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GEOTECHNICAL ENGINEERING STUDY
EMI WAREHOUSE
LONGMONT, COLORADO
80214
PROJECT NUMBER 19- 1081
MAY 31 , 2019
PREPARED FOR
EMI SPORTSWEAR
6840 WINCHESTER CIRCLE
BOULDER, COLORADO
80301
Prepared By: Reviewed By: dr DiD
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Madeline K. Tarasar, E.I. T. Matthew A. Best, . 5/31 / 1 9 tss.
Staff Engineer Project Engineer'neer Vii' teal`
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Locations: Summit County & Lakewood, Colorado • Psalm 20 • Phone: 970.409 .9670 • Matt@BestEngineeringUSA.com
Mailing: 747 Sheridan Boulevard , Unit 2A • Lakewood, Colorado 80211 ■ Phone: 303 .238. 1770 • OfficeCa BestEngineeringUSA.com
EMI Warehouse
Project Number 19- 1081 B . E • S •T *
Table of Contents
EXECUTIVE SUMMARY 3
PURPOSE AND SCOPE OF WORK 4
PROPOSED CONS TRU CTION . r r rrr 4
SITE CONDITIONS rrrrr rr rr rr r. r rr sr sr rr rr r. r rr sr sr rr rr r. r 4
FIELDEXPLORATION arrsrrrr. .rr. .r. rrsrrrrrrr . .. . rr rrrr. .rr. rr. .rrr .rrrrrrrr. . . . rr .rrrr. .rr. .r. rrsrrrrrrr . .. . rr rrrr. .rr. rr. .rrr .rrrrrrrr. . . . rr .rrrr. .rr. .r. rrsrrrrrrr . .. . rr .rrrr. rr4
SUBSURFACE CONDITIONS 4
FOUNDATION DESIGN RECOMMENDATIONS 5
FLOOR SLABS 7
OVER—EXCAVATIONFOR ATIONFOR FOUNDATIONS AND FOOTINGS re ,. , ,. ,. ,. 7
SURFACEDRAINAGE r. ,, ,r , .,. rr .. .rr. ,rss .s , r. ,. , s ,. rrr. .,. rr .. .rr. , s , r. , s ,. ,r .. .,. rr .. .rr. ,rss .s , r. ,. , s ,. rrr. .,. rr .. .rr. , s , r. , s ,. ,r .. .,. rr .. .rr. ,rss .s , r. ,. ,s .s ,. ,r8
UNDERD1 1IN SYSTEM STEM .. r rr .r ,. .srrr .r rrrs rrr rr ,r rr . .r r rr .r ,. .srrr .r rrrs rrr rr ,r rr . .r r rr .r ,. .srrr .r ,. .srr 8
PAVEMENT THICKNESS DESIGN
CONSTRUCTION DETAIL .. . .. . .. . .. . . 11
MAINTENANCE 11
SEISMIC CON S IDERATIONS 11
I' .J MEO \ v'NER PRECAUTIONS r .. .. rre . .. .. . .. .. . . .. .. . .. .. . ,. , 11
DESIGN AND CONSTRUCTION SUPPORT SERVICES . .. . .. . .. . .. . 11
LIMITATIONS 12
TABLE 1
FIGURE 1 - LOCATION AND SITE MAP
FIGURE 2 - LOCATION OF EXPLORATORY BORING
FIGURE 3 - BOR I G LOG
FIGURE 4 - LEGEND AND NOTES
FIGURE 5 - SWELL/CONSOLIDATION TESTING
[2]
Locations: Summit County & Lakewood , Colorado Psalm 20 Phone: 970.409 .9670 • Matt@BestEngineeringUSA.com
Mailing: 747 Sheridan Boulevard , Unit 2A Lakewood, Colorado 80211 Phone: 303 .238. 1770 • Office@BestEngineeringUSA.com
EMI Warehouse
Project Number 19- 1081 B • E • •
EXECUTIVE SUMMARY
Best Engineering Solutions and Technologies , LL (BEST) completed a geotechnical engineering study for
the project located at EMI Warehouse in Longmont, Colorado. Design parameters and a discussion of
geotechnical engineering considerations related to construction of the proposed residences are included in this
report. A summary of the findings include :
1 . Subsurface explorations encountered natural, stiff, sandy clay over sandy claystone bedrock. Groundwater
was not encountered during excavation of the test boring. Fluctuations of the groundwater may occur
seasonally or with precipitation events.
2 . Based on the subsurface conditions encountered in the test boring and the nature of the proposed
construction, we recommend the proposed structures be founded with spread footings bearing on 18 inches
of over-excavated and recompacted native soils . Spread footings bearing as recommended should be
designed for an allowable bearing pressure of 3 ,000 pounds per square foot (psf) .
3 . Over-excavated and recompacted native soils or imported structural fill are suitable for support of concrete
slab construction.
4 . Using the design resilient modulus (MR) and the assumed ESALs identified in the report, flexible
pavements used for the automobile parking areas should be constructed on 1 foot of over excavated and re-
compacted native material with a minimum of 5 . 5 inches of full- depth asphalt. An alternative
recommendation is 4 inches of asphalt over 6 inches of aggregate base course on prepared subgrade . Areas
requiring Portland Cement Concrete should be constructed with a minimum of 6 .0 inches of concrete.
5 . A representative of our office should observe the construction operations discussed in this report.
6 . Keep any exposed soils from excessive drying or wetting during the construction process.
7 . More detailed recommendations are made throughout this report. These must be reviewed to assure proper
consideration in the design.
