GEOTECHNICAL ENGINEERING EVALUATION
Westgate Elementary School Replacement
2514 West 4th Avenue
Kennewick, Washington 99336
PREPARED FOR:
Mr. Doug Carl
Kennewick School District
c/o Mr. Paul Knutzen, P.E.
Meier Architecture • Engineering, Inc.
8697 Gage Boulevard
Kennewick, Washington 99336
PREPARED BY:
STRATA
A Professional Services Corporation
6 O’Donnell Rd
Pullman, Washington 99163
Telephone 509.339.2000
Facsimile 509.339.2001
March 3, 2016
TABLE OF CONTENTS
INTRODUCTION .............................................................................................................................. 1 PROJECT UNDERSTANDING ....................................................................................................... 2 Existing Site Conditions ............................................................................................................ 2 Proposed Construction.............................................................................................................. 3 FIELD AND LABORATORY EVALUATION ................................................................................... 4 Field Evaluation .......................................................................................................................... 4 Subsurface Conditions .............................................................................................................. 4 Groundwater ............................................................................................................................. 5 Laboratory Testing ..................................................................................................................... 5 DISCUSSION ................................................................................................................................... 5 GEOTECHNICAL OPINIONS AND RECOMMENDATIONS .......................................................... 6 Earthwork .................................................................................................................................... 6 Excavation Characteristics ....................................................................................................... 6 Uncontrolled Fill.................................................................................................................................7 Demolition & Recycling Considerations........................................................................................7 Site Stripping ............................................................................................................................. 8 Establishing Subgrades ............................................................................................................ 8 Structural Fill ............................................................................................................................. 9 Compaction ......................................................................................................................................11 Coarse Fill ........................................................................................................................................11 Wet Weather/Soil Construction ............................................................................................... 12 Geotextile Applications ........................................................................................................... 13 Table 3. Geotextile Specifications .......................................................................................... 13 Basement Excavation Backfilling ............................................................................................ 13 Typical Shallow Foundation Design ....................................................................................... 14 Foundation Design Parameters .............................................................................................. 14 Granular Soil Improvements ................................................................................................... 14 Liquefaction ............................................................................................................................. 15 Soil Corrosivity ........................................................................................................................ 15 Concrete Slab-on-Grade Floors .............................................................................................. 15 Aggregate Support Section ..................................................................................................... 15 Vapor Retarder Use ................................................................................................................ 16 Pavement Section Thickness .................................................................................................. 17 Maintenance ........................................................................................................................... 19 Site Drainage............................................................................................................................. 20 Infiltration ................................................................................................................................ 20 Surface Grading for Stormwater Disposal .............................................................................. 20 Foundation Drainage .............................................................................................................. 21 ADDITIONAL RECOMMENDED SERVICES................................................................................ 21 Geotechnical Design Continuity ............................................................................................. 21 EVALUATION LIMITATIONS ........................................................................................................ 22 General ...................................................................................................................................... 22 Geoenvironmental Concerns—Not Included ......................................................................... 22 REPORT TABLES AND FIGURES
Table 1. Structural Fill Specifications and Allowable Use .............................................................. 10 Table 2. Required Structural Fill Products for Designated Project Areas ...................................... 11 Table 4. Pavement Design Parameters ......................................................................................... 18 Table 5. Flexible Pavement Design (Standard Duty Section)........................................................ 19 Table 6. Flexible Pavement Design (Heavy Duty Section) ............................................................ 19 www.stratageotech.com
REPORT PLATES & APPENDICES
Plate 1:
Plate 2:
Plate 3:
Site Map
Basement Backfill Construction Schematic
Foundation and Wall Drain Schematic
Appendix A:
Appendix B:
Appendix C:
Unified Soil Classification System (USCS) and Exploration Logs
Laboratory Test Results
Demolition & Backfilling Observation Reports
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Geotechnical Engineering Evaluation
Westgate Elementary School Replacement
2514 West 4th Avenue
Kennewick, Washington 99336
INTRODUCTION
Our purpose was to explore and evaluate subsurface conditions at the project site, develop
geotechnical engineering opinions and recommendations, and assist in project planning, preliminary
design, and construction considerations for the proposed Westgate Elementary School (Westgate) to be
located at 2514 West 4th Avenue in Kennewick, Washington. Our scope was subdivided into 2 tasks:
Task 1 – Initial Geotechnical Evaluation
Task 2 - Additional Geotechnical Exploration
Our draft deliverable dated July 24, 2015 was prepared referencing Task 1 from our authorized
scope of services. This revised deliverable represents the completion of both Task 1 and Task 2. Below,
we outline the services performed in accomplishing Tasks 1 and 2.
1. Coordinated exploration with the Washington Utility Notification Center and the Kennewick School
District (District) to help reduce the potential for damage to existing utilities.
2. Subcontracted and observed 8 exploratory test pits at the site in the approximate exploration
locations shown on Plate 1, Site Map. Our exploration logs are provided in Appendix A attached to
this report.
3. Accomplished 1 field infiltration test to evaluate the soils’ infiltration characteristics, referencing the
Stormwater Management Manual for Eastern Washington Section 6B.3, utilizing the single ring
infiltrometer method.
4. Accomplished laboratory testing on samples collected during exploration, referencing ASTM
International (ASTM) test procedures. Our laboratory test results are provided in Appendix C attached
to this report.
5. Performed engineering analyses on field and laboratory data in order to provide preliminary
geotechnical design and earthwork construction recommendations.
6. Prepared and provided our Task 1 draft geotechnical report for the District as it relates to various
project concepts. The report includes associated details and schematics illustrating many of the
geotechnical recommendations.
7. Observed additional excavation during existing building demolition to document uncontrolled fill
removal, and backfill compaction. Our observation reports during demolition and backfilling are
provided in Appendix C attached to this report.
8. Provided this revised geotechnical deliverable, which outlines our exploration results, observations
during building demolition, and geotechnical recommendations for future site development and
building construction as described herein.
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PROJECT UNDERSTANDING
Existing Site Conditions
The previously existing Westgate Elementary School was in service during the 2014 – 2015
school year, but was demolished throughout December 2015 and January 2016. The facility included a
school building, associated playgrounds, parking areas, access drives, and hardscapes. The northwest
corner of the existing school building was underlain by a mechanical basement, extending 13 feet below
the original adjacent ground surface. During building demolition and backfilling, our staff was on-site to
observe and document uncontrolled fill removal, backfill placement and compaction.
Demolition and backfilling was accomplished by Mr. Bart Andrist with Andrist Enterprises
(Andrist). During demolition, the existing building walls were demolished and removed, and the basement
slab was left in-place with the District’s approval, but was perforated with a 1-inch diameter drill on a 10foot grid pattern to help facilitate drainage. Demolished concrete was crushed on-site by Andrist to create
a 3-inch-minus aggregate product for re-use in backfilling the basement excavation. Our field staff
documented backfill placement compaction in approximate 8-inch lifts. Each fill lift was benched and
keyed into the excavation side walls, at an approximate inclination of 1.5H:1V (horizontal to vertical).
Based on our observations, this benching process removed uncontrolled fill which was identified adjacent
to the previously existing basement walls (i.e. old wall backfill). Andrist terminated backfilling once the
crushed concrete stockpile was exhausted, leaving the basement excavation approximately 6 feet below
the adjacent ground surface, as illustrated in Photograph 1 below.
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Photograph 1: Westgate Elementary School Basement Excavation – January 22, 2016.
The existing site outside the demolition area is relatively flat and maintains less than about 5
feet of elevation change across the property. The site is bounded on the south by 4th Avenue, on the
west by South Conway Place, and on the north and east by commercial and residential property.
Proposed Construction
We expect the new elementary school will comprise steel or concrete masonry unit (CMU)
framing with concrete masonry unit (CMU) veneer supported on concrete shallow foundations
and slab-on-grade floors. Structural design is not yet complete; however, from our experience with
similar improvements at regional schools, we estimate structural loads will be on the order of 200 to
300 kips per isolated column foundations and 5 to 10 kips per linear foot for continuous wall
foundations. Currently, the project concept includes backfilling the existing basement after demolition and
bearing the new school foundation and slabs on a single-level, at-grade. No new retaining walls or belowgrade structures are planned.
We anticipate most site grading for the new building will require cuts and fills less than 3 to 4
feet. Some additional fill placement will be required to complete basement backfilling. Existing site soil or
imported soil will be used to backfill the remaining basement excavation.
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The planned improvements will also include asphalt paved access drives and parking areas, as
well as a bus loop and parent drop-off area. Concrete hardscapes including sidewalks, plazas, and
entryways will also be constructed at access points to the structure. Franchise utilities will extend
from the existing school building or adjacent roadways to provide service for the new school. We
expect the improvements will also provide outdoor playfields and landscaping. Stormwater will be
collected and retained on site for disposal via infiltration. Infiltration facilities are not yet designed, but
may include drywells and/or surface infiltration swales.
FIELD AND LABORATORY EVALUATION
Field Evaluation
We accomplished exploration on July 1, 2015, via 8 exploratory test pits at various locations
across the project site, as shown on Plate 1. Exploration depth varied from 3.5 to 13.5 feet below the
ground surface. Only TP-3 was terminated less than 5 feet deep as proposed in our scope of service, due
to an apparently abandoned utility we encountered and damaged at 3 to 3.5 feet below the ground
surface. We notified Mr. Ryan Jones and Mr. Doug Carl with the District immediately upon damaging the
utility and they have not reported that any repairs are necessary. Exploratory test pits were accomplished
with a 420D Caterpillar extend-a-hoe backhoe with standard excavation teeth.
We visually classified and described the soil encountered in our explorations referencing the
Unified Soil Classification System (USCS) and logged the soil profiles. We collected soil samples in small,
sealed, plastic bags and performed in-place density measurements at select intervals. We collected bulk
samples at various depths and locations from the exploratory test pits. Test pits were backfilled with
excavation spoils and smoothed nearly level with the surrounding ground surface. Test pits must be
relocated during construction, and loose, soft excavation spoils must be removed and replaced with
structural fill. The USCS should be used to interpret the terms on the exploration logs and throughout this
report. The exploration logs and the USCS explanation are provided in Appendix A.
Subsurface Conditions
We observed topsoil at the existing ground surface in each exploration location. Where
encountered, topsoil ranged from 6 to 9 inches thick and comprised silt that was brown to light brown,
firm, and moist with significant amounts of vegetation (lawn) and organics. Beneath topsoil in each
exploration, we encountered 3 main subsurface soil units:
Uncontrolled Fill – Silty Sand with Gravel (SM): Silty sand with gravel was brown, medium dense,
and moist. This soil is variable in composition and consistency; therefore, we consider the fill to
be uncontrolled. We encountered uncontrolled fill in test pit TP-3 and TP-5 extending 3- to 3.5feet below the existing ground surface. Fill appeared to be placed associated with grading and
utility trench construction.
Upper Alluvium – Sandy Silt (ML)/Silty Sand (SM): The sandy silt and silty sand consist of brown
to grayish-brown, stiff to very stiff or medium dense and moist soil. We consider this a single soil
unit, even though it classifies as different USCS soil types based on laboratory testing. The silt
content in this soil unit varies by about 10%, but remaining characteristics are uniform with this
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soil unit. We encountered silty sand/sandy silt (upper alluvium) in each boring except TP-3
extending from beneath the topsoil to 9 feet below the existing ground surface. Upper alluvium is
typical in this area of Kennewick and appears to have been distributed relatively uniformly across
the site.
Lower Alluvium – Poorly Graded Gravel with Silt and Sand (GP-GM): Poorly graded gravel with
silt and sand (lower alluvium) comprised brown to gray, dense to very dense and moist soil and
had strong calcium carbonate cementation that extended to the depths explored. We
encountered lower alluvium in each exploration location from beneath the upper alluvium to 13.5feet below the ground surface except in boring TP-3, which was terminated in uncontrolled fill due
to a utility conflict. Cobbles were present within the lower alluvium, however particle size can vary
in short distances and while not encountered, boulders may be present at the site. .
Groundwater
We did not encountered groundwater in the locations and depths explored. However,
discontinuous seeps or springs may be encountered at any depth or location at the site as water migrates
along discontinuities in the soil profile such as fissures or sand lenses. Groundwater levels at the site will
fluctuate with seasonal variations in precipitation, irrigation, infiltration, and site development.
The subsurface soil conditions encountered in explorations were somewhat consistent with
respect to soil type. However, variations may exist between exploration locations. Specifically, we expect
uncontrolled fill depth and composition may vary across the site. Exploration allows observing only a
small portion of the site’s subsurface conditions. Subsurface variations may not be apparent until
construction. Where such variations exist, they may impact the opinions and recommendations presented
in this report, as well as construction timing and costs. Such impacts could dramatically affect
construction costs and site configuration (i.e. final grading and foundation design plans). These
considerations should be carefully evaluated given the limited exploration performed at this time.
Laboratory Testing
We performed laboratory testing on select soil samples obtained during subsurface exploration to
assess various engineering characteristics. Tests were performed in reference to ASTM International
testing procedures and are presented in Appendix B, Laboratory Test Results, and on the exploration
logs. Laboratory testing included:
Natural moisture content
Grain size distributions
Atterberg limits
pH and resistivity
Sulfate content
In-place density
Modified proctor
The high sand content in upper alluvium precluded consolidation testing. We will retain soil
samples in our laboratory for 90 days unless otherwise notified.
