The Contractor shall complete earthwork including excavation, hauling, embankment, compaction, and fine grading of soil to establish the elevations as shown in the Plans. The following definitions apply to this section:
A. Borrow: Approved soil material for use as Structural Fill or Structural Backfill. This material shall have a Plasticity Index equal to 12 or less, be primarily granular and have less than 30% passing the #200 sieve.
B. Excavation: Removal of material encountered above subgrade elevations.
1. Authorized Over-Excavation: Excavation below subgrade elevations or beyond indicated horizontal dimensions as shown on Plans or authorized by the Engineer. 383
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2. Unauthorized Over-Excavation: Excavation below subgrade elevations or beyond indicated horizontal dimensions without authorization by the Engineer. The Engineer will not pay for unauthorized excavation.
C. Subgrade: Surface or elevation remaining after completing excavation, or top surface of a fill or backfill immediately below subbase, base or topsoil materials.
D. Unsuitable Material: Any soil material that is not suitable for a specific use on the Project.
The Engineer will determine if a soil material is unsuitable.
The Contractor shall:
A. Protect open excavations with fences, covers and railings to maintain safe pedestrian and vehicular traffic passage.
B. Prevent erosion of freshly graded areas during construction and until such time as permanent drainage and erosion control measures have been installed.
C. Temporarily stockpile fill material in an orderly and safe manner and in a location approved by the Engineer.
D. Provide dust and noise control in conformance to SECTION SP-11 – EROSION CONTROL PLANS AND SWPPP of these Special Provision Specifications.
E. Do not enter environmental sensitive areas as directed by the Engineer. Protect these areas from soil or sediment resulting from grading operations.
Perform excavation, filling, compaction and related earthwork under the observation of the Engineer. Materials placed without approval of the Engineer will be presumed to be defective and, at the discretion of the Engineer, shall be removed and replaced at no cost to the City. Notify the Engineer at least 24-hours prior to commencement of earthwork and at least 48 hours prior to testing.
The Engineer will perform observations and tests required to enable him or her to form an opinion of the acceptability of the Project earthwork. The Contractor shall correct earthwork that, in the opinion of the Engineer, does not meet the requirements of these Special Provision Specifications.
Promptly notify the Engineer of surface or subsurface conditions differing from those disclosed in the Plans or these Special Provision Specifications. First notify the Engineer verbally to permit verification and extent of condition and then in writing. The City will not allow a claim for conditions differing from those anticipated in the Contract Documents unless the Contractor has notified the Engineer in writing of differing conditions prior to the Contractor starting work on affected items.
Excavation shall be accomplished with properly selected equipment, which has been approved by the Engineer and in such manner that the stability of the subgrade is maintained to the greatest extent possible and to prevent damage to underground utilities. The prepared subgrade shall not be permitted to dry and/or crack prior to placement of the next covering layer.
All excess soil shall become the property of the Contractor and shall be disposed of as indicated in the Section SP-151 - Disposal of Materials of these Special Provision Specifications.
1 Addendum 1
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MEASUREMENT AND PAYMENT
Full compensation for furnishing all labor, materials, equipment, and incidentals for doing all the work involved in Earthwork shall be considered as included in the prices paid for the various items of work unless otherwise defined in these Specifications and no additional compensation will be allowed therefor.
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SECTION SP-20 – CONCRETE
Work covered by this section includes installation of concrete for fence foundation, stitch pile wall foundation, and guard rail foundation as shown on the plans and as described in these Specifications.
The Contractor shall submit reports of tentative concrete mix design and testing including:
1. Slump on which the design is based.
2. Total gal of water per cu yd.
3. Brand, type composition, and quantity of cement.
4. Brand, type, composition, and quantity of fly ash.
5. Specific gravity and gradation of each aggregate.
6. Ratio of fine to total aggregates.
7. Surface-dry weight of each aggregate per cu yd.
8. Brand, type, ASTM designation, active chemical ingredients and quantity of each admixture.
9. Air content.
10. Compressive strength based on 7 day and 28 day compression tests.
11. Time of initial set. Submit suppliers certified fly ash test reports for each shipment delivered to concrete supplier.
1. Physical and chemical characteristics.
2. Certification of compliance with the specifications.
3. Signed by Contractor and concrete supplier.
Concrete Mix Designs Shall Comply with ASTM C94. The Contractor shall be responsible for all costs associated with the required mix design.
QUALITY CONTROL / ACCEPTANCE TESTING
Field testing shall include testing for concrete slump as per ASTM C-143 and compressive strength (C39). Such testing shall be at a frequency determined by the Engineer and shall be performed by the Owner’s laboratory at the Owner’s expense. The Contractor shall furnish the concrete necessary for casting test cylinders.
MATERIALS
PORTLAND CEMENT CONCRETE
Portland cement concrete shall conform to the provisions in Section 90, "Portland Cement Concrete," of the Standard Specifications and these special provisions.
References to Section 90 2.01, "Portland Cement," of the Standard Specifications shall mean Section 90 2.01, "Cement," of the Standard Specifications.
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Mineral admixture shall be combined with cement in conformance with the provisions in Section 90 4.08, "Required Use of Mineral Admixtures," of the Standard Specifications for the concrete materials specified in Section 56 2, "Roadside Signs," of the Standard Specifications.
The requirements of Section 90 4.08, "Required Use of Mineral Admixture," of the Standard Specifications shall not apply to Section 19 3.025C, "Soil Cement Bedding," of the Standard Specifications.
Qualified testing laboratories shall conform to the following requirements:
A. Laboratories performing ASTM Designation: C 1293 shall participate in the Cement and Concrete Reference Laboratory (CCRL) Concrete Proficiency Sample Program and shall have received a score of 3 or better on all tests of the previous 2 sets of concrete samples.
B. Laboratories performing ASTM Designation: C 1260 shall participate in the Cement and Concrete Reference Laboratory (CCRL) Pozzolan Proficiency Sample Program and shall have received a score of 3 or better on the shrinkage and soundness tests of the previous 2 sets of pozzolan samples.
Aggregates on the list shall conform to one of the following requirements:
A. When the aggregate is tested in conformance with the requirements in California Test 554 and ASTM Designation: C 1293, the average expansion at one year shall be less than or equal to 0.040 percent; or
B. When the aggregate is tested in conformance with the requirements in California Test 554 and ASTM Designation: C 1260, the average of the expansion at 16 days shall be less than or equal to 0.15 percent.
The amounts of cement and mineral admixture used in cementitious material shall be sufficient to satisfy the minimum cementitious material content requirements specified in Section 90 1.01, "Description," or Section 90 4.05, "Optional Use of Chemical Admixtures," of the Standard Specifications and shall conform to the following:
A. The minimum amount of cement shall not be less than 75 percent by mass of the specified minimum cementitious material content.
B. The minimum amount of mineral admixture to be combined with cement shall be determined using one of the following criteria:
1. When the calcium oxide content of a mineral admixture is equal to or less than 2 percent by mass, the amount of mineral admixture shall not be less than 15 percent by mass of the total amount of cementitious material to be used in the mix.
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2. When the calcium oxide content of a mineral admixture is greater than 2 percent by mass, and any of the aggregates used are not listed on the approved list as specified in these special provisions, then the amount of mineral admixture shall not be less than 25 percent by mass of the total amount of cementitious material to be used in the mix.
3. When the calcium oxide content of a mineral admixture is greater than 2 percent by mass and the fine and coarse aggregates are listed on the approved list as specified in these special provisions, then the amount of mineral admixture shall not be less than 15 percent by mass of the total amount of cementitious material to be used in the mix.
4. When a mineral admixture that conforms to the provisions for silica fume in Section 90 2.04, "Admixture Materials," of the Standard Specifications is used, the amount of mineral admixture shall not be less than 10 percent by mass of the total amount of cementitious material to be used in the mix.
5. When a mineral admixture that conforms to the provisions for silica fume in Section 90 2.04, "Admixture Materials," of the Standard Specifications is used and the fine and coarse aggregates are listed on the approved list as specified in these special provisions, then the amount of mineral admixture shall not be less than 7 percent by mass of the total amount of cementitious material to be used in the mix.
C. The total amount of mineral admixture shall not exceed 35 percent by mass of the total amount of cementitious material to be used in the mix. Where Section 90 1.01, "Description," of the Standard Specifications specifies a maximum cementitious content in kilograms per cubic meter, the total mass of cement and mineral admixture per cubic meter shall not exceed the specified maximum cementitious material content.
INSTALLATION
Concrete for Fence and Guardrail :
General Concrete Facilities including fence foundation, guardrail foundation etc. shall meet the following requirements:
Min. Compressive Strength: 3,500 psi @ 28 days
Polypropylene Fiber Reinforcement: 1.5 lbs/cy (0.01%
by volume),
3/4 inch minimum
length
Maximum Slump 5 inches
Lamp Black 2 lbs minimum
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MEASUREMENT AND PAYMENT
Full compensation for furnishing all labor, materials, equipment, and incidentals for doing all the work involved in Concrete shall be considered as included in the prices paid for the various items of work unless otherwise defined in these Specifications and no additional compensation will be allowed therefor.
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SECTION SP-21 - SOLDIER PILE RETAINING WALL
Wood lagging used shall conform to the provisions of in Section 49, "Piling," of the State Standard Specifications and these Special Provisions Specifications.
This work shall consist of providing all labor, materials, and equipment necessary to fabricate and furnish the soldier piles, create and maintain the shaft excavations, set and brace the soldier piles into position and encase the soldier piles in concrete encasement to the specified elevation.
Also included in this work are furnishing and installation of the precast concrete lagging, and the furnishing and installation of backfill material, drainage panels, subdrain, permeable material, filter fabric behind lagging. All work shall be according to the details shown on the plans and these specifications, and as directed by the Engineer.
Soldier Pile used shall conform to the provisions of in Section 49, "Pile," and Section 55, “Steel Structures” of the State Standard Specifications and these Special Provisions Specifications.
This work shall consist of providing all labor, materials, and equipment necessary to fabricate and furnish the soldier piles, create and maintain the shaft excavations, set and brace the soldier piles into position and encase the soldier piles in concrete encasement to the specified elevation.
Also included in this work are furnishing and installation of the precast concrete lagging, and the furnishing and installation of backfill material, drainage panels, subdrain, permeable material, filter fabric behind lagging. All work shall be according to the details shown on the plans and these specifications, and as directed by the Engineer.
The City’s representative Geotechnical Engineer shall observe drilling operations for construction of Soldier Piles when required by Engineer. Contractor shall notify Engineer at least 72 hours in advance of construction of Soldier Piles.
GENERAL
Description
Work Included - The work in this section shall include the materials, equipment, and labor necessary to construct the steel soldier pile and timber lagging retaining wall and related work as shown on the drawings. This will include spoils stockpiling and offsite disposal, drilling fluid handling and disposal, temporary casing (as necessary) installation and removal, and all other work or materials required to complete the soldier pile retaining wall.
Definitions
Filter Fabric - Manufactured geotextile fabric used to segregate and contain differing material while allowing the passage of water through the fabric.
Lagging – Pressure Treated Timber boards that span between soldier piles and are part of the retaining wall. The lagging retains soil and transfers the load to the soldier piles.
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Permeable Material - Sand, gravel, and/or crushed stone designed to allow the drainage of water through the material. Permeable material shall conform to the provisions of Section 68-2.02F, "Permeable Material," of the Standard Specifications. The permeable material shall conform to the grading requirements for Class 2, permeable material and must consist of washed angular crushed stone.
Soldier Pile - Structural steel beam encased in concrete within a drilled hole. The upper portion of the steel beam, not embedded in concrete, retains soil and is part of the visible wall. The loads from the upper portion are transferred to the concrete encased lower portion.
Stitch Pile - Structural steel beam encased in concrete within a drilled hole up to the ground surface unless otherwise directed.
Quality Assurance
A. Notification - No site work shall be performed without notification of the City at least 2 full working days prior to commencement of work.
B. Site Information - The Contractor shall satisfy himself as to the nature and quantity of materials likely to be encountered at the site and other work to be performed, and any differences between site conditions shown on the drawings and the actual conditions immediately prior to commencement of work.
C. Inspection and Testing - The Contractor shall provide the City with access to the work and all reasonable facilities for inspecting and checking the work.
D. Conformance of Materials - All materials used in the construction of the drilled piers shall conform to the most recent version and relevant standards of the American Society for Testing and Materials (ASTM), American Concrete Institute (ACI), International Association of Foundation Drilling (ADSC), Caltrans Standard Specifications (Caltrans), or other standards specified by the Engineer.
Products
Concrete - The soldier pile concrete encasement shall conform to the provisions in Section 90, “Concrete,” of the Standard Specifications and these Special Provisions The concrete must have a quality of workability suitable for uniform and proper placement, and when cured must have the required strength and durability. The concrete shall have a minimum 28 day compressive strength (fc) of 4,000 psi, unless otherwise specified by the Engineer.
When concrete is placed, the concrete slump shall conform to the requirement of the following Table measured in accordance with ASTM C-143.
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Slump Range Conditions
4"± 1" Placed in uncased drilled hole, free of water.
No reinforcement or reinforcement spaced 12 inches or greater.
No underreamed bell.
4"± 1" Placed in drilled hole, free of water.
Temporary casing used.
Reinforcement closer than 12 inches.
6" ± 1" Placed by tremie under water or under drilling mud.
Steel Soldier Piles - The steel shall be ASTM A-36, unless otherwise specified by the Engineer.
The length and size of the steel soldier piles shall be as shown on the plans.
Timber Lagging - Wood lagging shall be Douglas-Fir No. 1 or better. The lagging shall be pressure treated in accordance with AWPA Specifications P-5 using ACZA with a net retention of at least 0.6 pounds per cubic foot. The sizes and lengths of timber lagging required are shown on the plans. The lagging shall be cut so that there is a tight fit between soldier piles. All cut off ends shall be treated by applying two coats of preservative. The preservative shall not be applied in wet or damp weather. Unless otherwise shown on the plans, lagging shall be placed level.
Pressure treated lumber shall be used as spacers to provide the designed gap between lagging and as blocking between the steel and lagging.
Permeable Material - Permeable material shall conform to the provisions of Section 68-2.02F, "Permeable Material," of the Standard Specifications. The permeable material shall conform to the grading requirements for Class 2, permeable material and must consist of washed angular crushed stone.
Filter Fabric - Filter Fabric and geocomposite drain behind wood lagging shall conform to Section 96 “Geosynthetics” of the Standard Specifications, these Special Provisions and the Plans. Filter fabric shall consist of Mirafi 140N.
Select Fill - On site or imported mixture of clay, silt, sand and/or gravel with a maximum particle size of four inches, a Plasticity Index less than 15, and a Liquid Limit less than 40, and contain no organic matter.
Protective Coating for Steel - Protective coating for exposed steel shall be 2 coats of Black Coal Tar Epoxy, Koppers Bitumastic No. 3000-M, Americoat 78 HB, or equivalent approved by the Engineer.
Substitute Material - The Contractor may not substitute material unless a full description and specifications for such material have been submitted to the Engineer in sufficient time (but no less than 48 hours) to allow for review and approval or disapproval prior to intended use.
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Retaining Wall Drainage - Granular drainage backfill material shall be placed between the cut bank and soldier pile walls. The drainage material shall consist of ¾ - inch drain rock material material in accordance with Section 68 of the Caltrans Standard Specifications. Permeable material shall be placed from the bottom of the wall to within 1 foot of the ground surface and shall be wrapped on filter fabric. The upper 1 foot of backfill shall be soil, or other impermeable material, as shown on the plans. A 4-inch diameter perforated pipe, PVC Schedule 40 or SDR- 35 shall be placed at 6-inches above the bottom of the drain rock material. The perforated pipe shall be connected to solid pipe outfall locations as shown on the Plans.
Retaining Wall Backfill - The area between the excavation and the retaining wall drainage shall be backfilled with select fill.
Backfill Compaction - Permeable material and select fill used as backfill shall be compacted to at least 90 percent relative compaction in accordance with ASTM test method D1557.
Execution
Pre-Construction Meeting - A pre-construction meeting shall be held at the site at which time the Contractor is to present his proposed construction method and schedule. The meeting will include the Contractor's representative, the Engineer and Owner's representative.
Equipment - Soldier pile and stitch pile excavations shall be drilled with a bucket or auger type drilling rig or other equipment of suitable capacity and power to excavate to the required diameter and depth. The diameter of the drilling bucket or auger bit, or the inside diameter of the casing, shall be equal to or larger than the required diameter, as shown on the plans. The drilling tools shall include carbide tipped augers and rock coring buckets as necessary for the conditions at the site.
Alignment - All soldier pile and stitch pile excavations shall be carefully located and aligned by the Contractor in the field. The center of the top of the drilled hole shall not deviate more than 2 inches in any direction from the center location shown on the plans.
Excavation - The soldier pile and stitch pile excavations shall be performed under the intermittent observation of the Engineer to confirm that subsurface conditions are as expected.
The Contractor shall keep records of the excavation depth and the transition depth from soil to rock for each drilled excavation. Adjustments to the pier depths as shown on the plans, may be required by the Engineer.
A. Soil - Soil can be excavated with auger type equipment. If the drilled excavation is unstable and/or sloughing of the sides is occurring, then temporary casing must be used to maintain stability during and after drilling. As an alternate, drilling mud may be used to maintain hole stability, but only after the Contractor has fully described his proposed method, materials, and procedures and has received approval of the Engineer.
B. Rock – The Orinda Formation Weathered rock can generally be excavated using auger type equipment. We do not anticipate encountering hard rock conditions. "Hard rock" is 393
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defined as a penetration rate slower than 30 minutes of continuous drilling per foot using a rock core barrel or other hard rock equipment with at least 3,000 lbs. downward pressure. The excavation and determination of "hard rock," if a separate pay item, shall be determined by the Engineer. Where hard rock is encountered, the diameter of the drilled hole may be reduced, if approved by the Engineer, to no less than the diameter which will accommodate the steel soldier pile plus the required concrete cover.
C. Clean-out - All water, loose soil, rocks and other debris shall be removed from the bottom of the drilled excavation prior to placing steel or concrete.
Steel Placement - Prior to placing the steel, a minimum of 3 inches of dry concrete shall be placed in the bottom of the hole to provide concrete cover for the steel. The steel soldier piles shall be placed and securely blocked from the sides of the hole so that there is a minimum concrete cover of 3 inches.
The soldier piles shall not vary more than V2 inch from a string line sets along the planned alignment. The verticality of each soldier pile shall not vary more than V2 inch in 10 feet.
Construction Tolerances of Soldier Piles
The alignment and verticality of each soldier pile shall be checked by the Contractor and Engineer. The soldier piles shall be drilled and located within the excavation to satisfy the following tolerances except as shown on plans:
1. The center of the soldier pile shall be within 1 inch of plan station and 1/2-inch offset at the top of the shaft.
2. The out of vertical plumbness of the soldier pile shall not exceed 0.83 percent.
3. The top of the soldier pile shall be within ±1 inches of the plan elevation.
Concrete Placement - Each pier excavation and steel placement will be inspected and approved by the Engineer prior to placement of concrete. Concrete placement shall start as soon as possible after the drilling, de-watering, clean-out and steel placement has been inspected and shall progress in a continuous operation so that not more than one hour elapses between beginning and completion of the concrete placement in any pile excavation. An accurate record of the amount of concrete placed in each excavation shall be maintained by the Contractor.
A. Concrete Placement in Dry Excavation - To prevent segregation, concrete shall be placed so that it does not deflect off the sides of the holes or steel section. Concrete shall not free fall more than 5 feet. Tremie pipes with hoppers or flexible trunks, or approved alternate methods of placement shall be used where necessary.
B. Concrete Placement in Slurry Supported Excavation - Concrete placed in a slurry supported excavation or an excavation containing ground water in excess of 6 inches shall be tremied into the excavation. The concrete shall be placed by tremie pipe and hopper or pumped into the excavation with the pipe or pump hose placed at the bottom of the drilled hole. The pipe or pump hose shall be maintained at least 2 feet below the top 394
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of concrete as the level of concrete rises in the excavation. The top of concrete level shall be continuously measured by the Contractor.
C. Concrete Placement in Cased Excavation - As concrete is placed, the casing, if used, shall be removed from the hole. The bottom of the casing shall be maintained a sufficient distance, but no less than 2 feet below the top of the concrete to prevent intrusion of the surrounding rock or soil into the hole. The top of concrete level shall be continuously measured by the Contractor. The concrete shall not be permitted to separate during withdrawal of the casing, as evidenced by a rise of the surface of the concrete as the casing is being pulled. Hammering, vibrating the concrete internally or vibrating the casing, or other means shall be used as necessary to prevent separation. If the concrete column becomes separated, the steel soldier pile shall immediately be withdrawn from the hole and the concrete removed before it sets up.
Drilling Slurry - Drilling slurry shall consist of a polymer or mineral base material. Mineral slurry shall have both a mineral grain size that will remain in suspension with sufficient viscosity and gel characteristics to transport excavated material to a suitable screening system. The percentage and specific gravity of the material used to make the suspension shall be sufficient to maintain the stability of the excavation and to allow proper concrete placement.
Protective Coating for Steel - All exposed steel that is not encased in concrete shall be protected with 2 coats of approved coating applied in conformance with the manufacture's recommendations. Any portions of the protective coating that are scratched, nicked or otherwise disturbed during construction shall be touched-up with additional coats of the metal finish.
Lagging - Timber lagging shall be installed between the soldier piles. The lagging shall be cut so that there is a tight fit between soldier piles. All cut off ends shall be treated by applying two coats of preservative. The preservative shall not be applied in wet or damp weather. Unless otherwise shown on the plans, lagging shall be placed level. Redwood or pressure treated lumber shall be used as spacers to provide the designed gap between lagging and as blocking between the steel and lagging, as shown on the plans.
Retaining Wall Drainage - Granular drainage backfill material shall be placed between the cut bank and soldier pile walls. The drainage material shall consist of Class 2 permeable material in accordance with Section 68 of the Caltrans Standard Specifications. Permeable material shall be placed from the bottom of the wall to within 1 foot of the ground surface and shall be wrapped on filter fabric. The upper 1 foot of backfill shall be soil, or other impermeable material, as shown on the plans. A 4-inch diameter perforated pipe, PVC Schedule 40 or SDR-35 shall be placed at 6-inches above the bottom of the permeable material with the perforated holes faced down. The perforated pipe shall be connected to solid pipe outfall locations as shown on the Plans.
Retaining Wall Backfill - The area between the excavation and the retaining wall drainage shall be backfilled with select fill.
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Backfill Compaction - Permeable material and select fill used as backfill shall be compacted to at least 90 percent relative compaction in accordance with ASTM test method D1557.
Construction Requirements
The shaft excavation for each soldier pile shall extend to the tip elevation indicated on the plans for
soldier piles terminating in soil or to the required embedment in rock when rock is indicated on the
contract plans. The Contractor shall satisfy the following requirements:
a. Drilling Methods - No shaft excavation shall be made adjacent to a soldier pile with encasement concrete that has a compressive strength less than 1500 psi unless otherwise approved by the Engineer. Materials removed or generated from the shaft excavations shall be disposed of by the Contractor. Drilling operations and concrete placement shall be coordinated so that drilled holes are left open a minimum amount of time. The Contractor shall be prepared to remoisten the sides of the holes immediately prior to placing of concrete encasement. Drilled holes shall be drilled in alternate sequence. At no time shall there be consecutive open drilled holes.
b. Drilling Slurry - During construction, the level of the slurry shall be maintained at a height sufficient to prevent caving of the hole. In the event of a sudden or significant loss of slurry to the hole, the construction of that shaft shall be stopped and the shaft excavation backfilled or supported by temporary casing until a method to stop slurry loss, or an alternate construction procedure, has been developed by the contractor and approved by the Engineer.
c. Obstructions - Obstructions shall be defined as any object (such as but not limited to, boulders, logs, old foundations, etc.) that cannot be removed with normal earth drilling procedures, but requires special augers, tooling, core barrels or rock augers to remove the obstruction. When obstructions are encountered, the Contractor shall notify the Engineer and upon concurrence of the Engineer, the Contractor shall begin working to core, break up, push aside, or remove the obstruction. Lost tools or equipment in the excavation, as a result of the Contractor’s operation, shall not be defined as obstructions and shall be removed at the Contractor’s expense.
MEASUREMENT AND PAYMENT
The contract price paid per square foot of “Wood Lagging [Bid Item #6]” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals for doing all the work involved, including the installation of filter fabric behind wood lagging, earthwork, closure fill pressure treated wood blocking, drainage pipe, class II permeable rock backfilled behind soldier pile wall, miscellaneous metals, structural shapes and hardware, soldier pile wall earthwork including structure excavation (soldier pile wall), structure backfill (soldier pile wall), 396
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and other appurtenances, as shown on the plans, as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer. Crushed drain rock material wrapped in filter fabric shall be included in the contract price paid for wood lagging, and no separate payment is made therefor.
The contract price per each pile of “Soldier Pile [Bid Item #7]” shall include full compensation for furnishing all labor, materials, equipment, and incidentals and for doing all the work involved in but not limited to soldier pile drilling, , I-beam installation, concrete installation, temporary storage of drilling fluid/groundwater, disposal of drilling fluid/groundwater, drill spoils stocking piling, hauling and disposal in accordance with all laws, rules and regulations applicable to this work and testing for disposal of fluids and spoils as required for proper disposal as shown on the plans, as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer. 397
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SECTION SP-21A - TIEBACK ANCHORS
APPLICABLE STANDARD SPECIFICATIONS
The anchor tendon shall be manufactured according to this specification and approved shop-drawing details made by DYWIDAG Systems International, Inc. or approved equal.
TIE-ROD MANUFACTURER
Tie-rod shall be double corrosion protected as manufactured by DYWIDAG Systems International, Inc. or approved equal.
SUBMITTALS
The Contractor shall submit to the Engineer for review and approval anchor shop drawings showing all relevant details described below.
GENERAL
Tieback Anchors consisting of holes drilled in foundation material, grouted steel bars or strands, and anchorage assemblies, and testing of installed anchors, shall conform to the details shown on the plans, the provisions of Section 50, "Prestressing Concrete," of the Standard Specifications and these Technical Specifications.
The Contractor shall be aware that his drilling may encounter hard rock which may cause more difficult drilling operations.
The Contractor shall determine the bond length necessary to meet acceptance criteria specified herein.
The submittal of reduced prints of corrected original tracings will not be required for tieback anchor installations.
In fabricating, handling, shipping, and placing tieback anchors, adequate care shall be taken to avoid damage to the sheathing. All damage to the sheathing caused by handling and fabrication prior to tieback anchor installation shall be repaired or replaced as determined by the Engineer. Repair procedure for the sheathing shall be included in the working drawings.
At the Contractor’s option, he/she may submit, for approval by the Engineer, calculations and details for furnishing an alternative number of tiebacks that provides the same horizontal component and distribution of the design force as provided by the planned tiebacks. If the number of tiebacks is proposed to be reduced, alternative wall details shall be furnished, for approval by the Engineer. Alternative design calculations, if applicable, shall be prepared and sealed by an Engineer who is licensed as a Structural Engineer in the State of California.
MATERIALS
Whenever "member" is referred to in Section 50, "Prestressing Concrete," of the Standard Specifications, it shall be considered to mean tieback anchor.
Structural steel for the tieback retaining wall shall conform to the requirements in Section 55, "Steel Structures," of the Standard Specifications and these Technical Specifications. Structural steel shall 398
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consist of the steel tube and the bearing plate of the anchorage assembly and the anchorage enclosure.
The anchorage assembly and the anchorage enclosure shall be galvanized as indicated on the plans.
The permanent bearing plate of the tieback anchor shall effectively distribute the design force (T), to the concrete, such that the concrete bearing stress does not exceed 11 mega pascals and the bending stress does not exceed 0.55 fy for steel nor 0.36 fy for cast steel or cast iron.
Grout shall conform to the provisions in Section 50-1.09, "Bonding and Grouting," of the Standard Specifications. Fine aggregate may be added to the grout mixture of Portland cement and water used outside of the grouted sheathing in drilled holes which are 8 inches or greater in diameter, but only to the extent that the cement content of the grout is not less than 31 lbs. per cubic foot of grout. Fine aggregate, if used, shall conform to the provisions in Section 90-2, "Materials," and Section 90-3, "Aggregate Gradings," of the Standard Specifications.
The plastic sheathing for tieback anchors shall conform to the following: polyvinyl chloride (PVC) sheathing, high-density polyethylene (HDPE) sheathing, and polypropylene sheathing.
Corrugated plastic sheathing shall be PVC or HDPE. The width of corrugations, the distance between corrugations, and the height of corrugations of corrugated plastic sheathing shall be approximately the same.
Polyvinyl chloride (PVC) sheathing may be used for smooth sheathing for bar tendons and corrugated sheathing. Polyvinyl chloride (PVC) sheathing shall conform to ASTM Designation: D 1784, Class 13464-B. Corrugated PVC sheathing shall have a nominal wall thickness of 0.04 inches. High-density polyethylene (HDPE) sheathing may be used for smooth sheathing for bar tendons and corrugated sheathing. High-density polyethylene (HDPE) sheathing shall have a density between 58 lbs/ft3 and 60 lbs/ft3 as measured in accordance with ASTM Designation: D 792, A 2. Corrugated HDPE sheathing shall have a nominal wall thickness of 0.06 inches for sheathing with an outside diameter of 3 inches or greater, and a nominal thickness of 0.04 inches for sheathing with an outside diameter less than 3 inches, with a tolerance of minus 0.01 inches.
High-density polyethylene (HDPE) sheathing may be used for the smooth sheathing encapsulating individual strands of strand type tendons. Smooth HDPE sheathing for encapsulating strands shall have a minimum wall thickness of 0.04 inches. Polypropylene sheathing may be used for the smooth plastic sheathing encapsulating individual strands of strand type tendons. Polypropylene sheathing shall have a density between 56 lbs/ft3 and 57 lbs/ft3. Smooth polypropylene sheathing shall have a minimum wall thickness of 0.04 inches.
The smooth sheathing for the unbonded length of the individual strands shall have sufficient strength to prevent damage during construction operations, shall be watertight, chemically stable without embrittlement or softening, and nonreactive with concrete, steel or corrosion inhibiting grease. Smooth plastic sheathing, including joints, shall be watertight.
The corrugated sheathing, including joints, shall have sufficient strength to prevent damage during construction operations, shall be grout-tight and watertight, chemically stable without embrittlement or softening, and nonreactive with concrete, steel or corrosion inhibiting grease.
The transition between the corrugated plastic sheathing and the anchorage assembly shall be an approved detail that allows stressing to the design force without evidence of distress in the corrugated plastic sheathing.
Additional requirements for tiebacks with strand type tendons are as follows:
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The strand anchorage assembly shall include an approved permanent type wedge retaining device. Where high strength bolts are a part of the device, the tensile capacity of the high strength bolts shall be 0.3 times the ultimate strength of the strands.
The individual strands of a tendon, except for the bonded length, shall be fully coated with corrosion inhibiting grease and then encapsulated by a smooth HDPE or polypropylene sheath. The corrosion inhibiting grease shall fill all space between strand wires and shall encapsulate the strand giving an encasement diameter at least 0.005 inches greater than the diameter of the bare strand. The sheath shall be hot melt extruded onto the strand or shall be shop applied by an approved method that assures that all spaces between the sheath and the strand and between the strand wires are filled with corrosion inhibiting grease.
The corrosion inhibiting grease shall provide a continuous nonbrittle film of corrosion protection to the prestressing steel and lubrication between the strand and the sheathing, shall resist flow from the sheathing, shall be chemically stable and nonreactive with the prestressing steel, sheathing material and concrete, and shall be organic with appropriate polar, moisture displacing, and corrosion inhibiting additives.
The corrosion inhibiting grease shall have the physical properties listed in Table 3.2.1 of the Post Tensioning Manual, Fourth Edition, by the Post Tensioning Institute and as modified below. At least 40 days before use, a sample from the lot to be used and test results shall be provided for the corrosion inhibiting grease.
TEST REQUIREMENTS ASTM DESIGNATION:
Water Soluble Ions:
Nitrates
10 g/kg max.
D 3867
Corrosion Test:
5% Salt Fog @ 38 °C.
125 µm coating on
3 inches x 6 inches
Q panel Type S, 1000
hours min.
Grade 7 or better
B 117, D 610
Compatibility with
sheathing:
Hardness change &
volume change of polymer
after exposure to grease
40 days at 66°C.
15% max.
10% max.
D 4289, Except use D 792 for
density
A Certificate of Compliance conforming to the provisions in Section 6 1.07, "Certificates of Compliance," of the Standard Specifications, shall be furnished to the Engineer certifying that the corrosion inhibiting grease complies with the requirements herein if sample and test results are not provided for the lot used.
CONSTRUCTION
Tieback anchors shall be installed in accordance with the manufacturer's recommendations. In case of a conflict between the manufacturer's recommendations and these Technical Specifications, the Technical Specifications shall prevail.
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Water and grout from tieback anchor construction operations shall not be permitted to fall on public traffic, to flow across shoulders or lanes occupied by public traffic, or to flow into landscaping, gutters or other drainage facilities. Excessive amounts of water shall not be used in any of the drilling and the tieback anchor installation procedures.
Tieback anchor steel shall be protected prior to completion of all grouting against rust, corrosion and physical damage as provided in said Section 50, "Prestressing Concrete," of the Standard Specifications.
In addition, there shall be no evidence of distress in the plastic sheathing or crushing of the cement grout within the pregrouted sheathing.
The tieback anchorage assembly shall be protected against rust, corrosion and physical damage, prior to completion of all grouting of enclosure or encasement in concrete.
For each tieback, the placement of reinforcement and concrete shall all be completed within one work shift.
The Contractor shall have available at all times a suitable light and a measuring device for inspecting the entire depth of holes before the placement of reinforcement of Soil Nails or Tiebacks.
Material generated from drilling holes shall become the property of the Contractor and shall be disposed of outside the right of way.
The tieback anchor installation method selected by the Contractor shall be sufficient to achieve the loadings specified herein. Holes for tieback anchors shall be drilled in the foundation to a depth sufficient to provide the necessary bond length beyond the minimum unbonded length shown on the plans.
The Contractor shall keep a daily drilling log regarding drilling for tiebacks and provide such logs to Engineer each day subsequent to drilling. The logs shall be in a form as approved by the Engineer and shall show the depth drilled per hour for each pile as well as any pertinent information (such as the location and depth of water) determined necessary by the Engineer.
Tieback anchorage holes shall be drilled by either the rotary or rotary percussion drilling method.
The diameter of the drilled hole shall be large enough to provide a minimum of 1 inch of grout cover within the bonded length of the tendon. Centralizers shall be used within the bonded length of the tendon.
Pregrouting shall occur at least 48 hours before placing the tendon in the drilled hole.
Prior to installing each anchor assembly into the drilled hole, the anchor assembly shall be clean and free of oil, grease or other extraneous substances, and any damage to the sheathing shall be repaired or replaced.
Grout for all stages of tieback construction shall be injected at the low end of the void being filled and shall be expelled at the high end until there is no evidence of entrapped air, water or diluted grout. The grout shall be placed using grout tubes, unless another method is approved by the Engineer. The quantity of the grout and the grout pressures shall be recorded.
Voids in the foundation material may be encountered along the length of the drilled hole which may affect drilling and grouting. Measures such as the use of a "grout sock" may be necessary to avoid the excessive loss of grout into the voids encountered.