[3 �
Locations: Summit County & Lakewood , Colorado Psalm 20 Phone: 970.409 .9670 • Matt@BestEngineeringUSA.com
Mailing: 747 Sheridan Boulevard , Unit 2A Lakewood, Colorado 80211 Phone: 303 .238. 1770 • Office@BestEngineeringUSA.com
EMI Warehouse Q fir
Project Number 19- 1081 B • E • ii,J •IJ •
PURPOSE AND SCOPE of WORK
This report presents the results of a geotechnical engineering study and pavement design for the project located
at EMI Warehouse in Longmont, Colorado . The project site is shown on Figure 1 . The study was conducted to
provide foundation design and support of slabs-on-grade recommendations, evaluate pavement support
characteristics, and provide pavement design alternatives .
A field exploration study consisting of five exploratory borings was conducted to collect information on the
subsurface conditions . Samples of the subsoils collected during the field exploration were tested in the
laboratory to determine their classification and engineering characteristics . The results of the field exploration
and laboratory testing were analyzed to develop recommendations for foundation types, depths, allowable
pressures for the proposed building foundations and for alternative pavement sections, construction, materials
and maintenance recommendations .
This report has been prepared to summarize the data obtained during this study and to present our conclusions
and recommendations based on the proposed construction, AASHTO design criteria and method, and the
subsurface conditions encountered. Design parameters and a discussion of geotechnical engineering
considerations related to construction of the proposed residences are included in this report.
PROPOSED CONSTRUCTION
We understand that the proposed construction will consist of a commercial building with onsite parking.
Conventional wood frame construction, with column loads expected to be low to moderate and typical of this
type of structure, will be used above grade with cast-in-place concrete foundations below grade . Ground floors
will be slab-on-grade . Site development is expected to include sidewalk and landscaped areas . Local utilities
will generally be underground, except for surface storm runoff and overhead electric.
If the loadings, locations, or grading plans for the structures change significantly from those described above,
we should be notified to re-evaluate the recommendations contained in this report.
SITE CCONDITIONS
At the time of our field exploration, the property consisted of a vacant lot. The site is bounded by commercial
structures and other vacant lots. The topography in the area slopes down toward the north and is at an
approximate elevation of 4,940 feet MSL.
FIELD EXPLORATION
The exploratory borings where drilled on May 14, 2019, approximately at the locations shown on Figure 2 to
evaluate the subsurface conditions . The borings where drilled using a truck-mounted rig and was logged by a
representative of BEST . Samples of the soils were taken with undisturbed sampling methods and the depth of
the boring and samples are shown on the Boring Log, Figure 3 and Legend and Notes, Figure 4.
SUBSURFACE CONDITIONS
Natural, stiff, sandy clay was encountered for the first 8 feet of all 5 of the borings . Sandy claystone bedrock
where encountered to the depths explored . The soils encountered were slightly moist to very moist.
Groundwater was not encountered at the time of the boring. Fluctuations in the groundwater levels may occur
seasonally or with precipitation events .
[4]
Locations: Summit County & Lakewood , Colorado Psalm 20 Phone: 970.409 .9670 • Matt@BestEngineeringUSA.com
Mailing: 747 Sheridan Boulevard , Unit 2A Lakewood, Colorado 80211 Phone: 303 .238. 1770 • Office@BestEngineeringUSA.com
EMI Warehouse
Project Number 19- 1081 B . E . S .T .
Samples taken from the exploratory boring were obtained for laboratory testing and inspected by the project
engineer. The results of the tests performed on the samples obtained from the test borings are shown on Table
1 . Laboratory testing included index property tests ; such as moisture content and density, swell/consolidation
testing and gradation analysis . The testing was performed on relatively undisturbed drive samples and were in
general conformance with recognized test procedures, primarily, ASTM and Colorado Department of
Transportation (CDOT) .
FOUNDATION DESIGN RECOMMENDATIONS
Over-excavated and recompacted native soils are suitable to support lightly to moderately loaded slab - on-grade
construction . Based on the subsoil conditions encountered in the exploratory boring and the nature of the
proposed construction, we recommend that the structures be founded with spread footings bearing on 18 inches
of over- excavated and recompacted native soils . The design and construction criteria presented below should
be observed for a spread footing foundation system.
1 . Footings placed on over-excavated and recompacted native soils should be designed for an allowable soil
bearing pressure of 3 , 000 pounds per square foot (psf) . Based on experience it is expected that movement
of the footings , designed and constructed as discussed in this section, would be approximately 1 . 5-inch or
less . Differential movements are estimated to be approximately '/A to % of the total settlement. Most of this
settlement will occur during the construction phase .
2 . Spread footings placed on native soils should have a minimum footing width of 18 inches for continuous
footings and 24 inches for isolated pads .
3 . Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above
their bearing elevation for frost protection. Placement of foundations at least 36 inches below exterior
grade is required by the City of Longmont.
4 . Continuous foundation walls should be reinforced top and bottom to span local anomalies by assuming an
unsupported length of at least 10 feet.
5 . A grounding system (Ufer Ground) may be installed where the grounding system is contained within the
exterior building wall and the concrete foundation wall . This is in place of having a copper ground rod
installed adjacent to the foundation wall.
6 . The lateral resistance of a spread footing placed on over-excavated and recompacted native soils or
properly compacted granular structural fill material will be a combination of the sliding resistance of the
footing on the foundation materials and passive earth pressure against the side of the footing. Based on the
soil characteristics , the resistance to sliding at the bottoms of the footings can be calculated based on a
coefficient of friction of 0 . 47 . Passive pressure against the sides of the footings can be calculated using an
equivalent fluid unit weight of 260 pounds per cubic foot (pcf) . The at-rest lateral pressures on the walls
can be calculated using and equivalent fluid density of 60 psf per foot of depth. The active lateral earth
pressures should use and equivalent fluid density of about 45 psf per foot of depth. These lateral resistance
values are working values .
