HomeMy WebLinkAbout15 - Design Report - Lakes at Valley West - Pavement a
THE LAKES LL WEST
PLANNED UNIT DEVELOPMENT
DESIGNPAVEMENT
MAY 12, 2015
Ki
ICKELSON
f 9063 P.E.MORFJSON
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ENGINEERS- SURVEYORS- PLANNERS - SCIENTISTS
Table of Contents
Introduction...............................................................................................................................................2
TrafficVolumes.........................................................................................................................................2
TruckDistribution....................................................................................................................................2
GrowthFactor...........................................................................................................................................2
SoilConditions.........................................................................................................................................2
LocalStreet Section................................................................................................................................2
LaurelParkway Section..........................................................................................................................3
Appendix A
Appendix B
1
Introduction
The Lakes at Valley West Planned Unit Development is projected to have approximately 300
dwelling units and will be completed in multiple phases. The streets and woonerfs will be
constructed to City of Bozeman standards using asphalt, base course and sub-base course.
The purpose of this report is to identify the structural sections required for the pavement
sections. The intent of this report is that it can be used for all phases of the project.
Traffic Volumes
The full build out of the PUD will have up to 300 dwelling units. Based on the Traffic Impact
Study completed for the project it is estimated that the project will generate 2,310 trips per day
at project build out. It is conservatively estimated that 50% of the trips will travel on each local
road in the development. Thus a value of 1,155 is utilized for the daily trips for the local roads in
the project.
Laurel Parkway has been generally designated as a collector by the City of Bozeman. Since
this is not identified as a collector in the Bozeman Area Transportation Plan there is no available
data on future traffic volumes. In order to develop traffic volumes for design purposes a review
of the Transportation Plan was completed. The section of Laurel Parkway north of this project is
identified as a collector but traffic volumes were not assigned to it in the plan. Cottonwood
Road to the east of the project is estimated to have a traffic volume of 5,100 ADT in 2030 based
on the projections in the plan. Since Laurel Parkway will serve some of the same purpose as
Cottonwood Road it is apparent that the projected 5,100 ADT is likely higher than what will be
seen on Laurel Parkway. Based on this information, a conservative value of 5,000 ADT is used
for Laurel Parkway.
Truck Distribution
The Asphalt Institutes MS-1 manual was utilized to determine the distribution of cars in trucks.
The manual states that 7% of traffic on an average basis is tuck traffic and provides a
distribution of truck type based on a roads functional classification. A classification of an urban
collector was utilized in the analysis. See Appendix A for ESAL calculations.
Growth Factor
Since the subdivision trip generation is based on full build out of the project, no growth factor
was utilized. Likewise for the projected volume on Laurel Parkway since the traffic volume is
based on the year 2030.
Soil Conditions
The soils on the site are a mixture of sand/gravels and clay loam. Based on the typical CBR
ranges for Unified Soil Classification System material classifications, a CBR of 5 is utilized for
the clay loam and a CBR of 15 is used for the sand and gravels.
Local Street Section
The local streets will primarily be constructed on the sand and gravels; however, in some cases
it is anticipated that the street will be constructed with a subgrade of native clay loam. Two
sections were developed utilizing the TenCate Flexible Pavement Analysis program. Both
sections are the same for asphalt and base course thickness, but vary with the subbase
2
thickness to consider the potential frost expansion of the clay loam subgrade. In these areas,
the free draining section should account for the depth of frost penetration in the Bozeman area.
Using the NOAA Air Freezing Index— USA Method, a soil such as the clay loam with a unit
weight of 100 lb'ft3 has a Freezing Index of 1352 which equates to a frost penetration depth of
54 inches. Standard construction practice would mitigate frost heave by specifying that the total
depth of the pavement structure must be equal to one-half the expected depth of frost. In this
case, the total pavement section would be 27 inches.
The pavement section over both the native clay loam subgrade and the sand and gravel
subgrades will consist of 3 inches of Asphalt Concrete Pavement, 6 inches of Crushed Base
Course and 6 inches of Subbase Course for a total thickness of 15 inches. However, in those
areas built on the native clay loam that are frost susceptible, an additional 12 inches of free
draining subbase course material is warranted. The section in these areas will consist of 3
inches of Asphalt Concrete Pavement, 6 inches of Crushed Base Course and 18 inches of
Subbase Course material, for a total section thickness of 27 inches. A geotextile separation
fabric at the subgrade-subbase interface should also be considered in these areas. See
Appendix B for section design information.
Laurel Parkway Section
Laurel Parkway will be built on sand and gravel material. A majority of the subgrade is
constructed of pit run material from the gravel pit operation. In locations where other soils exist
the road will be excavated to native gravels and on-site pit run will be utilized for fill material.
