The grading work summarized in this report was performed by R. C. Becker. The earthwork was performed in accordance with the recommendations presented in our referenced “Report of Geotechnical Investigation” (R. T. Frankian & Associates [RTF&A], 2023).
Observation and testing of the earthwork were provided by a representative from our firm in the areas described in this report and indicated on the attached Plot Plan. The project “Subgrade Preparation Phase 2” plan, Sheet C-302, dated November 1, 2023, and prepared by Rail Pros, has been used as the base map for the attached Plot Plan. The attached “Grading Exhibit” plan, indicating the “As-Built” grades upon completion of the grading summarized in this report, is also included as an attachment to this report.
Included with this report are a List of References, a Plot Plan, a Grading Exhibit plan, a tabulation of Field Density Test Results, and a City of Santa Clarita “Rough Grade Certification” sheet. We have not submitted copies of this report to public agencies for review.
EARTHWORK OPERATIONS
Our firm prepared the referenced “Report of Geotechnical Investigation” (RTF&A, 2023) that presented geotechnical grading and construction recommendations relative to constructing the subject roller-skating rink. The recommendations presented in that report were the basis for the grading operations performed and summarized in this report. As previously mentioned, this report only summarizes the results of the grading performed in the proposed building area of the subject development.
Prior to the initiation of the subject grading operations, the site of the proposed rollerskating rink consisted of compacted fill soils that were placed during several different phases of previous grading operations performed at the site. At the conclusion of the latest phase of previous grading, our referenced “Geotechnical Report of Observation and Testing” (RTF&A, 2009) was prepared to summarize the grading performed in the proposed roller-skating rink area.
In accordance with the recommendations of our referenced “Report of Geotechnical Investigation” (RTF&A, 2023), the soils extending 3 feet below the final soil subgrade for the proposed roller-skating rink were removed. In addition, deeper removals were initially made to Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 City of Santa Clarita
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remove abandoned utility lines in several areas of the site. Deeper removals were also made in several isolated areas that were indicated on Sheet C-302 (Subgrade Preparation Plan) of the project plans.
Following the removals described in the preceding paragraph, the bottoms of the areas to be filled were observed by a representative from our firm. The materials exposed in the bottoms of the removal areas were scarified, moistened, and compacted in place. The bottom areas were then approved by our field representatives for placement of compacted fill soil.
The removed soils, as described above, were replaced to construct the compacted fill summarized in this report. The fill soil placed in the upper 3 feet of the building pad was thoroughly moistened to at least 130 percent of the optimum moisture content of the soil, placed in lifts of no more than 12 inches in thickness, and compacted to attain at least 90 percent of the maximum dry density of the soil as determined by the current ASTM D 1557 Method of Compaction. Where observed, the placement of fill was found to be consistent with our recommendations. Significant organic and decomposable material was excluded from the fill as was solid material that exceeded approximately 12 inches in maximum dimension. A brief description and classification of each soil type used for the compacted fill are indicated in the "Laboratory Compaction Tests" section of this report.
EARTHWORK EQUIPMENT
The earthwork summarized in this report was performed using conventional grading equipment. That equipment included a John Deere (JD) 550K dozer, a JD 210L skiploader, a backhoe with a sheepsfoot wheel attachment, a Caterpillar (CAT) 140M motor-grader, a CAT 950K rubber-tired loader, a CAT 935 rubber-tired loader, a Link-Belt 235x track-mounted excavator, and a water truck.
The grading equipment indicated above was utilized to make the required removals and to place the fill soil in relatively thin lifts prior to compaction operations. In general, compaction of fill soil was attained by track-walking or wheel-rolling with the grading equipment. Soil within trenches, or other areas that were inaccessible to the grading equipment, was compacted Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 City of Santa Clarita
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by utilizing the sheepsfoot wheel mounted on a backhoe. A water truck was utilized, when required, to increase the moisture content of the fill soil prior to mixing and compacting.
FIELD OBSERVATION AND TESTING
General observations were made by our field representative during the earthwork operations summarized in this report. Observation and testing of the grading work summarized in this report, including the placement and compaction of fill soils, was performed under observation and testing services provided by our field representatives.
Field density tests were performed at frequent intervals to determine the degree of compaction being attained. At least one field density determination was made for each 1,000 cubic yards of fill placed, or for every 2 feet of fill placed. The tests were taken at depths of approximately 6 to 12 inches below the then-existing surface of the fill. The Sand Cone Method (ASTM D 1556) and the Nuclear Density Test Method (ASTM Test D 2922) were utilized for the field density determinations. At least 10 percent of the tests taken were performed using the Sand Cone Method.
Field density tests were taken at the approximate locations shown on the attached Plot Plan. The test results and descriptions are indicated on the attached tabulation, "Field Density Test Results."
LABORATORY COMPACTION TESTS
The maximum dry density and optimum moisture content of each soil type used for the compacted fill summarized in this report were determined in our laboratory in accordance with ASTM Soil Compaction Test Method Standard D1557. The maximum dry density of each soil sample was determined from that portion of the sample that passed through the No. 4 sieve. The results of the laboratory compaction tests are as follows:
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Soil Description and
Classification
Maximum Dry
Density
(pcf)
Optimum Moisture
Content (%)
Brown, silty, fine to medium sand, slightly
clayey, occasional small gravel (SM) 131.0 9.5
Medium brown, silty, fine with occasional
medium sand, slightly clayey (SM) 130.5 9.0
The optimum moisture contents are in percent of dry weight and the maximum dry densities are in pounds per cubic foot (pcf). The double-letter soil classification that follows each soil description is in accordance with the Uniform Soil Classification System (ASTM D2488).
EARTHWORK RESULTS
This report summarizes the earthwork performed in the building pad that was constructed for the proposed roller-skating rink structure. Compacted fill soil was considered acceptable only in areas where the moisture content of the fill soil in the upper 3 feet of the building pad was at least 130 percent of the optimum moisture content and where field density tests indicated that fill soil was compacted to at least 90 percent of the maximum dry density of the soil. The compacted fill placed as part of the earthwork summarized in this report ranges from approximately 3 to 9½ feet in depth.
As indicated by the “as-built” grades shown on the attached “Grading Exhibit” plan, the center portion of the building pad is approximately 7 inches below final soil subgrade elevation.
This portion of the building pad was intentionally left “low” so that future “spoils” generated by the excavation of foundations for the proposed roller-skating rink structure could be placed, as compacted fill, to establish the final soil subgrade elevation in the center portion of the building Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 City of Santa Clarita
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pad. The placement and compaction of fill soil in the center portion of the building pad should be performed under the observation and testing services of a representative of our firm.
