc assignments, this item is being placed on the agenda to provide the City Council members an expanded opportunity to report on assignments and modify assignments as necessary.
Recommended Action: Receive report(s). The Council will consider modifications to committee and ad hoc assignments along with the creation/elimination ad hoc(s).
BUDGET AMENDMENT REQUIRED: N/A
CURRENT BUDGET AMOUNT: N/A
PROPOSED BUDGET AMOUNT: N/A
FINANCING SOURCE: N/A
REVENUE: No GRANT: No
PREVIOUS CONTRACT/PURCHASE ORDER NO.: N/A
COORDINATED WITH: N/A
STRATEGIC PLAN (SP): N/A
CLIMATE INITIATIVES (CI): N/A
GENERAL PLAN ELEMENTS (GP): N/A
2025 CITY COUNCIL SPECIAL ASSIGNMENT LIST
LOCAL / UKIAH VALLEY MTG DATE/TIME MEETING LOCATION MAILING ADDRESS/CONTACT COMMITTEE FUNCTION ASSIGNED TO PRINCIPAL STAFF SUPPORT City Broadband Project TBD TBD
Civic Center300 Seminary Ave.Ukiah, CA 95482
to evaluate the Request for Proposal (RFP) for the Internet Service Provider (ISP) for the California's Public Utilities Commission (CPUC) Last Mile Broadband Orozco Jim Robbins, Grants Manager, 463-6708; [email protected] Investment Oversight Committee Varies
Civic Center300 Seminary Ave.Ukiah, CA 95482
Civic Center300 Seminary Ave.Ukiah, CA 95482
Reviews City investments, policies, and strategies
Crane
Orozco - AlternateAlan Carter, Treasurer
Dan Buffalo, Director of Finance; 463-6220 [email protected] Disaster Council
Shall meet a minimum of once a year at a time and place designated upon call of the chair Place designated upon call of the chair or, if she/he is unavailable or unable to call such meeting, the first vice chair and then the City Manager or her/his designee.
Office of Emergency Management
300 Seminary Ave. Ukiah, CA 95482467-5720 - Traci Boyl
Develop any necessary emergency and mutual aid plans, agreements, ordinances, resolutions, rules, and regulations.
OrozcoCriss - Alternate
Traci Boyl, City Manager's Office Management Analyst; 467-5720; [email protected] Greater Ukiah Business & Tourism Alliance (GUPTA)
4th Monday of month, 10 a.m.
200 S School St.Ukiah, CA 95482
200 S School St.Ukiah, CA 95482
Promotes tourism and works to strengthen and promote the historic downtown and businesses within the greater Ukiah area Marianne Davison - Community Services Department Staff Orozco - Alternate Shannon Riley, Deputy City Manager;
467-5793 [email protected]
Mendocino County Inland Water and Power Commission (IWPC) 2nd Thursday of month, 6:00 p.m.
Civic Center300 Seminary Avenueconference room 5
IWPC Staff P.O. Box 1247Ukiah, CA 95482391-7574 - Candace Horsley Develops coordination for water resources and current water rights: Potter Valley project - Eel River Diversion RodinOrozco - Alternate
Sean White, Director of Water Resources; 463-5712 [email protected] North Coast Opportunities (NCO) 4th Wednesday of month, 2 p.m. Alternating locations - Ukiah and Lakeport Governing Board ChairNorth Coast Opportunities413 North State StreetUkiah, CA 95482 Assist low income and disadvantaged people to become self reliant Neil Davis Neil Davis, Community Services Director; 467-5764
[email protected]
Sun House Guild ex officio 2nd Tuesday of month, 4:30 p.m. Sun House 431 S. Main St. Ukiah, CA 431 S. Main Street Ukiah, CA 95482 467-2836 Support and expand Grace Hudson Museum Orozco, Sher Neil Davis - Alternate David Burton, Museum Director; 467-2836 [email protected] Ukiah Valley Basin Groundwater Sustainability Agency (GSA) 2nd Thursday of month, 1:30 p.m.