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After placing initial grout, the anchor shall remain undisturbed until the grout has reached a strength sufficient to provide anchorage during testing operations.
Additional requirements for tiebacks with bar type tendons are as follows:
The bar tendons in the unbonded area shall be sheathed with smooth sheathing that extends into the tieback anchorage assembly, as shown on the plans. For this portion of smooth sheathing there is no minimum wall thickness and the sheathing shall be either PVC or HDPE.
In addition, bar tendons shall be sheathed full-length with corrugated sheathing. The annular space between the bar and the corrugated sheathing shall be pregrouted prior to placing the tendons in the drilled hole. The bar shall be centered in the sheathing.
There shall be a seal between the smooth sheathing and the corrugated sheathing at the top and bottom of the length of smooth sheathing.
For bar tendons, the initial grout in the drilled hole may be placed before or after insertion of the bar tendon.
For drilled holes 6 inches in diameter or less, the initial grout outside of the corrugated sheathing shall extend to within 6 inches of the end of the steel tube of the anchorage assembly. Grout in the unbonded length shall not be placed under pressure. For drilled holes greater than 6 inches in diameter, the initial grout outside of the corrugated sheathing shall be within the limits of the bonded length. After placing the initial grout, the anchor shall remain undisturbed until the grout has reached a strength sufficient to provide anchorage during testing operations.
Additional requirements for tiebacks with strand type tendons are as follows:
Strand tendons shall be sheathed with corrugated sheathing. The individual strands within the bonded length shall be separated by spaces so that the entire surface of each strand is bonded in the grout. The maximum spacing of strand spacers shall be 5 feet. The strand spacers shall be plastic and of a construction and strength that will provide support for the individual strands during construction operations.
Tendons shall be sheathed full length with corrugated sheathing and pregrouted a minimum length of 2 feet before placing the tendon in the hole. After placing the tendon into the drilled hole and before placing initial grout in the drilled hole, the grout shall be injected at the low end of the corrugated sheathing and the grout shall be expelled at the high end until there is no evidence of entrapped air, water or diluted grout.
Anchors in holes of 6 inches diameter and smaller shall be initially grouted to within 6 inches of the end of the steel tube. Grout in the unbonded length shall not be placed under pressure. After placing the initial grout, the anchor shall remain undisturbed until the grout has reached a strength sufficient to provide anchorage during testing operations.
Anchors in holes greater than 6 inches in diameter shall be initially grouted within the bond length. After placing the initial grout, the anchor shall remain undisturbed until the grout has reached a strength sufficient to provide anchorage during testing operations.
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Section SP-21A – TIEBACK ANCHOR
122
TESTING
All tiebacks shall be load tested by either a performance test or a proof test. Load testing shall be performed against a temporary waler which bears against existing soldier piles or against the permanent concrete waler. The permanent waler shall either attain a compressive strength of 22 mega pascals or cure for seven days before loading. Bearing pads shall be kept a minimum of 12 inches away from the edges of the drilled hole. Temporary yokes and walers shall remain the property of the Contractor. The magnitude of applied test loads shall be determined with a calibrated pressure gauge or a load cell.
Movements of the end of the tieback, relative to an independent fixed reference point, shall be measured and recorded to the nearest 0.001 inch at each load increment during the load tests. The Contractor shall perform the measuring and recording and shall furnish the Engineer copies of the recorded movements.
A minimum of 2 tiebacks shall be performance tested. The Engineer shall determine the location of the tiebacks to be performance tested.
The performance test or proof test shall be conducted by measuring the test load applied to the tieback and the tieback end movement during incremental loading and unloading of the anchor in accordance with the loading schedule. The test load shall be held constant for 10 minutes. During the test load hold, the movement of the end of the tendon shall be measured at 1, 2, 3, 4, 5, 6, and 10 minutes. If the total movement between one minute and 10 minutes exceeds one mm, the test load shall be held for an additional 50 minutes. Total movement shall be measured at 15, 20, 25, 30, 45, and 60 minutes. If the test load is held for 60 minutes, a creep curve showing the creep movement between one minute and 60 minutes shall be plotted as a function of the logarithm of time.
LOADING SCHEDULES
PERFORMANCE TEST PROOF TEST
(CONT'D)
AL AL AL
0.25T 0.25T 0.25T
AL 0.50T 0.50T
0.25T 0.75T 0.75T
0.50T 1.00T 1.00T
AL 1.25T 1.25T
0.25T AL 1.50T (TEST
LOAD)
0.50T 0.25T AL
0.75T 0.50T
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Section SP-21A – TIEBACK ANCHOR
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AL 0.75T
0.25T 1.00T
0.50T 1.25T
0.75T 1.50T (TEST
LOAD)
1.00T
(CONT'D)
AL
T = Design force for the anchor shown on the plans (57
Kips)
AL = Alignment load
For performance and proof tests, each increment of load shall be applied in less than one minute and held for at least one minute but not more than 2 minutes or as specified above. The observation period for the load hold shall start when the pump begins to apply the last increment of load.
The jacking equipment, including the tendon movement measuring system, shall be stable during all phases of the tieback loading operations.
All tiebacks not performance tested shall be proof tested. If 1.5 times the design force cannot be obtained, the tieback shall be redesigned and replaced. Tieback anchors shall not be retested, unless the tieback bond length is post-grouted after the unacceptable test.
A performance tested tieback is acceptable if:
1. The measured elastic movement exceeds 0.80 of the theoretical elongation of the unbonded length plus the jacking length at the maximum test load; and
2. The creep movement between one and ten minutes is less than 0.04 inches.
A proof tested tieback is acceptable if:
1. The pattern of movements is similar to that of adjacent performance tested tiebacks; and
2. The creep movement between one and ten minutes is less than 0.04 inches.
Performance tested or proof tested tiebacks which fail to meet the acceptance criterion Number 2 will be acceptable if the maximum load is held for 60 minutes and the creep curve plotted from the movement data indicates a creep rate of less than 0.08 inches for the last log cycle of time.
Lock-off.—After successful testing of the tiebacks, the tiebacks shall be tensioned against the structure and locked off at a load equal to 1.0 T. The lock-off force is the load on the jacks which is maintained while the anchor head or anchor nuts on the tieback are permanently set. Immediately after lock-off, a lift-off test shall be performed to demonstrate that the specified lock-off force was obtained. Adjustments in the shim thickness shall be made if required to maintain the specified lock-off force.
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For strand tendons the permanent wedges shall be fully set in the anchor head while the tendon is stressed to the test load of 1.50 T and then locked off at the lock-off force by removal of the shims or other appropriate means.
The permanent strand wedges shall bear uniformly against the wedge retainer device when torque is applied to the high strength bolts.
Grouting to the level of secondary grouting to the dimensions shown on the plans shall be completed only after successful testing and lock-off has been completed. At least 24 hours after the secondary grout has set, the remaining void in the steel tube and bearing plate shall be filled with grout. Grout shall be injected at the low end and expelled at the high end until there is no evidence of entrapped air or water. A minimum grout head of 24 inches shall be maintained until the grout has set.
No payment will be made for tiebacks which do not pass the specified testing requirements.
The contract price per each pile of “Tieback anchor [Bid Item #7A]” shall include full compensation for furnishing all labor, materials, equipment, and incidentals and for doing all the work involved in but not limited to drilling, installation of pipe, installation of grout, temporary storage of material, disposal of drilling fluid/groundwater, drill spoils stocking piling, hauling and disposal in accordance with all laws, rules and regulations applicable to this work and testing for disposal of fluids and spoils as required for proper disposal as shown on the plans, as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer.
405
Section SP-22 – CHAIN-LINK FENCE
125
SECTION SP-22 – CHAIN-LINK FENCE
Chain link fencing shall be installed at the locations shown on the plan and shall conform to the Section 75 “Miscellaneous Metal” and Section 80 “Fences” of the State Standard Specifications and these Special Provisions.
Chain link fencing shall be constructed in accordance with Sheet 4, Detail 4 of the Project Plans and shall conform with Caltrans Standard Specifications.
Galvanize posts and braces as required per State Standard Specification section 75-1.02B.
Exterior surfaces of tubular posts and braces must have a combination coating consisting of hot- dip galvanized primer followed by a chromate conversion coating, and then a finish coat of clear, cross-linked organic coating. Thickness of the zinc coating must be at least 0.9 mil as determined from the average results of at least 2 samples and at least 0.8 mil on an individual sample. Posts shall have galvanized pressed steel caps sized to post diameter with a set screw retainer.
Chain link fence installation shall be State Standard Specification section 80-3 “Chain Link Fences” and State Standard A85 Plan series.
Mount base on steel beam shall be of galvanized steel material.
MEASUREMENT AND PAYMENT
The contract price paid per linear foot for “Chain-Link Fence [Bid Item #8]” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for doing all the work involved in installation of fence posts, foundation, concrete, and chain link fence, complete in place, including excavation, backfill, disposal, transportation, storage and protection, cleanup, fence post on steel beam (mount base, mount plate, bolts, anchors, washers, epoxy filler, welding, cutting/fitting necessary of steel beam and concrete lagging), and other incidental work, as shown on the plans, as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer.
406
Section SP-23 – GUARDRAIL
126
SECTION SP-23 – GUARDRAIL
Metal post, footing and guardrail shall be removed and disposed of at the locations shown on the plans and as directed by the Engineer. The resultant void shall be backfilled as shown in the plans.
Midwest Guardrail System (MGS) including end anchor assemblies shall be constructed as shown on the plans, per State Standard Drawings and State Standard Specifications (Section 83 “Railings and Barriers”).
Steel components, hardware, bolt hole grease, and all other components necessary to construct guardrail system shall comply with the State Standard Specifications.
MEASUREMENT AND PAYMENT
The contract price paid per linear foot for “Guardrail [Bid Item #9]” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for doing all the work involved in guardrail installation, posts, concrete, foundations, complete in place, including excavation, potholing at each post, backfill, disposal, transportation, storage and protection, cleanup, end anchor assemblies, and other incidental work, as shown on the plans, as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer.
407
Section SP-24 –Erosion Control Blankets and Seeding
127
SECTION SP-24 – EROSION CONTROL BLANKETS AND SEEDING
Erosion control blankets shall be coconut fiber blanket. Contractor shall furnish and install erosion control blanket. The preparation of the area and the installation of the coconut fiber blanket shall be in accordance with Section 3, “Geotextiles, Mats, Plastic Covers and Erosion Control blankets; SS-7 of the Caltrans Best Management Practices Manual (BMP).
Hydroseeding shall be in accordance with Section 21, “Erosion Control” of the State Standard Specifications.
Prior to the installation of the coconut fiber blanket the area shall be raked to remove all rocks and clods.
Upon the completion of the site grading and retaining wall lagging replacement, all exposed dirt surfaces shall be covered in order to prevent erosion. Erosion control blankets will be installed over all the disturbed and or graded surfaces.
Upon the completion of the site grading, all exposed dirt surfaces shall be covered in order to prevent erosion. The following native grass seed mix shall be spread by hand broadcasting methods over all disturbed and or graded surfaces, with the exception of the creek bed.
Incorporate the following seed uniformly at the specified rates per acre. Provide seed of the latest crop, labeled in accordance with the California Food Agricultural Code with the following ingredients per acre:
Nasella Pulchra purple needle grass 20 lbs/acre
Melica californica California melic 15 lbs/acre
Lupinus nanus sky lupine 10 lbs/acre
Eschscholzia californica California poppy 5 lbs/acre
Erosion control measures as stated on the plan, and any disturbed slopes, require installing erosion control blankets on the disturbed slopes. Erosion control blankets shall be North American Green Bionet C125BN long-term biodegradable double-net coconut blanket or approved equivalent. Before erosion control blankets are placed, the disturbed areas shall be smoothed and evenly sloped. Erosion control measures shall comply with the recommendations of the Bay Area Storm Water Management Agencies Association. The blankets shall be keyed into the top of bank as shown on the plans and specified herein.
MEASUREMENT AND PAYMENT
The contract price paid per lump sum for “Erosion Control Blanket [Bid Item #10]” shall include full compensation for furnishing all labor, materials, tools, equipment, performing all operations and incidentals, and for doing all the work involved in the placement of the coconut fiber erosion control blanket, hydroseeding, complete in place, including installation as shown on the plans, as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer. Erosion Control Blankets and Seeding shall be an Add Alternate item not included in the base bid.
408
Section SP-25 –Rock Slope Protection
128
SECTION SP-25 – ROCK SLOPE PROTECTION
This work shall be done in accordance with Section 72-2, “Rock Slope Protection,” of the State Standard Specifications, these Special Provisions, and as directed by the Engineer. Riprap shall consist of durable rock, free from cracks and seams complying with Caltrans Standard Specifications Section 72-2.
Rock riprap must comply with the testing and corresponding specifications in section 72-2.02B “Rock” of the State Standard Specifications. The breadth and thickness of each piece of riprap shall be at least one third its length.
Rocks size shall be per the table for Rock Gradation for Method B Placement; Class “Light”.
FILTER FABRIC
Filter fabric shall conform to the provisions of Section 96 “Geosynthetics” of the Standard Specifications. Filter fabric shall be Mirafi 600X or approved equal.
The rock riprap slope protection shall be constructed per the specifications in Section 72-2.03 “Construction” of the State Standard Specifications and per the details, lines and grades shown on the plans.
Hand place the riprap in a manner that will produce a reasonably well graded mass of rock with the minimum practicable percentage of voids. The desired distribution of the various sizes of rocks throughout the mass shall be obtained by selective loading of the material at the source.
The riprap shall be placed in layers to allow for the placement of the topsoil to fill the voids. The finished riprap will be free of pockets of smaller stones and clusters of larger stones. The placed rock shall be tamped into place using a steel plate to form a regular well organized surface.
Topsoil shall be placed by equipment in the riprap voids. The topsoil placement shall not take place before the placement of the rock riprap is approved by the Engineer. Topsoil shall be placed in such a manner as to avoid displacement of the underlying rock. Spread the topsoil over the rock riprap filling the voids between the placed rocks. Work the soil into the rock layer voids by wetting, prodding with a rock bar, and/or vibratory compaction until the soil thickness has completely filled all the voids. The subsequent layers of the rock riprap shall not be placed until all the voids have been filled with the topsoil.
MEASUREMENT AND PAYMENT
The contract price paid per cubic yard for “Rock Revetment at toe of Landslide, ¼ ton size, filter fabric, includes excavation and placement [Bid Item #15]” shall include but not limited to full compensation for furnishing all labor, materials, tools, equipment, performing all operations and incidentals, including grading, furnishing and placing geotextile fabric (RSP Fabric), furnishing and placing rock riprap, filling the voids with topsoil, and for doing all the work involved in the rock riprap slope, complete in place, including placement, installation, and other form of operation as shown on the plans, as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer.
409
Section SP-25 –Willow Staking
129
SECTION SP-26 – WILLOW STAKING
This section applies to the furnishing and planting of Live Willow Stakes. The task includes placement of Live Willow Stakes at the toe of slope in the landslide area and at the area adjacent to Wilkie Creek as shown on the plans.
Materials
1) The contractor will obtain live willow stakes from a native plant supplier.
2) Live Willow Stakes shall be 2 to 3 inches in basal diameter by ± 6 feet long.
Installation
1) Willow cuttings shall be planted approximately 3 feet apart on center. A triple row of willow cuttings shall be planted at the toe of the primary slope as shown on the plans.
2) Willow stakes shall be soaked in water a minimum of 12 hours prior to placement, but no earlier than 7 days before placement. Willow stakes can be stored for up to seven (7) days in large water tight bins (trash cans) filled with water and placed in the shade to prevent significant drying of ends.
3) The Contractor must give a minimum of 48 hours notice to the Engineer prior to construction that will require Live Willow Stakes. Engineer will inspect conditions of willow stakes and ensure they are not desiccated. If Engineer approves Live Willow Stake conditions, the Engineer will direct contractor on installation procedures. Failure to properly store willow stakes and cause desiccation or to install improperly may require the reconstruction of these features at no additional cost to the City.
4) Live Willow Stakes shall be placed so that they are in maximum contact with the underlying soil. If necessary, trim off damaged ends of cuttings and remove and replace damaged stakes at discretion of Engineer at no additional cost to the City.
5) Willow stakes shall have a minimum of 30 inches of contact with the underlying native material.
6) Willows shall be watered until the first significant rainfall of the season to insure survival.
MEASUREMENT AND PAYMENT
The contract price paid per lump sum for “Willow Staking [Bid Item #12]” shall include full compensation for furnishing all labor, materials, tools, equipment, performing all operations and incidentals, and for doing all the work involved in the placement of the willow staking, complete in place, including installation as shown on the plans, as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer. Willow Staking shall be an Add Alternate item not included in the base bid.
410
Section SP-27 Controlled Low-Strength Material
130
SECTION SP-27 – CONTROLLED LOW-STRENGTH MATERIAL (CLSM)
This work shall be done in accordance with Section 19-3.02G, “Controlled Low-Strength Material,” of the State Standard Specifications, these Special Provisions, and as directed by the Engineer.
Controlled low-strength material (CLSM) shall be at least 100 psi 28-day compressive strength.
Water must be free of oil, salts, and other impurities that adversely affect the backfill.
The CONTRACTOR is cautioned that the limiting parameters specified above are NOT a mix design. Additional cement or water reducing agent may be required to achieve workability demanded by the CONTRACTOR'S construction methods and aggregates. The CONTRACTOR is responsible for any costs associated with furnishing concrete with the required workability
MEASUREMENT AND PAYMENT
The contract price paid per cubic yard for “Backfill Top of select Stitch piles with CLSM [Bid Item #14]” shall include but not limited to full compensation for furnishing all labor, materials, tools, equipment, performing all operations and incidentals, including furnishing and placement of Controlled Low-Strength Material doing all the work involved in the Controlled Low-Strength Material, complete in place, including placement, installation, and other form of operation as shown on the plans, as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer. Controlled Low-Strength Material (CLSM) shall be an Add Alternate item not included in the base bid.
411
Section SP-27 –Project Appearance
131
SECTION SP-28 – PROJECT APPEARANCE
Cleanup shall conform to the provisions of Section 4-1.02, "Final Cleanup," of the Standard Specifications, details on the plans, and these Project Provisions
The project area shall be left in a neat and clean condition, as approved by the Engineer, at the end of each workday. Securing open excavations, construction equipment and building materials from presenting a hazard to the public is the responsibility of the Contractor.
MEASUREMENT AND PAYMENT
Full compensation for conforming to Project Appearance shall be considered as included in the prices paid for the various items of work and no additional compensation will be allowed. 412
Appendices
APPENDICES
413
A
APPENDIX A – CITY OF RICHMOND – FIRST SOURCE AGREEMENT
414
Appendix A-1 First Source Agreement (Sample) – 1 of 3
CITY OF RICHMOND
FIRST SOURCE AGREEMENT
RECITALS
THIS FIRST SOURCE AGREEMENT is entered into on the date stated below by and between the CITY OF RICHMOND, a municipal corporation and charter city (hereinafter the “City”), and _________________________ (hereinafter the “Employer”).
WHEREAS, the Employer has been awarded a contract, forgivable loan or subsidy by the City and/or the Richmond Community Redevelopment Agency, dated _____________________________,20 (hereinafter the “Contract”) to perform certain work and provide certain services at ________________________________in Richmond, California, described as follows:
WHEREAS, the Employer, in addition to the Contract, agrees to enter into this First Source Agreement (hereinafter the “FSA”) with the City;
NOW, THEREFORE, the parties hereto mutually agree as follows:
1. Compliance with Chapter 2.56. Employer will comply with the terms of Chapter 2.56 of the Richmond Municipal Code, Local Employment Program (hereinafter the “Ordinance”), a copy of which is attached hereto and incorporated herein by reference.
2. Liaison. Employer shall designate a liaison for issues related to the Ordinance and this FSA. The liaison shall work with designated City of Richmond staff to facilitate effective implementation of the Ordinance and this FSA (hereinafter the “Designated City Staff”).
3. First Source Hiring Process for CONSTRUCTION and NON-CONSTRUCTION JOBS – Employer shall take the following steps regarding hiring in furtherance of the Contract. (a) Long-Range Planning. Employer shall, prior to hiring in furtherance of the Contract, and as soon as practicable, provide to the Designated City Staff the approximate number and type of hires that it will make for employment, and the basic qualifications necessary for each projected hire. (b) Dual Notification Process (CONSTRUCTION ONLY ). Where there is a signatory agreement with the local union and the associated craft, Employer shall work with the local union and the City of Richmond Employment and Training Department (hereinaft er the “ETD”) to fill those positions. The Employer shall forward to the ETD a copy of all personnel requests made to the trade unions, specifying the residency of personnel requested (this process is hereinafter referred to as the "dual notification process" and a description of it is attached hereto along with the Request for Craft form for use by the Employer). In the dual notification process, the Employer shall utilize the "name call," "rehires," "transfers," or "sponsorship" options in maximizing the participation of Richmond, California residents. 415
Appendix A-1 First Source Agreement (Sample) – 2 of 3 (c) Notification of job opportunities. Prior to hiring in furtherance of the Contract, Employer shall notify the Designated City Staff, by email or fax, of available job openings and provide a description of job responsibilities and qualifications, including expectations, salary, work schedule, duration of employment, required standard of appearance, and any special requirements, e.g., language skills, driver’s license, etc. Job qualifications shall be limited t o skills directly related to performance of job duties.
(d) Filling of job opportunities. Prior to announcing or advertising in any form and by any means (except for compliance with internal posting procedures) the availability of an employment position created by the vacancy of an existing position or a new employment position, the Employer shall utilize the dual notification process to notify the pertinent union, if appropriate, and ETD in writing of such position, including a general description of the position and Employer's minimum requirements for qualified applicants, and shall request any pertinent union and ETD to refer qualified applicants for such position to Employer's trade union and/or personnel representative, as appropriate. The Employer shall refrain from any general announcement or advertisement of the availability of such position for a period of ten (10) business days after notification to the ETD. This ten-day period shall be known as the "Advance Notice Period.” (e) Job Site Applications. In the event that any persons seek employment with the Employer at the job site, the Employer shall have the person complete a Job Site Application consisting of name, address, telephone number, social security number and trade. The Employer will then submit thi s information to the ETD.
(f) Transfer and Promotion. Nothing contained herein shall prevent the Employer from filling job vacancies or newly created positions without compliance with the foregoing procedures by transfer or promotion from its existing staff.
4. Monthly Reports. Employer shall, on a monthly basis, furnish certified payroll sheets to ETD.
Failure to provide the City with this information shall result in delay of progress payments for that portion which is deemed not in compliance with the provisions of this FSA.
5. Quarterly Reports. Employer shall prepare quarterly reports detailing the number of hires for employment in furtherance of the Contract during the quarter and stating what percentage of such hires were residents of Richmond, California. The D esignated City Staff shall assist Employer by preparing forms to be completed for this purpose. Reports shall be filed with the ETD within thirty (30) days after the completion of each quarter. Reports may include a description of any difficulties the Employer is having with obtaining qualified referrals through the Designated City Staff.
6. Non-compliance Procedure. In the event the City believes the Employer may not be in compliance with the requirements of this FSA, the following procedure will be followed:
(a) The Community and Economic Development Executive Director (hereinafter the “Executive Director”) or designee shall cause to be delivered to the Employer a written “Notice of Non - Compliance” (hereinafter the “Notice”). The Notice shall specify the matters which constitute the non- compliance; the specific action required to correct the non- compliance; and the time period during which such correction shall occur. In no event shall this time period be more than thirty (30) days after receipt of the Notice by the Employer. If the Notice is mailed, it will be deemed received five (5) days after the date of mailing.
416
Appendix A-1 First Source Agreement (Sample) – 3 of 3 (b) If the Employer disagrees with the Notice, they shall have the burden of proving compliance with the provisions of the Ordinance and shall submit any evidence and argument to the Executive Director or designee to establish compliance no more than thirty (30) days after receipt of the Notice by the Employer.
(c) In the event the Executive Director or designee subsequently agrees that compliance has occurred, the Executive Director or designee shall cause to be delivered promptly to the Employer a written “Notice of Correction of Non -Compliance,” specifying the original noncompliance which has been corrected.
(d) In the event the Executive Director or designee d oes not agree that compliance has occurred, the Executive Director or designee shall promptly notify the Employer by a written “Notice of Failure to Correct Non-Compliance” (“hereinafter the “Notice of Failure to Correct”), describing the facts constituting the non-compliance.
(e) After the issuance of the Notice of Failure to Correct, the Employer shall have the right to request a hearing before the City Manager or designee (hereinafter “Request for Hearing”), who shall make the final determination. The Request for a Hearing must be made within ten (10) working days after receipt of the Notice of Failure to Correct. If the Notice of Failure to Correct is mailed, it will be deemed received five (5) days after the date of mailing. The hearing shall be held no sooner than twenty (20) and no later than thirty (30) days after receipt by the City of the Request for Hearing, unless otherwise agreed to by the parties. At the hearing, the Employer will be allowed to present any evidence and argument it believes proves compliance.
The City Manager or designee shall issue their final determination no later than ten (10) business days after the hearing. The Employer must exhaust this administrative remedy prior to commencing legal action. (f) In the event no Request for Hearing is timely made, the determination of failure to correct non-compliance shall be deemed to be final.
(g) Should the Employer fail to comply with the Notice of Non-Compliance as specified above, and a final determination of non -compliance is made, the City may exercise any of its powers as specified in §2.56.080 of the Ordinance.
Executed this _________ day of ________________________________, 20_______.
EMPLOYER CITY OF RICHMOND
By: ____________________________________ By: __________________________________ Name: _________________________________ Name: _______________________________ Title: __________________________________
Approved as to form:
_____________________________________
City Attorney
417
B
APPENDIX B – CITY OF RICHMOND – INSURANCE REQUIREMNTS –
CONSTRUCTION PROJECTS
418
Exhibit B
City of Richmond - Insurance Requirements –
CONSTRUCTION PROJECTS
Type 1 – Page 1 of 4
Revised: January 2013
In all instances where a CONTRACTOR or its representatives will be conducting business and/or providing services, the City requires the following MINIMUM insurance requirements and limits.
CONTRACTOR shall procure and maintain for the duration of the contract, agreement, or other order for work, services or supplies, insurance against claims for injuries to persons or damages to property which may arise from or in connection with the performance of the work hereunder and the results of that work by the CONTRACTOR, its agents, representatives, employees or subcontractors. Maintenance of proper insurance coverage is a material element of the contract. Failure to maintain or renew coverage or to provide evidence of renewal may be treated by the City as a material breach of contract.
CONTRACTOR agrees that in the event of loss due to any of the perils for which it has agreed to provide Commercial General Liability insurance, CONTRACTOR shall look solely to its insurance for recovery. CONTRACTOR hereby grants to CITY, on behalf of any insurer providing Commercial General Liability insurance to either CONTRACTOR or CITY with respect to the services of CONSULTANT herein, a waiver of any right to subrogation which any such insurer of said CONTRACTOR may acquire against the CITY by virtue of the payment of any loss under such insurance.
Original, signed certificates and original, separate policy endorsements, naming the City as an additional insured for general liability, as well as a waiver of subrogation for Workers’ Compensation insurance, shall be received and approved by the City before any work may begin. However, failure to do so shall not operate as a waiver of these insurance requirements.
City reserves the right to modify or require additional coverages for specific risk exposures depending on scope of CONTRACTORS work.
Minimum coverage is detailed below. The policy limits of coverage shall be made available to the full limits of the policy.
The minimum limits stated herein shall not serve to reduce the policy limits of coverage of CONTRACTOR.
Minimum Scope of Insurance – the following forms shall be provided and coverage shall be at least as broad as the following:
1. Insurance Services Office Commercial General Liability coverage (ISO Occurrence Form CG 0001) including coverage for bodily and personal injury, property damage, and products and completed operations.
2. Insurance Services Office Automobile Liability coverage (ISO Form CA 0001, Code 1, Any Auto)
3. Original and Separate Additional Insured Endorsements for General Liability (ISO Form CG 20 10 11/85 or its equivalent) with primary and non-contributory language.
4. Workers’ Compensation Insurance as required by the State of California including Employer’s Liability coverage.
5. Original and Separate Waiver of Subrogation for Workers’ Compensation and Builder’s Risk/ Course of Construction Insurance.
6. Builder’s Risk/Course of Construction insurance covering all risks of loss less policy exclusions when the City of Richmond has a financial interest in the property.
7. Contractor’s Pollution Liability
Required Coverage
Minimum Limits
Workers’ Compensation and
Employers’ Liability
Statutory limits as required by the State of California including $1 million Employers’ Liability per accident, per employee for bodily injury or disease.
If CONTRACTOR is self-insured, provide a certificate of Permission to Self- Insure, signed by the California Department of Industrial Relations and Self- Insurance. If contractor is a sole proprietor (has no employees) than contractor must sign “Contractor Release of Liability” found at:
http://www.ci.richmond.ca.us/index.aspx?nid=61.
419
Exhibit B
City of Richmond - Insurance Requirements –
CONSTRUCTION PROJECTS
Type 1 – Page 2 of 4
Revised: January 2013
General Liability
(primary and excess limits
combined)
PROJECT COST REQUIRED LIMIT
$0 - $5 million $2 million p/o
$5 million - $10 million $5 million p/o
Over $10 million $10 million p/o
Includes coverage for bodily injury, personal injury, property damage and products and completed operations. The policy shall not exclude coverage for XCU perils (explosion, collapse, or damage to underground property).
If the policy includes a general aggregate, either the general aggregate shall apply separately to this project, service or location or the minimum required aggregate limit shall be twice the per occurrence limit.
Policy shall be endorsed to name the City of Richmond as an additional insured per the conditions detailed below.
Automobile Liability $1,000,000 per occurrence for bodily injury and property damage.
Builders’ Risk/Course of
Construction – Covers property
under construction, repair or
renovation as well as equipment
and materials to be installed.
(Only required for Construction
Projects involving property and
equipment installation.)
Coverage shall include all risks of direct physical loss, excluding earthquake, for an amount equal to the full completed value of the covered structure or replacement value of alterations or additions, including soft costs and business interruption.
If the project does not involve new or major reconstruction, an Installation Floater may be acceptable. For such projects, a property installation floater shall be obtained that provides for the improvement, remodel, modification, alteration, conversion or adjustment to existing buildings, structures, processes, machinery and equipment. The Property Installation Floater shall provide property damage coverage for any building, structure, machinery or equipment damaged, impaired, broken or destroyed during the performance of the Work, including during transit, installation and testing at the City of Richmond’s site.
The City of Richmond shall be named as loss payee as its interest may appear. The insurer shall waive all rights of subrogation against City.
Contractor’s Pollution Liability
Protects against:
unexpected/unintended release of
pollution resulting from contractors
covered operations such as:
HVAC, paving, carpentry, pipeline
& tank installation, drillers,
remediation contractors,
maintenance, mechanical,
demolition, excavation, grading,
street/road construction,
residential & commercial builders.
Same limits as General Liability.
Required Policy Conditions
A. M. Best Rating A:VII or Better. If the A.M. Best Rating falls below the required rating, CONTRACTOR must replace coverage immediately and provide notice to City.
Additional Insured Endorsement
Applicable to General Liability Coverage.
The City of Richmond, its officers, officials, employees, agents and volunteers are to be named as additional insureds for all liability arising out of the operations by or on behalf of the named insured, including but not limited to bodily injury, deaths and property damage or destruction arising in any respect directly or indirectly in the performance of this contract.
ISO form CG 20 10 (11/85) or its equivalent is required. The endorsement must not exclude products and completed operations coverage. If it does, then CG 20 37 (10/01) is also required.
SAMPLE Endorsements can be found at
http://www.ci.richmond.ca.us/index.aspx?nid=61
420
Exhibit B
City of Richmond - Insurance Requirements –
CONSTRUCTION PROJECTS
Type 1 – Page 3 of 4
Revised: January 2013
Primary and Noncontributory The contractor’s insurance coverage must be primary coverage as it pertains to the City, its officers, officials, employees, agents and volunteers. Any insurance or self insurance maintained by the City is wholly separate from the insurance of the contractor and in no way relieves the contractor from its responsibility to provide insurance.
Waiver of Subrogation
Endorsement Form
Contractor’s insurer will provide a Waiver of Subrogation in favor of the City for Workers Compensation and Builder’s Risk/ Course of Construction coverage during the life of this contract.
SAMPLE Endorsements can be found at
http://www.ci.richmond.ca.us/index.aspx?nid=61
Deductibles and Self-Insured
Retentions
Any deductible or self-insured retention must be declared to and approved by the City. At the option of the City either the insurer shall reduce or eliminate such deductibles or self-insured retention as respects the City or the CONTRACTOR shall procure a financial guarantee in an amount equal to the deductible or self-insured retention guaranteeing payment of losses and related investigations, claims administration and defense expenses.
Contractor is responsible for satisfaction of the deductible and/or self-insured retention for each loss.
Loss Payable Endorsement (only
required when Builder’s Risk
and/or Course of Construction
Insurance is required.)
Applicable to Builder’s Risk/Course of Construction naming the City of Richmond as Loss Payee.
SURETY BONDS
The Contractor shall provide:
1. A Bid bond
2. A Performance Bond
3. A Payment Bond
Umbrella/Excess Liability Policies
If an Umbrella or Excess Liability Policy is used to meet the liability limits, coverage shall be as broad as specified for underlying coverages and cover those insured in the underlying policies.
Claims-Made Policies
If any insurance policy is written on a claims-made form: 1) the retroactive date must be shown, and must be before the date of the contract or the beginning of contract work. 2) Insurance must be maintained and evidence of insurance must be provided for at least five (5) years after completion of the contract of work. 3) If coverage is canceled or non- renewed, and not replaced with another claims-made policy form with a retroactive date prior to the contract effective date, the Contractor must purchase an extended period coverage for a minimum of five (5) years after completion of contract work.
Subcontractors
CONTRACTOR
shall include all subcontractors as insured under its policies or shall furnish to the City for review and approval, separate certificates and endorsements for each subcontractor. All coverage for subcontractors shall be subject to all of the requirements stated herein.
CONTRACTOR agrees to defend and indemnify the City of Richmond for any damage resulting to it from failure of either CONTRACTOR or any subcontractor to take out or maintain the required insurance policies. The fact that insurance is obtained by CONTRACTOR, and/or CONTRACTOR’s subcontractors, will not be deemed to release or diminish the liability of CONTRACTOR, including, without limitation, liability under the indemnity provisions of this contract. Damages recoverable by CITY from CONTRACTOR or any third party will not be limited by the amount of the required insurance coverage.
421
Exhibit B
City of Richmond - Insurance Requirements –
CONSTRUCTION PROJECTS
Type 1 – Page 4 of 4
Revised: January 2013
Verification of Coverage
All original certificates and endorsements shall be received and approved by the City before work may begin. The City of Richmond reserves the right to require complete, certified copies of all required insurance policies including endorsements affecting the coverage at any time.
Original insurance certificates and required policy endorsements shall be mailed, or delivered to the Designated Project Manager for the City of Richmond.
Insurance certificates and endorsements may be faxed to the Designated Project Manager. However, Contractor must mail the original certificates and endorsements to Designated Project Manager once faxed.