RECOMMENDATIONS
As a result of the grading work summarized in this report, the recommendations presented in our referenced “Report of Geotechnical Investigation” (RTF&A, 2023) remain applicable. The recommendations from that report are presented below.
It should be noted, and as discussed in this report, that the fill soils summarized in this report were placed at 130 percent, or above, of the optimum moisture of the fill soils. It is likely that the moisture content of those upper fill soils will become reduced as a result of exposure to the environment. It will be required to thoroughly moisten the subgrade soils, to at least 130 percent of the optimum moisture content, immediately prior to casting slabs-on-grade. A representative from our firm should observe and approve the soil subgrade prior to casting the floor slabs for the rollerskating rink structure.
GRADING
The exposed soil in areas to receive new compacted fill should be scarified to a depth of approximately 6 inches, moistened to at least 130 percent above optimum moisture content, and compacted in place. The prepared surface of the area to receive new compacted fill should be observed and approved by a representative from our firm. It may also be required to have a representative from the City of Santa Clarita observe and approve the exposed “bottom” prior to fill placement. The contractor performing the earthwork should be familiar with the observation requirements of the City of Santa Clarita.
Fill should be placed in layers not exceeding 12 inches in loose thickness, adjusted to at least 130 percent above the optimum moisture content, and compacted to at least 90 percent of the maximum dry density of the soil as determined by the current ASTM Soil Compaction Method D1557. Organic and decomposable material should be excluded from the fill, as should solid material exceeding 12 inches in maximum dimension. Fill soils should be placed and Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 City of Santa Clarita
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compacted under the observation and testing of a representative of the Geotechnical Engineer of Record.
Elevating the moisture content of the fill soils to 130 percent of optimum moisture content may cause some difficulties with getting the required minimum compaction of 90 percent of the maximum dry density of the soil. Spreading the fill soil in thinner lifts and avoiding the use of rubber-tired compaction equipment may be necessary to achieve the minimum compaction requirements. It is suggested that a Grading Contractor having experience with placing material at an elevated moisture content be considered when selecting a contractor to perform the grading work.
If it is required to import soil for use as compacted fill, the imported soil should be relatively non-expansive. A 40-pound sample of proposed import soil should be submitted to the Geotechnical Engineer of Record at least 48 hours prior to import to the job site to determine if the soil would be acceptable for use on the project.
As previously mentioned in the “Site History” section of this report, a sand volleyball court and mulch landscaping were placed over the area where it is proposed to construct the proposed roller-skating rink. All mulch landscaping and other organics should be removed from the site. It would be permissible to utilize the sand from the volleyball court as compacted fill provided it is mixed at a 1:1 ratio with the onsite soil.
GENERAL GRADING REQUIREMENTS
1. All fills, unless otherwise specifically designed, shall be compacted to at least 90 percent of the maximum dry unit weight, as determined by the current ASTM Soil Compaction Method D 1557.
2. No fill shall be placed until the area to receive the fill has been adequately prepared and subsequently approved by the Geotechnical Consultant of Record or his representative.
3. Fill soils should be kept free of debris and organic material.
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4. Rocks or hard fragments larger than 12 inches may not be placed in the fill without approval of the Geotechnical Consultant or his representative, and in a manner specified for each occurrence.
5. Fill material shall be placed in layers which, when compacted, shall not exceed twelve inches per layer. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to ensure uniformity of material and moisture.
6. When moisture content of the fill material is too low, water shall be added and thoroughly dispersed until the soil is at least two to four percent above optimum moisture content.
7. When the moisture content of the fill material is too high to obtain adequate compaction, the fill material shall be aerated by blading, or other satisfactory methods, until the soil is two to four percent above optimum moisture content.
8. Fill and cut slopes should not be constructed at gradients steeper than 2:1 (horizontal:vertical).
TEMPORARY EXCAVATIONS
Temporary excavations will be required during the grading and construction phases of the roller-skating rink project. It is anticipated that the temporary excavations will be relatively minor in terms of height and will be formed in compacted fill soils.
Compacted fill soils are not expected to stand vertically for any significant length of time in cuts of 4 feet or higher. Compacted fill soils are expected to be temporarily stable when excavated at a gradient of ¾:1 (vertical: horizontal), to a height of 6 feet. Temporary excavations greater than 6 feet in height should be sloped at a gradient of 1:1. The temporary excavation recommendations for compacted fill soils would be generally applicable to naturally deposited soils, provided our field representative observes and approves the actual field conditions. All regulations of state or federal OSHA should be followed.
If bedrock is exposed in temporary excavations, the excavation(s) should be observed and evaluated by a geologist from our office to determine the need for modification of the excavation recommendations presented above.
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Particular care should be taken to protect slopes from erosion if excavations are made during the rainy season; the rainy season is normally from November through April. Measures to mitigate erosion, such as the installation of berms, plastic sheeting, or other devices, may be warranted to prevent surface water from flowing over or ponding at the tops of excavations.
FOUNDATIONS
General: Following the completion of the grading recommended in this report, conventional concrete spread foundations may be utilized to provide support for the subject rollerskating rink structure and related improvements. Based on our review of the plans we received, it appears that isolated column foundations, continuous foundations, and shear wall foundations will be used to provide support for the proposed roller-skating rink structure. It is anticipated that the bearing material will consist of existing and/or newly placed compacted fill soil.
Foundations should be designed by a Structural Engineer in accordance with the minimum requirements of the City of Santa Clarita and the California Building Code (CBC). Foundation Plans for proposed structures should be reviewed and approved by our office prior to construction.
All foundation excavations should be observed and approved by a representative from our firm prior to placement of reinforcing steel. Observation of foundation excavations may also be required by the appropriate reviewing governmental agencies. The contractor should be familiar with the requirements of the governing reviewing agencies.
Design Criteria: A bearing value of 2,000 pounds per square foot (psf) may be used in the design of foundations. This value may be increased by one-third when considering seismic and wind forces. The recommended bearing value is a net value and the weight of concrete in the footings may be taken as 50 pounds per cubic foot (pcf).
Footings should be a minimum of 18 inches in depth and should be designed to meet the minimum width and depth requirements of the CBC. Foundation depths should be measured from the lowest adjacent final grade.
Building setbacks for structures located adjacent to either ascending or descending slopes should be in accordance with the standards set forth in the CBC. Foundations should be deepened, Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 City of Santa Clarita
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where necessary, to prevent surcharge loads from being imposed on adjacent foundations or utilities.
Lateral Design: Lateral restraint at the base of footings or slabs may be assumed to be the product of the dead load and a coefficient of friction of 0.4. Passive pressure on the face of footings may also be used to resist lateral forces. A passive pressure of zero at the surface of finished grade, increasing at the rate of 300 psf per foot of depth, to a maximum value of 2,500 psf, may be used at this site. The passive pressure and friction may be combined without reduction when evaluating lateral resistance.