The section is 4 inches of Asphalt Concrete Pavement, 6 inches of Crushed Base Course and 6
inches of Subbase Course for a total thickness of 16 inches. See Appendix B for section design
information.
Appendix A
The Lakes at Valley West LOCAL ROADS The Lakes at Valley West
(Assume 1,155 ADT) Equivalent Single Axle Load CALCULATIONS
93%Passenger Cars&Trucks TABLE IV-4 TABLE IV-3 Asphalt Institute Method
7%Single Unit Trucks&Tractor Semi-Trailers&Combinations LOAD EQUIVALENCY FACTORS* GROWTH FACTOR*
LOCAL ROADS
DETERMINING DESIGN ESAL-20 YEAR Annual Growth Rate(r): 0.00%
° Gross Axle Load Equivalency Factors
Number 0/° Load
Vehicle of Vehicles Truck Factor Growth Factor ESAL's Single Tandem Tridem Period, No Growth
Type (per year) (See Table IV-5) (See Table IV-3) [1 X 2 X 3] lb. Axles Axles Axles Years(n) YEAR Growth Factor`
1' 2 3 4 _� 1,000 O.000D2 1 2024 1.0 1.0
Passenger Cars and Pickups 2,000 0.00018 2 2025 2.0 2.00
4.000 0,00209 0.0003 3 2026 3.0 3.00
Passenger Cars 311,966 X 0.00036 X 20.00 = 2,246 6,000 0,01043 0.001 0.0003 4 2027 4.0 4.00
SUV'S 59.021 X 0.00220 X 20.00 = 2,597 8,000 0,0343 0.003 0.001 b 2028 5.0 5.00
Light Trucks(under 6,000 lbs.) 21,079 X 0.01430 X 20.00 = 6,029 10,000 0.0877 0.007 0.002 6 2029 6.0 6.00
Heavy Trucks(over 6,000 lbs.) X X = 0 22,000 0.189 0.014 0.003 _ 7 2030 7.0 7.00
14,000 0.360 0.027 0.006 _ 8 2031 8.0 _ 8.00
All Passenger Cars and Pickups 392,066 Subtotal = 10,873 16,000 0.623 0A47 0.011 _ 9 2032 9.0 _ 9.00_
18,000 1.000_ 0.077 0.017 10 2033 10.0 10.00_
Single Unit Trucks -" �� -~-� "" "� 20,000 1.51 0.121 _ 0.027 11 2034 11.0 11.00
22,000 2.18 OA80 0.040 12 2035 12.0 12.00
2-Axle,4-Tire 25,379 X 0.0100 X 20.00 = 5.076 24,000 3.03 0.260 0.057 _ 13 2036 13.0 13.00
2-Axle,6-Tire 3,246 X 0.1300 X 20.00 = 8,440 26,000 4.09 0.364 0.080 14 2037 14.0 14.00
3-Axle or More 177 X 0.7200 X 20.00 = 2,549 28,000 5.39 0.495 0.109 _ 15 2038 15.0 15.00
30,000 6.97 0.658 0.145 16 20 99 16.0 16.00
All -- --
Single Unit Trucks 28,802 Subtotal = 16,066 32,000 8.88 0.857 0.191 17 2040 17.0 17.00
34,000 11.18 1.095 0.246 18 2041 18.0 18.00
Tractor Semi-Trailers and Combinations _ 36,000 13.93 1.38 0.313 79 2042 1 19.0 19.00
38.000 _ 17.20 1.70 0.393 20 _ 2043_ 20.0 20._0.0
4-Axle or less 177 X 0.4000 X 20.00 = 1,416 40,000 21.08 2.08 0.487
5-Axle 354 X 0.6300 X 20.00 = 4,461 42,000 _ 25.64 2.51 0.597 _ 25 2048 26.0 26.00
6-Axle or More 177 X 0.6400 X 20.00 = 2,266 44,000 _31.00 3.00 0.723 30 2053 30.0 30.00
46,000 37.24 3.55 0.868 35 2058 35.0 35.01
All Tractors,Etc. 708 Subtotal = 8,143 48,000 _ 44.50 4.17 1.033
_ 50,000 52.88 4.86 1.22
All Passenger Cars and Trucks Design ESAL=Total = 35,081 _ 52,000 5.63 __143 'Factor= 1 +r"-1
54,000 _ 6.47 1.661 r
'Based on AADT=%in the Design Lane,%Passenger Cars and Trucks(See Table IV-Distribution of 56,000 7.41 _ 1.91
Truck Factors(TF)For Different Classes of Highway and Vehicles-United Stales) 58,000 8.45_ 2.20 where r=rate/100 and Is not zero.