Continuous Coverage
CONTRACTOR shall maintain the required insurance for the life of the contract. Should the CONTRACTOR cease to have insurance as required during this time, all work by the CONTRACTOR pursuant to this agreement shall cease until insurance acceptable to the City is provided. In the event that CONTRACTOR fails to comply with the City’s insurance requirements, the City may take such action as it deems necessary to protect the City’s interests. Such action may include but is not limited to termination of the contract, withholding of payments, or other actions as the City deems appropriate.
If services or the scope of work extend beyond the expiration dates of the required insurance policies initially approved by the City, CONTRACTOR must provide updated certificates and endorsements indicating that the required coverage, terms and conditions are still in place. Renewal certificates and updated endorsements shall be mailed to the Designated Project Manager.
Cancellation
CONTRACTOR shall ensure that coverage shall not be cancelled, reduced or otherwise materially changed except after thirty (30) days’ prior written notice has been given to the City.
Reporting Requirements
Any failure to comply with reporting or other provisions of the policies including breaches of warranties shall not affect coverage provided to the City, its officers, officials, employees or volunteers.
Consistent with Public Policy
The insuring provisions, insofar as they may be judged to be against public policy shall be void and unenforceable only to the minimum extent necessary so that the remaining terms and provisions herein may be consistent with public policy and thus enforceable.
422
City of Richmond - Insurance Requirements for Non Profit Organizations (not for construction projects):
Services up to $100,000
ACORD Certificate of Liability Insurance
Standard Form
ACORDTM CERTIFICATE OF LIABILITY INSURANCE
DATE
(MM/DD/YY)
THIS CERTIFICATE IS ISSUED AS MATTER OF
INFORMATION ONLY AND CONFERS NO RIGHTS UPON
THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES
NOT AMEND, EXTEND OR ALTER THE COVERAGE
AFFORDED BY THE POLICIES BELOW.
PRODUCER
INSURERS AFFORDING COVERAGE
INSURER A:
INSURER B:
INSURER C:
INSURER D:
INSURED
INSURER E:
COVERAGES
THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.
NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS
CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
INS
R
LTR
TYPE OF INSURANCE POLICY
NUMBER
POLICY EFFECTIVE
DATE (MM/DD/YY)
POLICY
EXPIRATION
DATE (MM/DD/YY)
LIMITS
GENERAL LIABILITY EACH OCCURRENCE $
COMMERCIAL GENERAL LIABILITY FIRE DAMAGE (Any one fire) $ CLAIMS MADE OCCUR MED EXPENSE (Any one person) $
_______________________________ PERSONAL & ADV INJURY $ _______________________________
GENERAL AGGREGATE $
GEN’L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $
POLICY
PRO-
JECT
LOC
AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT
(Ea accident)
$
ANY AUTO $
ALL OWNED AUTOS $
SCHEDULED AUTOS
BODILY INJURY
(Per person) $
HIRED AUTOS $
NON-OWNED AUTOS
BODILY INJURY
(Per accident) $
_______________________________ $
PROPERTY DAMAGE
(Per accident) $
GARAGE LIABILITY AUTO ONLY–EA ACCIDENT $
ANY AUTO EA ACC $
OTHER THAN
AUTO ONLY: AGG $
EXCESS LIABILITY EACH OCCURRENC
OCCUR CLAIMS MADE AGGREGATE
$
DEDUCTIBLE $
RETENTION $
WC STATU-
TORY LIMITS
OTHER
E.L. EACH ACCIDENT $
E.L. DISEASE – EA EMPLOYEE $
WORKERS’ COMPENSATION AND
EMPLOYERS LIABILITY
E.L. DISEASE – POLICY LIMIT $
OTHER
DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL/PROVISIONS
CERTIFICATE HOLDER ADDITIONAL INSURED; INSURER LETTER: ____ CANCELLATION
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE
EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL ______ DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE
LEFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES.
AUTHORIZED REPRESENTATIVE
ACORD 25-S (7/97) © ACORD CORPORATION 1988
APPENDIX A-9 COR Insurance Documents
(Sample) 1 of 7
423
City of Richmond - Insurance Requirements for Non Profit Organizations (not for construction projects):
Services up to $100,000
IMPORTANT
If the certificate holder is an ADDITIONAL IN SURED, the policy(ies) must be endorsed.
A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s).
If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A stat ement on this certific ate does not confer rights to the certificate holder in lieu of such endorsement(s).
DISCLAIMER
The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon.
APPENDIX A-9 COR Insurance Documents
(Sample) 2 of 7
424
City of Richmond - Insurance Requirements for Non Profit Organizations (not for construction projects):
Services up to $100,000
SAMPLE Endorsements
Preferred form
Reproduction of Insurance Services Office, Inc. Form
POLICY NUMBER: COMMERCIAL GENERAL LIABILITY
THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY.
ADDITIONAL INSURED—OWNERS, LESSEES OR
CONTRACTORS (FORM B)
This endorsement modifies insurance provided under the following:
COMMERCIAL GENERAL LIABILITY COVERAGE PART.
SCHEDULE
Name of Person or Organization:
(If no entry appears above, information requir ed to complete this endorsement will be shown in the Declarations as applicable to this endorsement.)
WHO IS AN INSURED (Section II) is amended to include as an insured the person or organization shown in the Schedul e, but only with respect to li ability arising out of “your work” for that insured by or for you.
CG 20 10 11 85 Copyright, Insura nce Services Office, Inc., 1982 APPENDIX A-9 COR Insurance Documents
(Sample) 3 of 7
425
City of Richmond - Insurance Requirements for Non Profit Organizations (not for construction projects):
Services up to $100,000
SAMPLE Endorsements
Acceptable form when combined with CG 20 37 10 01
Reproduction of Insurance Services Office, Inc. Form
POLICY NUMBER: COMMERICAL GENERAL LIABILITY
CG 20 10 10 01
THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY.
AMENDMENT OF LIMITS OF INSURANCE (DESIGNATED PROJECT OR PREMISES)
This endorsement modifies insurance provided under the following:
COMMERCIAL GENERAL LIABILITY COVERAGE PART
SCHEDULE
Designation of Project Or Premises:
(If no entry appears above, information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement.)
A. Section II – WHO IS AN INSURED is amended to include as an in sured the person or organization shown in the Schedule but only wi th respect to liability arising out of your ongoing operations performed for the insured.
B. With respect to the insurance afforded to these additional insureds, the following exclusion is added:
1. Exclusions
This insurance does not apply to “bodily injury” or “property damage” occurring after:
(1) All work, including materials, parts or equipment furnished in connection with such work, on the project (other than se rvice, maintenance or repairs) to be performed by or on behalf of the addition al insured(s) at the site of the covered operations has been completed; or
(2) That portion of “your work” out of which the injury or damage arises has been put to its intended use by any person or organization other than contractor or subcontractor engaged in performing oper ations for a principal as part of the same project.
CG 20 10 10 01 Page 1 of 1
ISO Properties, Inc., 2000
APPENDIX A-9 COR Insurance Documents
(Sample) 4 of 7
426
City of Richmond - Insurance Requirements for Non Profit Organizations (not for construction projects):
Services up to $100,000
SAMPLE Endorsements
Acceptable form when combined with CG 20 10 10 01
Reproduction of Insurance Services Office, Inc. Form
POLICY NUMBER: COMMERICAL GENERAL LIABILITY
CG 20 37 10 01
THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY.
ADDITIONAL INSURED – OWNERS, LESSEES OR
CONTRACTORS – COMPLETED OPERATIONS
This endorsement modifies insurance provided under the following:
COMMERCIAL GENERAL LIABILITY COVERAGE PART
SCHEDULE
Name of Person or Organization:
Location And Description of Completed Operations:
Additional Premium:
(If no entry appears above, information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement.)
Section II – WHO IS AN INSURED is amende d to include as an insured the person or organization shown in the Schedule but only with respect to li ability arising out of “your work” at the location designated and desc ribed in the Schedule of this endorsement performed for that insured and included in the “products-completed operations hazard.”
CG 20 37 10 01 Page 1 of 1
Copyright, ISO Properties, Inc., 2000
APPENDIX A-9 COR Insurance Documents
(Sample) 5 of 7
427
City of Richmond - Insurance Requirements for Non Profit Organizations (not for construction projects):
Services up to $100,000
SAMPLE Endorsement
Waiver of Subrogation – Workers’ Compensation
FOUR STATE COMPENSATION INSURANCE FUND FORMS:
Reproduction of State Compensation
Insurance Fund Form
Certificate of Workers’ Compensation Insurance
STATE P.O. BOX 807, SAN FRANCISCO, CALIFORNIA 94101
COMPENSATION
INSURANCE
FUND CERTIFICATE OF WORKERS’ COMPENSATION INSURANCE
POLICY NUMBER:
CERTIFICATE EXPIRES:
⎡
|
|
⎣
This is to certify that we have issued a valid Workers’ Compensation insurance policy in a form approved by the California Insurance Commissioner to the employer named below for the policy period indicated.
This policy is not subject to cancellation by the Fund except upon 30 days’ written notice to the employer.
We will give you 30 days’ advance notice should this policy be canceled prior to its normal expiration.
This certificate of insurance is not an insurance policy and odes not amend, extend or alter the coverage afforded by the polic ies listed herein. Notwithstanding any requireme nt, term or condition of any contract or other document with respect to which this certificate may be issued or may pertain, the insurance afforded by the policies described herein is subject to all the terms, exclusions and conditions of such policies.
PRESIDENT
(Note: following text is typewritten addition to printed form)
THE STATE COMPENSATION INSURANCE FUND WAIVES ANY RIGHT OF SUBROGATION ENDORSEMENT #2570.
AGAINST (ENTITY) ______________________ , ITS OFFICIALS, EMPLOYEES AND VOLUNTEERS BY REASON OF ANY PAYMENT UNDER THIS POLICY.
ENDORSEMENT #0015 ENTITLED ADDITIONAL INSURED EMPLOYER EFFECTIVE IS ATTACHED TO AND FORMS A PART OF THIS POLICY. ADDITIONAL INSURED EMPLOYER: ___________________________
ENDORSEMENT #2065 ENTITLED 30 DAY CANCELLATION NOTICE EFFECTIVE IS ATTACHED TO AND FORMS A PART OF THIS POLICY.
LIABILITY OF THE STATE COMPENSATION INSURANCE FUND IS LIMITED TO ______________ FOR ALL DAMAGES FOR ONE OR MORE CLAIMS RESULTING FROM EACH ACCIDENT OF OCCURRENCE ARISING OUT OF ANY ONE EVENT.
EMPLOYER
APPENDIX A-9 COR Insurance Documents
(Sample) 6 of 7
428
City of Richmond - Insurance Requirements for Non Profit Organizations (not for construction projects):
Services up to $100,000
SAMPLE Endorsement
Waiver of Subrogation – Liability
Reproduction of Insurance Services Office, Inc. Form
POLICY NUMBER: COMMERCIAL GENERAL LIABILITY
CG 24 04 10 93
THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY
WAIVER OF TRANSFER OF RIGHTS OF RECOVERY
AGAINST OTHERS TO US
This endorsement modifies insurance provided under the following:
COMMERCIAL GENERAL LIABILITY COVERAGE PART
OCP LIABILITY COVERAGE PART
SCHEDULE
Name of Person or Organization:
(If no entry appears above, information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement.)
The TRANSFER OF RIGHTS OF RECOVERY AGAINST OTHERS TO US Condition (Section IV - COMMERCIAL GENERAL LIABILITY CONDITIONS) is amended by the addition of the following:
We waive any right of recovery we may have agai nst the person or organization shown I the Schedule above because of payments we make for injury or damage arising out of your ongoing operations or “your work” done under a contract with that person or organization and incl uded in the “products-completed operations hazard.” This waiver applies only to the person or organization shown in the Schedule above.
CG 24 04 10 93 Copyright, Insurance Services Office, Inc., 1992
APPENDIX A-9 COR Insurance Documents
(Sample) 7 of 7
429
C
APPENDIX C – CITY OF RICHMOND – TRUCK ROUTE
430
4.52 | richmond general plan 2030
4 circulation
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1 COUNTY COUNTY
COUNTY
COUNTY
CONTRA COSTA
COUNTY
COUNTY
PINOLE
HERCULES
EL CERRITO
SAN PABLO
COUNTY
KENSINGTON
ALAMEDA COUNTY
SAN PABLO AVE
23RD ST
RICHMOND PKWY
CARLSON BLVD
CUTTING BLVD
BARRETT AVE
MACDONALD AVE
GIANT RD
POTRERO AVE
MOESER LN
RUMRILL BLVD
CENTRAL AVE
GARRARD BLVD
RD 20
APPIAN WY
TENNENT AVE
SOLANO AVE
FAIRMOUNT AVE
WEST CUTTING BLVD
13TH ST
MCBRYDE AVE
HARBOUR WY
APPIAN WY
A R L I N G T O N B L V D
C A S T R O R A N C H R D
A L H A M B R A V A L L E Y R D
PINOLE V A L L E Y RD
V A L L E Y V I E W
R D
B L U M E DR
H I L L T O P D R
R E F U G I O V A L L E Y R D
S Y C A M O R E A V E
S A N P A B L O A V E
R I C H M O N D P K W Y
B R O O K S I D E D R S A N P A B L O D A M R D
E L P O R T A L D R
I-580
I-80
I-80
4 San Pablo Bay
San Francisco Bay
Richmond Inner Harbor
San Pablo
Reservoir
Refugio Creek
Pinole Creek
Wildcat Creek
Rheem Creek
San Pablo Creek
Garrity Creek
BART - Richmond Line
Richmond
BART Station
El Cerrito Del Norte
BART Station
El Cerrito Plaza
BART Station
Source: City of Richmond
22nd St. 1
23rd St. 2
Atlas Rd. 3
Blume Dr. 4
Canal Blvd. 5
Central Ave. 6
Dornan Dr. 7
Garrard Blvd. 8
Giant Hwy. 9
Hall Ave.10
Harbour Wy. So.11
Hilltop Dr.12
I-58013
I-8014
Macdonald Ave.15
Marina Bay Pkwy.16
Marina Way So.17
Meeker Ave.18
Ohio Ave.19
Parr Blvd.20
Regatta Blvd.21
Richmond Pkwy.22
San Pablo Ave.23
San Pablo Dam Rd.24
So. 4th St.25
W. Cutting Blvd.26
Wright Ave.27
N
0 1 20.5 MILES
A CRE S10
50 Existing Truck Routes
Map 4.4
Note: This map is provided for informational purposes
only. It may be periodically updated by the the City of Richmond Engineering Services Department.
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1 COUNTY COUNTY
COUNTY
COUNTY
CONTRA COSTA
COUNTY
COUNTY
PINOLE
HERCULES
EL CERRITO
SAN PABLO
COUNTY
KENSINGTON
ALAMEDA COUNTY
SAN PABLO AVE
23RD ST
RICHMOND PKWY
CARLSON BLVD
CUTTING BLVD
BARRETT AVE
MACDONALD AVE
GIANT RD
POTRERO AVE
MOESER LN
RUMRILL BLVD
CENTRAL AVE
GARRARD BLVD
RD 20
APPIAN WY
TENNENT AVE
SOLANO AVE
FAIRMOUNT AVE
WEST CUTTING BLVD
13TH ST
MCBRYDE AVE
HARBOUR WY
APPIAN WY
A R L I N G T O N B L V D
C A S T R O R A N C H R D
A L H A M B R A V A L L E Y R D
PINOLE V A L L E Y RD
V A L L E Y V I E W
R D
B L U M E DR
H I L L T O P D R
R E F U G I O V A L L E Y R D
S Y C A M O R E A V E
S A N P A B L O A V E
R I C H M O N D P K W Y
B R O O K S I D E D R S A N P A B L O D A M R D
E L P O R T A L D R
I-580
I-80
I-80
4 San Pablo Bay
San Francisco Bay
Richmond Inner Harbor
San Pablo
Reservoir
Refugio Creek
Pinole Creek
Wildcat Creek
Rheem Creek
San Pablo Creek
Garrity Creek
BART - Richmond Line
Richmond
BART Station
El Cerrito Del Norte
BART Station
El Cerrito Plaza
BART Station
Source: City of Richmond
22nd St. 1
23rd St. 2
Atlas Rd. 3
Blume Dr. 4
Canal Blvd. 5
Central Ave. 6
Dornan Dr. 7
Garrard Blvd. 8
Giant Hwy. 9
Hall Ave.10
Harbour Wy. So.11
Hilltop Dr.12
I-58013
I-8014
Macdonald Ave.15
Marina Bay Pkwy.16
Marina Way So.17
Meeker Ave.18
Ohio Ave.19
Parr Blvd.20
Regatta Blvd.21
Richmond Pkwy.22
San Pablo Ave.23
San Pablo Dam Rd.24
So. 4th St.25
W. Cutting Blvd.26
Wright Ave.27
N
0 1 20.5 MILES
A CRE S10
50 Existing Truck Routes
Map 4.4
Note: This map is provided for informational purposes
only. It may be periodically updated by the the City of Richmond Engineering Services Department.
431
D
APPENDIX D - PLANS
432
APN 431-10-0077
PROPERTY LINE
PROPERTY LINE
APN 431-10-0077SANTA RITA RD
SALVINO CT
2929 SALVINO CT.4889 SANTA RITA RD
Rev:Sht:Date:By: Drawn:Design:Appr'd:Checked:Description:App'd: Scale:FIGURE:Date:SizeDProjectOFCITY ENGINEERCITY OF RICHMOND APPROVALRCE N0.EXP DATEDATEUESTAP.O. Box 70356 1220 Brickyard Cove Road Point Richmond, CA 94807UESTAENGINEERING CORP.Environmental& Water ResourcesCivil(510) 236-6114FAX (510) [email protected]/18/2023RESPOND TO COMMENT29/22/2023RESPOND TO COMMENT310/12/2023100% SUBMISSIONEMERGENCY STITCH/ SOLDIER PILE WALLCOVER PAGE----RICHMOND, CALIFORNIA2200159AS NOTED10/12/2023101CNKTWHCNSANTA RITA ROAD AT2929 SALVINO CTRICHMOND, CALIFORNIA
SITELOCATION
LOCATION PLAN
EMERGENCY STITCH/SOLDIER PILE WALL SANTA RITA RD AT 2929 SALVINO CTRICHMOND, CA 948031961 ROLLACCESSOR MAPBOOK 431 PAGE 10CONTRA COSTA COUNTY, CALIF SITE PLANFeet04080
PROJECT OWNER AND ADDRESSCITY OF RICHMONDSANTA RITA ROAD,RICHMOND, CA 94803PROJECT DESCRIPTIONTHE PROJECT CONSISTS OF INSTALLING A TEMPORARY EMERGENCY SOLDIERPILE RETAINING WALL TO ISOLATE THE LANDSLIDE FROM SANTA RITA ROAD. THEWALL IS TO BE LOCATED IN THE RIGHT OF WAY OF SANTA RITA ROAD. WORK ONTHE PROPERTY OF 2929 SALVINO CT IS LIMITED TO EROSION CONTROL, PLANTINGAND FENCE REPLACEMENT. FUTURE WORK TO STABILIZE LANDSLIDE AND CREEKEROSION IS SHOWN AS AN ADDITIVE ALTERNATE AND MAY BE PERFORMEDUNDER SEPARATE CONTRACT.GOVERNING CODES1.THE WORK SHALL COMPLY WITH THE CURRENTLY ADOPTED SECTIONS OFTHE 2022 CALIFORNIA BUILDING CODE (CBC)2.THE WORK SHALL COMPLY WITH THE CURRENTLY ADOPTED ANDAPPLICABLE CITY OF RICHMOND AND CONTRA COSTA COUNTYREQUIREMENTS.3.CURRENT CALTRANS STANDARD SPECIFICATIONS INDEX OF SHEETS1 COVER PAGE2NOTES AND SPECIFICATION3PILE INSTALLATION PLAN4 SECTIONS5 SECTIONS6 SECTIONS7PROFILE AND TABLE8STRUCTURAL DETAILS9 TIEBACK DETAILS10EROSION CONTROL AND GUARDRAIL DETAILS
SITELOCATIONABBREVIATIONSBMPBEST MANAGEMENT PRACTICECORCITY OF RICHMONDCIDHCAST-IN-DRILLED HOLEEGEXISTING GRADEPTFPRESSURE TREATED FIRH&VHORIZONTAL AND VERTICAL REVIEW FOR CONFORMANCE WITH CITY OF RICHMOND STANDARDSAND SPECIFICATIONS. APPROVAL FOR CONSTRUCTION IS SUBJECTTO THE INFORMATION SHOWN HEREIN. CITY OF RICHMOND ANDTHE UNDERSIGNED ARE NOT RESPONSIBLE FOR ANY ERRORS OROMISSIONS THAT MAY EXIST ON THESE PLANS.APPROVED BY: _____________________________DATE:____________ROBERT ARMIJO, DEPUTY PUBLIC WORKS DIRECTORCITY ENGINEER, CITY OF RICHMOND100% SUBMITTALDATE: 10/12/2023 433
GENERAL NOTES1.DESIGN INTENT: THESE PLANS AND SPECIFICATIONS REPRESENT THE DESIGNINTENT OF QUESTA ENGINEERING CORPORATION (THE ENGINEER), AS APPROVED BYTHE OWNER, CITY OF RICHMOND (COR), CALIFORNIA. THE CONTRACTOR ISRESPONSIBLE FOR ALL ITEMS SHOWN ON THESE PLANS AND SPECIFICATIONS ANDSHALL BE RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS AND ASSOCIATEDRISK AND EXPENSE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ACOPY OF THE APPROVED PLANS AND SPECIFICATIONS AND ANY ADDENDA AT THE JOBSITE AT ALL TIMES. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY COR OF ANYUNFORESEEN CIRCUMSTANCES OR CONDITIONS THAT WOULD ALTER THESE PLANSAND SPECIFICATIONS FOR APPROVAL OF MODIFICATIONS TO THE INTENDED DESIGN.2.A COMPONENT IN ONE CONTRACT PART APPLIES AS IF APPEARING IN EACHPLANS AND SPECIFICATIONS. THE PLANS AND SPECIFICATION PARTS ARECOMPLEMENTARY AND DESCRIBE AND PROVIDE FOR A COMPLETE WORK. IF ADISCREPANCY IS FOUND OR CONFUSION ARISES, REQUEST CORRECTION ORCLARIFICATION IN WRITING. ANY DEVIATION FROM THE APPROVED PLANS ANDSPECIFICATIONS SHALL BE APPROVED BY THE ENGINEER AND ALL CHANGES SHALL BEBY WRITTEN PERMISSION ONLY.3.ALL WORKMANSHIP, MATERIALS, AND CONSTRUCTION SHALL CONFORM TOTHE CONTRACT SPECIFICATION AND THESE PLANS. CONTRACTOR IS RESPONSIBLE TOHAVE AVAILABLE A CURRENT SET OF LISTED STANDARD SPECIFICATIONS ANDSTANDARD PLANS.4.BASE MAP: THE PROPOSED IMPROVEMENTS SHOWN ON THESE DRAWINGS ARESUPERIMPOSED ON AN AERIAL PHOTO BASE MAP. THIS BASE MAP IS NOT COMPILEDFROM A GROUND SURVEY, COR AND ENGINEER SHALL NOT BE HELD LIABLE FORCHANGES, INACCURACIES, OMISSIONS OR OTHER ERRORS ON THESE DOCUMENTS.THE COMPOSITE BASE MAP IS PROVIDED AS AN AID ONLY AND THE CONTRACTORSHALL BE RESPONSIBLE FOR REVIEWING THESE DOCUMENTS ANDINCORPORATING/INTEGRATING ALL CONSTRUCTION AS REQUIRED TOACCOMMODATE THE SAME. NONE OF THE INCLUDED DRAWINGS DEPICT ABOUNDARY SURVEY, AND THE BASE MAP IS ON AN ASSUMED DATUM.5.DISCREPANCIES: CONTRACTOR SHALL VERIFY LOCATIONS, LEVELS, DISTANCES,AND FEATURES THAT MAY AFFECT THE WORK. SHOULD EXISTING CONDITIONS DIFFERFROM THOSE SHOWN OR INDICATED IN THESE PLANS, STANDARD SPECIFICATIONS,AND TECHNICAL SPECIFICATIONS, OR IF IT APPEARS THAT THESE PLANS, STANDARDSPECIFICATIONS, AND TECHNICAL SPECIFICATIONS DO NOT ADEQUATELY DETAIL THEWORK TO BE DONE, CONTRACTOR SHALL NOTIFY THE ENGINEER PRIOR TOCONTINUING WITH ANY RELATED WORK. NO ALLOWANCE WILL BE MADE IN THECONTRACTOR'S BEHALF FOR ANY EXTRA EXPENSE RESULTING FROM FAILURE ORNEGLECT IN DETERMINING THE CONDITIONS UNDER WHICH WORK IS TO BEPERFORMED. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALE.6.UTILITIES: CONTRACTOR SHALL NOTIFY ALL PUBLIC AND PRIVATE UTILITYCOMPANIES IN THE PROJECT AREA A MINIMUM OF THREE (3) WORKING DAYS PRIORTO COMMENCEMENT OF WORK. CONTRACTOR MUST INVESTIGATE AND VERIFY THELOCATION OF ANY EXISTING UTILITIES WITHIN THE PROJECT AREA. IT SHALL BE THERESPONSIBILITY OF THE CONTRACTOR TO IDENTIFY, LOCATE, AND PROTECT ALLUNDERGROUND AND OVERHEAD UTILITIES. ANY UNDERGROUND UTILITIES SHOWNON THE PLANS ARE CONSIDERED TENTATIVE AND APPROXIMATIONS AND THEREFORE,NO WARRANTY EXPRESSED OR IMPLIED IS MADE AS TO THE COMPLETENESS ORCORRECTNESS OF THEIR LOCATION. THE UTILITY COMPANIES ARE THOUGHT TO BEMEMBERS OF THE UNDERGROUND SERVICE ALERT (U.S.A.) ON-CALL PROGRAM. THECONTRACTOR SHALL NOTIFY U.S.A. 72-HOURS IN ADVANCE OF PERFORMINGEXCAVATION WORK AT 811 FROM 7:00 AM TO 5:00 PM, MONDAY THROUGH FRIDAY.EXISTING PUBLIC UTILITIES SHALL BE KEPT IN SERVICE AT ALL TIMES. UTILITIES THATINTERFERE WITH THE WORK TO BE PERFORMED SHALL BE PROTECTED AS REQUIREDBY COR AND ALL OTHER AFFECTED ENTITIES. DAMAGE TO UTILITIES SHALL BEREPAIRED OR REPLACED AT NO ADDITIONAL COST TO THE CITY OF RICHMOND AND TOTHE SATISFACTION OF THE ENGINEER AND OWNER.7.RESOURCE PROTECTION: THE CONTRACTOR IS ADVISED OF THE PRESENCE OFSENSITIVE RESOURCES LOCATED NEAR PROJECT WORK AREAS. ALL CONTRACTORACTIVITIES, INCLUDING, BUT NOT LIMITED TO, CONSTRUCTION ACTIVITIES, VEHICLEMAINTENANCE, AND MATERIALS AND EQUIPMENT STORAGE AND STAGING, MUST BESTRICTLY CONFINED TO THE SANTA RITA ROAD. THE LIMITS OF WORK WILL BECAREFULLY LOCATED IN THE FIELD BY THE CONTRACTOR AND ENGINEER OF RECORD,AND ALL WORK LIMIT AREAS WILL BE PROTECTED BY STRAW WATTLES,CONSTRUCTION BARRIER FENCING, OR SILT FENCING.8.BIOLOGICAL AND CULTURAL RESOURCE MONITOR: THE CITY OF RICHMONDWILL PROVIDE A QUALIFIED BIOLOGICAL/ARCHEOLOGICAL MONITOR IF NECESSARY.9.CONTRACTOR RESPONSIBILITY: BY ENTERING INTO THIS CONTRACT WITH THECITY OF RICHMOND, THE CONTRACTOR AGREES TO HAVING EXAMINED THE SITE,COMPARING THE SITE CONDITIONS WITH THE DRAWINGS AND SPECIFICATIONS ANDHAS CAREFULLY EXAMINED ALL OF THE CONTRACT DOCUMENTS AND IS SATISFIED ASTO THE CONDITIONS UNDER WHICH THE WORK IS TO BE PERFORMED. NO ALLOWANCE SHALL BE MADE SUBSEQUENTLY ON BEHALF OF THE CONTRACTOR DUETO FAILURE TO BE ACQUAINTED WITH THE CONDITIONS OF THE SITE. THECONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION WITH SUBCONTRACTORSAS REQUIRED TO ACCOMPLISH ALL CONSTRUCTION OPERATIONS. CONTRACTOR SHALLPROTECT ALL EXISTING ON-SITE AND OFF-SITE IMPROVEMENTS AGAINST DAMAGERESULTING FROM OPERATIONS. RESPONSIBILITY EXTENDS TO THE CONTRACTOR'SWORKERS, SUBCONTRACTORS AND OTHERS PROVIDING SERVICES. CONTRACTORSHALL REPAIR AND/OR REPLACE DAMAGE AT THEIR OWN EXPENSE AND TO THESATISFACTION OF THE ENGINEER AND THE CITY OF RICHMOND. THE CONTRACTORSHALL DEFEND, INDEMNIFY, AND HOLD THE CITY OF RICHMOND AND THE ENGINEERHARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITHTHE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT FROM LIABILITY ARISINGFROM THE SOLE NEGLIGENCE OF THE CITY OF RICHMOND OR THE ENGINEER. THISREQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMALWORKING HOURS.10.JOB SITE CONDITIONS: CONTRACTOR SHALL ASSUME SOLE AND COMPLETERESPONSIBILITY FOR SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION,INCLUDING THE SAFETY OF ALL PERSONS AND PROPERTY, TRAFFIC CONTROL, ACCESSTO AND FROM ADJOINING DRIVEWAYS AND STREETS, AND ANY LANE CLOSURES.TRASH GENERATED BY THIS WORK (CONSTRUCTION DEBRIS, PAPER, BOTTLES,CIGARETTES, ETC) SHALL BE REMOVED ON A DAILY BASIS. CONTRACTOR SHALLCONTROL DUST AT ALL TIMES WITH WATER.11.SAFETY AND TRAFFIC CONTROL: ALL WORK SHALL BE IN COMPLIANCE WITHAPPLICABLE OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA)STANDARDS AS SET FORTH BY THE FEDERAL DEPARTMENT OF LABOR AND/OR THESTATE OF CALIFORNIA AND COR. ALL TRAFFIC CONTROL SHALL BE IN ACCORDANCEWITH THE LATEST EDITION OF THE CALTRANS MANUAL OF TRAFFIC CONTROLS FORCONSTRUCTION AND MAINTENANCE OF WORK ZONES, CONTRACT DOCUMENTS,THESE PLANS, AND AS DIRECTED BY THE ENGINEER. ALL SIGNS SHALL BEAPPROPRIATELY CONSTRUCTED WITH REFLECTIVE MATERIAL ON A BACKING OF METALOR FABRIC (NO WOOD OR PLASTIC ALLOWED) AND SHALL BE MAINTAINEDTHROUGHOUT CONSTRUCTION TO PROVIDE PROPER VISIBILITY, PER SECTION 12 OFTHE CALTRANS STANDARD SPECIFICATIONS. THE CONTRACTOR SHALL MAINTAINREASONABLE ACCESS TO ALL ROADWAYS DURING CONSTRUCTION12.CONTRACTOR SHALL PROVIDE AND MAINTAIN SUFFICIENT TEMPORARYBARRICADES TO PROVIDE FOR THE SAFETY OF THE STAFF AND THE PUBLIC TO THESATISFACTION OF THE ENGINEER AND THE CITY OF RICHMOND.13.A SET OF SIGNED PLANS AND A SET OF CONTRACT DOCUMENTS WILL BE KEPTAT ALL TIMES AT THE JOB SITE ON WHICH ALL CHANGES OR VARIATIONS IN THEWORK, INCLUDING ALL EXISTING UTILITIES, ARE TO BE RECORDED AND/ORCORRECTED DAILY AND SUBMITTED TO THE ENGINEER WHEN THE WORK TO BE DONEIS COMPLETED.14.ALL MATERIALS SHALL BE NEW AND SHALL BE FURNISHED AND INSTALLED BYTHE CONTRACTOR UNLESS OTHERWISE NOTED.15.THE CONTRACTOR SHALL INVESTIGATE THE SITE AND BE AWARE OF ANYLIMITED OVERHEAD CLEARANCES.16.TRENCH EXCAVATIONS OVER FIVE FEET (5') DEEP REQUIRE AN EXCAVATIONPERMIT FROM THE STATE DEPARTMENT OF INDUSTRIAL SAFETY.17.NOTICE TO CONTRACTORS: THE EXISTENCE AND LOCATION OF ANYUNDERGROUND UTILITY LINES OR STRUCTURES SHOWN ON THESE PLANS WEREOBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGETHERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THECONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECTTHE UTILITY LINES SHOWN AND ANY OTHER LINES NOT SHOWN ON THESE PLANS.18.CONTRACTOR SHALL BE HELD RESPONSIBLE FOR ANY AND ALL DAMAGES TOEXISTING STRUCTURES AND UTILITIES DURING CONSTRUCTION.19.EXISTING VEGETATION SHALL BE REMOVED ONLY AS DIRECTED BY THEENGINEER AND SHOWN ON THE PLANS.20.THE CONTRACTOR SHALL BE RESPONSIBLE FOR LAWFUL OFF-SITE DISPOSAL OFALL BITUMINOUS PAVEMENT, CONCRETE AND REINFORCEMENT, AND SPOILS NOTNEEDED FOR BACKFILL AS REQUIRED BY THE ENGINEER AND CITY OF RICHMOND.21.CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTING STORM WATER BMP's ANDMAINTAINING THEM DURING CONSTRUCTION AS REQUIRED.22.THE CONTRACTOR SHALL ADHERE TO ALL TERMS OF THE PERMITS FOR THISPROJECT THAT APPLY TO CONSTRUCTION WITH SENSITIVE HABITATS.23.CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ALL EXISTINGMONUMENTS AND OTHER SURVEY MARKERS. MONUMENTS AND SURVEY MARKERS DESTROYED DURING CONSTRUCTION SHALL BE REPLACED AND A CORNER RECORDFILED WITH THE COUNTY SURVEYOR'S OFFICE AT THE CONTRACTOR'S EXPENSE.24.THE CONTRACTOR SHALL KEEP A REDLINED SET OF ALL CHANGES, EXCEPTIONS,OR MODIFICATIONS MADE TO THE PLANS & SHALL FURNISH A PDF SET OF MARK UPSTO THE ENGINEER UPON COMPLETION OF WORK FOR THE PREPARATION OF RECORDDRAWINGS TO ALL AGENCIES INVOLVED.25.PROVIDE EROSION CONTROL AND HYDROSEED ACCORDING TO THE PLAN.26.THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR ANY FIELD CHANGESMADE WITH WRITTEN AUTHORIZATION FROM THE CITY ENGINEER.27.CONTRACTOR SHALL PROVIDE ADEQUATE TRAFFIC CONTROLS AND SHALLSUBMIT A TRAFFIC CONTROL PLAN.28.ALL EXISTING UTILITY AND PRIVATE IMPROVEMENT THAT BECOME DAMAGEDDURING CONSTRUCTION SHALL BE COMPLETELY RESTORED TO THE SATISFACTION OFTHE CITY ENGINEER, AT CONTRACTOR'S SOLE EXPENSE.29.THE CONTRACTORS AGREES THAT, IN ACCORDANCE WITH GENERALLYACCEPTED CONSTRUCTION PRACTICES, THE CONTRACTOR WILL BE REQUIRED TOASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURINGTHE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALLPERSONS AND PROERTY AND THIS REQUIREMENT SHALL BE MADE TO APPLYCONTINUOUSLY AND NOT JUST DURING NORMAL WORKING HOURS.STRUCTURAL STEEL NOTES1.STRUCTURAL STEEL BEAMS SHALL BE 50-KSI STEEL.2.FABRICATION AND ERECTION SHALL COMPLY WITH SECTION 49-2.03"STRUCTURAL SHAPE STEEL PILING"/ THE STEEL SOLIDER piles SHALL BE ASTMA572/A572M,ASTM A709/A709M, OR ASTM A992/A992M. THE LENGTH AND SIZE OFTHE STEEL SOLIDER PILES SHALL BE AS SHOWN ON PLANS.3.WELDING SHALL CONFORM TO THE LATEST REVISIONS OF AWS D1.1 AND BEPERFORMED BY A CERTIFIED WELDER.4.SHOP DRAWINGS, IF REQUIRED, SHALL BE SUBMITTED BY THE CONTRACTOR TOTHE ENGINEER FOR APPROVAL AT LEAST 14 DAYS PRIOR TO INSTALLATION.5.I-BEAM COATING-PROTECTIVE COATING FOR STEEL. PROTECTIVE COATING FOREXPOSED STEEL SHALL BE 2 COATS OF BLACK COAL TAR EPOXY, KOOPERS BITUMASTICNO. 3000-M, AMERICOAT 78 HB, OR EQUIVALENT APPROVED BY THE ENGINEER.CONCRETE PLACEMENT AND STRENGTH1.CONCRETE STRENGTH SHALL BE A MINIMUM OF 4,000 PSI.2.PUMPED CONCRETE MAY BE USED AT THE CONTRACTOR'S OPTION. THEMAXIMUM AGGREGATE SIZE SHALL BE ¾” AND SLUMP RANGE FROM 4 TO 6 INCHES.3.CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL SO AS TOCAUSE SEGREGATION OF AGGREGATES. USE OF HOPPER, CHUTES, OR TRUNKS OFVARYING LENGTHS SO THAT UNCONFINED FALL OF CONCRETE DOES NOT EXCEED 4FEET. MECHANICAL VIBRATION FOR PROPER CONSOLIDATION IS REQUIRED.4.CONCRETE MUST COMPLY WITH THE TESTING AND CORRESPONDINGSPECIFCATION IN SECTION 90 "CONCRETE" OF THE Caltrans STANDARDSPECIFICATIONS. THE CONCRETE MUST HAVE A QUALITY OF WORKABILITY SUITABLEFOR UNIFORM AND PROPER PLACEMENT, AND WHEN CURED MUST HAVE THEREQUIRED STRENGTH AND DURABILITY.DRILLED PIER NOTES1.DRILLED PIERS SHALL BE INSTALLED AT THE LOCATIONS SHOWN ON THE PLANS.CONTRACTOR TO STAKE PIER LOCATIONS IN THE FIELD AND CONFIRM WITH ENGINEERAND COR.A. IF REQUIRED, HOLES SHALL BE CASED TO PREVENT CAVING DURING DRILLING.CASING SHALL BE RETRACTED AS CONCRETE IS PLACED.B.PIERS SHALL BE DRILLED STRAIGHT AND PLUM (WITHIN 1% OF VERTICAL) ANDSHOULD BE CLEANED OF LOOSE SOIL AND ROCK FRAGMENTS.2.CONCRETE PLACEMENT SHOULD START AS SOON AS POSSIBLE AFTERDRILLING AND CLEANOUT IS COMPLETE. CONCRETE STRENGTH STRENGTH SHALL BE AMINIMUM OF 4,000 PSI AT 28 DAYS.3.IF WATER IS PRESENT IN THE HOLES, TREMIE PIPE SHALL BE MAINTAINEDAT LEAST 5 FEET BELOW THE SURFACE OF THE CONCRETE DURING CASTING OF THEPIER.
