HomeMy WebLinkAboutSCHOOLSIDE PARK - BDR240009 - SUBMITTAL DOCUMENTS - ROUND 2 - Geotechnical (Soils) Report (3)Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01
March 27, 2020
Prepared for:
J-U-B Engineers, Inc.
4745 East Boardwalk Drive, #200
Fort Collins, Colorado 80525
Attention: Mr. Dan Tuttle, P.E.
Project Manager
Prepared by:
RockSol Consulting Group, Inc.
12076 Grant Street
Thornton, Colorado 80241
(303) 962-9300
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01
March 27, 2020
Prepared for:
J-U-B Engineers, Inc.
4745 East Boardwalk Drive, #200
Fort Collins, Colorado 80525
Attention: Mr. Dan Tuttle, P.E.
Project Manager
Prepared by:
RockSol Consulting Group, Inc.
12076 Grant Street
Thornton, Colorado 80241
(303) 962-9300
____________________ ________________________
Madison Philips, E.I.T. Donald G. Hunt, P.E.
Civil Engineering Associate Senior Geotechnical Engineer
____________________ ________________________
Ryan Lepro Jacob Sphatt, E.I.T.
Engineering Geologist Civil Engineering Associate
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 i March 27, 2020
Table of Contents
1.0 PROJECT OBJECTIVE AND DESCRIPTION ................................................................ 1
2.0 PROJECT SITE CONDITIONS....................................................................................... 2
3.0 GEOLOGICAL CONDITIONS ......................................................................................... 3
4.0 SUBSURFACE EXPLORATION ..................................................................................... 3
5.0 SURFACE AND SUBSURFACE CONDITIONS ............................................................. 5
5.1 Existing Asphalt Pavement Sections ..................................................................... 5
5.2 Fill Material ........................................................................................................... 6
5.3 Native Subgrade Soils .......................................................................................... 6
5.4 Sedimentary Bedrock ............................................................................................ 6
5.5 Groundwater ......................................................................................................... 6
6.0 LABORATORY TESTING ............................................................................................... 7
7.0 SUBGRADE CHARACTERIZATION .............................................................................. 7
7.1 Roadway Subgrade Soil Classification .................................................................. 8
7.2 Subgrade Support Test Results (R-Value) ............................................................ 8
7.3 Swell/Consolidation Potential of Roadway Subgrade Soils ................................... 8
7.4 Water Soluble Sulfate Content .............................................................................. 9
8.0 PAVEMENT DESIGN RECOMMENDATIONS ..............................................................10
8.1 Pavement Subgrade Characterization..................................................................10
8.2 Pavement Section Recommendations .................................................................11
8.3 Subgrade Preparation (Prior to Pavement Construction) .....................................11
9.0 EARTHWORK ...............................................................................................................12
9.1 Compaction Specifications ...................................................................................12
10.0 CONCRETE BOX CULVERT EXTENSION FOUNDATION RECOMMENDATIONS .....13
10.1 Shallow Footing Foundation Alternative with Ground Improvement ..................13
11.0 SEISMICITY DISCUSSION ...........................................................................................14
11.1 General ............................................................................................................14
11.2 Seismic Design Parameters .............................................................................15
12.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS.....................................16
13.0 LIMITATIONS ................................................................................................................16
ATTACHMENTS
Figure 1: Borehole Location Plan Sheet
Appendix A: Legend and Individual Borehole Logs
Appendix B: Pavement Core Log Summary
Appendix C: Summary of Laboratory Test Results
Appendix D: Pavement Design Output Sheets
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 1 March 27, 2020
1.0 PROJECT OBJECTIVE AND DESCRIPTION
This report documents the geotechnical engineering investigation performed by RockSol
Consulting Group, Inc. (RockSol) for the Timberline Road Improvements Project in the City of Fort
Collins, Colorado (see Image 1, Site Vicinity Map).
Image 1 – Site Vicinity Map (Google Maps)
The City of Fort Collins (City) is planning to make improvements to Timberline Road from Trilby
Road to Stetson Creek Drive, and to extend the existing culvert structure at Mail Creek Ditch. The
purpose of the improvements to Timberline Road is to widen Timberline Road from the existing
two-lane roadway to the City’s standard four-lane arterial section with median islands, utility
installations, sidewalks, bike facilities, landscaping and streetlights. The project will include
coordination with the Hansen Farms housing development project located to the northwest of the
intersection of Zephyr Road and Timberline Road. The objective of this project is to provide the
City with preliminary engineering design (30% design – FIR level), defining project footprint,
environmental review, traffic analysis, utility alignment/sizing and public outreach coordination.
The geotechnical investigation was conducted by RockSol as a subconsultant to JUB Engineers
for the City of Fort Collins. The scope of work for this geotechnical investigation included:
• Preparing a drilling/sampling program to perform a subsurface investigation and
implementing the program to collect soil samples for laboratory testing.
• Performing laboratory tests and analyzing the data.
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 2 March 27, 2020
• Preparing a report that presents the field and laboratory data obtained, geological setting
and conditions, geotechnical design parameters for the culvert structure extension and
roadway pavement thickness recommendations.
Surface and groundwater hydrology, hydraulic engineering, and environmental evaluation of site
soils and groundwater for possible contaminant characterization were not included in RockSol’s
geotechnical scope of work.
2.0 PROJECT SITE CONDITIONS
Timberline Road is an important arterial roadway that connects residential areas to major
amenities. A combination of residential, commercial, and undeveloped land surrounds the project
limits including Bacon Elementary School on the northeast corner of Zephyr Road and Timberline
Road.
Timberline Road currently consist of two lanes, one in each direction, with a center turn lane for
the majority of the project vicinity and northbound and southbound shoulders as well as bike lanes
for a majority of the project site vicinity. Timberline Road at Stetson Creek Drive, Kechter Road,
Zephyr Road, Fossil Creek Parkway and Trilby Road have been previously widened to
accommodate turn lanes for the intersections. The existing lanes are approximately 12 feet wide
and surfaced with asphalt pavement.
Topography along the project limits of Timberline Road generally consists of nearly flat slopes
with a general trend of decreasing elevation toward the east. Mail Creek Ditch crosses Timberline
Road once within the project limits (see Image 2). The existing box culvert structure (Structure
No. TMB-KTR) that takes Timberline Road traffic over the Mail Creek Ditch will be extended. The
box culvert will be extended on both sides of Timberline Road to accommodate the new four-lane
arterial section. In addition, safety improvements for the culvert extension including the installation
of bridge rails, approach rails, rail transitions and rail ends to meet AASHTO guidelines were
proposed following an inspection in March of 2018 by Michael Baker International.
Image 2 –Timberline Road over Mail Creek Ditch
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 3 March 27, 2020
3.0 GEOLOGICAL CONDITIONS
Based on information presented in the United States Geological Survey (USGS) Geologic Map
(See Image 3, Site Geology Map) of the Boulder-Fort Collins-Greeley Area, Colorado, by Roger
B. Colton, dated 1978, Quaternary Eolium (Qe) is mapped at or near the surface of the project
site limits, with Upper Cretaceous Upper (Pierre Shale) Shale Member (Kpu) mapped southwest
of the southern end of the project site. Eolium generally consists of windblown clay, silt (loess)
and sand, while the Upper Shale Member consists of gray concretionary silty shale. During
RockSol’s drilling/sampling operations, sandy to clayey material was encountered in the upper 5
feet, with sandy clay to clayey sand with trace gravel and silt material encountered with depth.
The material encountered was consistent with Eolium deposits. Bedrock was not encountered to
the maximum depths drilled of 30 feet below existing grade.
Image 3 – Site Geology Map (Boulder – Fort Collins – Greeley Area, Colorado 1978)
4.0 SUBSURFACE EXPLORATION
For this investigation, RockSol completed a total of seventeen boreholes identified as B-1 and B-
2, and P-1 through P-15. B-1 and B-2 were drilled near each end of the existing concrete box
culvert structure where Mail Creek Ditch crosses under Timberline Road. Borings P-1 through P-
15 were drilled along Timberline Road and at the cross streets of Trilby Road and Zephyr Road
at spacings ranging from approximately 300 feet to 500 feet for the purposes of identifying existing
pavement thickness and characterizing subgrade soils for new pavement design.
In addition to the 15 pavement borings, RockSol obtained 4 pavement cores on Timberline Road,
Fossil Creek Parkway, and Kechter Road. Pavement cores were obtained with a 4-inch diameter
diamond tipped core barrel and were recovered then taken to RockSol’s office for photographic
documentation. The locations of the geotechnical investigation boreholes and pavement cores
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 4 March 27, 2020
are summarized below in Table 4.1 and are shown in Figure 1 - Borehole Location Plan. The
boreholes were drilled between January 22, 2020 and January 24, 2020.
Table 4.1- Borehole and Pavement Core Location Summary
Borehole/
Core ID Borehole/Core Location Lane Location
SB Timberline Road, ~1,100 feet S of Kechter Road Right Shoulder
NB Timberline Road, ~1,150 feet S of Kechter Road Right Lane
NB Timberline Road, ~200 feet S of Trilby Road Left Turn Lane
WB Trilby Road, ~130 feet E of Timberline Road Right Lane
SB Timberline Road, ~460 feet N of Trilby Road Right Shoulder
NB Timberline Road, ~75 feet N of Westchase Road Right Lane
Timberline Road, ~200 feet S of Fossil Creek Pkwy Center Turn Lane
NB Timberline Road, ~270 feet N of Fossil Creek Pkwy Right Shoulder
Timberline Road, ~100 feet N of Rosen Drive Center Turn Lane
WB Zephyr Road, ~250 feet E of Timberline Road Right Shoulder
SB Timberline Road, ~40 feet N of Zephyr Road Right Shoulder/Bike Lane
NB Timberline Road, ~500 feet N of Zephyr Road Right Shoulder
NB Timberline Road, ~745 feet S of Kechter Road Right Lane
SB Timberline Road, ~275 feet S of Kechter Road Right Shoulder
NB Timberline Road, ~185 feet N of Kechter Road Right Off-Shoulder
Timberline Road, ~800 feet N of Kechter Road Center Turn Lane
SB Timberline Road, ~1300 feet N of Kechter Road Right Shoulder
NB Timberline Road, ~225 feet S of Trilby Road Left Turn Lane
EB Fossil Creek Pkwy, ~80 feet E of Timberline Road Right Lane
WB Kechter Road, ~150 feet E of Timberline Road Left Turn Lane
NB Timberline Road, ~230 feet N of Kechter Road Right Shoulder
A truck mounted CME-45 drill rig was used for drilling and sampling. Culvert structure boreholes
were advanced to depths of approximately 30 feet and pavement boreholes were advanced to
depths of approximately 10 feet below existing grades using 4-inch and 6-inch outside diameter
solid stem augers. The boreholes were logged in the field by a representative of RockSol with the
depth to groundwater, if encountered, noted at the time of drilling. Each borehole was backfilled
at the completion of drilling and groundwater level checks and patched with surface asphalt patch
mix when drilled within existing pavement.
Subsurface materials were sampled using modified California barrel and standard split spoon
samplers. The modified California barrel sampler has an outside diameter of approximately 2.5
inches and an inside diameter of 2 inches. The standard split spoon sampler used had an outside
diameter of 2 inches and an inside diameter of 1⅜-inches. Brass tube liners are used with the
modified California barrel sampler to retain samples for density and swell testing. Sample
retaining liners are not used with the standard split spoon sampler.
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 5 March 27, 2020
Standard Penetration Tests (SPT) and Penetration Tests (PT) were performed at selected
intervals using an automatic hammer lift system. The standard split spoon sampling method is
the SPT described by ASTM Method D-1586. PT were performed using the modified California
barrel sampler. A standard hammer weighing 140 pounds falling 30 inches per ASTM D3550 was
used for both the SPT and PT. The modified California Barrel sampling method is similar to the
SPT test with the difference being the sampler dimensions and the number of 6-inch intervals
driven with the hammer. It is RockSol’s experience that blow counts obtained with the modified
California sampler tend to be slightly greater than a standard split spoon sampler. Penetration
resistance values (blow counts) were recorded for each sampling event. Blow counts, when
properly evaluated, indicate the relative density or consistency of the soils. Depths at which the
samples were taken, the type of sampler used, and the blow counts that were obtained are shown
on the Boring Logs (See Appendix A).
5.0 SURFACE AND SUBSURFACE CONDITIONS
The surface and subsurface materials encountered by RockSol at our borehole locations included
asphaltic pavement, fill material, and native soils. A brief description of the materials encountered
is presented below.
5.1 Existing Asphalt Pavement Sections
Asphalt pavement was encountered in Boreholes B-1, B-2, P-1 through P-12, P-14, and P-15 and
Cores C-2 through C-4. Asphalt pavement ranged in thickness from 6.75 inches to 9.75 inches.
A Pavement Core Log Summary was produced by RockSol to describe the location, thickness,
layers, and general quality of pavement at each coring location (See Appendix B – Pavement
Core Log Summary).
Portland Cement Concrete Pavement (PCCP) was encountered at C-1 and measured 10.0 inches
in thickness. Asphalt pavement was not encountered in Borehole P-13 because the boring was
drilled off-shoulder.
Aggregate base course (ABC) was noted below the pavement in Boreholes B-1, B-2, P-1 through
P-12, P-14, and P-15 with observed thicknesses of 7 to 20 inches. A summary of existing
pavement section thickness encountered at each borehole location is presented in Table 5.1.
Pavement section thicknesses are also shown on the individual borehole logs in Appendix A.