60.000 9.59 2.51
_62,000 10.84 2.85 If Annual Growth is zero,Growth Factor=Design Period
64,000 _ __ _ 12.22 _ 3.22
_ 66,000 13.73 _3.62
68,000 _ 15.38 4.05
70,000 17.19 4.52 From Asphalt Institute MS-1,Asphalt Pavements for
EXAMPLE: 72,000 19.16_ 5.031 Highways&Streets,Table IV-3.
SUV's(GVW=7,000 lb) 74,000 21.32 5.57
0 O ___76,000 _ 23.66 6.16
Rear Axle Front Axle Gross Weight 78,000 _ 26.22_ 6.78
50% 50% 100% 80,000 ___ 29.0 7.45
3,500 lb + 3,500 lb = 7,000 lb 82,000-� 32.0_ _ 8.2
0.0011 0.0011 0.0022 Truck Factor __ 84,000 _ 35.3 8.9
86,000 38.8 _ 9.8
Number of SUV's _88,000_ 1 _ 42.6_ 10.6
(10 SUV/hr)x(12 hrs/day)x(365 days/year)=43.800 vehicles per year 90,000 46.8 11.6
From Appendix D of AASHTO Guide for Design of
Loaded Dump Trucks(Tandem Axles with Dual Tires) Pavement Structures
Tare Weight+Asphalt Load Weight=Total Weight Loaded
24000lb + 28,000lb = 52,000lb
00 00 O
Rear Axle Rear Axle Front Axle Gross Weight
40% 40% 20% 100%
20,800lb + 20,800lb + 10,400lb - 52,000lb
0.144 0.144 0.108 0.396 Truck Factor
Number of Trucks
10 trucks x 5 rounds/day)x 365 days/year)=15,600 loaded trucks per year
C:IUserslsmalmbergkoocumentslCONSTRUCTIONIPAVEMENT DESIGNIESAUs FUTURE GROWTH RATE
The Lakes at Valley West COLLECTOR ROAD The Lakes at Valley West
(Assume 5,000 ADT)
Equivalent Single Axle Load CALCULATIONS
93%Passenger Cars&Trucks TABLE IV-4
TABLE IV-3 Asphalt Institute Method
7%Single Unit Trucks&Tractor Semi-Trailers&Combinations LOAD EQUIVALENCY FACTORS* GROWTH FACTOR*
-- COLLECTOR ROAD
DETERMINING DESIGN ESAL-20 YEAR Annual Growth Rate(r): 0.00%
Gross Axle
Number 0% Load Load Equivalency Factors
Vehicle of Vehicles Truck Factor Growth Factor ESAL's Single Tandem Tridem Period, No Growth
Type (per year) (See Table IV-5) (See Table IV-3) [1 X 2 X 31. lb. Axles Axles-_. I Axles_ Years(n) YEAR Growth Factor`
1* 2 3 4 - 1,000 d -
..,_._....,_.... 0.00002 1 2024 1.0 1.0
Passenger Cars and Pickups 2,000 0.00018 _ 2 2025 2.0 2.00
4,000 0.00209 0.0003 3 2026 3.0 3.00
Passenger Cars 1,350,500 X 0.00036 X 20.00 = 9,725 _ 6,000 6.01043 0.001 0 _.0003 4 2027 4.0 4.00
SUV's 255,500 X 0.00220 X 20.00 = 11,243 B4OOD 0.0343 0.003 0.001 5 2028 5.0 5.00
LightTrucks(under6,0001bs.) 91,25D X 0.01430 X Z0.00 = 26,100 10,000 0.0877 0.007 _0.002 6 2029_ 6.0 6.00
Heavy Trucks(over 6,000 lbs.) X X = 0 12,000 0.189 0.014 0.003 7 2030 7.0 7.00
14,000 0.360 0.027 0.006 8 2031 8.0 8.00
All Passenger Gars and Pickups_ 1,697,250 _ Subtotal = 47,068 16,000 _0.623_ 0.047 0.011 9 2032 9.0 9.00
18,000 1.000 0.077 0.017 10 2033 10.0 10.00
Single Unit Trucks 20,000 1.51 _ 0.121 0.027 11 2034 11.0 11.00
22,000 2.18 0.180 0.040 _ 12 2035 12.0 __12.00
2-Axle,4-Tire 109,865 X 0.0100 X 20.00 = 21,975 _ 24,000 3.03 0.260 0.057 13 2036 13.0 13.00
2-Axle,6-Tire 14,053 X 0.1300 X 20.00 = 36,541 _ 26,000 _ 4.09 0.364 0.080 _ 14 2037 14.0 14.00
3-Axle or More 766 X 0.7200 X 20.00 = 11,031 28.000 5.39_ 0.495 0.109 _ 15 2038 55.0 15.00
30,000 6.97 0.658 0.145 16 2039 16.0 16.00
All Single Unit Trucks 124,684 Subtotal = 69,548 32,000 8.88 0.857 0.191 17 2040 17.0 17.00
34,000 --11.18 1.095 0.246 18 2041 ' 18.0 18.00
_._-_ -. --
Tractor Semi-Trailers and Combinations 36.000 13.93 1.38 0.313 19 2042 19.0_ 19.00
38,000 17.20 1.70 0.393 20 2043 20.0 20.00