[5 ]
Locations: Summit County & Lakewood, Colorado - Psalm 20 • Phone: 970.409 .9670 • Matt@BestEngineeringUSA.com
Mailing: 747 Sheridan Boulevard , Unit 2A • Lakewood, Colorado 80211 ■ Phone: 303 .238. 1770 • OfficeCa BestEngineeringUSA.com
EMI Warehouse
Project Number 19- 1081 B . E . S .T .
7 . All loose or soft soils should be removed, and the footing bearing level placed on over-excavated and
recompacted d native soils or properly compacted structural fill. The disturbed surface of the native soils
should be compacted prior to concrete placement.
8 . Interior backfill should consist of onsite native soils and should be placed in uniform lifts not to exceed 10
inches thick and compacted to at least 98 % of the standard Proctor (ASTM D 698) maximum dry density
and within 2 percentage points of the optimum moisture content. Interior backfill should extend laterally
beyond the edges of the footings at a distance at least equal to the depth of the fill below the footing
subgrade . Prior to the fill placement, any loose subgrade soils should be compacted. Any wet and soft
subgrade soils should be removed prior tO fill placement. The backfill material should be free of snow and
ice, vegetation, topsoil, organics, trash, construction debris, oversized rocks greater than 8 inches in
diameter, and other deleterious material.
9 . Exterior backfill may consist of the onsite native soils or imported structural fill and should be properly
placed and compacted to reduce the risk of settlement and distress . Onsite backfill material placed on the
exterior of the structure should be placed and compacted to at least 95% of the standard Proctor (ASTM D
69 8) maximum dry density within 2 percentage points of the optimum moisture content.
10 . Backfill in pavement and walkway areas should also be compacted to at least 95% of the standard Proctor
(ASTM D 698) maximum dry density and within 2 percentage points of the optimum moisture content.
Care should be taken when compacting around the foundation walls and underground structures to avoid
damage to the structure . Hand compaction procedures may be used to prevent excessive lateral pressures
from exceeding the design values .
11 . Backfill in landscaped areas may consist of native onsite soils or imported structural fill . It should be
placed in uniform lifts and compacted to at least 90% of the standard Proctor (ASTM D 698) maximum dry
density within 2 percentage points of the optimum moisture content.
12 . Utility backfill should be compacted as appropriate for the proposed surface uses (landscape, building,
pavement, etc. ) .
13 . All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge
pressures , such as adjacent footings, traffic, construction materials, and equipment. The buildup of water
behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a
foundation wall or retaining structure . An underdrain system should be provided to prevent hydrostatic
pressure buildup behind the walls . The lateral resistance values identified above assume drained conditions
behind the walls and a horizontal backfill surface. Refer to the Underdrain System section for further
information. Minor cracking of concrete foundation walls should be expected.
14 . Based on our experience, we recommend all concrete exposed to the onsite materials meet the cement
requirements for Class 2 exposure of sulfate attack on concrete as presented in ACI 201 . Alternatively, the
concrete could meet the CDOT requirements for Class 2 exposure as presented in Section 601 . 04 of the
CDOT Standard Specifications for Road and Bridge Construction (2011 ) .
15 . Depending upon depth of excavation and seasonal conditions, groundwater may be encountered within
excavations on the site . Pumping from sumps may be utilized to c ontro l water within excavations, if
necessary. BEST is available to provide further dewatering recommendations if this issue arises .
[6]
Locations: Summit County & Lakewood, Colorado - Psalm 20 • Phone: 970.409 .9670 • Matt@BestEngineeringUSA.com
Mailing: 747 Sheridan Boulevard , Unit 2A • Lakewood, Colorado 80211 ■ Phone: 303 .238. 1770 • OfficeCa BestEngineeringUSA.com
EMI Warehouse
Project Number 19- 1081 B . E . S .T .
a__
16 . A BEST representative should observe all footing excavations prior to concrete placement to evaluate
bearing conditions .
OVER-EXCAVATIONFOR FOUNDATIONS AND FOOTINGS
Due to the presence of swelling soils, we recommend that the foundation area be over-excavated 18 inches and
either filled with properly compacted and moisture treated native material or non-expansive, predominately
granular structural fill .
The excavated materials, if not being used, should be removed offsite and replaced with a non-expansive,
predominately granular structural fill. The recompacted native material or structural fill should be placed in
uniform lifts not to exceed 6 inches thick and compacted to at least 98 % of the standard Proctor (ASTM D
698) maximum dry density and within 2 percentage points of the optimum moisture content. BEST
Engineering should evaluate the suitability of fill materials prior to placement.
The over-excavation for either option should extend a minimum of 5 feet beyond the edges of the proposed
footings . Prior to the recompacted native material or structural fill placement, any soft, loose, and/or wet
subgrade soils should be compacted. The backfill material should be free of snow and ice, vegetation, topsoil,
organics, trash, construction debris, oversized rocks greater than 4-inches in diameter, and other deleterious
material. A representative of BEST should observe the recompacted native material or structural fill placement
and moisture/density testing should be completed to assure compliance with the recommendations provided
herein.
Foundation performance is greatly dependent on the amount of moisture introduced to the underlying soils
which could result in excessive movement of the structure . Proper surface grading and foundation drain
installation will help to reduce water infiltration in the subsoils . Recommendations within the Surface Drainage
and the Underdrain System sections below, should be followed. Recommendations provided in this section are
meant to reduce potential settlement, but even properly placed structural fill will not completely eliminate the
risk of settlement. A drilled pier, grade beam and structurally supported floor system should be used if the
owner cannot tolerate potential movement.