Board of Supervisors Chambers; 501 Low
Gap RoadUkiah, CA
County Executive Office501 Low Gap Rd., Rm. 1010Ukiah, CA 95482463-4441 GSA serves as the Groundwater Sustainability Agency in the Ukiah Valley basin CraneN/A - Alternate
Sean White, Director of Water Resources; 463-5712 [email protected]
MENDOCINO COUNTY MTG DATE/TIME MEETING LOCATION MAILING ADDRESS/CONTACT COMMITTEE FUNCTION ASSIGNED TO PRINCIPAL STAFF SUPPORT City Selection Committee Called as required by the Clerk of the Board BOS Conference Room 501 Low Gap Rd. Rm. 1090 Ukiah, CA C/O: BOS 501 Low Gap Rd., Rm 1090 Ukiah, CA 95482 463-4441 Makes appointments to LAFCO and Airport Land Use Commission (Mayor - Primary; Vice Mayor - Alternate) Mayor Crane Vice Mayor Sher Kristine Lawler, City Clerk; 463-6217 [email protected] Economic Development & Financing Corporation (EDFC)
2nd Thursday of month, 2:00 p.m.
Primarily 631 S. Orchard Street (location varies)
Executive Director631 South Orchard AvenueUkiah, CA 95482467-5953 Multi-agency co-op for economic development and business loan program Riley (appointed 12/19/18) Shannon Riley, Deputy City Manager; 467-5793 [email protected] Library Advisory Board
3rd Wednesdays of alternate months; 1:00
p.m.
Various Mendocino County Libraries Ukiah County Library 463-4491 Review library policy and activities Sher Rodin - Alternate Kristine Lawler, City Clerk; 463-6217; [email protected] Mendocino County 1st District Liaison Monthly; TBD
Civic Center Annexconference room #5411 West Clay St.Ukiah, CA 95482 Civic Center300 Seminary Ave.Ukiah, CA 95482
To coordinate activities and policy development with the City's 1st District Supervisor Crane Rodin - Alternate
Sage Sangiacomo, City Manager;
463-6221; [email protected]
Mendocino County 2nd District Liaison 1st Wednesdays of month, 8:00 a.m.
Civic Center Annexconference room #5411 West Clay St.Ukiah, CA 95482 Civic Center300 Seminary Ave.Ukiah, CA 95482
To coordinate activities and policy development with the County's 2nd District Supervisor CrissRodin - Alternate
Shannon Riley, Deputy City Manager;467-5793 [email protected] Mendocino Council of Governments (MCOG)
1st Monday of month, 1:30 p.m.
Board of Supervisors Chambers501 Low Gap RoadUkiah, CA
Executive Director367 N. State Street, Ste. 206 Ukiah, CA 95482463-1859 Plan and allocate State funding, transportation, infrastructure and project County wide Criss Sher - Alternate
Tim Eriksen, Public Works Director/City Engineer;
463-6280 [email protected] Schlatter, Community Development Director; 463-6219; [email protected] Mendocino County Airport Land Use Commission As needed
BOS Conference Room
501 Low Gap Rd., Rm. 1090,Ukiah, CA
Mendocino County Executive Office 501 Low Gap Rd. Rm. 1010 Ukiah, CA 95482 To formulate a land use compatibility plan, provide for the orderly growth of the airport and the surrounding area, and safeguard the general welfare of the inhabitants within the vicinity Liaisons: Owen/Schlatter
Greg Owen, Airport Manager; 467-2855;
[email protected]
Craig Schlatter, Director of Community Development; 463-6219; [email protected] Mendocino County Local Area Formation Commission (LAFCO) 1st Monday of month, 9:00 a.m. Board of Supervisors Chambers Executive Director
200 S. School Street, Ste. 2Ukiah, CA 95482463-4470
Required by legislation - planning spheres of influence, annexation, service areas, and special districts RodinCrane - Alternate for both city seat
members on Commission
Craig Schlatter, Director of Community Development; 463-6219; [email protected] Updated: 8/14/2025
Attachment 1
2025 CITY COUNCIL SPECIAL ASSIGNMENT LIST
MENDOCINO COUNTY
Continued MTG DATE/TIME MEETING LOCATION MAILING ADDRESS/CONTACT COMMITTEE FUNCTION ASSIGNED TO PRINCIPAL STAFF SUPPORT Mendocino Solid Waste Management Authority (MSWMA)
3rd Thursday of every other month (varies), 10:00 a.m.
