HomeMy WebLinkAbout16 - Design Report - West Winds Ph 7 & 8 - Pavement & Signage AAk
E3 O W L
TECHNICAL MEMORANDUM
DOWL
Bozeman,MT
Phone(406)586-8834
TO: Bob Murray, P.E., City of Bozeman Engineering Department
FROM: Greg Underhill, P.E., Senior Geotechnical Engine r r dN A
DATE: May 5, 2016
C. Ur'DE " L a
PROJECT: West Winds Phase 7 & 8 Subdivision - E
C- F
NUMBER: 4522.11728.01
SUBJECT: On-site local street pavement design assumptions and recommended sections
CC: File
DOWL has completed pavement designs for all internal streets associated with West
Winds Phase 7 & 8 Subdivision: This report summarizes our design assumptions,
calculations and presents our recommendations. Please call if you have any questions or
concerns regarding our recommendations.
Internal (Local) Roads Pavement Section Design
Subgrade soil conditions have been described under Subsurface Conditions presented
with the geotechnical report dated February 2004. Soft to stiff lean clay is the subgrade
soil and governs for design considerations. Based on DOWL's experience with
subgrades in the West Winds Phases 7 and 8 the subgrade soils exhibit CBR values
ranging from 3.0 (resilient modulus equal to 4,500 psi, to 4.5 (resilient modulus equal to
approximately 7,350 psi). These values are indicative of a poor subgrade material. Based
on moisture data obtained from representative samples, the clay subgrade moisture
conditions are generally above optimum moisture content and may require scarifying and
drying before proper compaction can be achieved.
Page 1 of 4
QA22\11728-01\5ODesign\Pavement Design\Local Street Pavement Design.docx
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Since the traffic volume determination is estimated, some interpretation and assumptions
are required to determine 18-Kip Equivalent Single Axle Loads required for design based
on at least a 20 year performance period traffic volume. Based on specifications
provided by the Bozeman Area Subdivision Regulations, we have assumed a 20 year
design Total Equivalent 18-Kip Single Axle Load of approximately 50,000.
A pavement design has been completed utilizing the results of the geotechnical
investigation conducted at the site, subsequent lab testing, and following AASHTO 1993
pavement design methodology. The DARWin computer program has been used to
calculate structural numbers and section thickness for the roadway sections.
Design Section:
ASSHTO 1993 design methodology has been used assuming the following
parameters:
Design Life=20 years
Design Subgrade CBR Value= 3.0
Initial Serviceability Index=4.2
Serviceability Index=2.5
Total Equivalent 18-Kip Single Axle Loads = 50,000
Reliability Level (%) = 74
Overall Standard Deviation= .45
Effective Subgrade Resilient Modulus =4,500
Required Structural Number=2.41
Design Structural Number=2.91
Page 2 of 4
QA22\11728-01\50Design\Pavement Design\Local Street Pavement Design.docx
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Structural Component Coefficient (R-Value>70 Per Inch)*
Plant Mix Bituminous Surfacing .41
Crushed Base Course (3/4"Minus) .12
Subbase (3"Minus) .08
*Structural component coefficient values according to Montana Department
of Transportation, Pavement Design Manual 2015.
The pavement section design is based on the assumed traffic, established subgrade
conditions, utilization of AASHTO Guide for Design of Pavement Structures 1993,
and our experience with performance of surfacing sections in the Bozeman vicinity.
The recommended section is presented in the following table:
RECOMMENDED SURFACING SECTION
INTERNAL ROADS
WEST WINDS SUBDIVISION
Material Thickness (inches)
Hot Plant Mix Surface Course 3
Crushed base (1.5 inch minus) 6
Sub-base (3 inch minus) 12
Geosynthetic Separation/Stabilization Fabric
*All materials in accordance to MPW Standard Specifications
In addition to the above pavement section, geosynthetic separation/stabilization fabric
is required as a separator between the native clays and subbase gravel. The fabric
should be a Geotex 350st manufactured Propex or equal.
All paving materials should meet and be installed in accordance to Montana Public
Works Standard Specifications (MPWSS). Base and sub-base materials should be
compacted to not less than 95 percent of maximum dry density at plus or minus 2
percent of optimum moisture in accordance with ASTM D 698.
Page 3 of 4
QA22\11728-01\50Design\Pavement Design\Local Street Pavement Design.docx
14
ED M W I
Construction Considerations
It is noted that the clay subgrade soils in the project area can be wet of optimum and
are moisture sensitive. Typically in warm, dry weather conditions, and using
appropriate construction methods to scarify and allow the soils to dry, proper
subgrade compaction can usually be achieved. However; if there are wet weather
conditions during construction, compaction can be problematic and over-excavation
may be required.
Prior to fill placement, all topsoil and organic matter should be stripped
(approximately 1 foot) to expose the subgrade. The existing subgrade should be
scarified to a depth of at least eight-inches; moisture conditioned and compacted to a
minimum of 95 percent of maximum dry density, at ±2 percent of optimum moisture
content according to ASTM D 698. Subgrade areas wet of optimum moisture may be
encountered. Drying of the subgrade soils may be required in order to achieve the
specified compaction. Extreme care must be taken in these areas during construction
to avoid excessive rutting prior to placement of geotextile fabric and subbase or base
gravel. If excessive rutting or "pumping" of the soil occurs in identified wet areas
then these areas should be excavated to a minimum depth of 12 inches. The specified
geosynthetic separation/stabilization fabric prior should then be placed on the
`undisturbed" subgrade prior to placement of compacted granular fill to grade. Care
should be taken when over excavating as to not disturb the subgrade. A smooth lipped
excavator bucket should be used. The first lift of subbase or crushed base gravel
should be properly moisture conditioned to within +/-2 percent of optimum moisture
and static rolled to achieve initial compaction. The pavement section is then
constructed on the improved subgrade.
Page 4 of 4
QA22\1 1728-0 1\50Design\Pavement Design\Local Street Pavement Design.docx
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