Settlement: Provided that the proposed roller-skating rink structure is supported on shallow foundations as described above, we estimate that the maximum static settlement will be about 1.0 inch. The total static and seismic settlement are estimated to be up to about 1.25 inches. It is further estimated that differential settlements will be about 0.75 inches of vertical movement across a horizontal distance of 30 feet. Our firm, or the Geotechnical Consultant of Record, should review the foundation loads after plans are developed to verify the applicability of our recommendations to the proposed construction.
FLOOR SLABS
General: The concrete slab recommendations presented in this section of the report are primarily intended for the design of the roller-skating rink and associated improvements within the proposed structure at the site. It is recommended that the Structural Engineer who is responsible for the design of the rink have experience, and be familiar with the construction of roller-skating rinks. The design should include appropriate measures to allow for expansion and contraction of the concrete slab, to minimize the occurrence of cracks in the slab for the rollerskating rink and pickleball, volleyball, and basketball courts.
The recommendations presented in this section of the report are based on the assumption that the subgrade will consist of compacted fill soil, placed at an elevated moisture content as previously discussed in the “Grading” section of this report. Any near-surface soils that become dried or disturbed during construction should be recompacted and moisture-conditioned (see Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 City of Santa Clarita
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“Expansive Soil Conditions” subheading below) prior to casting slabs. Formal plans for the project should be reviewed, signed, and stamped by our office prior to initiation of construction.
Concrete floor slabs should have a thickness of at least 5 inches and be reinforced with No. 4 reinforcing bars spaced 16 inches, on center, in orthogonal directions. The soil subgrade should be thoroughly moistened in accordance with the recommendations summarized in the “Expansive Soil Conditions” subheading below, prior to casting the concrete slabs. Thicker slabs and additional reinforcement may be required, depending on the floor loads and the structural requirements. The slab thickness and reinforcing may be increased or decreased at the direction of the Project Structural Engineer. Floor slabs should be designed in accordance with the current version of the CBC.
Pedestrian Paving/Walks/Ramps: It is our understanding that pre-cast concrete pavers may be utilized for pavement areas, walkways, and ramps. The preparation of the soil subgrade, as well as construction requirements and the materials to be used beneath the pavers, should conform with the paver manufacturer specifications. However, the soil subgrade below all areas where pavers will be installed must be compacted to a minimum of 95 percent of the maximum dry density of the soil.
Expansive Soil Conditions: The soils in the area of the proposed roller-skating rink are considered to be potentially expansive as previously discussed in this report. To reduce the potential for expansion related distress, the “Grading” section of this report indicated that the upper 3 feet of material below the roller-skating rink slab should be removed and replaced at an elevated moisture content of at least 130 percent above the optimum moisture content. The soils exposed at final grade should be elevated to at least 130 percent of the optimum moisture content of the soil, to a depth of at least 12 inches below the soil subgrade, at the time the concrete slabs are cast.
Water Vapor: Water vapor transmitted through concrete slabs can cause moisturerelated issues. An impermeable membrane “vapor barrier” should be installed to reduce excess vapor drive through concrete slabs. The function of the impermeable membrane is to reduce the Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 City of Santa Clarita
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amount of water vapor transmitted through concrete slabs. Vapor-related impacts should be expected in areas where a vapor barrier is not installed.
Slabs should be underlain by a vapor barrier surrounded by 2 inches of sand below the barrier, and 2 inches of sand above the barrier. The purpose of the sand below the barrier is to protect the barrier from being punctured by irregularities in the soil subgrade and the purpose of the sand above the barrier is to protect the barrier and to aid in the curing of the concrete slab.
The vapor barrier should be at least 15 millimeters thick. A product such as Stego, or equivalent, may be used for the vapor barrier and the overlap, perforations, and taping of that product should be performed in accordance with the manufacturer’s specifications. The sand should be sufficiently moist to remain in place and be stable during construction; however, if the sand above the barrier becomes saturated before placing concrete, the moisture in the sand can become a source of water vapor.
Another factor affecting vapor transmission through slabs is a high water-to-cement ratio in the concrete used for the slab. A high water-to-cement ratio increases the porosity of the concrete, thereby facilitating the transmission of water and water vapor through the slab. The Project Structural Engineer or a concrete mix specialist should provide recommendations for the design of concrete for footings and slabs in accordance with the CBC, with consideration of the above comments.
Alternative methods of providing floor slab water vapor mitigation have also been successfully utilized. If requested, we would be pleased to provide geotechnical comments if it is desired to utilize alternative mitigation methods. The recommendations presented herewith may be superseded by the design team based on their experience with alternative mitigation methods. However, RTF&A assumes no responsibility related to adverse impacts associated with superseding the recommendations of this report.
RETAINING WALLS
General: It is possible that some of the walls within the roller-skating rink structure will function as retaining walls. Retaining walls should be designed in accordance with the Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 City of Santa Clarita
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recommendations presented in this section of the report. Our office should review and approve the project Retaining Wall Plans prior to the initiation of construction.
Bearing Value: A bearing value of 1,500 psf may be used for the design of retaining wall foundations founded in existing and/or newly placed compacted fill soil. Retaining wall foundations should be a minimum of 12 inches in width and depth.
Lateral Earth Pressure: Retaining wall backfill should consist of materials with a very low to low potential for expansion. Soils with an expansion potential of medium or higher should not be used as retaining wall backfill. Cantilevered retaining walls, separate and independent of buildings and retaining up to 8 feet of level backfill, may be designed using a lateral pressure equal to that developed by a fluid with a density of 35 pounds per cubic foot, provided the backfill soils are drained and do not exceed a very low to low potential for expansion. Where the retained surface of the backfill is inclined at 2:1, it may be assumed that drained soils will exert a lateral pressure equal to that developed by a fluid with a density of 48 pcf. The pressures indicated assume that a lateral deflection of up to about one percent of the wall height is acceptable at the top of the wall. If it is desired to decrease the amount of potential wall deflection, a greater lateral pressure could be used in the wall design.
For the design of a braced rigid wall, where rotation and lateral movement are not acceptable (as in the case of building walls), it may be assumed that drained, relatively nonexpansive soils will exert a rectangular lateral pressure with a maximum pressure equal to 22H psf, where “H” is the wall height in feet. The pressure value and distribution may vary significantly when considering wall rigidity and restraining conditions. The structural characteristics of the wall are referred to the Project Structural Engineer. If requested, we can provide additional geotechnical design parameters for specific restrained conditions.
When placing backfill, walls should be braced. Heavy compaction equipment should not be used any closer to the back of the wall than the height of the wall. Soils having an Expansion Index of greater than 50 should not be utilized for backfill behind walls that are greater than 3 feet in height.