4-Axle or less 766 X 0.4000 X 20.00 = 6,129 40,000 21.08 2.08 0,487
5-Axle 1.532 X 0.6300 X 20.00 = 19,305 42,000 25.64 2.51 0.597 _ 25 2048 25.0 25.00
6-Axle or More 766 X 0.6400 X 20.00 = 9,806 44,000 31.00_ 3.00 0.723 30 2053 30.0 30.00
46,000 37.24 3.55 0.868 35 2058 35.0 35.01
All Tractors,Etc. 3,064 Subtotal = 35,239 48,000 44.50_ 4.171 1.033
50,000 52.88 4.861 1.22
All Passenger Cars and Trucks Design ESAL=Total = 151,855 52,000 5.63 1.43 *Factor= 1+r n_1
_ 54,000 6.47 1.66 r
*Based on AADT=%in the Design Lane,%Passenger Cars and Trucks(See Table IV-Distribution of 56,000 7.41 1.91
Truck Factors(TF)For Different Classes of Highway and Vehicles-United Slates) 58,000 8.45 2.20 where r=rate/100 and is not zero.
_ 60,000 _ 9.59 2.61
_ 62,0 00 10.841 2.85 If Annual Growth is zero,Growth Factor=Design Period
_ 64,000 12.22 3.22
66,000 _ 13.73 3.62
68,000 3-5._381 4.05
_ 70,000 _ 17.19_ 4.52 From Asphalt Institute MS-1,Asphalt Pavements for
EXAMPLE: 72,000 } _ 19.16I 5.03 Highways&Streets,Table IV-3.
SUV's(GVW=7,000 lb) 74,000 21.32_ 5.57
O O 76.000 _ 23.661 6.1_5
Rear Axle Front Axle Gross Weight _ 78,000 _ 26.22 6.78
50% 50% 100% 80,000_ __ 29.0 7.45
3,500 lb + 3,500 lb = 7,000 lb 82,000 8.2
0.0011 0.0011 0.0022 Truck Factor 84,000 - 35.3 8.9
_ 86,000 38.8 _9.8
Number of SUV's _ 88,000 _ 42.6 10.6
(10 SUV/hr)x(12 hrs/day)x(365 days/year)=43,800 vehicles per year 90,000 1 11.6
From Appendix D of AASHTO Guide for Design of
Loaded Dump Trucks(Tandem Axles with Dual Tires) Pavement Structures
Tare Weight+Asphalt Load Weight=Total Weight Loaded
24000lb + 28,000lb = 52,000lb
00 00 O
Rear Axle Rear Axle Front Axle Gross Weight
40% 40% 20% 100%
20,800lb + 20,800lb + 10,400lb = 52,000lb
0.144 0.144 0.108 0.396 Truck Factor
Number of Trucks
10 trucks x 5 rounds/day)x 365 days/year)=15,600 loaded trucks per year
C:lUserslsmalmberglDocumenlslCONSTRUCTIONIPAVEMENT DESIGNIESAL's FUTURE GROWTH RATE
Appendix B
r1VIG,l:L t�ll[1.lyJ1J Page 1 of 6
TenCT E N CATE North America
ericaGeos thetics
North America
Flexible Pavement Analysis Report
Project Name: The Lake at Valley West
Local Roads-CBR of 5 Report Date: 5/15/2015 Report Run By: Steve Malmberg
Initial Road Data (Pre-Reinforcement)
Subgrade Strength Value Strength Parameter Subgrade CBR
5.00 CBR, soaked(ASTM D1883) 5.00
Structural Number(SN) Traffic Volume(ESALs)
2.67 235,646
Traffic Volume Calculator Data (ESALs)
Initial Serviceability(po) Terminal Serviceability(pi) Serviceability Loss(APSI)
4.2 2.5 1.7
Reliability% (R) Standard Deviation(So) Standard Normal Deviate(ZR)
85.00 0.45 -1.037
Resilient Modulus(Mr)(psi) Unreinforced ESALs
7,157 235,646
No Reinforcement/ Stabilization
Layer No. Material Description Structural Drainage Structural Number
y p Coefficient Coefficient Thickness(in) (Unreinforced)
1 ACC Surface 0.43 1.00 3.00 1.29
2 Base Course 0.14 1.00 6.00 0.84
3 Sub-Base Course 0.09 1.00 6.00 0.54
Subgrade CBR: 5.00 2.67
1.5.00 in
&00 (Unreinforced)
3_00 6.00
6.00
9.00 6.00
12.00
15.00 --- -- - - --- - - --------
ACC Surface Base Course Sub-Base Course
365 South Holland Drive Tel 706 693 2226 Fax 706 693 4400
Pendergrass,GA 30567 Tel 888 795 0808 www.mirafi.com
.p://fpd.tcmiraf.net/Report.aspx?ProjectID=66706&CalcID=66312&ReportType=Analysis 5/15/2015
rIU.IE;L;Lruiaiyw Yage I of 6
TENCATE..