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 6 March 27, 2020
Table 5.1 – Existing Pavement Sections
Borehole/Core
ID Pavement Type Thickness Thickness
B-1 Asphalt Pavement 7.5 12.0
B-2 Asphalt Pavement 8.0 12.0
P-1 Asphalt Pavement 7.5 20.0
P-2 Asphalt Pavement 8.0 12.0
P-3 Asphalt Pavement 7.5 10.0
P-4 Asphalt Pavement 7.0 10.0
P-5 Asphalt Pavement 7.75 10.0
P-6 Asphalt Pavement 8.0 10.0
P-7 Asphalt Pavement 7.5 10.0
P-8 Asphalt Pavement 7.5 8.5
P-9 Asphalt Pavement 7.75 10.0
P-10 Asphalt Pavement 8.0 8.0
P-11 Asphalt Pavement 8.0 10.0
P-12 Asphalt Pavement 8.25 13.0
P-13 Not Encountered NE NE
P-14 Asphalt Pavement 7.5 7.0
P-15 Asphalt Pavement 7.5 12.0
C-1 Concrete Pavement 10.0 NM
C-2 Asphalt Pavement 6.75 NM
C-3 Asphalt Pavement 7.0 NM
C-4 Asphalt Pavement 9.75 NM
NE = Not Encountered; NM = Not Measured
5.2 Fill Material
Fill material was encountered in most boreholes drilled within Timberline Road and generally
extended to depths ranging from 2.5 feet to 6 feet below existing grades. Fill material consisted
of medium stiff to very stiff sandy clay with gravel. The fill material appears to be associated with
Timberline Road roadway construction.
5.3 Native Subgrade Soils
The native soils encountered in these boreholes were generally comprised of soft to very stiff
slightly silty to sandy clay with gravel in parts, and loose to medium dense clayey to silty sand
with gravel in parts. The native soil encountered by RockSol is generally consistent with the eolium
materials identified on the USGS Geological Map (See Image 2 – Site Geology Map) found in
Section 3.0 of this report.
5.4 Sedimentary Bedrock
Bedrock was not encountered at any borehole location to the maximum drilled depths of
approximately 30 feet.
5.5 Groundwater
Groundwater was encountered during drilling/sampling activities at borehole locations B-1 and B-
2 at approximate depths of 16 feet and 17 feet below existing grades (elevations of approximately
4,949 feet and 4,947 feet), respectfully, at the time of drilling operations. See Table 5.2,
Approximate Groundwater Depths and Elevations for approximate depths to groundwater, where
encountered. Due to the location of the boreholes, all boreholes were backfilled at the completion
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 7 March 27, 2020
of drilling/sampling operations, therefore long-term monitoring of groundwater elevations was not
performed.
Table 5.2 – Approximate Groundwater Depths and Elevations
Borehole
Ground Surface
Elevation
(Feet)
Bottom of Borehole
Elevation
(Feet)
Groundwater
Depth
(Feet)
Groundwater
Elevation
(Feet)
B-1 4,963.9 4,933.9 16 4,947.9
B-2 4,963.8 4,933.8 17 4,946.8
Groundwater elevations are subject to change depending on climatic conditions, water flows in
Mail Creek Ditch, local irrigation practices, changes in local topography, and changes in surface
storm water management. Groundwater elevations may lower during the Ditch “shutdown” period.
Long-term monitoring of groundwater elevations is required to establish groundwater fluctuations.
6.0 LABORATORY TESTING
Soil samples retrieved from the borehole locations were examined by the project geotechnical
engineer in the RockSol laboratory. Selected samples were tested and classified per the Unified
Soil Classification System (USCS). The following laboratory tests were performed in accordance
with the American Society for Testing and Materials (ASTM), American Association of State
Highway and Transportation Officials (AASHTO), and current local practices:
• Natural Moisture Content (ASTM D-2216)
• Percent Passing No. 200 Sieve (ASTM D-1140)
• Liquid and Plastic Limits (ASTM D-4318)
• Dry Density (ASTM D-2937)
• Gradation (ASTM D 6913)
• Water Soluble Sulfates (CDOT CP-L 2103)
• Soil Classification (ASTM D-2487, ASTM D-2488, and AASHTO M145)
• Swell Test (ASTM D-4546)
• Resistance Value (AASHTO T-190)
R-Values (Resistance Values) were tested by Cesare, Inc. All other laboratory tests were
performed by RockSol. Laboratory test results are presented in Appendix C and are also
summarized on the Borehole Logs presented in Appendix A.
7.0 SUBGRADE CHARACTERIZATION
Laboratory test results were used to characterize the engineering properties of the subsurface
material encountered. For soil classification, RockSol conducted sieve analyses and Atterberg
Limits tests. RockSol assigned R-Value testing based on the results of the soil classifications.
Swell tests were used to determine the swell or consolidation characteristics of the subsurface
materials. Lab testing was also performed on selected samples to determine the water-soluble
sulfate content of subsurface materials to assist with cement type recommendations. A summary
of the physical and chemical test results is included in Appendix C.
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 8 March 27, 2020
7.1 Roadway Subgrade Soil Classification
Subgrade bulk samples of existing roadway grades were obtained at various depths from each
pavement borehole location and were tested for AASHTO soil classification. The subgrade soils
tested varied between A-6 and A-7-6 AASHTO soil types. A summary of the subgrade soil
classifications is presented in Table 7.1.
Table 7.1 – Subgrade Soil Classifications
Borehole Location Depth (feet) AASHTO Classification
P-1 2.3 – 4 A-6 (7)
P-2 1.7 – 4 A-6 (10)
P-3 1.5 – 4 A-6 (4)
P-4 1.5 – 7 A-7-6 (15)
P-5 1.5 – 4 A-6 (5)
P-6 1.6 – 4 A-6 (5)
P-7 1.67 – 4 A-6 (13)
P-8 1.3 – 7 A-6 (16)
P-9 1.5 – 4 A-6 (6)
P-10 1.3 – 4 A-6 (10)
P-11 1.6 – 4 A-6 (5)
P-12 1.75 – 4 A-6 (8)
P-13 0.6 – 4 A-6 (5)
P-14 1.16 – 7 A-6 (9)
P-15 1.67 – 7 A-6 (4)
7.2 Subgrade Support Test Results (R-Value)
To test the subgrade support characteristics, R-Value laboratory tests were performed on composite
samples obtained from Boreholes P-7 and P-8, and P-9 and P-11. R-Value test results of 10 and 22
were obtained from the samples. A summary of the R-Value tests is presented in Table 7.2 below
Table 7.2 - R-Value Summary
Sample Type R-Value
Composite P-7 at 1.67’ to 4’----A-6 (13)
P-8 at 1.3’ to 4’----A-6 (16) 10 6,482
Composite P-9 at 1.5’ to 4’----A-6 (6)
P-11 at 1.6’ to 4’----A-6 (5) 22 8,053
For pavement design purposes, Larimer County Urban Street Standards (LUCASS) requires
correlation of R-Value to Resilient Modulus (Mr) for input into the pavement design equation. For
this report, RockSol used the CDOT correlation equation as stated in the 2020 CDOT M-E Pavement
Design Manual for conversion of R-value to Resilient Modulus.
7.3 Swell/Consolidation Potential of Roadway Subgrade Soils
Based on swell test results and plasticity index (PI) testing, the subgrade soils encountered within
the upper 4 feet of the pavement surface of Timberline Road exhibit low to moderate swell potential
and low consolidation potential (0.0 to 2.0 percent swell under 150 pounds per square foot (psf)
surcharge pressure.
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 9 March 27, 2020
Tests performed on samples obtained from Boreholes B-1 and B-2 at the Mail Creek Ditch structure
exhibited 0.1 to 0.7 percent consolidation under 500 pounds per square foot (psf) surcharge
pressure).
Based on the swell/consolidation test results and subgrade soil classifications obtained, special
mitigation methods for expansive soil are not deemed necessary for the proposed culvert structure
extension. However, moisture conditioning of exposed subgrade material should be controlled during
new roadway construction (See Section 8.3).
Based on consolidation and penetration data obtained from the boreholes drilled, special mitigation
for the design and construction of the proposed culvert structure extension is recommended (See
Section 10). Mitigation may consist of over excavation and replacement with coarse, granular
material with geosynthetic fabrics or geogrids to help stabilize the foundation soils.
7.4 Water Soluble Sulfate Content
Cementitious material requirements for concrete in contact with site soils or groundwater is
typically based on the percentage of water-soluble sulfate. Mix design requirements for concrete
exposed to water soluble sulfates in soils or water is considered by CDOT as shown in Table 7.4a
and in the CDOT Standard Specifications for Road and Bridge Construction, dated 2019. Water
Soluble Sulfate Testing Results are summarized in Table 7.4b.
Table 7.4a – Requirements to Protect Against Damage to Concrete
by Sulfate Attack from External Sources of Sulfate
sulfate sulfate (SO4), in dry Sulfate (SO4), in
water, ppm
Water cementitious
ratio, maximum material
Class 0 0.00 to 0.10 0 to 150 0.45 Class 0
Class 1 0.11 to 0.20 151 to 1,500 0.45 Class 1
Class 2 0.21 to 2.0 1,501 to 10,000 0.45 Class 2
Class 3 2.01 or greater 10,001 or greater 0.40 Class 3
Table 7.4b – Water Soluble Sulfate Testing Summary
Borehole 4
B-1 4 0.00 Class 0
B-1 9 0.00 Class 0
B-2 4 0.00 Class 0
B-2 14 0.00 Class 0
P-1 2.3 – 4 0.23 Class 2
P-2 1.7 – 4 0.02 Class 0
P-3 1.5 – 4 0.06 Class 0
P-4 1.5 – 7 1.10 Class 2
P-5 1.5 – 4 0.44 Class 2
P-6 1.6 – 4 0.51 Class 2
P-7 1.67 – 4 0.01 Class 0
P-8 1.3 – 7 0.00 Class 2
P-9 1.5 – 4 0.00 Class 2
P-10 1.3 – 4 0.04 Class 1
P-11 1.6 – 4 0.22 Class 2
P-12 1.75 – 4 0.13 Class 1
P-13 0.6 – 4 0.20 Class 2
P-14 1.16 – 7 0.10 Class 0
P-15 1.67 – 7 0.03 Class 0
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 10 March 27, 2020
The concentration of water-soluble sulfates measured in soil samples obtained from RockSol’s
exploratory boreholes ranged from 0.00 percent to 1.10 percent by weight. Based on the results
of the water-soluble sulfate testing, concrete in contact with subgrade materials may be
constructed with cement meeting the requirements for CDOT Exposure Class 2. Concrete
constructed with ASTM C150 Type II, III, or V cement is appropriate for Class 2 requirements.
8.0 PAVEMENT DESIGN RECOMMENDATIONS
New pavement is planned for the widening of Timberline Road from Trilby Road to Stetson Creek
Drive. Pavement thickness evaluation for development of flexible and rigid pavement design
recommendations within the City of Fort Collins right of way was performed in accordance with
Chapter 10 – Pavement Design and Report, Larimer County Urban Area Street Standards (April
1, 2007) and AASHTO Guide for the Design of Pavements (1993 with the 1998 update for rigid
pavement).
RockSol understands that for arterial and collector level intersections, 20-year design traffic
loading needs to be combined for the shared use areas and a separate design analysis is
required. RockSol obtained functional classifications of roads within the project limits using
Larimer County’s Road Information Locator and determined the Traffic Loading ESAL’s for a 20-
year design life from Table 10-1 in Chapter 10 - Pavement Design and Report, Larimer County
Urban Area Street Standards (April 1, 2007). See Table 8 below for 20-year design traffic loading
and separate design analysis requirements. As noted in Section 7.2, correlation of subgrade soil
R-Value to Resilient Modulus for this report was performed using the latest correlation used by
CDOT.
Table 8 – Road Classification and Design Analysis Requirements
Road Classification Design Required at Intersection with
Timberline Road Four Lane Arterial 1,460,000 Not Applicable
Trilby Road Two Lane Arterial 730,000 Yes
Westchase Road Two Lane Residential 36,500 No
Fossil Creek Parkway Two Lane Residential 36,500 No
Rosen Drive Two Lane Residential 36,500 No
Zephyr Road Commercial Collector 730,000 Yes
Kechter Road Two Lane Arterial 730,000 Yes
Traffic loading of 1,460,000 ESAL’s for a 20-year design life were used for Timberline Road. For
the intersections of Trilby Road, Zephyr Road, and Kechter Road with Timberline Road a
combined traffic loading of 2,190,000 ESAL’s for a 20-year design life were used. Separate design
analysis for the intersections of Westchase Road, Fossil Creek Parkway, and Rosen Drive with
Timberline Road were not deemed necessary by RockSol based on their residential
classifications. RockSol understands that new and reconstructed Arterial/Arterial intersections are
to be constructed with rigid pavement in accordance with Chapter 8 – Intersections, Larimer
County Urban Area Street Standards (April 1, 2007).
8.1 Pavement Subgrade Characterization
Subgrade bulk samples within the upper four feet of existing roadway grades were obtained at each
borehole location and were tested for AASHTO soil classification. The subgrade soils tested
classified as A-6 and A-7-6 AASHTO soil types (See Sections 7.1 and 7.2).
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 11 March 27, 2020
Based on R-Value testing, subgrade resilient modulus value of 6,482 psi (R-Value 10) is considered
appropriate for new pavement constructed on the existing site soils.
8.2 Pavement Section Recommendations
A summary of the recommended pavement section thicknesses for pavement placed on the
existing site soils or imported soils that have a minimum R-Value of 10 is presented in Table 8.2a
and Table 8.2b and the pavement design output sheets are included in Appendix D.