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A drainage system should be provided to prevent the development of hydrostatic pressure behind walls. If a drainage system is not installed, the walls should be designed to resist an additional hydrostatic pressure equal to that developed by a fluid with a density of 55 pcf against the full height of the wall.
In addition to the recommended earth pressure and hydrostatic pressures, the walls should be designed to resist any applicable surcharges due to buildings, walls, storage, or traffic loads.
The upper 10 feet of walls adjacent to vehicular traffic areas should be designed to resist a uniform lateral pressure of 100 psf, acting as a result of an assumed 300 psf surcharge behind the walls due to normal traffic. If the traffic is kept back at least 10 feet from the walls, the traffic surcharge may be neglected.
Seismic Lateral Earth Pressure: The preceding recommended values indicate earth pressures for conventional static loading conditions. Ground shaking associated with earthquakes may cause additional pressure on walls. In addition to the previously mentioned lateral earth pressures, it is recommended that all rigid (building) walls of any height, and cantilevered retaining walls greater than 6 feet in height, be designed to support an additional seismic earth pressure equal to an inverted equivalent fluid pressure of 29 pcf.
Density of Backfill: When designing retaining walls to resist over-turning, it can be assumed that compacted on-site soils will have a density of 125 pcf.
Drainage: A drainage system should be provided behind retaining walls or the walls should be designed to resist hydrostatic pressures as discussed above. Retaining wall backfill may be drained utilizing a perforated pipe. The perforated pipe should be at least 4 inches in diameter and be placed at the base of the wall, with the perforations pointed down. The pipe should be sloped to provide positive drainage, but in no instance shall the pipe be elevated more than 2 feet above the bottom of the wall. The pipe should be surrounded by at least 6 inches of uniform-sized gravel and be permitted to outlet onto a surface that would not be subject to erosion. Alternatively, the drain could be connected to a suitable outlet device. The gravel should be separated from the surrounding soils by a filter fabric, such as Mirafi 140N or equivalent, wrapped around the gravel (“burrito-wrapped”). Alternatively, the filter fabric and Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 City of Santa Clarita
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gravel may be omitted when using a continuous slotted pipe and a graded sand that conforms to LACDPW “Graybook,” F-1 Designated Filter Material.
Drainage panels, such as Miradrain or equivalent, or a 6- to 12-inch-wide gravel chimney drain should be installed behind retaining walls that are greater than 3 feet in height. The top of the drainage panels or chimney drain should be capped with 18 to 24 inches of compacted on-site soil; the thickness of the cap should be increased to provide a minimum of 3 feet of compacted fill soils under any footing within the area of the backfill, where appropriate. The intent of installing the drainage panels or chimney drain would be to reduce the potential for build-up of water directly behind the walls. Excessive build-up of water could result in wall failure if the wall is not designed to resist hydrostatic forces.
Retaining walls could be constructed utilizing weepholes in lieu of a drainage system consisting of perforated pipe. Weepholes should be at least 4 inches in diameter and be spaced at 8-foot intervals. The bottom of each weephole should be installed approximately 6 inches above the adjacent grade. At least one cubic foot of filter material should be placed behind each weephole and some means to minimize the loss of the material through the weephole should be provided.
The installed drainage system should be observed by the Geotechnical Consultant prior to backfilling the system. Observation of the drainage system may also be required by the reviewing governmental agencies prior to backfilling. The backs of retaining walls should be waterproofed.
PAVEMENT AREAS
Although the attached Plot Plan does not indicate that new pavement areas will be constructed as part of the proposed roller-skating rink project, it is possible that new pavement areas will be constructed as part of the development. If new pavement areas are planned, we should be provided with plans that detail the type and location of the proposed pavement.
If asphalt pavement is planned, samples of the subgrade soils should be obtained for Rvalue tests. The results of the R-value tests would be used to prepare pavement section (base Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 City of Santa Clarita
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course/asphalt) recommendations. If concrete pavement is to be used, the pavement design should also be based on the results of R-value tests. Preliminarily, it is anticipated that concrete paving should be at least 8 inches in thickness and be underlain by at least 4 inches of base course material (CAB or CMB), compacted to at least 95 percent of the maximum dry density of the base course material. Concrete pavement for pedestrian walkways and/or ramps should be based on the design of the Project Architect.
UTILITY TRENCH BACKFILL
Backfill placed in trenches excavated for the installation of utility lines must be compacted to at least 90 percent of the maximum dry density of the soil, from the top of the pipe to finish grade. If requested, detailed recommendations for compaction of utility trenches can be provided.
-o0oREGULATORY STATEMENT
Based on the results of our observations and testing, it is our finding that the subject site and improvements will be safe from hazard of landslide, settlement, or slippage, and will not adversely affect the geotechnical conditions of the adjacent properties, provided the recommendations of the referenced reports, project specifications, the City of Santa Clarita, and the California Building Code are followed.
Our professional services have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice included in this submittal.
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OBSERVATION/TESTING SERVICES
This report has been prepared assuming that R. T. Frankian & Associates will perform all geotechnical field observations and testing. If the recommendations presented in this report are utilized and observation/testing of the geotechnical work is performed by others, the party performing the observations/testing must review this report and assume responsibility for the recommendations presented herein or provide an additional report. That party would then assume the title "Geotechnical Engineer of Record" for the project and respond to any design and construction-related issues that may arise.
A representative of the Geotechnical Engineer of Record should be present to observe grading and backfill operations as well as foundation excavations for the project. A report presenting the results of these observations and related testing should be issued upon completion of the work.
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The following documents are attached and complete this report:
• List of References
• Plot Plan
• Grading Exhibit Plan
• Field Density Test Result
• City of Santa Clarita “Rough Grade Certification”
Yours very truly,
R. T. FRANKIAN & ASSOCIATES
by: Brian Kenji Pitcher
Senior Project Engineer
and: Alan W. Rasplicka
BKP/AWR/jh Principal Geotechnical Engineer
PDF Distribution via Email:
– City of Santa Clarita, Ms. Araz Valijan and Mr. Ross Pistone – Coffman Engineers, Inc., Attn: Mr. Michael Storti
– Anil Verma Associates, Inc., Attn: Mr. Jim Keenan
– Encompass Consultant Group, Attn: Mr. Benjamin P. Hardin (for regulatory submittal) Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 References
City of Santa Clarita
October 25, 2024
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R. T. FRANKIAN & ASSOCIATES
26027 Huntington Lane Suite A Santa Clarita California 91355 tel. (818) 531-1501 www.rtfrankian.com
REFERENCES
Frankian, R. T., & Associates, 2009, “Geotechnical Report of Observation and Testing, Rough Grading and Utility Trench Backfills, Santa Clarita Sports Complex, A Portion of Tentative Tract 42670-02, Santa Clarita, California,” for City of Santa Clarita, dated May 15, 2009, Job No. 2004-037-20.