FLOOR SLABS
We recommend that the soils beneath the floor slab be over-excavated and recompacted with native soils to a
depth of 18 inches. The reworked soils are suitable to support lightly to moderately loaded slab-on-grade
construction. To reduce the effects of differential movement, floor slabs should be separated from all bearing
walls and columns with expansion joints , which allow unrestrained vertical movement. Interior non-bearing
partitions resting on floor slabs should be provided with slip joints so that, if the slabs move, the movement
cannot be transmitted to the upper structure . This detail is also important for wallboards, stairways and door
frames . Slip joints which will allow at least 1 . 5 inches of vertical movement are recommended.
Floor slab control joints should be used to reduce damage due to shrinkage cracking. Joint spacing is
dependent on slab thickness, concrete aggregate size, and slump, and should be consistent with recognized
guidelines such as those of the Portland Cement Association (PCA) and American Concrete Institute (ACI) .
The joint spacing and slab reinforcement should be established by the designer based on experience and the
intended slab use .
[7]
Locations: Summit County & Lakewood, Colorado • Psalm 20 • Phone: 970.409 .9670 • Matt@BestEngineeringUSA.com
Mailing: 747 Sheridan Boulevard , Unit 2A • Lakewood, Colorado 80211 ■ Phone: 303 .238. 1770 • OfficeCa BestEngineeringUSA.com
EMI Warehouse pir
Project Number 19- 1081 B • E • ii,J • I •
Fill placed beneath floor slabs may consist of native onsite soils, an imported structural fill, or non-expansive,
predominantly granular material. The geotechnical engineer should evaluate the suitability of fill materials
prior to placement.
Slab performance is greatly dependent on the amount of moisture introduced to the underlying soils , which
could result in potential excessive movement causing uneven slabs and cracking. Proper surface grading and
foundation drain installation will help to reduce water infiltration in the sub - slab soils . Recommendations
within the Surface Drainage and the Underdrain System sections below, should be followed.
Recommendations provided in this section are meant to reduce the possible distress caused by slab movement
but will not completely eliminate risk. A structurally supported floor system should be used if the owner
cannot tolerate potential movement.
SURFACE DRADRAINAGE
Proper surface drainage is very important for acceptable performance of the slab -on-grade during construction
and after the construction has been completed. The following recommendations should be used as guidelines
and changes should be made only after consultation with the geotechnical engineer.
1 . Excessive wetting or drying of the excavation and underslab areas should be avoided during construction.
2 . The ground surface surrounding the exterior of the building should be sloped to drain away from the
foundation in all directions . We recommend a minimum slope of 12 inches in the first 10 feet in unpaved
areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free-draining wall backfill should
be capped with approximately 2 feet of the onsite finer graded soils to facilitate surface drainage. Site
drainage beyond the 10-foot zone should be designed to promote runoff and reduce infiltration. These
slopes may be changed as required for handicap access points in accordance with the Americans with
Disabilities Act.
3 . Xeriscaping should be considered with limited irrigation within 4 feet of the foundation walls. Roof
downspouts and drains should discharge well beyond the limits of all backfill and onto splash blocks .
UNDERDRAIN SYSTEM
The slab-on-grade construction precludes the need for an underdrain system. It is recommended that an
impermeable plastic sheet be placed beneath the floor slab to reduce moisture migration through the concrete
slab . The sheet should be secured to the interior of the foundation walls. There should be a minimum one -foot
side lap and at least two feet of end lap .
PAVEMENT THICKNESS DESIGN
N
If the recommendations provided below are followed, the proposed pavement sections should provide
acceptable performance for the property.
A pavement section is a layered system designed to distribute concentrated traffic loads to the subgrade.
Performance of the pavement structure is directly related to the physical properties of the subgrade soils and
traffic loadings . Soils are represented for pavement design purposes by means of a resilient modulus R) for
flexible pavements and a modulus of subgrade reaction (k) for rigid pavements . Both values are empirically
related to strength.
[8]
Locations: Summit County & Lakewood , Colorado Psalm 20 Phone: 970.409 .9670 • Matt@BestEngineeringUSA.com
Mailing: 747 Sheridan Boulevard , Unit 2A Lakewood, Colorado 80211 Phone: 303 .238. 1770 • Office@BestEngineeringUSA.com
EMI Warehouse
Project Number 19- 1081 B • E • •
HOT MIX ASPHALT (HMA)
1 . Subgrade Materials — Based on the results of the field exploration and laboratory test data, the pavement
subgrade materials at the site classify as A- 6, in accordance with the American Association of State
Highway and Transportation Officials (AASHTO) classification system. Soils classifying as A-3 would
generally be considered to provide fair to poor subgrade support.
The R-value of the onsite material (estimated to be between 5 and 10) was converted to resilient modulus
(MR) values of 3 ,027 and 3 ,563 psi, using CDOT and AASHTO methods for conversion. B ased on this, we
have selected an MR of 3 ,295 psi for pavement thickness design calculations .
2 . Design Traffic — It appears that daily traffic at the site will be generally limited to automobiles that will
utilize the facility along with delivery and trash trucks on a routine basis . At the time of the report, traffic
data was not available. Therefore, we have estimated traffic usage based on similar facilities . We have
assumed an 1 -kip equivalent single axle loading (ESAL) of 36,500 for areas restricted to automobile
parking.
If the assumptions indicated above appear to be different than actual traffic values for the site, we should be
notified to reevaluate the pavement thickness requirements .
3 . Pavement Sections — The pavement sections were calculated using the 1993 AASHTO pavement design
procedures . For flexible pavement design, an initial serviceability of 4. 5 and 2.0, respectively, were
selected with a reliability of 70 percent. If other design parameters are preferred, we should be contacted in
order to reevaluate the recommendations presented in this report.