Table 8.2a – Pavement Section Thickness Recommendations
(20 Year Design Life at 1,460,000 ESAL’s) (Mainline)
R-Value = 10 HMA Over
ABC
R-Value = 10 PCCP Over
ABC
HMA = Hot Mix Asphalt; ABC = Aggregate Base Course; PCCP = Portland Cement Concrete Pavement
Table 8.2b – Pavement Section Thickness Recommendations
(20 Year Design Life at 2,190,000 ESAL’s)(Intersections)
R-Value = 10 HMA Over
ABC
R-Value = 10
HMA = Hot Mix Asphalt; ABC = Aggregate Base Course; PCCP = Portland Cement Concrete Pavement
HMA pavement shall consist of CDOT-approved mix designs. The top lift (2 inches) of new HMA
should consist of SX(100) PG-64-28 materials. Underlying HMA should consist of S(100) PG 64-
28 materials. ABC should consist of material meeting CDOT Class 5 or 6 Aggregate Base Course
per CDOT 703.03. Concrete mix designs shall consist of CDOT-approved mixes for pavements.
8.3 Subgrade Preparation (Prior to Pavement Construction)
Prior to construction of new pavements on subgrade soils, the underlying subgrade should be
properly prepared by removal of all organic matter (topsoil), debris, loose material, and any
deleterious material identified by the Project Engineer followed by scarification, moisture
conditioning and recompaction. The minimum depth of scarification, moisture conditioning and
re-compaction in all cases shall be 6 inches. Cobbles greater than 6 inches in diameter, if
encountered, should be removed from the scarification zone.
Prior to pavement section construction, subgrade proof rolling with pneumatic tire equipment shall
be performed using a minimum axle load of 18 kips per axle after specified subgrade compaction
has been obtained. Areas found to be weak and those areas which exhibit soft spots, non-uniform
deflection or excessive deflection as determined by the project engineer shall be ripped, scarified,
wetted or dried if necessary, and re-compacted to the requirements for density and moisture.
Complete coverage of the proof roller will be required. The use of flyash to assist with subgrade
stabilization is acceptable if the contractor proposes to use it.
All pavement subgrade preparation, including final proof-rolling, pavement materials, and
pavement construction shall conform to the current Larimer County Urban Area Street Standards
(Chapter 22 – Materials and Construction Specifications). At a minimum, roadway subgrade
moisture conditioning and compaction should meet the compaction specifications outlined in
Table 8.3.
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 12 March 27, 2020
Table 8.3 –Roadway Subgrade Compaction Specifications
A-1, A-2-4, A-2-5, A-3 95% of AASHTO T99 -3 to +3
A-2-6, A-2-7 95% of AASHTO T99 -2 to +2
A-4, A-5, A-6 and A-7 95% of AASHTO T99 -2 to +2
MDD = Maximum Dry Density; OMC = Optimum Moisture Content
Based on the results of our field and laboratory tests, A-6 and A-7-6 soils are anticipated to be
encountered at existing pavement subgrade elevations within the project limits.
9.0 EARTHWORK
To accommodate widening of Timberline Road, new embankment may be required along the
roadway alignment. At some locations minor cuts may be required. Materials used to construct
embankments, roadway side slopes, structure backfill, and aggregate base course materials
should meet the material and moisture density control requirements specified in Chapter 22 of
the Larimer County Urban Area Street Standards (current edition).
At a minimum, the ground surface underlying all embankment fills should be carefully prepared
by removing all organic matter (topsoil), scarification to a minimum depth of 12 inches and
recompacting to the requirements for maximum dry density and moisture content listed in Table
9 of this report prior to fill placement.
Where fill material is to be placed on existing slopes steeper than 4 (H):1 (V), benching must be
performed to tie the new fill into the existing slope. Benching into the existing slopes shall allow
sufficient bench width to accommodate placing and compaction equipment to operate in a
horizontal orientation.
Broken concrete, broken asphalt, or other solid materials more than 6 inches in greatest
dimension shall not be placed within embankment areas supporting the roadway shoulders and
pavement structure. Claystone materials shall not be used for construction of new embankment.
Imported fill material used for embankment constructed shall be compatible with designed side
slopes. Material excavated from utility trenches may be used for backfill provided it does not
contain unsuitable material or particles larger than 3 inches. Unsuitable material includes, but is
limited to, topsoil, vegetation, brush, sod, trash, and other deleterious substances.
9.1 Compaction Specifications
Embankment material, structure backfill, and utility trench backfill shall be thoroughly compacted
to the moisture and density specifications required for the material tested, in accordance with
moisture conditioning and compaction specifications outlined in Chapter 22 of the Larimer County
Urban Area Street Standards (current edition). At a minimum, roadway subgrade moisture
conditioning and compaction should meet the compaction specifications outlined in Table 9.
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 13 March 27, 2020
Table 9 – Compaction Specifications
A-1, A-2-4, A-2-5, A-3 95% of AASHTO T99 -3 to +3
A-2-6, A-2-7 95% of AASHTO T99 -2 to +2
A-4, A-5, A-6 and A-7 95% of AASHTO T99 -2 to +2
MDD = Maximum Dry Density; OMC = Optimum Moisture Content
To reduce the risk of excessive compaction induced lateral earth pressures on the proposed
concrete box culvert structure and associated wing walls, if proposed, thin lifts (6 to 8 inches
maximum) and small manually operated equipment should be used within proximity of the inside
wall face. Compaction equipment or methods that produce horizontal or vertical earth pressures,
which may cause excessive displacement or overturning, or may damage structures, shall not be
used.
10.0 CONCRETE BOX CULVERT EXTENSION FOUNDATION RECOMMENDATIONS
Shallow foundation design is feasible for the proposed Concrete Box Culvert (CBC) structure over
Mail Creek Ditch. However, due to the presence of soft to very soft subsurface soil conditions,
ground improvement is recommended for a shallow footing foundation or a 4-sided CBC system.
Ground improvement will likely require excavations extend below groundwater elevations,
therefore dewatering and control of groundwater should be anticipated. RockSol assumes
construction of the CBC extension structures will occur during the seasonal “shutdown” period of
the Mail Creek Ditch. A discussion of ground improvement mitigation for a shallow foundation
system is presented below.
10.1 Shallow Footing Foundation Alternative with Ground Improvement
Boreholes B-1 and B-2 were advanced at the approximate location of existing CBC structure
TMB-KTR (see Borehole Location Plan Figure 1). RockSol considers a design groundwater
elevation of 4,947 feet appropriate for this location. Depending on the time of construction relative
to the time of Ditch “shutdown” the groundwater elevation may be encountered at a slightly lower
elevation.
Based on conditions encountered in RockSol Boreholes B-1 and B-2, ground improvement is
recommended to achieve a service bearing resistance greater than 1,000 psf for a shallow
concrete foundation (spread footing or a 4-sided CBC) system.
At a minimum, RockSol recommends ground improvement consisting of overexcavation of
subgrade soils to a minimum depth of 2.5 feet below the bottom of the concrete footing or CBC
bottom slab and replacement with 6-inches of CDOT Class 1 Structural Fill and at least 2-feet of
a crushed aggregate material meeting CDOT No. 57 Concrete Aggregate which is fully wrapped
with a CDOT approved Class 1 stabilization/separator geotextile. The crushed aggregate shall
extend horizontally beyond the limits of the footing by a length equal to the vertical depth of the
aggregate material. Placement of the aggregate material should be in horizonal lifts with a
maximum lift thickness of 8 inches. Compaction of each lift with vibratory methods is
recommended. RockSol recommends placement of at least 6-inches of granular material, such
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 14 March 27, 2020
as CDOT Class 1 Structural Fill between the top of the geotextile wrapped granular material and
the bottom of the foundation.
With two feet (vertically) of aggregate materials, RockSol considers a service bearing resistance
of 1.5 ksf appropriate. If greater service bearing resistance is required, additional thickness of
replaced subgrade soil is required. Bearing resistances, based on replacement thicknesses of
aggregate is presented in Table 10.1.
Table 10.1 - Bearing Resistances for Shallow Foundations After Ground Improvement
(without geogrid included)
Overexcavation
And
Replacement Thickness
(No. 57 Material)
Strength Limit State (LRFD)Service Limit State (LRFD)
Ultimate (Nominal)
Resistance
(ksf)
Factored
Resistance
(ksf)
Service Bearing Resistance
(LRFD)
(ksf)
A resistance factor of 0.45 is used to determine the factored bearing resistance for LRFD strength
limit state evaluation. Service limit state, service bearing resistance is estimated to correspond
to a total settlement of less than 1-inch. RockSol assumes a minimum foundation width of 6 feet.
Inclusion of geogrids within the replacement granular material will provide additional service
bearing resistance. For preliminary design considerations, an additional 0.5 ksf of service bearing
resistance may be achieved for each layer of geogrid included within the granular material when
placed at 12-inch intervals. At 12-inch intervals, one geogrid layer can be provided in the 2-foot
replacement layer; two geogrid layers can be provided in the 3-foot replacement layer; and three
layers can be provided in the 4-foot replacement layer.
A representative of the geotechnical engineer should observe all footing excavations prior to
placement of the geotextile and aggregate material. If unstable subgrade conditions are
encountered at the bottom of the subexcavation, additional excavation to allow placement of a
coarse stabilization material layer is recommended.
For evaluation of sliding resistance (AASHTO LRFD Bridge Design specifications (Eighth Edition)
Section 10.6.3.4), CDOT Class 1 Structural Fill is presented in Table 10.2.
Table 10.2 – Sliding Resistance Parameters – Shallow Foundations
Foundation
Bearing Material
Total Unit Weight
(pcf)
Angle of
Internal Friction
(degrees)
Undrained Shear Strength
(Cohesion)
(psf)
CDOT Class 1
Structural Fill 125 32 0
For a concrete footing cast in-place against a minimum of 6 inches in thickness of Class 1
Structural Fill, a nominal coefficient of friction of 0.67 and a resistance factor of 0.80 is
recommended.
11.0 SEISMICITY DISCUSSION
11.1 General
Boreholes B-1 and B-2 terminated approximately 30 feet below the top of the existing pavement on
Timberline Road at the Mail Creek Ditch crossing. Based on the subsurface conditions encountered,
including blow counts and laboratory testing, it is our opinion that the subject bridge sites meet criteria
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 15 March 27, 2020
for Seismic Site Class D, as defined by AASHTO LRFD Table 3.10.3.1-1. Shear wave velocity testing
was not performed by RockSol. Soil conditions necessary for Site Class E and F were not
encountered in RockSol’s boreholes.
For final design, RockSol recommends performing shear wave velocity testing or performing
penetration tests to a depth of 100 feet if determination of Seismic Site Class C conditions is
necessary. Seismic design parameters for Seismic Site Class D are discussed below.
11.2 Seismic Design Parameters
Seismic design parameters were obtained from the 2017 AASHTO Guide Specifications for LRFD
Seismic Bridge Design. Interpolated values for Peak Ground Acceleration Coefficient (PGA),
Spectral Response Acceleration Parameter for Short Period (Ss), and Spectral Response
Acceleration Parameter at 1-s Period (S1) were obtained using Figures 3.10.2.1-1, 3.10.2.1-2 and
3.10.2.1-3 of the 2017 AASHTO Guide Specifications for LRFD Seismic Bridge Design for the
project site. The seismic acceleration coefficients obtained from the Design Maps are presented
in Table 11.1.1.
Table 11.1.1 – Seismic Acceleration Coefficients
Timberline Road Over
Mail Creek Ditch Crossing
(Latitude°/Longitude°)
Peak Ground
Acceleration
(PGA)
Acceleration
Coefficient - Ss
Acceleration
Coefficient - S1
(40.506°/-105.039°) 0.060 0.125 0.033
The acceleration coefficients are then used to obtain Site Factors Fpga, Fa, and Fv based on the
defined Site Class as shown in Tables 3.10.3.2-1, 3.10.3.2-2 and 3.10.3.2-3 of the 2017 AASHTO
Guide Specifications for LRFD Seismic Bridge Design. A summary of the Site Factor values
obtained are shown in Table 11.1.2.
Table 11.1.2 – Seismic Site Factor Values
Mail Creek Ditch Crossing
pga
(at zero-period on
a
(for short period range of
v
(for long period range of
(40.506°/-105.039°) 1.60 1.60 2.40
Values for S1 and Fv are presented in Tables 11.1.1 and 11.1.2, shown above. The seismic design
category was determined with the 2017 AASHTO Guide Specifications for LRFD Seismic Bridge
Design Table 3.10.6-1. Table 11.1.3 summarizes the Seismic Design Category determination and
horizontal response spectral Acceleration Coefficients (SDS and SD1) obtained for the proposed
structure. Seismic Performance Zone determination is based on the value of the horizontal
response spectral Acceleration Coefficient, SD1, as determined by Eq. 3.10.4.2-6 and SDS, as
determined by Eq. 3.10.4.2-3 of the 2017 AASHTO Guide Specifications for LRFD Seismic Bridge
Design.