DISCUSSION
Based on our current project understanding, previous exploration, and the conditions
encountered during existing building demolition and backfilling, we established the following geotechnical
concerns that must be evaluated as part of the design process:
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Remaining Basement Backfilling: Additional backfill placement is required to completely backfill
the void remaining after the previous building was demolished. A critical project aspect of
constructing the new Westgate Elementary School is backfilling the remaining excavation after
previous backfilling was terminated. Key considerations for successfully accomplishing basement
backfilling are proper compaction to reduce differential settlement potential, considerations for
importing backfill material, keying into excavation slopes, and diligent monitoring and testing
during construction. Additionally, we anticipate the new building may span over both native soil
and basement fill and recommend the District construct granular soil improvements beneath the
new building foundations to help provide uniform bearing conditions.
Uncontrolled Fill: In several exploration locations, we encountered variable uncontrolled fill to
about 3.5 feet below the current ground surface. From our observations during demolition and
backfilling, uncontrolled fill which was surrounding the previous building and basement walls has
been removed. However, we expect isolated uncontrolled fill deposits may be encountered as
final site grading and building construction commences. Variable uncontrolled fill will respond
differently to applied loading and/or changing moisture conditions created by further site
development. Differential fill performance can negatively impact structures and the geotechnical
standard of care is to remove all fill below structures. At times, other school districts have elected
to some leave uncontrolled fill in place beneath non-critical site aspects such as parking lots or
landscaped areas. As site grading is finalized, the District and the design team must evaluate the
extent uncontrolled fill remaining must be excavated based on the project’s performance
requirements.
Constructing with Silt and Sand Soil: Soil at the site comprises silt and sand upper alluvium
common in this area of Kennewick. This soil however, can be difficult to achieve compaction
requirements. We anticipate the site soil can be used for construction, provided appropriate care
and procedures are used in accomplishing earthwork. We provide geotechnical recommendations
in the following report sections to aid achieving compaction.
GEOTECHNICAL OPINIONS AND RECOMMENDATIONS
Our geotechnical opinions and recommendations in the following report sections are provided to
help achieve uniform site soil performance and to assist in planning, design and construction for the
proposed Westgate Elementary School in Kennewick, Washington. We assessed the site soil engineering
properties via subsurface exploration, in-situ and laboratory testing. Our analyses and resulting
recommendations rely on the results of our field evaluation, laboratory testing, experience with similar
soil, geologic conditions, and our understanding of the proposed construction.
Earthwork
Excavation Characteristics
We anticipate site soil may be excavated using conventional excavation techniques. Site
excavations must be carefully planned, sloped, shored, or braced in accordance with the Washington
Industrial Safety and Health Act (WISHA) regulations and local codes. The site soil is generally classified
as “C” type soil according to WISHA requirements when it remains in a dry condition. We recommend
provisions be made to allow temporary excavations of any type be sloped back to at least 1.5H:1V
(horizontal to vertical) for type C soil. Construction vibrations can cause excavations to slough or cave.
We do not recommend materials be stockpiled adjacent excavations, which may cause a surcharge and
contribute to excavation instability. Ultimately, the contractor is solely responsible for site safety and
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excavation configurations factoring in water infiltration, construction access, adjacent loading, and other
factors that contribute to excavation stability.
Plan excavations with water collection points and utilize conventional sumps and pumps to
remove nuisance water from runoff, seeps, springs, or precipitation. We recommend construction
activities and excavation backfilling be performed as rapidly as possible following excavation to reduce
the potential for subgrades to degrade under construction traffic. Further, installing perimeter drainage
systems (see Site Drainage section) as proactively as possible can facilitate good drainage during
construction and reduced over-excavation.
Uncontrolled Fill
We encountered variable uncontrolled fill in TP-3 and TP-5 at the site, extending to 3.5 feet below
the ground surface. Based on our visual observations during exploration, it appears site grading created
an approximately 2 to 3 foot tall fill embankment beneath the northern building footprint area to level the
site. The uncontrolled fill is variable in composition, and consistency. Therefore it’s performance beneath
new loading (i.e. buildings, foundations, parking areas, etc.) and changing moisture conditions cannot be
reliably predicted. Specifically at this site, uncontrolled fill comprised a heterogeneous mixture of coarse
gravel and cobbles with a matrix of loose silt and sand. Our experience with similar soil, and our site
observations suggests matrix soil surrounding cobbles cannot be effectively and reliably compacted.
Therefore, we consider the fill to be uncontrolled. The local standard care for geotechnical engineering
dictates that all uncontrolled fill be removed or replaced beneath permanent site improvements. We
recommend uncontrolled fill that we encountered at the site be removed if the new building is located in
areas coinciding with it.
Substantial amounts of uncontrolled fill were removed during the previously accomplished
building demolition and backfilling. However, it is possible that future site grading will expose additional
uncontrolled fill which would require removal. No matter the final building location, we do not recommend
any uncontrolled fill be left below the planned building. The extent the District and the design team elects
to leave fill below exterior hardscapes, landscaping, and parking areas should be carefully evaluated
based on the associated cost savings and differential performance risks.
Demolition & Recycling Considerations
Future demolition activities shall remove existing asphalt, utilities, or any other existing site
features not included in the final improvements plan. Demolition must remove these features to the
subgrade elevations and expose native soil to be verified by the project geotechnical engineer retained
for construction. Demolishing existing structures such as asphalt, thrust blocks, foundations, or utilities
may require equipment with “breakers,” “rippers” or pneumatic hammers. Remediate depressions caused
by removing demolished site features by preparing the according to the Establishing Subgrades section
below and structural fill requirements over a compacted subgrade.
We understand the District encourages contractors to recycle demolished materials as much as
economically possible. Various materials excavated from the site can be reused or recycled. We
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recommend project specifications consider outlining recycling requirements for the existing aggregate,
asphalt, concrete, metal or other material encountered at the project site during demolition. Crushed
concrete generated during demolition has been used as backfill on the site. WE understand other
demolition debris, including brick fragments still exist at the site. Demolished bricks debris or any other
demolition debris other than crushed concrete from the site must not be re-used beneath the planned
building. Such debris may be reused beneath exterior hardscapes, only after being approved by the
District. Additionally, existing asphalt pavement at the site can be rotomilled and stockpiled on-site for reuse as pavement support aggregate. However, asphalt may not be reused as structural fill beneath the
planned building or any interior space.
In the interest of project economy, we recommend the selected contractor be required to submit a
recycling plan that incorporates the above considerations into the proposed construction. In summary,
recycling some site materials and using other available resources for recycled material may have a
positive economic project impact but must be considered with care and diligence to ensure project
performance and quality standards are met and material conform to requirements in Table 1 below.
Site Stripping
We encountered soil containing vegetation and organics (topsoil) extending approximately 6 to 9
inches below the existing ground surface in the locations explored. However, isolated thicker areas of
topsoil could be encountered, especially around trees and shrubs. We recommend an 8-inch-thick topsoil
stripping depth be used for estimating purposes in vegetated areas. The contractor should be prepared to
remove any soil containing vegetation and organics below planned improvements or structures and
stockpile for use as landscaping on the site as designated by civil design. We encourage the District to
turn off the irrigation system within the planned construction area 1 month prior to construction initiation
and not turn it back on until construction is complete.
As part of topsoil stripping, relocate exploratory test pits, remove loose, soft excavation spoils,
and backfill the excavations with structural fill. The potential for settlement from loose test pit backfill is
significant and can damage buildings or pavements where it occurs. Therefore, it is important to cause
project plans and specifications to clearly delineate the earthwork contractor’s responsibility to remediate
test pit backfill as part of site grading. We consider test pit relocation and backfilling a critical component
in earthwork success.
Establishing Subgrades
Following topsoil stripping, demolition, backfilling, test pit remediation and uncontrolled fill
removal; excavate to achieve site grades beneath planned site improvements (i.e. building foundations,
slabs-on-grade, pavement areas, hardscapes or any other permanent improvement). Prepare subgrades
by compacting the exposed surface per the Structural Fill report section requirements. To accomplish
compaction, we expect moisture conditioning to near optimum moisture content will be required. We
anticipate compacting the upper alluvium soil efficiently will require using smooth drum vibratory
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compaction equipment. After preparing subgrades, it is the contractor’s sole responsibility to protect
subgrades from degradation due to construction traffic, freezing, saturation, or other disturbance.
Our opinion is careful construction and earthwork procedures will be critical to achieving
adequate subgrade preparation and reducing over-excavation. Specifically, these procedures could
include, but are not limited to, carefully staging equipment and/or stockpiles, routing construction
equipment away from subgrades, and implementing aggressive site drainage procedures to help reduce
saturating subgrades during wet weather conditions. The equipment should begin final excavation to
subgrade at the furthest point from the excavation access point and work toward the excavation exit to
load transport vehicles. Once prepared and approved by the geotechnical engineer, it is the contractor’s
sole responsibility to protect subgrades throughout construction. Subgrade disturbance that occurs due to
the contractor’s means and methods must be repaired at no cost to the District. STRATA will remain
available to consult with the District, and the contractor as the project moves forward regarding subgrade
preparation procedures.
Structural Fill
Place all fill for this project as structural fill. Various fill materials will be required throughout
construction. Our recommended material requirements for structural fill follow the Washington State
Department of Transportation (WSDOT) Standard Specifications for Road, Bridge and Municipal
Construction (WSDOT Standards). Site soil and recycled materials are anticipated for re-use on the
project. Recycled concrete for example should be crushed to a maximum 3 inch diameter and thoroughly
mixed to produce a well-graded product meeting General Structural Fill requirements in Table 1.
Recycled concrete and asphalt can also be more finely ground to meet Crushed Surfacing requirements
and re-used as pavement support aggregate. Additional project structural fill products are described in
Table 1 below.
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Table 1. Structural Fill Specifications and Allowable Use
Soil Fill
Product
Allowable Use
Non-Structural
Fill
(Landscape
Fill)
 Any area that will not
contain structures
(typically landscape
areas)
General
Structural Fill
 Site grading at least 1
foot below bearing
elevations of slabs or
footings
 Basement backfill
 Utility backfill areas
 Non-structural fill
Granular
Structural Fill






Crushed

Surfacing

(Pavement/slab

aggregate)



Pipe Bedding
Unsatisfactory
Soil
General structural fill
Basement backfill
Over-excavations
Wall backfill
Material Specifications
 Soil classified as GM, GW, SM, SW, SC, CL, or ML according to the
USCS.
 Soil may not contain particles larger than 8 inches in median
diameter.
 Soil must be reasonably free from deleterious substances such as
wood, metal, plastic, waste, etc.
 Soil classified as GP, GM, GW, SP, SM, SW, CL, or ML according
to the USCS.
 Site soil free of vegetation, organics and debris meets these
requirements.
 Soil may not contain particles larger than 8 inches in diameter.
 Soil must contain less than 3 percent (by weight) of organics,
vegetation, wood, metal, plastic, or other deleterious substances.
 Soil meeting requirements stated in Section 9-03.14(2) – Select
Borrow in the WSDOT Standards.
 Soil may not contain particles larger than 4 inches in diameter.
 Soil must contain less than 3 percent (by weight) of organics,
vegetation, wood, metal, plastic, or other deleterious substances.
Granular structural fill
 Soil meeting requirements stated in Section 9-03.9(3) – Crushed
General structural fill
Surfacing in the WSDOT Standards, including base and top course.
Soil Improvements
 Rotomilled asphalt and ground concrete meeting crushed surfacing
Pavement aggregate
gradation requirements may be re-used as pavement support
Foundation support
aggregate in the designated fractions for asphalt pavement
Slab support aggregate
sections, but not beneath the planned building
Basement backfill
Utility pipe bedding
 Soil meeting requirements stated in Section 9-03.12(3) – Gravel
within 4 inches of the
Backfill for Pipe Zone Bedding in the WSDOT Standards.
pipe invert
 Soil classified as MH, OH, CH, OL, SC, GC or PT may not be used
at the project site.
 Any soil type not maintaining moisture contents within 5 percent of
NONE
optimum during compaction is unsatisfactory soil which must be
moisture conditioned prior to replacement.
 Any soil containing more than 3 percent (by weight) of organics,
vegetation, wood, metal, plastic or other deleterious substances.
Site Soil Re-Use
Soil excavated for the planned improvements will likely comprise silty sand/sandy silt and poorly
graded gravel with silt and sand. We anticipate the site soil excavated for the project may be reused as
General Structural Fill referencing Table 1. However, General Structural Fill should not be used within 1
foot below footing and slab bearing elevations. Do not place recycled asphalt beneath enclosed spaces.
On-site soil will likely require processing to meet these requirements, which may include moisture
conditioning and processing to remove isolated organic materials from the soil.
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Earthwork contractors must understand and plan for the time required to process soil to meet the
report requirements. Difficulty achieving required compaction may impact construction costs, schedules
and other project aspects. Allowing time and space (i.e. lay-down area) to process excavated site soil and
facilitate proper moisture conditioning is critical if the contractor plans to re-use site soil as structural fill.
Proper moisture conditioning or drying can help reduce excessive compaction efforts and the need to
import dry soil or aggregate.
Compaction
Fill placed to support any structure or improvement must be compacted to structural fill
requirements presented below. Fill placed outside any building, hardscape or pavement envelope can be
placed as non-structural fill (i.e. landscape fill) providing there are no structures (sidewalk, curbs, signs,
etc.) planned directly above the landscape fill. Table 2 below summarizes fill compaction requirements.
Table 2. Required Structural Fill Products for Designated Project Areas
Compaction
Required Structural Fill
Project Area
Requirement
Product
Structural subgrades
Native Soil
92%
Pavement subgrades
Native Soil
92%
General Structural Fill
92%
Crushed Surfacing
95%
General Structural Fill
88%
Utility trench backfill 10 feet or more outside
the building footprint
Utility trench backfill within the building
footprint plus 10 feet laterally, slab, footing
and pavement support aggregate
Landscape areas sloped flatter than 5H:1V
Place structural fill over approved subgrades. Never place structural fill over frozen, saturated or
soft subgrades. Structural fill products must be moisture conditioned to near optimum moisture content
and placed in maximum 12-inch-thick, loose lifts, providing compaction equipment weighs at least 5 tons.