Frankian, R. T., & Associates, 2023, “Report of Geotechnical Investigation, Proposed RollerSkating Rink, Existing Santa Clarita Sports Complex, Southeast of Golden Valley Road and Centre Pointe Parkway, Santa Clarita, California,” for City of Santa Clarita, dated June 20, 2023, Job No. 2004-037-003.
Frankian, R. T., & Associates, 2024, “Response to Plan Check Comment and Modulus of Subgrade Reaction Recommendations, Proposed Roller-Skating Rink, Existing Santa Clarita Sports Complex, Southeast of Golden Valley Road and Centre Pointe Parkway, Santa Clarita, California,” for City of Santa Clarita, dated May 10, 2024, Job No. 2004- 037-010.
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GAS E E E E E E E W CVT DS R R FH B B FDC VVV (1395) (1394) (1393) (1395) (1394) (1395)
(1394)
(1394)
(1393)
(1394) (1396)
1392
1393
(1394)
(1394)
CPB MH
CONC GRASS AC AC
CONC
GRASS
GRASS EX. GYM BUILDING AC CONC GRADING/EXCAVATION NOTES:
Cristian Nalbandian
Monday, December 18, 2023 9:02:28 AM
Z:\ENGINEERING\CITY OF SANTA CLARITA\CITY ROLLER RINK\900 CADD\950 DRAWINGS\C302-SC RSR-GRADING PLAN PH2.DWG 250 Commerce | Suite 200 | Irvine | California | 92602 RAILPROS www.railpros.com C-302 SUBGRADE PREPARATION PHASE 2 CAUTION: EXIST 54" RCP NEAR EXCAVATION CAUTION: EXIST 54" RCP NEAR EXCAVATION OVER-EXCAVATION- PHASE 2 - OLD POTHOLE LOCATIONS OVER EX NOTE: PROVIDE SHORING AS NECESSARY TO PROTECT EXISTING WALKWAY IN PLACE NOTE: PROTECT WATER LINES CAPPED DURING DEMO NOTE: PROTECT EX CAPPED 4-4" PVC CONDUITS IN PLACE CAUTION: EXIST 54" RCP NEAR EXCAVATION ··· UTILITY NOTE:
R.
T. Frankian & Associates (RTF&A) has reviewed the geotechnical aspects of this plan. The plan is found to be in general conformance with the recommendations of the RTF&A geotechnical reports(s) for this project date:
____________________________________________________________________________________________________________________________________________________________________________________Geotechnical Engineer Date 01/26/2024
Reports Dated 6-20-2023
RTF&A Job Number 2004-037
Alan W. Rasplicka
2558
Alan W. Rasplicka 2558
60 59 57 58 53F53R 54 56 52 55 51 49 50 24F25R 18 23 17 13F 14R 15 11 28 20 1932 31 35 48 47 46 45 44 42 43 40 41 26F 27R 34 38 39 36 33 30 37 39 9F10R 16 12 61 62 63 64 65 66 1 2 3
PLOT PLAN
R. T. FRANKIAN & ASSOCIATES
26027 Huntington Lane, Unit A
Santa Clarita, California 91355
(818) 531-1501
www.RTFrankian.com
City of Santa Clarita
Prepared For:
Proposed Roller Skating Rink
Existing Santa Clarita Sports Complex
Santa Clarita, California
Scale:
Date:
Drawn By: Checked By:
AS-SHOWN JH BKP
10/25/2024 2004-037-004
Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 CP 1 CP 3 CP 4
CP 5
CP 10
1392.88
1393.17IRPB
1393.52
TG
1393.81
1394.14
1394.46
1395.03
1395.42
1394.86
1394.5
1394.4
1394.4
1393.3
1392.87
TG 1393.8
1394.4
1394.4
1394.4
1394.4
1394.5
1394.5
1394.4
1394.4
1394.3
1394.2
1393.7
1394.0
1394.4
1395.0
1394.4
1395.2
1394.5
1394.4
1395.0
1394.5
1394.0
1393.6
FL
1394.3
1393.9
1394.4
1394.5
1394.4
1393.9
1393.7
1393.7
1393.7
1393.9
1394.0
1393.8
1393.8
1393.8
1394.5
1394.4
1393.7
1394.2
1393.3
FL 1394.3
1394.3
1394.3
1394.2
1394.4
1394.4 1394.7 DS R ELPB 1394.4
1393.51
1393.35
FH
B
B 1392.75
1392.64
1393.27
1393.25
1393.39
1393.56
1393.74
1394.09
1394.4
1394.2
1394.4
1394.4
1394.5
1393.9
1393.7
1394.5
1394.5
1394.4
1393.4
1393.1
1394.6
1394.5
1393.0
ELPB
1392.2
1394.6
1392.0
FL
1392.0
FL
1392.1
FL
1392.9
FL
1394.4
1394.5
1394.4
1394.4
1394.5
1394.5
1391.83
TG
1394.2
CPB DS
R
1394.36
1394.70
V
CVT RAMP PARKING LOT AC AC PAVERS CONC
PAVERS
CONC DIRT DIRT DIRT DIRT DIRT
+
+
+
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1395
1393
1394
1394 BUILDING 1394.2 1394.4 1394.4
1394.4
1394.2
1394.2
1394.2
1394.0
1393.8 TEMPORARY CONSTRUCTION FENCE TEMPORARY CONSTRUCTION FENCE TEMPORARY CONSTRUCTION FENCE TEMPORARY CONSTRUCTION FENCE AC
GRADE BREAK (TYPICAL)
GRADE BREAK (TYPICAL)
GRADE BREAK (TYPICAL)
GRADE BREAK (TYPICAL) 1. MAPPING TOPOGRAPHIC MAPPING WAS COMPILED AT A SCALE OF 1"=30', WITH A 1 FOOT CONTOUR INTERVAL FROM DATA COLLECTED IN A FIELD SURVEY PERFORMED USING CONVENTIONAL EQUIPMENT AND PROCEDURES ON OCTOBER 16, 2024, AT THE REQUEST OF THE CITY OF SANTA CLARITA. 2. BASIS OF BEARINGS AND COORDINATES THE BASIS OF BEARINGS FOR THIS SURVEY IS THE CALIFORNIA COORDINATE SYSTEM NAD83, ZONE 5, EPOCH 2017.50 AS DETERMINED LOCALLY BY A LINE BETWEEN CONTINUOUS GLOBAL POSITIONING STATIONS (CGPS) AND/OR CONTINUOUS OPERATING REFERENCE STATIONS (CORS) VNCX & CTDM BEING NORTH 25-12-39 WEST AS DERIVED FROM GEODETIC VALUES PUBLISHED BY THE CALIFORNIA SPATIAL REFERENCE CENTER (CSRC). 3. ELEVATIONS THE VERTICAL DATUM OF THIS SURVEY IS THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88), PER GPS AND CONVENTIONAL TIES AND GEOID MODELING (GEOID12B) TO LACFCD BENCHMARK NUMBER VL7074, BEING A LA CO DPW TAG HAVING AN ELEVATION OF 1260.45 US SURVEY FEET. SURVEY NOTES 333 N. LANTANA ST, SUITE 287, CAMARILLO, CA 93010 PHONE: 805.322.4443 WEBSITE: WWW.ECGCIVIL.COM N:\projects\0436\15 The Rink Sports Pavillion Survey\geo\cad\0436-15_grading_exhibit.dwg 0436.15 0436-15_grading_echibit.dwg 1" = 30' 1 OF 1 SANTA CLARITA, CA SANTA CLARITA SPORTS COMPLEX THE RINK SPORTS PAVILION GRADING EXHIBIT N