Table 11.1.3 – Seismic Performance Zone
Timberline Road Over
Mail Creek Ditch Crossing
(Latitude°/Longitude°)
Acceleration
Coefficient
(SD1)
and
Seismic Design
Acceleration
Coefficient, SDS
(40.506°/-105.039°) 0.0792 1 and B 0.200
SD1 ≤ 0.15 Seismic Design Category B is assigned when
0.067 ≤ S
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 16 March 27, 2020
12.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS
Proper construction practices, in accordance with Larimer County Urban Area Street Standards
(current edition), should be followed during site preparation, earthwork, excavations, and
embankment and retaining wall construction for the suitable long-term performance of the
proposed improvements. Excavation support should be provided to maintain onsite safety and
the stability of excavations and slopes. Excavations shall be constructed in accordance with local,
state and federal regulations including OSHA guidelines. The contractor must provide a
competent person to determine compliance with OSHA excavation requirements. For preliminary
planning, existing fill material and native soils may be considered as OSHA Type C soils.
Surface drainage patterns may be altered during construction and local landscape irrigation (if
any) must be controlled to prevent excessive moisture infiltration into the subgrade soils during
and after construction.
Environmentally contaminated material, if encountered, should be characterized and removed under
the direction of the project environmental consultant. Design and construction plans should be
reviewed, and onsite construction should be observed by the professional engineers.
13.0 LIMITATIONS
This geotechnical investigation was conducted in general accordance with the scope of work. The
geotechnical practices are similar to that used in the Colorado Front Range area with similar soil
conditions and our understanding of the proposed work. This report has been prepared for use
by J-U-B Engineers, Inc. and the City of Fort Collins for the project described in this report. The
report is based on our exploratory boreholes and does not consider variations in the subsurface
conditions that may exist between boreholes. Additional investigation is required to address such
variation. If during construction activities, materials or water conditions appear to be different from
those described herein, RockSol should be advised at once so that a re-evaluation of the
recommendations presented in this report can be made. RockSol is not responsible for liability
associated with interpretation of subsurface data by others. DRA
F
T
N
0 100 200
SCALE IN FEET
MA
T
C
H
L
I
N
E
A
MA
T
C
H
L
I
N
E
A
MA
T
C
H
L
I
N
E
B
N
0 100 200
SCALE IN FEET
N
0 100 200
SCALE IN FEET
MA
T
C
H
L
I
N
E
B
LEGEND
SO
U
T
H
E
N
D
O
F
P
R
O
J
E
C
T
NO
R
T
H
E
N
D
O
F
P
R
O
J
E
C
T
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 March 27, 2020
APPENDIX A
LEGEND
AND
INDIVIDUAL BOREHOLE LOGS
DRA
F
T
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
LITHOLOGY
LEGEND
Asphalt Pavement Fill - Aggregate Base
Course
Fill - CLAY, sandy TOPSOIL
Native - SAND, silty Native - SAND, gravelly
Native - SAND, clayey Native - CLAY, sandy
SAMPLE TYPE
Auger Cuttings
MODIFIED CALIFORNIA SAMPLER
2.5" O.D. AND 2" I.D.
WITH BRASS LINERS INCLUDED
SPLIT SPOON SAMPLER
2" O.D. AND 1 3/8" I.D.
NO LINERS
Fines Content indicates amount of material, by weight, passing the US No 200 Sieve (%)
15/12 Indicates 15 blows of a 140 pound hammer falling 30 inches was required to drive the
sampler 12 inches.
50/11 Indicates 50 blows of a 140 pound hammer falling 30 inches was required to drive the
sampler 11 inches.
5,5,5 Indicates 5 blows, 5 blows, 5 blows of a 140 pound hammer falling 30 inches was required
to drive the sampler 18 inches.
PR
O
J
E
C
T
L
E
G
E
N
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
3
0
/
2
0
GROUND WATER LEVEL AT TIME OF DRILLING
DRA
F
T
BULK
MC
MC
MC
MC
MC
MC
MC
9/12
5/12
6/12
3/12
12/12
11/12
8/12
-0.1
-0.4
0.00
0.00
115.9
97.2
105.2
117.7
117.6
108.5
106.7
17.6
23.1
21.6
17.2
14.6
20.9
21.8
39
31
15
12
24
19
Asphalt pavement, approximately 7.5" thick
Aggregate base course, approximately 1' thick
(Fill) CLAY, sandy, trace gravel in parts, moist, tan to
brown, stiff
(Native) CLAY, sandy, moist, light brown, medium stiff
(Native) SAND, clayey, moist, brown to reddish brown,
loose
(Native) SAND, with gravel, moist, brown to reddish
brown, medium dense
(Native) SAND, clayey, very moist to wet, gray with yellow,
medium dense
(Native) SAND, clayey, very moist, gray with yellow, loose
53.3
30.4
45.2
45.2
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/22/20
NOTES Right shoulder, 1 ft W of white edge line for bike lane
LOGGED BY M. Philips GROUND WATER LEVELS:
DRILLING CONTRACTOR Old Dirt Drilling
DATE STARTED 1/22/20 COMPLETED 1/22/20
NOTES Right shoulder, 1 ft W of white edge line for bike lane
LOGGED BY M. Philips
DATE STARTED 1/22/20
HOLE SIZE 4.0"
WATER DEPTH 16.0 ft on 1/22/20
DRILLING METHOD Solid Stem Auger
NORTH 101501.6 EAST 205224.7
GROUND ELEVATION 4963.9 ft
BORING LOCATION:SB Timberline Rd, ~1,100 ft S of Kechter Rd
ATTERBERG
LIMITS
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
DE
P
T
H
(f
t
)
0
5
10
15
20
25
30
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
EL
E
V
A
T
I
O
N
(f
t
)
4964
4959
4954
4949
4944
4939
4934
MATERIAL DESCRIPTION
FI
N
E
S
C
O
N
T
E
N
T
(%
)
PAGE 1 OF 1
BORING : B-1
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
ROCKSOL PROJECT NUMBER 579.01 CLIENT PROJECT NUMBER Fort Collins, CO
LO
G
-
C
L
I
E
N
T
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
3
0
/
2
0
Bottom of hole at 30.0 feet.
DRA
F
T
-0.3
-0.7
0.00
0.00
99.5
95.8
104.4
105.7
109.1
103.4
37
24
15
15
22
9
5/12
5/12
2/12
7/12
11/12
12/12
Asphalt pavement, approximately 8" thick
Aggregate base course, approximately 1' thick
(Native) CLAY, sandy, moist, brown, medium stiff
(Native) CLAY, sandy, moist, brown, medium stiff
(Native) SAND, clayey, grading to sandy CLAY in parts,
moist to wet, light brown with red and gray, loose to
medium dense
BULK
MC
MC
MC
MC
MC
MC
24.2
25.3
22.7
21.6
20.6
23.3
76.0
43.8
58.1
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/23/20
NOTES Right lane, 1 ft W of white edge line
LOGGED BY M. Philips GROUND WATER LEVELS:
DATE STARTED 1/23/20 COMPLETED 1/23/20
NOTES Right lane, 1 ft W of white edge line
HOLE SIZE 4.0"
WATER DEPTH 17.0 ft on 1/23/20
DRILLING METHOD Solid Stem Auger
NORTH 101451.0 EAST 205255.5
GROUND ELEVATION 4963.8 ft
BORING LOCATION:NB Timberline Rd, ~1,150 ft S of Kechter Rd
GROUND ELEVATION 4963.8 ft STATION NO.
HAMMER TYPE Automatic
ATTERBERG
LIMITS
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0
5
10
15
20
25
30
BL
O
W
CO
U
N
T
S
MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
FI
N
E
S
C
O
N
T
E
N
T
(%
)
EL
E
V
A
T
I
O
N
(f
t
)
4963.8
4958.8
4953.8
4948.8
4943.8
4938.8
4933.8
PAGE 1 OF 1
BORING : B-2
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
LO
G
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
4
/
2
0
Bottom of hole at 30.0 feet.
DRA
F
T
2.0
0.23
107.9
101.9
30 14 16
6/7/8
22/12
6/12
Asphalt pavement, approximately 7.5" thick
(ABC) SAND, slightly silty to gravelly, slightly moist to
moist, brown, medium dense, approximately 20.5" thick
BULK
SS
MC
MC
16.1
19.6
21.4
61.7
55.4
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/24/20
NOTES Left turn lane ~6 ft E of double yellow
LOGGED BY M. Philips/S. Scott GROUND WATER LEVELS:
DATE STARTED 1/24/20 COMPLETED 1/24/20
NOTES Left turn lane ~6 ft E of double yellow
HOLE SIZE 4.0"
WATER DEPTH None Encountered on 1/24/20
DRILLING METHOD Solid Stem Auger
NORTH 97154.3 EAST 205242.3
GROUND ELEVATION 4925.4 ft
BORING LOCATION:NB Timberline Rd ~200' S of Trilby Rd
GROUND ELEVATION 4925.4 ft STATION NO.
HAMMER TYPE Automatic
ATTERBERG
LIMITS
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0.0
2.5
5.0
7.5
10.0
BL
O
W
CO
U
N
T
S
MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
FI
N
E
S
C
O
N
T
E
N
T
(%
)
EL
E
V
A
T
I
O
N
(f
t
)
4925.4
4922.9
4920.4
4917.9
4915.4
PAGE 1 OF 1
BORING : P-1
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
LO
G
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
4
/
2
0
Bottom of hole at 10.0 feet.
(Native) CLAY, sandy with gravel in parts, slightly moist to
moist, very stiff to medium stiff, minor calcareous
Approximate Bulk Depth 2.3-4
Liquid Limit= 30
Plastic Limit= 14
Plasticity Index= 16
Fines Content= 61.7
Sulfate= 0.23DRA
F
T
0.5
0.02
109.3
101.7
33 16 17
4/5/5
9/12
6/12
Asphalt pavement, approximately 8" thick
(ABC) SAND, slightly silty to gravelly, slightly moist,
brown, medium dense, approximately 1' thick
(Fill) CLAY, sandy with gravel in parts, slightly moist to
moist, brown to gray, stiff
Bottom of hole at 10.0 feet.
BULK
SS
MC
MC
19.0
21.0
23.7
73.3
71.2
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/23/20
NOTES Right lane ~7 ft S of curb
LOGGED BY M. Philips GROUND WATER LEVELS:
DATE STARTED 1/23/20 COMPLETED 1/23/20
NOTES Right lane ~7 ft S of curb
HOLE SIZE 4.0"
WATER DEPTH None Encountered on 1/23/20
DRILLING METHOD Solid Stem Auger
NORTH 97398.8 EAST 205435.6
GROUND ELEVATION 4924.6 ft
BORING LOCATION:WB Tribly Rd ~130' E of Timberline Rd
GROUND ELEVATION 4924.6 ft STATION NO.
HAMMER TYPE Automatic
ATTERBERG
LIMITS
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0.0
2.5
5.0
7.5
10.0
BL
O
W
CO
U
N
T
S
MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
FI
N
E
S
C
O
N
T
E
N
T
(%
)
EL
E
V
A
T
I
O
N
(f
t
)
4924.6
4922.1
4919.6
4917.1
4914.6
PAGE 1 OF 1
BORING : P-2
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
LO
G
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
4
/
2
0
(Native) CLAY, sandy, moist, gray, stiff to medium stiff
Approximate Bulk Depth 1.67-4
Liquid Limit= 33
Plastic Limit= 16
Plasticity Index= 17
Fines Content= 73.3
Sulfate= 0.02DRA
F
T
BULK
SS
MC
MC
3/2/3
7/12
5/12
0.6
0.06
97.4
97.3
19.4
26.9
22.9
28 14 14
Asphalt pavement, approximately 7.5" thick
(ABC) SAND, slightly silty to gravelly, slightly moist to
moist, brown, medium dense, approximately 10" thick
(Fill) CLAY, sandy, slightly moist to moist, brown to light
brown, medium stiff
Bottom of hole at 10.0 feet.
55.0
54.4
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/23/20
NOTES Right shoulder, ~3 ft W of white edge line
LOGGED BY M. Philips GROUND WATER LEVELS:
DRILLING CONTRACTOR Old Dirt Drilling
DATE STARTED 1/23/20 COMPLETED 1/23/20
NOTES Right shoulder, ~3 ft W of white edge line
LOGGED BY M. Philips
DATE STARTED 1/23/20
HOLE SIZE 4.0"
WATER DEPTH None Encountered on 1/23/20
DRILLING METHOD Solid Stem Auger
NORTH 97859.5 EAST 205224.3
GROUND ELEVATION 4930.2 ft
BORING LOCATION:SB Timberline Rd, ~460' N of Trilby Rd
ATTERBERG
LIMITS
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
DE
P
T
H
(f
t
)
0.0
2.5
5.0
7.5
10.0
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
EL
E
V
A
T
I
O
N
(f
t
)
4930.2
4927.7
4925.2
4922.7
4920.2
MATERIAL DESCRIPTION
FI
N
E
S
C
O
N
T
E
N
T
(%
)
PAGE 1 OF 1
BORING : P-3
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
ROCKSOL PROJECT NUMBER 579.01 CLIENT PROJECT NUMBER Fort Collins, CO
LO
G
-
C
L
I
E
N
T
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
5
/
2
0
(Native) CLAY, sandy, moist, brown to gray, medium stiff,
slightly calcareous with iron staining
Approximate Bulk Depth 1.5-4
Liquid Limit= 28
Plastic Limit= 14
Plasticity Index= 14
Fines Content= 55.0
Sulfate= 0.06DRA
F
T
0.0
1.10
104.4
93.4
41 16 25
5/6/7
10/12
5/12
Asphalt pavement, approximately 7" thick
(ABC) SAND, slighty silty to gravelly, moist, brown,
medium dense, approximately 10" thick
(Fill) CLAY, sandy, slightly moist to moist, brown with
black, stiff to very stiff
(Native) CLAY, sandy, brown, moist, medium stiff
Bottom of hole at 10.0 feet.