If smaller or lighter compaction equipment is provided, reduce the lift thickness to meet the compaction
requirements presented herein. The site soil is expected to be suitable for reuse as general structural fill
outside building or structural areas, providing it can meet the criteria presented in Tables 1 and 2 above.
The contractor is responsible for selecting compaction equipment suitable for achieving compaction.
Coarse Fill
Shotrock, crushed concrete or any material with greater than 30 percent retained above the ¾inch sieve is too coarse for Proctor density testing. However, such coarse material may be used as
general structural fill, and in other select applications. Coarse fill must be compacted using a “method
specification” developed during construction, based on the material characteristics and the contractor’s
means and methods. A method specification exists in Section 2-03.3(14) “Rock Embankment
Construction” of the latest edition of the WSDOT Standard Specifications. However, it is common that
method specifications are developed during construction, specific to the materials and conditions
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encountered. At a minimum, STRATA recommends shotrock be placed in maximum 18-inch lifts and
compacted with 5 complete passes of a 10-ton, vibratory or grid roller. Vibratory rollers must have a
dynamic force of at least 30,000 pounds per impact per vibration, and at least 1,000 vibrations per
minute. Coarse fill must be compacted to a dense, interlocking and unyielding surface. We recommend
STRATA review the soil and aggregate material planned for fill use and monitor compaction effort during
construction.
Wet Weather/Soil Construction
Once the subgrade elevation is achieved, it is the contractor’s responsibility to protect the soil
from degrading under construction traffic, freezing and/or wet weather. Initial footing excavations should
not be completed within 24 hours of expected precipitation. Footing or slab concrete placement should
never be attempted following a significant precipitation event and the subgrade should never be allowed
to freeze prior to concrete or fill placement. The condition of the subgrade and careful construction
procedures are critical to foundation and slab stability and the long-term performance of the structure.
We strongly recommend earthwork construction take place during dry weather conditions.
Portions of the on-site soil will be susceptible to pumping or rutting from heavy loads such as rubber-tired
equipment or vehicles any time of the year. If construction commences before soil can dry after
precipitation or during wet periods of the year (November through April), earthwork at the subgrade
elevation should be completed by low pressure, track-mounted equipment that spreads and reduces
vehicle load. Work should not be performed immediately after rainfall or until soil can dry to below
optimum moisture content. Time for proper moisture conditioning during dry weather is critical to reducing
excessive over-excavations and the need to import granular structural fill.
Utility Trench Construction
Structural fill for backfilling utility trenches and all bedding should conform to Section 9-03.12(3) –
Gravel Backfill for Pipe Zone Bedding of WSDOT Standards and Table 1. Loose soil must be removed from
the base of utility trenches prior to placing pipe bedding. Based on our observations during excavation, loose
soil and sloughing may be possible at the base of utility trenches. In addition, if water is encountered, it must
be removed from the base of the utility trench before placing pipe bedding. We recommend utility pipes be
placed on at least 4 inches of bedding placed over undisturbed native soil, structural fill or otherwise
supported according to the pipe manufacturer’s specifications and WSDOT requirements.
Thoroughly place and compact bedding below pipe haunches or the zone between the pipe invert
and the spring line. After bedding the pipe, place general structural fill greater than 10 feet outside of the
building and crushed surfacing inside the building footprint plus 10 feet and compact it from the pipe invert to
1 foot above the top of the pipe with tamping bars and/or plate compactors to render the backfill in a firm and
unyielding condition. To accomplish backfilling, the distance between the side of the pipe at the spring line
and the trench wall should be at least 12 inches. The remainder of the utility trench should be backfilled in
accordance with this report’s Structural Fill section.
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Geotextile Applications
Geotextiles are recommended for the Heavy Duty Asphalt section, but not specifically required for
any project aspect. However, geosynthetic fabrics can facilitate constructability over soft, wet subgrades.
Geogrid reinforcement is not expected to be required unless extremely soft subgrades are encountered
during construction. If required, geotextiles shall meet the minimum requirements in WSDOT Standards
Section 9-33.2(1) – Table 3, and the minimum properties shown in Table 3 below:
Table 3. Geotextile Specifications
Geosynthetic Type
Non-Woven
Geosynthetic
Triaxial Geogrid
Use
Minimum Material Specifications
 Grab tensile strength: 300 pounds (ASTM D4632)
 Heavy Duty Asphalt
 Puncture resistance: 600 pounds (ASTM D6241)
Section
 Apparent opening size: US Sieve #40 (ASTM D4751)
 Constructability
 Permittivity: 0.1 seconds-1 (ASTM D4491)
 93 percent junction efficiency (GRI-GG2-05)
 3.0 kg-cm/degree Aperture Stability (U.S. Army Corp
 Extremely soft
of Engineers Ref. 3.3.1.2000)
subgrade
 Extruded polypropylene
conditions
 Minimum Tensile Strength of 700 lb/ft at 5.0% Strain
(ASTM D6637)
STRATA should be consulted to review geotextile applications or other subgrade improvement
alternatives. Where required to aid construction or increase long-term performance, apply geosynthetics
directly on approved subgrade, taut, free of wrinkles, and overlapped at least 12 inches. Given the project
may be constructed during a variety of weather conditions and the potential for wet soil to exist at the site,
we recommend the contractor budget for non-woven geotextile contingencies for “remove and replace”
subgrade improvements.
Basement Excavation Backfilling
Basement demolition is partially accomplished as of the date on this report. The remaining portion
of the basement excavation backfill must be constructed with structural fill and properly keyed-in into
adjacent native soil surfaces as illustrated in Plate 2, Basement Backfill Construction Schematic. If
adequate keying into existing slopes and structural fill placement are not accomplished as recommended
in this report, differential performance of the fill can be expected and movement of overlying structures
could occur as differential settlement.
We expect completing basement backfilling will require importing fill to the site. From our
experience on past projects with imported fill, we recommend project specifications require all imported fill
be tested for conformance to material requirements presented in this report and monitored during
placement for consistency. Additionally, imported fill must not contain contaminated soil per the
Washington Department of Ecology (WDOE) requirements.
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Typical Shallow Foundation Design
We anticipate conventional shallow foundations will be used for supporting structural building
loads, which may span both basement fill and native site soil. Based on our subsurface investigation and
engineering analyses, we recommend conventional shallow foundations bear on granular soil
improvements installed over compacted native soil, prepared per the Establishing Subgrades and
Structural Fill report sections. Granular soil improvements will help create uniform bearing conditions and
reduce the risk of differential settlement for building sections which span over native soil and structural
backfill. The following text presents our geotechnical recommendations, design and construction criteria
for the installation of conventional foundation systems for the proposed improvements. Once the final site
configuration is established and building loads are determined by structural design, these foundation
design parameters must be re-evaluated to be relied on for final design and construction.
Foundation Design Parameters
Design shallow foundations using the following criteria:
1. Maximum allowable bearing pressure: 3,000 pounds per square foot (psf)
a. Requires bearing on granular soil improvement (see Granular Soil Improvement section
below) and subgrades prepared per the Establishing Subgrades report section.
b. Requires maintaining drained subgrade conditions via perimeter foundation drainage. See
Site Drainage report section for foundation drainage recommendations.
c. Maximum 33 percent increase allowed for short term load increases such as wind or seismic.
2. Estimated foundation vertical settlement:
a. Total settlement: 1.0 inches
b. Differential settlement: 0.7 inches in 30 foot horizontal span or between differently loaded
footings.
3. Lateral load resistance:
a. Foundation base friction coefficient:
i.
0.35 for foundations cast directly on compacted subgrades
ii.
Reduce by 1/3 for pre-cast foundations
b. Passive soil resistance on foundation sides:
i.
Equivalent fluid pressure: 300 pcf (requires ¾-inch lateral movement to mobilize full
resistance, based on general structural fill placed against stemwalls)
ii.
Neglect upper 1.0 foot below finished exterior surface due to frost action
4. Exterior footings must extend at least 24 inches below the final, exterior ground surface to help
protect against frost action.
5. Interior foundations must maintain at least 4 inches of soil cover between top of the footing and
the bottom of the concrete slab. Due to their propensity for reflective cracking, thickened slabs
should be avoided.
6. IBC Site Class - 2012 IBC Section 1613:
a. Based on our field exploration, we recommend using a Site Class C as a basis for structural
frame seismic design.
b. A site-specific seismic response study was not performed.
Granular Soil Improvements
Construct granular soil improvements according to the following steps:
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1. Over-excavate the foundation subgrade at least 12 inches beneath the planned footing bearing
elevation.
2. Prepare the exposed subgrade referencing the Earthwork report section requirements, noting that
basement backfill will need to be recompacted if disturbed during over-excavation.
3. Place perforated drainpipe, in perimeter foundation alignments, at the lowest possible elevation
(i.e. the base of soil improvements), sloped to daylight via gravity drainage at an appropriate
location established through civil design.
4. Backfill over-excavations with crushed surfacing placed and compacted referencing the Structural
Fill report section.
A schematic illustrating granular soil improvement construction is provided in Plate 3, Granular
Soil Improvements Schematic.
Liquefaction
STRATA evaluated the potential for liquefaction in the anticipated project soil profile. Liquefaction
is a common concern in low-density sand and non-plastic silt with a potential for saturated conditions. The
liquefaction potential rapidly decreases when the density increases and the percentage of cohesive finegrained soil increases. As discussed in this report, the soil profile is silty sand/sandy silt and poorly
graded gravel with silt and sand that is strongly cemented in the upper 13.5 feet of the site. The upper
alluvium typically maintains about 50% percent silt in the soil matrix. Well logs near the site extending
greater than 100 feet below the ground surface show gravel, boulders, clay, silt, and sand within the
upper 100 feet of the soil profile, with cementation in some depth intervals. Additionally, static water levels
as reported on the well logs were between 44 to 90 feet below the ground surface. It is therefore our
opinion the potential for vertical settlement due to liquefaction is low.
Soil Corrosivity
Based on our laboratory testing of soil pH, soluble sulfates, and resistivity, and knowledge of the
area the underground structures may be subject to a moderate corrosion environment. Careful selection
of material for utility piping must account for some possible loss of wall thickness due to corrosion.
Concrete reinforcing steel must maintain appropriate earth and form clearances at all times
referencing the 2012 International Building Code (IBC). We recommend positioning reinforcing steel with
the maximum available clearance. Our experience in the project vicinity and with regional concrete
suppliers indicates the site soil will not experience substantial adverse reaction with concrete products
produced in the area. To the best of our knowledge, significant silica-alkali reactions have not been
observed in the surrounding region.
Concrete Slab-on-Grade Floors
Aggregate Support Section
Concrete slab-on-grade floors subjected to light loading (i.e. interior pedestrian floors) should be
supported by at least 6 inches of crushed surfacing, as defined in Table 1, to provide a leveling course
and capillary break for the slab. For slabs-on-grade exposed to higher loading, including dumpster pads,
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exterior slabs at site entryways or other such high-traffic features, the District may consider using an 18inch crushed surfacing support section below the slab where heavy traffic loads may be concentrated.
Concrete slab design may utilize an allowable modulus of subgrade reaction (k) of 200 pounds per cubic
inch (pci) for slab sections constructed over a compacted subgrade reviewed by the geotechnical
engineer retained for construction and conforming to the Establishing Subgrades section and compacted
crushed surfacing per Structural Fill requirements in this report. A licensed structural engineer must
design slab sections for anticipated use and loading conditions. Subgrade areas that become soft, loose,
wet, or disturbed must be over-excavated to firm soil and replaced with crushed surfacing fill. Place
crushed surfacing and vapor retarders once the majority of under-slab plumbing and utilities are
completed.
Vapor Retarder Use
Interior floor slabs may be susceptible to moisture migration caused by subsurface capillary
action and vapor pressure. Moisture migration through floor slabs can break down a floor covering, its
adhesive, or cause various other floor covering performance problems. Specifically, STRATA has
participated in numerous projects where inadequate vapor protection caused significant damage to
moisture-susceptible flooring systems. Often, these moisture problems were associated with either no
moisture protection below the slab or, alternatively, poorly sealed subslab penetrations that allowed vapor
migration and damaged the flooring system. Gymnasium floors are prone to warping, delamination, and
other problems that can be difficult and costly to repair. Often gymnasium floors have inserts such as
volleyball, communication or other equipment standards that penetrate the slab. Where this occurs, the
vapor retarder must be positioned so that it is not penetrated or damaged. One option is to thicken slabs
in these areas so as to encapsulate the penetration/inserts in the concrete and avoid penetrating the
vapor retarder. Plumbing penetrations and the seam along foundation walls are notoriously problematic
for underslab vapor protection.
We understand the project architect Madsen, Mitchell, Evenson & Conrad, PLLC (MMEC) plans
to require a vapor retarder immediately beneath the floor slab, atop the aggregate support layer. Vapor
retarders must comprise thick, puncture-proof polyethylene sheeting placed referencing MMEC’s and the
manufacturers requirements. An example vapor retarder material is Stego Wrap™, a 15-mil retarder.
Form stakes, piping or other sub-slab penetrations must never penetrate the vapor retarder. Carefully
design and construct any vapor retarder penetrations to reduce vapor transport through such
penetrations. Where floor coverings or equipment must be protected from damage by moist floor
conditions, we strongly suggest a vapor retarder be installed. Even if these recommendations are used,
water vapor migration through the concrete floor slab is still possible. Floor covering should be selected
accordingly. Strictly adhere to manufacturer's recommendations. Where vapor retarders are utilized, the
flooring and concrete slab contractors, as well as the plastic sheeting manufacturer, should be consulted
regarding additional slab cure time requirements and/or the potential for slab curling.