S
W
E
0 SCALE: 1"=30' 30 60 I HEREBY CERTIFY THAT THIS SURVEY WAS PREPARED, AND THE RELATED SURVEY WORK WAS PERFORMED BY ME OR UNDER MY DIRECT SUPERVISION. BENJAMIN P. HARDIN, PLS 8552 DATE 10/17/2024 Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 City of Santa Clarita
October 25, 2024
FIELD DENSITY TEST RESULTS 2004-037-004
Test No. Date Location Fail & Retest Elevation (in feet) Field Dry Density
(pcf)
Field Moisture
(%)
Maximum Dry Density
(pcf) Percent Compaction
Type of
Test
1 9/6/2024 See Plot Plan 1387 117.9 13.7 131 90 Nuclear 2 9/6/2024 See Plot Plan 1386.5 121.8 11.3 131 93 Nuclear 3 9/6/2024 See Plot Plan 1385.5 117.4 13.9 131 90 Nuclear 4 9/6/2024 See Plot Plan 1388 117.6 14.9 131 90 Nuclear 9F 9/24/2024 See Plot Plan Fail-Moisture 1391 122 11.2 131 93 Nuclear 10R 9/24/2024 See Plot Plan Retest #9F 1391 122.6 12.9 131 94 Nuclear 11 9/24/2024 See Plot Plan 1391 124.8 13.1 131 95 Nuclear 12 9/24/2024 See Plot Plan 1392 122.2 12.6 131 93 Sand Cone 13F 9/24/2024 See Plot Plan Fail-Moisture 1392 120.1 7.9 131 92 Nuclear 14R 9/24/2024 See Plot Plan Retest #13F 1392 120.8 13 131 92 Nuclear 15 9/25/2024 See Plot Plan 1392.5 119 12.8 131 91 Nuclear 16 9/25/2024 See Plot Plan 1393 121.8 12 130.5 93 Nuclear 17 9/25/2024 See Plot Plan 1393 122.1 12.9 130.5 93 Sand Cone 18 9/25/2024 See Plot Plan 1391 126.2 12.2 130.5 97 Nuclear 19 9/25/2024 See Plot Plan 1389.5 120.5 10.3 131 92 Nuclear 20 9/25/2024 See Plot Plan 1392 119.2 9.9 131 91 Nuclear 21 9/25/2024 See Plot Plan 1375 120.6 9.8 131 92 Nuclear 22 9/25/2024 See Plot Plan 1377 120.9 8.4 131 92 Nuclear 23 9/26/2024 See Plot Plan 1392.5 118.6 12.1 130.5 91 Sand Cone 24F 9/26/2024 See Plot Plan Fail 1392 120 10.4 130.5 92 Sand Cone 25R 9/26/2024 See Plot Plan Retest #24F 1392 118.9 12.2 130.5 91 Sand Cone 26F 9/26/2024 See Plot Plan Fail 1390 116 12.5 130.5 89 Sand Cone 27R 9/26/2024 See Plot Plan Retest #26F 1390 117.6 14.1 130.5 90 Sand Cone 28 9/27/2024 See Plot Plan 1393 120.3 12.9 130.5 92 Nuclear 29 9/27/2024 See Plot Plan 1390.5 119 14.8 130.5 91 Nuclear 30 9/27/2024 See Plot Plan 1391 122.5 12 130.5 94 Nuclear 31 9/27/2024 See Plot Plan 1392.5 117.3 13 130.5 90 Sand Cone 32 9/27/2024 See Plot Plan 1393 118.9 14 130.5 91 Nuclear 33 9/27/2024 See Plot Plan 1393 117.4 14.3 130.5 90 Nuclear 34 9/30/2024 See Plot Plan 1393.5 122 12.1 130.5 94 Sand Cone 35 9/30/2024 See Plot Plan 1392 120.1 11.5 130.5 92 Sand Cone 36 9/30/2024 See Plot Plan 1392 119.9 10.2 130.5 92 Sand Cone 37 9/30/2024 See Plot Plan 1393 116.9 11.7 130.5 90 Sand Cone 38 10/1/2024 See Plot Plan 1394 117.4 12.3 130.5 90 Sand Cone 39 10/1/2024 See Plot Plan 1391 117 11.8 130.5 90 Sand Cone 40 10/1/2024 See Plot Plan 1391 120.9 13 130.5 93 Nuclear 41 10/1/2024 See Plot Plan 1393 121.1 13.1 130.5 93 Nuclear 42 10/1/2024 See Plot Plan 1387 119.6 12.6 130.5 92 Nuclear 43 10/1/2024 See Plot Plan 1390 118.9 12.9 130.5 91 Nuclear 44 10/2/2024 See Plot Plan 1393 120.6 12.9 130.5 93 Nuclear 45 10/2/2024 See Plot Plan 1388 117.3 13.3 130.5 90 Nuclear 46 10/2/2024 See Plot Plan 1390 121.2 13.1 130.5 93 Nuclear Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 City of Santa Clarita
October 25, 2024
FIELD DENSITY TEST RESULTS 2004-037-004
Test No. Date Location Fail & Retest Elevation (in feet) Field Dry Density
(pcf)
Field Moisture
(%)
Maximum Dry Density
(pcf) Percent Compaction
Type of
Test
47 10/2/2024 See Plot Plan 1385 121.3 12.9 130.5 93 Nuclear 48 10/3/2024 See Plot Plan 1393 120.4 11.8 130.5 92 Nuclear 49 10/3/2024 See Plot Plan 1391 127.5 13.4 130.5 98 Nuclear 50 10/3/2024 See Plot Plan 1390 122.4 12.7 130.5 94 Nuclear 51 10/3/2024 See Plot Plan 1391 119.1 11.9 130.5 91 Nuclear 52 10/4/2024 See Plot Plan 1391 123.4 13.5 130.5 95 Nuclear 53F 10/4/2024 See Plot Plan Fail 1392 119.5 8.5 130.5 92 Nuclear 53R 10/4/2024 See Plot Plan Retest #53F 1392 122.1 12.8 130.5 94 Nuclear 54 10/4/2024 See Plot Plan 1392 124.4 12.8 130.5 95 Nuclear 55 10/4/2024 See Plot Plan 1394 117.5 11.7 130.5 90 Nuclear 56 10/4/2024 See Plot Plan 1393 121.1 12.6 130.5 93 Nuclear 57 10/4/2024 See Plot Plan 1390 122.2 11.7 130.5 94 Nuclear 58 10/7/2024 See Plot Plan 1392 118.3 11.8 130.5 91 Nuclear 59 10/7/2024 See Plot Plan 1394 120.1 14 130.5 92 Nuclear 60 10/7/2024 See Plot Plan 1390 122.4 13.1 130.5 94 Nuclear 61 10/10/2024 See Plot Plan 1393 119.5 12 130.5 92 Nuclear 62 10/10/2024 See Plot Plan 1393.5 125.3 11 130.5 96 Nuclear 63 10/10/2024 See Plot Plan 1393.5 123 12.9 130.5 94 Nuclear 64 10/10/2024 See Plot Plan 1394 118.8 13.7 130.5 91 Nuclear 65 10/11/2024 See Plot Plan 1392 121.6 12.1 130.5 93 Nuclear 66 10/11/2024 See Plot Plan 1394 120.9 12.3 130.5 93 Nuclear Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 CASE NO.:__________________________