BULK
SS
MC
MC
19.3
22.4
26.2
68.6
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/24/20
NOTES Right lane ~6 in W of white edge line
LOGGED BY M. Philips/S. Scott GROUND WATER LEVELS:
DATE STARTED 1/24/20 COMPLETED 1/24/20
NOTES Right lane ~6 in W of white edge line
HOLE SIZE 4.0"
WATER DEPTH None Encountered on 1/24/20
DRILLING METHOD Solid Stem Auger
NORTH 98393.8 EAST 205277.1
GROUND ELEVATION 4935.8 ft
BORING LOCATION:NB Timberline Rd, ~75' N of Westchase Rd
GROUND ELEVATION 4935.8 ft STATION NO.
HAMMER TYPE Automatic
ATTERBERG
LIMITS
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0.0
2.5
5.0
7.5
10.0
BL
O
W
CO
U
N
T
S
MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
FI
N
E
S
C
O
N
T
E
N
T
(%
)
EL
E
V
A
T
I
O
N
(f
t
)
4935.8
4933.3
4930.8
4928.3
4925.8
PAGE 1 OF 1
BORING : P-4
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
LO
G
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
4
/
2
0
(Native) CLAY, sandy, moist, gray to black to light brown,
stiff to medium stiff, trace organics, calcareous
Approximate Bulk Depth 1.5-7
Liquid Limit= 41
Plastic Limit= 16
Plasticity Index= 25
Fines Content= 68.6
Sulfate= 1.10DRA
F
T
0.3
0.44
110.9
100.7
36 20 16
15/13/14
11/12
6/12
Asphalt pavement, approximately 7.75" thick
(ABC) SAND, slightly silty to gravelly, moist, brown,
medium dense, approximatley 10" thick
(Fill) CLAY, sandy with gravel in parts, slightly moist to
moist, light brown, very stiff
(Native) CLAY, sandy with trace gravel, moist to very
moist, light brown, medium stiff
Bottom of hole at 10.0 feet.
BULK
SS
MC
MC
17.6
19.2
22.4
52.4
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/24/20
NOTES 6 ft W of NB yellow line
LOGGED BY M. Philips/S. Scott GROUND WATER LEVELS:
DATE STARTED 1/24/20 COMPLETED 1/24/20
NOTES 6 ft W of NB yellow line
HOLE SIZE 4.0"
WATER DEPTH None Encountered on 1/24/20
DRILLING METHOD Solid Stem Auger
NORTH 98867.3 EAST 205258.9
GROUND ELEVATION 4942.0 ft
BORING LOCATION:Center lane Timberline Rd, ~200' S of Fossil Creek Pkwy
GROUND ELEVATION 4942.0 ft STATION NO.
HAMMER TYPE Automatic
ATTERBERG
LIMITS
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0.0
2.5
5.0
7.5
10.0
BL
O
W
CO
U
N
T
S
MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
FI
N
E
S
C
O
N
T
E
N
T
(%
)
EL
E
V
A
T
I
O
N
(f
t
)
4942.0
4939.5
4937.0
4934.5
4932.0
PAGE 1 OF 1
BORING : P-5
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
LO
G
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
4
/
2
0
(Native) CLAY, sandy with trace gravel, moist, light brown,
stiff
Approximate Bulk Depth 1.5-4
Liquid Limit= 36
Plastic Limit= 20
Plasticity Index= 16
Fines Content= 52.6
Sulfate= 0.44DRA
F
T
BULK
SS
MC
MC
6/6/7
22/12
5/12
0.2
0.51
120.7
103.4
18.7
4.3
20.9
35 20 15
Asphalt pavement, approximately 8" thick
(ABC) SAND, slightly silty to gravelly, moist, brown,
medium dense, approximately 10" thick
(Native) CLAY, sandy to silty with gravel, moist, light
brown, medium stiff, slightly calcareous, minor organics
Bottom of hole at 10.0 feet.
51.1
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/24/20
NOTES Right shoulder/Bike lane, ~4 in E of white edge line
LOGGED BY M. Philips/S. Scott GROUND WATER LEVELS:
DRILLING CONTRACTOR Old Dirt Drilling
DATE STARTED 1/24/20 COMPLETED 1/24/20
NOTES Right shoulder/Bike lane, ~4 in E of white edge line
LOGGED BY M. Philips/S. Scott
DATE STARTED 1/24/20
HOLE SIZE 4.0"
WATER DEPTH None Encountered on 1/24/20
DRILLING METHOD Solid Stem Auger
NORTH 99366.3 EAST 205280.9
GROUND ELEVATION 4949.1 ft
BORING LOCATION:NB Timberline Rd, ~270' N of Fossil Creek Pkwy
ATTERBERG
LIMITS
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
DE
P
T
H
(f
t
)
0.0
2.5
5.0
7.5
10.0
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
EL
E
V
A
T
I
O
N
(f
t
)
4949.1
4946.6
4944.1
4941.6
4939.1
MATERIAL DESCRIPTION
FI
N
E
S
C
O
N
T
E
N
T
(%
)
PAGE 1 OF 1
BORING : P-6
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
ROCKSOL PROJECT NUMBER 579.01 CLIENT PROJECT NUMBER Fort Collins, CO
LO
G
-
C
L
I
E
N
T
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
5
/
2
0
(Fill) CLAY, sandy with gravel, moist, brown to dark brown
to black, stiff to very stiff
Approximate Bulk Depth 1.5-4
Liquid Limit= 35
Plastic Limit= 20
Plasticity Index= 15
Fines Content= 51.1
Sulfate= 0.51DRA
F
T
1.0
0.01
106.1
108.3
34 10 24
4/5/5
7/12
9/12
Asphalt pavement, approximately 7.5" thick
(ABC) SAND, slightly silty to gravelly, slightl moist to
moist, brown, medium dense, approximately 10" thick
(Native) SAND, silty to clayey, moist, tan, loose
Bottom of hole at 10.0 feet.
BULK
SS
MC
MC
17.2
19.8
18.5
68.7
62.7
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/22/20
NOTES ~5 ft W of NB yellow line
LOGGED BY M. Philips GROUND WATER LEVELS:
DATE STARTED 1/22/20 COMPLETED 1/22/20
NOTES ~5 ft W of NB yellow line
HOLE SIZE 4.0"
WATER DEPTH None Encountered on 1/22/20
DRILLING METHOD Solid Stem Auger
NORTH 99932.1 EAST 205261.8
GROUND ELEVATION 4961.6 ft
BORING LOCATION:Center turn lane Timberline Rd, ~100' N of Rosen Dr.
GROUND ELEVATION 4961.6 ft STATION NO.
HAMMER TYPE Automatic
ATTERBERG
LIMITS
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0.0
2.5
5.0
7.5
10.0
BL
O
W
CO
U
N
T
S
MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
FI
N
E
S
C
O
N
T
E
N
T
(%
)
EL
E
V
A
T
I
O
N
(f
t
)
4961.6
4959.1
4956.6
4954.1
4951.6
PAGE 1 OF 1
BORING : P-7
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
LO
G
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
4
/
2
0
(Native) CLAY, sandy, moist, grayish brown, medium stiff
Approximate Bulk Depth 1.67-4
Liquid Limit= 34
Plastic Limit= 10
Plasticity Index= 24
Fines Content= 68.7
Sulfate= 0.01
DRA
F
T
0.6
0.00
107.6
99.5
39 14 25
3/3/5
13/12
4/12
Asphalt pavement, approximately 7.5" thick
(ABC) SAND, slightly silty to gravelly, slightly moist to
moist, brown, medium dense, approximately 8.5" thick
(Fill) CLAY, sandy, slightly moist to moist, brown, medium
stiff to stiff
(Native) CLAY, sandy, very moist, light brown, soft to
medium stiff
BULK
SS
MC
MC
23.1
18.8
23.2
71.7
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/24/20
NOTES Right shoulder, ~1 ft N of bike lane white edge line
LOGGED BY M. Philips/S. Scott GROUND WATER LEVELS:
DATE STARTED 1/24/20 COMPLETED 1/24/20
NOTES Right shoulder, ~1 ft N of bike lane white edge line
HOLE SIZE 4.0"
WATER DEPTH None Encountered on 1/24/20
DRILLING METHOD Solid Stem Auger
NORTH 100376.3 EAST 205536.7
GROUND ELEVATION 4957.5 ft
BORING LOCATION:WB Zephyr Rd, ~250' E of Timberline Rd
GROUND ELEVATION 4957.5 ft STATION NO.
HAMMER TYPE Automatic
ATTERBERG
LIMITS
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
DE
P
T
H
(f
t
)
0.0
2.5
5.0
7.5
10.0
BL
O
W
CO
U
N
T
S
MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
FI
N
E
S
C
O
N
T
E
N
T
(%
)
EL
E
V
A
T
I
O
N
(f
t
)
4957.5
4955.0
4952.5
4950.0
4947.5
PAGE 1 OF 1
BORING : P-8
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
LO
G
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
4
/
2
0
Bottom of hole at 10.0 feet.
(Native) CLAY, sandy with trace gravel, moist, light brown,
stiff, iron staining at 4'
Approximate Bulk Depth 1.3-7
Liquid Limit= 39
Plastic Limit= 14
Plasticity Index= 25
Fines Content= 71.7
Sulfate= 0.00DRA
F
T
BULK
SS
MC
MC
2/3/4
17/12
7/12
2.0
0.00
113.8
105.7
15.3
17.6
20.3
31 14 17
Asphalt pavement, approximately 7.75" inches thick
(ABC) SAND, slightly silty to gravelly, slightly moist,
brown, medium dense, approximately 10" thick
(Fill) CLAY, sandy with gravel in parts, slightly moist to
moist, brown, medium stiff
Bottom of hole at 10.0 feet.
56.9
46.6
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/23/20
NOTES In bike lane, ~2 ft E of left bike lane white edge line
LOGGED BY M. Philips GROUND WATER LEVELS:
DRILLING CONTRACTOR Old Dirt Drilling
DATE STARTED 1/23/20 COMPLETED 1/23/20
NOTES In bike lane, ~2 ft E of left bike lane white edge line
LOGGED BY M. Philips
DATE STARTED 1/23/20
HOLE SIZE 4.0"
WATER DEPTH None Encountered on 1/23/20
DRILLING METHOD Solid Stem Auger
NORTH 100405.5 EAST 205229.9
GROUND ELEVATION 4962.2 ft
BORING LOCATION:SB Timberline Rd, ~40' N of Zephyr Rd
ATTERBERG
LIMITS
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
DE
P
T
H
(f
t
)
0.0
2.5
5.0
7.5
10.0
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
EL
E
V
A
T
I
O
N
(f
t
)
4962.2
4959.7
4957.2
4954.7
4952.2
MATERIAL DESCRIPTION
FI
N
E
S
C
O
N
T
E
N
T
(%
)
PAGE 1 OF 1
BORING : P-9
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
ROCKSOL PROJECT NUMBER 579.01 CLIENT PROJECT NUMBER Fort Collins, CO
LO
G
-
C
L
I
E
N
T
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
5
/
2
0
(Native) CLAY, sandy, grading to clayey SAND in parts,
slightly moist to moist, brown, very stiff to medium stiff,
minor calcareous
Approximate Bulk Depth 1.5-4
Liquid Limit= 31
Plastic Limit= 14
Plasticity Index= 17
Fines Content= 56.9
Sulfate= 0.00DRA
F
T
BULK
SS
MC
MC
2/3/3
8/12
6/12
1.2
0.04
102.3
104.6
28.0
21.4
22.5
38 18 20
Asphalt pavement, approximately 8" thick
(ABC) SAND, slightly silty to gravelly, moist, brown,
medium dense, approximately 8" thick
(Fill) CLAY, minor gravel in parts, moist, brown with black
in parts, medium stiff 64.5
74.8
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/24/20
NOTES Right shoulder, ~4 ft E of white edge line
LOGGED BY M. Philips/S. Scott GROUND WATER LEVELS:
DRILLING CONTRACTOR Old Dirt Drilling
DATE STARTED 1/24/20 COMPLETED 1/24/20
NOTES Right shoulder, ~4 ft E of white edge line
LOGGED BY M. Philips/S. Scott
DATE STARTED 1/24/20
HOLE SIZE 4.0"
WATER DEPTH None Encountered on 1/24/20
DRILLING METHOD Solid Stem Auger
NORTH 100881.4 EAST 205271.6
GROUND ELEVATION 4960.3 ft
BORING LOCATION:NB Timberline Rd, ~500' N of Zephyr Rd
ATTERBERG
LIMITS
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
DE
P
T
H
(f
t
)
0.0
2.5
5.0
7.5
10.0
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
EL
E
V
A
T
I
O
N
(f
t
)
4960.3
4957.8
4955.3
4952.8
4950.3
MATERIAL DESCRIPTION
FI
N
E
S
C
O
N
T
E
N
T
(%
)
PAGE 1 OF 1
BORING : P-10
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
ROCKSOL PROJECT NUMBER 579.01 CLIENT PROJECT NUMBER Fort Collins, CO
LO
G
-
C
L
I
E
N
T
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
5
/
2
0
Bottom of hole at 10.0 feet.
(Native) CLAY, sandy to slightly silty, moist to very moist,
light brown, medium stiff to stiff, minor calcareous
Approximate Bulk Depth 1.3-4
Liquid Limit= 38
Plastic Limit= 18
Plasticity Index= 20
Fines Content= 64.5
Sulfate= 0.04DRA
F
T
BULK
SS
MC
MC
6/6/7
5/12
2/12
0.9
0.22
100.6
92.3
15.4
21.8
21.8
30 17 13
Asphalt pavement, approximately 8" thick
(ABC) SAND, slilghtly silty to gravelly, slightly moist to
moist, brown, medium dense, approximately 10" thick
(Fill) CLAY, sandy, moist, light brown, stiff, calcarerous
(Native) CLAY, sandy, trace gravel in parts, slightly moist
to moist, light brown to reddish brown, soft
Bottom of hole at 10.0 feet.