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Pavement Section Thickness
The following pavement design is provided referencing the American Association of State
Highway and Transportation Officials (AASHTO) Guide for Design of Pavement Structures (1993).
STRATA estimated traffic loading based on our experience with similar improvements in the area and
design parameters based on typical flexible pavement design criteria in the central Washington area,
results from laboratory testing, and our understanding of the subsurface conditions. Once parking, access
drive, and any loading facilities are configured by civil site design, these pavement sections must be reevaluated to be relied on for final design and construction.
The following sections present our design parameters and references as well as the resulting
flexible pavement design recommendations using the AASHTO design software DARwin 3.0. Our
pavement design recommendations are provided under the understanding that pavement subgrades will
comprise of upper alluvium that has been prepared according the Site Preparation and Structural Fill
Criteria report sections.
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Table 4. Pavement Design Parameters
Design Parameter
Value Used
References
Reliability (R)
90%
Assumed
Standard Deviation (S)
0.45
AASHTO 1993
Initial Serviceability (PSIi)
4.2
Typical central Washington area values
Terminal Serviceability (PSIz)
2.2
Typical central Washington area values
1
40,000 ESALS
(Standard Duty)
Traffic Loading
500,000
ESALS1
(Heavy Duty –
Access Drives)
Estimated Traffic:
 200 passenger vehicle parking spaces
(6,000 lb GVW), cycled twice daily
 1 delivery/refuse truck (24,000 lb GVW)
weekly
Estimated Traffic:
 8 busses (45,000 lb GVW) , cycled twice
daily
 200 passenger vehicle parking spaces
(6,000 lb GVW), cycled twice daily
 1 delivery/refuse truck (24,000 lb GVW)
weekly
Typical central Washington roadway design
life
Design Life
20 years2
Resilient Modulus (Mr)
14,000 psi3
Based on index testing and Mr correlations
Asphalt Layer Coefficient (a1)
0.42
Figure 2.5 AASHTO 1993
Top Course Layer Coefficient (a2)
0.12
Figure 2.6 AASHTO 1993
Top Course Drainage Coefficient
(m2)
0.9
Table 2.4 AASHTO 1993 for “fair” drainage, 5
percent saturation
1
Equivalent Single Axle Loads (ESALs)
Estimated 5% annual growth factor
3
Pounds per square inch (psi)
2
The above also assumes no construction traffic. Significant pavement damage can occur after
just a single pass with heavily loaded construction equipment. Based on the above pavement design
parameters, Tables 5 and 6 provide our flexible pavement design recommendations for standard and
heavy-duty sections.
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Table 5. Flexible Pavement Design (Standard Duty Section)
Recommended
Pavement
Thickness
Material Specifications
Section Material
(inches)
Hot-mix asphalt (HMA) conforming to Section 5-04, latest
Asphalt Concrete
2.5
WSDOT Standards edition. HMA should consist of 3/4-inchminus nominal aggregate size.
Must conform to Section 9-03.9(3) - Crushed Surfacing, latest
Crushed
6.0
WSDOT Standards edition.
Surfacing1
Non-Woven
Geosynthetic
1
50% of the crushed surfacing requirement may consist of rotomilled asphalt or ground concrete if placed in the bottom half of the
section.
Table 6. Flexible Pavement Design (Heavy Duty Section)
Pavement Section
Material
Recommended
Thickness
(inches)
Asphalt Concrete
3.0
Crushed Surfacing1
10.0
Non-Woven
Geosynthetic
Material Specifications
Hot-mix asphalt (HMA) conforming to Section 5-04, latest
WSDOT Standards edition. HMA should consist of 3/4-inchminus nominal aggregate size.
Must conform to Section 9-03.9(3) - Crushed Surfacing,
latest WSDOT Standards edition.
Recommended
Must conform to Geosynthetics report section requirements.
1
50% of the crushed surfacing requirement may consist of rotomilled asphalt or ground concrete if placed in the bottom half of the
section.
We recommend the pavement structure be planned such that the standard-duty asphalt section
exists only where light passenger vehicles and delivery/refuse trucks will access the parking areas. Any
location that will be accessed by busses or is a general access to the site should be planned for the
heavy-duty asphalt pavement section. Where patching is required in any existing roadway, we
recommend it conform to the heavy-duty section or match existing thicknesses, whichever are greater.
The above heavy-duty pavement section should have a non-woven geotextile fabric at the subgrade in
accordance with the Geosynthetics report section.
Maintenance
We recommend crack maintenance be accomplished on all pavement surfaces every 3 to 5 years
to reduce the potential for surface water infiltration into the underlying pavement subgrade. Surface and
subgrade drainage are extremely important to the performance of the pavement section. Therefore, we
recommend the subgrade, crushed surfacing, and asphalt surfaces slope at no less than 2 percent to an
appropriate stormwater disposal system or other appropriate location that does not impact adjacent
buildings or properties. The pavement’s life is dependent on achieving adequate drainage throughout the
section and especially at the subgrade. Water that ponds at the pavement subgrade surface induces
heaving during the freeze-thaw process, which can readily damage pavement.
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Site Drainage
Infiltration
To aid site drainage design, STRATA accomplished infiltration testing in TP-4 at 3.5 feet below
the ground surface, referencing the single ring infiltrometer methods outlined in Appendix 6B-3 of the
WDOE Stormwater Management Manual for Eastern Washington. This test was performed within the
native silty sand encountered in our explorations. Our testing resulted in an unfactored, failing head
average infiltration rate of 1.9 inches per hour.
Soil infiltration rates can dramatically decrease when the subgrade is compacted or becomes
frozen, is saturated or under low-head conditions. In addition, spring runoff and summer irrigation can
create localized, perched groundwater tables, which can reduce the soil’s ability to infiltrate stormwater.
We recommend the design team apply a safety factor to the measured infiltration rate, based on their
engineering judgment and design intent. Safety factors for infiltration facilities in various regional eastern
Washington municipalities typically range from 3.0 to 6.0.
We recommend project documents require 2 full scale infiltration tests immediately following
construction to verify the infiltration rates in biofiltration swales and/or other infiltration systems and that
the contractor has not over-compacted or otherwise incorporated unsuitable, less permeable soil to the
infiltration areas. Tests should be performed on final configurations. These tests should utilize single ring
infiltrometer, falling head, dry well or appropriate test methodology, performed within the design head
conditions. Tests meeting the factored design infiltration rates are acceptable. Failing tests should require
the swale to be scarified, regraded and/or reconstructed.
Surface Grading for Stormwater Disposal
Site grading design and construction must allow for positive drainage of surface runoff water
away from the proposed structure and not be allowed to infiltrate foundation and slab subgrades. Runoff
or water migrating along the ground surface must be conveyed away from structures, pavements, and
hardscapes by an appropriately designed series of swales or other surface water management
procedures. Slope all hardscapes within 10 feet of the structures away at 5 percent in accordance with
IBC requirements. Americans with Disabilities Act (ADA) regulations may require flatter grades at
entrances and walkways. The remaining hardscapes should slope at least 2 percent away from the
structure. This reduces the risk of subsurface soil near the foundation wall becoming saturated due to
water ponding near the structure. Provide and connect roof downspouts to a solid pipe directed away
from the structure and do not allow stormwater to infiltrate into the soil underlying the structure.
The upper alluvium was relatively uniform across the site and in all but TP-2 was greater than 7.5
feet thick. United States Department of Agriculture (USDA) classification for the upper alluvium is silt loam
to loam. Our opinion is the upper alluvium should be the primary stormwater disposal unit and can used
for preliminary stormwater treatment. We also recommend that the cemented lower alluvium (caliche) not
be relied on for stormwater disposal due to the variable nature of the cementation and high potential for
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groundwater mounding within this soil unit. Therefore, we strongly recommend stormwater infiltration
facilities be located down-gradient of the planned building site. Further, the building should be positioned
as far away from existing or new stormwater collection facilities (i.e. drywells, swales, or other features)
as possible. If the planned building location, civil design, or other issues will not allow adequate distance
between stormwater collection features and the planned improvements, the District must understand and
accept the risks of subsurface stormwater disposal in close proximity to structures. Structures located
near swales, or other infiltration facilities may be impacted by long-term water seepage from these types
of subsurface disposal structures. Such seepage can develop localized, perched water that may increase
foundation settlement and moisture migration through floor slabs. The District and design team should
carefully evaluate these risks and the potential future liability subsurface disposal of stormwater may
pose.
Groundwater elevations should be factored into stormwater design in order to meet WDOE
stormwater infiltration requirements. However, per WDOE Guidance for UIC Wells that Manage
Stormwater, Section 5.3.3, if water tables are greater than 15 feet below the bottom of planned infiltration
systems detailed groundwater monitoring is not essential. Based on review of well logs near the site (less
than ¼ mile) groundwater appears to be approximately 44 feet below the ground surface.
Foundation Drainage
Maintaining uniformly drained conditions is critical to long-term building performance and to help
route water away from interior spaces. We recommend foundation drains at the lowest bearing elevation
around the structure’s perimeter. Foundation drains should never connect to roof drains and should
daylight to an appropriate disposal area as designated by the civil design. Typical foundation drain
construction is illustrated on Plate 3.
Foundation drains can be combined with below-grade wall drains if designed appropriately. Often,
owners in dry climates such as the Tri-Cities elect to omit foundation drains, as they are not required by the
City of Kennewick or other local municipalities. However, due to the presence of the fine-grain soil at the site,
we strongly recommend perimeter foundation drains be incorporated as recommended herein.
ADDITIONAL RECOMMENDED SERVICES
Geotechnical Design Continuity
We base this report’s information on assumed loading conditions, contemplated site
configurations, and preliminary site development concepts provided by the District and design team. Final
design is yet to be provided by the design team. The final floor elevations, floor and footing
configurations, loading conditions, as well as site geometry, can significantly alter our opinions and design
recommendations. Therefore, it is critical that STRATA provide geotechnical continuity for final planning
and design for the planned construction as individual aspects become available during design
development phases.
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Our experience with similar previous projects, suggests providing geotechnical continuity
throughout design and construction is critical to project success. Often, precluding geotechnical
involvement throughout the design process creates lost opportunities for efficiency between design
iterations, project specifications, and plan drawing development.
EVALUATION LIMITATIONS
General
This report is prepared to assist the planning, design and construction for the proposed Westgate
Elementary School to be located at 2514 4th Avenue in Kennekwick, Washington. Our services comprise
professional opinions and recommendations made in accordance with generally accepted geotechnical
engineering principles and practices, as they exist at the time and in the area of this report. The
geotechnical recommendations provided herein are based on the premise that STRATA will be retained
to provide continuity throughout final project design and construction stages to validate the assumptions
we made given limited project details at this time. This acknowledgement is in lieu of all express or
implied warranties.
Geoenvironmental Concerns—Not Included
The equipment, techniques, and personnel used to perform a geoenvironmental study differ
significantly from those used to perform a geotechnical study. For that reason, geotechnical engineering
documents do not relate geoenvironmental findings, opinions or recommendations: e.g. the likelihood of
encountering underground storage tanks or regulated contaminants. Unanticipated environmental
problems have led to numerous project failures. If you have not yet obtained your own geoenvironmental
information, ask STRATA for risk management guidance.
The following plates accompany this report:
Plate 1:
Plate 2:
Plate 3:
Site Map
Basement Backfill Construction Schematic
Foundation and Wall Drain Schematic
Appendix A:
Appendix B:
Appendix C:
Unified Soil Classification System (USCS) and Exploration Logs
Laboratory Test Results
Demolition & Backfilling Observation Reports
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VICINITY MAP
NOT TO SCALE
TP-1
(N.E.)
[8.0]
TP-2
(N.E.)
[1.5]
Site Location
2514 W 4th Ave
Kennewick, WA 99336
LEGEND
TP-1
TP-4*
(N.E.)
[8.0]
TP-5
(3.0)
[9.0]
TP-3
(3.5)
[N.E]
(5.0)
[8.0]
*
N.E.
Approximate test pit location
observed by STRATA, July 1, 2015.
Approximate uncontrolled fill depth
encountered during exploration (feet).
Approximate dense cemented gravel depth
encountered during exploration (feet).
Infiltration test location
Not Encountered
TP-6
(N.E.)
[7.5]
SITE MAP
Westgate Elementary School
West 4th Avenue
Kennewick, Washington
TP-8
(N.E.)
[7.5]
TP-7
(N.E.)
[8.0]
PU15120A
Reference: Base map provided Google Maps April 18, 2015. No Scale Intended
PLATE 1
CRUSHED CONCRETE
BACKFILL
PU15120A
PLATE: 2
DRAWN BY: CWS
CHECKED BY: AJA
PU1520A
PLATE: 3
DRAWN BY: CWS
CHECKED BY: AJA
APPENDIX A
Unified Soil Classification System
(USCS) & Exploratory Boring Logs
R:\Projects\D\Dahasc\M09130A-c\dwg\DAHASC-M09130A BL.dwg, 11/25/2009 11:19:22 AM, dsasso
UNIFIED SOIL CLASSIFICATION SYSTEM
(TOPSOIL) - SILT, (ML) light brown
to brown, firm, moist
ALLUVIUM - SANDY SILT, (ML)
brown to grayish brown, stiff to very
stiff, moist
Pocket Pen.
(tsf)
0.0
Moisture
Content (%)
Dry Density
(pcf)
% Passing
0.02 mm
Sieve
% Passing
No. 200
Sieve
Sample
Type
SYMBOL
U.S.C.S.