City of Santa Clarita
Engineering Services Division
23920 Valencia Boulevard, Suite 300
Santa Clarita, CA 91355
ROUGH GRADE CERTIFICATION
Tract or Parcel No.:
Lot No. (s):
Address or Location of Property:
Owner: Contractor:
FIELD ENGINEER
Based upon observations, rough grading of the lots listed above has been completed in conformance with plans therefore marked "APPROVED" by the City, and Title 17, Division 3, of the Unified Development Code. The work includes but is not limited to the following: grading to approximate final elevations; staking of property lines; location and gradient of cut and fill slopes; location, cross-sectional configuration and flow line gradient of drainage swales and terraces (graded ready for paving); berms installed where indicated; and required slopes provided on building pads.
Engineer’s Seal and Exp. Date (Below)
Plan Approval Date or Latest Plan Revision Date:
Lot No. (s):
Other Areas:
Remarks:
Signature:
Date:
SOIL ENGINEER
Based upon tests and observations, the earth fills placed on the lots listed above were installed upon properly prepared base material and compacted in compliance with requirements of Chapter 17.27.020 of the Unified Development Code. Fill slope surfaces have been compacted and buttress fills or similar stabilization measures have been installed in accordance with my recommendations as approved by the City. Subdrains have been provided where required and locations of said subdrains are shown on plans dated .
See report dated for compaction data and procedure, recommended allowable soil bearing values and other special recommendations.
Lot No. (s):
Expansive Soils [Yes] [No] Lot No. (s):
Buttress Fills [Yes] [No] Lot No. (s):
Reinforced Earth Walls [Yes] [No] Lot No. (s):
Restricted Use Areas [Yes] [No] Lot No. (s):
Remarks: Engineer’s Seal and Exp. Date (Below)
Signature:
Date:
S:\PW\ENGINEERING\FORMS\Grading\(RGC) Rough Grade Certification_(04.04.2016).doc not applicable
6/20/2024 4
See 6/20/2024 Report Formal Report of Observation and Testing Forthcoming Alan W. Rasplicka
2558
10/24/2024 See Report Dated 6/20/2023 6/20/2023 20860 CENTRE POINTE PKWY, SANTA CLARITA, CA 91350 CITY OF SANTA CLARITA LOT 4 IN SW 1/4 OF SEC 19 T4N R15W APN 2836-018-900 SEE ATTACHMENT 1 10-21-2024 LOT 4 IN SW 1/4 OF SEC 19 T4N R15W SOUTH EAST CORNER OF LOT DESCRIBED EXP. 9/30/25 See Report Dated 10/25/2024 Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 Roller rink pad area was lowered ~0.5' to accommodate for unexpected over-excavation. There is one grade anomaly at the south end within the outer rink pad but is on a grade break and is in line with what appears to be a flow line toward the existing drain inlet. There are two other grade anomalies, also at the south end, but are on the perimeter of the outer rink pad. All three grade anomalies are acceptable. ATTACHMENT 1 - REMARKS Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 CASE NO.:__________________________
City of Santa Clarita
Engineering Services Division
23920 Valencia Boulevard, Suite 300
Santa Clarita, CA 91355
ROUGH GRADE CERTIFICATION
Tract or Parcel No.:
Lot No. (s):
Address or Location of Property:
Owner: Contractor:
FIELD ENGINEER
Based upon observations, rough grading of the lots listed above has been completed in conformance with plans therefore marked "APPROVED" by the City, and Title 17, Division 3, of the Unified Development Code. The work includes but is not limited to the following: grading to approximate final elevations; staking of property lines; location and gradient of cut and fill slopes; location, cross-sectional configuration and flow line gradient of drainage swales and terraces (graded ready for paving); berms installed where indicated; and required slopes provided on building pads.
Engineer’s Seal and Exp. Date (Below)
Plan Approval Date or Latest Plan Revision Date:
Lot No. (s):
Other Areas:
Remarks:
Signature:
Date:
SOIL ENGINEER
Based upon tests and observations, the earth fills placed on the lots listed above were installed upon properly prepared base material and compacted in compliance with requirements of Chapter 17.27.020 of the Unified Development Code. Fill slope surfaces have been compacted and buttress fills or similar stabilization measures have been installed in accordance with my recommendations as approved by the City. Subdrains have been provided where required and locations of said subdrains are shown on plans dated .
See report dated for compaction data and procedure, recommended allowable soil bearing values and other special recommendations.