SPECIAL INSPECTION NOTES1.INSPECTION OF THE VERTICAL PIER HOLE DRILLING ARE REQUIRED TO BEPERFORMED BY THE SOIL ENGINEERING FIRM.2.SCOPE OF INSPECTION INCLUDES:A. INSPECT PIER HOLE DEPTHB. LOG THE CUTTINGS OF AT LEAST 2 OF THE PIER HOLESC. SAMPLE AND TEST CONCRETE DURING CONSTRUCTION AND PERFORMLABORATORY STRENGTH TESTING PER CALTRANS SECTION 90SAFETY NOTES1.THE CONTRACTOR SHALL NOTIFY UNDERGROUND SERVICE ALERT (USA) AMINIMUM OF 2 WORKING DAYS PRIOR TO ANY DIGGING. CALL 1-800-642-24442.THE CONTRACTOR SHALL COMPLY WITH ALL STATE, COUNTY, AND CITY LAWSAND ORDINANCES, AND REGULATIONS OF THE DEPARTMENT OF INDUSTRIALRELATIONS, O.S.H.A., AND INDUSTRIAL ACCIDENT COMMISSION RELATING TO THESAFETY AND CHARACTER OF WORK EQUIPMENT AND LABOR PERSONNEL.3.CONTRACTOR SHALL DOCUMENT AND CONDUCT REGULAR SAFETY MEETINGSWITH ITS EMPLOYEES.4.CONTRACTOR EMPLOYEES ARE TO WEAR ALL REQUIRED PERSONAL PROTECTIVEEQUIPMENT.5.THE CONTRACTOR SHALL ISOLATE THE WORK AREA FROM THE PUBLIC ANDSHALL PROVIDE PROTECTIVE FENCING AND/OR BARRIERS. IT SHALL BE THECONTRACTOR'S RESPONSIBILITY TO KEEP THE WORK SITE SAFE AT ALL TIMES NOT JUSTLIMITED TO THE WORK HOURS.6.THE CONTRACTOR SHALL BE RESPONSIBLE FOR KEEPING ALL PUBLICRIGHTS-OF-WAY AND OFF-SITE AREAS FROM ALL DIRT, MUD, DUST, AND DEBRIS ATALL TIMES.7.THE CONTRACTOR SHALL PREVENT THE FORMATION OF ANY AIRBORNENUISSANCE BY WATERING DOWN AND/OR TREATING THE SITE OF THE WORK IN SUCHA MANNER THAT WILL CONFINE DUST PARTICLES TO THE IMMEDIATE WORK AREA. INADDITION, THE NOISE LEVEL OF OPERATION SHALL BE KEPT TO A MINIMUM AS PERTHE CITY OF RICHMOND.8.WORK SHALL BE SUSPENDED, IF IN THE OPINION OF THE CITY, THE DUSTCONTROL MEASURES ARE NOT ADEQUATE.9.SANITARY FACILITIES SHALL BE MAINTAINED ON THE SITE FOR THE DURATIONOF THE PROJECT.
Rev:Sht:Date:By: Drawn:Design:Appr'd:Checked:Description:App'd: Scale:FIGURE:Date:SizeDProjectOFCITY ENGINEERCITY OF RICHMOND APPROVALRCE N0.EXP DATEDATEUESTAP.O. Box 70356 1220 Brickyard Cove Road Point Richmond, CA 94807UESTAENGINEERING CORP.Environmental& Water ResourcesCivil(510) 236-6114FAX (510) [email protected]/18/2023RESPOND TO COMMENT29/22/2023RESPOND TO COMMENT310/12/2023100% SUBMISSIONEMERGENCY STITCH/ SOLDIER PILE WALLNOTES AND SPECIFICATION----RICHMOND, CALIFORNIA2200159AS NOTED10/12/2023102CNKTWHCNSANTA RITA ROAD AT2929 SALVINO CTRICHMOND, CALIFORNIA TIMBER LAGGING NOTESTHE WOOD LAGGING MUST COMPLY WITH CALTRANS SECTION 57 “WOODAND PLASTIC LUMBER STRUCTURES.” WOOD LAGGING SHALL BE DOUGLASFIR NO. 1 OR BETTER. THE LAGGING SHALL BE PRESSURE TREATED INACCORDANCE WITH AWPA SPECIFICATIONS P-5 USING ACZA WITH A NETRETENTION OF AT LEAST 0.6 POUNDS PER CUBIC FOOT. LAGGING LENGTHTO BE APPROXIMATELY 5' OR AS NEEDED TO FIT PILE SPACINGLAGGING SIZE SHALL BE AS FOLLOWS:0 - 5' BELOW TOP OF WALL: 3X5' - 14' BELOW TOP OF WALL: 4X14' - 18' BELOW TOP OF WALL: 6XLIMITATION NOTES1.OUR SERVICES CONSIST OF PROFESSIONAL DESIGNS, OPINIONS ANDRECOMMENDATIONS MADE IN ACCORDANCE WITH GENERALLY ACCEPTEDENGINEERING GEOLOGY, GEOTECHNICAL, AND CIVIL ENGINEERING PRINCIPLES ANDPRACTICES. NO WARRANTY, EXPRESSED OR IMPLIED, OR MERCHANTABILITY OFFITNESS IS MADE OR INTENDED IN CONNECTION WITH OUR WORK FORCONSULTING OR OTHER SERVICES, OR BY THE FURNISHING OF ORAL OR WRITTENREPORTS OR FINDINGS.2.ANY ENGINEERING DESIGN NOTES AND SPECIFICATIONS PRESENTED IN THISPLAN SET ARE CONTINGENT UPON OUR FIRM BEING CONSULTED WHEN ANYQUESTIONS ARISE WITH REGARD TO THE NOTES AND SPECIFICATIONS CONTAINEDHEREIN, AND TO PROVIDE TESTING AND INSPECTION SERVICES FOR CONSTRUCTIONOPERATIONS. UNANTICIPATED SOIL AND GEOLOGIC CONDITIONS ARE COMMONLYENCOUNTERED DURING CONSTRUCTION, WHICH CANNOT BE FULLY DETERMINEDFROM EXISTING ESPOSURES OR BY LIMITED SUBSURFACE INVESTIGATION. SUCHCONDITIONS MAY REQUIRE ADDITIONAL EXPENDITURES DURING CONTRUCTION TOA OBTAIN PROPERLY CONSTRUCTED PROJECT. 434
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PROPERTY LINE
SANTA RITA RD
SALVINO CT
1+001+051+101+151+201+251+301+351+401+451+501+551+601+651+701+751+801+85 2929 SALVINO CT.
4889 SANTA RITA RD
±28'
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Rev:Sht:Date:By: Drawn:Design:Appr'd:Checked:Description:App'd: Scale:FIGURE:Date:SizeDProjectOFCITY ENGINEERCITY OF RICHMOND APPROVALRCE N0.EXP DATEDATEUESTAP.O. Box 70356 1220 Brickyard Cove Road Point Richmond, CA 94807UESTAENGINEERING CORP.Environmental& Water ResourcesCivil(510) 236-6114FAX (510) [email protected]/18/2023RESPOND TO COMMENT29/22/2023RESPOND TO COMMENT310/12/2023100% SUBMISSIONEMERGENCY STITCH/ SOLDIER PILE WALLPILE INSTALLATION PLAN----RICHMOND, CALIFORNIA2200159AS NOTED10/12/2023103CNKTWHCNSANTA RITA ROAD AT2929 SALVINO CTRICHMOND, CALIFORNIA SOLDIER PILE WALL INSTALLATION PLANSCALE: 1"=10'REMOVE VEGETATION AS NEEDEDFOR SOLDIER PILE WALLCONSTRUCTION. PROTECT INPLACE TREE IF POSSIBLE.
Feet02040SCALE: 1"=10'
PLAN NOTES1.VEGETATION PILE TO REMAIN COVER WITHTARP.2.EXISTING TARPS AND SAND BAGS TO BESALVAGED AND REUSED BY CONTRACTOR.3.CONTRACTOR TO REMOVE TREE STUMP ANDROOTS COMPLETELY FOR SOLDIER PILE WALLINSTALLATION.4.JOIN (N) CHAIN LINK FENCE TO (E) WOODFENCE AT (N) POST, TYP. AT TWO LOCATIONS5.INSTALL BLANKET AND HYDROSEEDING ATDISTURBED SOIL AREA PER SPECIFICATIONSAND SPECIAL PROVISIONS. INSTALL TARP ANDSAND BAGS ON THE SIDE WALLS OF THESCOUR PER SPECIFICATIONS AND SPECIALPROVISIONS.6.ADDITIVE ALTERNATE ROCK BANKPROTECTION.7.ADDITIVE ALTERNATE WILLOW BAFFLE101553 GENERAL NOTES1.CONTRACTOR TO FIELD VERIFY DIMENSIONS,ELEVATIONS, AND LOCATION OF ALLEXISTING STRUCTURES, IMPROVEMENT ANDUNDERGROUND UTILITY LINES. EXISTINGUNDERGROUND AND AERIAL UTILITY ARENOT SHOWN ON THE PLANS. IT ISCONTRACTOR'S RESPONSIBILITY TO LOCATEEXISTING UTILITY PRIOR TO THE START OFCONSTRUCTION.2.CONTRACTOR SHALL REPLACE AND REPAIRANY DAMAGE TO THE EXISTING UTILITY LINESAT THE SOLE EXPENSE OF THECONTRACTOR.3.CONTRACTOR SHALL HIRE A CALIFORNIALICENSED LAND SURVEYOR TO SURVEYMONUMENTS PRIOR TO START OF THECONSTRUCTION AND END OFCONSTRUCTION. IN ANY EVENT IF THEMONUMENT BECOMES DAMAGED ORDISPLACED, IT IS THE CONTRACTOR'SRESPONSIBILITY TO REPAIR THE SURVEYMONUMENT PER CITY STANDARD DETAIL ATTHE SOLE EXPENSE OF THE CONTRACTOR. 3 87.5' LF SOLDIER PILE WALLWITH 30" DIA. PIERS @ 5' ONCENTER PER DETAIL(E) MANHOLE @STA 1+17, OFFSET 16.5', RIGHT81BEGIN CHAIN LINKFENCE @ EXISTINGWOOD FRAME NEW CHAINLINK FENCEPER DETAIL (117' LF)84
GUARDRAIL (67' LF)103EXISTING FENCE6.
7. 4.3.1.2.
12' WIDE ACCESS GATELEGENDROCK REVETMENTWILLOW TRENCH/PLANTINGGUARD RAILFENCESOLDIER PILE WALLPARCEL LINESRETAINING WALL BACKDRAIN4" PERFORATED PIPE(PVC SCHEDULE 40 /SDR35)BACKDRAIN OUTLETSOLID PIPE (6" HDPE)DRAINAGE DITCH(E) 6" WCWD SANITARY SEWER(E) EBMUD 8" ABESTO CEMENTSEWER XX
3 3
SS
CONTRACTOR TO CCTVSANITARY SEWER BEFOREAND AFTER CONSTRUCTION
OUTLET ATROCK RIPRAP
435
1+05
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40-50
1+10
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40-501+15
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40-50
1+20
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40-50
1+25
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40
1+00
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40-50
SS
SS
SS
SS
SS
SS
WL
WL
WL
WL
WL
WL
Rev:Sht:Date:By: Drawn:Design:Appr'd:Checked:Description:App'd: Scale:FIGURE:Date:SizeDProjectOFCITY ENGINEERCITY OF RICHMOND APPROVALRCE N0.EXP DATEDATEUESTAP.O. Box 70356 1220 Brickyard Cove Road Point Richmond, CA 94807UESTAENGINEERING CORP.Environmental& Water ResourcesCivil(510) 236-6114FAX (510) [email protected]/18/2023RESPOND TO COMMENT29/22/2023RESPOND TO COMMENT310/12/2023100% SUBMISSIONEMERGENCY STITCH/ SOLDIER PILE WALLSECTIONS----RICHMOND, CALIFORNIA2200159AS NOTED10/12/2023104CNKTWHCNSANTA RITA ROAD AT2929 SALVINO CTRICHMOND, CALIFORNIAH&V SCALE: 1"=10' 3 LEGENDPILETIEBACKCHAINLINK FENCEGUARDRAILCURBPROPOSED GRADEEXISTING GRADE6" WCWD SANITARY SEWER SSEBMUD 8" ABESTSTO CEMENT WATERLINE WLFeet02040 436
1+30
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40-50
1+35
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40-50
1+40
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40-50-601+45
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40-50
1+50
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40-50
1+55
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40-50-60
SS
SS
SS
SS
SS
SS
WL
WL
WL
WL
WL
WL
Rev:Sht:Date:By: Drawn:Design:Appr'd:Checked:Description:App'd: Scale:FIGURE:Date:SizeDProjectOFCITY ENGINEERCITY OF RICHMOND APPROVALRCE N0.EXP DATEDATEUESTAP.O. Box 70356 1220 Brickyard Cove Road Point Richmond, CA 94807UESTAENGINEERING CORP.Environmental& Water ResourcesCivil(510) 236-6114FAX (510) [email protected]/18/2023RESPOND TO COMMENT29/22/2023RESPOND TO COMMENT310/12/2023100% SUBMISSIONEMERGENCY STITCH/ SOLDIER PILE WALLSECTIONS----RICHMOND, CALIFORNIA2200159AS NOTED10/12/2023105CNKTWHCNSANTA RITA ROAD AT2929 SALVINO CTRICHMOND, CALIFORNIAH&V SCALE: 1"=10' 3LEGENDPILETIEBACKCHAINLINK FENCEGUARDRAILCURBPROPOSED GRADEEXISTING GRADE6" WCWD SANITARY SEWER SSEBMUD 8" ABESTSTO CEMENT WATERLINE WLFeet02040 437
1+60
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40-50
1+65
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40-50
1+70
110115120125130135140145150155160165170175180185
0102030400-10-20-30-401+75
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40
1+80
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40
1+85
110115120125130135140145150155160165170175180185
0102030400-10-20-30-40
SS
SS
WL
WL
SS
SS
Rev:Sht:Date:By: Drawn:Design:Appr'd:Checked:Description:App'd: Scale:FIGURE:Date:SizeDProjectOFCITY ENGINEERCITY OF RICHMOND APPROVALRCE N0.EXP DATEDATEUESTAP.O. Box 70356 1220 Brickyard Cove Road Point Richmond, CA 94807UESTAENGINEERING CORP.Environmental& Water ResourcesCivil(510) 236-6114FAX (510) [email protected]/18/2023RESPOND TO COMMENT29/22/2023RESPOND TO COMMENT310/12/2023100% SUBMISSIONEMERGENCY STITCH/ SOLDIER PILE WALLSECTIONS----RICHMOND, CALIFORNIA2200159AS NOTED10/12/2023106CNKTWHCNSANTA RITA ROAD AT2929 SALVINO CTRICHMOND, CALIFORNIAH&V SCALE: 1"=10' 3LEGENDPILETIEBACKCHAINLINK FENCEGUARDRAILCURBPROPOSED GRADEEXISTING GRADE6" WCWD SANITARY SEWER SSEBMUD 8" ABESTSTO CEMENT WATERLINE WLFeet02040 438
WALL CENTER LINE PROFILE
110115120125130135140145150155160165170175180
110115120125130135140145150155160165170175180
1+001+051+101+151+201+251+301+351+401+451+501+551+601+651+701+751+801+851+90 Rev:Sht:Date:By: Drawn:Design:Appr'd:Checked:Description:App'd: Scale:FIGURE:Date:SizeDProjectOFCITY ENGINEERCITY OF RICHMOND APPROVALRCE N0.EXP DATEDATEUESTAP.O. Box 70356 1220 Brickyard Cove Road Point Richmond, CA 94807UESTAENGINEERING CORP.Environmental& Water ResourcesCivil(510) 236-6114FAX (510) [email protected]/18/2023RESPOND TO COMMENT29/22/2023RESPOND TO COMMENT310/12/2023100% SUBMISSIONEMERGENCY STITCH/ SOLDIER PILE WALLPROFILE AND TABLE----RICHMOND, CALIFORNIA2200159AS NOTED10/12/2023107CNKTWHCNSANTA RITA ROAD AT2929 SALVINO CTRICHMOND, CALIFORNIA
PIER/PILE TABLE
PILE #STAPILE/WALLTOPWALLBOTTOMAFTER PIERPILE TIPPILELENGTH(FT)PILE TYPEWALLHEIGHT (FT)PIER TYPEUPPERTIEBACKLOWERTIEBACKUNBONDEDLENGTHBOUNDEDLENGTHTOTALLENGTHTIEBACKANGLEP11+001771771270NANANANANANAP21+051761761260NANANANANANAP31+101761741262NANANANANANAP41+151751701255NANANANANANAP51+2017516512510NANANANANANAP61+25175160125156126404622.5P71+30175155125206126404622.5P81+35175153125226126404622.5P91+40175153125226126404622.5P101+45173150123236126404622.5P111+50173150123236126404622.5P121+55173150123236126404622.5P131+60172152122206126404622.5P141+65172152122206126404622.5P151+70172152122206126404622.5P161+75170152120186126404622.5P171+80167152117156126404622.5P181+85164NA114NA6126404622.5 50 FTW18X11930" Ø CIDH
WALL CENTER LINE PROFILEH&V SCALE: 1"=5'
3 PROPOSED GRADEEXISTING GRADELEGENDFeet01020
439
CURBGUTTERSANTA RITA RDROADPROVIDE 6' FENCE OR EQUIVALENT FORFALL PREVENTION (SEE DETAIL 4) W18X11930" ØCIDH
ELEVATION VIEW
WIDE FLANGE STEELPILE, ENCASED IN4,000 PSI CONCRETE,TYP.
GUARDRAIL (SEE SHEET 5 DETAIL 3)
34" CRUSHED ROCKWITH FILTER FABRIC (MIRAFI 140N)12" MIN. COVER TOP SOIL ORNATIVE SOIL WITH 2% MAX SLOPE18" MIN. BSNK WITH 2% SLOPEAWAY FROM WALLVARIES 23' MAXIMUMWALL HEIGHTPILE DEPTH ±10'CL PILEPL
4" PERFORATED PIPE (PVCSCHEDULE 40 / SDR 35) HOLES DOWNCONNECT TO SOLID 6" HDPE ASSHOWN ON PLANEXTEND LAGGING 0.5" MIN ABOVETOP OF I-BEAMDRAINAGE DITCHNOTE:THE WOOD LAGGING MUST COMPLY WITH SECTION 57 “WOOD AND PLASTIC LUMBER STRUCTURES.” WOODLAGGING SHALL BE DOUGLAS FIR NO. 1 OR BETTER. THE LAGGING SHALL BE PRESSURE TREATED INACCORDANCE WITH AWPA SPECIFICATIONS P-5 USING ACZA WITH A NET RETENTION OF AT LEAST 0.6 POUNDSPER CUBIC FOOT. LAGGING LENGTH TO BE APPROXIMATELY 5' OR AS NEEDED TO FIT PILE SPACINGLAGGING SIZE SHALL BE AS FOLLOWS:0 - 5' BELOW TOP OF WALL: 3X5' - 14' BELOW TOP OF WALL: 4X14' - 18' BELOW TOP OF WALL: 6X Rev:Sht:Date:By: Drawn:Design:Appr'd:Checked:Description:App'd: Scale:FIGURE:Date:SizeDProjectOFCITY ENGINEERCITY OF RICHMOND APPROVALRCE N0.EXP DATEDATEUESTAP.O. Box 70356 1220 Brickyard Cove Road Point Richmond, CA 94807UESTAENGINEERING CORP.Environmental& Water ResourcesCivil(510) 236-6114FAX (510) [email protected]/18/2023RESPOND TO COMMENT29/22/2023RESPOND TO COMMENT310/12/2023100% SUBMISSIONEMERGENCY STITCH/ SOLDIER PILE WALLSTRUCTURAL DETAILS----RICHMOND, CALIFORNIA2200159AS NOTED10/12/2023108CNKTWHCNSANTA RITA ROAD AT2929 SALVINO CTRICHMOND, CALIFORNIA NOT TO SCALESOLDIER PILE DETAILS1
FACING CLASS ROCKAT ENDS OF WALLS.METHOD A PLACEMENTFINISH GRADEOF SLOPE 60"
NOT TO SCALETIMBER LAGGING DETAIL2
STEEL PILEENCASED INCONCRETE(SEE DETAIL 1)
NOT TO SCALERETAINING WALL BACK DRAIN3MIRAFI 140N FILTERFABRIC SURROUNDINGDRAIN ROCKWOOD LAGGING BOARDWITH REDWOOD WOODWEDGE (TYP.)14" GAP FOR DRAININGWATER FLOWDIRECTION NOT TO SCALECHAIN LINK FENCE4
34" PERMEABLE DRAINROCKS
PTF LAGGING WITH 14" GAPSFOR DRAINAGEFINISH GRADE OF TOP WALL 6'3'12"
PTF LAGGINGAGAINST OUTERFLANGE34" CRUSHED DRAINROCK; 12" WIDEMIRAFI 140N FILTERFABRIC SURROUNDINGDRAIN ROCKSTEEL PILE MAINTAINMIN 3" CLEAR
PILE PLAN VIEW 1A
PILE PLAN VIEW 1B20"INSTALL PRESSURETREATED BLOCKS ASNEEDED 12"
3 440
Rev:Sht:Date:By: Drawn:Design:Appr'd:Checked:Description:App'd: Scale:FIGURE:Date:SizeDProjectOFCITY ENGINEERCITY OF RICHMOND APPROVALRCE N0.EXP DATEDATEUESTAP.O. Box 70356 1220 Brickyard Cove Road Point Richmond, CA 94807UESTAENGINEERING CORP.Environmental& Water ResourcesCivil(510) 236-6114FAX (510) [email protected]/18/2023RESPOND TO COMMENT29/22/2023RESPOND TO COMMENT310/12/2023100% SUBMISSIONEMERGENCY STITCH/ SOLDIER PILE WALLTIEBACK DETAILS----RICHMOND, CALIFORNIA2200159AS NOTED10/12/2023109CNKTWHCNSANTA RITA ROAD AT2929 SALVINO CTRICHMOND, CALIFORNIA NOT TO SCALETIEBACK STRAND ASSEMBLY2
NOT TO SCALETIEBACK SCHEMATIC13
441
Rev:Sht:Date:By: Drawn:Design:Appr'd:Checked:Description:App'd: Scale:FIGURE:Date:SizeDProjectOFCITY ENGINEERCITY OF RICHMOND APPROVALRCE N0.EXP DATEDATEUESTAP.O. Box 70356 1220 Brickyard Cove Road Point Richmond, CA 94807UESTAENGINEERING CORP.Environmental& Water ResourcesCivil(510) 236-6114FAX (510) [email protected]/18/2023RESPOND TO COMMENT29/22/2023RESPOND TO COMMENT310/12/2023100% SUBMISSIONEMERGENCY STITCH/ SOLDIER PILE WALLEROSION CONTROL AND GUARDRAIL DETAILS----RICHMOND, CALIFORNIA2200159AS NOTED10/12/20231010CNKTWHCNSANTA RITA ROAD AT2929 SALVINO CTRICHMOND, CALIFORNIA NOT TO SCALEWILLOW BAFFLE/TRENCH1
NATIVESOIL
WILLOWMIN. 1" ØSECTION VIEWPLAN VIEWBACKFILL NATIVEFINE GRAINED SOIL WILLOW AROUND NATIVE SOILGEOMETRY LAYOUT3 FT ON CENTERSTRIP OFF ALL LEAVESAT INSTALLATION DISTURBED AREA TREATMENT NOTES:1.DISTURBED SURFACE TREATMENT OCCUR SEP 1 - OCT 152.REMOVE TARP SURFACE3.HYDROSEED ALL DISTURBED SURFACE4.INSTALL EROSION CONTROL BLANKET OVER HYDROSEEDED AREA5.INSTALL WILLOW BAFFLE PER DETAIL ALONG TOE OF LAND SLIDEDIRECTION OF FLOW 3' (1m)6' (2m)MATS/BLANKETS SHOULDBE INSTALLED VERTICALLYDOWNSLOPE.SLOPE3' (1m)1 1/2"STAPLESBERM
TAMP SOIL OVER MAT/BLANKET
4' (1.2m)12" (300mm)
12"(300mm)6" (150mm)MIN. 4"(100mm)OVERLAP12"(40mm)
EROSION CONRTOL BLANKETS NOTES:1.EROSION CONTROL BLANKETS/MATS SHALL BE BIODEGRADABLEUSE BIONET C125BN LONG-TERM BIODEGRADABLE, DOUBLE-NET COCONUTBLANKET OR APPROVED EQUAL2.SLOPE SURFACE SHALL BE FREE OF ROCKS, CLODS, STICKS AND GRASS.3.MATS/ BLANKETS SHALL HAVE GOOD SOIL CONTACT.4.LAY BLANKETS LOOSELY AND STAKE OR STAPLE TO MAINTAIN DIRECTCONTACT WITH THE SOIL. DO NOT STRETCH.
NOT TO SCALEEROSION CONTROL BLANKET2
NOT TO SCALECALTRANS A77L2 GUARDRAIL3
NOT TO SCALEROCK BANK5
WILLOW STAKEROCK BANKPROTECTION1 TON -1/4 TONROCK MIX
1"X1"X18" STAKES 3' ONCENTER IN 4" TRENCHNOTE:1. PLACE THE LOOSE EDGE OF THE STRAW WATTLES INTO A 4-INCH DEEPTRENCH AND SECURE WITH A SINGLE ROW OF STAPLES INSTALLED ON12-INCH CENTERS. THEN PROCEED TO POSITION THE STRAW WATTLESINTO THE TRENCH ADJACENT TO THE SIDEWALK/BACK OF CURB/BACK OFV-DITCH.2.DRIVE WOODEN 18-INCH STAKES THROUGH THE WATTLE ONAPPROXIMATELY 3-FOOT CENTERS TO SECURE IN PLACE. CONSTRUCTIONOF THE TRENCH AND PROPER STAPLE PLACEMENT IS NECESSARY TOPREVENT WATER AND SEDIMENT FROM FLOWING DIRECTLY UNDER THESEDIMENT CONTROL WATTLE. WITH THIS TYPE OF INSTALLATION, WATERWILL ACCUMULATE BEHIND THE WATTLE, ALLOWING SEDIMENT LADENWATER TO BE FILTERED THROUGH THE ROLL WHILE DEPOSITION OFSEDIMENT OCCURS BEHIND THE WATTLE. 3"-5" DEPTH8" DIA. STRAW ROLL EROSION CONTROL FABRIC
NOT TO SCALESTRAW WATTLES4
APPROXIMATETOP OF BANK OFCHANNELAPPROXIMATELIMIT OF CREEKCHANNEL10'6'6' 442
D
APPENDIX E – GEOTECHNICAL REPORT1
1 Addendum #1
443
444
May 30, 2023
Daniel Chavarria
Public Works Director
City of Richmond Public Works
450 Civic Center Plaza
Richmond, CA 94804
ENGINEER.ING COR.P.
Civil,
Environmental
Et Water
Resources
Subject: Geotechnical Evaluation, Soldier Pile Stitch Wall Design for Protection of Santa Rita Road adjacent to Landslide on Private Property (2929 Salvino Court), Richmond, California .
Dear Mr. Chavarria:
This letter presents results of our Geotechnical Evaluation for construction of a Soldier Pile Wall at Santa Rita Road adjacent to 2929 Salvino Court, in the El Sobrante area of Richmond, California.
Questa has been performing monitoring of the landslide activity for the City of Richmond Public Works Division since February 1, 2023. During the winter and spring storms of 2023, a small bank failure area along Wilkie Creek has expanded to include a large portion of the property at 2929 · Salvino Court and adjacent properties, including City property located along Santa Rita Road (Photographs 1 to 8). The landslide area is currently covered in plastic sheeting to protect it from the direct affects of rainfall and to minimize the amount of infiltration into the landslide deposit (Photographs 9 to 17). The expanded slope failure area is currently threatening to extend into Santa Rita Road (Photographs 13 and 16).
GEOTECHNICAL EVALUATION
Questa performed a geotechnical evaluation including the completion of five Triggs Dynamic Cone Penetrometer test holes to evaluate the strength of the materials present in the landslide area. Two of the holes, T-1 and T-4, were completed in the area of the proposed Soldier Pile Stitch Wall adjacent to Santa Rita Road as shown on Figure 1. Three additional holes were completed in the slide deposit area including two at the toe near the Creek (T-2 and T-3) and one (T-5) in the deep pit below the main failure area. Samples of the soils were also collected in order to pe1form physical properties testing the materials.
Dynamic Cone Penetrometer Test Holes
We perf01med the subsurface investigation for th~ proposed Soldier Pile Stitch Wall by completi01.Yof five Dynan1ic Cone Penetrometer (DCP) holes Ujing the Triggs Wildcat system. The, Triggs W'ild~at utilizes a 35-pound hammer to drive a 1.4 inch diameter cone tip connected by steel rods. No drilling is pe1formed during the testing. The Triggs Wilde.at DCP data is in blows per 4 inches (10 cm), which is equivalent to the Standard Penetration Test which utilizes a 140-pound han1mer dropped from 30 inches and provides blow counts per 12 inches, which is known as the N-value. The N-value. is Box 70356, 1220 Brickyard Cove Rd. Suite 206 Pt. Richmond, CA 94807 T: 510/236.6114 F: 510/236.2423 E: [email protected] 445
May 30, 2023
Geotechnical Evaluation
indicative of the strength of the material being pe netrated. The DCP test results are converted to equivalent N’ values for purposes of geotechnical analysis.
The location of the DCP holes are shown on Figure 1 . The DCP logs are presented as Figures 2, 3, 4, 5 and 6. T-1 ( Figure 2) and T-4 (Figure 5) were completed adjacent to the headwall of the landslide.
These holes penetrated soft conditions in the top 2.5 feet below ground surface (BGS), followed by medium stiff soil conditions from approximately 2.5 to 5.0 feet BGS. We interpret these soils as the organic-bearing grayish brown clay soils and olive brown sandy clay soils which have been viewed in the sidewalls of the slope failure areas. Soils below 5.0 feet consist of predominantly medium stiff, stiff and very stiff soils, interpreted to be weathered claystone/mudstone of the Orinda Formation. T-1 had consistently higher blow counts and was completed at a greater distance from the unstable slopes.
T-4 was completed within approximately 3 feet of the slope failure, and soils strengths have likely been affected by the failure of adjacent soils and relaxing of the soil strength adjacent to the failed slopes. DCP holes T-2 and T-3 ( Figures 3 and 4) were completed at the toe of slope at the pinch point of the landslide. These holes penetrated very soft to soft conditions to depths of 4 to 4.5 feet in the saturated landslide flow deposit. Soils became medium stiff to stiff from 4 to 5 feet, and very stiff to hard from 5 to 8.5 feet BGS. DCP hole T-5 ( Figure 6 ) was completed in the pit area of the landslide, at approximately 15 feet below the top of bank. T-5 penetrated very soft conditions to a depth of 3 feet BGS, medium stiff soil to 5 feet BGS, and stiff to hard conditions to the bottom of the hole at approximately 6.5 feet BGS.