Willits Council Chambers
Solid Waste Director3200 Taylor DriveUkiah, CA 95482468-9710 County-wide Solid Waste JPA Crane Sher - Alternate Tim Eriksen, Public Works Director/City Engineer; 463-6280 [email protected] Mendocino Transit Authority (MTA) Board of Directors
Last Wednesday of month, 1:30 p.m.
Alternating locations - Ukiah Conference Center or Fort Bragg, or Point Arena Executive Director241 Plant RoadUkiah, CA 95482462-1422 County-wide bus transportation issues and funding Sher Rodin - Alternate Tim Eriksen, Public Works Director/City Engineer; 463-6280 [email protected] Mendocino Youth Project JPA Board of Directors
3rd Wednesday of month, 7:45 a.m. 776 S. State Street Conference Room Mendocino Co. Youth Project776 S. State Street, Ste. 107Ukiah, CA 95482 707-463-4915 Targets all youth with a focus on drug and alcohol prevention, healthy alternatives and empowering youth to make healthy choices Criss Max Brazill, Admin Lieutenant - Alternate
Tom Corning, Police Chief; 463-6254;
[email protected]
Russian River Flood Control District
(RRFCD) Liaison
1st Monday of month, 5:30 p.m.
151 Laws Ave.,Suite D Ukiah, CA
151 Laws Ave., Ukiah, CA 95482; [email protected]; 462-5278 Proactively manage the water resources of the upper Russian River for the benefit of the people and environment of Mendocino County White/Orozco Sean White, Director of Water Resources; 463-5712 [email protected] Ukiah Players Theater Board of Directors
3rd Tuesday of month, 6:00 p.m
1041 Low Gap Rd Ukiah, CA 95482 462-1210
1041 Low Gap RdUkiah, CA 95482462-1210
To oversee the activities, organization and purpose of the Ukiah Players Theater
Greg Owen, Airport Manager(appointed 12/19/18)
Kristine Lawler, City Clerk; 463-6217 [email protected] Ukiah Unified School District (UUSD) Committee Quarterly 511 S. Orchard, Ste. D Ukiah, CA 95482 511 S. Orchard Ukiah, CA 95482 Information exchange with UUSD Board Chair, Mayor, Superintendent, and City Manager Orozco, Criss Sage Sangiacomo, City Manager Cedric Crook, Police Chief Sage Sangiacomo, City Manager; 463-6221 [email protected]
REGIONAL MTG DATE/TIME LOCATION MAILING ADDRESS/CONTACT COMMITTEE FUNCTION ASSIGNED TO PRINCIPAL STAFF SUPPORT Great Redwood Trail Agency (GRTA) Bi-monthly, 3rd Thursdays, 10:30 a.m. Various Locations - announced 419 Talmage Road, Suite M Ukiah, CA 95482 463-3280 Provides a unified and revitalized rail infrastructure meeting the freight and passenger needs of the region Rodin Sher- Alternate Neil Davis, Community Services Director 467-5764 [email protected] League of California Cities Redwood Empire Legislative Committee Prior to Division Meetings, meets 3x in person and then via conference call Various locations that are announced
Redwood Empire League President; Public Affairs Program Manager (916) 658-8243 Elected city officials and professional city staff attend division meetings throughout the year to share what they are doing and advocate for their interests in Sacramento OrozcoCriss - Alternate
Sage Sangiacomo, City Manager; 463-6221
[email protected]
Russian River Watershed Association (RRWA)
4th Thursday of month, 9:00 a.m. (only 5 times a year)
Windsor Town Hall9291 Old Redwood Hwy, #400Windsor, CA 95492707-838-1000 Russian River Watershed Association 2235 Mercury Way, Suite 105Santa Rose, CA [email protected] 707-508-3670 (message only) Consider issues related to Russian river - plans projects and funding requests RodinSher - Alternate
Tim Eriksen, Public Works Director/City Engineer;
463-6280 [email protected]
Northern California Power Agency (NCPA) - Commission
4th Thursday of month, 9:00 a.m. (see NCPA calendar)
Roseville, CA and other locations
651 Commerce Drive Roseville, CA 95678916-781-4202
Pool of State and local power utilities developing and operating power generation, providing scheduling and related energy services and providing regulatory and legislative support.