However, the City of Longmont minimum requirements for private streets, drives and fire lanes require the
following sections. Private drives, fire lanes, and parking should be paved with 1 foot of over excavated
and re-compacted native material and a minimum of 5 . 5 inches of full-depth asphalt.. As an alternative to
the full-depth asphalt recommendations, a composite section consisting of 4 inches of asphalt over 6. 0
inches of aggregate base course may be used for the parking areas.
Truck loading areas, dumpster pads, and other areas where truck turning movements are concentrated
should be paved with a minimum of 6 inches of Portland cement concrete . All concrete pavement areas on
the site should contain sawed or formed joints to 14 of the depth of the slab at a maximum distance of 12
feet on center.
4 . Pavement Material Recommendations — The asphalt mix should meet the latest requirements of the CDOT
Standard Specifications for Road and Bridge Construction. The asphalt placed for the project should be
designed in accordance with the SuperPave gyratory mix design method. The mix should meet Grading S
or SX requirements . A SuperPave gyratory design revolution (LADES) of 75 should be used in the design
process. A PG 64-22 asphalt binder should be used for the mix .
5 . Subgrade Preparation — The pavement subgrade should be scarified to a depth of 12 inches, adjusted to a
moisture content within 2 percentage points of the optimum moisture content and recompacted to at least
95% of the standard Proctor maximum dry density (ASTM D 698) . Subgrade should not contain organic
matter or other deleterious substances .
The pavement subgrade should be proof-rolled with a heavily loaded pneumatic -tired vehicle of a heavy,
smooth drum compactor. Pavement design procedures assume a stable subgrade. Areas that deform
excessively under a heavy wheel load are not stable and should be removed and replaced to achieve a
stable subgrade prior to paving. The contractor should be aware that the clay soils, including onsite and
imported materials, may become somewhat unstable and deform under wheel loads if placed near the upper
end of the moisture range .
[9]
Locations: Summit County & Lakewood , Colorado Psalm 20 Phone: 970.409 .9670 • Matt@BestEngineeringUSA.com
Mailing: 747 Sheridan Boulevard , Unit 2A Lakewood, Colorado 80211 Phone: 303 .238. 1770 • Office@BestEngineeringUSA.com
EMI Warehouse pir
Project Number 19- 1081 B • E • ii,J •IJ •
6 . Paving should only be performed when subgrade temperatures are above 40 * F and air temperature is at
least 400 F and rising.
7 . HMA should not be placed at a temperature lower than 245 ° F for mixes containing PG 64-22 asphalt, and
2900 F for mixes containing polymer modified asphalt. The breakdown compaction should be completed
before the mixture temperature drops 20O F.
8 . The maximum compacted lift should be 3 . 0 inches and joints should be staggered. No joints should be
placed within wheel paths.
9 . HMA should be compacted to between 92 and 96 percent of Maximum theoretical Density, The surface
shall be sealed with a finish roller prior to the mix cooling to 185 * F .
10 . Placement and compaction of HIM should be observed and tested by a representative of our firm.
Placement should not commence until the subgrade is properly prepare, tested and proof-rolled.
11 . Drainage — The collection and diversion of surface drainage away from paved areas is extremely important
to the satisfactory performance of the pavement structure . Drainage design should provide for the removal
of water from paved areas and prevent the wetting of the subgrade soils.
PORTLAND CEMENT CONCRETE (PCC)
1 . Portland cement concrete should have a minimum compressive strength of 4,500 psi at 28 days and a
minimum modulus of rupture (flexural strength) of 650 psi . CDOT approved Class P mix design is also
acceptable . A job mix design is recommended and periodic checks on the job site should be made to verify
compliance with specifications .
2 . Portland cement should be Type II "low alkali" and should conform to ASTM C 150 . Portland cement
should conform to ASTM C 150 .
3 . Portland cement concrete should not be placed when the subgrade or air temperature is below 40 ° F.
4 . Free water should not be finished into the concrete surface and finishers should not use a steel trowel on the
surface. Atomizing nozzle pressure sprayers for applying finishing compounds are recommended whenever
the concrete surface becomes difficult to finish.
5 . Curing of the portland cement concrete should be accomplished by the use of a curing compound. The
curing compound should be applied in accordance with manufacturer recommendations .
6 . Curing procedures should be implemented, as necessary, to protect the pavement against moisture loss,
rapid temperature change, freezing, and mechanical injury.
7 . Construction joints, including longitudinal joints and transverse joints, should be formed during
construction or sawed after the concrete has begun to set, but prior to uncontrolled cracking.
8 . All joints should be properly sealed using a rod back-up and approved epoxy sealant.
9 . Traffic should not be allowed on the pavement until it has properly cured and achieved at least 80 percent
of the design strength, with saw j oints already cut.
[ ICI]
Locations: Summit County & Lakewood , Colorado Psalm 20 Phone: 970.409 .9670 • Matt@BestEngineeringUSA.com
Mailing: 747 Sheridan Boulevard , Unit 2A Lakewood, Colorado 80211 Phone: 303 .238. 1770 • Office@BestEngineeringUSA.com
EMI Warehouse pir
Project Number 19- 1081 B • E • kal • •
10 . Placement of portland cement concrete should be observed and tested by a representative of our firm.
Placement should not commence until the subgrade is properly prepared and tested.
CONSTRUCTION DETAILS
The design of a pavement system is as much a function of the quality of the paving materials and construction
as the support characteristics of the subgrade . The construction materials are assumed to possess sufficient
quality as reflected by the strength coefficients used in the flexible pavement design calculations. These
strength coefficients were developed through research and experience to simulate expected material of good
quality, as explained herein. During construction careful attention should be paid to the following details:
• Placement and compaction of trench backfill.