61.8
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/23/20
NOTES Right lane, ~4 inches W of white edge line
LOGGED BY M. Philips GROUND WATER LEVELS:
DRILLING CONTRACTOR Old Dirt Drilling
DATE STARTED 1/23/20 COMPLETED 1/23/20
NOTES Right lane, ~4 inches W of white edge line
LOGGED BY M. Philips
DATE STARTED 1/23/20
HOLE SIZE 4.0"
WATER DEPTH None Encountered on 1/23/20
DRILLING METHOD Solid Stem Auger
NORTH 101870.8 EAST 205255.3
GROUND ELEVATION 4961.1 ft
BORING LOCATION:NB Timberline Rd, ~745' S of Kechter Rd
ATTERBERG
LIMITS
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
DE
P
T
H
(f
t
)
0.0
2.5
5.0
7.5
10.0
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
EL
E
V
A
T
I
O
N
(f
t
)
4961.1
4958.6
4956.1
4953.6
4951.1
MATERIAL DESCRIPTION
FI
N
E
S
C
O
N
T
E
N
T
(%
)
PAGE 1 OF 1
BORING : P-11
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
ROCKSOL PROJECT NUMBER 579.01 CLIENT PROJECT NUMBER Fort Collins, CO
LO
G
-
C
L
I
E
N
T
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
5
/
2
0
(Native) CLAY, sandy, trace gravel in parts, slightly moist
to moist, light brown to reddish brown, medium stiff, lightly
calcareous
Approximate Bulk Depth 1.5-4
Liquid Limit= 30
Plastic Limit= 17
Plasticity Index= 13
Fines Content= 61.8
Sulfate= 0.22DRA
F
T
BULK
SS
MC
MC
6/5/5
9/12
5/12
1.2
0.13
102.0
92.8
21.9
23.9
18.6
36 18 18
Asphalt pavement, approximately 8.25" thick
(ABC) SAND, slightly silty to gravelly, slightly moist to
moist, brown, medium dense, approximately 13" thick
(Fill) CLAY, slightly moist, dark gray to black, stiff
(Native) CLAY, sandy with trace gravel, moist, light brown,
calcareous, medium stiff
58.2
55.2
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/23/20
NOTES Right shoulder, ~1 ft W of white edge line
LOGGED BY M. Philips GROUND WATER LEVELS:
DRILLING CONTRACTOR Old Dirt Drilling
DATE STARTED 1/23/20 COMPLETED 1/23/20
NOTES Right shoulder, ~1 ft W of white edge line
LOGGED BY M. Philips
DATE STARTED 1/23/20
HOLE SIZE 4.0"
WATER DEPTH None Encountered on 1/23/20
DRILLING METHOD Solid Stem Auger
NORTH 102342.7 EAST 205221.3
GROUND ELEVATION 4958.4 ft
BORING LOCATION:SB Timberline Rd, ~275' S of Kechter Rd
ATTERBERG
LIMITS
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
DE
P
T
H
(f
t
)
0.0
2.5
5.0
7.5
10.0
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
EL
E
V
A
T
I
O
N
(f
t
)
4958.4
4955.9
4953.4
4950.9
4948.4
MATERIAL DESCRIPTION
FI
N
E
S
C
O
N
T
E
N
T
(%
)
PAGE 1 OF 1
BORING : P-12
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
ROCKSOL PROJECT NUMBER 579.01 CLIENT PROJECT NUMBER Fort Collins, CO
LO
G
-
C
L
I
E
N
T
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
5
/
2
0
Bottom of hole at 10.0 feet.
(Native) CLAY, sandy with trace gravel, moist, brown to
black, stiff, iron staining
Approximate Bulk Depth 1.75-4
Liquid Limit= 36
Plastic Limit= 18
Plasticity Index= 18
Fines Content= 58.2
Sulfate= 0.13DRA
F
T
BULK
SS
MC
MC
12/28/24
9/12
4/12
0.5
0.20
110.5
101.6
11.7
17.9
18.9
32 19 13
Gravel, sandy, landscape area, approximately 6" thick
(Native) CLAY, sandy with gravel in parts, moist, light
brown, medium stiff
(Native) CLAY, sandy with gravel in parts, moist, light
brown, soft to medium stiff
Bottom of hole at 10.0 feet.
55.8
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/22/20
NOTES Off-shoulder, ~15 ft E of white edge line
LOGGED BY M. Philips GROUND WATER LEVELS:
DRILLING CONTRACTOR Old Dirt Drilling
DATE STARTED 1/22/20 COMPLETED 1/22/20
NOTES Off-shoulder, ~15 ft E of white edge line
LOGGED BY M. Philips
DATE STARTED 1/22/20
HOLE SIZE 4.0"
WATER DEPTH None Encountered on 1/22/20
DRILLING METHOD Solid Stem Auger
NORTH 102845.3 EAST 205271.6
GROUND ELEVATION 4956.5 ft
BORING LOCATION:NB Timberline, ~185' N of Kechter Rd
ATTERBERG
LIMITS
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
DE
P
T
H
(f
t
)
0.0
2.5
5.0
7.5
10.0
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
EL
E
V
A
T
I
O
N
(f
t
)
4956.5
4954.0
4951.5
4949.0
4946.5
MATERIAL DESCRIPTION
FI
N
E
S
C
O
N
T
E
N
T
(%
)
PAGE 1 OF 1
BORING : P-13
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
ROCKSOL PROJECT NUMBER 579.01 CLIENT PROJECT NUMBER Fort Collins, CO
LO
G
-
C
L
I
E
N
T
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
5
/
2
0
(Fill) CLAY, sandy with gravel, moist, brown to light brown,
hard to stiff
Approximate Bulk Depth 0.5-4
Liquid Limit= 32
Plastic Limit= 19
Plasticity Index= 13
Fines Content= 55.8
Sulfate= 0.20
DRA
F
T
BULK
SS
MC
MC
5/6/7
10/12
17/12
0.4
0.10
105.5
119.4
18.3
19.4
14.3
34 15 19
Asphalt pavement, approximately 7.5" thick
(ABC) SAND, slightly silty to gravelly, slightly moist to
moist, brown, medium dense, approximately 7" thick
(Native) SAND, clayey, moist, light brown, medium dense
64.2
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/22/20
NOTES 6 ft W of NB yellow line (center turn lane)
LOGGED BY M. Philips GROUND WATER LEVELS:
DRILLING CONTRACTOR Old Dirt Drilling
DATE STARTED 1/22/20 COMPLETED 1/22/20
NOTES 6 ft W of NB yellow line (center turn lane)
LOGGED BY M. Philips
DATE STARTED 1/22/20
HOLE SIZE 4.0"
WATER DEPTH None Encountered on 1/22/20
DRILLING METHOD Solid Stem Auger
NORTH 103391.5 EAST 205248.3
GROUND ELEVATION 4954.3 ft
BORING LOCATION:Center lane Timberline Rd, ~800 ft N of Kechter Rd
ATTERBERG
LIMITS
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
DE
P
T
H
(f
t
)
0.0
2.5
5.0
7.5
10.0
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
EL
E
V
A
T
I
O
N
(f
t
)
4954.3
4951.8
4949.3
4946.8
4944.3
MATERIAL DESCRIPTION
FI
N
E
S
C
O
N
T
E
N
T
(%
)
PAGE 1 OF 1
BORING : P-14
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
ROCKSOL PROJECT NUMBER 579.01 CLIENT PROJECT NUMBER Fort Collins, CO
LO
G
-
C
L
I
E
N
T
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
5
/
2
0
Bottom of hole at 10.0 feet.
(Native) CLAY, sandy, moist, light brown, stiff
Approximate Bulk Depth 1.16-7
Liquid Limit= 34
Plastic Limit= 15
Plasticity Index= 19
Fines Content= 64.2
Sulfate= 0.10
DRA
F
T
BULK
SS
MC
MC
12/10/9
12/12
15/12
0.3
0.03
100.9
106.2
13.2
23.8
22.5
30 15 15
Asphalt pavement, approximately 7.5" thick
(ABC) SAND, slightly silty to gravelly, slightly moist to
moist, brown, medium dense, approximately 12" thick
(Native) CLAY, sandy, moist, brown, very stiff
Bottom of hole at 10.0 feet.
52.1
DRILLING CONTRACTOR Old Dirt Drilling
COMPLETED 1/22/20
NOTES Right shoulder, ~1.5 ft W of white edge line
LOGGED BY M. Philips GROUND WATER LEVELS:
DRILLING CONTRACTOR Old Dirt Drilling
DATE STARTED 1/22/20 COMPLETED 1/22/20
NOTES Right shoulder, ~1.5 ft W of white edge line
LOGGED BY M. Philips
DATE STARTED 1/22/20
HOLE SIZE 4.0"
WATER DEPTH None Encountered on 1/22/20
DRILLING METHOD Solid Stem Auger
NORTH 103882.6 EAST 205225.8
GROUND ELEVATION 4944.9 ft
BORING LOCATION:SB Timberline Rd, ~1300 ft N of Kechter Rd
ATTERBERG
LIMITS
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
SW
E
L
L
PO
T
E
N
T
I
A
L
(
%
)
SU
L
F
A
T
E
(
%
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
MO
I
S
T
U
R
E
CO
N
T
E
N
T
(
%
)
DE
P
T
H
(f
t
)
0.0
2.5
5.0
7.5
10.0
LI
Q
U
I
D
LI
M
I
T
PL
A
S
T
I
C
LI
M
I
T
PL
A
S
T
I
C
I
T
Y
IN
D
E
X
GR
A
P
H
I
C
LO
G
EL
E
V
A
T
I
O
N
(f
t
)
4944.9
4942.4
4939.9
4937.4
4934.9
MATERIAL DESCRIPTION
FI
N
E
S
C
O
N
T
E
N
T
(%
)
PAGE 1 OF 1
BORING : P-15
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
ROCKSOL PROJECT NUMBER 579.01 CLIENT PROJECT NUMBER Fort Collins, CO
LO
G
-
C
L
I
E
N
T
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
2
5
/
2
0
(Native) CLAY, sandy, moist, light brown to grayish brown,
stiff to very stiff, calcareous
Approximate Bulk Depth 1.67-7
Liquid Limit= 30
Plastic Limit= 15
Plasticity Index= 15
Fines Content= 52.1
Sulfate= 0.03DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 March 27, 2020
APPENDIX B
PAVEMENT CORE LOG SUMMARY
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 March 27, 2020
CORE ID: C-1 General Location: Timberline Rd, ~200 ft S of Trilby Rd
Lane Location: Northbound Left Turn Lane
Description:
Thickness of Asphalt Pavement: NP
Thickness of Concrete Pavement: 10.00 inches
Thickness of Aggregate Base Course: NP
Condition of Asphalt: N/A
Condition of Concrete: Good
Diameter of Core: 4 inches
Aggregate Base Course (ABC) Present:
Yes
No
Approximate Layer Thicknesses:
One Layer: 10.00” – Concrete
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 March 27, 2020
CORE ID: C-2 General Location: Fossil Creek Pkwy, ~80 ft E of
Timberline Rd
Lane Location: Eastbound Right Lane
Description:
Thickness of Asphalt Pavement: 6.75 inches
Thickness of Concrete Pavement: NP
Thickness of Aggregate Base Course: NP
Condition of Asphalt: Good
Condition of Concrete: N/A
Diameter of Core: 4 inches
Aggregate Base Course (ABC) Present:
Yes
No
Approximate Layer Thicknesses*:
Top Layer: 2.25” – Asphalt Lift
Middle Layer: 2.00” – Asphalt Lift
Bottom Layer: 2.50” – Asphalt Lift
*Asphalt Layers not well defined
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 March 27, 2020
CORE ID: C-3 General Location: Kechter Rd, ~150 ft E of
Timberline Rd
Lane Location: Westbound Left Turn Lane
Description:
Thickness of Asphalt Pavement: 7.00 inches
Thickness of Concrete Pavement: NP
Thickness of Aggregate Base Course: NP
Condition of Asphalt: Good
Condition of Concrete: N/A
Diameter of Core: 4 inches
Aggregate Base Course (ABC) Present:
Yes
No
Approximate Layer Thicknesses*:
Top Layer: 2.75” – Asphalt Lift
Middle Layer: ~2.00” – Asphalt Lift
Bottom Layer: ~2.25” – Asphalt Lift
*Asphalt Layers not well defined
Date Core Obtained: 1-24-2020
Notes:
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 March 27, 2020
CORE ID: C-4 General Location: Timberline Rd, ~230 ft N of
Kechter Rd
Lane Location: Northbound Right Shoulder
Description:
Thickness of Asphalt Pavement: 9.75 inches
Thickness of Concrete Pavement: NP
Thickness of Aggregate Base Course: NP
Condition of Asphalt: Good
Condition of Concrete: N/A
Diameter of Core: 4 inches
Aggregate Base Course (ABC) Present:
Yes
No
Approximate Layer Thicknesses*:
Top Layer: 3.00” – Asphalt Lift
2nd Layer: 3.75” – Asphalt Lift
Bottom Layer: 3.00” – Asphalt Lift
*Asphalt Layers not well defined
Bottom ~0.5 inches partially recovered
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 March 27, 2020
APPENDIX C