Lot No. (s):
Expansive Soils [Yes] [No] Lot No. (s):
Buttress Fills [Yes] [No] Lot No. (s):
Reinforced Earth Walls [Yes] [No] Lot No. (s):
Restricted Use Areas [Yes] [No] Lot No. (s):
Remarks: Engineer’s Seal and Exp. Date (Below)
Signature:
Date:
S:\PW\ENGINEERING\FORMS\Grading\(RGC) Rough Grade Certification_(04.04.2016).doc 20860 CENTRE POINTE PKWY, SANTA CLARITA, CA 91350 CITY OF SANTA CLARITA LOT 4 IN SW 1/4 OF SEC 19 T4N R15W APN 2836-018-900 SEE ATTACHMENT 1 10-21-2024 LOT 4 IN SW 1/4 OF SEC 19 T4N R15W SOUTH EAST CORNER OF LOT DESCRIBED EXP. 9/30/25 not applicable 6/20/2024 4
See 6/20/2024 Report Formal Report of Observation and Testing Forthcoming Alan W. Rasplicka
2558
10/24/2024
Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 EXHIBIT I Roller rink pad area was lowered ~0.5' to accommodate for unexpected over-excavation. There is one grade anomaly at the south end within the outer rink pad but is on a grade break and is in line with what appears to be a flow line toward the existing drain inlet. There are two other grade anomalies, also at the south end, but are on the perimeter of the outer rink pad. All three grade anomalies are acceptable. ATTACHMENT 1 - REMARKS Docusign Envelope ID: 753D7D44-1CAE-4E41-BC00-655AE379EFE5 Certificate Of Completion
Envelope Id: 753D7D441CAE4E41BC00655AE379EFE5 Status: Completed Subject: Please DocuSign: The Rink Sports Pavilion, Phase II - Construction, P3034 Addendum No. 4 Source Envelope:
Document Pages: 78 Signatures: 2 Envelope Originator:
Certificate Pages: 2 Initials: 6 ANDREA HERNANDEZ
AutoNav: Enabled
EnvelopeId Stamping: Enabled
Time Zone: (UTC-08:00) Pacific Time (US & Canada)
23920 Valencia Boulevard
City of Santa Clarita, CA 91355
[email protected]
IP Address: 216.152.79.2
Record Tracking
Status: Original
11/7/2024 1:08:07 PM
Holder: ANDREA HERNANDEZ
[email protected]
Location: DocuSign
Signer Events Signature Timestamp
Araz Valijan
[email protected]
Security Level: Email, Account Authentication
(Optional)
Signature Adoption: Pre-selected Style
Using IP Address: 216.152.79.2
Sent: 11/7/2024 1:20:26 PM
Viewed: 11/7/2024 2:25:24 PM
Signed: 11/7/2024 3:48:15 PM
Electronic Record and Signature Disclosure:
Not Offered via DocuSign
Jackie Lillio
[email protected]
Security Level: Email, Account Authentication
(Optional), Login with SSO
Signature Adoption: Pre-selected Style
Using IP Address: 108.185.231.56
Signed using mobile
Sent: 11/7/2024 3:48:23 PM
Viewed: 11/7/2024 5:12:25 PM
Signed: 11/7/2024 5:13:01 PM
Electronic Record and Signature Disclosure:
Not Offered via DocuSign
Shannon Pickett
[email protected]
Security Level: Email, Account Authentication
(Optional)
Signature Adoption: Pre-selected Style
Using IP Address: 216.152.79.2
Sent: 11/7/2024 5:13:08 PM
Viewed: 11/7/2024 5:39:11 PM
Signed: 11/7/2024 5:39:20 PM
Electronic Record and Signature Disclosure:
Not Offered via DocuSign
Damon Letz
[email protected]
Security Level: Email, Account Authentication
(Optional)
Signature Adoption: Drawn on Device
Using IP Address: 216.152.79.2
Sent: 11/7/2024 5:39:27 PM
Viewed: 11/8/2024 9:45:57 AM
Signed: 11/8/2024 9:46:10 AM
Electronic Record and Signature Disclosure:
Not Offered via DocuSign
In Person Signer Events Signature Timestamp
Editor Delivery Events Status Timestamp
Agent Delivery Events Status Timestamp
Intermediary Delivery Events Status Timestamp
Certified Delivery Events Status Timestamp
Carbon Copy Events Status Timestamp
ANDREA HERNANDEZ
[email protected]
CITY OF SANTA CLARITA
Security Level: Email, Account Authentication
(Optional)
Sent: 11/8/2024 9:46:17 AM
Electronic Record and Signature Disclosure:
Not Offered via DocuSign
Witness Events Signature Timestamp
Notary Events Signature Timestamp
Envelope Summary Events Status Timestamps
Envelope Sent Hashed/Encrypted 11/7/2024 1:20:26 PM
Certified Delivered Security Checked 11/8/2024 9:45:57 AM Signing Complete Security Checked 11/8/2024 9:46:10 AM
Completed Security Checked 11/8/2024 9:46:17 AM
Payment Events Status Timestamps
Addendum No. 5
November 8, 2024
BID # CIP-24-25-P3034A
Addendum No. 5
BID # CIP-24-25-P3034A
The Rink Sports Pavilion, Phase II - Construction
City of Santa Clarita, California
This addendum must be acknowledged via BidNet and should be included with the bid response.
The purpose of this addendum is to address the following for this bid:
I. UPDATE TO BID DOCUMENTS LIST FOR BID SUBMISSION PROCESS In addition to the documents listed on the Bid Documents List, please also submit Document 00 45 13A with bid documentation.
II. UPDATE TO DOCUMENT 00 7316 SUPPLEMENTARY CONDITIONS Please see update below to Document 00 7316 regarding removal of the All-Risk Course of Construction Insurance requirement.
C. All-Risk Course of Construction Insurance including damage to property owned by Owner, Contractor or third parties caused by fire. Insurance shall be in the amount of 100 percent of the completed value of the Work to be performed under this Contract. Deductible shall not exceed [$10,000]. Each loss shall be borne by Contractor.
17.01 Certificates of insurance and endorsements shall have clearly typed thereon City of Santa Clarita Contract Number and title of Contract Documents. Written notice of cancellation, non-renewal, or reduction in coverage of any policy shall be mailed to Owner (Attention: City of Santa Clarita Risk Manager / Purchasing Agent) at the address listed in Document 00 5200 (Agreement), 60 Days in advance of the effective date of the cancellation, non-renewal, or reduction in coverage. Written notice of cancellation for non-payment shall be mailed within 10 Days of cancellation. Contractor shall maintain all insurance in full force and effect during entire period of performance of Contract Documents, including warranty and guarantee periods. However, Contractor may discontinue All-Risk Course of Construction Insurance after Final Payment, and shall maintain General Liability Insurance throughout the entire Extended Term specified Paragraph 17.01 above. At time of making application for extension of time, and during all periods exceeding the Contract Time resulting from any cause, Contractor shall submit evidence that insurance policies will be in effect during requested additional period of time. Upon Owner’s request, Contractor shall submit to Owner, within 30 Days, copies of the actual insurance policies or renewals or replacements.