Sampling of site soils was also performed to evaluate physical properties of the soils in the shallow subsurface. Hand sampling was performed on the exp osed soils in the top eight (8) feet below adjacent ground surface in the north wall of the slope failure. The north side wall was scraped to expose the in situ soils and sampling of the soils was performed using hand sampling equipment. A log of the soils as exposed in the north side wall is presented as Figure 7. The soils exposed in the side wall consisted of predominantly sandy lean cla y and fat clay soils with moderate to high plasticity.
The Unified Soil Classification System was used to log soil samples as summarized in Figure 8.
GROUNDWATER
The depth of groundwater was not determined during our investigation. We anticipate that ground water may be present at depths greater than approximately 15 to 18 feet below the curb and gutter elevation, the depth of the exposed soil bank failu re. The creek ordinary water elevation is approximately 32 feet below the curb and gutter elevation. Ground water elevation is expected to be located in the zone between 15 feet and 30 feet below the curb and gutter elevation.
LABORATORY SOILS TESTING
Laboratory testing was performed on selected soil samples from the boreholes. Laboratory testing was performed in Questa’s laboratory in general accorda nce with American Society for Testing and Materials (ASTM) standards for moisture content, dry density, Atterberg limits (ASTM D 4318), and particle size analysis (ASTM D 422).
446
May 30, 2023
Geotechnical Evaluation
Moisture Content (ASTM D 2216)
Moisture content testing was performed on soil samples collected from the side wall at the northeast corner of the slope failure. Results of moisture content testing are summarized on the side wall log (Figure 6). Soils in the upper 1.5 feet had a moisture cont ent of 18 percent. Soils below 1.5 feet ranged from 25 to 28 percent moisture content.
Atterberg Limits (ASTM D 4318- Liquid Limit, Plastic Limit and Plasticity Index) Atterberg limits tests have been performed on two s oil samples from the Northwest side wall.
Atterberg limits, expressed as the plastic limit and the liquid limit, are defined as the moisture content, in percent of a soil at defined boundaries between plastic and brittle states, and liquid and plastic states, respectively. The plasticity index is the range of moisture at which soil behaves plastically, defined numerically as the difference between the liquid and plastic limits. Atterberg limits are used as an aid in understanding soil properties such as compressibility, permeability, and expansion potential.
Soils with medium to high plasticity indices are more susceptible to sliding and to losing soil strength as they absorb water. Results of Atterberg limits testing are summarized on the side wall log for NW- 1 and in Table 1 below. The results are also presented in Figure 9. Overall, soils at the site typically have medium to high plasticity, indicating a high l ikelihood of losing soil strength as they absorb moisture and expand.
Table 1. Results of Atterberg Limits Testing
Sample Number Liquid Limit
(%)
Plastic Limit
(%)
Plasticity Index
% Passing
#200 Sieve
NW-1, 1.5-4 ft BGS 48 21 27 70.1
NW-1, 7- 8 ft BGS 50 19 31 83.8
Particle Size Analysis
Particle size analysis testing was performed in acc ordance with ASTM D 422. Results of testing of the Northeast side wall testing are presented on Figures 10 and 11.
SEISMICITY AND GEOLOGY
Regional Seismicity
The project site is located within the Coast Ranges Geomorphic Province of California, a region of northwest trending ridges and valleys that stretche s along much of the California Coast and is dissected by only a few structural depressions, the largest of which are San Francisco and San Pablo Bays. The ridges and valleys trend northwest to southeast due to fault geometry along the transform plate boundary between the North American and Pacific Plates. Scientists estimate as much as 5 to 6 centimeters (12 to 15 inches) of strain accumulates annually along the margin between the Pacific and North American Tectonic Plates. This strain is peri odically released by fault slip that generates earthquakes along the San Andreas Fault System. For this reason the Bay Area is among the most 447
May 30, 2023
Geotechnical Evaluation
seismically active regions in the United States and there exists an approximately 72 percent chance of a major earthquake (Magnitude 6.7 or greater) in the San Francisco region within the next 30 years. 1
Faulting
The nearest active fault trace in relation to the project site is the Hayward Fault, located approximately 2 miles to the southwest. Other nearby active faults include the San Andreas Fault located 18 miles southwest, the Rodgers Creek Fault 14 miles north, the Concord-Green Valley Fault located 12 miles northeast, and the Calaveras Fault 16 miles southeast.
Table 2 presents a summary of the regional active faults that could impact the site. No faults zoned as active by the State of California Geological Survey cross the subject property. The risk of fault rupture is considered low. The project site is not located within an Alquist-Priolo Earthquake Fault Zone. The nearest Alquist-Priolo Earthquake Fault Zone is for the Hayward fault, 2 miles to the northeast
2. Table 2. Regional Faults and Activity
FAULT
NAME
Distance
From
Site (mi)
Direction
From Site
Last
Surface
Rupture
Status
Maximum Moment
Magnitude
(Richter M)
Hayward 2 Southwest Historic Active 6.9
San Andreas 18 Southwest Historic Active 7.9
Concord 12 Northeast Historic Active 6.5
Rodgers Creek 14 North Holocene Active 6.9
West Napa 15 Northeast Holocene Active 6.5
Green Valley 13 Northeast Holocene Active 6.6
Calaveras 16 Southeast Holocene Active 6.9
Seal Cove 30 Southwest Holocene Active 7.4
Greenville 32 Southeast Historic Active 7.3
Site Geology
A geologic map of the Richmond Quadrangle shows the site as being underlain by the Orinda Formation, a mixture of weakly indurated claystone, siltstone, sandstone and conglomerate. In the project site area the Orinda Formation is predomina ntly claystone and siltstone with fine gravel.
Figure 12 presents a Geologic Map of the area prepared by Dibblee and Minch (2005)
3. Bedrock geology is shown on the Preliminary Geologic Map emphasizing bedrock formations in Contra Costa County, California
4. This map indicates that the site is underlain by bedrock consisting
1 Field, E.H., and 2014 Working Group on California Earthquake Probabilities, 2015, UCERF3: A new earth quake forecast for California’s complex fault system: U.S . Geological Survey 2015–3009, 6 p. 2 California Geological Survey, 2010, Fault Activity Map of California, Geologic Data Map No. 6. 3 Dibblee, T.W. and Minch, J.A., 2005, Geologic map of the Richmond quadrangle, Contra Costa & Alameda Counties, California, Dibblee Geological Foundation, Dibblee Foundation Map DF-147, 1:24,000. 4 United States Geological Survey, 1994, Preliminary Geologic Map Emphasizing Bedrock Formations in Con tra Costa County, California, Open File Report 94-622.
448
May 30, 2023
Geotechnical Evaluation
of Tertiary age sedimentary rocks including conglomerate, sandstone and siltstone. This mapping was also used in a later geologic map of the San Francisco Bay region 5.
The Orinda Formation is part of the Contra Costa Group, which includes late Miocene to Pliocene bedrock formations such as the Orinda Formation, the Moraga Formation, the Siesta Formation, and the Mulholland Formation, among others. The Contra Costa Group includes terrigenous sediments, stream deposits, lacustrine deposits and volcanic rocks
6. Previous investigations performed by Questa Engineering for nearby sites found the Orinda Formation present in the subsurface underlying Valley View Road nearby to the east of De Anza High School
7. The Orinda Formation was found to consist of Olive Yellow and Light Olive Brown Silty Claystone which was moderately weathered, friable, with low h ardness. The decomposed bedrock was generally found to consist of light yellow brown sandy fat clay. These descriptions match the soils and bedrock exposed in the site slopes and in the creek bed.
SLOPE STABILITY
A landslide and slope stability map prepared by Tor Nilsen 8 of the US Geological Survey (1973)
mapped the site at the edge of a potentially large landslide which would include Salvino Court and adjacent areas ( Figure 13) . Other geologic maps of the area do not show this large landslide, but based on observations of this site a nd the site vicinity, it seems likely that the mapping by Nilsen is correct and a large landslide is present beneath the area. This landslide likely includes portions of the underlying bedrock, the Orinda Formation (Contra Costa Group), which is a weakly-indurated relatively low strength , sedimentary formation. Deep seated landslides such as these were formed during portion s of the Pleistocene when higher rainfall was experienced in the region. The deep-seated landsli des are generally dormant, until modifications in the environment or grading in the area expose th e instabilities. A contemporary slope stability map of the area included in the map prepa red by the California Division of Mines and Geology (now the California Geological Survey) in 1 973 9, did not include detailed mapping in the El Sobrante area to the northeast of San Pablo Dam Road. At the time, the project area was not part of the City of Richmond, but was in uninco rporated Contra Costa County. The limited slope stability mapping completed by the State at the time did not show the site or site vicinity as being in a landslide area.
5 Graymer, R.W., Moring, B.C., Saucedo, G.J., Wentworth, C.M., Brabb, E.E., and Knudsen, K.L., 2006, Ge ologic map of the San Francisco Bay region, U.S. Geological Survey, Scientific Investigations Map SIM-2918, 1 :275,000. 6 Creely, S., Savage, D.E., and Ogle, B.A., 1982, Str atigraphy of Upper Tertiary Nonmarine rocks of cent ral Contra Costa Basin, California, in Ingersoll, R.V., ed., C enozoic Nonmarine deposits of California and Arizon a: Pacific Section, Society of Economic Paleontologists and Mineralogists, p. 11–22 7 Questa Engineering Corporation, 2001, Final Geotec hnical Investigation Report for Valley View Road Pa vement Rehabilitation Project, Richmond, California, prepa red for the City of Richmond Engineering Division. 8 United States Geological Survey, 1973, Preliminary Photointerpretation Map of Landslide and Other Sur ficial Deposits of the Concord 15-minute Quadrangle and the Oakland West, Richmond, and Part of the San Quentin 71/2- minute Quadrangles, Contra Costa and Alameda Counties, California, Map MF-493. 9 California Division of Mines and Geology, 1973, Ge ological and Geophysical Investigations for Tri-Cities Seismic Safety and Environmental Resources Study, Preliminary Report 19, Plate 6- Landslide Map 449
May 30, 2023
Geotechnical Evaluation
AERIAL PHOTOGRAPH REVIEW
We reviewed aerial photographs available on Google Earth Pro. The photographs available range in age from 1939 to July of 2022. In 1939, t he site is mostly grass land covered, and trees are limited to a smaller riparian area around Wilki e Creek. Large meander bends are present in the creek at the site area and apparent unstable sl opes are common along the creek banks. The large meander bends in the creek are located in the same area as they are today at the landslide toe at the creek.
Aerial photograph from July 1993 shows the site bef ore the residence was constructed at 2929 Salvino Court. The area of the landslide is well v egetated with tree coverage. The residence location is clear of trees. By July of 2002, the r esidence had been constructed and most of the site is covered by tree canopy. In aerial photogra phs from 2002 to 2015, the slope area appears to be mostly covered by tree canopy and there are n o visible instabilities. In October 2015, a large tree appears to be dead; this is likely the Pine tree stump still present at the edge of the slide failure. In aerial photographs from November, 2016, the tree has been removed (stump remains).
In June of 2019, large areas of eroded soil appear to be present below the tree stump and the wooden fence separating private property from Santa Rita Road. The most recent aerial photograph is from July 10, 2022, and in this photo graph the slope appears to be experiencing slope instabilities which extend upslope to approxi mately 20 feet from the curb at Santa Rita Road. Following these aerial photographs, the slid e area has continued to expand and the failed bank is now located within 3 to 4 feet of the curb at the road. The fence is no longer present.
GEOTECHNICAL RECOMMENDATIONS
Based on our site observations and results of our G eotechnical Evaluation of the site we recommend that Santa Rita Road be protected from sl ope failure by installation of a Drilled Soldier Pile Stitch Wall or Drilled Soldier Pile La gging Wall. The two structures would use the same basic construction using 50-foot deep, 30-inch diameter drilled pier holes to install H- beams which would have poured concrete installed fo r support. A stitch wall would utilize arching between adjacent piles to retain soil and b e backfilled with concrete to approximately 15 feet BGS and the upper section would be backfilled with CLSM, which could be excavated if needed to add lagging. A lagging wall would be backfilled with concrete up to approximately 15 feet BGS and wood lagging would be installed betwee n piles to support the soil and concrete curb structure behind it. Based on current conditi ons at the area of the slope instability, it would appear that at least part of the wall will require wood lagging to support the soil behind the wall.
The sides of the slope failure adjacent to City of Richmond property along the north end of the slope failure will also require stabilization to re duce the potential for further failure. The steepes t part close to the road could be stabilized by conti nuation of the Soldier Pile Wall. A potentially effective alternate method would be to plant the ar ea with live willow stakes and other fast growing types of native vegetation. This type of p lanting can be done in the riparian habitat area without a permit. However, planting alone on the s teep slopes may not be effective in long term stabilization.
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Geotechnical Evaluation
The south side of the slope failure area, which is located on private property, is also subject to further slope failure. This area could also be sta bilized by continuing the Soldier Pile Wall in that area. Planting with live willow stakes and ot her plant materials could also be an effective alternative method of stabilization.
The toe of the landslide at the creek, which is loc ated on private property, continues to be unstable. As scouring of the soil occurs at the to e during high water events in the creek, the soils are undercut and slide into the void left by the sc ouring process. The long-term stabilization of the slide at the creek will likely require a rock r evetment or similar structure to retain the soils up slope and provide protection from creek scour.
Foundation Design Measures- Retaining Wall
Cast-in-place drill holes should penetrate the surf ace soils consisting of organic-rich sandy clay and sandy clay soils and extend into the underlying formation consisting of silty claystone and other rocks within the Orinda Formation. Drilled c ast-in-place concrete piers should be a minimum of 30 inches in diameter and should be desi gned to support vertical and uplift loads based on a skin friction of 500 psf in the clay soi ls and claystone bedrock, neglecting the upper three feet of soils. The recommended skin friction is for dead plus live loads and can be increased by 33 percent for total loads including w ind or seismic forces. End bearing should be neglected due to the difficulty in cleaning out sma ll diameter pier holes. Resistance to lateral loads should be based on passive pressures using an equivalent fluid weight of 250 pcf over a width of two pier diameters on the portion of the piers extending into firm supporting claystone.
Retaining Wall Design Parameters
Retaining walls at the site must be designed to res ist lateral earth pressures plus additional lateral pressures that may be caused by surcharge loads such as heavy vehicles and equipment. Walls and shoring that are free to rotate should be designed for active lateral earth pressures. If walls or shoring are restrained by rigid elements to prevent rotation, then they should be designed for at-rest earth pressures. Retaining walls backfilled with sandy cl ay should be designed to resist lateral earth pressures due to an equivalent fluid having unit weight as shown in Table 3.
TABLE 3. Retaining Wall Design Parameters Summary
Active
Pressure
(level
backfill)
pounds per
cubic foot
(pcf)
At-Rest
Earth
Pressure
(level
backfill)
pcf
Passive
Pressures
Allowable
pcf
Lateral Surcharge Load (H 20
loading) pounds per square foot
(psf) for retaining walls
adjacent to streets or parking
areas
Sandy Clay
Backfill
45 65 250 250
This wall is considered an emergency measure that i s a temporary wall structure. The seismic conditions for a permanent structure should be determined by adding the pressures from earthquake 451
May 30, 2023
Geotechnical Evaluation
loading to active pressure on the retaining walls. All permanent walls greater than 6 feet in height should include seismic pressure. We recommend an incremental seismic pressure of 29H in pounds per square foot (psf), where H is the height of the retaining wall in feet. The pressure distribution may be considered to be an inverted triangle with the maximum pressure at the top and zero on the bottom.
The resultant of this force may be assumed to be located at 1/3 the height of the wall below the top of the wall. Unit weight of the retained soils is approximately 120 pcf.
Fence Protection Measures
Following wall installation, we recommend that a permanent fence be installed along the area adjacent to the wall to protect the public. A standard 6-fo ot high chain link fence should be adequate protection. A gate or other access point should be included in the fence.
Guardrail
A guardrail should be constructed between the retaining wall and the street to protect vehicles in the event of an accident. A guardrail should be designed and constructed in accordance with Caltrans Standard Specifications and Details.
CONCLUSIONS
Provided that the site is properly prepared and the structures are designed and constructed as recommended, we estimate that normal post-construction settlement will be small, less than 1.0 inch.
We estimate that differential settlements over a distance of 25 feet would be small, up to 0.5 inches. It is our opinion that the proposed construction will not adversely affect the site stability provided that our design recommendations are followed.
Seismically Induced Settlement
No potentially liquefiable sands are likely to be present in the location area. Sandy lean clay and fat clay soils were observed in the proposed construction area. Seismically induced settlement is unlikely to occur in this area.
Seismically Induced Slope Failure
Seismically induced landslides could occur in the future at the project site. The exposed side slopes in the slide area are very steep, ranging from 45 degrees to near vertical. In the event of earthquake induced strong ground shaking, these exposed slopes are likely to fail. Additional trees, vegetation and soil would likely fall into the failure area. The improvements located along Santa Rita Road would also be prone to failure including the curb and gutter, pavement, sanitary sewer lines, potable water lines and other utilities if present.
Construction Services
During construction we should observe installation of the site improvements including excavations and drilled pier construction. This will allow us to observe that subsurface conditions are as 452
453
PHOTOGRAPHS
454
P
Photograph 1. Landslide from Creek below on 2/5/2023. Photograph 2. Toe of slide at Wilkie Creek 2/5/2023
Photograph 3. South wall of landslide on 2/5/2023. Photograph 4. South wall of slide on 2/5/2023.
Photograph 5. North wall of landslide on 2/5/2023. Photograph 6. Down slope view of landslide on 2/5/2023. 455
Photograph 7. North & East areas of landslide 3/12/2023. Photograph 8. South area of landslide 3/12/2023.
Photographs 9 and 10. Landslide covered in plastic sheeting on 3/14/2023.
Photograph 11. Fence and Tree fall into slide on 3/30/2023. Photograph 12. Tree partially removed and slope recovered with plastic sheeting as seen on 4/10/2023.
456
Photograph 13. Slide adjacent to Santa Rita Rd on 5/24/23. Photograph 14. Site conditions on 5/24/23.
Photograph 15. Landslide at creek as of 5/24/23. Photograph 16. Landslide at Santa Rita Rd as of 5/24/23.
Photograph 17. Cracking and offset curb & gutter 5/24/23. 457
F
IGURES
458
FIGURE
1 2929 Salvino Court at Santa Rita Rd
Site Plan
DATE: 4/24/2023
PROJECT: Salvino Court
PROJECT NO.: 2200159
SOURCE: Google Earth
APPROVED:
Appro ximate Landslide Margins
Location map
T-5
T-3
T-2
T-4
T-1
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WILDCAT DYNAMIC CONE LOG Page 1 of 2
Questa Engineering Figure 2
1220 Brickyard Cove Road, Suite 206 PROJECT NUMBER: 2200159 Richmond, CA 94806 DATE STARTED: 03-31-2023
DATE COMPLETED: 03-31-2023
HOLE #: T-1
CREW: MWF, CJG SURFACE ELEVATION: 176 (approx. ft msl)
PROJECT: Salvino Ct Landslide WATER ON COMPLETION:
ADDRESS: 2929 Salvino Ct HAMMER WEIGHT: 35 lbs.
LOCATION: El Sobrante, CA CONE AREA: 10 sq. cm
BLOWS RESISTANCE GRAPH OF CONE RESISTANCE T ESTED CONSISTENCY DEPTH PER 10 cm Kg/cm² 0 50 10 0 150 N' NON-COHESIVE COHESIVE - 1 4.4 • 1 VERY LOOSE VERY SOFT
- 3 13.3 ••• 3 VERY LOOSE SOFT
- 1 ft 3 13.3 ••• 3 VERY LOOSE SOFT
- 2 8.9 •• 2 VERY LOOSE SOFT
- 2 8.9 •• 2 VERY LOOSE SOFT
- 2 ft 3 13.3 ••• 3 VERY LOOSE SOFT
- 3 13.3 ••• 3 VERY LOOSE SOFT
- 5 22.2 •••••• 6 LOOSE MEDIUM STIFF
- 3 ft 7 31.1 ••••••••• 8 LOOSE MEDIUM STIFF - 1 m 5 22.2 •••••• 6 LOOSE MEDIUM STIFF
- 5 19.3 ••••• 5 LOOSE MEDIUM STIFF
- 4 ft 5 19.3 ••••• 5 LOOSE MEDIUM STIFF
- 5 19.3 ••••• 5 LOOSE MEDIUM STIFF
- 5 19.3 ••••• 5 LOOSE MEDIUM STIFF
- 5 ft 8 30.9 •••••••• 8 LOOSE MEDIUM STIFF - 11 42.5 •••••••••••• 12 MEDIUM DENSE STIFF
- 12 46.3 ••••••••••••• 13 MEDIUM DENSE STIFF
- 6 ft 8 30.9 •••••••• 8 LOOSE MEDIUM STIFF - 7 27.0 ••••••• 7 LOOSE MEDIUM STIFF
- 2 m 11 42.5 •••••••••••• 12 MEDIUM DENSE STIFF
- 7 ft 11 37.6 •••••••••• 10 LOOSE STIFF
- 23 78.7 •••••••••••••••••••••• 22 MEDIUM DENSE VERY STI FF - 18 61.6 ••••••••••••••••• 17 MEDIUM DENSE VERY STIFF
- 8 ft 14 47.9 ••••••••••••• 13 MEDIUM DENS E STIFF - 14 47.9 ••••••••••••• 13 MEDIUM DENSE STIFF
- 12 41.0 ••••••••••• 11 MEDIUM DENSE STIFF
- 9 ft 10 34.2 ••••••••• 9 LOOSE STIFF
- 10 34.2 ••••••••• 9 LOOSE STIFF
- 15 51.3 •••••••••••••• 14 MEDIUM DENSE STIFF
- 3 m 10 ft 14 47.9 ••••••••••••• 13 MEDIUM DENSE STI FF - 8 24.5 ••••••• 6 LOOSE MEDIUM STIFF
- 16 49.0 •••••••••••••• 13 MEDIUM DENSE STIFF
- 15 45.9 ••••••••••••• 13 MEDIUM DENSE STIFF
- 11 ft 18 55.1 ••••••••••••••• 15 MEDIUM DEN SE STIFF - 14 42.8 •••••••••••• 12 MEDIUM DENSE STIFF
- 12 36.7 •••••••••• 10 LOOSE STIFF
- 12 ft 12 36.7 •••••••••• 10 LOOSE STIFF
- 15 45.9 ••••••••••••• 13 MEDIUM DENSE STIFF
- 16 49.0 •••••••••••••• 13 MEDIUM DENSE STIFF
- 4 m 13 ft 27 82.6 ••••••••••••••••••••••• 23 MEDIU M DENSE VERY STIFF C:\My Documents\Wildcat\WC_XL97.XLS
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HOLE #: T-1 WILDCAT DYNAMIC CONE LOG Page 2 of 2
PROJECT: Salvino Ct Landslide Figure 2 PROJECT NUMBER: 2200159
BLOWS RESISTANCE GRAPH OF CONE RESISTANCE T ESTED CONSISTENCY DEPTH PER 10 cm Kg/cm² 0 50 10 0 150 N' NON-COHESIVE COHESIVE - 22 60.9 ••••••••••••••••• 17 MEDIUM DENSE VERY STIFF
- 29 80.3 ••••••••••••••••••••••• 22 MEDIUM DENSE VERY ST IFF - 14 ft 15 41.6 •••••••••••• 11 MEDIUM DENSE S TIFF - 13 36.0 •••••••••• 10 LOOSE STIFF
- 21 58.2 •••••••••••••••• 16 MEDIUM DENSE VERY STIFF
- 15 ft 18 49.9 •••••••••••••• 14 MEDIUM DENS E STIFF - 21 58.2 •••••••••••••••• 16 MEDIUM DENSE VERY STIFF
- 19 52.6 ••••••••••••••• 15 MEDIUM DENSE STIFF
- 16 ft 16 44.3 •••••••••••• 12 MEDIUM DENSE S TIFF - 5 m 15 41.6 •••••••••••• 11 MEDIUM DENSE STIFF
- 14 35.6 •••••••••• 10 LOOSE STIFF
- 17 ft 17 43.2 •••••••••••• 12 MEDIUM DENSE S TIFF - 18 45.7 ••••••••••••• 13 MEDIUM DENSE STIFF
-
- 18 ft
-
-
- 19 ft
-
- 6 m
- 20 ft
-
-
- 21 ft
-
-
- 22 ft
-
-
- 7 m 23 ft
-
-
- 24 ft
-
-
- 25 ft
-
-
- 26 ft
- 8 m
-
- 27 ft
-
-
- 28 ft
-
-
- 29 ft
-
- 9 m
C:\My Documents\Wildcat\WC_XL97.XLS
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WILDCAT DYNAMIC CONE LOG Page 1 of 1
Questa Engineering Figure 3
1220 Brickyard Cove Road PROJECT NUMBER: 2200159
Richmond, CA 94801 DATE STARTED: 04-19-2023
DATE COMPLETED: 04-19-2023
HOLE #: T-2
CREW: MWF, SAF, CJG SURFACE ELEVATION: 156 (approx. ft msl) PROJECT: Salvino Ct LS WATER ON COMPLETION: No GW
ADDRESS: 2929 Salvino Ct HAMMER WEIGHT: 35 lbs.
LOCATION: Richmond, Ca CONE AREA: 10 sq. cm
BLOWS RESISTANCE GRAPH OF CONE RESISTANCE T ESTED CONSISTENCY Absolute Soil Description DEPTH
PER 10 cm
(4") Kg/cm² 0 50 100 1 50 N' NON-COHESIVE COHESIVE N' - 1 4.4 • 1 VERY LOOSE VERY SOFT 1 Sandy Clay, Wet,
- 0 0.0 0 VERY LOOSE VERY SOFT 0 Landslide material
- 1 ft 0 0.0 0 VERY LOOSE VERY SOFT 0
- 2 8.9 •• 2 VERY LOOSE SOFT 2
- 0 0.0 0 VERY LOOSE VERY SOFT 0
- 2 ft 0 0.0 0 VERY LOOSE VERY SOFT 0
- 0 0.0 0 VERY LOOSE VERY SOFT 0
- 0 0.0 0 VERY LOOSE VERY SOFT 0
- 3 ft 1 4.4 • 1 VERY LOOSE VERY SOFT 1
- 1 m 0 0.0 0 VERY LOOSE VERY SOFT 0
- 0 0.0 0 VERY LOOSE VERY SOFT 0
- 4 ft 0 0.0 0 VERY LOOSE VERY SOFT 0
- 10 38.6 ••••••••••• 11 MEDIUM DENSE STIFF 11 Native soil - 6 23.2 •••••• 6 LOOSE MEDIUM STIFF 6
- 5 ft 7 27.0 ••••••• 7 LOOSE MEDIUM STIFF 7 - 10 38.6 ••••••••••• 11 MEDIUM DENSE STIFF 11
- 13 50.2 •••••••••••••• 14 MEDIUM DENSE STIFF 14
- 6 ft 14 54.0 ••••••••••••••• 15 MEDIUM DE NSE STIFF 15 - 20 77.2 •••••••••••••••••••••• 22 MEDIUM DENSE VERY STI FF 22 - 2 m 18 69.5 •••••••••••••••••••• 19 MEDIUM DENSE VERY STIFF 19 - 7 ft 15 51.3 •••••••••••••• 14 MEDIUM DEN SE STIFF 14 - 30 102.6 ••••••••••••••••••••••••••••• 25+ MEDIUM DENS E VERY STIFF 29 - 24 82.1 ••••••••••••••••••••••• 23 MEDIUM DENSE VERY ST IFF 23 - 8 ft 19 65.0 •••••••••••••••••• 18 MEDIUM DENSE VERY STIFF 18 - 20 68.4 ••••••••••••••••••• 19 MEDIUM DENSE VERY STIFF 1 9 - 44 150.5
••••••••••••••••••••••••••••••••••••••••••• 25+ DENSE HARD 42 - 9 ft
-
-
- 3 m 10 ft
-
-
-
- 11 ft
-
-
- 12 ft
-
-
- 4 m 13 ft
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WILDCAT DYNAMIC CONE LOG Page 1 of 1
Questa Engineering Figure 4
1220 Brickyard Cove Road PROJECT NUMBER: 2200159
Richmond, CA 94801 DATE STARTED: 04-19-2023
DATE COMPLETED: 04-19-2023
HOLE #: T-3
CREW: MWF, SAF, CJG SURFACE ELEVATION: 156 (approx. ft msl) PROJECT: Salvino Ct LS WATER ON COMPLETION: No GW
ADDRESS: 2929 Salvino Ct HAMMER WEIGHT: 35 lbs.
LOCATION: Richmond, Ca CONE AREA: 10 sq. cm
BLOWS RESISTANCE GRAPH OF CONE RESISTANCE T ESTED CONSISTENCY Absolute Soil Description DEPTH
PER 10 cm
(4") Kg/cm² 0 50 100 1 50 N' NON-COHESIVE COHESIVE N' - 0 0.0 0 VERY LOOSE VERY SOFT 0
- 0 0.0 0 VERY LOOSE VERY SOFT 0
- 1 ft 0 0.0 0 VERY LOOSE VERY SOFT 0
- 0 0.0 0 VERY LOOSE VERY SOFT 0
- 0 0.0 0 VERY LOOSE VERY SOFT 0
- 2 ft 0 0.0 0 VERY LOOSE VERY SOFT 0
- 0 0.0 0 VERY LOOSE VERY SOFT 0
- 0 0.0 0 VERY LOOSE VERY SOFT 0
- 3 ft 3 13.3 ••• 3 VERY LOOSE SOFT 3
- 1 m 4 17.8 ••••• 5 LOOSE MEDIUM STIFF 5
- 4 15.4 •••• 4 VERY LOOSE SOFT 4
- 4 ft 6 23.2 •••••• 6 LOOSE MEDIUM STIFF 6 - 5 19.3 ••••• 5 LOOSE MEDIUM STIFF 5
- 4 15.4 •••• 4 VERY LOOSE SOFT 4
- 5 ft 7 27.0 ••••••• 7 LOOSE MEDIUM STIFF 7 - 14 54.0 ••••••••••••••• 15 MEDIUM DENSE STIFF 15
- 20 77.2 •••••••••••••••••••••• 22 MEDIUM DENSE VERY STI FF 22 - 6 ft 21 81.1 ••••••••••••••••••••••• 23 M EDIUM DENSE VERY STIFF 23 - 20 77.2 •••••••••••••••••••••• 22 MEDIUM DENSE VERY STI FF 22 - 2 m 45 173.7
•••••••••••••••••••••••••••••••••••••••••••••••••• 25+ DENSE HARD 49 - 7 ft
-
-
- 8 ft
-
-
- 9 ft
-
-
- 3 m 10 ft
-
-
-
- 11 ft
-
-
- 12 ft
-
-
- 4 m 13 ft Claystone
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WILDCAT DYNAMIC CONE LOG Page 1 of 2
Questa Engineering Figure 5
1220 Brickyard Cove Road, Suite 206 PROJECT NUMBER: 2200159 Richmond, CA 94806 DATE STARTED: 04-19-2023
DATE COMPLETED: 04-19-2023
HOLE #: T-4
CREW: MWF, CJG, SAF SURFACE ELEVATION: 174 (approx. ft msl) PROJECT: Salvino Ct Landslide WATER ON COMPLETION:
ADDRESS: 2929 Salvino Ct HAMMER WEIGHT: 35 lbs.
LOCATION: El Sobrante, CA CONE AREA: 10 sq. cm
BLOWS RESISTANCE GRAPH OF CONE RESISTANCE T ESTED CONSISTENCY DEPTH PER 10 cm Kg/cm² 0 50 10 0 150 N' NON-COHESIVE COHESIVE - 1 4.4 • 1 VERY LOOSE VERY SOFT
- 2 8.9 •• 2 VERY LOOSE SOFT
- 1 ft 5 22.2 •••••• 6 LOOSE MEDIUM STIFF
- 3 13.3 ••• 3 VERY LOOSE SOFT
- 5 22.2 •••••• 6 LOOSE MEDIUM STIFF
- 2 ft 3 13.3 ••• 3 VERY LOOSE SOFT
- 3 13.3 ••• 3 VERY LOOSE SOFT
- 5 22.2 •••••• 6 LOOSE MEDIUM STIFF
- 3 ft 4 17.8 ••••• 5 LOOSE MEDIUM STIFF
- 1 m 4 17.8 ••••• 5 LOOSE MEDIUM STIFF
- 5 19.3 ••••• 5 LOOSE MEDIUM STIFF
- 4 ft 6 23.2 •••••• 6 LOOSE MEDIUM STIFF
- 7 27.0 ••••••• 7 LOOSE MEDIUM STIFF
- 6 23.2 •••••• 6 LOOSE MEDIUM STIFF
- 5 ft 7 27.0 ••••••• 7 LOOSE MEDIUM STIFF - 6 23.2 •••••• 6 LOOSE MEDIUM STIFF
- 9 34.7 •••••••••• 9 LOOSE STIFF
- 6 ft 9 34.7 •••••••••• 9 LOOSE STIFF
- 12 46.3 ••••••••••••• 13 MEDIUM DENSE STIFF
- 2 m 11 42.5 •••••••••••• 12 MEDIUM DENSE STIFF
- 7 ft 9 30.8 •••••••• 8 LOOSE MEDIUM STIFF - 7 23.9 •••••• 6 LOOSE MEDIUM STIFF
- 6 20.5 ••••• 5 LOOSE MEDIUM STIFF
- 8 ft 7 23.9 •••••• 6 LOOSE MEDIUM STIFF
- 7 23.9 •••••• 6 LOOSE MEDIUM STIFF
- 7 23.9 •••••• 6 LOOSE MEDIUM STIFF
- 9 ft 7 23.9 •••••• 6 LOOSE MEDIUM STIFF
- 10 34.2 ••••••••• 9 LOOSE STIFF
- 12 41.0 ••••••••••• 11 MEDIUM DENSE STIFF
- 3 m 10 ft 11 37.6 •••••••••• 10 LOOSE STIFF
- 12 36.7 •••••••••• 10 LOOSE STIFF
- 9 27.5 ••••••• 7 LOOSE MEDIUM STIFF
- 10 30.6 •••••••• 8 LOOSE MEDIUM STIFF
- 11 ft 14 42.8 •••••••••••• 12 MEDIUM DENSE S TIFF - 20 61.2 ••••••••••••••••• 17 MEDIUM DENSE VERY STIFF
- 21 64.3 •••••••••••••••••• 18 MEDIUM DENSE VERY STIFF - 12 ft 11 33.7 ••••••••• 9 LOOSE STIFF
- 14 42.8 •••••••••••• 12 MEDIUM DENSE STIFF
- 12 36.7 •••••••••• 10 LOOSE STIFF
- 4 m 13 ft 10 30.6 •••••••• 8 LOOSE MEDIUM STIFF
C:\My Documents\Wildcat\WC_XL97.XLS
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HOLE #: T-4 WILDCAT DYNAMIC CONE LOG Page 2 of 2
PROJECT: Salvino Ct Landslide PROJECT NUMBER: 2200159
BLOWS RESISTANCE GRAPH OF CONE RESISTANCE T ESTED CONSISTENCY DEPTH PER 10 cm Kg/cm² 0 50 10 0 150 N' NON-COHESIVE COHESIVE - 9 24.9 ••••••• 7 LOOSE MEDIUM STIFF
- 9 24.9 ••••••• 7 LOOSE MEDIUM STIFF
- 14 ft 9 24.9 ••••••• 7 LOOSE MEDIUM STIFF
- 8 22.2 •••••• 6 LOOSE MEDIUM STIFF
- 8 22.2 •••••• 6 LOOSE MEDIUM STIFF
- 15 ft 10 27.7 •••••••• 7 LOOSE MEDIUM STIFF - 10 27.7 •••••••• 7 LOOSE MEDIUM STIFF
- 14 38.8 ••••••••••• 11 MEDIUM DENSE STIFF
- 16 ft 13 36.0 •••••••••• 10 LOOSE STIFF
- 5 m 11 30.5 •••••••• 8 LOOSE MEDIUM STIFF
- 13 33.0 ••••••••• 9 LOOSE STIFF
- 17 ft 14 35.6 •••••••••• 10 LOOSE STIFF
- 8 20.3 ••••• 5 LOOSE MEDIUM STIFF
- 10 25.4 ••••••• 7 LOOSE MEDIUM STIFF
- 18 ft 10 25.4 ••••••• 7 LOOSE MEDIUM STIFF - 10 25.4 ••••••• 7 LOOSE MEDIUM STIFF
- 11 27.9 •••••••• 7 LOOSE MEDIUM STIFF
- 19 ft 9 22.9 •••••• 6 LOOSE MEDIUM STIFF
- 10 25.4 ••••••• 7 LOOSE MEDIUM STIFF
- 6 m 17 43.2 •••••••••••• 12 MEDIUM DENSE STIFF
- 20 ft 21 48.9 •••••••••••••• 13 MEDIUM DENS E STIFF -
-
- 21 ft
-
-
- 22 ft
-
-
- 7 m 23 ft
-
-
- 24 ft
-
-
- 25 ft
-
-
- 26 ft
- 8 m
-
- 27 ft
-
-
- 28 ft
-
-
- 29 ft
-
- 9 m
C:\My Documents\Wildcat\WC_XL97.XLS
465
WILDCAT DYNAMIC CONE LOG Page 1 of 1
Questa Engineering Figure 6
1220 Brickyard Cove Road PROJECT NUMBER: 2200159
Richmond, CA 94801 DATE STARTED: 04-19-2023
DATE COMPLETED: 04-19-2023
HOLE #: T-5
CREW: MWF, SAF, CJG SURFACE ELEVATION: 159 (approx ft msl) PROJECT: Salvino Ct LS WATER ON COMPLETION: No GW
ADDRESS: 2929 Salvino Ct HAMMER WEIGHT: 35 lbs.