Crane - Commissioner Sher - City Council Alternate Sauers - Alternate and Commissioner in absence of Commissioner Crane
Cindi Sauers - Electric Utility Director;463-6286 [email protected] Northern California Power Agency (NCPA) – Lodi Energy Center (LEC) Appointment 2nd Monday of month, 10:00 AM Lodi, CA and other locations 651 Commerce DriveRoseville, CA 95678916-781-4299
Committee oversees the operation, maintenance and expenditures of the LEC 300 MW generating project.
Sauers – Project Participate Appointee
Cindy Sauers, Electric Utility Director,463‐6286, [email protected] Transmission Agency of Northern California (TANC)
4th Wednesday of month, 10 a.m. 35 Iron Point Circle Suite 225 Folsom, CA 35 Iron Point Cir #225Folsom, CA 95630916-852-1673; [email protected] Provide electric transmission to its Member utilities through transmission line ownership or contract arrangements.
CraneSauers - Alternate
Cindi Sauers - Electric Utility Director;
463-6286 [email protected]
STANDING COMMITTEES MTG DATE/TIME LOCATION MAILING ADDRESS/CONTACT COMMITTEE FUNCTION ASSIGNED TO PRINCIPAL STAFF SUPPORT Diversity and Equity TBD Virtual Meeting Room (link to be created) Civic Center 300 Seminary Ave. Ukiah, CA 95482 Improve diversity and equity in the City’s workforce and municipal services Orozco/Criss Traci Boyl, City Manager's Office Management Analyst; 467-5720; [email protected] Fire Executive Committee
2nd Tue, every other month beginning in January; 5:00 p.m.
Ukiah Valley Conference Center,200 S. School Street Ukiah, CA Civic Center300 Seminary Ave.Ukiah, CA 95482 [email protected] Per the recently adopted agreement between the City of Ukiah and the Ukiah Valley Fire Protection District Orozco/SherAlternates: Criss
Doug Hutchison, Fire Chief; 463-6263; [email protected] Countywide Oversight Board to the RDA Successor Agencies 4th Thursday of January, 4:00 p.m.; meets annually
Ukiah Valley Conference Center,200 S. School Street Ukiah, CA City of UkiahATTN: City Clerk300 Seminary Ave.Ukiah, CA 95482 Oversee and direct the Successor Agencies of the former redevelopment agencies Crane Dan Buffalo, Director of Finance; 463‐6220 [email protected] Lawler, City Clerk; 463‐6217, [email protected] Water Executive Committee(Ukiah Valley Water Authority) 1st Tue of each month
at 6:00 p.m.