CLASS
DEPTH
(ft)
USCS Description
REMARKS
Note: BGS = Below Ground
Surface
Vegetation and organics to
approximately 6 inches BGS.
ML
Thin (1/8" to 1/4") interbedded
sand layers within silt.
2.5
55.3
107.5
16.7
TEST PIT EXTRA SIEVE - STRATA.GPJ - 7/24/15 14:54 - V:\ENGINEERING\GINT FILES\150701 PU15120A WESTGATE ELEMENTARY SCHOOL TP-1 TO TP-8.GPJ
ML
5.0
7.5
ALLUVIUM - POORLY GRADED
GRAVEL WITH SILT AND SAND,
(GP-GM) brown to gray, dense to
very dense, moist
Calcium carbonate observed
from 9 to 12 feet BGS.
10.0
GPGM
Test Pit Terminated at 12.0 Feet.
Cobbles up to 5 inches in
diameter encountered from 8 to
12 feet BGS.
Test pit loosely backfilled with
site soil and leveled with the
ground surface.
Client: Meier Architecture Engineering, Inc. Test Pit Number: TP-1
Project: PU15120A
Date Excavated: 07-01-2015
Backhoe: 420D CAT
Bucket Width: 3 feet
Depth to Groundwater: N.E.
Logged By: CWS
EXPLORATORY
TEST PIT LOG
Sheet 1 Of 1
(TOPSOIL) - SILT, (ML) light brown
to brown, firm, moist
ALLUVIUM - SILTY SAND, (SM)
brown to grayish brown, medium
dense, moist
ALLUVIUM - POORLY GRADED
GRAVEL WITH SILT AND SAND,
(GP-GM) brown to gray, dense to
very dense, moist
Pocket Pen.
(tsf)
REMARKS
Note: BGS = Below Ground
Surface
Vegetation and organics to
approximately 6 inches BGS.
ML
SM
Strong calcium carbonate
encountered from 2 to 5 feet
BGS.
2.5
GPGM
TEST PIT EXTRA SIEVE - STRATA.GPJ - 7/24/15 14:54 - V:\ENGINEERING\GINT FILES\150701 PU15120A WESTGATE ELEMENTARY SCHOOL TP-1 TO TP-8.GPJ
Moisture
Content (%)
0.0
Dry Density
(pcf)
% Passing
0.02 mm
Sieve
% Passing
No. 200
Sieve
Sample
Type
SYMBOL
U.S.C.S.
CLASS
DEPTH
(ft)
USCS Description
7.9
ASTM D4318 (Atterberg Limits):
Liquid Limit: Non-Plastic
Plastic Index: No Value
5.0
Test Pit Terminated at 5.5 Feet.
Test pit loosely backfilled with
site soil and leveled with the
ground surface.
Client: Meier Architecture Engineering, Inc. Test Pit Number: TP-2
Project: PU15120A
Date Excavated: 07-01-2015
Backhoe: 420D CAT
Bucket Width: 3 feet
Depth to Groundwater: N.E.
Logged By: CWS
EXPLORATORY
TEST PIT LOG
Sheet 1 Of 1
(TOPSOIL) - SILT, (ML) light brown
to brown, firm, moist
UNCONTROLLED FILL - SILTY
SAND WITH GRAVEL, (SM)
brown, medium dense, moist
Pocket Pen.
(tsf)
0.0
Moisture
Content (%)
Dry Density
(pcf)
% Passing
0.02 mm
Sieve
% Passing
No. 200
Sieve
Sample
Type
SYMBOL
U.S.C.S.
CLASS
DEPTH
(ft)
USCS Description
REMARKS
Note: BGS = Below Ground
Surface
Vegetation and organics to
approximately 6 inches BGS.
ML
SM
2.5
112.4
TEST PIT EXTRA SIEVE - STRATA.GPJ - 7/24/15 14:54 - V:\ENGINEERING\GINT FILES\150701 PU15120A WESTGATE ELEMENTARY SCHOOL TP-1 TO TP-8.GPJ
Test Pit Terminated at 3.5 Feet.
15.1
Test pit loosely backfilled with
site soil and leveled with the
ground surface.
Client: Meier Architecture Engineering, Inc. Test Pit Number: TP-3
Project: PU15120A
Date Excavated: 07-01-2015
Backhoe: 420D CAT
Bucket Width: 3 feet
Depth to Groundwater: N.E.
Logged By: CWS
EXPLORATORY
TEST PIT LOG
Sheet 1 Of 1
(TOPSOIL) - SILT, (ML) light brown
to brown, firm, moist
ALLUVIUM - SILTY SAND, (SM)
brown to grayish brown, medium
dense, moist
Pocket Pen.
(tsf)
0.0
Moisture
Content (%)
Dry Density
(pcf)
% Passing
0.02 mm
Sieve
% Passing
No. 200
Sieve
Sample
Type
SYMBOL
U.S.C.S.
CLASS
DEPTH
(ft)
USCS Description
REMARKS
Note: BGS = Below Ground
Surface
Vegetation and organics to
approximately 6 inches BGS.
ML
103.6
16.7
2.5
47.9
TEST PIT EXTRA SIEVE - STRATA.GPJ - 7/24/15 14:54 - V:\ENGINEERING\GINT FILES\150701 PU15120A WESTGATE ELEMENTARY SCHOOL TP-1 TO TP-8.GPJ
SM
106.2
22.0
ASTM D4318 (Atterberg Limits):
Liquid Limit: Non-Plastic
Plastic Index: No Value
ASTM D1557 (Modified
Proctor):
Max D. D. = 106.5 pcf
Opt. M. C. = 16.5%
5.0
7.5
ALLUVIUM - POORLY GRADED
GRAVEL WITH SILT AND SAND,
(GP-GM) brown to gray, dense to
very dense, moist
Strong calcium carbonate
cementation from 8 to 13 feet
BGS.
10.0
GPGM
Terminatation due to backhoe
refusal.
12.5
Test Pit Terminated at 13.5 Feet.
Test pit loosely backfilled with
site soil and leveled with the
ground surface.
Client: Meier Architecture Engineering, Inc. Test Pit Number: TP-4
Project: PU15120A
Date Excavated: 07-01-2015
Backhoe: 420D CAT
Bucket Width: 3 feet
Depth to Groundwater: N.E.
Logged By: CWS
EXPLORATORY
TEST PIT LOG
Sheet 1 Of 1
(TOPSOIL) - SILT, (ML) light brown
to brown, firm, moist
UNCONTROLLED FILL - SILTY
SAND WITH GRAVEL, (SM)
brown, medium dense, moist
Pocket Pen.
(tsf)
0.0
Moisture
Content (%)
Dry Density
(pcf)
% Passing
0.02 mm
Sieve
% Passing
No. 200
Sieve
Sample
Type
SYMBOL
U.S.C.S.
CLASS
DEPTH
(ft)
USCS Description
REMARKS
Note: BGS = Below Ground
Surface
Vegetation and organics to
approximately 6 inches BGS.
ML
SM
Irrigation waterline uncovered
from 2.5 to 3.0 feet BGS.
2.5
TEST PIT EXTRA SIEVE - STRATA.GPJ - 7/24/15 14:54 - V:\ENGINEERING\GINT FILES\150701 PU15120A WESTGATE ELEMENTARY SCHOOL TP-1 TO TP-8.GPJ
ALLUVIUM - SANDY SILT, (ML)
brown to grayish brown, stiff to very
stiff, moist
107.4
25.2
ASTM G51: pH = 9.7
ASTM G57: Resistivity = 8,333
ohm-cm
C1580: Sulfates = 888 ppm
5.0
ML
7.5
ALLUVIUM - POORLY GRADED
GRAVEL WITH SILT AND SAND,
(GP-GM) brown to gray, dense to
very dense, moist
Test Pit Terminated at 9.5 Feet.
GPGM
Test pit loosely backfilled with
site soil and leveled with the
ground surface.
Client: Meier Architecture Engineering, Inc. Test Pit Number: TP-5
Project: PU15120A
Date Excavated: 07-01-2015
Backhoe: 420D CAT
Bucket Width: 3 feet
Depth to Groundwater: N.E.
Logged By: CWS
EXPLORATORY
TEST PIT LOG
Sheet 1 Of 1
(TOPSOIL) - SILT, (ML) light brown
to brown, firm, moist
Pocket Pen.
(tsf)
0.0
Moisture
Content (%)
Dry Density
(pcf)
% Passing
0.02 mm
Sieve
% Passing
No. 200
Sieve
Sample
Type
SYMBOL
U.S.C.S.
CLASS
DEPTH
(ft)
USCS Description
REMARKS
Note: BGS = Below Ground
Surface
Vegetation and organics to
approximately 9 inches BGS.
ML
ALLUVIUM - SILTY SAND, (SM)
brown to grayish brown, medium
dense, moist
2.5
106.4
23.1
TEST PIT EXTRA SIEVE - STRATA.GPJ - 7/24/15 14:54 - V:\ENGINEERING\GINT FILES\150701 PU15120A WESTGATE ELEMENTARY SCHOOL TP-1 TO TP-8.GPJ
SM
5.0
ALLUVIUM - POORLY GRADED
GRAVEL WITH SILT AND SAND,
(GP-GM) brown to gray, dense to
very dense, moist
7.5
GPGM
Test Pit Terminated at 9.0 Feet.
Strong calcium carbonate
cementation encountered from
7.5 to 9.0 feet BGS.
Test pit loosely backfilled with
site soil and leveled with the
ground surface.
Client: Meier Architecture Engineering, Inc. Test Pit Number: TP-6
Project: PU15120A
Date Excavated: 07-01-2015
Backhoe: 420D CAT
Bucket Width: 3 feet
Depth to Groundwater: N.E.
Logged By: CWS
EXPLORATORY
TEST PIT LOG
Sheet 1 Of 1
(TOPSOIL) - SILT, (ML) light brown
to brown, firm, moist
ALLUVIUM - SANDY SILT, (ML)
brown to grayish brown, stiff to very
stiff, moist
Pocket Pen.
(tsf)
0.0
Moisture
Content (%)
Dry Density
(pcf)
% Passing
0.02 mm
Sieve
% Passing
No. 200
Sieve
Sample
Type
SYMBOL
U.S.C.S.
CLASS
DEPTH
(ft)
USCS Description
REMARKS
Note: BGS = Below Ground
Surface
Vegetation and organics to
approximately 6 inches BGS.
ML
103.8
22.6
2.5
TEST PIT EXTRA SIEVE - STRATA.GPJ - 7/24/15 14:54 - V:\ENGINEERING\GINT FILES\150701 PU15120A WESTGATE ELEMENTARY SCHOOL TP-1 TO TP-8.GPJ
ML
5.0
7.5
ALLUVIUM - POORLY GRADED
GRAVEL WITH SILT AND SAND,
(GP-GM) brown to gray, dense to
very dense, moist
GPGM
Test Pit Terminated at 9.0 Feet.
Strong calcium carbonate
cementation encountered from
8 to 9 feet BGS.
Test pit loosely backfilled with
site soil and leveled with the
ground surface.
Client: Meier Architecture Engineering, Inc. Test Pit Number: TP-7
Project: PU15120A
Date Excavated: 07-01-2015
Backhoe: 420D CAT
Bucket Width: 3 feet
Depth to Groundwater: N.E.
Logged By: CWS
EXPLORATORY
TEST PIT LOG
Sheet 1 Of 1
(TOPSOIL) - SILT, (ML) light brown
to brown, firm, moist
ALLUVIUM - SILTY SAND, (SM)
brown to grayish brown, medium
dense, moist
Pocket Pen.
(tsf)
0.0
Moisture
Content (%)
Dry Density
(pcf)
% Passing
0.02 mm
Sieve
% Passing
No. 200
Sieve
Sample
Type
SYMBOL
U.S.C.S.
CLASS
DEPTH
(ft)
USCS Description
REMARKS
Note: BGS = Below Ground
Surface
Vegetation and organics to
approximately 6 inches BGS.
ML
103.6
22.8
103.6
18.2
2.5
TEST PIT EXTRA SIEVE - STRATA.GPJ - 7/24/15 14:54 - V:\ENGINEERING\GINT FILES\150701 PU15120A WESTGATE ELEMENTARY SCHOOL TP-1 TO TP-8.GPJ
SM
5.0
ALLUVIUM - POORLY GRADED
GRAVEL WITH SILT AND SAND,
(GP-GM) brown to gray, dense to
very dense, moist
7.5
GPGM
Test Pit Terminated at 8.5 Feet.
Strong calcium carbonate
cementation encountered from
8 to 9 feet BGS.
Test pit loosely backfilled with
site soil and leveled with the
ground surface.
Client: Meier Architecture Engineering, Inc. Test Pit Number: TP-8
Project: PU15120A
Date Excavated: 07-01-2015
Backhoe: 420D CAT
Bucket Width: 3 feet
Depth to Groundwater: N.E.