TenCate Geosynthetics
North America
Flexible Pavement Analysis Report
Project Name: The Lake at Valley West
Local Roads-CBR of 15 Report Date: 5/15/2015 Report Run By: Steve Malmberg
Initial Road Data (Pre-Reinforcement)
Subgrade Strength Value Strength Parameter Subgrade CBR
15.00 CBR,soaked(ASTM D1883) 15.00
Structural Number(SN) Traffic Volume(ESALs)
2.67 1,204,173
Traffic Volume Calculator Data (ESALs)
Initial Serviceability (po) Terminal Serviceability(pt) Serviceability Loss(APSI)
4.2 2.5 1.7
Reliability % (R) Standard Deviation (So) Standard Normal Deviate(ZR)
85.00 0.45 -1.037
Resilient Modulus (Mr) (psi) Unreinforced ESALs
14,457 1,204,173
No Reinforcement/ Stabilization
Structural Drainage Structural Number
Layer No. Material Description Coefficient Coefficient Thickness(in) (Unreinforced)
1 ACC Surface 0.43 1.00 3.00 1.29
2 Base Course 0.14 1.00 6.00 0.84
3 Sub-Base Course 0.09 1.00 6.00 0.54
Subgrade CBR: 15.00 2.67
15.00 in
0 00 (Unreinforced)
OU 6.00
6.00
9.OU 6.00
12.00
15.00
ACC Surface Base Course Sub-Base Course
365 South Holland Drive Tel 706 693 2226 Fax 706 693 4400
Pendergrass,GA 30567 Tel 888 795 0808 www.mirafi.com
ittp://fpd.tcmirafi.net/Report.aspx?ProjectID=66706&CalcID=66312&ReportType=Analysis 5/15/2015
Page 1 of 5
E N C AT E ; TenCate Geosynthetics
North America
Flexible Pavement Analysis Report
Project Name:The Lake at Valley West
Collector Roads Report Date: 5/15/2015 Report Run By:Steve Malmberg
Initial Road Data (Pre-Reinforcement)
Subgrade Strength Value Strength Parameter Subgrade CBR
15.00 CBR,soaked(ASTM D1883) 15.00
Structural Number(SN) Traffic Volume(ESALs)
2.67 1,204,173
Traffic Volume Calculator Data (ESALs)
Initial Serviceability (po) Terminal Serviceability (pi) Serviceability Loss(APSI)
4.2 2.5 1.7
Reliability% (R) Standard Deviation(So) Standard Normal Deviate(ZR)
85.00 0.45
-1.037
Resilient Modulus(Mr)(psi) Unreinforced ESALs
14,457 1,204,173
No Reinforcement/Stabilization
Layer No. Material Description Structural Drainage Structural Number
y p Coefficient Coefficient Thickness(in) (Unreinforced)
1 ACC Surface 0.43 1.00 3.00 1.29
2 Base Course 0.14 1.00 6.00 0.84
3 Sub-Base Course 0,09 1.00 6.00 0.54
Subgrade CBR: 15.00 2.67
15.00 in
0.00 (Unreinforced)
3.00 6.00
6.00
9.00 6.00
12.00 4
15.00
El
ACC Surface Base Course Sub-Base Course
365 South Holland Drive Tel 706 693 2226 Fax 706 693 4400
Pendergrass,GA 30567 Tel 888 795 0808 www.mirafi.com II
1p://fpd.tcmirafi.net/Report.aspx?ProjectID=66706&CalcID=66311&ReportType=Analysis 5/15/2015