Ukiah Valley Conference Center,200 S. School Street Ukiah, CA City of UkiahATTN: Sean White300 Seminary Ave.Ukiah, CA 95482 Oversight of UVWA; set annual budget for the combined water system; Manage rates and collect levies; modify existing water rights for the provision of water service; mediation and dispute resolution; Crane/Orozco Sean White, Director of Water Resources; 463-5712 [email protected] Updated: 8/14/2025
COMMITTEE ASSIGNED TO PRINCIPAL STAFF SUPPORT
Electric Grid Operational Improvements Crane/Orozco Cindy Sauers, Electric Utility Director; 463-6286 [email protected]
Trench Cut Policy Development Crane Tim Eriksen, Public Works Director/City Engineer; 463-6280 [email protected]
Advance Planning & Policy for Annexation
Applications Crane/Rodin
Craig Schlatter, Community Development Director
463-6219 [email protected]
UVSD/ City Relations
Ad hoc committee to address specific issues with the Ukiah Valley Sanitation District, including discussion of overall sewer system service delivery policies, operating policy revisions, potential revisions to the current Operating Agreement, and cost sharing
Crane/Orozco
Dan Buffalo, Director of Finance;
463‐6220 [email protected]
Sean White, Water Resources Director
463‐5712 [email protected]
Orr Street Bridge Corridor Rodin/Sher Tim Eriksen, Public Works Director/City Engineer; 463-6280 [email protected]
Complete Streets Rodin/Crane
Tim Eriksen, Public Works Director/City Engineer;
463-6280 [email protected]
Shannon Riley, Deputy City Manager
467-5793 [email protected]
Neil Davis, Community Services Director
467-5764 [email protected]
Special Districts (Water District Consolidation) Orozco/Crane Shannon Riley, Deputy City Manager 467‐5793 [email protected]
Corp Yard Planning Crane/Orozco Jason Benson, Senior Civil Engineer 463‐6284 [email protected]
Mendocino County Courthouse Project and Reuse Sher/Orozco Shannon Riley, Deputy City Manager 467‐5793 [email protected]
City's 150-Year Anniversary Planning Orozco/Rodin Shannon Riley, Deputy City Manager 467‐5793 [email protected]
Zoning Reform
Function is to explore creation of a new ministerial zoning permit and identify additional zoning streamlining and reform efforts to provide better and more consistent development outcomes
Crane/Orozco
Craig Schlatter, Community Development Director
463-6219 [email protected]
Community Health Needs Assessment (CHNA)
Steering Committee
assist in the creation of the 2025 CHNA Report for the
communities served by the three Adventist Health hospitals in Mendocino County. providing insight, identifying, gathering and analyzing the health needs of our community. Additionally Rodin/Sher
Jeremy Malin, NP
Director of Community Health Analytics
Adventist Health Howard Memorial
Adventist Health Ukiah Valley
Adventist Health Mendocino Coast
978-289-3330; [email protected]
Parks & Recreation Special District Exploration Rodin/Orozco Neil Davis, Community Services Director 467-5764 [email protected]
Downtown Zoning code Crane/Rodin
Craig Schlatter, Community Development Director
463-6219 [email protected]
Tourism Advisory Committee Rodin/Sher Shannon Riley, Deputy City Manager 467‐5793 [email protected]
Historic Preservation Code Sher/Criss Craig Schlatter, Community Development Director 463-6219 [email protected]
Fire Severity Rodin/Orozco Craig Schlatter, Community Development Director 463-6219 [email protected]
CalPERS Crane/Orozco Dan Buffalo, Director of Finance;
463‐6220 [email protected]
City Council Handbook Review and Update Sher Kristine Lawler, City Clerk 463‐6217; [email protected]
2025 AD HOC COMMITTEES
*Note: Changing the composition of an existing ad‐hoc among current councilmembers after work has begun presents potential Brown Act issues. Requests for fully filled ad‐hocs are represented on the draft, but staff does not recommend changes except to fill vacated assignments. The current requests on the sheet for fully composed ad‐hocs are primarily intended to convey interest in topics covered by these ad‐hoc committees for possible future consideration of new assignments.
Updated: 8/21/2025