Logged By: CWS
EXPLORATORY
TEST PIT LOG
Sheet 1 Of 1
APPENDIX B
Laboratory Test Results
Index Laboratory Test Results Summary
Project:
Westgate Elementary School
Report to: Mr, Doug Carl
Kennewick School District
2514 West 4th Avenue
Kennewick, WA 99336
Boring
Depth
(feet)
TP-1
3.5-4.0
TP-2
3.0-4.0
TP-4
3.5-4.5
TP-5
3.0-3.5
TP-7
2.0-2.5
TP-8
2.0-2.5
N/P- Non-Plastic
Lab
Number
PUL15-0465
PUL15-0464
PUL15-0462
PUL15-0463
PUL15-0466
PUL15-0467
Report Date: 7/17/2015
File Name: PU15120A
Description and remarks
(U.S.C.S. Classification)
Sandy Silt (ML)
Poorly Graded Gravel with Silt and Sand (GP-GM)
Silty Sand (SM)
Sandy Silt (ML)
Sandy Silt (ML)
Silty Sand (SM)
Liquid
Limit
N/P
N/P
-
Plasticity
In situ
In situ Dry Passing
Max Dry
Optimum
Index
Moisture, % Density, pcf No. 200,% Density, pcf Moisture, %
16.7
55.3
N/P
7.9
N/P
47.9
115.0
16.5
25.2
22.6
22.8
-
Reviewed by: __________________________________
Resistivity
(ohm-cm)
8333
-
Soluble Sulfates
(ppm)
888
-
pH
9.7
-
GRADATION ANALYSIS
Gravel
Sand
Fine
#200
#80
#50
#40
#30
#16
#10
#8
#4
3/8"
Screen Sizes
1/2"
1"
3/4"
Inches
1 1/2"
2"
Coarse
#100
Fine
Coarse
3"
4"
Cobbles
ASTM D6913
100
100
94
90
80
78
PERCENT PASSING
70
69
60
58
50
51
44
40
30
42
33
28
25
20
22
17 16
10
14
12
10
7.9
0
100
Reviewed by:
10
1
SOIL GRAIN DIAMETER, millimeters
0.1
MOISTURE-DENSITY RELATIONSHIP CURVE
ASTM D 1557
Method A
GRADING ANALYSIS
Project: Westgate Elementary School
Client: Kennewick School District
File Name: PU15120A
Lab Number: PUL15-0462
Sample Location: TP-4 at 3.5' to 4.5' BSG
Sample Material: Silty Sand (SM)
Date Tested: 7/15/15/15 By: TN
Rammer Type: Mechanical
130
No.4 sieve
No.8 sieve
No.10 sieve
No.16 sieve
No.30 sieve
No.40 sieve
No.50 sieve
No.80 sieve
No.100 sieve
No.200 sieve
100
99
98
97
91
85
82
74
68
47.9
Maximum Dry Density, pcf : 115.0
Optimum Moisture Content, %: 16.5
129
128
127
126
125
124
123
122
Ze
ro
121
120
119
DRY DENSITY (pcf)
118
Air
Vo
id
117
sC
urv
e
116
spg
115
114
. 2.
7
115
113
112
111
110
109
108
107
106
105
104
103
102
101
100
99
98
97
96
95
11
11.5
12
12.5
13
13.5
14
14.5
15
16 16.5 17
MOISTURE %
15.5
Reviewed By: _____________________
17.5
18
18.5
19
19.5
20
20.5
21
.
Laboratory Report
Project: Westgate Elementary School Demo
Client: Kennewick School District
Project Number: PU15120A
Date: 1/14/2016
Tested By: T. Nielson
Sample Source: Recycled Concrete
Sample Location: On-Site Stockpile
Sample Description: Crushed Concrete Fill, and Native Silt and Drain Rock
Blend, (WSDOT Barrow)
Sample Number:
Sampled By:
Date Sampled:
Date Received:
1 thru 5
R. B.
1/14/2016
1/15/2016
Sieve Analysis of Fine and Coarse Aggregates
Standards: AASHTO T-27
Sample No.:
Sieve Size
Metric
3"
2 1/2"
2"
1 1/2"
1"
3/4"
5/8"
1/2"
3/8"
1/4"
No..4
No. 8
No. 10
No. 16
No. 30
No. 40
No.50
No. 100
No. 200
75.0 mm
63.0mm
50.0mm
37.5 mm
25.0mm
19.0 mm
16.0 mm
12.5 mm
9.5 mm
6.3 mm
4.75 mm
2.36 mm
2.0 mm
1.18 mm
0.600 mm
0.425 mm
0.300 mm
0.150 mm
0.075 mm
#1
#2
#3
#4
Crushed
Crushed
Crushed
Crushed
Concrete
Concrete
Concrete
Concrete
Fill
Fill
Fill
Fill
PUL16-0019 PUL16-0020 PUL16-0021 PUL16-0022
100
100
84
65
46
36
30
25
21
17
14
12
11
10
9
8
6
5
3.5
100
100
96
89
71
50
45
38
32
27
22
18
14
13
13
12
8
5
3.6
100
100
100
93
69
53
50
46
34
29
21
18
17
15
12
10
7
4
2.9
100
99
82
68
52
41
35
29
24
19
17
14
14
12
10
8
6
4
2.3
#5
Native silt and
Drain Rock
Blend
PUL16-0036
WSDOT
Common #1
Borrow
Specification
WSDOT
Common #2
Borrow
Specification
100
100
100
100
85
65
61
58
55
53
51
49
48
45
40
39
39
26
23
0-12
12.1-35
Common #1 Borrow Specification Applies
Common #2 Borrow Specification Applies
Reviewed By:
2380 Lindberg Loop, Richland WA 99352 Phone.509.943.2913 Fax.509.339.2001
www.stratageotech.com
APPENDIX C
Demolition and Backfilling Observation
Reports
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W. 4th Avenue, Kennewick, Washington
Client:
Kennewick School District
x Densometer
Equipment
Expense
Date/Day:
12/24/15, Thursday
Project No.: PU15120A
Permit No.:
Description
Observation Subgrade
14161
1
From
To
Hours
Miles
7
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Aggregate
Soil
CMU
SAFRM
Other:
Asphalt
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Reference Plans/Specifications:
Reported To:
Bart Andrist
Truck No.
Ticket No.
Slump (in)
NBBJ Plans, GeoEngineers Geotech Report
Unit Wt (PCF)
Mix Temp. (°F)
Position
Air Temp. (°F)
Date Approved: 11/2014,
05/22/2012
Revision No.:
Foreman
Name
Name
Weather:
Air Content (%)
Andrist Enterprises
Position
Total
(Yd3)
Company
Company
Overcast
Narrative:
I arrived on-site as scheduled to observe and document the removal of uncontrolled fill consisting of sub-rounded cobbles and gravels
approximately 6-inches in maximum diameter with lesser amounts of silt and sand (GW-GM) within the building footprint and mantling
the top 2 to 3 feet of ground in the building area. I observed the over-excavation of this material down to native silty sand and sandy silt
(SM-ML). Approximately 450-yards of uncontrolled fill was over-excavated from the northeast portion of the building area adjacent to
the playground to the north and the large trees to the east. I documented my results and reported them to Mr. Bart Andrist who
informed me that the over-excavation of the uncontrolled fill would resume on Monday.
Project Representative:
Bart Andrist/Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Drew Foraker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W. 4th Avenue, Kennewick, Washington
Client:
Kennewick School District
DFR Number:
Page:
14161
2
Date/Day:
12/24/15, Thursday
Project No.: PU15120A
Permit No.:
Picture 1: Removal of the top 2-3 feet of uncontrolled fill from within the building footprint down to native alluvium silty sand and sandy silt (SP-SM). View is to the
west.
Project Representative:
Bart Andrist/Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Drew Foraker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W. 4th Avenue, Kennewick, Washington
Client:
Kennewick School District
Equipment
Expense
Date/Day:
Monday 12/28/15
Project No.: PU15120A
Permit No.:
Description
Subgrade Observation
From
To
Hours
Miles
2
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Aggregate
Soil
CMU
SAFRM
Other:
Asphalt
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
19261
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Excavation
Position
Company
Company
Mid 20’s and overcast/light snow
Narrative:
I arrived at the project site as requested by Bart Andrist with Andrist Excavation for the observation of uncontrolled fill removal. When I
arrived at the project site I spoke with Mr. Andrist who informed me that he did not believe that he would be in progress of removing the
uncontrolled fill at the north-west corner of the construction zone until approximately mid-day. I departed the project site to return that
afternoon.
I returned to the project site as requested by Mr. Andrist for the observation of uncontrolled fill removal. Through consultation with
STRATA Engineer Andy Abrams, we determined that the periodic observation of the progress of uncontrolled fill removal was being
performed per the recommendations of the GEE prepared by STRATA. Mr. Abrams and I notified Mr. Andrist that we recommended a
final observation once uncontrolled fill removal was completed.
Project Representative:
Bart Andrist w/ Andrist
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Ty Jennings, MSI
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Project Address:
Client:
Equipment
Expense
Date/Day:
Wednesday 12/30/15
Project No.: PU15120A
Permit No.:
Westgate Elementary School
2514 W. 4th Avenue Kennewick, Washington
Kennewick School District
Description
Subgrade Observation
From
To
Hours
Miles
2
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Aggregate
Soil
CMU
SAFRM
Other:
Asphalt
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
19275
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Low 30’s and mostly clear
Narrative:
I arrived at the project site as requested by Bart Andrist with Andrist Enterprises for the observation of uncontrolled fill removal. When I
arrived at the project site I spoke with Mr. Andrist and observed that the removal of the uncontrolled fill had proceeded in the northwest
quadrant of the project site (see image below). Approximately 3-feet of the uncontrolled fill comprising silty sand with gravel and
cobbles had been removed to expose native silty sand subgrade soil.. The removal of uncontrolled fill was not in progress during this
observation, however appeared to be in progress in accordance with the STRATA GEE dated July 24, 2015. Per the GEE “… all
uncontrolled fill (shall) be removed or replaced beneath permanent site improvements.”
During my observation detailed above, I observed that the Andrist’s crew was in the final stages of preparing the crushing machinery
for the processing of concrete debris from demolition. I again spoke with Mr. Andrist regarding his plan for backfilling the demolition
area (preexisting building basement). Per the STRATA GEE “…crushed concrete from demolition may be considered for general
structural fill in the bottom 5 feet of basement excavation backfill.” As detailed in Image 2 below taken from sheet C110 of the project
Grading Plan, the contractor shall form benches of maximum height of 3-feet into the undisturbed native soils (exiting ground surface). I
observed that the contractor had not performed this benching, and through discussion with Mr. Andrist was informed that he did not
intend to perform benching during the backfilling process, as required in the project documents. Mr. Andrist also informed me that he
anticipated the crushing and backfill operations would commence tomorrow at approximately midday and that an additional lift of
approximately 8-inches would be completed each hour and a half.
Due to the discrepancies between the contractor’s intent and the STRATA GEE and project plans, I contacted Mr. Andy Abrams, P.E.,
STRATA’s geotechnical engineer regarding my observations and discussions. Mr. Abrams then contacted Mr. Andrist to confirm his
construction plan outlined above. Mr. Abrams then contacted Mr. Paul Knutzen, P.E. with Knutzen Engineering, Inc. to communicate
Project Representative:
Bart Andrist w/ Andrist
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative Ty Jennings, MSI
Name
Reviewed: ___AJA__________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Project Address:
Client:
Westgate Elementary School
2514 W. 4th Avenue Kennewick, Washington
Kennewick School District
DFR Number:
Page:
19275
2
Date/Day:
Wednesday 12/30/15
Project No.: PU15120A
Permit No.:
that Mr. Andrist’s plan does not meet the project requirements. Mr. Knutzen reported he would contact Mr. Andrist to further discuss
this issue.
Image 1 – Photograph looking to the east showing the northwest quadrant of the project site and
the removal of the uncontrolled fill. The benching
seen at the east and south sides are the present
extents of the removed uncontrolled fill, which
extends laterally in both directions.
Image 2 – Section A from sheet C110 of the project
Grading Plan that details the benching of crushed
concrete into the undisturbed native soils
Project Representative:
Bart Andrist w/ Andrist
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative Ty Jennings, MSI
Name
Reviewed: ___AJA__________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Project Address:
Client:
Equipment
Expense
Date/Day:
Thursday 12/31/15
Project No.: PU15120A
Permit No.:
Westgate Elementary School
2514 W. 4th Avenue Kennewick, Washington
Kennewick School District
Description
Subgrade Observation
From
To
Hours
Miles
2
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Aggregate
Soil
CMU
SAFRM
Other:
Asphalt
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
19277
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Mid 20’s and partly cloudy
Narrative:
I arrived at the project site as directed by Mr. Andy Abrams, P.E. with STRATA. As previously detailed in my report from yesterday, I
observed that the demolition contractor, Andrist Enterprises, was in the final stages of preparing the crushing machinery for the
processing of concrete debris from demolition. I again spoke with Mr. Andrist regarding the backfill of the demolition area (preexisting
building basement). Per the STRATA GEE “…crushed concrete from demolition (may) be considered for general structural fill in the
bottom 5 feet of basement excavation backfill.” As detailed in Image 1 below taken from sheet C110, the project Grading Plan, the
contractor shall form benches of maximum height of 3-feet into the undisturbed native soils (exiting ground surface). I observed that the
contractor had not performed this benching, and through a repeated discussion with Mr. Andrist, he informed me that he did not intend
to do so prior to backfilling with the 3-inch minus crushed concrete. Mr. Andrist also informed me that he anticipated the crushing and
backfill operations would commence in “a couple hours” however he was unsure if they would be spreading and compacting a lift.
During my visit to the project site I also observed (see Image 2) that the demolition area’s nearly vertical walls were sloughing as they
lost moisture content. This resulted in loose soil deposits around the excavation perimeter, which must be removed prior to placing
crushed concrete backfill. I reported this to Mr. Andrist, and he said he did not intend to remove this soil prior to placing backfill.
Due to the discrepancies between the contractor’s intent, and the STRATA GEE and project plans, I contacted Mr. Andy Abrams,
STRATA geotechnical engineer regarding my observations and discussions. Mr. Abrams the attempted to contact both Mr. Doug Carl
with Kennewick School District, and Paul Knutzen, with Knutzen Engineering, Inc., but neither were available by telephone. So, Mr.