LOCATION: Richmond, Ca CONE AREA: 10 sq. cm
BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY Absolute Soil Description DEPTH
PER 10 cm
(4") Kg/cm² 0 50 100 150 N' NON-COHESIVE COHESIVE N' - 0 0.0 0 VERY LOOSE VERY SOFT 0
- 0 0.0 0 VERY LOOSE VERY SOFT 0
- 1 ft 0 0.0 0 VERY LOOSE VERY SOFT 0
- 1 4.4 • 1 VERY LOOSE VERY SOFT 1
- 0 0.0 0 VERY LOOSE VERY SOFT 0
- 2 ft 0 0.0 0 VERY LOOSE VERY SOFT 0
- 0 0.0 0 VERY LOOSE VERY SOFT 0
- 1 4.4 • 1 VERY LOOSE VERY SOFT 1
- 3 ft 0 0.0 0 VERY LOOSE VERY SOFT 0
- 1 m 6 26.6 ••••••• 7 LOOSE MEDIUM STIFF 7
- 6 23.2 •••••• 6 LOOSE MEDIUM STIFF 6
- 4 ft 7 27.0 ••••••• 7 LOOSE MEDIUM STIFF 7
- 8 30.9 •••••••• 8 LOOSE MEDIUM STIFF 8
- 7 27.0 ••••••• 7 LOOSE MEDIUM STIFF 7
- 5 ft 8 30.9 •••••••• 8 LOOSE MEDIUM STIFF 8
- 10 38.6 ••••••••••• 11 MEDIUM DENSE STIFF 11
- 13 50.2 •••••••••••••• 14 MEDIUM DENSE STIFF 14
- 6 ft 27 104.2 •••••••••••••••••••••••••••••• 25+ MEDIUM DENSE VERY STIFF 29 - 50 193.0 ••••••••••••••••••••••••••••••••••••••••••••••••••••••• 25+ VERY DENSE HARD 55 - 2 m
- 7 ft
-
-
- 8 ft
-
-
- 9 ft
-
-
- 3 m 10 ft
-
-
-
- 11 ft
-
-
- 12 ft
-
-
- 4 m 13 ft Claystone
466
Torvane, tsfSampler Type% Passing #200 SieveDry Density, pcfMoisture %Penetrometer, tsf Blows/Foot
Sample LocationGraphical SymbolUSCS Symbol
Lithologic Description
Groundwater Depth* (Converted to SPT N-value)Lab Tests
LOG OF SIDEWALL Figure
0 -1
-2
-3
-4
-5
-6
-7
-8
7 NW-1
2929 Salvino Ct at Santa Rita Road
Santa Rita Road, Richmond, CA
LL48
PL21
PI27
LL50
PL19
PI32
Grab
Grab
Grab
Grab
50 70
89 63
84 18
28 25
27 25
CL
CL
CL
CH
CH
CH
Sandy Clay: Dark Brown, moist, medium
stiff
Sandy Clay: Yellow Brown and Very Dark
Gray, medium stiff, moist
Sandy Clay: Very Dark Gray, medium stiff,
very moist
Fat Clay: Very Dark Gray, stiff, very
moist
Sandy Fat Clay: Very Dark Brown, stiff,
very moistFat Clay: Very Dark Brown, stiff, very
moist
467
UNIFIED SOIL CLASSIFICATION SYSTEM
AND KEY TO ABBREVIATIONS
FIGURE
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
Pt
Well graded Gravels, Gravel-Sand mixtures
Poorly graded Gravels, Gravel-Sand mixtures
Silty Gravels, poorly graded,
Gravel-Sand-Silt mixtures
Clayey Gravels, poorly graded
Gravel-Sand-Clay mixtures
Well graded Sands, Gravelly-Sands
Poorly graded Sands, Gravelly-Sands
Silty Sands, poorly graded, Sand-Silt mixtures
Clayey Sands, poorly graded,
Sand-Clay mixtures
Inorganic Silts and very fine Sands, rock
flour, Silty or Clayey fine Sands, or Clayey-Silts
with slight plasticity
Inorganic Silts, micaceous or diatomaceous
fine Sandy or Silty Soils,elastic Silts
Inorganic Clays of low to medium
Sandy Clays, Silty Clays,
lean Clays
plasticity,
Gravelly Clays,
Organic Clays and
of low
Organic Silty Clays
plasticity
Organic Clays of medium to high plasticity,
organic Silts
Inorganic Clays of high plasticity,
fat Clays
Peat and other highly organic soils
HIGHLY ORGANIC SOILS
SILTS AND CLAYS
LIQUID LIMIT GREATER THAN 50
SILTS AND CLAYS
LIQUID LIMIT LESS THAN 50
CLEAN GRAVELS WITH
LITTLE OR NO FINES
CLEAN SANDS WITH
LITTLE OR NO FINES
GRAVELS WITH
OVER 12% FINES
SANDS WITH
OVER 12% FINES
GRAVELS
MORE THAN HALF
COARSE FRACTION IS
LARGER THAN #4
SIEVE SIZE
SANDS
MORE THAN HALF
COARSE FRACTION IS
LARGER THAN #4
SIEVE SIZE
MAJOR DIVISION
FINE GRAINED SOILS
MORE THAN HALF IS SMALLER THAN
#200 SIEVE
COARSE GRAINED SOILS
MORE THAN HALF IS LARGER THAN
#200 SIEVE
TYPICAL NAMES
QE Cuesta ngineering orporation
P .O. Box 70356
1220 Brickyard Cove Road
Point Richmond, CA 94807
Phone: (510) 236-6114 FAX: (510) 236-2423
SOIL CLASS KEY.CDR
BOH
GRAB
Bottom of hole
LL, PL, PI Liquid Limit, Plastic Limit, Plasticity Index 6 8
Hand Sampling Equipment used to collect samples
468
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100 110
Plasticity Index
Atterberg Limits
CL-ML
MH or OH
ML or OL
Symbol Liquid
Limit
Plastic
Limit
Plasticity
Index
48 21 27
50 19 31
9 Figure
Salvino Court/Santa Rita Road
2929 Salvino Court at Santa Rita Road, El Sobrante, CA
Atterberg Limits (ASTM D4318)
% Passing
#200 SieveClassification & Source
Yellow brown & dark gray sandy lean clay (CL), NW-1 1.5-4 ft Very dark brown fat clay/lean clay (CH-CL), NW-1 7-8 ft
70.1 83.8
0 10 20 30 40 50 60 70 80 90 100 110
Liquid Limit (LL)
469
0 10
20 30
40 50
60 70
80 90
100Percent Passing By Weight
Particle Size Analysis
Coarse Fine Coarse Medium Fine
Symbol
NW-1, 1.5-4'
10 Gravel Sand Silt Clay
FigureParticle Size Analysis
NW-1, 0.5-1.5'
Source
2929 Salvino Court
Salvino Ct at Santa Rita Road, El Sobrante, CA
0 10
0.0010.010.1110100
Particle Size in mm
470
0 10
20 30
40 50
60 70
80 90
100Percent Passing By Weight
Particle Size Analysis
Coarse Fine Coarse Medium Fine
Symbol
NW-1, 5-7'
NW-1, 7-8'
11 Gravel Sand Silt Clay
FigureParticle Size Analysis
NW-1, 4-5'
Source
2929 Salvino Court
Salvino Ct at Santa Rita Rd, El Sobrante, CA
0 10
0.0010.010.1110100
Particle Size in mm
471
LEGEND
DATE: 4/24/2023
PROJECT: Salvino Court
PROJECT NO.: 2200159
SOURCE: Map of landslide and other surficial deposits
of the Concord 15-minute
Quadrangle, Tor H. Nilsen (1973).
Site location =
Landslide Map
2929 Salvino Ct at Santa Rita Rd
El Sobrante, CA
F
IGURE
13 Landslide Map
at Santa Rita Rd
El Sobrante, CA
473
October 24, 2023
Finance Department
DATE: October 24, 2023
TO: Mayor Martinez and Members of the City Council
FROM:
Shasa Curl, City Manager
Nickie Mastay, Deputy City Manager, Internal Services
Andrea Miller, Director of Finance
Mubeen Qader, Deputy Director of Finance
Antonio Banuelos, Accounting Manager
SUBJECT:
FY 2022-23 Q4 Financial Report and Administrative
Budget Adjustments
FINANCIAL IMPACT:
PREVIOUS COUNCIL
ACTION:
June 21, 2022, December 6, 2022, March 28, 2023, May
16, 2023
STATEMENT OF THE
ISSUE:
City staff is presenting the Fiscal Year (FY) 2022-23
Quarter 4 General Fund and Non-General funds budget-
to-actuals report.
RECOMMENDED ACTION:
RECEIVE the Fiscal Year 2022-23 Quarter 4 (Q4) report
for the period of July 1, 2022, through June 30, 2023;
APPROVE proposed administrative year-end budget
adjustments; and PROVIDE DIRECTION to staff
regarding Estimated Unspent Funds - Finance
Department (Andrea Miller 510-620-6790/Mubeen Qader
510-412-2077).
DISCUSSION:
This report presents an overview of the Quarter 4 (Q4) operating revenues and expenditures for FY 2022-23, which includes year-to-date budget to actual activity from July 1, 2022, through June 30, 2023. Most of the fiscal year activity has been captured; however, the amounts are not final until the fiscal year close is completed and the Annual Comprehensive Financial Report (ACFR) is published.
Staff is presenting the Q4 financial report to provide City Council an estimate of unspent funds in the General Fund.
AGENDA
REPORT
474
October 24, 2023
General Fund
At the end of FY 2022-23 Q4, total revenue exceeds total expenditures by $14,293,551 (Unspent Funds). Total revenues are above budget by approximately 5 percent and expenditures are below budget by approximately 2 percent as shown in Table 1 below.
Table 1: Estimated General Fund Revenue and Expenditures FY2022-23, Quarter 4
General Fund Revenues
Overall, revenue received totaled approximately $226 million (105.08 percent of budget) at the end of FY 2022-23 Q4. Several revenues came in higher than expected as reflected in Table 2 below. The variances in each major category are explained in the following paragraph.
Table 2: Estimated General Fund Revenue, FY2022-23 Quarter 4
General Fund Revenue Variances
Property Tax -- City staff estimated growth of 2.9 percent for Secured Property Taxes and overall growth for General Fund property taxes of 1.8 percent. Contra
GENERAL FUND
FY 2022-23
ORIGINAL
BUDGET
FY 2022-23
REVISED
BUDGET
FY 2022-23
DRAFT
ACTUALS
PENDING
DRAFT
ACCRUALS
ESTIMATED
YEAR-END
ACTUALS
VARIANCE
TOTAL REVENUES 206,632,248 215,103,041 225,458,075 566,000 226,024,075 105.08% TOTAL EXPENSES 206,632,248 215,139,689 209,296,409 2,434,115 211,730,524 98.42%
GENERAL FUND NET
+SURPLUS/(-DEFICIT) - (36,648) 16,161,666 (1,868,115) 14,293,551
GENERAL FUND
FY 2022-23
ORIGINAL
BUDGET
FY 2022-23
REVISED
BUDGET
ESTIMATED
YEAR-END
ACTUALS
VARIANCE
PROPERTY TAXES 46,056,962 48,608,929 51,919,490 106.81% SALES & USE TAX 55,282,200 55,554,137 55,417,520 99.75% UTILITY USERS TAX 49,963,589 50,861,279 54,673,131 107.49% OTHER TAXES 21,638,449 22,452,187 19,623,677 87.40% LICENSES, PERMITS & FEES 11,129,402 11,080,956 18,214,217 164.37% FINES & FORFEITURES 475,275 465,275 255,225 54.85% USE OF MONEY&PROPRTY 236,079 1,021,047 1,705,816 167.07% CHARGES FOR SERVICES 3,571,292 3,568,792 2,553,732 71.56% OTHER REVENUE 187,500 192,545 440,857 228.96% RENTAL INCOME 874,506 874,506 895,249 102.37% INTERGOV STATE TAXES 125,000 125,000 118,794 95.04% INTERGOV STATE GRANT 175,000 175,000 131,430 75.10% INTERGOV OTHER GRANT 253,569 263,569 307,076 116.51% PROC FR SLE PROP 100,000 100,000 1,264 1.26% LOAN/BOND PROCEEDS - 39,400 39,400 100.00% OPER XFERS IN 16,563,424 19,720,418 19,727,198 100.03% TOTAL REVENUES 206,632,248 215,103,041 226,024,075 105.08% 475
October 24, 2023
Costa County (County) released the 2022-2023 Assessment Roll in July 2022, which indicated growth of the Assessed Valuation (AV) at 8.15 percent for Secured Property Taxes. This is the main component in changes to secured property taxes year-to-year and came in as expected at mid-year. Property Taxes totaled $51.9 million which was $3.3 million more than the budget. A large segment that came in significantly higher than expected at mid-year was the Successor Agency surplus revenue which was $2.5 million higher than the budget.
Sales & Use Tax -- Sales and Use Tax revenue came in as expected and as updated at Mid-Year. Revenue was budgeted at $55.6 million and actual revenue came in at approximately the same amount. This revenue stream is bolstered by the performance of big box stores such as Costco, Target, Home Depot, and Walmart.
Utility Users Tax (UUT) – UUT, which applies to Cable Television, Gas and Electricity, Telecommunications, and the Maximum Tax Payable Provision (Cap Amount) paid by Chevron, totaled $54.7 million, which is $3.8 million (7.5%) over the budgeted $50.9 million. The main reason for higher than budget UUT is largely from amounts remitted by PG&E due a rate increase and more usage related to the colder, wetter winter season we experienced.
Other Taxes – Actual revenue received in the Other Taxes category was $19.6 million, a difference of $2.8 million from the budgeted amount of $22.5 million.
Other taxes include the documentary transfer tax which is collected by Contra Costa County on the sale of properties. Of the major General Fund revenue streams, this is the most volatile, where monthly payments can range significantly from $300,000 one month to $3 million the next. The City budgeted $14.4 million in the Transfer Tax category and only received $10.4 million, equating to a difference of $4 million. The budgeted amount is obtained by calculating the mean monthly amount collected since the increase to the rate was approved by voters in 2018 as stipulated in the Guiding Fiscal Policies. The rest of the revenue streams in this category came in at a cumulative $1.1 million higher than budgeted, partially offsetting the lower than anticipated transfer tax amount compared to previous years. Moving forward, City staff will budget documentary transfer tax at a lower rate since real estate transactions are decreasing as interest rates continue to rise.
Licenses, Permits, and Fees – The total revenue through June 30, 2023, for this category is $18.2 million which is $7.1 million above the budgeted amount of $11.1 million. This revenue stream includes the business tax revenue. This is the first full year of the Business Tax using the gross receipts as mandated with the passage of Measure U. The total business tax was $16.2 million, more than double the budgeted amount of $8.1 million. There are some anomalies in the amounts collected in FY 2022-23, as many businesses transitioned from an expiration date based on the anniversary of when they started their businesses to a fixed expiration date of December 31. Therefore, these businesses paid a 476
October 24, 2023
prorated amount for their 2022 business tax and a full amount for their 2023 business tax, all within FY 2022-23. This transition increased the business tax revenue received in FY 2022-23 by approximately $2.5 million. Moving forward, this revenue stream is expected to decrease.
Table 3 below illustrates the share of the total business tax paid. The Business Tax Revenue for FY2022-23 is $13.9 M. The top 50 taxpayers paid 55.4 percent of the total $13.9 million. The top 500 businesses paid nearly 87 percent of the tax collected, while every other business cumulatively paid 13.1 percent of the total collected. Figure 1 illustrates the percentage of business tax paid by business class.
Table 3: 2023 Business Tax Percentage Paid by Businesses Excluding Proration Business Tax
Accounts
FY2022-23 Percentage Total Share
Top 1 to 25 6,416,419 46.2% 46.2%
26 to 50 1,276,098 9.2% 55.4%
51 to 100 1,585,211 11.4% 66.8%
101 to 250 1,838,199 13.2% 80.1%
251 to 500 946,600 6.8% 86.9%
501 to 7130 1,818,206 13.1% 100.0%
All 13,880,733 100.0%
Figure 1: Business Tax Paid by Business Class
General Fund Expenditures
Overall, expenditures are projected to total $211.7 million (98 percent of budget) at the end of FY 2022-23 Q4. Actuals are trending lower than the approved budgeted amounts Class A:Retail Sales
21%
Class C:Auto Sales &
Manufactur
17%
Class F:Construction
Contractors
11%
Class G: Business &
Personal Services
5%
Class H:Professional &
Semi Profesional Services
17%
Class K1: Rental
Res/Non
21%
Other
8%
477
October 24, 2023
mainly due to lower-than-expected operating expenditures. The summary of budget-to- actual expenditures is discussed in Table 4 below.
Table 4: Estimated General Fund Expenditures FY 2022-23, Quarter 4
General Fund Expenditure Variances
Salaries & Wages -- This category includes base salaries for full-time and part-time staff, overtime, and other pay types. Actual expenditures total $70 million (2 percent above the budget). Projected vacancy savings of $8.3 million was transferred out to the General Capital fund earlier in the fiscal year.
Benefits – This category includes medical, dental, workers compensation, CalPERS pension costs, Other Post Employment Benefits (OPEB), and other benefits. The original budget was reduced by $6.7 million due to projected vacancy savings and transferred out to the General Capital earlier this year. Total actual expenditures are $67 million (12 percent above budget). The variance is due to $6.1 million additional contribution to OPEB 115 Trust that was approved by the City Council on December 6, 2022.
Professional & Admin Services – This category includes professional and consulting services, legal services, computer software maintenance, security services, and contractual obligations, such as animal control services. Actual expenditures total $11.9 million (59 percent of budget).
Other Operating – This includes copier leases, office supplies, and other items.
Actual expenditures total $4.2 million (64 percent of budget). The total expenditures include reclassification of rent expense to capital lease for about $2 million as part of Governmental Accounting Standards Board (GASB) 87 implementation which provides guidance for lease contracts for nonfinancial assets—including vehicles, heavy equipment, and buildings.
Utilities – This category includes gas, electricity, water, refuse, telephone, and internet services. Actual expenditures total $4.4 million (82 percent of budget). Major
GENERAL FUND
FY 2022-23
ORIGINAL
BUDGET
FY 2022-23
REVISED
BUDGET
ESTIMATED
YEAR-END
ACTUALS
VARIANCE
SALARIES AND WAGES 78,761,868 68,387,383 69,865,034 102.16% PYRLL/FRINGE BENEFIT 66,929,804 60,179,791 67,245,882 111.74% PROF & ADMIN 16,977,138 20,116,834 11,901,455 59.16% OTHER OPERATING 7,970,902 6,627,804 4,220,462 63.68% UTILITIES 5,399,957 5,322,893 4,369,913 82.10% EQPT & CONTRACT SVCS 2,731,448 2,713,145 2,130,965 78.54% PROVISN FOR INS LOSS 25,725 29,641 28,641 96.63% COST POOL 15,277,766 15,277,766 15,277,766 100.00% ASSET/CAPITAL OUTLAY 3,172,136 3,967,455 3,536,627 89.14% DEBT SVC EXPENDITURE 1,037,009 1,037,009 2,944,812 283.97% A87 COST PLAN REIMBS (3,531,610) (3,531,610) (3,622,739) 102.58% GRANT EXPENDITURES 2,500 117,990 59,647 50.55% OPER XFERS OUT 11,877,605 34,893,588 33,772,060 96.79% TOTAL EXPENSES 206,632,248 215,139,689 211,730,524 98.42% 478
October 24, 2023
sources of the variance is the result of lower-than-expected utilization, cost of water in parks and landscaping areas due to increased precipitation.
Equipment & Contract Services - This category includes equipment and maintenance/repair services. Actual expenditures total $2 million (79 percent of budget). Actual cost of repairs and maintenance came in lower than budgeted.
Cost Pool – This includes vehicle replacement, general liability, and Civic Center debt allocation. Since these charges are distributed through equal monthly journals, the expenditures are fully captured to 100 percent of the budget.
Asset/Capital Outlay – This includes capital purchases and major facility and infrastructure upgrades. Total expenditures at the end of Q4 are $3.5 million (89 percent of the budget). Major sources of the variance are the result of lower than budgeted costs for equipment replacement projects in the Information Technology department.
Debt Service – Included in this category are debt service payments per the debt payment schedule and capital leases per the agreements. Total expenditures are above budget due to the reclassification of rent expenses into capital lease expenses as part of GASB 87 implementation which provides guidance for lease contracts for nonfinancial assets—including vehicles, heavy equipment, and buildings.
A87 Cost Plan Reimbursement – This category includes administrative overhead credit from non-General Fund programs through monthly journals. The expenditures are anticipated to be at 100 percent at the end of Q4, currently the transactions are still being analyzed as part of the fiscal year-end close.
Grant Expenditures – This category includes Office of Neighborhood Safety and Recreation grant expenditures. The expenditures, including encumbrances, are at 51 percent, remaining grant budget will roll over to the following fiscal year.
Transfers Out – This includes transfers out from the General Fund to non-General Funds for operating subsidies and a portion of the debt service. The General Fund Actuals total $33.7 million (99.6 percent of budget).
Non-General Funds
Non-General Fund Revenues
Actual non-general fund revenues collected are 32 percent above the budgeted amounts mainly due to Bond proceeds of $154 million as a result of Pension Obligation Bonds refunding (from a swap to a fixed rate). Budget-to-actual revenue totals by each fund are explained for some of the major categories (see Attachment 1). 479
October 24, 2023
Table 5: Non-General Fund Revenues, FY 2022-23, Quarter 4
Capital Improvement Funds – Total revenue is 38 percent of the budget. The major variance is due to pending grant reimbursements revenues in Outside- Funded Services fund and Engineering Services Grants fund. Part of the variance is full grant awards are budgeted as revenues and actual revenue is based on the expenditures incurred.
Debt Service Funds – Revenues are above budget by 742 percent due to $154 million bond proceeds (passthrough) from Pension Obligation Bonds refunding.
Enterprise Funds – Total revenues are 76 percent of the budget mainly due to bond proceeds for capital projects, the drawdowns have been recognized as unearned revenue versus revenue.
Other Operations Funds – Total revenues are 65 percent of the budget. The major variance is due to grant funded program revenues, for which the reimbursements are generally received for the incurred expenditures and remaining balances on budget are rolled into the following year.
Pension Funds – The variance is due to return on investment experienced in the FY 2022-23.
Special Revenue Funds – Actual revenue is above the budget by a significant amount due to American Rescue Plan Act (ARPA) funds, and Chevron Environmental and Community Investment Agreement (ECIA) fund revenues.
Non-General Fund Expenditures
Total non-general fund expenditures are 86 percent of the budget. Several non-general funds have capital and grant projects that span over multiple years, and unspent balances in these funds roll over and was banked by project for utilization to the following year until each respective project is complete. For budget-to-actuals by each
FUND ORIGINAL
BUDGET
REVISED
BUDGET
ESTIMATED
ACTUALS
THRU JUNE
VARIANCE
Total Capital Improvement Fund 31,852,226 85,313,066 32,372,772 38% Total Debt Service Funds 20,629,090 22,107,202 164,051,582 742% Total Enterprise Funds 58,991,980 58,991,980 44,808,481 76% Total Housing Funds 2,161,415 2,223,583 2,280,430 103% Total Housing Authority Funds 4,880,044 4,895,044 5,120,893 105% Total Internal Service Funds 24,730,653 24,782,653 27,036,337 109% Total Other Operations Funds 27,276,353 39,280,890 25,725,112 65% Total Pension Funds 165,305 165,305 1,213,629 734% Total Special Revenue Funds 29,253,674 39,967,907 62,822,670 157% -Total All Funds 199,940,740 277,727,631 365,431,906 132% 480
October 24, 2023
fund see Attachment 1. Non-general fund budget-to-actual expenditures by fund type are shown in Table 6:
Table 6: Estimated Non-General Fund Expenditures FY 2022-23 Quarter 4
Capital Improvement Funds – Total expenditures are 28 percent of the budget; the variance is due to projects spanning over multiple years where the unspent balances are rolled forward into the following year.
Debt Service Funds – Total expenditures are above budget by 821 percent, with the variance due to refunding (Passthrough) of the Pension Obligation Bonds. Enterprise funds – Total expenditures are 27 percent of the budget; the variance is due to the wastewater capital projects spanning over multiple years. The remaining balance of the budget will be rolled into the following year. Internal Service Funds – Total expenditures are 81 percent of the budget; the variance is due to equipment purchases rolling into the following year. Other Operations Funds – Total expenditures are 62 percent of the budget.
Several grant funded programs have multiple year grants, and remaining grant balances will be rolled forward to the following fiscal year. Pension Funds – Total expenditures are 713 percent of the budget; the variance is due to Police and Fire legacy pension system expenditures which are not typically budgeted.
Special Revenue funds – Total expenditures are 57 percent of the budget; the variance is due to the main library renovation project which is budgeted but has not started yet. Other major drivers behind the variance are the projects in ECIA and ARPA funds.
FUND TYPE ORIGINAL
BUDGET
REVISED
BUDGET
ESTIMATED
FY 2022-23
YEAR-END
ACTUALS
VARIANCE
Total Capital Improvement Funds 33,902,113 100,170,791 28,458,179 28% Total Debt Service Funds 21,612,086 21,612,086 177,357,834 821% Total Enterprise Funds 70,579,794 121,226,354 33,303,955 27% Total Housing Funds 5,458,047 5,496,861 1,101,601 20% Total Housing Authority Funds 4,880,044 4,915,044 4,182,157 85% Total Internal Service Funds 25,169,925 29,809,742 24,224,430 81% Total Other Operations Funds 27,075,053 44,817,360 27,795,933 62% Total Pension Funds - 210,463 1,500,226 713% Total Special Revenue Funds 39,674,849 58,088,338 33,020,361 57% Total All Funds 228,351,909 386,347,037 330,944,677 86% 481
October 24, 2023
Quarter 4 Administrative Budget Adjustments
At the end of FY 2022-23, staff recommends approving several proposed administrative budget adjustments to align with fiscal year-end actuals. Most of these adjustments are to acknowledge the actual revenue received in non-general funds (see Attachment 2).
Table 7: Q4 Administrative Budget Adjustments
Fund Type Adjustment Type Amount
General Fund Expenditure $6,102,459
General Capital Funds Revenue $2,606,659
General Capital Funds Expenditure $2,443,035
Richmond Housing Authority Funds No net impact
Internal Services Funds Revenue $52,000
Internal Services Funds Expenditures $2,635,900
Other Operations Revenue $112,431
Special Revenue Funds Revenue $16,509,784
UNSPENT FUNDS
As a result of the Q4 analysis, staff has identified an estimated amount of unspent funds that could be available at the end of FY 2022-23 for the City Council to allocate towards their priority Goals. The availability of these funds is an estimate, and the amounts are subject to change, as the City is currently in the process of closing the books for fiscal year ending June 30, 2023.
Please note that during the City’s Quarter 3 (Q3) Budget Review on May 16, 2023, the City Council allocated $15,000,000 towards the Main Library Renovation project from the estimated unspent funds anticipated to remain in the General Fund on June 30, 2023.
Reserve Level
On June 27, 2023, the City Council approved the General Fund reserve minimum requirements level at 21 percent of the next year’s Budgeted General Fund expenditures. Please note, the previous Reserve Policy was a range of fifteen percent to twenty percent (15-20) of the next year’s budgeted total expenditures, including transfers out. Table 8 below illustrates the FY2022-23 Reserve beginning balance and the required additional $2,393,278 contribution to meet the policy target of 21 percent reserve level. This is extremely prudent given unknown financial headwinds related to events such as turmoil in the U.S. Congress, war in Ukraine, and significant interest rate hikes.
Table 8: General Fund Reserve Level
Line Item Amount
FY 22-23 Beginning Reserve Level 44,935,389
FY 23-24 General Fund Budget 225,374,607
FY23-24 Target Reserve Level @ 21% 47,328,667
Additional Funds Needed 2,393,278
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October 24, 2023
Other Post Employment Benefits (OPEB) and Pension Funding Policies On June 27, 2023, the City Council also approved OPEB and Pension funding policies, which requires the City to contribute 10 percent of the year-end General Fund Surplus/Unspent funds into the respective 115 Trust accounts. Table 9 below illustrates the estimated contributions after meeting the General Fund Reserve Policy Target Reserve Level and remaining balance of the unspent funds for City Council priority goals.
Table 9: Unspent Funds Calculation
Item Estimated Amount
FY22-23 Unspent Balance 14,293,551
Contribution to Reserve (2,393,278)
Available Unspent Funds 11,900,273
Contribution to OPEB @10% 1,190,027
Contribution to CalPERS @10% 1,190,027
Remaining Unspent Funds 9,520,218
Capital Improvement Projects Update
Attachment 5 details the existing Capital Projects that are included in the FY 2023-24 Capital Improvement Plan with the estimated total cost and potential funding shortfall.
The amount of the identified funding shortfall across these projects is approximately $15.83 M. Several of the listed projects have grants as a partial funding source and require additional funding to complete these projects. The grant funded projects have an estimated funding shortfall of $5,460,000 in FY 2023-24, $5,065,000 shortfall in FY 2024-25, and $3,656,717 shortfall in FY 2025-26 (see Attachment 5). City staff recommend that the City Council consider funding projects from the unspent funds $9,520,218 as follows:
• $5,460,000 - FY 23-24 CIP Shortfall
• $3,261,717 - FY 24-25 CIP Shortfall (Partial Funding)
In addition, City staff recommends allocating unspent General Funds as follows:
$520,000 - Stenmark Cottages for recently identified asbestos and lead abatement
$278,501 - Richmond Fire Department Emergency Operations Center (EOC) Information Technology equipment upgrades Table 10
Table 10: Richmond Fire Department EOC IT Equipment Upgrades EOC Equipment Amount
Radio Communication, Basement Upgrade 55,049
Cabling, Conduit and Services 49,170
EOC Desktops with Conference Audio Video 83,103
EOC Laptops 16,999
Printer/Scanner/Copier 4,247
Smart Board 18,133
Plotter 24,000
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October 24, 2023
Cell Phones 3,200
Cellular Hot Spots 600
Portable Radio 24,000
Total 278,501
Please note FY 2023-24 Capital Improvement Plan can be accessed online, https://www.ci.richmond.ca.us/183/Budget-Documents.
Next Step
City staff will continue working with the auditors to complete the FY 2022-23 year-end audit and publish the Annual Comprehensive Financial Report (ACFR). City staff will present the year-end audit results and ACFR to the City Council in January or February 2024.
DOCUMENTS ATTACHED:
Attachment 1 – Estimated Fiscal Year 2022-23 General Fund and Non-General Funds Revenues and Expenditures.