SUMMARY OF LABORATORY TEST RESULTS
DRA
F
T
B-1 1.667-9
B-1 2 17.6 115.9
B-1 4 -0.1 23.1 97.2 0.00
B-1 9 39 15 24 -0.4 53 CL A-6 (9) 21.6 105.2 0.00
B-1 14 30 17.2 117.7
B-1 19 14.6 117.6
B-1 24 31 12 19 45 SC A-6 (4) 20.9 108.5
B-1 29 45 21.8 106.7
B-2 2-10
B-2 4 -0.3 76 24.2 99.5 0.00
B-2 9 37 15 22 -0.7 25.3 95.8
B-2 14 44 22.7 104.4 0.00
B-2 17
B-2 19 21.6 105.7
B-2 24 24 15 9 58 CL A-4 (2) 20.6 109.1
B-2 29 23.3 103.4
P-1 2.3-4 30 14 16 62 CL A-6 (7)0.23
P-1 2.33 55 16.1
P-1 4 2.0 19.6 107.9
P-1 9 21.4 101.9
P-2 1.67 71 19.0
P-2 1.7-4 33 16 17 73 CL A-6 (10)0.02
P-2 4 0.5 21.0 109.3
P-2 9 23.7 101.7
P-3 1.45 54 19.4
P-3 1.5-4 28 14 14 55 CL A-6 (4)0.06
P-3 4 0.6 26.9 97.4
P-3 9 22.9 97.3
P-4 1.45 19.3
P-4 1.5-7 41 16 25 69 CL A-7-6 (15)1.10
Swell
Potential
(%)
Water
Content
(%)
pH
S/MMDD
S=Standard M=ModifiedBoreholeLiquid
Limit
Plastic
Limit OMC
Plasticity
Index
%<#200
Sieve
Classification Sulfate
(%)
Proctor
USCS
Chlorides
(%)
Resistivity
(ohm-cm)
Depth
(ft)
SUMMARY OF PHYSICAL & CHEMICAL TEST RESULTS
PAGE 1 OF 3
Dry
Density
(pcf)AASHTO
Unconfined
Compressive
Strength
(psi)
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SU
M
M
A
R
Y
-
S
T
A
N
D
A
R
D
L
A
N
D
S
C
A
P
E
C
D
O
T
S
P
A
C
I
N
G
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
3
0
/
2
0
DRA
F
T
P-4 4 0.0 22.4 104.4
P-4 9 26.2 93.4
P-5 1.45 17.6
P-5 1.5-4 36 20 16 52 CL A-6 (5)0.44
P-5 4 0.3 19.2 110.9
P-5 9 22.4 100.7
P-6 1.5 18.7
P-6 1.6-4 35 20 15 51 CL A-6 (5)0.51
P-6 4 0.2 4.3 120.7
P-6 9 20.9 103.4
P-7 1.45 63 17.2
P-7 1.67-4 34 10 24 69 CL A-6 (13)0.01
P-7 4 1.0 19.8 106.1
P-7 9 18.5 108.3
P-8 1.3-7 39 14 25 72 CL A-6 (16)0.00
P-8 1.33 23.1
P-8 4 0.6 18.8 107.6
P-8 9 23.2 99.5
P-9 1.48 47 15.3
P-9 1.5-4 31 14 17 57 CL A-6 (6)0.00
P-9 4 2.0 17.6 113.8
P-9 9 20.3 105.7
P-10 1.3-4 38 18 20 64 CL A-6 (10)0.04
P-10 1.33 75 28.0
P-10 4 1.2 21.4 102.3
P-10 9 22.5 104.6
P-11 1.5 15.4
P-11 1.6-4 30 17 13 62 CL A-6 (5)0.22
P-11 4 0.9 21.8 100.6
P-11 9 21.8 92.3
Swell
Potential
(%)
Water
Content
(%)
pH
S/MMDD
S=Standard M=ModifiedBoreholeLiquid
Limit
Plastic
Limit OMC
Plasticity
Index
%<#200
Sieve
Classification Sulfate
(%)
Proctor
USCS
Chlorides
(%)
Resistivity
(ohm-cm)
Depth
(ft)
SUMMARY OF PHYSICAL & CHEMICAL TEST RESULTS
PAGE 2 OF 3
Dry
Density
(pcf)AASHTO
Unconfined
Compressive
Strength
(psi)
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SU
M
M
A
R
Y
-
S
T
A
N
D
A
R
D
L
A
N
D
S
C
A
P
E
C
D
O
T
S
P
A
C
I
N
G
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
3
0
/
2
0
DRA
F
T
P-12 1.75-4 36 18 18 58 CL A-6 (8)0.13
P-12 1.77 55 21.9
P-12 4 1.2 23.9 102.0
P-12 9 18.6 92.8
P-13 0.5 11.7
P-13 0.6-4 32 19 13 56 CL A-6 (5)0.20
P-13 4 0.5 17.9 110.5
P-13 9 18.9 101.6
P-14 1.16-7 34 15 19 64 CL A-6 (9)0.10
P-14 1.21 18.3
P-14 4 0.4 19.4 105.5
P-14 9 14.3 119.4
P-15 1.625 13.2
P-15 1.67-7 30 15 15 52 CL A-6 (4)0.03
P-15 4 0.3 23.8 100.9
P-15 9 22.5 106.2
Swell
Potential
(%)
Water
Content
(%)
pH
S/MMDD
S=Standard M=ModifiedBoreholeLiquid
Limit
Plastic
Limit OMC
Plasticity
Index
%<#200
Sieve
Classification Sulfate
(%)
Proctor
USCS
Chlorides
(%)
Resistivity
(ohm-cm)
Depth
(ft)
SUMMARY OF PHYSICAL & CHEMICAL TEST RESULTS
PAGE 3 OF 3
Dry
Density
(pcf)AASHTO
Unconfined
Compressive
Strength
(psi)
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SU
M
M
A
R
Y
-
S
T
A
N
D
A
R
D
L
A
N
D
S
C
A
P
E
C
D
O
T
S
P
A
C
I
N
G
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
3
/
3
0
/
2
0
DRA
F
T
0
10
20
30
40
50
60
0 20 40 60 80 100
Fines Classification
39
31
37
24
30
33
28
41
36
35
34
39
31
38
30
36
32
34
30
15
12
15
15
14
16
14
16
20
20
10
14
14
18
17
18
19
15
15
53.3
45.2
58.1
61.7
73.3
55.0
68.6
52.4
51.1
68.7
71.7
56.9
64.5
61.8
58.2
55.8
64.2
52.1
B-1
B-1
B-2
B-2
P-1
P-2
P-3
P-4
P-5
P-6
P-7
P-8
P-9
P-10
P-11
P-12
P-13
P-14
P-15
ML
CL
MH
CH
Specimen Identification
CL-ML
P
L
A
S
T
I
C
I
T
Y
I
N
D
E
X
LIQUID LIMIT
LL PL PI
24
19
22
9
16
17
14
25
16
15
24
25
17
20
13
18
13
19
15
ATTERBERG LIMITS RESULTS
AASHTO T89 Method A/T90
9.0
24.0
9.0
24.0
2.3-4.0
1.7-4.0
1.5-4.0
1.5-7.0
1.5-4.0
1.6-4.0
1.7-4.0
1.3-7.0
1.5-4.0
1.3-4.0
1.6-4.0
1.8-4.0
0.6-4.0
1.2-7.0
1.7-7.0
SANDY LEAN CLAY (CL) (A-6)
CLAYEY SAND (SC) (A-6)
CLAY, sandy
SANDY LEAN CLAY (CL) (A-4)
SANDY LEAN CLAY (CL) (A-6)
(Fill) CLAY, sandy w gravel in parts (A-6)
(Fill) CLAY, sandy (A-6)
SANDY LEAN CLAY (CL) (A-7-6)
SANDY LEAN CLAY (CL) (A-6)
SANDY LEAN CLAY (CL) (A-6)
CLAY, very sandy (A-6)
LEAN CLAY with SAND (CL) (A-6)
(Fill) CLAY, sandy with gravel in parts (A-6)
(ABC) SAND, slightly silty to gravelly (A-6)
SANDY LEAN CLAY (CL) (A-6)
(Fill) CLAY (A-6)
SANDY LEAN CLAY (CL) (A-6)
SANDY LEAN CLAY (CL) (A-6)
SANDY LEAN CLAY (CL) (A-6)
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
AT
T
E
R
B
E
R
G
L
I
M
I
T
S
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
finemedium
%Silt %Clay
SANDY LEAN CLAY (CL) (A-6)
SAND, clayey
CLAYEY SAND (SC) (A-6)
SAND, clayey
CLAY, sandy
9.0
14.0
24.0
29.0
4.0
ClassificationSpecimen Identification
Specimen Identification
15
12
8 143/4 3/8
D100 D60 D30 %Coarse Sand %Fine Sand
1403420 406 603 100
%Gravel
B-1
B-1
B-1
B-1
B-2
24 16 301 2006 10 501/2
HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
PL
24
19
GRAIN SIZE DISTRIBUTION
SAND
GRAIN SIZE IN MILLIMETERS
coarse
D10
fine
0.075
0.075
0.075
0.075
0.075
1.5
53.3
30.4
45.2
45.2
76.0
PI Cc
9.0
14.0
24.0
29.0
4.0
COBBLES GRAVEL
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
39
31
CuLL
B-1
B-1
B-1
B-1
B-2
coarse SILT OR CLAY
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, COPROJECT NUMBER 579.01
GR
A
D
A
T
I
O
N
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
Rocksol Consulting Group
DRA
F
T
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
finemedium
%Silt %Clay
SAND, clayey
SANDY LEAN CLAY (CL) (A-4)
SANDY LEAN CLAY (CL) (A-6)
(ABC) SAND, slightly silty to gravelly
(Fill) CLAY, sandy w gravel in parts
14.0
24.0
2.3-4.0
2.3
1.7
ClassificationSpecimen Identification
Specimen Identification
15
14
8 143/4 3/8
D100 D60 D30 %Coarse Sand %Fine Sand
30.8
1403420 406 603 100
%Gravel
B-2
B-2
P-1
P-1
P-2
24 16 301 2006 10 501/2
HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
PL
9
16
GRAIN SIZE DISTRIBUTION
SAND
GRAIN SIZE IN MILLIMETERS
coarse
D10
fine
0.075
0.075
19
0.075
0.075
1.5
43.8
58.1
61.7
55.4
71.2
PI Cc
14.0
24.0
2.3-4.0
2.3
1.7
COBBLES GRAVEL
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
24
30
CuLL
B-2
B-2
P-1
P-1
P-2
coarse SILT OR CLAY
3.4 4.1
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, COPROJECT NUMBER 579.01
GR
A
D
A
T
I
O
N
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
Rocksol Consulting Group
DRA
F
T
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
finemedium
%Silt %Clay
(Fill) CLAY, sandy w gravel in parts (A-6)
(Fill) CLAY, sandy
(Fill) CLAY, sandy (A-6)
SANDY LEAN CLAY (CL) (A-7-6)
SANDY LEAN CLAY (CL) (A-6)
1.7-4.0
1.5
1.5-4.0
1.5-7.0
1.5-4.0
ClassificationSpecimen Identification
Specimen Identification
16
14
16
20
8 143/4 3/8
D100 D60 D30 %Coarse Sand %Fine Sand
18.9
31.7
22.9
31.9
1403420 406 603 100
%Gravel
P-2
P-3
P-3
P-4
P-5
24 16 301 2006 10 501/2
HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
PL
17
14
25
16
GRAIN SIZE DISTRIBUTION
SAND
GRAIN SIZE IN MILLIMETERS
coarse
D10
fine
25
0.075
19
12.5
19
0.089
0.097
1.5
73.3
54.4
55.0
68.6
52.4
PI Cc
1.7-4.0
1.5
1.5-4.0
1.5-7.0
1.5-4.0
COBBLES GRAVEL
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
33
28
41
36
CuLL
P-2
P-3
P-3
P-4
P-5
coarse SILT OR CLAY
4.3
6.2
2.5
6.3
3.4
7.0
6.0
9.3
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, COPROJECT NUMBER 579.01
GR
A
D
A
T
I
O
N
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
Rocksol Consulting Group
DRA
F
T
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
finemedium
%Silt %Clay
SANDY LEAN CLAY (CL) (A-6)
CLAY, very sandy
CLAY, very sandy (A-6)
LEAN CLAY with SAND (CL) (A-6)
(Fill) CLAY, sandy with gravel in parts
1.6-4.0
1.5
1.7-4.0
1.3-7.0
1.5
ClassificationSpecimen Identification
Specimen Identification
20
10
14
8 143/4 3/8
D100 D60 D30 %Coarse Sand %Fine Sand
19.8
22.9
23.2
1403420 406 603 100
%Gravel
P-6
P-7
P-7
P-8
P-9
24 16 301 2006 10 501/2
HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
PL
15
24
25
GRAIN SIZE DISTRIBUTION
SAND
GRAIN SIZE IN MILLIMETERS
coarse
D10
fine
19
0.075
19
12.5
0.075
0.12
1.5
51.1
62.7
68.7
71.7
46.6
PI Cc
1.6-4.0
1.5
1.7-4.0
1.3-7.0
1.5
COBBLES GRAVEL
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
35
34
39
CuLL
P-6
P-7
P-7
P-8
P-9
coarse SILT OR CLAY
17.3
4.2
2.0
11.8
4.2
3.0
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, COPROJECT NUMBER 579.01
GR
A
D
A
T
I
O
N
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
Rocksol Consulting Group
DRA
F
T
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
finemedium
%Silt %Clay
(Fill) CLAY, sandy with gravel in parts (A-6)
(ABC) SAND, slightly silty to gravelly (A-6)
(ABC) SAND, slightly silty to gravelly
SANDY LEAN CLAY (CL) (A-6)
(Fill) CLAY (A-6)
1.5-4.0
1.3-4.0
1.3
1.6-4.0
1.8-4.0
ClassificationSpecimen Identification
Specimen Identification
14
18
17
18
8 143/4 3/8
D100 D60 D30 %Coarse Sand %Fine Sand
29.8
23.3
22.0
27.3
1403420 406 603 100
%Gravel
P-9
P-10
P-10
P-11
P-12
24 16 301 2006 10 501/2
HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
PL
17
20
13
18
GRAIN SIZE DISTRIBUTION
SAND
GRAIN SIZE IN MILLIMETERS
coarse
D10
fine
19
19
0.075
19
19
0.083
0.081
1.5
56.9
64.5
74.8
61.8
58.2
PI Cc
1.5-4.0
1.3-4.0
1.3
1.6-4.0
1.8-4.0
COBBLES GRAVEL
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
31
38
30
36
CuLL
P-9
P-10
P-10
P-11
P-12
coarse SILT OR CLAY
7.2
5.3
6.6
5.9
6.1
7.0
9.6
8.6
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, COPROJECT NUMBER 579.01
GR
A
D
A
T
I
O
N
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
Rocksol Consulting Group
DRA
F
T
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
finemedium
%Silt %Clay
(Fill) CLAY
SANDY LEAN CLAY (CL) (A-6)
SANDY LEAN CLAY (CL) (A-6)
SANDY LEAN CLAY (CL) (A-6)
1.8
0.6-4.0
1.2-7.0
1.7-7.0
ClassificationSpecimen Identification
Specimen Identification
19
15
15
8 143/4 3/8
D100 D60 D30 %Coarse Sand %Fine Sand
14.8
21.5
24.7
1403420 406 603 100
%Gravel
P-12
P-13
P-14
P-15
24 16 301 2006 10 501/2
HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
PL
13
19
15
GRAIN SIZE DISTRIBUTION