Abrams sent an e-mail describing the current situation, and describing the differential performance risks to the future building being
created by the contractor’s means and methods for backfilling. However, STRATA does not have the authority to stop the contractor’s
work.
Project Representative:
Bart Andrist w/ Andrist
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative Ty Jennings, MSI
Name
Reviewed: __AJA___________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Project Address:
Client:
DFR Number:
Page:
19277
2
Date/Day:
Thursday 12/31/15
Project No.: PU15120A
Permit No.:
Westgate Elementary School
2514 W. 4th Avenue Kennewick, Washington
Kennewick School District
Image 1 – Section A from sheet C110, the project
Grading Plan that details the benching of crushed
concrete into the undisturbed native soils
Existing SOG Image 2 – Photograph of the demolition area. Note the material sloughing (in yellow) at nearly
vertical walls, the uncontrolled fill horizon (in red) at top, and proximity of crusher to vertical wall.
Project Representative:
Bart Andrist w/ Andrist
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative Ty Jennings, MSI
Name
Reviewed: __AJA___________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Equipment
Expense
Date/Day:
1/04/16 Monday
Project No.: PU15120A
Permit No.:
Description
Subgrade Observation
From
To
Hours
Miles
7.0
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Aggregate
Soil
CMU
SAFRM
Other:
Asphalt
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
18093
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Mid 20’s and partly cloudy
Narrative:
I arrived at the project site as scheduled by Bart Andrist of Andrist Enterprises. I spoke with Tyler Jennings of Strata concerning
progress at the site, to date. Mr. Andrist was not yet on-site and the Gate was locked. I returned to the site approximately one hour later
and met with Mr. Andrist, who said that he intended to begin the working on sloping the excavation along the south side. Mr. Andrist
said that he intended to cut the slope back to a 1.5H:1V or approximately 22 feet, horizontally. The excavation progressed until one of
the trucks broke down, at which point, Mr. Andrist indicated that the work would progress more slowly. I went offsite with the intention of
returning later. Mr. Andrist called later and advised me that he would not be placing or compacting fill today.
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18093
2
Date/Day:
1/04/16 Monday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18093
3
Date/Day:
1/04/16 Monday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Date/Day:
1/04/16 Monday
Project No.: PU15120A
Permit No.:
Description
Cancellation
Equipment
Expense
From
To
Hours
Miles
1.5
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Aggregate
Soil
CMU
SAFRM
Other:
Asphalt
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
19278
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Mid 20’s and partly cloudy
Narrative:
I arrived at the project site as requested by Mr. Bart Andrist with Andrist Enterprises for the observation of uncontrolled fill removal.
Upon my arrival at the project site I observed that neither Mr. Andrist nor any of his representatives were at the project site. I attempted
to contact Mr. Andrist and was unable to do so. I departed the project site.
I received contact from Mr. Andrist approximately 1.5 hour after the anticipated start time stating that he and his crew had arrived and
were commencing with the days work. I contacted fellow STRATA technician Rob Barker who departed for the project site.
Project Representative:
Bart Andrist w/ Andrist
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Ty Jennings, MSI
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Equipment
Expense
Date/Day:
1/05/16 Tuesday
Project No.: PU15120A
Permit No.:
Description
Subgrade Observation
From
To
Hours
Miles
4.0
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Aggregate
Soil
CMU
SAFRM
Other:
Asphalt
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
18094
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Mid 20’s and partly cloudy
Narrative:
I arrived at the project site as scheduled by Bart Andrist of Andrist Enterprises. Discussions about clarifying the project specifications
continued. Mr. Andrist indicated that the he needed to know where recycled concrete was allowable. I called Andy Abrams, P.E. Strata
who on turn contacted the project Civil Engineer, Mr. Paul Knutzen, P.E..
As a follow-up, MR. Knutzen reports the recycled concrete is acceptable for use per Mr. Doug Carl with the School District. Recycled
brick is not acceptable under the building, but may be used as base course beneath lightly loaded exterior hardscapes. .
While on-site, I observed that the south edge of the excavation, which was approximately at existing slab level (-15’ from existing
adjacent grade), had been compacted to a firm and unyielding condition.
Mr. Andrist placed approximately one foot of fill in the excavation and spread it. However, he explained that his intentions had changed,
indicating that he would probably spend the next couple of days moving material in order to excavated as specified. Mr. Andrist
indicated that the compaction of the fill would take place prior to the placement of subsequent lifts. The weather was below freezing, so
he preferred to moisture condition the lift at a time when it would be possible to place subsequent lifts.
Mr. Andrist indicated that he would call to schedule a day in advance of resuming the placement and compaction of fill.
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18094
2
Date/Day:
1/05/16 Tuesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18094
3
Date/Day:
1/05/16 Tuesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18094
4
Date/Day:
1/05/16 Tuesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Equipment
Expense
Date/Day:
1/04/16 Monday
Project No.: PU15120A
Permit No.:
Description
Subgrade Observation
From
To
Hours
Miles
1.5
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Aggregate
Soil
CMU
SAFRM
Other:
Asphalt
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
19298
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Mid 30’s and overcast
Narrative:
I arrived at the project site as requested by Bart Andrist with Andrist Enterprises for the observation of uncontrolled fill removal. Upon
my arrival at the project site I spoke with Mr. Andrist regarding the area previously documented as having uncontrolled fills. Mr. Andrist
and I discussed the removal of this uncontrolled fill and I observed that it had been removed in accordance with the GEE prepared by
STRATA and per the previously documented conversations. I observed that the uncontrolled fill that was previously noted as sloughing
had been removed to native subgrade. I spoke with Mr. Andrist who stated that he would be on site tomorrow (Saturday) to resume the
placement of crushed concrete. I documented my observations, reported to Mr. Andrist, and departed the project site.
Project Representative:
Bart Andrist w/ Andrist Ent.
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Ty Jennings, MSI
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Equipment
Expense
Date/Day:
1/09/16 Saturday
Project No.: PU15120A
Permit No.:
Description
Subgrade Observation
Overtime
From
To
Hours
Miles
8.0
8.0
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Aggregate
Soil
CMU
SAFRM
Other:
Asphalt
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Revision No.:
Owner
Name
Position
Name
Weather:
18096
1
Mix Temp. (°F)
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Mid 20’s and partly cloudy
Narrative:
STRATA (Rob Barker for the first lift, and then later Matt Owens) arrived at the project site as scheduled by Bart Andrist of Andrist
Enterprises.
While on-site, Rob Barker observed that the remaining edges of the excavation, which was approximately at existing slab level had
been excavated per project specifications compacted to a firm and unyielding condition.
Additionally, the initial lift, which was placed the previous week was compacted to a firm and unyielding condition with a single drum
roller. The perimeter was filled in 2 lifts and compacted to a firm and unyielding condition, matching the elevation of the recycled
concrete in the center of the pit. Rob observed the placement and compaction of the first lift.
Matt Owens of Strata relieved Rob Barker mid-day and observed that the second perimeter lift was compacted. Andrist began crushing
on-site concrete and placing a second lift, however compaction did not occur today and will take place on Monday.
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Robert Barker and Matt Owens
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18096
2
Date/Day:
1/09/16 Saturday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker and Matt Owens
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18096
3
Date/Day:
1/09/16 Saturday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker and Matt Owens
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18096
4
Date/Day:
1/09/16 Saturday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker and Matt Owens
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18096
5
Date/Day:
1/09/16 Saturday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker and Matt Owens
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Equipment
Expense
Date/Day:
1/11/16 Monday
Project No.: PU15120A
Permit No.:
Description
Subgrade Observation
From
To
Hours
Miles
4.0
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Aggregate
Soil
CMU
SAFRM
Other:
Asphalt
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
18097
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Mid 30’s partly cloudy
Narrative:
I arrived at the project site as scheduled by Bart Andrist of Andrist Enterprises.
While on-site, I observed the placement of a lift which brought the fill up to 10.7 feet below existing grade per Mr. Andrist. I observed
that the fill was spread compacted to a firm and unyielding condition. The moisture conditioning was taking place during the crushing
process and then again if necessary, prior to compaction.
Following compaction, the next bench was excavated into the excavation sidewall, and the material was removed to prepare for
placement of the next lift of fill.
I reported my observations to Mr. Andrist prior to leaving the site.
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18097
2
Date/Day:
1/11/16 Monday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18097
3
Date/Day:
1/11/16 Monday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18097
4
Date/Day:
1/11/16 Monday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary Demolition Package
Project Address: 2514 4th Avenue, Kennewick, Washington
Client:
Kennewick School District
Equipment
Expense
Sample
Quantities
Load
Size (yd3)
From
Hours
Miles
4
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Concrete
Cubes
Aggregate
Soil
Load Location
Bart Andrist
Mortar
Grout
Prisms
CMU
SFRM
Other:
Asphalt
Concrete/Grout Field Test Summary
Supplier:
Class of Concrete:
Total Concrete Placed (yd3):
Placement Location
Ticket #
Truck
#
Batch
Time
Empty
Time
Time
Tested
STRATA Draft GEE
Owner/Operator
Name
Slump
(in)
Air
(%)
Unit Wt.
(pcf)
Revision No.:
Name
Weather:
To
Core Drill
Reference Plans/Specifications:
Reported To:
Monday 01/11/2016
PU15120B
Densometer
SPECIFICATIONS
Compressive Strength (psi):
Slump (inches):
Air Content (%):
Temperature (°F):
Load
#
Date/Day:
Project No.:
Permit No.:
Field Services Performed
Subgrade Observation
Page: 1 of 1
Air
Temp.
(°F)
Water
Added
(gal)
Cyls.
Cast
Date Approved: 7/24/2015
Andrist Enterprises
Position
Concrete
Temp.
(°F)
Position
Company
Company
Mid 20’s and partly cloudy
Narrative:
I arrived on site as requested by Bart Andrist with Andrist Enterprises, to accomplish compaction observation of recycled concrete
being crushed and placed as backfill for demolished basement located at the former Westgate Elementary School. The current fill
surface was about 16-feet below finished subgrade as reported by the contractor. The 3-inch minus crushed concrete material was
placed in approximately 8-inch thick lifts from 16-feet below finished subgrade to 15-feet below finished subgrade (I observed the
placement and compaction of a single lift and the crushing of material for a second lift).
Structural fill utilized by the contractor was too coarse for nuclear density testing per ASTM D 1557. Therefore, compaction procedures
were visually observed and documented. Compaction procedures utilized by the contractor included grading of the crushed concrete by
small dozer and compaction with a Case SV208 single drum vibratory roller. The material was compacted to a dense and interlocking
condition and did not exhibit pumping, rutting, or deflections in excess of 1/4-inch beneath compactive equipment. I documented my
observations and reported to Mr. Andrist prior to departing the project site. Mr. Rob Barker, a fellow STRATA field technician to resume
observation of placement and compaction for the remainder of the day.
Noted Deviations:
No observed deviations at this time
Project Representative:
Bart Andrist w/ Andrist Ent.
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative:
Ty Jennings, MSI
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Date/Day:
1/12/16 Tuesday
Project No.: PU15120A
Permit No.:
Description
Subgrade Observation
Equipment
Expense
From
To
Hours
Miles
7.0
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Aggregate
Soil
CMU
SAFRM
Other:
Asphalt
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
18098
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
partly cloudy
Narrative:
I arrived at the project site as scheduled by Bart Andrist of Andrist Enterprises.
While on-site, I observed the placement of 2 lifts which brought the fill up to 10 and later 9.25 feet below existing grade as reported by
Mr. Andrist. I observed that the fill was spread compacted to a firm and unyielding condition using a ride-on vibratory compator. The
moisture conditioning was accomplished during the crushing process and then again if necessary, prior to compaction.
I reported to Mr. Andrist prior to leaving the site.
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18098
2
Date/Day:
1/12/16 Tuesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18098
3
Date/Day:
1/12/16 Tuesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18098
4
Date/Day:
1/12/16 Tuesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18098
5
Date/Day:
1/12/16 Tuesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18098
6
Date/Day:
1/12/16 Tuesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Equipment
Expense
Date/Day:
1/13/16 Wednesday
Project No.: PU15120A
Permit No.:
Description
Subgrade Observation
From
To
Hours
Miles
4.0
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Aggregate
Soil
CMU
SAFRM
Other:
Asphalt
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
18099
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Mid 30’s and partly cloudy
Narrative:
I arrived at the project site as scheduled by Bart Andrist of Andrist Enterprises.
While on-site, I observed the placement of a lift of crushed concrete fill which brought the fill up to 8.5 feet below existing grade as
reported by Mr. Andrist. I observed that the fill was spread and compacted to a firm and unyielding condition via several passes with a
ride-on smooth drum vibratory compactor. Moisture conditioning the fill was accomplished during the crushing process and then again
if necessary, prior to compaction.
Following compaction, the next bench was excavated into the excavation sidewall, and the material was removed to prepare for
placement of the next lift of fill.
I reported to Mr. Andrist prior to leaving the site.
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18099
2
Date/Day:
1/13/16 Wednesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18099
3
Date/Day:
1/13/16 Wednesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Equipment
Expense
Date/Day:
1/14/16 Thursday
Project No.: PU15120A
Permit No.:
Description
Subgrade Observation
From
To
Hours
Miles
2.5
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Asphalt
Aggregate
Soil
CMU
SAFRM
Other:
Crushed Aggregate
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
18100
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Mid 30’s and cloudy scattered showers
Narrative:
I arrived at the project site as scheduled by Bart Andrist of Andrist Enterprises.