• Compaction at curblines and around manholes and water valves.
• Excavation of completed pavements for utility construction and repair.
• Moisture treating or stabilization of the subgrade to reduce swell potential.
Design slopes of the adjacent ground and pavement to rapidly remove water from the pavement surface.
MAINTENANCE
Routine maintenance, such as sealing and repair of cracks, is necessary to achieve the long-term life of a
pavement system. We recommend a preventive maintenance program be developed and followed for all
pavement systems to assure the design life can be realized. Choosing to defer maintenance usually results in
accelerated deterioration leading to higher future maintenance costs, and/or repair.
SEISMIC
This area of Longmont is located in Seismic Design Category "B ". The soil at the foundation level has a very
dense soil profile. The average soil profile in the top one-hundred feet provides an overall "stiff soil" profile,
which provides a Site Class of "D". Based on the subsurface profile, site seismicity, and the anticipated ground
conditions; liquefaction is not a design consideration.
HOMEOWNER PRECAUTIONS
All new construction has an adjustment period after construction is completed. Exterior and interior
observation should be performed on a regular basis . The exterior backfill should be checked for positive
drainage away from the foundation. No ponding of water should be observed` Roof downspouts and splash
blocks should direct water away from the foundation. The discharge of any sump should be free of blockage
and discharge away from the foundation.
DESIGN AND CONSTRUCTION SUPPORT SERVICES
Please consider retaining BEST to provide the following services :
1 . Review of the project plans and specifications for conformance with the recommendations provided in this
report.
2 . Observation and testing to document that the intent of this report and that the requirements of the plans and
specifications are being followed during construction.
[ 11 ]
Locations: Summit County & Lakewood , Colorado Psalm 20 ■ Phone: 970.409 .9670 • Matt@BestEngineeringUSA.com
Mailing: 747 Sheridan Boulevard , Unit 2A Lakewood, Colorado 80211 Phone: 303 .238. 1770 • Office@BestEngineeringUSA.com
EMI Warehouse
Project Number 19- 1081 B . E . S .T .
3 . Identification of possible variations in subsurface conditions from those encountered in this study , so that
recommendations can be re-evaluated, if needed.
4 . Preparation of a shoring plan, if necessary, for the protection of adjacent structures .
BEST is also available to assist the design team in preparing specifications for the geotechnical aspects of the
project and performing additional studies if necessary to accommodate possible changes in the proposed
construction.
LIMITATIONS
This study has been conducted in accordance with generally accepted geotechnical engineering practices in this
area for exclusive use by the client for design purposes . Copying of this report or portions of this report
without the express written permission of Best Engineering Solutions and Technologies, LLC (BEST), is
specifically prohibited. We make no warranty either express or implied. The conclusions and recommendations
submitted in this report are based upon data obtained from the exploratory test borings at the locations
indicated on Fig. 2, and the proposed construction. This report may not reflect subsurface variations that occur
between the explorations . The nature and extent of variations across the site may not become evident until site
grading and excavations are performed. If fill, soil, rock or water conditions appear to be different from those
described herein, BEST should be advised at once so that a re-evaluation of the recommendations presented in
this report can be made . BEST is not responsible for liability associated with interpretation of subsurface data
by others .
The scope of services for this project does not include any environmental assessment of the site or
identification of contaminated or hazardous materials or conditions . In addition, this study does not include
determination of the presence, prevention, or possibility of mold or other biological contaminants developing
in the future. If the owner is concerned about the potential for such contamination, other studies should be
undertaken.
Matthew A. Best, P.E .
Project Engineer
[ 12]
Locations: Summit County & Lakewood, Colorado - Psalm 20 • Phone: 970.409 .9670 • Matt@BestEngineeringUSA.com
Mailing: 747 Sheridan Boulevard , Unit 2A • Lakewood, Colorado 80211 ■ Phone: 303 .238. 1770 • OfficeCa BestEngineeringUSA.com
B . E . S . T.
TABLE 1 . 1
SUMMARYOF LABORATORY TEST RESULTS
(Foundation Borings)
PROJECT : EMI Warehouse PROJECT NO: 19- 1087 DATE : May 31 , 2019
LOCATION : Longmont, Co SOURCE : Field Test Boring / Lab Testing
ATTERBERG GRADATION
*. Sample Nat. Natural LIMITS Additional
Boi in° Depth Type Dry Moist. % Swell and Test
No. P YP Density' ° % Sand % Fines Consolidation Results Soil Description
(Note 1) PC (%) LL PI Gravel -No. -No. 200 (Note
+No . 4 +No . 200
FB- 1 4 CA 100 9 79 CT=0.0% Sandy Clay
FB- 1 9 CA 118 13 89 SW=0. 1 % Sandy Claystone
FB- 1 14 CA 118 15 91 Sandy Claystone
FB- 1 19 CA 103 12 93 C'1 =0. 1 % Sandy Claystone
FR-2 4 CA 107 9 74 CT=0.3% Sandy Clay
FB-2 9 CA 114 12 . 4 Sandy Claystone
FB-2 14 CA 104 15 97 CT=O.5% Sandy Claystone
FR-2 19 CA 110 15 Sandy Claystone
FR-3 4 CA 108 6 72 Sandy Clay
FR-3 9 CA 115 11 52 Sandy Claystone
FB-3 19 CA 109 11 68 Sandy Claystone
FB-3 24 CA 100 12 95 CT=O. 1 % Sandy Claystone
FB-3 29 CA 114 17 91 Sandy Claystone
NOTE 1- Sample Type NOTE 2-Shear Strength Tests NOTE 3- Additional Test Results
BS=Bag Sample C 1 = U. nc nfl ed Compression TT=Triaxial Test
AS=Auger Sample C2=Miniature Compression PT=Proctor
r
ST=Shelby Tube C3=Pocket Penetrometer CT=Consolidation Test
CA=Ca.lifornia Sample C4=Pocket Value RA Radon Testing (pCilL)
RM=Remolded Sample pH = pH of soil
HD=Hand Drive OR = Organic content of soil
AD=Ai.r Dried
TABLE: 1
Page 1 of 2
Locations: Summit County & Lakewood, Colorado • Psalm 20 • Phone: 970.409 .9670 m Matt BestEngineeringUSA. com
Mailing: 747 Sheridan Boulevard, Unit 2A Lakewood, Colorado 80211 ■ Phone: 303 .238 . 1770 = Office@BestEngineeringUSA. com
B . E . S . T .