SAND
GRAIN SIZE IN MILLIMETERS
coarse
D10
fine
0.075
25
19
25
0.108
0.118
1.5
55.2
55.8
64.2
52.1
PI Cc
1.8
0.6-4.0
1.2-7.0
1.7-7.0
COBBLES GRAVEL
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
32
34
30
CuLL
P-12
P-13
P-14
P-15
coarse SILT OR CLAY
21.7
4.0
8.7
7.7
10.3
14.5
CLIENT J-U-B Engineers, Inc.PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, COPROJECT NUMBER 579.01
GR
A
D
A
T
I
O
N
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
Rocksol Consulting Group
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
23.197.2
SWELL - CONSOLIDATION TEST
-0.1
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
CLAY, sandy4B-1
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
21.6105.2
SWELL - CONSOLIDATION TEST
-0.4
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
SANDY LEAN CLAY (CL)9B-1
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
24.299.5
SWELL - CONSOLIDATION TEST
-0.3
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
CLAY, sandy4B-2
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
25.395.8
SWELL - CONSOLIDATION TEST
-0.7
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
CLAY, sandy9B-2
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
19.6107.9
SWELL - CONSOLIDATION TEST
2.0
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
CLAY, slightly silty to sandy w gravel in parts4P-1
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
21.0109.3
SWELL - CONSOLIDATION TEST
0.5
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
CLAY, sandy to slightly silty4P-2
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
26.997.4
SWELL - CONSOLIDATION TEST
0.6
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
CLAY, sandy to slightly silty4P-3
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
22.4104.4
SWELL - CONSOLIDATION TEST
0.0
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
CLAY, slightly silty to sandy4P-4
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
19.2110.9
SWELL - CONSOLIDATION TEST
0.3
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
CLAY, sandy with minor gravel to silty4P-5
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
4.3120.7
SWELL - CONSOLIDATION TEST
0.2
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
(Fill) CLAY, sandy to sandy with gravel4P-6
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
19.8106.1
SWELL - CONSOLIDATION TEST
1.0
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
CLAY, very sandy4P-7
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
18.8107.6
SWELL - CONSOLIDATION TEST
0.6
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
CLAY, sandy with minor gravel to silty4P-8
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
17.6113.8
SWELL - CONSOLIDATION TEST
2.0
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
CLAY, slightly silty to sandy4P-9
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
21.4102.3
SWELL - CONSOLIDATION TEST
1.2
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
CLAY, sandy to slightly silty4P-10
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
21.8100.6
SWELL - CONSOLIDATION TEST
0.9
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
CLAY, slightly silty to sandy, gravel in parts4P-11
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
23.9102.0
SWELL - CONSOLIDATION TEST
1.2
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
CLAY, sandy with trace gravel4P-12
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
17.9110.5
SWELL - CONSOLIDATION TEST
0.5
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
(Fill) CLAY, sandy with gravel to very sandy4P-13
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
19.4105.5
SWELL - CONSOLIDATION TEST
0.4
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
SAND, clayey to silty4P-14
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
0.01 0.1 1 10
ST
R
A
I
N
,
%
STRESS, ksf
23.8100.9
SWELL - CONSOLIDATION TEST
0.3
Specimen Identification Classification MC%(pcf)Swell/Consol.
(%)
CLAY, sandy4P-15
CLIENT J-U-B Engineers, Inc.
PROJECT NUMBER 579.01
PROJECT NAME Timberline Road Improvements
PROJECT LOCATION Fort Collins, CO
SW
E
L
L
-
S
T
A
N
D
A
R
D
5
7
9
.
0
1
_
T
I
M
B
E
R
L
I
N
E
R
O
A
D
I
M
P
R
O
V
E
M
E
N
T
S
.
G
P
J
R
O
C
K
S
O
L
T
E
M
P
L
A
T
E
.
G
D
T
3
/
3
0
/
2
0
DRA
F
T
Geotechnical Investigation Report
Timberline Road Improvements Project
City of Fort Collins, Colorado
RockSol Project No. 579.01 March 27, 2020
APPENDIX D
PAVEMENT DESIGN OUTPUT SHEETS
DRA
F
T
THIS SHEET USES THE "NEW" CDOT R‐VALUE TO RESILIENT MODULUS EQUATION
Timberline Road Improvements Project
ESAL's =the number of Equivalent 18‐kip axle loads for the appropriate design period
Mr = subgrade Resilient Modulus in pounds per square inch (psi)
R‐Value = 10
Mr = 6,482 psi For Post‐2015 CDOT Correlation
1,460,000 = Design Life ESALs
SN = 3.748 = Required SN when B equals (or slightly exceeds) A
Log₁₀ESAL =A = 6.16435 6,482 psi
=
Thickness Equation= B = 6.16437 with no drainage reduction
0.77310145 A
When A = B, ESAL's and SN agree, then calculate thickness 4.75 B
Take Calculated Thickness and round appropriately for design thickness 3244.07276 C
0.73723041 D
‐0.17678838 E
0.44 0.200000 F
0.11 4.75 G
6.33214025 H
8.52 ‐0.56408 I
8.0
6.52 Use 7 inches
Design Mr =
If Mr is based on R‐Value ===>
Structural Coefficient of HMA =
Structural Coefficient of ABC =
Design Serviceability Loss (ΔPSI)= 2.0
Calculated thickness, inches =
Initial Serviceability Index= 4.5 FULL DEPTH HMA
Final Serviceability Index = 2.5
Overall Standard Deviation, So = 0.44 Composite HMA over ABC
Reliability, R (percent) = 90 (using specified layer of ABC)
Standard Normal Deviate (ZR) = ‐1.282 Inches of ABC =
(Use Table 1.4 from CDOT Pavement Design Manual) Calculated Inches of HMA =
DRA
F
T
THIS SHEET USES THE "NEW" CDOT R‐VALUE TO RESILIENT MODULUS EQUATION
Timberline Road Improvements Project
ESAL's =the number of Equivalent 18‐kip axle loads for the appropriate design period
Mr = subgrade Resilient Modulus in pounds per square inch (psi)
R‐Value = 10
Mr = 6,482 psi For Post‐2015 CDOT Correlation
2,190,000 = Design Life ESALs
SN = 3.983 = Required SN when B equals (or slightly exceeds) A
Log₁₀ESAL =A = 6.34044 6,482 psi
=
Thickness Equation= B = 6.34079 with no drainage reduction
0.77310145 A
When A = B, ESAL's and SN agree, then calculate thickness 4.98 B
Take Calculated Thickness and round appropriately for design thickness 4168.47983 C
0.66244579 D
‐0.19674631 E
0.44 0.200000 F
0.11 4.98 G
6.5285147 H
9.05 ‐0.56408 I
8.0
7.05 Use 7.5 inches
Design Mr =
If Mr is based on R‐Value ===>
Structural Coefficient of HMA =
Structural Coefficient of ABC =
Design Serviceability Loss (ΔPSI)= 2.0
Calculated thickness, inches =
Initial Serviceability Index= 4.5 FULL DEPTH HMA
Final Serviceability Index = 2.5
Overall Standard Deviation, So = 0.44 Composite HMA over ABC
Reliability, R (percent) = 90 (using specified layer of ABC)
Standard Normal Deviate (ZR) = ‐1.282 Inches of ABC =
(Use Table 1.4 from CDOT Pavement Design Manual) Calculated Inches of HMA =
DRA
F
T
Rigid Pavement Design - Based on AASHTO Supplemental Guide
Reference: LTPP DATA ANALYSIS - Phase I: Validation of Guidelines for k-Value Selection and Concrete
Pavement Performance Prediction
I. General
Agency:RockSol Consulting Group, Inc.
Street Address:12076 Grant Street
City:Thornton
State:Colorado
Project Number:ID:Wadsworth Blvd N. of 6th Ave - R-Value 5
Description:Timberline Road Improvements
Location:
II. Design
Serviceability
Initial Serviceability, P1:4.5 Joint Spacing:
Terminal Serviceability, P2:2.5
15.0 ft
PCC Properties
28-day Mean Modulus of Rupture, (S'c)':650 psi JPCP
Elastic Modulus of Slab, Ec:3,400,000 psi
Poisson's Ratio for Concrete, m:0.15 Effective Joint Spacing:180 in
Base Properties
Elastic Modulus of Base, Eb:18,000 psi
Design Thickness of Base, Hb:6.0 in
Slab-Base Friction Factor, f:1.0
Reliability and Standard Deviation
Reliability Level (R):90.0 %Edge Support Factor:0.94
Overall Standard Deviation, S0:0.34
Climatic Properties Slab Thickness used for
Mean Annual Wind Speed, WIND:9.0 mph Sensitivity Analysis:7.33 in
Mean Annual Air Temperature, TEMP:51.0 oF
Mean Annual Precipitation, PRECIP:13.4 in
Subgrade k-Value
50 psi/in
Design ESALs
1.4 million
Calculated Slab Thickness for Above Inputs:7.33 in
Pavement Type, Joint Spacing (L)
JPCP
JRCP
CRCP
Edge Support
Conventional 12-ft wide traffic lane
Conventional 12-ft wide traffic lane + tied PCC
2-ft widened slab w/conventional 12-ft traffic lane
Sensitivity Analysis
Modulus of Rupture Elastic Modulus (Slab)
Elastic Modulus (Base)Base Thickness
k-Value Joint Spacing
Reliability Standard Deviation
DRA
F
T
Rigid Pavement Design - Based on AASHTO Supplemental Guide
Reference: LTPP DATA ANALYSIS - Phase I: Validation of Guidelines for k-Value Selection and Concrete
Pavement Performance Prediction
I. General
Agency:RockSol Consulting Group, Inc.
Street Address:12076 Grant Street
City:Thornton
State:Colorado
Project Number:ID:Wadsworth Blvd N. of 6th Ave - R-Value 5
Description:Timberline Road Improvements
Location:
II. Design
Serviceability
Initial Serviceability, P1:4.5 Joint Spacing:
Terminal Serviceability, P2:2.5
15.0 ft
PCC Properties
28-day Mean Modulus of Rupture, (S'c)':650 psi JPCP
Elastic Modulus of Slab, Ec:3,400,000 psi
Poisson's Ratio for Concrete, m:0.15 Effective Joint Spacing:180 in
Base Properties
Elastic Modulus of Base, Eb:18,000 psi
Design Thickness of Base, Hb:6.0 in
Slab-Base Friction Factor, f:1.0
Reliability and Standard Deviation
Reliability Level (R):90.0 %Edge Support Factor:0.94
Overall Standard Deviation, S0:0.34
Climatic Properties Slab Thickness used for
Mean Annual Wind Speed, WIND:9.0 mph Sensitivity Analysis:7.82 in
Mean Annual Air Temperature, TEMP:51.0 oF
Mean Annual Precipitation, PRECIP:13.4 in
Subgrade k-Value
50 psi/in
Design ESALs
2.2 million
Calculated Slab Thickness for Above Inputs:7.82 in
Pavement Type, Joint Spacing (L)
JPCP
JRCP
CRCP
Edge Support
Conventional 12-ft wide traffic lane
Conventional 12-ft wide traffic lane + tied PCC
2-ft widened slab w/conventional 12-ft traffic lane
Sensitivity Analysis
Modulus of Rupture Elastic Modulus (Slab)
Elastic Modulus (Base)Base Thickness
k-Value Joint Spacing
Reliability Standard Deviation
DRA
F
T