Attachment 2 – Fiscal Year 2022-23 Administrative Budget Adjustments Attachment 3 – Resolution – Administrative Budget Adjustments Attachment 4 – Resolution – Appropriations for Capital Projects Funding Shortfall Attachment 5 – Capital Improvement Projects with Projected Shortfall Attachment 6 – Draft Q4 Presentation
484
Attachment 1 - Estimated Fiscal Year 2022-23 General Fund and Non-General Funds Revenues and Expenditures
GENERAL FUND
FY 2022-23
ORIGINAL
BUDGET
FY 2022-23
REVISED
BUDGET
ESTIMATED
YEAR-END
ACTUALS
VARIANCE
PROPERTY TAXES 46,056,962 48,608,929 51,919,490 106.81% SALES & USE TAX 55,282,200 55,554,137 55,417,520 99.75% UTILITY USERS TAX 49,963,589 50,861,279 54,673,131 107.49% OTHER TAXES 21,638,449 22,452,187 19,623,677 87.40% LICENSES, PERMITS & FEES 11,129,402 11,080,956 18,214,217 164.37% FINES & FORFEITURES 475,275 465,275 255,225 54.85% USE OF MONEY&PROPRTY 236,079 1,021,047 1,705,816 167.07% CHARGES FOR SERVICES 3,571,292 3,568,792 2,553,732 71.56% OTHER REVENUE 187,500 192,545 440,857 228.96% RENTAL INCOME 874,506 874,506 895,249 102.37% INTERGOV STATE TAXES 125,000 125,000 118,794 95.04% INTERGOV STATE GRANT 175,000 175,000 131,430 75.10% INTERGOV OTHER GRANT 253,569 263,569 307,076 116.51% PROC FR SLE PROP 100,000 100,000 1,264 1.26% LOAN/BOND PROCEEDS - 39,400 39,400 100.00% OPER XFERS IN 16,563,424 19,720,418 19,727,198 100.03% TOTAL REVENUES 206,632,248 215,103,041 226,024,075 105.08% SALARIES AND WAGES 78,761,868 68,387,383 69,865,034 102.16% PYRLL/FRINGE BENEFIT 66,929,804 60,179,791 67,245,882 111.74% PROF & ADMIN 16,977,138 20,116,834 11,901,455 59.16% OTHER OPERATING 7,970,902 6,627,804 4,220,462 63.68% UTILITIES 5,399,957 5,322,893 4,369,913 82.10% EQPT & CONTRACT SVCS 2,731,448 2,713,145 2,130,965 78.54% PROVISN FOR INS LOSS 25,725 29,641 28,641 96.63% COST POOL 15,277,766 15,277,766 15,277,766 100.00% ASSET/CAPITAL OUTLAY 3,172,136 3,967,455 3,536,627 89.14% DEBT SVC EXPENDITURE 1,037,009 1,037,009 2,944,812 283.97% A87 COST PLAN REIMBS (3,531,610) (3,531,610) (3,622,739) 102.58% GRANT EXPENDITURES 2,500 117,990 59,647 50.55% OPER XFERS OUT 11,877,605 34,893,588 33,772,060 96.79% TOTAL EXPENSES 206,632,248 215,139,689 211,730,524 98.42%
GENERAL FUND NET
+SURPLUS/(-DEFICIT) - (36,648) 14,293,551 Estimated General Fund Revenue and Expenditures, FY2020-23, Quarter 4
Attachment 1 - Estimated Fiscal Year 2022-23 General Fund and Non-General Funds Revenues and Expenditures
FUND ORIGINAL
BUDGET
REVISED
BUDGET
ESTIMATED
ACTUALS THRU
JUNE 2023
VARIANCE
PROPOSED
BUDGET
ADJUSTMENT
1002 STATE GAS TAX 3,203,193 3,203,193 2,942,967 92% - 1004 ASSET SEIZURE FUND 20,000 20,000 12,486 62% (14,983) 1006 OUTSIDE FUNDED SVCS - GRA 7,315,997 29,148,165 2,817,875 10% - 1019 ROAD MAINT & REHAB ACCT 2,510,376 2,510,376 2,616,807 104% - 1054 ENGINEERING GRANTS 14,509,778 23,509,733 2,407,814 10% - 2001 GENERAL CAPITAL FUND - 21,023,341 19,516,894 93% 2,481,984 2002 MEASURE J 4,292,882 4,292,882 43,672 1% - 2007 HARBOR FUND - - 1,114 - - 2110 IMPACT FEE - PARKS - 5,364 16,483 307% 7,416 2111 IMPACT FEE - TRAFFIC - 562,079 641,177 114% 44,671 2113 IMPACT FEE - FIRE - 55,381 65,665 119% 7,783 2114 IMPACT FEE - POLICE - 189,101 65,833 35% (139,778) 2115 IMPACT FEE - COMM/AQUATC - 26,101 69,236 265% 29,879 2116 IMPACT FEE - PARKS/OPEN - 108,864 304,901 280% 124,591 2117 IMPACT FEE - LIBRARY - 73,310 152,529 208% 36,273 2118 IMPACT FEE - HILLTOP - - 773 - - 2119 IMPACT FEE - STORM DRAINA - 204,910 242,223 118% 13,497 2120 IMPACT FEE - WASTEWATER - 380,267 454,323 119% 15,326 Total Capital Improvement Fund 31,852,226 85,313,067 32,372,772 38% 2,606,659 3001 DS - 2005 TAXABLE POB 13,052,125 13,057,069 154,176,857 1181% - 3002 DS - 99A PENSION OBLIG BO 809,523 2,282,691 2,973,127 130% - 3005 DS - 07 REFNDING&CVC CTR 6,767,442 6,767,442 6,901,599 102% - Total Debt Service Funds 20,629,090 22,107,202 164,051,583 742% - 4001 PORT OF RICHMOND 10,348,460 10,348,460 11,728,701 113% - 4003 WASTEWATER 46,943,520 46,943,520 31,324,484 67% - 4005 MARINA 450,000 450,000 701,912 156% - 4008 KCRT - CABLE TELEVIS 1,250,000 1,250,000 1,053,384 84% - Total Enterprise Funds 58,991,980 58,991,980 44,808,481 76% - 1200 HOUSING ADMINISTRATION 567,110 590,260 683,872 116% - 1201 CDBG 176,575 176,575 219,741 124% - 1202 HOME PROGRAM 3,689 23,764 24,277 102% - 1203 NEIGHBORHOOD STAB(NP) 15,144 15,144 - 0% - 1207 COR-NEIGHBORHOOD STAB(CIT 133,664 133,664 - 0% - 1208 COR-SUCCESSOR HOUSING AGE 165,844 184,787 276,606 150% - 1209 CAL-HOME GRANT FUND 64,142 64,142 225,576 352% - 1302 HOUSNG IN LIEU FEE - DEVE 568,566 568,566 594,740 105% - 2125 IRON TRIANGLE/EPA PROGRAM 300,250 300,250 89,187 30% - 2126 HOUSING CIP FUND 166,432 166,432 166,432 100% - Total Housing Funds 2,161,416 2,223,584 2,280,431 103% - Estimated Non - General Fund Revenue, FY2022-23, Quarter 4
Attachment 1 - Estimated Fiscal Year 2022-23 General Fund and Non-General Funds Revenues and Expenditures
FUND ORIGINAL
BUDGET
REVISED
BUDGET
ESTIMATED
ACTUALS THRU
JUNE 2023
VARIANCE
PROPOSED
BUDGET
ADJUSTMENT
4101-RHA HOUSING CHOICE - - 35,266 - - 4201 RHA-CAPITAL FUND 1,110,141 1,221,155 2,088,851 171% (111,014) 4401 RHA-HACIENDA - - 40 - 1,463,218 4404 RHA-NEVIN PLAZA 2,077,758 1,890,622 1,194,987 63% (758,980) 4405 RHA-NYSTROM VILLAGE 1,027,748 1,027,748 1,345,842 131% (355,119) 4406 RHA-RICHMOND VILLAGE ONE 233,080 233,080 213,023 91% - 4407 RHA-RICHMOND VILLAGE TWO 205,818 205,818 147,525 72% - 4408 RHA-RICHMOND VILLAGE THRE 78,516 78,516 95,346 121% - 4501 RHA-CENTRAL OFFICE COST C 146,983 238,105 13 0% (238,105) Total Housing Authority Funds 4,880,044 4,895,044 5,120,893 105% - 5001 INSURANCE RESERVES 19,184,635 19,184,635 20,254,245 106% - 5003 EQUIPMENT SERVICES 5,546,018 5,598,018 4,182,092 75% 52,000 5008 COMPENSATED ABSENCES - - 2,600,000 - - Total Internal Service Funds 24,730,653 24,782,653 27,036,337 109% 52,000 1003 TRANSPORTATION OPERATION 879,097 879,097 36,391 4% 55,581 1012 HILLTOP LANDSCAPE MAINT D 1,320,954 1,320,954 1,332,133 101% - 1015 MARINA BAY LNDSCP & LIGHT 1,151,294 1,162,824 1,185,144 102% 4,499 1050 CR-PLANNING & BUILDING 12,191,851 17,066,368 13,988,613 82% 52,351 1205 EMPLOYMENT & TRAINING 9,723,481 15,243,126 6,093,475 40% - 4006 STORMWATER 2,009,676 3,608,521 3,089,356 86% - Total Other Operations Funds 27,276,353 39,280,890 25,725,112 65% 112,431 6050 GENERAL PENSION FUND 152,897 152,897 179,340 117% - 6051 POLICE & FIRE PENSION - - 1,016,056 - - 6052 GARFIELD PENSION FUND 12,408 12,408 18,233 147% - Total Pension Funds 165,305 165,305 1,213,629 734% - 1001 SECURED PENSION OVERRIDE 17,350,450 17,350,450 26,045,312 150% 8,660,127 1005 LIBRARY FUND 183,606 10,491,027 5,377,647 51% - 1007 EMERGENCY MED SERV 215,586 215,586 9,899 5% - 1009 VEOLIA MITIGATION 25,000 25,000 25,808 103% - 1010 N.RICHMOND WASTE 124,207 124,207 409,217 329% 283,181 1011 OUTSIDE FUNDED SVCS - DON - - 165 - - 1013 HAZMAT FUND - - 6,209 - 6,209 1017 CHEVRON MODERNIZATN PROJ 275,842 275,842 6,449,379 2338% 6,000,000 1018 RENT CONTROL 3,106,687 3,106,687 2,651,738 85% - 1055 ENCROACHMENT SVCS 1,065,000 1,065,000 1,358,551 128% 231,593 1303 KIDS FIRST INITIATIVE 3,936,896 3,936,896 4,015,737 102% - 1304 EMERGENCY OPE & DISASTR R - 406,812 425,252 105% - 1305 PUBLIC ART 200,000 200,000 1,577,862 789% 1,328,674 1306 AMERICAN RESCUE PLAN ACT 2,770,400 2,770,400 14,469,895 522% - Total Special Revenue Funds 29,253,674 39,967,907 62,822,671 157% 16,509,784 Total All Funds 199,940,741 277,727,632 365,431,909 132% 19,280,874
Attachment 1 - Estimated Fiscal Year 2022-23 General Fund and Non-General Funds Revenues and Expenditures
FUND TYPE ORIGINAL
BUDGET
REVISED
BUDGET
ESTIMATED
FY 2022-23
YEAR-END
ACTUALS
VARIANCE
1002 STATE GAS TAX 3,203,193 2,835,431 2,402,912 85% 1004 ASSET SEIZURE FUND 20,000 145,000 63,660 44% 1006 OUTSIDE FUNDED SVCS - GRA 7,315,997 32,010,575 6,920,898 22% 1019 ROAD MAINT & REHAB ACCT ( 4,924,031 4,292,045 87% 1054 ENGINEERING GRANTS 14,509,778 26,958,603 10,138,027 38% 2001 GENERAL CAPITAL FUND 3,061,487 23,868,669 1,310,158 5% 2002 MEASURE J 3,786,947 5,161,541 2,028,502 39% 2110 IMPACT FEE - PARKS 15,000 15,000 15,383 103% 2111 IMPACT FEE - TRAFFIC 263,639 354,109 54,979 16% 2113 IMPACT FEE - FIRE 89,383 89,383 86,154 96% 2114 IMPACT FEE - POLICE - 120,000 1,480 1% 2115 IMPACT FEE - COMM/AQUATIC - - 1,679 - 2116 IMPACT FEE - PARKS/OPEN 373,264 642,783 276,523 43% 2117 IMPACT FEE - LIBRARY 469,295 1,409,145 9,045 1% 2119 IMPACT FEE - STORM DRAINAGE - - 6,552 - 2120 IMPACT FEE - WASTEWATER 794,130 1,636,521 850,180 52% Total Capital Improvement Funds 33,902,113 100,170,791 28,458,179 28% 3001 DS - 2005 TAXABLE POB 13,052,125 13,052,125 166,700,321 1277% 3002 DS - 99A PENSION OBLIG BO 809,023 809,023 2,892,808 358% 3005 DS - 07 REFNDING&CVC CTR 7,750,938 7,750,938 7,764,706 100% Total Debt Service Funds 21,612,086 21,612,086 177,357,834 821% 4001 PORT OF RICHMOND 8,564,055 8,764,055 2,115,254 24% 4003 WASTEWATER 59,517,817 109,964,377 29,777,658 27% 4005 MARINA 1,222,754 1,222,754 187,299 15% 4008 KCRT - CABLE TELEVIS 1,275,168 1,275,168 1,223,743 96% Total Enterprise Funds 70,579,794 121,226,354 33,303,955 27% 1200 HOUSING ADMINISTRATION 311,463 311,463 211,185 68% 1201 CDBG 981,745 1,028,060 240,903 23% 1202 HOME PROGRAM - - 374 - 1203 NEIGHBORHOOD STAB(NP) 13,193 5,693 5,693 100% 1207 COR-NEIGHBORHOOD STAB(CIT 6,753 6,753 3,365 50% 1208 COR-SUCCESSOR HOUSING AGE 1,188,435 1,188,435 226,540 19% 1209 CAL-HOME GRANT FUND 333 333 169,671 50952% 1302 HOUSNG IN LIEU FEE - DEVE 2,656,125 2,656,125 160,825 6% 2125 IRON TRIANGLE/EPA PROGRAM 300,000 300,000 83,046 28% Total Housing Funds 5,458,047 5,496,861 1,101,601 20% Estimated Non - General Fund Expenditures, FY 2022-23, Quarter 4
Attachment 1 - Estimated Fiscal Year 2022-23 General Fund and Non-General Funds Revenues and Expenditures
FUND TYPE ORIGINAL
BUDGET
REVISED
BUDGET
ESTIMATED
FY 2022-23
YEAR-END
ACTUALS
VARIANCE
4102 RHA-Hope 6 - - 38,683 - 4201 RHA-CAPITAL FUND 1,110,141 1,110,141 692,149 62% 4401 RHA-HACIENDA - - 92,457 - 4404 RHA-NEVIN PLAZA 2,077,758 2,077,758 1,618,401 78% 4405 RHA-NYSTROM VILLAGE 1,027,748 1,042,748 925,907 89% 4406 RHA-RICHMOND VILLAGE ONE 233,080 233,080 206,338 89% 4407 RHA-RICHMOND VILLAGE TWO 205,818 205,818 139,751 68% 4408 RHA-RICHMOND VILLAGE THRE 78,516 78,516 92,492 118% 4501 RHA-CENTRAL OFFICE COST C 146,983 146,983 358,739 244% 4502 RHA-HOUSING CORPORATION - 20,000 17,239 86% Total Housing Authority Funds 4,880,044 4,915,044 4,182,157 85% 5001 INSURANCE RESERVES 19,077,907 22,853,144 18,268,115 80% 5003 EQUIPMENT SERVICES 6,092,018 6,956,597 3,517,871 51% 5008 COMPENSATED ABSENCES - - 2,438,444 - Total Internal Service Funds 25,169,925 29,809,742 24,224,430 81% 1003 TRANSPORTATION OPERATION 849,502 849,502 843,597 99% 1012 HILLTOP LANDSCAPE MAINT D 1,407,372 1,637,372 1,650,310 101% 1015 MARINA BAY LNDSCP & LIGHT 1,291,290 1,291,290 1,358,060 105% 1050 CR-PLANNING & BUILDING 12,186,939 18,079,374 13,278,023 73% 1205 EMPLOYMENT & TRAINING 9,313,589 15,598,139 5,992,162 38% 4006 STORMWATER 2,026,361 7,361,684 4,673,781 63% Total Other Operations Funds 27,075,053 44,817,360 27,795,933 62% 6050 GENERAL PENSION FUND - - 240,913 - 6051 POLICE & FIRE PENSION - - 1,033,225 - 6052 GARFIELD PENSION FUND - 210,463 226,088 107% Total Pension Funds - 210,463 1,500,226 713% 1001 SECURED PENSION OVERRIDE 17,350,989 17,350,989 20,233,520 117% 1005 LIBRARY FUND 183,606 10,491,027 287,044 3% 1007 EMERGENCY MED SERV 259,600 259,600 198,075 76% 1009 VEOLIA MITIGATION 100,000 100,000 - 0% 1010 N.RICHMOND WASTE 124,375 124,375 34,608 28% 1013 HAZMAT FUND 63,400 63,400 - 0% 1017 CHEVRON MODERNIZATN PROJ 10,924,232 11,239,059 4,375,810 39% 1018 RENT CONTROL 2,735,580 2,738,580 2,650,919 97% 1055 ENCROACHMENT SVCS 906,309 906,309 724,213 80% 1303 KIDS FIRST INITIATIVE 3,935,358 3,935,358 1,657,028 42% 1304 EMERGENCY OPE & DISASTR R - 406,812 115,110 28% 1305 PUBLIC ART 321,000 346,500 85,746 25% 1306 AMERICAN RESCUE PLAN ACT 2,770,400 10,126,329 2,658,287 26% Total Special Revenue Funds 39,674,849 58,088,338 33,020,361 57% Total All Funds 228,351,909 386,347,037 330,944,677 86%
Attachment 2 – Fiscal Year 2022-23 Administrative Budget Adjustments Fund Fund Description Fund Type
Revenue
Adjustments
Increase/
(Decrease)
Expense
Adjustments
Increase/
(Decrease)
Net Impact Justification
0001 General Fund General Fund 6,102,459 6,102,459 One-time payment into Other Post Employment Benefits, Trust Fund. 0001 General Fund General Fund (750,000) 750,000 Traffic Calming, transfer budget from General Fund Public Works object to General Fund transfer- out object code, to move funding to capital project fund 0001 General Fund General Fund 750,000 (750,000) Traffic Calming, transfer budget from General Fund Public Works to General Capital Project Fund 0001 General Fund General Fund (1,000,000) 1,000,000 Street Paving, transfer budget from General Fund street improvement object code to General Fund transfer-out object code, to move funding to capital project fund 0001 General Fund General Fund 1,000,000 (1,000,000) Street Paving, transfer budget from General Fund to General Capital Project Fund 0001 General Fund General Fund (358,160) 358,160 Pt. Molate, transfer budget from General Fund object code to transfer-out object code to move funding to capital project fund
0001 General Fund General Fund 358,160 (358,160) Pt. Molate transfer budget from General Fund to General Capital for Cottages 0001 General Fund General Fund (6,209) 6,209 General Fund miscellaneous expense to transfer-out object code for Hazmat expense 0001 General Fund General Fund 6,209 (6,209) Transfer-out to cover Hazmat expenditures 0001 General Fund General Fund (282,525) 282,525 Network Refresh, transfer budget from General Fund Information Technology object code to transfer-out object code
0001 General Fund General Fund 282,525 (282,525) Network Refresh, transfer-out to General Capital Fund for capital project Total General Fund Requests - 6,102,459 6,102,459 1004 Asset Seizure Capital Improvement (14,983) (14,983) Reduce revenue bud get, Asset Seizure revenue is unpredictable 2001 General Capital Capital Improvement 750,000 750,000 Traffic Calming, transfer-in funding from General Fund to General Capital Fund for project 2001 General Capital Capital Improvement 750,000 (750,000) Appropriate budget in General Capital Fund for Traffic Calming 2001 General Capital Capital Improvement 1,000,000 1,000,000 Transfer-in to General Capital Fund for Street Paving Project 2001 General Capital Capital Improvement 1,000,000 (1,000,000) Appropriate budget in General Capital Fund for Street Paving 2001 General Capital Capital Improvement 358,160 358,160 Transfer-in to General Capital Fund for Pt. Molate Cottages 2001 General Capital Capital Improvement 358,160 (358,160) Appropriate budget in General Capital Fund for Pt. Molate Cottages 2001 General Capital Capital Improvement 282,525 282,525 Transfer-in to General Capital Fund for Network Refresh capital project 2001 General Capital Capital Improvement 282,525 (282,525) Appropriate budget in General Capital Fund for Network Refresh capital project 2001 General Capital Capital Improvement 91,300 91,300 Appropriate budget revenue received as of 6/30/23 2110 Impact Fee Parks/PW Capital Improvement 7,416 7,416 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2111 Impact Fee Traffic Capital Improvement 44,671 44,671 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2113 Impact Fee Fire Capital Improvement (1) (1) Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2113 Impact Fee Fire Capital Improvement 7,784 7,784 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2114 Impact Fee Police Capital Improvement (139,778) (139,778) Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2115 Impact Fee Comm/Aquatic Capital Improvement 28,257 28,257 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2115 Impact Fee Comm/Aquatic Capital Improvement 1,622 1,622 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2116 Impact Fee Open Park Capital Improvement 117,809 117,809 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2116 Impact Fee Open Park Capital Improvement 6,783 6,783 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2117 Impact Fee Librar y Capital Improvement 31,919 31,919 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2117 Impact Fee Librar y Capital Improvement (35,147) (35,147) Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2117 Impact Fee Librar y Capital Improvement 10,808 10,808 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2117 Impact Fee Librar y Capital Improvement 495 495 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2117 Impact Fee Librar y Capital Improvement 20,491 20,491 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2117 Impact Fee Librar y Capital Improvement 7,706 7,706 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2119 Impact Fee Storm Draina ge Capital Improvement 12,035 12,035 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2119 Impact Fee Storm Draina ge Capital Improvement (197,089) (197,089) Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2119 Impact Fee Storm Draina ge Capital Improvement 47,751 47,751 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2119 Impact Fee Storm Draina ge Capital Improvement 1,950 1,950 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2119 Impact Fee Storm Draina ge Capital Improvement 36,395 36,395 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2119 Impact Fee Storm Draina ge Capital Improvement 112,454 112,454 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2120 Impact Fee Wastewater Capital Improvement 3,625 3,625 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2120 Impact Fee Wastewater Capital Improvement (346,355) (346,355) Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2120 Impact Fee Wastewater Capital Improvement 69,236 69,236 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2120 Impact Fee Wastewater Capital Improvement 12,104 12,104 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2120 Impact Fee Wastewater Capital Improvement 113,743 113,743 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2120 Impact Fee Wastewater Capital Improvement 162,973 162,973 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2110 Impact Fee Parks/PW Capital Improvement 383 (383) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2111 Impact Fee Traffic Capital Improvement 18,203 (18,203) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2113 Impact Fee Fire Capital Improvement 1,895 (1,895) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule General Fund Requests
1 of 2490
Attachment 2 – Fiscal Year 2022-23 Administrative Budget Adjustments Fund Fund Description Fund Type
Revenue
Adjustments
Increase/
(Decrease)
Expense
Adjustments
Increase/
(Decrease)
Net Impact Justification
2114 Impact Fee Police Capital Improvement 1,480 (1,480) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2115 Impact Fee Comm/Aquatic Capital Improvement 1,679 (1,679) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2116 Impact Fee Open Park Capital Improvement 7,004 (7,004) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2117 Impact Fee Librar y Capital Improvement 3,287 (3,287) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2119 Impact Fee Storm Draina ge Capital Improvement 6,552 (6,552) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2120 Impact Fee Wastewater Capital Improvement 11,868 (11,868) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2111 Impact Fee Traffic Capital Improvement (52,000) 52,000 Boom Truck for Public Works, transfer budget from Traffic Impact Fee Public Works object code to transfer-out object code, to move funding to the Equipment Services Fund 2111 Impact Fee Traffic Capital Improvement 52,000 (52,000) Boom Truck for Public Works transfer-out from Traffic Impact Fee Fund to the Equipment Services Fund for purchase
Total Captial Improvement Funds 2,606,659 2,443,035 163,624 4201 RHA - Capital Fund Housing Authority (111,014) (111,014) Re-allocate budget revenue GF Transfer In to RHA 4404 RHA - Nevin Plaza Housin g Authority (758,980) (758,980) Re-allocate bud get revenue GF Transfer In to RHA 4405 RHA - N ystrom VillageH o u s i n g Authority (355,119) (355,119) Re-allocate bud get revenue GF Transfer In to RHA 4501 RHA - COCC Housin g Authority (238,105) (238,105) Re-allocate bud get revenue GF Transfer In to RHA 4101 RHA - HCV Housin g Authority 1,463,218 1,463,218 Re-allocate bud get revenue GF Transfer In to RHA Total Richmond Housing Authority Funds - - - 5001 Insurance Reserves Internal Service 2,349,000 (2,349,000) FY2021-22 PO #22200952 closed due to change of vendor. Budget needed to be reinstated to complete project
5001 Insurance Reserves Internal Service 234,900 (234,900) FY2021-22 PO #22200952 closed due to change of vendor. Budget needed to be reinstated to complete project
5003 Equipment Replacment Internal Service 52,000 52,000 Boom Truck, transfer-in funding from Traffic Impact Fee to Equipment Services Fund for purchase 5003 Equipment Replacment Internal Service 52,000 (52,000) Appropriate budget in Equipment Services Fund for Boom Truck purchase Total Internal Service Funds 52,000 2,635,900 (2,583,900) 1003 Transportation Operations 44 44 Appropriate budget revenue received as of 6/30/23 1003 Transportation Operations 47,744 47,744 Add budget revenue received from Marin Clean Energy for transportation special fees 1003 Transportation Operations 50 50 Appropriate budget revenue received as of 6/30/23 1003 Transportation Operations 7,744 7,744 Appropriate budget revenue received as of 6/30/23 1015 Marina Operations 4,499 4,499 Appropriate budget additional revenue received as of 6/30/23 1050 CR-Plannin g and Building Operations 52,351 52,351 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule Total Other Operations Funds 112,431 - 112,431 1001 Secured Pension Override Special 8,660,127 8,660,127 Appropriate budget additional revenue received as of 6/30/23 1010 North Richmond Waste Special 283,181 283,181 Appropriate budget additional revenue received as of 6/30/23 1013 Hazmat Fund Special 6,209 6,209 Appropriate budget to cover Hazmat expenditures 1017 ECI A Special 6,000,000 6,000,000 ECIA Grant revenue received 1055 Encroachment Services Special 41,175 41,175 Appropriate budget additional revenue received as of 6/30/23 1055 Encroachment Services Special 100 100 Appropriate budget additional revenue received as of 6/30/23 1055 Encroachment Services Special 93,092 93,092 Appropriate budget additional revenue received as of 6/30/23 1055 Encroachment Services Special 97,226 97,226 Appropriate budget additional revenue received as of 6/30/23 1305 Public Art Special 877,674 877,674 Appropriate budget additional revenue received as of 6/30/23 1305 Public Art Special 451,000 451,000 Appropriate budget revenue received as of 6/30/23, Richmond Country Club Total Special Revenue Funds 16,509,784 - 16,509,784 Total Non-General Fund Requests 19,280,874 5,078,935 14,201,939 2 of 2491
1 RESOLUTION NO. ________
A RESOLUTION OF THE COUNCIL OF THE CITY OF RICHMOND, CALIFORNIA ADOPTING THE FISCAL YEAR 2022-23 YEAR-END BUDGET ADJUSTMENTS
WHEREAS, pursuant to Section 1(b) of Article IV of the Richmond City Charter the City Manager is required to prepare an annual budget for the review and approval by the City Council; and
WHEREAS, the City’s budget was originally adopted on June 21, 2022, and the revised Mid-Year Budget was adopted on March 28, 2023; and
WHEREAS, the City experienced economic changes since the budget was last adopted and needs to amend the budget to reflect these changes; and
WHEREAS, the City Council has reviewed the proposed year-end budget adjustments for the Fiscal Year 2022-23; and
NOW, THEREFORE, BE IT RESOLVED, that the Council of the City of Richmond, California hereby adopts the resolution to approve the FY 2022-23 year-end budget adjustments in the table below,
492
2 Fund Fund Description Fund Type
Revenue
Adjustments
Increase/
(Decrease)
Expense
Adjustments
Increase/
(Decrease)
Net Impact Justification
0001 General Fund General Fund 6,102,459 6,102,459 One-time payment into Other Post Employment Benefits, Trust Fund. 0001 General Fund General Fund (750,000) 750,000 Traffic Calming, transfer budget from General Fund Public Works object to General Fund transfer-out object code, to move funding to capital project fund 0001 General Fund General Fund 750,000 (750,000) Traffic Calming, transfer budget from General Fund Public Works to General Capital Project Fund
0001 General Fund General Fund (1,000,000) 1,000,000 Street Paving, transfer budget from General Fund street improvement object code to General Fund transfer-out object code, to move funding to capital project fund 0001 General Fund General Fund 1,000,000 (1,000,000) Street Paving, transfer budget from General Fund to General Capital Project Fund 0001 General Fund General Fund (358,160) 358,160 Pt. Molate, transfer budget from General Fund object code to transfer-out object code to move funding to capital project fund
0001 General Fund General Fund 358,160 (358,160) Pt. Molate transfer budget from General Fund to General Capital for Cottages 0001 General Fund General Fund (6,209) 6,209 General Fund miscellaneous expense to transfer-out object code for Hazmat expense 0001 General Fund General Fund 6,209 (6,209) Transfer-out to cover Hazmat expenditures 0001 General Fund General Fund (282,525) 282,525 Network Refresh, transfer budget from General Fund Information Technology object code to transfer-out object code
0001 General Fund General Fund 282,525 (282,525) Network Refresh, transfer-out to General Capital Fund for capital project Total General Fund Requests - 6,102,459 6,102,459 1004 Asset Seizure Capital Improvement (14,983) (14,983) Reduce revenue budget, Asset Seizure revenue is unpredictable 2001 General Capital Capital Improvement 750,000 750,000 Traffic Calming, transfer-in funding from General Fund to General Capital Fund for project 2001 General Capital Capital Improvement 750,000 (750,000) Appropriate budget in General Capital Fund for Traffic Calming 2001 General Capital Capital Improvement 1,000,000 1,000,000 Transfer-in to General Capital Fund for Street Paving Project 2001 General Capital Capital Improvement 1,000,000 (1,000,000) Appropriate budget in General Capital Fund for Street Paving 2001 General Capital Capital Improvement 358,160 358,160 Transfer-in to General Capital Fund for Pt. Molate Cottages 2001 General Capital Capital Improvement 358,160 (358,160) Appropriate budget in General Capital Fund for Pt. Molate Cottages 2001 General Capital Capital Improvement 282,525 282,525 Transfer-in to General Capital Fund for Network Refresh capital project 2001 General Capital Capital Improvement 282,525 (282,525) Appropriate budget in General Capital Fund for Network Refresh capital project 2001 General Capital Capital Improvement 91,300 91,300 Appropriate budget revenue received as of 6/30/23 2110 Impact Fee Parks/PW Capital Improvement 7,416 7,416 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2111 Impact Fee Traffic Capital Improvement 44,671 44,671 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2113 Impact Fee Fire Capital Improvement (1) (1) Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2113 Impact Fee Fire Capital Improvement 7,784 7,784 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2114 Impact Fee Police Capital Improvement (139,778) (139,778) Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2115 Impact Fee Comm/Aquatic Capital Improvement 28,257 28,257 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2115 Impact Fee Comm/Aquatic Capital Improvement 1,622 1,622 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2116 Impact Fee Open Park Capital Improvement 117,809 117,809 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2116 Impact Fee Open Park Capital Improvement 6,783 6,783 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2117 Impact Fee Library Capital Improvement 31,919 31,919 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2117 Impact Fee Library Capital Improvement (35,147) (35,147) Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2117 Impact Fee Library Capital Improvement 10,808 10,808 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2117 Impact Fee Library Capital Improvement 495 495 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2117 Impact Fee Library Capital Improvement 20,491 20,491 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2117 Impact Fee Library Capital Improvement 7,706 7,706 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2119 Impact Fee Storm Drainage Capital Improvement 12,035 12,035 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2119 Impact Fee Storm Drainage Capital Improvement (197,089) (197,089) Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2119 Impact Fee Storm Drainage Capital Improvement 47,751 47,751 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2119 Impact Fee Storm Drainage Capital Improvement 1,950 1,950 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2119 Impact Fee Storm Drainage Capital Improvement 36,395 36,395 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2119 Impact Fee Storm Drainage Capital Improvement 112,454 112,454 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2120 Impact Fee Wastewater Capital Improvement 3,625 3,625 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2120 Impact Fee Wastewater Capital Improvement (346,355) (346,355) Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2120 Impact Fee Wastewater Capital Improvement 69,236 69,236 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2120 Impact Fee Wastewater Capital Improvement 12,104 12,104 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2120 Impact Fee Wastewater Capital Improvement 113,743 113,743 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2120 Impact Fee Wastewater Capital Improvement 162,973 162,973 Appropriate budget, Impact Fee revenue received 1/1/23 to 6/30/23 2110 Impact Fee Parks/PW Capital Improvement 383 (383) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2111 Impact Fee Traffic Capital Improvement 18,203 (18,203) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2113 Impact Fee Fire Capital Improvement 1,895 (1,895) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2114 Impact Fee Police Capital Improvement 1,480 (1,480) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2115 Impact Fee Comm/Aquatic Capital Improvement 1,679 (1,679) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2116 Impact Fee Open Park Capital Improvement 7,004 (7,004) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2117 Impact Fee Library Capital Improvement 3,287 (3,287) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2119 Impact Fee Storm Drainage Capital Improvement 6,552 (6,552) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2120 Impact Fee Wastewater Capital Improvement 11,868 (11,868) 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule 2111 Impact Fee Traffic Capital Improvement (52,000) 52,000 Boom Truck for Public Works, transfer budget from Traffic Impact Fee Public Works object code to transfer-out object code, to move funding to the Equipment Services Fund 2111 Impact Fee Traffic Capital Improvement 52,000 (52,000) Boom Truck for Public Works transfer-out from Traffic Impact Fee Fund to the Equipment Services Fund for purchase
Total Captial Improvement Funds 2,606,659 2,443,035 163,624 4201 RHA - Capital Fund Housing Authority (111,014) (111,014) Re-allocate budget revenue GF Transfer In to RHA 4404 RHA - Nevin Plaza Housing Authority (758,980) (758,980) Re-allocate budget revenue GF Transfer In to RHA 4405 RHA - Nystrom Village Housing Authority (355,119) (355,119) Re-allocate budget revenue GF Transfer In to RHA 4501 RHA - COCC Housing Authority (238,105) (238,105) Re-allocate budget revenue GF Transfer In to RHA 4101 RHA - HCV Housing Authority 1,463,218 1,463,218 Re-allocate budget revenue GF Transfer In to RHA Total Richmond Housing Authority Funds - - - 5001 Insurance Reserves Internal Service 2,349,000 (2,349,000) FY2021-22 PO #22200952 closed due to change of vendor. Budget needed to be reinstated to complete project
5001 Insurance Reserves Internal Service 234,900 (234,900) FY2021-22 PO #22200952 closed due to change of vendor. Budget needed to be reinstated to complete project
5003 Equipment Replacment Internal Service 52,000 52,000 Boom Truck, transfer-in funding from Traffic Impact Fee to Equipment Services Fund for purchase
5003 Equipment Replacment Internal Service 52,000 (52,000) Appropriate budget in Equipment Services Fund for Boom Truck purchase Total Internal Service Funds 52,000 2,635,900 (2,583,900) 1003 Transportation Operations 44 44 Appropriate budget revenue received as of 6/30/23 1003 Transportation Operations 47,744 47,744 Add budget revenue received from Marin Clean Energy for transportation special fees 1003 Transportation Operations 50 50 Appropriate budget revenue received as of 6/30/23 1003 Transportation Operations 7,744 7,744 Appropriate budget revenue received as of 6/30/23 1015 Marina Operations 4,499 4,499 Appropriate budget additional revenue received as of 6/30/23 1050 CR-Planning and Building Operations 52,351 52,351 3% of Impact Fee revenue to Planning Department for Admin Fee per Master Fee Schedule Total Other Operations Funds 112,431 - 112,431 1001 Secured Pension Override Special 8,660,127 8,660,127 Appropriate budget additional revenue received as of 6/30/23 1010 North Richmond Waste Special 283,181 283,181 Appropriate budget additional revenue received as of 6/30/23 1013 Hazmat Fund Special 6,209 6,209 Appropriate budget to cover Hazmat expenditures 1017 ECIA Special 6,000,000 6,000,000 ECIA Grant revenue received 1055 Encroachment Services Special 41,175 41,175 Appropriate budget additional revenue received as of 6/30/23 1055 Encroachment Services Special 100 100 Appropriate budget additional revenue received as of 6/30/23 1055 Encroachment Services Special 93,092 93,092 Appropriate budget additional revenue received as of 6/30/23 1055 Encroachment Services Special 97,226 97,226 Appropriate budget additional revenue received as of 6/30/23 1305 Public Art Special 877,674 877,674 Appropriate budget additional revenue received as of 6/30/23 1305 Public Art Special 451,000 451,000 Appropriate budget revenue received as of 6/30/23, Richmond Country Club Total Special Revenue Funds 16,509,784 - 16,509,784 Total Non-General Fund Requests 19,280,874 5,078,935 14,201,939 General Fund Requests
*****************************
I certify that the foregoing resolution was passed and adopted by the Council of the City of Richmond, California at a regular meeting thereof held October 6, 2020 by the following vote:
493
3 AYES:
NOES:
ABSTENTIONS:
ABSENT:
________________________________________
Clerk of the City of Richmond
(SEAL)
Approved:
_______________________________
Mayor
Approved as to form:
____________________________
City Attorney
494
Reso. No.