TABLE 1 . 2
SUMMARY O LABORATORY TEST RESULTS
(Pavement Borings)
PROJECT: EMI Warehouse PROJECT NO : 19- 1087 DATE : May 31 , 2019
LOCATION: Longmont, CO SOURCE : Field Test Boring / Lab Testing
ATTERBERG GRADATIONSample Nat. Natural LIMITS f Additional
Boring Depth Type Dry Moist. % % Sand i Sv4 e11 and Test Soil Description
No. Note 1) Density (%) LL PI Gravel _No, 4 % Fines Consolidation Results
+No. 4 +No. 200 -No. 200 (Note
PB- 1 1 CA 100 10 40 21 97 S =4.0% Sandy Clay
PB- 1 4 CA 110 9 73 Sandy Clay
PB- 1 9 CA 113 14 91 S =0.5% Sandy Claystone
PB-2 1 CA 110 9 40 21 82 CT=0. 1 % Sandy Clay
PB-2 4 CA 98 6 70 Sandy Clay
PB-2 9 CA 107 11 57 Sandy Claystone
NOTE 1- Sample Type NOTE 2-Shear Strength Tests NOTE 3- Additional Test Results
BS=Bag Sample C 1 = Unconfined Compression TT=Tri axial Test
AS=Auger Sample C2=Miniature Compression PT=Proctor
ST=Shelby Tube C3=Pocket Penetrometer CT=Consolidation Test
CA=California Sample C4=Pocket Value RA=Radon Testing (pCi!L)
RM=Remolded Sample pH = pH of soil
HD=Hand Drive OR = Organic content of soil
AD=Air Dried
TABLE: 1
Page 2 of 2
Locations: Summit County & Lakewood, Colorado • Psalm 20 • Phone: 970.409 .9670 • Matt@BestEngineeringUSA.com
Mailing : 747 Sheridan Boulevard, Unit 2A • Lakewood, Colorado 80211 ■ Phone: 303 .238. 1770 • Office@BestEngineeringUSA.com
B . E . S .T.
SITE MAP
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Project Number 19-1081 Figure 1
Locations: Summit County & Lakewood , Colorado iii Psalm 20 H Phone: 970.409 .9670 - Matt@BestEngineeringUSA. com
Mailing : 747 Sheridan Boulevard, Unit 2A Lakewood, Colorado 80211 • Phone: 303 .238. 1770 • Office@BestEng 'nee ringUSA. corm
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LEGEND: Bit — Indicates approximate location of exploratory boring
Project Number 19-1081 Figure 2
Locations: Summit County & Lakewood , Colorado iii Psalm 20 I Phone: 970.409 .9670 - Matt@BestEngineeringUSA. com
Mailing : 747 Sheridan Boulevard, Unit 2A Lakewood, Colorado 80211 ■ Phone: 303 .238. 1770 • Office@BestEnginee ring USA. corm
APPROXIMATE
BORING ELEVATIONS
FB 1 FB 2 FB 3
4941 ' 4939' 4943' "
0
. ` :. : :7 :./ • 4 . . ;
— f. ./...2
• 16/12 " 2.••: . •• 18/12 "" .:., 4. •: : .� 18/12 " —
. Z., :/. ..):./. . 2.> /7 - ( :::1 '7 J
\ N
- < .. . . "" ; . . . : 50/6 "
N 50/7 " —
10'
— \ ... . \ . . S —
— :< :.\-. .C . . . .
. .:
\s. . . ....N.% 50/9 " . .
50/5 " - 50/7 " 50/3 "
tit . ._
. . .
- 50/3 " —
25 ' . . . . . 25 '
- : •.::.; 50/7 " —
30 30'
35 ' 35 '
FOUNDATION BORING LOGLakewood Office:
4,01Ingir�eecing
Sons 1 747 Sheridan Blvd, Unit 2A
TechnologiesLakewood, CO 80214
Project Locator ' DRAWN BY: MKT SCALE :
REVIEWED BY: MAB Vertical: 1 " = 5'
EMI Warehouse DATE: May 31 , 2019 Horizontal: VA
Longmont, Colorado PROJECT NO: 19- 1081 FIGURE: 3 A
APPROXIMATE
PAVEMENT BORING ELEVATIONS
PB - 1 PB-2
0' 4939'! ' 4943 ' '
/. ...Y.::/: ••••/• 24/ 12" .../.... ./ /. 10/12 "
,, ,././.-: 4%-->.: ' . 2:- /.. .E.