While on-site, I observed the placement of a lift of crushed concrete fill which brought the fill up to approximately 9 feet below existing
grade as reported by Mr. Andrist. During my discussions with Mr. Andrist today, he reported his previous estimations on fill depth
(which I reported in previous DFRs) were not accurate. However, in my observations, fill placement and compaction procedures have
been relatively consistent on each lift accomplished during my observation.
Mr. Andrist intends to use the remainder of the concrete in less than one foot lifts. He said that he does not anticipate having enough
crushed concrete to fill the excavation completely.
The lift placed today was not completed. It will be completed tomorrow morning, due to moving the crusher.
I reported to Mr. Andrist prior to leaving the site.
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18100
2
Date/Day:
1/14/16 Thursday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18100
3
Date/Day:
1/14/16 Thursday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18100
4
Date/Day:
1/14/16 Thursday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Equipment
Expense
Date/Day:
1/15/16 Friday
Project No.: PU15120A
Permit No.:
Description
Subgrade Observation
From
To
Hours
Miles
2.5
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Asphalt
Aggregate
Soil
CMU
SAFRM
Other:
Crushed Aggregate
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
18101
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Mid 30’s and cloudy scattered showers
Narrative:
I arrived at the project site as scheduled by Bart Andrist of Andrist Enterprises.
While on-site, I observed the placement of a lift of crushed concrete fill which brought the fill up to approximately 8.5 feet below existing
grade as reported by Mr. Andrist.
I observed that the fill was spread compacted to a firm and unyielding condition via several passes with a ride-on smooth drum
vibratory compactor. Moisture conditioning was accomplished during the crushing process and then again if necessary, prior to
compaction.
Following compaction, the next bench was excavated into the excavation sidewall, and the material was removed to prepare for
placement of the next lift of fill.
I reported to Mr. Andrist prior to leaving the site.
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18101
2
Date/Day:
1/15/16 Friday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18101
3
Date/Day:
1/15/16 Friday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18101
4
Date/Day:
1/15/16 Friday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Equipment
Expense
Date/Day:
1/16/16 Friday
Project No.: PU15120A
Permit No.:
Description
Subgrade Observation
From
To
Hours
Miles
2.5
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Asphalt
Aggregate
Soil
CMU
SAFRM
Other:
Crushed Aggregate
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
18102
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Mid 30’s and cloudy scattered showers
Narrative:
I arrived at the project site as scheduled by Bart Andrist of Andrist Enterprises.
While on-site, I observed the placement of a lift of crushed concrete fill which brought the fill up to 7.5 feet below existing grade as
reported by Mr. Andrist. I observed that the fill was spread and compacted to a firm and unyielding condition via several passes with a
ride-on smooth drum vibratory compactor. Moisture conditioning the fill was accomplished during the crushing process and then again
if necessary, prior to compaction.
Following compaction, the next bench was excavated into the excavation sidewall, and the material was removed to prepare for
placement of the next lift of fill.
I reported to Mr. Andrist prior to leaving the site.
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18102
2
Date/Day:
1/16/16 Friday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18102
3
Date/Day:
1/16/16 Friday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18102
4
Date/Day:
1/16/16 Friday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Equipment
Expense
Date/Day:
1/18/16 Monday
Project No.: PU15120A
Permit No.:
Description
Subgrade Observation
From
To
Hours
Miles
2.5
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Asphalt
Aggregate
Soil
CMU
SAFRM
Other:
Crushed Aggregate
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
18103
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Mid 30’s and cloudy scattered showers
Narrative:
I arrived at the project site as scheduled by Bart Andrist of Andrist Enterprises.
While on-site, I observed the placement of a lift which brought the fill up to approximately 7.0 feet below existing grade per Mr. Andrist.
The estimated elevation, relative to existing grade varies due to the existing grade.
I observed that the fill was spread compacted to a firm and unyielding condition. The moisture conditioning was taking place during the
crushing process and then augmented if necessary, prior to compaction.
I reported to Mr. Andrist prior to leaving the site.
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18103
2
Date/Day:
1/18/16 Monday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18103
3
Date/Day:
1/18/16 Monday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18103
4
Date/Day:
1/18/16 Monday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Equipment
Expense
Date/Day:
1/19/16 Tuesday
Project No.: PU15120A
Permit No.:
Description
Subgrade Observation
From
To
Hours
Miles
5.0
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Asphalt
Aggregate
Soil
CMU
SAFRM
Other:
Crushed Aggregate
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
18104
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Mid 30’s and cloudy scattered showers
Narrative:
I arrived at the project site as scheduled by Bart Andrist of Andrist Enterprises.
While on-site, I observed the placement of a lift which brought the fill up to approximately 6.5 feet below existing grade per Mr. Andrist.
The relative elevation of the existing subgrade is variable.
I observed that the fill was spread compacted to a firm and unyielding condition. The moisture conditioning was taking place during the
crushing process and then augmented if necessary, prior to compaction.
Mr. Andrist had questions about the removal of subgrade as well placement of brick which he intended to crush and store on-site. Paul
Knutzen, P.E. of Knutzen Engineering arrived on-site and indicated that locations with buried conduit and associated trenching would
not be addressed in this phase of the construction. Further, a location for the storage of processed brick was selected.
I reported to Mr. Andrist prior to leaving the site.
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18104
2
Date/Day:
1/19/16 Tuesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18104
3
Date/Day:
1/19/16 Tuesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18104
4
Date/Day:
1/19/16 Tuesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Equipment
Expense
Date/Day:
1/20/16 Wednesday
Project No.: PU15120A
Permit No.:
Description
Subgrade Observation
From
To
Hours
Miles
2.5
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Asphalt
Aggregate
Soil
CMU
SAFRM
Other:
Crushed Aggregate
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Unit Wt (PCF)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
18105
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Mid 30’s and cloudy scattered showers
Narrative:
I arrived at the project site as scheduled by Bart Andrist of Andrist Enterprises.
While on-site, I observed the placement of a lift which brought the fill up to approximately 6.0 feet below existing grade per Mr. Andrist.
I observed that the fill was spread compacted to a firm and unyielding condition. The moisture conditioning was taking place during the
crushing process and then augmented if necessary, prior to compaction.
Compaction will be completed tomorrow, as Mr. Andrist intends to move the crusher.
I reported to Mr. Andrist prior to leaving the site.
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18105
2
Date/Day:
1/20/16 Wednesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18105
3
Date/Day:
1/20/16 Wednesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18105
4
Date/Day:
1/20/16 Wednesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18105
5
Date/Day:
1/20/16 Wednesday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DFR Number:
Page:
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Equipment
Expense
Date/Day:
1/22/16 Friday
Project No.: PU15120A
Permit No.:
Description
Subgrade Observation
From
To
Hours
Miles
2.5
Densometer
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Core Drill
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Sample Quantities
Concrete
Cubes
Mortar
Grout
Prisms
Asphalt
Aggregate
Soil
CMU
SAFRM
Other:
Crushed Aggregate
Concrete/Grout Field Test Summary
Set No.
Mix No.
Supplier
Truck No.
Ticket No.
Slump (in)
Air Content (%)
Reference Plans/Specifications:
Reported To:
Bart Andrist
Unit Wt (PCF)
Mix Temp. (°F)
Revision No.:
Owner
Name
Position
Name
Weather:
18106
1
Air Temp. (°F)
Total
(Yd3)
Date Approved:
Andrist Enterprises
Position
Company
Company
Mid 30’s and cloudy scattered showers
Narrative:
I arrived at the project site as scheduled by Bart Andrist of Andrist Enterprises.
While on-site, I observed the placement of a lift which brought the fill up to approximately 6 feet below existing grade per Mr. Andrist.
Some material will be removed along the north side of the excavation, and alter the relative location of the fill.
I observed that the fill was spread compacted to a firm and unyielding condition. The moisture conditioning was taking place during the
crushing process and then augmented if necessary, prior to compaction.
The reserve of concrete has been exhausted. Mr. Andrist will continue to process brick, prior to removal of the remaining uncontrolled
fill.
I reported to Mr. Andrist prior to leaving the site.
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18106
2
Date/Day:
1/22/16 Friday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18106
3
Date/Day:
1/22/16 Friday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary School
Project Address: 2514 W 4th Ave, Kennewick, WA
Client:
Kennewick School District
Project Representative:
Bart Andrist / Andrist Enterprises
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
DFR Number:
Page:
18106
4
Date/Day:
1/22/16 Friday
Project No.: PU15120A
Permit No.:
STRATA Representative
Robert Barker
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary Demolition Package
Project Address: 2514 4th Avenue, Kennewick, Washington
Client:
Kennewick School District
Equipment
Expense
Sample
Quantities
Load
Size (yd3)
From
Hours
Miles
1.5
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Concrete
Cubes
Aggregate
Soil
Load Location
Bart Andrist
Mortar
Grout
Prisms
CMU
SFRM
Other:
Asphalt
Concrete/Grout Field Test Summary
Supplier:
Class of Concrete:
Total Concrete Placed (yd3):
Placement Location
Ticket #
Truck
#
Batch
Time
Empty
Time
Time
Tested
STRATA Draft GEE
Owner/Operator
Name
Slump
(in)
Air
(%)
Unit Wt.
(pcf)
Revision No.:
Name
Weather:
To
Core Drill
Reference Plans/Specifications:
Reported To:
Monday Jan 25, 2016
PU15120B
Densometer
SPECIFICATIONS
Compressive Strength (psi):
Slump (inches):
Air Content (%):
Temperature (°F):
Load
#
Date/Day:
Project No.:
Permit No.:
Field Services Performed
Subgrade Observation
Page: 1 of 1
Air
Temp.
(°F)
Water
Added
(gal)
Cyls.
Cast
Date Approved: 7/24/2015
Andrist Enterprises
Position
Concrete
Temp.
(°F)
Position
Company
Company
Low 30’s and clear
Narrative:
I arrived on site as requested by Bart Andrist with Andrist Enterprises for the observation of subgrade and placement of crushed
recycled concrete as structural fill. When I arrived on site, I spoke with Mr. Andrist who informed me that the recycled concrete had
been completely utilized and placement of structural fill in the basement excavation was complete for this time. A future earthwork
contractor is anticipated to complete the backfill with the spoils generated from the removal of uncontrolled fill.
I observed and spoke with Mr. Andrist regarding the continued removal of the uncontrolled fill. I observed that Mr. Andrist was in
progress of removing the uncontrolled fill at the northwest corner of the project site. Furthermore, Mr. Andrist stated that he would
continue this removal until all uncontrolled fill was removed, and then at that time contact STRATA for an observation of uncontrolled fill
removal. I reported to Mr. Andrist, documented my observations and discussions, and departed the project site.
Noted Deviations:
Project Representative:
Bart Andrist w/ Andrist Ent.
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative:
Ty Jennings, MSI
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com
DAILY FIELD REPORT
Project Name:
Westgate Elementary Demolition Package
Project Address: 2514 4th Avenue, Kennewick, Washington
Client:
Kennewick School District
X
Equipment
Expense
Sample
Quantities
Load
Size (yd3)
From
Hours
Miles
2
Mobile Laboratory
Torque Wrench
Floor Flatness
Core Barrel
Rebar Locator
Skidmore
NDT Equipment
Core Diameter
Per Diem & Lodging
Other:
Concrete
Cubes
Aggregate
Soil
Load Location
Bart Andrist
Mortar
Grout
Prisms
CMU
SFRM
Other:
Asphalt
Concrete/Grout Field Test Summary
Supplier:
Class of Concrete:
Total Concrete Placed (yd3):
Placement Location
Ticket #
Truck
#
Batch
Time
Empty
Time
Time
Tested
STRATA Draft GEE
Owner/Operator
Name
Slump
(in)
Air
(%)
Unit Wt.
(pcf)
Revision No.:
Name
Weather:
To
Core Drill
Reference Plans/Specifications:
Reported To:
Friday 1/29/2016
PU15120B
Densometer
SPECIFICATIONS
Compressive Strength (psi):
Slump (inches):
Air Content (%):
Temperature (°F):
Load
#
Date/Day:
Project No.:
Permit No.:
Field Services Performed
Subgrade Observation
Page: 1 of 1
Air
Temp.
(°F)
Water
Added
(gal)
Cyls.
Cast
Date Approved: 7/24/2015
Andrist Enterprises
Position
Concrete
Temp.
(°F)
Position
Company
Company
Upper 30’s and overcast/moderate rainfall
Narrative:
I arrived on site as requested by Bart Andrist with Andrist Enterprises to accomplish observation of uncontrolled fill removal at the
demolition site of Westgate Elementary School. I observed that a trench approximately 15-feet north of the backfilled basement
excavation boundary had been excavated to a depth of approximately 1-foot to remove uncontrolled fill north of the basement
excavation and approximately along the new construction boundary. I also observed that Mr. Andrist was in progress of completing the
mass grading of the areas with uncontrolled fill removal. Through discussion with Mr. Andrist I was informed that the mass grading was
leveling off minor cuts and fills less than 1-foot to provide a flattened area for future construction activities. Mr. Andrist stated he would
continue and I observed that he was performing compaction of the minor cuts and fills with a large single drum vibratory roller to
provide a prepared surface for future construction.
Due to the minor nature of cuts and fills and the compaction being performed as a means for “sealing the surface” density tests were
not performed at this time. Mr. Andrist clarified that during future construction activities, to be performed by a different contractor, this
area would be reworked and be part of the site preparation contract with the selected earthwork contractor
Noted Deviations:
None at this time
Project Representative:
Bart Andrist w/ Andrist Ent.
Name/Company
DC# 800.4. All field reports are considered preliminary until final review.
STRATA Representative:
Ty Jennings, MSI
Name
Reviewed: _____________________________
2380 Lindberg Loop, Richland, WA 99352 Phone.509.339.2000 Fax.509.339.2001
www.stratageotech.com