RESOLUTION NO. ________
A RESOLUTION OF THE COUNCIL OF THE CITY OF RICHMOND, CALIFORNIA,
TO APPROPRIATE FUNDS TO COVER ESTIMATED SHORTFALL IN CAPITAL IMPROVEMENT PROJECTS IN FY 2023-24
WHEREAS, pursuant to Section 1(b) of Article IV of the Richmond City Charter the City Manager is required to prepare an annual budget for the review and approval by the City Council; and
WHEREAS, the City’s budget was originally adopted on June 21, 2022, and the revised Mid-Year Budget was adopted on March 28, 2023; and
WHEREAS, the City experienced better than expected revenue and savings in the expenditures resulting in General Fund unspent funds of $9,520,218; and
WHEREAS, the City Council reviewed the list of high-priority grant funded capital improvement projects with a projected funding shortfall in FY 2023-24, FY 2024-25, and FY 2025-26; and
WHEREAS, General Fund unspent funds were identified as sources to fund the estimated FY 2023-24 and FY 2024-25 capital projects shortfall of $5,065,000 and $3,261,747 respectively; and
WHEREAS, FY 2024-25 capital projects shortfall was funded only partially due to the limited availability of the unspent funds; and
WHEREAS, General Fund unspent funds were also identified to fund asbestos abatement project at Stenmark Cottages, $520,000 and Richmond Fire Department EOC IT Equipment upgrades $278,501; and
NOW, THEREFORE, BE IT RESOLVED, that the Council of the City of Richmond, California hereby adopts the resolution to appropriate ECIA and ARPA, and General Fund funds as follows:
Fund Fiscal Year 2023-24
General Fund- 0001- Capital Projects FY 2024-25 Shortfall $5,460,000 General Fund- 0001- Capital Projects FY 2025-26 Shortfall $3,261,717 General Fund- 0001- Stenmark Cottages Asbestos Abatement $520,000 General Fund -0001-Richmond FIRE EOC Equipment $278,501 Total $9,520,218
Fund Fiscal Year 2023-24
General Capital Fund- 2001- (Transfer In) ($9,520,218)
495
Reso. No.
General Capital Fund- 2001- Projects (Attachment 7) $9,520,218 Net -
**********************
I certify that the foregoing resolution was passed and adopted by the City Council of the City of Richmond at a regular meeting thereof held October 24, 2023, by the following vote:
AYES:
NOES:
ABSTENTIONS:
ABSENT:
______________________________
City Clerk of the City of Richmond
(SEAL)
Approved:
__________________________________
Mayor
Approved as to form:
___________________________________
City Attorney
496
PW CIP ENG FY23-24 Attachment 5 - Capital Improvment Projects with Projected Shortfall 10/19/2023 Contra Costa Transportation Authority -
Measure J TLC $ 848,000
ARPA $ 1,000,000
Federal Transit Adminstration Statewide
Transportation Improvement Program $ 2,821,000 Road Maintenance Rehabilitation Account
SB-1 (FY24-23) $ 405,000
2 01A04 AMERICANS WITH DISABILITIES ACT (ADA) MISCELLANEOUS SIDEWALK REHAB NO G eneral Fund $ 3,115,181 - $ NA OTHER CA Transportation Commission $ 725,000
Sims Metal (Fair share contribution) $ 65,000 4 23G07 ATP QUICK BUILD HARBOUR WAY S. CYCLE TRACK YES Metropolitan Transmission Commission (MTC) $ 325,000 CONSTRUCTION
5 SB115 STREET PAVING - SB1 - CUTTING HARBOUR WAY S. BIKEWAY NO RMRA - SB1 $ 1,160, 253 CONSTRUCTION 6 23006 BOORMAN PARK REVITALIZATION YES CA-Department of Parks and Recreation- Statewide Park Development and $ 4,165,000 $ 6,950,000 (3,000,000)$ COMPLETION DESIGN 3,000,000 $ CA Department of Transportation $ 1,903,395
State Gas Tax (Local Match) $ 248,340
8 AR247 BOOKER T. ANDERSON COMMUNITY CENTER (BTA CC) HVAC RENOVATION AND REBUILD NO ARPA $ 500,000 $ 500 ,000 - $ COMPLETION DESIGN 29122 CARLSON BLVD. CROSSTOWN CONNECTION IMPROVEMENTS YES Metropolitan Transmission Commission (MTC) 500,000 CONSTRUCTION
ECIA Fund 1,759,073
Measure J 91,435
10 23033 CARLSON BLVD. CROSSTOWN CONNECTION IMPROVEMENTS - PHASE II NO G eneral Fund 750,000 PLANNING 11 23034 CORP YARD BATHROOM REMODEL NO General Fund $ 131,235 $ 175,000 (45,000) $ COMPLETION DESIGN 45,000 $ 12 23012 CORP YARD FUEL SITES UPGRADES NO General Fund $ 179,211 $ 1,680,000 (1,380,000) $ COMPLETION DESIGN 1,380,000 $ 13 23029 DIRT WORLD BIKE PARK YES State of California $ 1,170,000 $ 1,170,000 - $ COMPLETION DESIGN 14 05G01 FIRE STATION 66 - GENDER SPECIFIC RESTROOMS NO G eneral Fund $ 774,645 $ 1,281,000 (505,000) $ COMPLETION DESIGN 505,000 $ 15 29125 GREENING THE YELLOW BRICK ROAD YES California Natural Resources Agency $ 4,100,000 $ 4,100,000 - $ COMPLETION CONSTRUCTION 16 23023 GREENWAY REHAB AND BIKE EDUCATION YES Metropolitan Transmission Commission (MTC) $ 100,000 $ 124,810 (25,000)$ COMPLETION OTHER 25,000 $ 17 23004 HARBOUR 8 PARK EXTENSION YES CA-Department of Parks and Recreation- Statewide Park Development and $ 8,500,000 $ 8,500,000 - $ COMPLETION CONSTRUCTION 18 23014 HILLTOP FIRE STATION CARD READER NO General Fund $ 50,000 $ 70,000 (20,000) $ COMPLETION PLANNING 20,000 $ 19 23022 HARBOUR WAY & WRIGHT SECTION 130 YES Federal Highway Administration through Caltrans $ 1,200,000 $ 1,200,000 - $ PHASE DESIGN Contra Costa Transportation Authority
(CCTA) $ 2,970,000
Federal Transit Adminstration Statewide
Transportation Improvement Program $ 6,373,000 WCCTAC $ 700,000
Metropolitan Transmission Commission
(MTC) $ 2,800,000
WCCTAC (To be awarded) $ 1,500,000
21 01015 MARTIN LUTHER KING JR. COMMUNITY CENTER NO Insurance Reserve Fund $ 1,030,102 $ 798,789 - $ PHASE PLANNING # PROJ
# DESCRIPTION TOTAL PROJECT
COST
**ESTIMATED**
TOTAL PROJECT
SHORTFALL
TOTAL PROJECT
FUNDING DELIVERY:
PHASE OR
COMPLETION
CURRENT PHASE GRANT GRANT/FUNDING SOURCE GRANT/FUND
AMOUNT FY 23-24 FY 24-25 FY 25-26 FY26-27
3 23G06 ATP QUICK BUILD CUTTING/HOFFMAN YES
$ 2,690,506 (280,000)$ COMPLETION COMPLETION DESIGN1 29120 13TH STREET COMPLETE STREET YES $ 5,291,466 (215,000) $ 280,000$
215,000$
7 23G02 BRIDGE PREVENTIVE MAINTENANCE YES $ 2, 222,679 (65,000)$ COMPLETION DESIGN 65,000 $ 29104 CARLSON BLVD. CROSSTOWN CONNECTION IMPROVEMENTS NO CONSTRUCTION 1,730,000$
$ 3,393,233 (520,000)$ COMPLETION 520,000 $ COMPLETION DESIGN20 29110 I-80 CENTRAL INTERCHANGE PHASE II YES $ 16,073, 000 (1,730,000)$ 9 CONSTRUCTION
PW CIP ENG FY23-24 Attachment 5 - Capital Improvment Projects with Projected Shortfall 10/19/2023 # PROJ
# DESCRIPTION TOTAL PROJECT
COST
**ESTIMATED**
TOTAL PROJECT
SHORTFALL
TOTAL PROJECT
FUNDING DELIVERY:
PHASE OR
COMPLETION
CURRENT PHASE GRANT GRANT/FUNDING SOURCE GRANT/FUND
AMOUNT FY 23-24 FY 24-25 FY 25-26 FY26-27
22 23015 NATIVE AMERICAN HEALTH CENTER NO General Fund $ 50,000 $ 50,000 - $ PHASE PLANNING 23 AR232 NEVIN CENTER HVAC - ARPA YES ARPA $ 500,000 $ 1,036,000 (575,000) $ COMPLETION DESIGN 575,000 $ 24 23017 PARKS YARD FUEL SITE UPGRADES NO General Fund $ 220,000 $ 1,680,000 (1,460,000) $ COMPLETION PLANNING 1,460,000 $ 25 AR233 RECREATION CENTER HVAC - ARPA YES ARPA $ 500,000 $ 1,092,000 (640,000) $ COMPLETION DESIGN 640,000 $ 26 23037 SANTA RITA ROAD STABILIZATION PROJECT NO Insurance Reserve Fund $ 1,040,000 $ 1,140,000 - $ COMPLETION DESIGN Utility User Tax $ 3,000, 000
Park Open Space Impact Fee $ 373,264
28 23028 SHIELDS-REID PARK REVITALIZATION YES State Department for Parks and Recreation $ 8,000,000 $ 8,000,00 0 - $ COMPLETION DESIGN 29 01A05 STREET PAVING NO State Gas Tax $ 2,810,455 $ 2,810,455 - $ COMPLETION OTHER 30 TBD STREET PAVING - SB1 ANNUAL ALLOCATION NO Road Maintenance Rehabilitation Account SB-1 (FY23-24) $ 2,864,927 $ 2,864,927 - $ COMPLETION PLANNING 31 01C09 SURFACE DRAINAGE NO Measure J $ 300,000 $ 300,000 - $ NA OTHER Measure J $ 300,000
General Fund $ 900,000
33 01B02 TRAFFIC SAFETY IMPROVEMENTS NO Measure J $ 375,000 $ 375,000 - $ NA OTHER FHA-Thru CA- Department of
Trans
portation $ 6,209,000
ECIA Fund $ 1,998,343
35 YELLOW BRICK ROAD CLEAN, GREEN & BEAUTIFUL - STREET LIGHTING (FOR BID) YES -$ COMPLETION DESIGN 36 YELLOW BRICK ROAD CLEAN, GREEN & BEAUTIFUL - ADD SCOPE TO POGO PARK YBR CONTRACT YES -$ COMPLETION DESIGN 37 YELLOW BRICK ROAD CLEAN, GREEN & BEAUTIFUL - HARBOUR 8 PARK YES -$ COMPLETION DESIGN 38 TBD NEW LINCOLN SAFE ROUTES TO SCHOOL (OBAG 2) YES Federal Highway Adminstratiom Congestion Mitigation and Air Quaility $ 497,000 $ 761,880 (265,000)$ COMPLETION DESIGN 265,000 $ 39 TBD NEW BARRETT AVENUE ROAD IMPROVEMENTS (HSIP) YES Highway Safety Improvement Program (HSIP) Cycle 11 (State Grant) $ 1,406,880 $ 1,719,520 (315,000)$ COMPLETION PLANNING 315,000 $ 40 TBD NEW MCDONALD AVE PEDESTRIAN CROSSING SAFETY UPGRADES (HSIP) YES Highway Safety Improvement Program (HSIP) Cycle 11 (State Grant) $ 224,640 $ 274,560 (50,000)$ COMPLETION PLANNING 50,000 $ 41 TBD NEW MCBRYDE SAFE ROUTES TO PARK (OBAG 3) YES Federal Highway Adminstration One Bay Area Grant $ 1,027,947 $ 1,285,730 (260,000)$ COMPLETION PLANNING 185,000 $ 75,000 $ 42 TBD NEW BAYVIEW TO BART (OBAG 3) YES Federal Highway Adminstration One Bay Area Grant $ 1,674,703 $ 1,944,122 (270,000)$ COMPLETION PLANNING 230,000 $ 40,000 $ 43 23031 NEW RICHMOND ART AND LIGHTING YES California Department of Transportation $ 4,000,000 $ 4,000,000 - $ COMPLETION PLANNING 44 TBD NEW RICHMOND WELLNESS TRAIL PHASE 2 (TPL LEAD) YES Transformative Climate Communities $ 4,816, 154 $ 4,816,154 - $ COMPLETION PLANNING 45 TBD NEW NEIGHBORHOOD COMPLETE STREETS YES Transformative Climate Communities $ 5,181,173 5,181,173 $ - $ COMPLETION PLANNING California Natural Resources Agency $ 1,598,844 General Fund $ 650,000
47 CSA20 AUDITORIUM CONVENTION CENTER UPGRADES NO Chevron Settlement Agreement $ 1,500,000 1,500,000 $ - $ COMPLETION CONSTRUCTION 48 RICHMOND COMMUNITIES CLEAN COLLABORATIVE - BOORMAN PARK REMEDIATION YES $ 5,503,742 (1,500,000) $ COMPLETION DESIGN 1,500,000 $ 49 RICHMOND COMMUNITIES CLEAN COLLABORATIVE - 7TH ST BIKE LANE YES $ 600,112 - $ COMPLETION PLANNING 50 CSA27 SHIELDS-REID COMMUNITY CENTER HVAC SYSTEM UPGRADE NO Chevron Settlement Agreement $ 149,650 1,050,000$ (900,000) $ COMPLETION DESIGN 900,000 $ 32 23035 TRAFFIC CALMING PROGRAM NO $ 1,200,000 - $ NA OTHER DESIGN 750,000$ 27 01A14 SF BAY TRAIL- PT. MOLATE YES $ 4,410,000 (750,000) $ COMPLETION 34 29113 YELLOW BRICK ROAD YES $ 8,499,000 (300,000) $ COMPLETION CONSTRUCTION 300,000 $ 23032 California Department of Transportation $ 4,999,955 $ 5,000,000 46 22A02 FLOOD RISK REDUCTION - RHEEM CREEK YES $ 2,248,844 23030 California Department of Transportation $ 5,000,000 -$ COMPLETION BID/AWARD
PW CIP ENG FY23-24 Attachment 5 - Capital Improvment Projects with Projected Shortfall 10/19/2023 # PROJ
# DESCRIPTION TOTAL PROJECT
COST
**ESTIMATED**
TOTAL PROJECT
SHORTFALL
TOTAL PROJECT
FUNDING DELIVERY:
PHASE OR
COMPLETION
CURRENT PHASE GRANT GRANT/FUNDING SOURCE GRANT/FUND
AMOUNT FY 23-24 FY 24-25 FY 25-26 FY26-27
California State Library $ 9,712,979.00
General Fund $ 15,000,000.00
ARPA $ 4,156,490.00
Library - Impact Fee $ 700,000.00
SCC Grant $ 3,252,273
EPA Fund $ 1,147, 500
SF Bay Restoration Authority $ 4,600,000
Strawberry Drive Mitigation (City match) 14,466.00
SFPP Carquinez Strait mitigation (City
match) 216,000.00
53 23008 BTA COMMUNITY CENTER RESTORTATION NO Insurance Reserve Fund $ 3,309,678 $ 3,309,678 - $ COMPLETION CONSTRUCTION 54 PM902 POINT MOLATE COTTAGES REPAIR NO General Fund $ 358,160 $ 357,350 - $ PHASE PLANNING 55 36028 CAFETERIA BUILDING @ SHIPYARD #3 NO Port Fund $ 141,894 $ 142,000 - $ PHASE PLANNING Total 128,678,882$ (15,830,000) $ 5,460,000 $ 5,065,000 $ 3,845,000 $ 1,460,000 $ TOTAL ESTIMATED ROUGH ORDER OF MAGNITUDE SHORTFALL (15,830,000)$ 52 23021 TERMINAL 4 WHARF REMOVAL YES $ 9,612,605 (760,000) $ COMPLETION COMPLETION PLANNING51 AR231 MAIN LIBRARY REMODEL YES $ 29,569,469 - $ CONSTRUCTION 760,000$
Draft
Fiscal Year 2022-23
Quarter 4 Financial Report
and Unspent Funds
Attachment 6 – Q4 Presentation
500
Overview
2 • General Fund Revenue
• General Fund Expenditures
• General Fund Adjustments
• Non-General Fund Revenue
• Non-General Fund Expenditures
• Administrative Budget Adjustments
• Reserve Level
• Capital Improvement Projects Shortfall: Unfunded
• Questions
501
General Fund Revenue
3 Proposed
Budget
Adjustments
Variance
FY2022-23
Estimated
Year-End
Actual
FY2022-23
Revised
Budget
106.81%51,919,49046,608,929Property Taxes
99.75%55,417,52055,554,137Sales & Use Tax
107.49%54,673,13150,861,279Utility Users Tax
87.40%19,623,67722,452,187Other Taxes
164.37%18,214,21711,080,956Licenses, Permits & Fees
71.56%2,553,7323,568,792Charges for Services
100.00%438,506438,569Grants
-10.0%2,108,8612,342,245Other Revenue
100.03%19,727,19819,720,418Transfers In
105.08%226,024,075215,103,041Total Revenue
502
Business Tax Paid by Business Class
4 Class A:Retail Sales
21%
Class C:Auto Sales &
Manufacture
17%
Class F:Construction Contractors
11%
Class G: Business & Personal
Services
5%
Class H:Professional & Semi
Profesional Services
17%
Class K1: Rental Res/Non
21%
Other
8%
503
General Fund Expenditures
5 PROPOSED
BUDGET
ADJUSTMENTS
VARIANCE
ESTIMATED
YEAR-END
ACTUALS
FY 2022-23
REVISED
BUDGET
GENERAL FUND
102.16%69,865,034 68,387,383 Salaries & Wages
6,102,459111.74%67,245,882 60,179,791 Payroll Fringe Benefits
59.16%11,901,455 20,116,834 Professional Services
(364,368)72.98%10,809,626 14,811,473 Other Operating
100.00%15,277,766 15,277,766 Cost Pool
(2,032,525)89.14%3,536,627 3,967,455 Asset Capital Outlay 283.97%2,944,812 1,037,009 Debt Service
102.58%(3,622,739)(3,531,610)A87 Cost Plan Reimbursement 2,396,89396.79%33,772,060 34,893,588 Transfers Out
6,102,45998.42%211,730,524 215,139,689 TOTAL EXPENSES
14,293,551 (36,648)GENERAL FUND NET
+SURPLUS/(-DEFICIT)
504
General Fund Adjustments
6 VARIANCE
ESTIMATED
YEAR-END
ACTUALS
FY 2022-23
REVISED
BUDGET
GENERAL FUND
105.08%226,024,075215,103,041TOTAL REVENUES
98.42%211,730,524215,139,689TOTAL EXPENSES
14,293,551(36,648)GENERAL FUND NET
+SURPLUS/(-DEFICIT)
Estimated AmountItem
14,293,551FY22-23 Unspent Balance
(2,393,278)Contribution to Reserve
11,900,273Available Unspent Funds
1,190,027Contribution to OPEB @ 10%
1,190,027Contribution to CALPERS @ 10%
9,520,218Remaining for Council Goals and Priorities
505
Non-General Fund Revenues
7 PROPOSED
BUDGET
ADJUSTMENT
VARIANCE
ESTIMATED
ACTUALS THRU
JUNE 2023
REVISED
BUDGETFUND
2,606,65938%32,372,77285,313,067Total Capital Improvement Fund 742%164,051,58322,107,202Total Debt Service Funds
76%44,808,48158,991,980Total Enterprise Funds
103%2,280,4312,223,584Total Housing Funds
105%5,120,8934,895,044Total Housing Authority Funds
52,000109%27,036,33724,782,653Total Internal Service Funds 112,43165%25,725,11239,280,890Total Other Operations Funds 734%1,213,629165,305Total Pension Funds
16,509,784157%62,822,67139,967,907Total Special Revenue Funds 19,280,874132%365,431,909277,727,632Total All Funds
506
Non-General Fund Expenditures
8 PROPOSED
BUDGET
ADJUSTMENTS
VARIANCE
ESTIMATED
FY 2022-23
YEAR-END
ACTUALS
REVISED BUDGETFUND TYPE
2,443,03628%28,458,179 100,170,791 Total Capital Improvement Funds 821%177,357,834 21,612,086 Total Debt Service Funds
27%33,303,955 121,226,354 Total Enterprise Funds
20%1,101,601 5,496,861 Total Housing Funds
85%4,182,157 4,915,044 Total Housing Authority Funds
2,635,90081%24,224,430 29,809,742 Total Internal Service Funds 62%27,795,933 44,817,360 Total Other Operations Funds
713%1,500,226 210,463 Total Pension Funds
57%33,020,361 58,088,338 Total Special Revenue Funds
5,078,93686%330,944,677 386,347,037 Total All Funds
507
Proposed Administrative Budget Adjustments
General Fund, expenditure increase, $6,102,459
General Capital Funds, revenue increase $2,606,659, expenditure increase $2,443,035. Richmond Housing Authority Funds, no net impact.
Internal Services Funds revenue increase $52,000, expenditures increase $2,635,900. Other Operations revenue increase $112,431.
Special Revenue Funds revenue increase 16,509,784.
9 508
Reserve Level
10 Percentage AmountLine Item
20.88%44,935,389FY 22-23 Beginning Reserve Level
225,374,607FY 23-24 General Fund Budget
21.00% 47,328,667FY23-24 Target Reserve Level @ 21%
2,393,278Additional Funds Needed
509
11 Capital Improvement Project Shortfall
3 Fiscal Years: Unfunded
FY 2023-24 $6,258,501
•CIP Shortfall (Following Slides) - $5,460,000
•Stenmark Cottages - $520,000
•Richmond Fire Department EOC/IT Equipment
Upgrades -$278,501
•Radio Communication’ Basement Upgrade
•Cabling, Conduit and Services
•EOC Desktops with Conference Audio Video
•EOC Laptops
•Printer/Scanner/Copier
•Smart Board Plotter
•Cell Phones
•Cellular Hot Spots
•Portable Radio
FY 2024-2025 $3,261,717
•Boorman Park Revitalization - $3,000,000
•Corp Yard Bathroom Remodel - $45,000
•Hilltop Fire Station Card Reader - $20,000
•McBryde Safe Routes to Park - $75,000
•Bayview to Bart - $40,000
•Fire Station 66 – Gender Specific Restrooms –
$81,717 (Partial Funding)
Total Unfunded $9,520,218
510
12 FY 23-24 Capital Improvement Project Shortfall – Unspent Funds FY 2023-2024
Shortfall
Total Project
CostCurrent PhaseGrant
FundedDescriptionProject ##
$215,000$5,291,466DesignYes13TH Street Complete Street291201 $280,000$2,690,506ConstructionYesATP Quick-Build: Cutting/Hoffman and Harbour Way S. Cycle Track
23GO6/
23G07
2 $520,000$3,393,233ConstructionYesCarlson Crosstown Phase I and II29122/ 23033
3 $25,000$124,810OtherYesGreenway Rehab and Bike Education230234 $185,000$1,285,730PlanningYesMcBryde Safe Routes to ParksTBD5 $230,000$1,944,122PlanningYesBayview to BartTBD6
511
13 FY 23-24 Capital Improvement Project Shortfall – Unspent Funds (Continued) FY 2023-2024
Shortfall
Total Project
CostCurrent PhaseGrant
FundedDescription Project ##
$65,000$2,222,679DesignYesBridge Preventative Maintenance23G021 $750,000$4,410,000DesignYesSF Bay Trail – Point Molate01A142 $300,000$8,499,000ConstructionYesYellow Brick Road291133 $265,000$761,880DesignYesLincoln Safe Routes to SchoolTBD4 $315,000$1,719,520PlanningYesBarrett Avenue Road ImprovementsTBD5 $50,000$274,560PlanningYesMcDonald Ave Pedestrian Crossing Safety Upgrades
TBD6
$1,500,000$5,503,742DesignYesRichmond Communities Clean Collaborative – Boorman Park Site
Remediation
230307
$760,000$9,612,605ConstructionYesTerminal 4 Wharf Removal230218 Total $5,460,000
512
Thank You!
• Questions?
14 513
October 17, 2023
Mayor's Office
DATE: October 24, 2023
TO: Members of the City Council
FROM:
Mayor Martinez and Vice Mayor McLaughlin
Subject:
Resolution Affirming Richmond's Support and Solidarity
with the Palestinian People of Gaza
FINANCIAL IMPACT: None
PREVIOUS COUNCIL
ACTION:
None
STATEMENT OF THE
ISSUE:
Resolution affirming Richmond's solidarity with the
Palestinian people in Gaza and condemnation of
collective punishment and ethnic cleansing, while
reaffirming the city's commitment to combating
antisemitism, ethno-nationalism, and advocating for
peaceful diplomacy and the dignity and safety of all
communities.
RECOMMENDED ACTION:
APPROVE a Resolution affirming Richmond's solidarity
with the Palestinian people in Gaza - Mayor’s Office
(Mayor Eduardo Martinez 510-620-6503) and Vice Mayor
Gayle McLaughlin (510-620-6636).
DISCUSSION:
Considering recent events, it's essential for Richmond's city council to reflect on our community's role in the broader global landscape and to stand in solidarity with oppressed people everywhere.
AGENDA
REPORT
514
October 17, 2023
The UN Human Rights Council has expressed grave concerns about the treatment of the Palestinian People. Given this context and understanding the U.S.'s historical backing of Israel, Richmond should evaluate its stance. There are concerns about war crimes against Palestinians due to this support. The lessons from the Afghanistan and Iraq situations further emphasize the need for a measured response in international matters.
At the same time, Richmond acknowledges the importance of safety and dignity for the Jewish community. The city is committed to combating any form of antisemitism. Our discussions should focus on these issues, ensuring Richmond's actions are consistent with our commitments.
DOCUMENTS ATTACHED:
Attachment 1 – Resolution
515
Resolution Affirming Richmond's Support and Solidarity with the Palestinian People of Gaza
WHEREAS, the City of Richmond stands in solidarity with the Palestinian people of Gaza, who are currently facing a campaign of ethnic cleansing and collective punishment by the state of Israel; and
WHEREAS, collective punishment is considered a war crime under international law, and refers to a form of sanction imposed on persons or a group of persons in response to a crime committed by one of them or a member of the group; and
WHEREAS, the state of Israel is engaging in collective punishment against the Palestinian people in Gaza in response to Hamas attacks on Israel; and WHEREAS, this collective punishment of the Palestinian people includes shutting off all access to electricity, drinking water, food, and humanitarian aid; and WHEREAS, the UN says approximately 2 million people in Gaza may soon run out of drinking water and all medical care; and
WHEREAS, ethnic cleaning refers to the creation of an ethnically homogenous geographic area through the elimination of unwanted ethnic groups by deportation, forcible displacement, or genocide; and
WHEREAS, Israel is now engaged in an ethnic cleansing campaign by explicitly requiring two million Palestinians to leave Gaza immediately or risk being bombed in their homes by the Israeli army; and
WHEREAS, the Gaza Strip, one of the most densely populated places on Earth, has been repeatedly referred to by human rights groups as “the world’s largest open-air prison” even prior to this conflict; and
WHEREAS, Gaza is known as “the world’s largest open-air prison” due to ongoing, unbearable living conditions imposed by the state of Israel, including a full air, land and sea blockade, enclosure of its borders by concrete walls and barbed wire fences, and the strict prohibition of Palestinians from leaving and entering the territory freely; and WHEREAS, this blockade on Gaza has caused a 42% unemployment rate, while 84% of the population relies on humanitarian aid, 41% of Palestinians have too little food, 60% of Palestinian children are anemic, and the Gazan population cannot count on more than 2-4 hours of continuous electrical power a day; and
WHEREAS, prior to this current water shortage, only 1% of Gaza population has access to safe drinking water, leaving Gaza’s population – half of whom are children – increasingly vulnerable to waterborne diseases, infections, and dehydration; and 516
WHEREAS, Israel has not allowed many common cancer diagnosis and treatment tools, including PET CT and radiotherapy, to enter Gaza since 2007; and WHEREAS, pediatric cancer cases that are typically considered treatable are often fatal in the Gaza Strip, as a result of the lack of healthcare and restrictions on movement; and WHEREAS, the state of Israel would not be able to maintain an apartheid regime without enormous military aid provided by the United States every year, thereby also depriving Americans of money for their own urgent needs;
NOW, THEREFORE, BE IT RESOLVED that the City of Richmond takes seriously the entreaty of “Never Again,” and that the historical memory of the Holocaust means fighting ethnic cleansing and apartheid everywhere; and
BE IT FURTHER RESOLVED that the City of Richmond vows to combat antisemitism and ethno-nationalism in all its forms; and
FINALLY, BE IT RESOLVED that the City of Richmond advocates for the dignity and safety of residents in every community, regardless of what crimes its leadership may commit, and that peaceful diplomacy is the only way to achieve this safety and dignity. 517
October 24, 2023
City Council
DATE: October 24, 2023
TO: Mayor Martinez and Members of the City Council
FROM:
Councilmember Bana and Councilmember Zepeda
Subject:
Itemize Budget for Public Emergency Preparedness for
Public Disasters-Earthquake and Wildfire
FINANCIAL IMPACT: Requesting $1,090,000 to address immediate needs.
Potential funding sources: General Fund and Measure X
PREVIOUS COUNCIL
ACTION:
None
STATEMENT OF THE
ISSUE:
To establish an itemized list of actions and budget to
increase awareness, education, and training on public
emergency preparedness for Public Disasters-
Earthquake and Wildfire.
RECOMMENDED ACTION:
RECEIVE a presentation from Councilmember Bana; and
PROVIDE DIRECTION to City staff to develop a funding
plan of $1.09 million for wildfire and earthquake safety in November 2023, and return with an additional proposal
for appropriations during Mid-Year Fiscal Year 2023-24 – Councilmembers Soheila Bana (510-779-7280) and
Cesar Zepeda (510-620-6593).
AGENDA
REPORT
518
October 24, 2023
DISCUSSION:
The Richmond Fire Department Office of Emergency Services (OES) leads the City in comprehensive emergency management including planning and preparedness for, response and recovery from, and mitigation of natural, manmade, and accidental incidents of high consequence.
Through innovative and effective coordination, management, and leadership, OES will optimize the City’s capability to preserve life, stabilize & resolve incidents, limit loss, conserve property, and ensure continuity of operations and government. OES works with neighboring agencies, including agencies across the county and the nation to share plans, explore best practices and develop collaborative relationships to ensure the most effective and efficient response and recovery efforts.
These preparedness activities contribute directly to the ability of local government to respond to and recover from the effects of a major disaster, in an efficient and effective manner.
Goals:
• Wildfire Mitigation and Prevention
• Vegetation Management & Fuel Reduction
• Earthquake Community Preparedness
• Increase Public Awareness & Preparedness
Estimated Long-term Needs:
$300,000 for Goats for Fuel Reduction,
$400,000 for Citywide Public Disaster Preparedness Study & Planning, Richmond Public Works
$390,000 for Richmond Fire Department
Total amount: $1,090,000
A citywide Public Disaster Preparedness Study & Planning showcases an emergency management cycle that names phases of mitigation, preparedness, response, recovery that depend on each other to be successful.
DOCUMENTS ATTACHED:
Attachment 1– Public Emergency Preparedness PowerPoint
519
Itemized Budget
for
Public Emergency Preparedness
Addressing URGENT NEEDS for Public Safety
Richmond City Council
October 24, 2023
Soheila Bana
Cesar Zepeda
520
Preparedness for
Public Disasters:
(Simultaneously)
• Earthquake
• Wildfire
521
Goals
• Wildfire Mitigation and Prevention
• Vegetation Management & Fuel Reduction
• Earthquake Community Preparedness
• Increase Public Awareness & Preparedness
Potential Funding Sources
• General Fund
• Measure X
522
I) Request by Fire Dept: in collaboration with all CCC Fire Depts II) Request by City Manager: to Supervisor John Gioia
III) Request by residents: fuel reduction & evacuation route clearing • Residents make a request
• Fire Marshal confirms the request is valid and assigns priority • City as landowner agrees to the project
• City applies to Measure X
523
Source: Are You in the Severe Damage Zone for the Bay Area's Next Big Earthquake? https://www.kqed.org/science/1933064/map-are-you-in-the-severe-damage-zone-for-the-bay-areas-next-big- earthquake
524
Fire Hazard
Severity Zones
525
Remote
Control Mower
$250,000
for Steep Slopes
• Vegetation Management &
Fuel Reduction
• Remotely Controlled: Steep
hills
• Ability to abate weed, bushes,
small trees
526
Goat/Sheep Contract for Brush
Clearing $300,000
527
Citywide
Public
Disaster
Preparedness
Study &
Planning
$400,000
Each phase depends on the
other to be successful!
528
Fire Access Lanes
Accessibility
Repair/ grading,
new signs, etc.
Gate replacement
and lock
mechanism
upgrade
(Estimate)
$400,000
529
Dedicated Inspector for
Wildland Urban Interface - WUI
Fire Inspector II
Salary & Benefits
$313,464
530
Chipper Truck and Chipper
• 11-ft chipper truck: $120,000
• 12” midsize chipper:
$75,000
Free Dumpster Day to
Communities
531
WUI/3DI Software Management Tool
Fire Department
$47,000 per year
532
Fire
Station
Open
House &
Raising
Public
Awareness
$5,000
(per Fire Station)
533
EOC
Marine
Unit
Fire Boat
(Estimate)
$250,000
534
1989 Earthquake, San Francisco:
The earthquake hit it knocked out water lines in the Marina, so volunteers helped run hoses from a fire boat that pumped water out of San Francisco bay. A portable hydrant system connected the hoses and kept water pressure high.
535
Rescue Training
$50,000
536
HAZMAT
Training
Used to receive $360,000
annually from the County.
537
CERT Training
$15,000
• Residents
• High School Students
• City Staff
538
Using Measure X Services
(Direct residents’ requests for vegetation management)
$200,000:Match to receive $600,000 from Measure X
(Requires 10% to 50% Contribution)
539
Earthquake Early Warning
$20,000 per station, Total $120,000
Fire Stations
Have enough time to
avoid catastrophic
damage
1) Open FS gates
immediately
2) Alert Firefighters
540
Request to City Council:
I) Discuss Funding Sources To Address Immediate Needs
• Public Works:
Fuel Reduction $300,000
• Fire Department:
Citywide Public Disaster Preparedness Study & Planning $400,000 • Fire Boat $250,000
• Earthquake Warning: Open 6 Fire Stations’ Gates &
Warn Firefighters $140,000
Total $1,090,000
541
II) Direct City Manager To:
Identify Possible
Sources of Budget and Timeline
To Address All Other Needs
542
The City of Richmond’s Most Vital & Essential Services:
Public Safety
Questions?
543