•/: ;: •/-1-7. .:_-): 21/ 12" :. : . 7/ 12"
•
./...._/•/. 2 - .x .24
• - 1
'' ; -- -. 7 `. . '
• -\\
— 50/7" . - - 50/5" —
.T.:: :: -,.. . .. ....N
1 0' Via,. .:. : : ,:: :; .:. : — 101
12 ' 12 '
PAVEMENT BORING LOGLakewood Office:
Engineering
oln i d 747 Sheridan idan Blvd, Unit 2A
TechnologiesLakewood, CO 80214
Project Location : DRAWN BY: MKT SCALE :
REVIEWED BY: MAB Vertical : 1 " _ 51
EMI Warehouse DATE : May 31 , 2019 Horizontal: N/A
Longmont, Colorado PROJECT NO: 19- 1081 FIGURE: 3 B
1:;•.>:.:1; Sandy clay, fme grained, tan to orange. ,s : - - ' Sandy claystone, fine grained, some gravel, orange
\\\
( 0 )
N._ Water Level, Time After Drilling (0 = At Time of Drilling)
r Disturbed Sample Collected
Undisturbed Sample Collected
X/12 " Blow Counts ; Number of Blows to Drive the Sampler 12 -Inches (ASTM D- 1586)
(( X )) Depth of Caving Soils
NOTES :
1 . The samples were collected on May 14, 2019 with a C E 45 truck mounted drill rig and 4" solid flight
auger.
2. The stratification lines represent the approximate boundary between soil types and the transition may be
gradual.
3 . The boring log(s) show subsurface conditions at the dates and locations indicated, and it is not
warranted that they are representative of subsurface conditions at other locations or times .
4. Elevations are provided by Google Earth and are considered approximate.
Best LakewoodOffice:
LEGEND NOTESf
Geotechnical Engineering Study
Solutions and 747 Sheridan Blvd, Unit 2A
TechnologiesLakewood, CD 80214
Project Location: DRAWN BY: MKT SCALE:
REVIEWED BY: MAB Vertical: N/A
EMI Warehouse DATE : May 31 , 2019 Horizontal : N/A
Longmont, Colorado PROJECT NO: 19- 1081 FIGURE: 4
Swell -Consolidation
FB - 1 at 4I
2%
1 %
C,
U)
0_
- 1 % .
-2%
0 . 10 1 . 00 10 . 00
Load ( KSF)
Swell -Consolidation
FB - 1 at 9 '
2% - -
% _01)
ale
10% .
- 1 %
-2%
0 . 10 1 . 00 10 . 00
Load ( KSF)
Best Lakewood Office:
ngineering 747 Sheridan Blvd, Unit 2A
Swell- Consolidation Tests
Solutions and Lakewood, CO 80214
Technologies
Project Location: DRAWN BY: MKT SCALE:
EMI Warehouse I- D BY: MAB Vertical : NA
Longmont Colorado DATE : May 31 , 2019 Horizontal :
PROJECT NO : 19- 1081 FIGURE:5a
Swell -Consolidation
FB - 1 at 19 '
2% -
1 %
1:7: 0% • • • • •
U)
0_
_ °/a
-2%
0 . 10 1 . 00 10 . 00
Load ( KSF)
Swell -Consolidation
FB -2at4 '
2% - -
1 /0
0
c no/
oci
L
0
0
_ 1 % -
-2% 1_ �.
0 . 10 1 . 00 10 . 00
Load ( KSF)
Best Lakewood Office:
ngineering 747 Sheridan Blvd, Unit 2A
Swell- Consolidation Tests
Solutions and Lakewood, CO 80214
Technologies
Project Location: DRAWN BY: MKT SCALE:
EMI Warehouse I- D BY: MAB Vertical : NA
Longmont, Colorado DATE : May 31 , 2019 Horizontal :
PROJECT NO : 19- 1081 FIGURE:5b
Swell -Consolidation
FB -2 a 14 '
2% -
1 %
1:7:H. 010
U)
0_
- 1 % . . •
-2%
0 . 10 1 . 00 10 . 00
Load ( KSF)
Swell -Consolidation
FB -3 a 24 '
2% - ,
1 %
0
c not
o
ci
L
0
0
- 1 % -
-2%
0 . 10 1 . 00 10 . 00
Load ( KSF)
Best Lakewood Office:
ngineering 747 Sheridan Blvd, Unit 2A
Swell- Consolidation Tests
Solutions and Lakewood, CO 80214
Technologies
Project Location: DRAWN BY: MKT SCALE:
EMI Warehouse I- D BY: MAB Vertical : NA
Longmont, Colorado DATE : May 31 , 2019 Horizontal :
PROJECT NO : 19- 1081 FIGURE :5c
Swell -Consolidation
PB - I at 1 '
3% -
2%
C,
C
C,
U
0 0°r
0
- #
-2%
0 . 10 1 . 00 10 . 00
Load ( KSF)
Swell -Consolidation
PB - I at 9 '
2%
el %
a)
cu
- 1 %
-2% I 1Th_
0 . 10 1 . 00 10 . 00
Load ( KSF)
Best Lakewood Office:
ngineering 747 Sheridan Blvd, Unit 2A
Swell- Consolidation Tests
Solutions and Lakewood, CO 80214
Technologies
Project Location: DRAWN BY: MKT SCALE:
EMI Warehouse CHECKED BY: MAB Vertical : NA
Longmont, Colorado DATE : May 31 , 2019 Horizontal :
PROJECT NO : 19- 1081 FIGURE:5d
Swell -Consolidation
B5 at 1 '
2% -
1 %
U)
" 0%
0_
-2%
0 . 10 1 . 00 10 . 00
Load ( KSF)
Best Lakewood Office:
ngineering 747 Sheridan Blvd, Unit 2A
Swell- Consolidation Tests
Solutions and Lakewood, CO 80214
Technologies
Project Location: DRAWN BY: MKT SCALE:
EMI Warehouse I D BY: MAB Vertical : NA
Longmont, Colorado DATE : May 31 , 2019 Horizontal :
PROJECT NO : 19- 1081 FIGURE: 5e
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